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Douglas County Justice Center Expansion Phase I: Parking Garage & Site Improvements Construction Documents Project Manual A Project For: Douglas County Government April 3rd, 2013

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

klipp | a division of gkkworks

PROJECT DIRECTORY OWNER DOUGLAS COUNTY GOVERNMENT Contacts Address City/State ZIP code Emails

Vicky Starkey, Facilities Manager Tim Hallmark, Chief Facilities Engineer 3026 North Industrial Way Castle Rock, Colorado 80109 [email protected] [email protected] DOUGLAS COUNTY SHERIFF’S OFFICE

Contacts Address City/State ZIP code Phone Emails

Chief Holly Nicholson-Kluth, Bureau Chief Jason Kennedy, Detentions Captain 4000 Justice Way Castle Rock, Colorado 80109 303.660.7517 [email protected] [email protected]

OWNER’S REPRESENTATION COMPANY

WEMBER INC.

Contacts

Paul Wember, President Dan Spyksta, Project Manager 7525 South Jasmine Court Centennial, Colorado 80112 [email protected] [email protected]

Address City/State ZIP code Emails

ARCHITECT COMPANY

klipp, A DIVISION OF GKKWORKS

Contacts

Brian Klipp, Principal in Charge Jay Ireland, Project Manager Jeremy Geddes, Project Coordinator Sarah Ponko, Architect Nils Jergenson, Project BIM Manager 201 Broadway Denver, Colorado 80203 303.893.1990 303.893.2204 [email protected] [email protected] [email protected] [email protected] [email protected]

Address City/State ZIP code Phone Fax Emails

PROJECT DIRECTORY

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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JUSTICE FACILITIES ARCHITECT COMPANY

RICCI GREEN ASSOICATES

Contacts

Ken Ricci, Principal April Pottorff, Principal Ryan Meador, Designer 212 North Upper Street Suite 130 Lexington, Kentucky 40507 859.254.5050 859.255.0919 [email protected] [email protected] [email protected]

Address City/State ZIP code Phone Fax Emails

GENERAL CONTRACTOR COMPANY Contacts

Address City/State ZIP code Phone Fax Emails

SWINERTON BUILDERS Dave Wermerskirchen, Design-Build Operations Manager Ed Maierhofer, Senior Estimator Nick Elmont, Project Manager Dave Britton, Superintendent 6890 West 52nd Avenue Suite 100 Arvada, Colorado 80002 303.423.9242 303.423.0037 [email protected] [email protected] [email protected] [email protected]

CIVIL ENGINEER COMPANY Contacts Address City/State ZIP code Phone Emails

HARRIS KOCHER SMITH Steven Kocher, Principal John O'rouke, Project Manager 1391 Speer Blvd. Suite 390 Denver, Colorado 80204 303.623.6300 [email protected] [email protected]

LANDSCAPE ARCHITECT COMPANY Contacts

Address City/State ZIP code Phone Fax PROJECT DIRECTORY

StudioINSITE, LLC Dennis Rubba, Principal Eric Taylor, Senior Landscape Architect Chris Brueckner, Designer 3457 Ringsby Court Unit #223 Denver, Colorado 80216 303.433.7100 303.433.4301 Page - 2

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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LANDSCAPE ARCHITECT (continued) Emails [email protected] [email protected] [email protected] STRUCTURAL ENGINEER COMPANY Contacts Address City/State ZIP code Phone Fax Number Emails

S.A. MIRO David Lewis, President Brandon Warren, Senior Project Engineer 4582 Ulster Street Parkway Suite 300 Denver, Colorado 80237 303.741.3737 720.407.1640 [email protected] [email protected]

MECHANICAL ENGINEER COMPANY

ME ENGINEERS, INC

Contacts

Scott Gerard, Principal Brian Kannady, Principal Leonard Gurule, Senior Associate Damian Smith, Associate 10005 West 43rd Avenue Wheat Ridge, Colorado 80033 303.421.6655 [email protected] [email protected] [email protected] [email protected]

Address City/State ZIP code Phone Email

IT/LOW VOLTAGE, AUDIO VISUAL & ACOUSTICAL COMPANY Contacts

Address City/State ZIP code Phone Fax Emails

PROJECT DIRECTORY

SHEN MILSON & WILKE LLC Dana Hougland, Senior Consultant Marc Auville, Senior Consultant Chris Evans 1822 Blake Street Suite 2A Denver, Colorado 80202 720.482.0770 720.482.0450 [email protected] [email protected] [email protected]

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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SECURITY ENGINEERING COMPANY

LATTA TECHNICAL SERVICES, INC

Contacts

Alan Latta, President Igor Abadzic, Engineering Manager 1101 East Plano Parkway Suite H Plano, Texas 75074 [email protected] [email protected]

Address City/State ZIP code Emails SPECIFICATIONS COMPANY

SPECIFICATIONS BY DESIGN, INC

Contact Address

Kerry Sharrock 100 Fillmore Street Suite 500 Denver, Colorado 80206 720.841.7257 [email protected]

City/State Zip Code Phone Email End of Project Directory

PROJECT DIRECTORY

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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DOUGLAS COUNTY JUSTICE CENTER EXPANSION

PHASE I: PARKING GARAGE AND SITE IMPROVEMENTS Castle Rock, Colorado

CONSTRUCTION DOCUMENTS TABLE OF CONTENTS Project Directory Legend: ■ - indicates revised Section BOLD – indicates new Section or text added to existing Section Strikeout – indicates deleted text in existing Section Architectural Specifications Division 01 through 48 DIVISION 01 - GENERAL REQUIREMENTS Section Title ■011000 Summary Attachment: Geotechnical Report 012100 Allowances 012500 Substitution Procedures Attachment: Substitution Request (During the Bidding / Negotiating Period) Attachment: Substitution Request (After the Bidding / Negotiating Phase) 012600 Contract Modification Procedures 012900 Payment Procedures 013100 Project Management and Coordination Attachment: Request for Interpretation 013200 Construction Progress Documentation 013300 Submittal Procedures 014000 Quality Requirements 014200 References 015000 Temporary Facilities and Controls 016000 Product Requirements 017300 Execution 017419 Construction Waste Management 017700 Closeout Procedures 017823 Operation and Maintenance Data 017839 Project Record Documents 017900 Demonstration and Training DIVISION 02 – EXISTING CONDITIONS 024119 Selective Structure Demolition DIVISION 03 - CONCRETE 033100 Structural Concrete 033300 Architectural Concrete 033540 Concrete Sealer TABLE OF CONTENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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DIVISION 03 – CONCRETE (continued) 034100 Precast Structural Concrete ■034500 Precast Architectural Concrete 036000 Grouting DIVISION 04 - MASONRY ■042000 Unit Masonry DIVISION 05 - METALS 051200 Structural Steel Framing 053100 Steel Decking 055000 Metal Fabrications ■055100 Metal Stairs 055213 Pipe and Tube Railings 055300 Metal Gratings DIVISION 06 – WOOD, PLASTICS, AND COMPOSITES 061053 Miscellaneous Rough Carpentry 066400 Plastic Paneling DIVISION 07 - THERMAL AND MOISTURE PROTECTION 071416 Cold Fluid-Applied Waterproofing 072100 Thermal Insulation 072500 Fluid-Applied Weather Barrier 074113 Metal Roof Panels 074243 Composite Wall Panels 075323 Ethylene-Propylene-Diene-Monomer (EPDM) Roofing 076200 Sheet Metal Flashing and Trim 077129 Manufactured Roof Expansion Joints 077200 Roof Accessories 078100 Applied Fireproofing 078413 Penetration Firestopping 078446 Fire-Resistive Joint Systems 079200 Joint Sealants 079500 Expansion Control DIVISION 08 - OPENINGS 081113 Hollow Metal Doors and Frames 083113 Access Doors and Panels Frames ■087100 Door Hardware (Section replaced in its entirety) Attachment: ■Door Hardware Index 088000 Glazing DIVISION 09 - FINISHES 092216 Non-Structural Metal Framing 092400 Portland Cement Plastering 092900 Gypsum Board 095113 Acoustical Panel Ceilings 096513 Resilient Base and Accessories 099113 Exterior Painting 099123 Interior Painting 099600 High-Performance Coatings

TABLE OF CONTENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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DIVISION 10 - SPECIALTIES 104413 Fire Extinguisher Cabinets 104416 Fire Extinguishers DIVISION 11 - EQUIPMENT ■111200 Parking Control Equipment 118710 Kennel Dog Doors DIVISION 12 - FURNISHINGS Not Used DIVISION 13 - SPECIAL CONSTRUCTION Not Used DIVISION 14 - CONVEYING SYSTEMS 142400 Hydraulic Elevators DIVISION 21 – FIRE SUPPRESSION Not Used DIVISION 22 – PLUMBING 220500 Common Work Results for Plumbing 220700 Plumbing Insulation 221000 Plumbing Piping 222123 Natural Gas Systems 223000 Plumbing Equipment 224000 Plumbing Fixtures 229000 Plumbing Project Closeout DIVISION 23 – HEATING VENTILATING AND AIR CONDITIONING 2300501/260501 Mechanical and Electrical Coordination 230502 Basic Mechanical Requirements 230503 Basic Mechanical Materials and Methods 230513 Motors and Starters 230521 Pipe and Pipe Fittings 230522 Piping Accessories 230523 Valves 230529 Pipe Supports and Anchors 230548 Vibration Control 230553 Mechanical Identification 230593 Test-Adjust-Balance 230700 Mechanical Insulation 230900 Building Automation and Automatic Temperature Control Systems 232113 Hydronic Piping 232123 HVAC Pumps 232513 HVAC System Chemical Treatment 233113 Ductwork 233300 Ductwork Accessories 233400 Fans 233700 Air Inlets and Outlets 234000 Air Cleaning 235100 Flue Systems 235500 Gas Fired Heaters 235800 Snow Melt Systems TABLE OF CONTENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

DIVISION 23 – HEATING VENTILATING AND AIR CONDITIONING (continued) 238119 Air Conditioning Units/Heat Pumps 238239 Heating Terminal Units 239000 Project Closeout DIVISION 25 – INTEGRATED AUTOMATION Not Used DIVISION 26 – ELECTRICAL 260501/230501 Mechanical and Electrical Coordination 260502 Electrical Requirements 260503 Testing 260504 Electrical Demolition and Relocation 260505 Manufacturers 260506 Basic Material and Methods 260510 Project Closeout 260519 Electrical Power Conductors and Cables 260526 Grounding and Bonding 260529 Hangers and Supports 260533 Raceway and Boxes 260548 Vibration and Seismic Controls 260553 Identification 262213 Low Voltage Distribution Transformers 262416 Panelboards 262726 Wiring Devices 262816 Enclosed Switches, Fuses and Circuit Breakers 264113 Lightning Protection for Structures 265113 Lighting Fixtures 265613 Poles and Standards DIVISION 27 – COMMUNICATIONS 271000 Structured Cabling System DIVISION 28 – ELECTRONIC SAFETY AND SECURITY 280510 Common Work Results for Electronic Security 280555 Cabinets and Enclosures 281300 Access Control System 282300 Digital Video Management and Recording System Attachment: Schedule A 283100 Addressable Fire Alarm System 284619 Electronic Control System 284623 Touch Screen Control and Management System 285045 Uninterruptible Power Systems 285123 Digital Intercom and Paging System

needs header on sheet

DIVISION 31 – EARTHWORK 312000 Earth Moving DIVISION 32 – EXTERIOR IMPROVEMENTS 320290 Tree Protection and Trimming 321216 Asphalt Paving 321313 Concrete Paving 323113 Chain Link Fences and Gates TABLE OF CONTENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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DIVISION 32 – EXTERIOR IMPROVEMENTS (continued) 323114 High-Security Chain Link Fences and Gates 323223 Segmental Retaining Walls 328400 Irrigation System 329200 Lawn and Grasses 329300 Exterior Plants DIVISION 33 – UTILITIES 334600 Subdrainage DIVISION 34 – TRANSPORTATION Not Used DIVISION 35 – WATERWAY AND MARINE CONSTRUCTION Not Used DIVISION 40 – PROCESS INTEGRATION Not Used DIVISION 41 – MATERIAL PROCESSING AND HANDLING EQUIPMENT Not Used DIVISION 42 – PROCESS HEATING, COOLING, AND DRYING EQUIPMENT Not Used DIVISION 43 – PROCESS GAS AND LIQUID HANDLING, PURIFICATION, AND STORAGE EQUIPMENT Not Used DIVISION 44 – POLLUTION CONTROL EQUIPMENT Not Used DIVISION 45 – INDUSTRY-SPECIFIC MANUFACTURING EQUIPMENT Not Used DIVISION 48 – ELECTRICAL POWER GENERATION Not Used END OF TABLE OF CONTENTS

TABLE OF CONTENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

klipp | a division of gkkworks

SECTION 011000 - SUMMARY

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11.

1.2

Work covered by Contract Documents. Information available but not part of contract. Project information. Type of contract. Work under other contracts. Use of premises. Owner’s occupancy requirements. Owner-furnished products. Owner-furnished, Contractor installed products. Owner-furnished, Owner installed products. Specification formats and conventions.

WORK COVERED BY CONTRACT DOCUMENTS A.

Project Identification: Project consists of, but not limited to, multi-level parking garage construction comprised of structural precast concrete assemblies with pedestrian bridge including selected civil and architectural landscape work, as shown on the Drawings. 1.

B.

1.3

Project Title and Location: Douglas County Justice Center Expansion – Phase I: Parking Garage and Site Improvements, Castle Rock, Colorado.

For Permit Construction Documents dated January 18 February 22, 2013 were prepared for the Project by klipp | a division of gkkworks.

INFORMATION AVAILABLE BUT NOT PART OF CONTRACT A.

Geotechnical Investigation: The following report is attached to the end of this Section. 1. 2. 3. 4. 5.

1.4

Prepared By: Ground Engineering Consultants Inc., 41 Inverness Drive East, Englewood, Colorado 80112. Title: Subsurface Exploration Program, Geotechnical and Pavement Recommendations, Douglas County Justice Center Detention Facility, Castle Rock, Colorado. Prepared For: Douglas County Facilities, 3026 North Industrial Way, Castle Rock, Colorado 80109. Job Number: 12-3689 Date: December 7, 2012

PROJECT INFORMATION A.

Project Identification: Douglas County Justice Center Expansion – Phase I: Parking Garage and Site Improvements, Castle Rock, Colorado.

SUMMARY

011000 - 1

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 1.

klipp | a division of gkkworks

Project Location: 3026 North Industrial Way, Castle Rock, Colorado 80109.

B.

Owner: 80109.

C.

Owner Representative: Wember Inc., 7525 South Jasmine Court, Centennial, Colorado 80112.

D.

Architect of Record: klipp | a division of gkkworks, 201 Broadway, Denver, Colorado 80203.

E.

General Contractor: Swinerton Builders, 6890 West 52nd Avenue, Suite 100, Arvada, Colorado 80002.

1.5

Douglas County Government, 3026 North Industrial Way, Castle Rock, Colorado

TYPE OF CONTRACT A.

1.6

Project will be constructed under a single prime contract.

WORK UNDER OTHER CONTRACTS A.

1.7

General: Cooperate fully with separate subcontractors so work on those contracts may be carried out smoothly, without interfering with or delaying work under this Contract. Coordinate the Work of this Contract with work performed under separate contracts.

USE OF PREMISES A.

1.8

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

OWNER'S OCCUPANCY REQUIREMENTS A.

Owner Occupancy of Completed Areas of Construction: Owner reserves the right to occupy and to place and install equipment in completed areas of building, before Substantial Completion, provided such occupancy does not interfere with completion of the Work. Such placement of equipment and partial occupancy shall not constitute acceptance of the total Work. 1. 2. 3.

4.

1.9

Architect will prepare a Certificate of Substantial Completion for each specific portion of the Work to be occupied before Owner occupancy. Obtain a Certificate of Occupancy from authorities having jurisdiction before Owner occupancy. Before partial Owner occupancy, mechanical and electrical systems shall be fully operational, and required tests and inspections shall be successfully completed. On occupancy, Owner will operate and maintain mechanical and electrical systems serving occupied portions of building. On occupancy, Owner will assume responsibility for maintenance and custodial service for occupied portions of building.

OWNER-FURNISHED PRODUCTS A.

Owner will furnish products indicated. The Work includes providing support systems to receive Owner's equipment.

SUMMARY

011000 - 2

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11.

1.10 A.

A.

Owner shall furnish and install products indicated. The Contractor’s Work includes unloading, handling, storing, and protecting Owner-furnished products as directed and turning over to Owner at Project closeout.

A.

Building signage. Key tracer. Key tracer equipment room lockers.

OWNER-FURNISHED, CONTRACTOR INSTALLED PRODUCTS Owner-Furnished Products to be Installed by Contractor: 1. 2.

1.12

Owner will arrange for and deliver Shop Drawings, Product Data, and Samples to Contractor. Owner will arrange and pay for delivery of Owner-furnished items according to Contractor's Construction Schedule. After delivery, Owner will inspect delivered items for damage. If Owner-furnished items are damaged, defective, or missing, Owner will arrange for replacement. Owner will arrange for manufacturer's field services and for delivery of manufacturer's warranties to Contractor. Owner will furnish Contractor the earliest possible delivery date for Owner-furnished products. Using Owner-furnished earliest possible delivery dates, Contractor shall designate delivery dates of Owner-furnished items in Contractor's Construction Schedule. Contractor shall review Shop Drawings, Product Data, and Samples for review of equipment power requirements, dimension coordination and backing requirements. Contractor is responsible for receiving, unloading, and handling Ownerfurnished/Contractor-installed items at Project site. Contractor is responsible for protecting Owner-furnished/Contractor-installed items from damage during storage and handling, including damage from exposure to the elements. If Owner-furnished items are damaged as a result of Contractor's operations, Contractor shall repair or replace them. Contractor shall install and otherwise incorporate Owner-furnished items into the Work, if specifically specified.

OWNER-FURNISHED, OWNER INSTALLED PRODUCTS

1. 2. 3.

1.11

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Bike racks (3). Site benches (3).

SPECIFICATION FORMATS AND CONVENTIONS Specification Format: The Specifications are organized into Divisions and Sections using the 2004 Version-Division Format and CSI/CSC's "MasterFormat" numbering system. 1.

2.

SUMMARY

Section Identification: The Specifications use Section numbers and titles to help crossreferencing in the Contract Documents. Sections in the Project Manual are in numeric sequence; however, the sequence is incomplete because all available Section numbers are not used. Consult the table of contents at the beginning of the Project Manual to determine numbers and names of Sections in the Contract Documents. Division 01: Sections in Division 01 govern the execution of the Work of all Sections in the Specifications.

011000 - 3

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents B.

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Specification Content: The Specifications use certain conventions for the style of language and the intended meaning of certain terms, words, and phrases when used in particular situations. These conventions are as follows: 1.

2.

Abbreviated Language: Language used in the Specifications and other Contract Documents is abbreviated. Words and meanings shall be interpreted as appropriate. Words implied, but not stated, shall be inferred as the sense requires. Singular words shall be interpreted as plural, and plural words shall be interpreted as singular where applicable as the context of the Contract Documents indicates. Imperative mood and streamlined language are generally used in the Specifications. Requirements expressed in the imperative mood are to be performed by Contractor. Occasionally, the indicative or subjunctive mood may be used in the Section Text for clarity to describe responsibilities that must be fulfilled indirectly by Contractor or by others when so noted. a.

The words "shall," "shall be," or "shall comply with," depending on the context, are implied where a colon (:) is used within a sentence or phrase.

PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION 011000

SUMMARY

011000 - 4

Subsurface Exploration Program Geotechnical and Pavement Recommendations Douglas County Justice Center Detention Facility Castle Rock, Colorado

Prepared for: Douglas County Facilities 3026 North Industrial Way Castle Rock, Colorado 80109 Attention: Ms. Vicky Starkey

Job Number: 12-3689

41 Inverness Drive East, Englewood, CO 80112-5412 Office Locations:

Englewood



Commerce City

December 7, 2012

Phone (303) 289-1989 Loveland



Fax (303) 289-1686

Granby



Gypsum



www.groundeng.com Grand Junction



Casper 



EXECUTIVE SUMMARY The subsurface conditions encountered in the test holes generally consisted of a thin veneer of asphalt, approximately 4 to 6 inches thick, or topsoil, approximately 1 to 6 inches, underlain by man-made fill, sand, and/or clay. These materials were underlain by sandstone bedrock at depths ranging from approximately 40 to 58 feet below existing grades.

The test holes

extended to depths of approximately 30 to 61 feet below existing grades. Groundwater was not encountered in the test holes at the time of drilling or when measured 7 days later in Test Hole 2. The remainder of the test holes were backfilled immediately following drilling operations. Groundwater was encountered at a depth of approximately 65 feet below existing grade in one of the previous exploration programs. According to provided grading information, material fills up to approximately 8 feet and material cuts up to approximately 9 feet will be necessary for the proposed parking garage and material fills ranging from less than 1 foot to approximately 3 feet will be necessary for the proposed infirmary structure. Man-made fill was encountered in the northwest corner of the proposed parking structure where additional fill will be placed.

For the parking garage, GROUND

recommends the existing fill material be removed and a uniform fill prism thickness (approximately 12 to 13 feet) be placed beneath the entire building footprint. The thickness of the uniform fill prism may be reduced to 6 feet, provided that the owner understand that an increase for differential movement may occur in areas where remnant fill exists as well as where greater depths of “new” fill material are placed. The infirmary structure may be founded on spread footings and slab-on-grade floor systems placed on a uniform fill prism of approximately 3 feet of moisture-density treated materials and the pedestrian bridge and canopy structure may be placed on properly moisture-density treated soils or native, undisturbed material.

An

allowable bearing pressure of 2,500 psf may be used for the spread footings assuming properly drained soils and footing dimensions as indicated in the report. A higher allowable bearing capacity for the parking garage of 3,500 psf may be utilized provided the fill materials are compacted to 98 percent the maximum modified Proctor dry density. As an alternate system for the structures, a deep foundation system consisting of straight-shaft drilled piers advanced into the underlying bedrock may be constructed. However, due to the depth to bedrock encountered in the test holes and potential caving soils, these systems may not be cost-effective/practical. Total and differential movement potentials for each case are provided in the report. GROUND recommends that a flexible pavement section consisting of a minimum of 6.5 inches of full depth asphalt, a minimum of 4.5 inches of asphalt over a minimum of 6 inches of aggregate base course equivalent composite section, or a rigid section consisting of at least 6

inches of concrete be placed on areas intended for the driveways servicing the structures. Parking areas may be paved with 5.5 or more inches of full depth asphalt, a minimum of 4 inches of asphalt over a minimum of 6 inches of aggregate base course, or a rigid section consisting of at least 5 inches of concrete. GROUND recommends that trash collection zones as well as other pavement areas subjected to high turning stresses or heavy truck traffic be provided with a rigid pavement consisting of 6 or more inches of concrete. For enhanced performance, concrete sections should be underlain by 6 inches of properly compacted aggregate base course. Additional recommendations with respect to foundations, floor slabs, water-soluble sulfates, corrosivity, exterior flatwork, project earthworks, excavation conditions, utility installation, surface drainage, perimeter underdrains, and pavement sections are contained herein. This executive summary should not be solely relied upon as a complete summary of the information contained in this report; rather the entire contents of this report should be reviewed by the Client/Owner/Project Team prior to design/construction.

TABLE OF CONTENTS Page Purpose and Scope of Study ...................................................................................... 1 Proposed Construction ................................................................................................ 1 Site Conditions ............................................................................................................ 2 Subsurface Exploration ............................................................................................... 3 Laboratory Testing ...................................................................................................... 4 Subsurface Conditions ................................................................................................ 5 Engineering Seismicity ................................................................................................ 6 Drainage Improvements .................................................................................................. 8 Foundation/Floor System Overview ............................................................................ 10 Foundation System ................................................................................................... 12 Floor System ............................................................................................................. 13 Differential Settlement ................................................................................................... 16 Mechanical Rooms/Mechanical Pads ........................................................................... 17 Exterior Flatwork ....................................................................................................... 17 Water Soluble Sulfates................................................................................................ 20 Soil Corrosivity ............................................................................................................ 20 Lateral Earth Pressures ............................................................................................ 23 Project Earthwork ...................................................................................................... 25 Excavation Considerations ........................................................................................ 29 Utility Pipe Installation and Backfilling ......................................................................... 30 Surface Drainage ...................................................................................................... 33 Underdrain/Subsurface Moisture Infiltration ............................................................... 36 Pavement Conclusions/Recommendations ................................................................ 37 Closure and Limitations ............................................................................................. 42 Locations of Test Holes ..................................................................................... Figure 1 Logs of Test Holes ...................................................................................... Figures 2-3 Legend and Notes ............................................................................................. Figure 4 Direct Shear Test Results ...............................................................................Figures 5-6 Summary of Laboratory Test Results ................................................................ Table 1 Summary of Soil Corrosion Test Results .............................................................. Table 2 Geophysical Investigation Report .............................................................. Appendix A

Douglas County Justice Center Detention Facility Castle Rock, Colorado

PURPOSE AND SCOPE OF STUDY This report presents the results of a subsurface exploration program performed by GROUND Engineering Consultants, Inc. (GROUND) to provide geotechnical and pavement recommendations for the proposed expansion to the Douglas County Justice Center Detention Facility located at the address of 4000 Justice Way in Castle Rock, Colorado. Our study was conducted in general accordance with GROUND Proposal No. 1209-1568, dated September 20, 2012. Field and office studies provided information regarding surface and subsurface conditions, including existing site vicinity improvements and groundwater.

Material

samples retrieved during the subsurface exploration were tested in our laboratory to assess the engineering characteristics of the site earth materials, and assist in the development of our geotechnical recommendations. Results of the field, office, and laboratory studies for the proposed facility are presented below. This report has been prepared to summarize the data obtained and to present our conclusions and recommendations based on the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of engineering considerations related to construction of the proposed facility are included herein. GROUND was provided with previous geotechnical studies associated with the general project site, two of which GROUND performed. These reports are titled, Preliminary Soils and Foundation Investigation, Proposed Douglas County Justice Building, Douglas County, Colorado, dated July 12, 1994, Soil and Foundation Investigation and Pavement Design, On-Site Improvements, Proposed Douglas County Justice Center, Castle Rock Colorado, dated May 8, 1996, and Soil and Foundation Investigation, Douglas County Justice Center Expansion, 4000 Justice Way, Castle Rock, Colorado, dated June 11, 2002, prepared by CTC-Geotek. GROUND reviewed these reports in support of our preparation of the current study, presented herein.. PROPOSED CONSTRUCTION According to provided information, we understand that proposed construction will include a new two-story parking garage, approximately 67,196 square feet in building

Job No. 12-3689

Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

footprint, with a below grade level and a new two-story infirmary structure. The exact building footprint area of the infirmary structure was unknown at the time of our exploration and this report preparation. The parking garage will be designed for an additional story in the future as well as the addition of photovoltaic panels. Additionally, a pedestrian bridge and two canopies will be constructed within the project site. Pavement improvements and site retaining walls will also be performed/constructed as portions of the project. According to provided grading plans, the lower level finish floor elevation (FFE) for the parking garage is approximately 6,151 feet and the finish floor elevation for the pedestrian bridge is approximately 6,172 feet. The finish floor elevation for the infirmary structure is approximately 6,154.16 feet. Therefore, it appears that material fills up to approximately 8 feet and material cuts up to approximately 9 feet will be necessary for the proposed parking garage and material fills ranging from less than 1 foot to approximately 3 feet will be necessary for the proposed infirmary structure. According to provided information, the parking garage will include maximum loads ranging from approximately 200 to 300 kips and approximately 500 to 700 kips at future build-out. Bearing wall loads will range from 6 kips per foot to 10 kips per foot for the infirmary structure. The approximate columns loads for the proposed infirmary. The approximate proposed building(s) layouts are shown in Figure 1. Development will also include installation of underground utilities to service the proposed structures. SITE CONDITIONS At the time of our field exploration, the project area was associated with the existing Douglas County Justice Center, asphalt-paved parking areas and drive lanes. Based on provided information, the existing facilities, that include the municipal courts, administration

area,

and

inmate

housing, were constructed in 1998. The

northern

and

two

southern

additions were constructed in 2004. These buildings were constructed on shallow foundation systems consisting of spread

Job No. 12-3689

Ground Engineering Consultants, Inc.

Page 2 of 44

Douglas County Justice Center Detention Facility Castle Rock, Colorado

footings with slab-on-grade floor systems. In some areas, a fill prism was constructed beneath the structures to address expansive earth materials observed during the previous

exploration

program

at

other areas throughout the site. During our site reconnaissance at the time of exploration, the existing facility appeared to be performing satisfactorily apparent

with

no

distress.

obvious

Additionally,

according to correspondence with facility maintenance personnel, the structures

have

satisfactorily.

been

performing

The pavement areas

exhibited low distress, likely due to age and level of maintenance. Landscaped islands, pine trees and bushes, and curb-and-gutter were also associated with the project site. A drainage ditch was located on the east side of the project site that was dry at the time of our report preparation. The general topography across the project site was gently sloping with slopes up to approximately 3 percent descending toward the west with steeper slopes, up to approximately 15 percent, associated with the drainage ditch on the west side of the project site and with the northeast corner of the proposed parking lot. Man-made fill was encountered in some of our test holes at the time of drilling as well as during the previous exploration programs. The exact extents, limits, and composition of any man-made fill were not determined as part of the scope of work addressed by this study, and should be expected to potentially exist at varying depths and locations across the site. SUBSURFACE EXPLORATION The subsurface exploration for the project was conducted on November 15th and 16th, 2012. A total of ten (10) test holes were drilled with a truck-mounted, continuous flight power auger rig to evaluate the subsurface conditions as well as to retrieve soil and bedrock samples for laboratory testing and analysis. Of these, five (5) test holes were drilled within the proposed parking structure, four (4) test holes were drilled within the

Job No. 12-3689

Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

infirmary structure, and one (1) test hole was drilled within the location of a proposed canopy. The test holes were advanced to depths ranging from approximately 30 to 61 feet below existing grade.

A representative of GROUND directed the subsurface

exploration, logged the test holes in the field, and prepared the soil and bedrock samples for transport to our laboratory. Samples of the subsurface materials were retrieved with a 2-inch I.D. California liner sampler.

The sampler was driven into the substrata with blows from a 140-pound

hammer falling 30 inches. This procedure is similar to the Standard Penetration Test described by ASTM Method D1586.

Penetration resistance values, when properly

evaluated, indicate the relative density or consistency of soils. Depths at which the samples were obtained and associated penetration resistance values are shown on the test hole logs. The approximate locations of the test holes are shown in Figure 1.

Logs of the

exploratory test holes are presented in Figures 2 and 3. Explanatory notes and a legend are provided in Figure 4.

GROUND utilized the Client-provided site plan indicating

existing features, etc., to approximately locate the test holes. LABORATORY TESTING Samples retrieved from our test holes were examined and visually classified in the laboratory by the project engineer.

Laboratory testing of soil and bedrock samples

obtained from the subject site included standard property tests, such as natural moisture contents, dry unit weights, grain size analyses, swell-consolidation potential, direct shear testing, unconfined compressive strength, and liquid and plastic limits. Water-soluble sulfate and corrosivity tests were completed on selected samples of the soils as well. Laboratory tests were performed in general accordance with applicable ASTM and AASHTO protocols.

Results of the laboratory testing program are summarized on

Tables 1 and 2.

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

SUBSURFACE CONDITIONS Geologic Setting The subject parcel consists largely of a sequence of sedimentary rock formations deposited and preserved in a structural depression in north-central Colorado. In the general project area, these sedimentary rocks dip eastward at low angles (less than 10 degrees, typically) and are overlain by a variety of surficial deposits including alluvial (stream-laid) sediments, eolian (wind-blown) materials and colluvial (slope-wash) deposits. The bedrock deposits underlying the project area are mapped as Upper Cretaceous Dawson Formation (Thorson, 20051). predominately

of

Arkosic

In the project vicinity, this formation consists

sandstones

with

minor

amounts

of

siltstone

and

conglomerates. The sands/clays encountered above the Dawson Formation at the site are interpreted to be Holocene to Late Pleistocene Alluvial Fan Deposits. Based on the published information reviewed for the site and our experience within area, there are no mapped geologic hazards within or directly adjacent to the project site. The subsurface conditions encountered in the test holes generally consisted of a thin veneer of asphalt, approximately 4 to 6 inches thick, or topsoil, approximately 1 to 6 inches, underlain by man-made fill, sand, and/or clay. These materials were underlain by sandstone bedrock at depths ranging from approximately 40 to 58 feet below existing grades. The test holes extended to depths of approximately 30 to 61 feet below existing grades. Subsurface Materials Man-Made Fill was comprised of sand and clay, fine to medium grained, low plastic, appeared to be compacted, slightly moist to moist, and dark brown in color. Sand was silty to clayey, medium to coarse grained with occasional gravel, non-plastic to low plastic, medium dense to dense, moist, and brown in color.

1

Thorson, J.P., 2005, Geologic Map of the Castle Rock North Quadrangle, Douglas County, Colorado: Colorado Geological Survey, Open-File Report OF05-02, scale 1:24,000.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

Sand and Clay were interbedded, fine to medium grained, low to medium plastic, very stiff to hard/medium dense to dense, slightly moist to moist, brown in color, and occasionally calcareous. Sandstone Bedrock was silty to clayey, medium to coarse grained, low plastic, hard to resistant, dry to moist, light brown in color, and occasionally iron-stained.

Please note

that the sandstone is uncemented and relatively resistant. Swell-Consolidation Testing of samples of the on-site materials encountered in the project test holes indicate a potential for consolidation (See Table 1). Consolidations of approximately 0.1 and 0.8 percent were measured at surcharge loads of 625 and 2,500 psf, respectively.

In previous explorations, swells ranging from 0.3 to 2.8 percent were

measured at approximate 1,000 psf surcharge loads. The higher swell potential was observed in the upper foot of fill material previously placed on-site. Groundwater was not encountered in the test holes at the time of drilling or when measured 7 days later in Test Holes 2. The remainder of the test holes were backfilled immediately following drilling operations. Groundwater was encountered at a depth of approximately 65 feet below existing grade in one of the previous exploration programs. Groundwater levels can fluctuate, however, in response to annual and longer-term cycles of precipitation, irrigation, surface drainage and land use, and the development and drainage of transient, perched water conditions. ENGINEERING SEISMICITY According to the 2009 International Building Code® (Section 1613 Earthquake Loads), “Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 (2009 IBC) or ASCE 7.” Exceptions to this are further noted in Section 1613. Utilizing the USGS’s Earthquake Ground Motion Tool v.5.0.9a and site latitude/longitude coordinates of 39.402654 and –104.865797 (obtained from Google Earth) respectively,

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

the project area is indicated to possess an SDS value of 0.231 and an SD1 value of 0.091. Per 2009 IBC, Section 1613.5.2 Site class definitions, “Based on the site soil properties, the site shall be classified as Site Class A, B, C, D, E or F in accordance with Table 1613.5.2. When the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the building official or geotechnical data determines that Site Class E or F soil is likely to be present at the site”. Zonge conducted a geophysical investigation to determine the one-dimensional shear wave velocity structure to a depth of at least 100 feet. The testing utilized a seismic refraction microtremor (ReMi) soundings to measure Vs100 values along three lines. This analysis is presented in Appendix A. From Zonge’s data, an average shear wave velocity of 1,010 ft/sec was determined, which classifies the site as Seismic Site Class D, according to 2012 IBC. The largest recorded earthquake (estimated magnitude 6.2 to 6.6) in Colorado occurred in November 1882. While the specific location of this earthquake is very uncertain, it is postulated to have occurred in the Front Range near Rocky Mountain National Park. The most recent significant seismic movements associated with the historically active Rocky Mountain Arsenal Fault (Commerce City, Colorado) occurred in the 1960s, generating earthquakes up to magnitude 5.5.

Since the early 1960s, numerous

earthquakes with magnitudes up to approximately 5, with the majority possessing magnitudes of 2 to 4, have been experienced within the State. Earthquakes ranging in magnitude from 3.7 (Craig, Colorado) to 3.9 (Eads, Colorado and Trinidad, Colorado) occurred during the time period between July 2009 and August 2009. On August 23, 2011, a 5.3 magnitude earthquake occurred 9 miles west-southwest of Trinidad, Colorado. Earthquakes with similar magnitudes, and potentially greater, are anticipated to continue by the USGS, throughout the State. Therefore, the risk of damaging, earthquake-induced ground motions at the site is considered to be relatively low given the low, previously recorded, seismic magnitudes. Furthermore, based on the subsurface conditions at the site and the risks associated with this nearest fault, the risk of liquefaction of the site soils is considered low.

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

FOUNDATION AND FLOOR SYSTEM OVERVIEW Parking Garage According to provided information, it appears that construction of the parking garage will necessitate material fills up to approximately 8 feet and material cuts up to approximately 9 feet resulting in an increase for differential movement as some areas of the building will be placed on native material and some areas will be placed on fill material. Additionally, man-made fill was encountered in the northwest corner of the proposed structure where additional fill will be placed. Ideally, GROUND recommends that the man-made fill be removed and a uniform fill thickness be placed beneath the entire building footprint. This will result in a fill prism of approximately 12 to 13 feet. As stated above, material fills up to approximately 8 feet also appear to be necessary. Excavation and replacement should extend laterally at least 12 feet beyond the building perimeter, or to the edge of flatwork, whichever is greater. Following the construction of a uniform fill prism, it is GROUND’s opinion the materials encountered in our exploration are generally suitable to support a shallow foundation system consisting of spread footings with a slab-on-grade floor system.

Utilizing this option as well as other

applicable recommendations provided in this report, GROUND anticipates potential total movements on the order of 1 inch with differential movements on the order of 1/2-inch over a distance of 40 feet.

For an increased bearing capacity, as discussed in the

Foundation Systems section below, GROUND anticipates potential total movements on the order of 1.5 inches with differential movements on the order of 3/4-inch over a distance of 40 feet. The thickness of the uniform fill prism may be reduced to 6 feet (3 feet below the footings and 6 feet below the slab) provided the owner/client understands that an increase for differential movement may occur in areas where remnant fill exists as well as where greater depths of “new” fill material are placed. We anticipate movement potentials on the order of 1.5 inches with differential movements on the order of 3/4-inch over a distance of 40 feet, however, this is also dependent on the quality of the fill placement and compactive effort.

Excavation and replacement in this case should

extend at least 6 feet beyond the building perimeter, or to the edge of flatwork, whichever is greater. Please note that the greater the uniform fill prism thickness/depth beneath the foundation/floor systems, the less potential for differential movement. For

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

an increased bearing capacity, as discussed in the Foundation Systems section below, GROUND anticipates potential total movements on the order of 2 inches with differential movements on the order of 1-inch over a distance of 40 feet. We also considered the use of deep foundations, such as straight-shaft drilled piers advanced into the underlying bedrock, for the proposed parking garage. However, due to the depth of bedrock encountered in the test holes and the potential for caving sands, deep foundations may not be practical for this project site.

GROUND can provide

parameters for deep foundation systems upon request. Fill materials should be placed in accordance with the recommendations provided in the Project Earthwork section of our report. Infirmary Structure The infirmary structure will necessitate material fills ranging from less than 1 foot to approximately 3 feet resulting in an increase for differential movement as some areas of the building will be placed on native material and some areas will be placed on fill material. Therefore, it is GROUND’s opinion that the proposed infirmary structure may be founded on a shallow foundation system consisting of spread footings with a slab-ongrade floor system provided that a uniform layer of approximately 3 feet of moisturedensity treated materials is placed beneath the entire building footprint. This may result in the footings being placed on native, undisturbed materials.

Excavation and

replacement should extend at least 5 feet beyond the building perimeter, or to the far edge of flatwork, whichever is greater. Following the construction of the fill prism, a shallow foundation system consisting of spread footings with a slab-on-grade floor system may be constructed for the proposed building.

Precaution should be taken

adjacent to the existing structure as it appears that the proposed building will be located near/connected to the existing structure. Utilizing this option as well as other applicable recommendations provided in this report, GROUND anticipates potential movements on the order of 1 inch.

Fill materials should be placed in accordance with the

recommendations provided in the Project Earthwork section of our report.

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

Pedestrian Bridge and Canopy We understand that the bridge will span from the proposed parking garage to the existing building at an elevation of approximately 6,172 feet (upper finish floor elevation). Additionally, the proposed canopy will extend out from the west side of the existing building. Depending on the approximate elevation of the proposed foundations, it is GROUND’s opinion that the canopy and bridge foundations may be founded on spread footings placed on properly moisture-density treated soils or native, undisturbed material. Additionally, deep foundations, such as straight-shaft drilled piers advanced into the underlying bedrock, could be utilized for the proposed bridge and canopy foundations. However, due to the depth of bedrock encountered in the test holes and the potential for caving sands, deep foundations may not be practical for this project site. GROUND can provide parameters for deep foundation systems upon request. A helical pier foundation could also be utilized.

This office can provide a

contractor/supplier list upon request. During construction of the canopy and pedestrian bridge, the contractor should take precaution to not undermine adjacent structural elements and temporary shoring may be required. FOUNDATION SYSTEM Spread Footings The design and construction criteria presented below should be observed for a spread footing foundation system.

The construction details should be considered when

preparing project documents. The precautions and recommendations provided below will not prevent movement of the footings if the underlying materials are subjected to alternate wetting and drying cycles. However, the recommended measures will tend to make the movement more uniform, and reduce resultant damage if such movement occurs. 1)

Footings bearing on a uniform fill prism may be designed for an allowable soil bearing pressure (Q) of 2,500 psf. As stated, the parking structure and infirmary structure should include construction of a uniform fill prism of properly moisture-

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

density treated site generated materials (see previous). The pedestrian bridge and canopy foundations may be placed on native, undisturbed materials or properly moisture-density treated materials.

Based on this allowable bearing

capacity, we anticipate total post-construction settlements on the order of 1 inch with differential movement of approximately 1/2 inch over a distance of 40 feet. Fills should be constructed in accordance with the recommendations provided in the Project Earthwork section of this report. To achieve the above bearing capacity, the soils should be compacted to 95 percent of the maximum modified Proctor dry density. The above soil bearing pressure could be utilized for footing dimensions ranging from 9 feet x 9 feet (based on a maximum column load of 200 kips) to 17 feet x 17 feet (based on a maximum column load of approximately 700 kips). In the event the uniform fill prism is reduced to 6 feet (3 feet below the footings) leaving remnant fill material beneath the parking garage, we anticipate movement potentials on the order of 1.5 inches with differential movements on the order of 3/4-inch over a distance of 40 feet. 2)

For a higher bearing capacity for the parking garage, provided that the soils are compacted to 98 percent the maximum modified Proctor dry density, footings bearing on a uniform fill prism (approximately 12 to 13 feet) may be designed for an allowable soil bearing pressure (Q) of 3,500 psf. A uniform fill prism, as stated previously, of properly moisture-density treated site generated materials should be placed beneath the parking garage and infirmary structure. Based on this allowable bearing capacity, we anticipate total post-construction settlements on the order of 1.5 inches with differential movement of approximately 3/4 inch over a distance of 40 feet. Fills should be constructed in accordance with the recommendations provided in the Project Earthwork section of this report. The above soil bearing pressure could be utilized for footing dimensions ranging from 7.5 feet x 7.5 feet (based on a maximum column load of 200 kips) to 14 feet x 14 feet (based on a maximum column load of approximately 700 kips). In the event the uniform fill prism is reduced to 6 feet (3 feet below the footings) leaving remnant fill material beneath the parking garage, we anticipate

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

movement potentials on the order of 2 inches with differential movements on the order of 1-inch over a distance of 40 feet. 3)

We should be contacted to evaluate dimensions and loading that differ from what is indicated above.

4)

Footing excavation bottoms may expose loose, organic or otherwise deleterious materials, including debris. Firm materials may be disturbed by the excavation process. All such unsuitable materials should be excavated and replaced with properly compacted fill.

5)

In order to reduce differential settlements between footings or along continuous footings, footing loads should be as uniform as possible. Differentially loaded footings will settle differentially.

Similarly, differential fill thicknesses beneath

footings will result in increased differential settlements. 6)

Spread footings should have a minimum footing dimension of 16 or more inches. Actual footing dimensions, however, should be determined by the Structural Engineer, based on the design loads.

7)

Footings should be provided with adequate soil cover above their bearing elevation for frost protection. Footings should be placed at a bearing elevation 3 or more feet below the lowest adjacent exterior finish grades.

8)

Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet.

9)

The lateral resistance of spread footings will be developed as sliding resistance of the footing bottoms on the foundation materials and by passive soil pressure against the sides of the footings. Sliding friction at the bottom of footings may be taken as 0.37 times the vertical dead load.

10)

Compacted fill placed against the sides of the footings should be compacted to at least 95 percent relative compaction in accordance with the recommendations in the Project Earthwork section of this report.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

11)

Care should be taken when excavating the foundations to avoid disturbing the supporting materials. Hand excavation or careful backhoe soil removal may be required in excavating the last few inches.

12)

Foundation soils may be disturbed or deform excessively under the wheel loads of heavy construction vehicles as the excavations approach footing levels. Construction equipment should be as light as possible to limit development of this condition. The use of track-mounted vehicles is recommended since they exert lower contact pressures.

The movement of vehicles over proposed

foundation areas should be restricted. 13)

All footing areas should be compacted with a vibratory plate compactor prior to placement of concrete.

14)

The Civil Design Engineer(s) and contractor should evaluate the possible sources of water in the project area over the life of the structure, and provide a design/construction agenda that ensures not to allow moisture to infiltrate the foundation/structure supporting materials before, during, or after construction.

FLOOR SYSTEM Slab-on-Grade The following measures are recommended to reduce damage, which may result from movement of the slab subgrade material. These measures will not eliminate potential movements.

If slab-on-grade construction is used in accordance with the following

criteria, as well as other applicable recommendations contained in this report, we estimate that potential slab movements may be on the order of inch.

The actual

magnitude of movement is difficult to estimate and may be more or less. 1)

Floor slabs should be placed on properly prepared materials. As stated, the parking structure and infirmary structure should include construction of a uniform fill prism of properly moisture-density treated site generated materials (see previous).

These materials should be placed in accordance with the

recommendations in the Project Earthwork section of our report.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

2)

A soil subgrade (vertical) modulus (k) of 60 tcf may be utilized for the on-site sand materials.

3)

The prepared surface on which the floor slabs will be cast should be observed by the Geotechnical Engineer prior to placement of reinforcement. Exposed loose, soft, or otherwise unsuitable materials should be excavated and replaced with properly compacted fill, placed in accordance with the recommendations in the Project Earthwork section of this report.

4)

Floor slabs should be separated from all bearing walls and columns with slip joints, which allow unrestrained vertical movement. Joints should be observed periodically, particularly during the first several years after construction. Slab movement can cause previously free-slipping joints to bind. Measures should be taken to assure that slab isolation is maintained in order to reduce the likelihood of damage to walls and other interior improvements.

5)

Interior partitions resting on floor slabs should be provided with slip joints so that if the slabs move, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards and door frames. A slip joint which will allow sufficient vertical movement is recommended. If slip joints are placed at the tops of walls, in the event that the floor slabs move, it is likely that the wall will show signs of distress, especially where the floors meet the exterior wall.

6)

Concrete slabs-on-grade should be placed on properly prepared subgrade. They should

also

be

constructed

and

cured

according

to

applicable

standards and be provided with properly designed and constructed control joints. The design and construction of such joints should account for cracking as a result of shrinkage, tension, and loading; curling; as well as proposed slab use. Joint layout based on the slab design may require more frequent, additional, or deeper joints, and should also be based on the ultimate use and configuration of the slabs. Areas where slabs consist of interior corners or curves (at column blockouts or around corners) or where slabs have high length to width ratios, high degree of slopes, thickness transitions, high traffic loads, or other unique features should be carefully considered. The improper placement or construction

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

of control joints will increase the potential for slab cracking. ACI, AASHTO, and other industry groups provide many guidelines for proper design and construction of concrete slabs on grade and the associated jointing. 7)

Floor slabs should be adequately reinforced.

Recommendations based on

structural considerations for slab thickness, jointing, and steel reinforcement in floor slabs should be developed by the Structural Engineer. Placement of slab reinforcement continuously through the control joint alignments will tend to increase the effective size of concrete panels and reduce the effectiveness of control joints. 8)

All plumbing lines should be carefully tested before operation. Where plumbing lines enter through the floor, a positive bond break should be provided. Flexible connections allowing sufficient vertical movement should be provided for slabbearing mechanical equipment.

9)

Moisture can be introduced into a slab subgrade during construction and additional moisture will be released from the slab concrete as it cures. GROUND recommends placement of a properly compacted layer of free-draining gravel, 4 or more inches in thickness, beneath the slabs. This layer will help distribute floor slab loadings, ease construction, reduce capillary moisture rise and aid in drainage.

The free-draining gravel should contain less than 5 percent material

passing the No. 200 Sieve, more than 50 percent retained on the No. 4 Sieve, and a maximum particle size of 2 inches. The capillary break and the drainage space provided by the gravel layer also may reduce the potential for excessive water vapor fluxes from the slab after construction as mix water is released from the concrete. A vapor barrier beneath a building floor slab can be beneficial with regard to reducing exterior moisture moving into the building, through the slab, but can retard downward drainage of construction moisture.

Uneven moisture release can result in slab curling.

Elevated vapor fluxes can be detrimental to the adhesion and performance of many floor coverings and may exceed various flooring manufacturers’ usage criteria.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

Per the 2006 ACI Location Guideline, a vapor barrier is required under concrete floors when that floor is to receive moisture-sensitive floor covering and/or adhesives, or the room above that floor has humidity control. Therefore, in light of the several, potentially conflicting effects of the use of vapor barriers, the Owner and the Architect and/or Flooring Contractor should weigh the performance of the slab and appropriate flooring products in light of the intended building use, etc., during the floor system design process and the selection of flooring materials. Use of a vapor barrier may be appropriate for some buildings and not for others. In the event a vapor barrier is utilized, it should consist of a minimum 15 mil thickness, extruded polyolefin plastic (no recycled content or woven materials), maintain a permeance less than 0.01 perms per ASTM E-96 or ASTM F-1249, and comply with ASTM E-1745 (Class “A”). Vapor barriers should be installed in accordance with ASTM E-1643. Polyethylene (“poly”) sheeting (even if 15 mils in thickness which polyethylene sheeting commonly is not) does not meet the ASTM E-1745 criteria and is not recommended for use as vapor barrier material. It can be easily torn and/or punctured, does not possess necessary tensile strength, gets brittle, tends to decompose over time, and has a relatively high permeance. Slab movements are directly related to the increases in moisture contents to the underlying soils after construction is completed. The precautions and recommendations itemized above will not prevent the movement of floor slabs if the underlying materials are subjected to excessive moisture. However, these steps will reduce the damage if such movement occurs. DIFFERENTIAL SETTLEMENT As stated, design with respect to the connection between the proposed canopies, pedestrian bridge, or infirmary and the existing structure should account for the potential of differential settlement. If the recommendations herein are followed, we anticipate potential movements relating to differential settlement to be approximately 1 inch.

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

MECHANICAL ROOMS/MECHANICAL PADS Often, slab-bearing mechanical rooms/mechanical equipment are incorporated into projects.

Our experience indicates these are located as partially below-grade or

adjacent to the exterior of a structure.

GROUND recommends these elements be

founded on the same type of foundation systems as the main structure. Furthermore, mechanical connections must allow for potential differential movements. EXTERIOR FLATWORK Proper design, drainage, construction and maintenance of the areas between individual buildings and parking/driveway areas are critical to the satisfactory performance of the project. Sidewalks, entranceway slabs and roofs, fountains, raised planters and other highly visible improvements commonly are installed within these zones, and distress in or near these improvements is common. Commonly, soil preparation in these areas receives little attention because they fall between the building and pavement (which are typically built with heavy equipment).

Subsequent landscaping and hardscape

installation often is performed by multiple sub-contractors with light or hand equipment, and over-excavation / soil processing is not performed.

Therefore, GROUND

recommends that the design team, contractor, and pertinent subcontractors take particular care with regard to proper subgrade preparation around the structure exteriors. Similar to slab-on-grade floors, exterior flatwork and other hardscaping placed on the soils encountered on-site may experience post-construction movements due to volume change of the subsurface soils and the relatively light loads that they impose. Both vertical and lateral soil movements can be anticipated as the soils experience volume change as the moisture content varies. Distress to rigid hardscaping likely will result. The following measures will help to reduce damages to these improvements. Ideally, subgrade soils beneath project sidewalks, paved entryways and patios, masonry planters and short, decorative walls, and other hardscaping should be placed on the same amount of processed soil as those recommended for the floor slabs, or greater. Provided the owner understands the risks identified above, we believe that subgrade under exterior flatwork or other (non-building) site improvements could be scarified to a minimum depth of 12 inches.

This should occur prior to placing any additional fill

required to achieve finished design grades. This processing depth will not eliminate

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

potential movements.

The excavated soil should be replaced as properly moisture-

conditioned and compacted fill as outlined in the Project Earthwork section of this report. As stated above, greater depths of moisture-density conditioning of the subgrade soils beyond the above minimum will improve hardscape performance. Movement will occur, some of which could be significant, especially if sufficient surface drainage is not maintained. Prior to placement of flatwork, a proof roll should be performed to identify areas that exhibit instability and deflection.

The soils in these areas should be removed and

replaced with properly compacted fill or stabilized. Flatwork should be provided with effective control joints. Increasing the frequency of joints may improve performance. ACI recommendations should be followed regarding construction and/or control joints. In no case should exterior flatwork extend to under any portion of the building where there is less than several inches of clearance between the flatwork and any element of the building. Exterior flatwork in contact with brick, rock facades, or any other element of the building can cause damage to the structure if the flatwork experiences movements. As discussed in the Surface Drainage section of this report, proper drainage also should be maintained after completion of the project, and re-established as necessary. In no case should water be allowed to pond on or near any of the site improvements or a reduction in performance should be anticipated. Concrete Scaling Climatic conditions in the project area including relatively low humidity, large temperature changes and repeated freeze – thaw cycles, make it likely that project sidewalks and other exterior concrete will experience surficial scaling or spalling. The likelihood of concrete scaling can be increased by poor workmanship during construction, such as ‘over-finishing’ the surfaces. In addition, the use of de-icing salts on exterior concrete flatwork, particularly during the first winter after construction, will increase the likelihood of scaling. Even use of de-icing salts on nearby roadways, from where vehicle traffic can transfer them to newly placed concrete, can be sufficient to induce scaling.

Job No. 12-3689

Typical quality control / quality assurance tests that are performed

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

during construction for concrete strength, air content, etc., do not provide information with regard to the properties and conditions that give rise to scaling. We understand that some municipalities require removal and replacement of concrete that exhibits scaling, even if the material was within specification and placed correctly. The contractor should be aware of the local requirements and be prepared to take measures to reduce the potential for scaling and/or replace concrete that scales. In GROUND’s experience the measures below can be beneficial for reducing the likelihood of concrete scaling. It must be understood, however, that because of the other factors involved, including weather conditions and workmanship, surface damage to concrete can develop, even where all of these measures were followed. 1)

Maintaining a maximum water/cement ratio of 0.45 by weight for exterior concrete mixes.

2)

Include Type F fly ash in exterior concrete mixes as 20 percent of the cementitious material.

3)

Specify a minimum, 28-day, compressive strength of 4,500 psi for all exterior concrete.

4)

Including ‘fibermesh’ in the concrete mix also may be beneficial for reducing surficial scaling.

5)

Cure the concrete effectively at uniform temperature and humidity.

This

commonly will require fogging, blanketing and/or tenting, depending on the weather conditions. As long as 3 to 4 weeks of curing may be required, and possibly more. 6)

Avoid placement of concrete during cold weather so that it is not exposed to freeze-thaw cycling before it is fully cured.

7)

Avoid the use of de-icing salts on given reaches of flatwork through the first winter after construction.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

We understand that commonly it may not be practical to implement some of these measures for reducing scaling due to safety considerations, project scheduling, etc. In such cases, additional costs for flatwork maintenance or reconstruction should be incorporated into project budgets. WATER-SOLUBLE SULFATES The concentrations of water-soluble sulfates measured in selected samples retrieved from the test holes ranged from less than the detectable limit of 0.01 percent to 0.07 percent by weight (See Table 2). Such concentrations of water-soluble sulfates represent a negligible degree of sulfate attack on concrete exposed to these materials. Degrees of attack are based on the scale of 'negligible,' 'moderate,' 'severe' and 'very severe' as described in the “Design and Control of Concrete Mixtures,” published by the Portland Cement Association (PCA). The Colorado Department of Transportation (CDOT) utilizes a corresponding scale with 4 classes of severity of sulfate exposure (Class 0 to Class 3) as described in the published table below. Requirements to Protect Against Damage to Concrete by Sulfate Attack from External Sources of Sulfate Severity of sulfate exposure

Water-soluble sulfate (SO4) in dry soil, percent,

Sulfate (SO4) in water, ppm

Water cementitious ratio, maximum

Cementitious material requirements

Class 0

0.00 to 0.10

0 to 150

0.45

Class 0

Class 1

0.11 to 0.20

151 to 1500

0.45

Class 1

Class 2

0.21 to 2.00

1501 to 10,000

0.45

Class 2

Class 3

2.01 or greater

10,001 or greater

0.40

Class 3

Based on these data GROUND, makes no recommendation for use of a special, sulfateresistant cement in project concrete. SOIL CORROSIVITY The degree of risk for corrosion of metals in soils commonly is considered to be in two categories: corrosion in undisturbed soils and corrosion in disturbed soils. The potential for corrosion in undisturbed soil is generally low, regardless of soil types and conditions, because it is limited by the amount of oxygen that is available to create an electrolytic

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

cell. In disturbed soils, the potential for corrosion typically is higher, but is strongly affected by soil conditions for a variety of reasons but primarily soil chemistry. A corrosivity analysis was performed to provide a general assessment of the potential for corrosion of ferrous metals installed in contact with earth materials at the site, based on the conditions existing at the time of GROUND’s evaluation. Soil chemistry and physical property data including pH, oxidation-reduction (redox) potential, sulfides, and moisture content were obtained. Test results are summarized on Table 2. Soil Resistivity In order to assess the “worst case” for mitigation planning, samples of materials retrieved from the test holes were tested for resistivity in the in the laboratory, after being saturated with water, rather than in the field. Resistivity also varies inversely with temperature. Therefore, the laboratory measurements were made at a controlled temperature. Measurements of electrical resistivity indicated values ranging from approximately 2,612 to 8,510 ohm-centimeters in samples of retrieved soil. The following table presents the relationship between resistivity and a qualitative corrosivity rating2: Corrosivity Ratings Based on Soil Resistivity Soil Resistivity (ohm-cm) >20,000

Corrosivity Rating Essentially non-corrosive

10,000 – 20,000

Mildly corrosive

5,000 – 10,000

Moderately corrosive

3,000 – 5,000

Corrosive

1,000 – 3,000

Highly corrosive

<1,000

Extremely corrosive

pH Where pH is less than 4.0, soil serves as an electrolyte; the pH range of about 6.5 to 7.5 indicates soil conditions that are optimum for sulfate reduction. In the pH range

2

ASM International, 2003, Corrosion: Fundamentals, Testing and Protection, ASM Handbook, Volume 13A.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

above 8.5, soils are generally high in dissolved salts, yielding a low soil resistivity3. Testing indicated pH values ranging from approximately 7.2 to 9.5. The American Water Works Association (AWWA) has developed a point system scale used to predict corrosivity. The scale is intended for protection of ductile iron pipe but is valuable for project steel selection.

When the scale equals 10 points or higher,

protective measures for ductile iron pipe are recommended.

The AWWA scale is

presented below. The soil characteristics refer to the conditions at and above pipe installation depth. Table A.1 Soil-test Evaluation 4 Soil Characteristic / Value

Points

Resistivity <1,500 ohm-cm ..........................................................................................… 1,500 to 1,800 ohm-cm ................................................................… … ......… . 1,800 to 2,100 ohm-cm .............................................................................… . 2,100 to 2,500 ohm-cm ...............................................................................… 2,500 to 3,000 ohm-cm .................................................................................. >3,000 ohm-cm ................................................................................…

10 8 5 2 1 0

pH 0 to 2.0 ............................................................................................................ 2.0 to 4.0 ......................................................................................................... 4.0 to 6.5 ......................................................................................................... 6.5 to 7.5 ......................................................................................................... 7.5 to 8.5 ......................................................................................................... >8.5 ..........................................................................................................

5 3 0 0* 0 3

Redox Potential < 0 (negative values) ....................................................................................... 0 to +50 mV ................................................................................................… . +50 to +100 mV ............................................................................................… > +100 mV ...............................................................................................

5 4 3½ 0

Sulfide Content Positive ........................................................................................................… . Trace .............................................................................................................… Negative .......................................................................................................… .

3½ 2 0

Moisture Poor drainage, continuously wet ..................................................................… . 3 4

2

American Water Works Association ANSI/AWWA C105/A21.5-05 Standard American Water Works Association ANSI/AWWA C105/A21.5-05 Standard

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

Fair drainage, generally moist Good drainage, generally dry

....................................................................… ........................................................................

1 0

* If sulfides are present and low or negative redox-potential results (< 50 mV) are obtained, add three points for this range.

We anticipate that drainage at the site after construction will be good. Nevertheless, based on the values obtained for the soil parameters, the overburden soils/bedrock appear(s) to comprise a corrosive environment for metals. If additional information or recommendations are needed regarding soil corrosivity, GROUND recommends contacting the American Water Works Association or a Corrosion Engineer. It should be noted, however, that changes to the site conditions during construction, such as the import of other soils, or the intended or unintended introduction of off-site water, may alter corrosion potentials significantly. LATERAL EARTH PRESSURES Structures which are laterally supported and can be expected to undergo only a limited amount of deflection should be designed for “at-rest” lateral earth pressures.

The

cantilevered retaining structures will be designed to deflect sufficiently to mobilize the full active earth pressure condition, and may be designed for “active” lateral earth pressures. “Passive” earth pressures may be applied in front of the structural embedment to resist driving forces. The at-rest, active, and passive earth pressures in terms of equivalent fluid unit weight for the on-site backfill and CDOT Class 1 structure backfill are summarized on the table below. Base friction may be combined with passive earth pressure if the foundation is in a drained condition. The use of passive pressure under a saturated condition is not recommended. The values for the on-site material in the upper 10 feet provided in the table below were approximated utilizing a unit weight of 116 pcf and a phi angle of 29 degrees. The direct shear data obtained from a depth of approximately 8 feet below grade in Test Hole 4 along with the properties of the on-site material within the upper 10 feet were utilized to determine the appropriate phi angle for the foundation soils.

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

Lateral Earth Pressures (Equivalent Fluid Unit Weights) Water At-Rest Active Passive Friction Material Type Condition (pcf) (pcf) (pcf) Coefficient On-Site Sand Backfill

Structure Backfill (CDOT Class 1)

Drained

60

40

330

0.37

Submerged

90

81

-

0.37

Drained

55

35

400

0.45

Submerged

90

80

--

0.45

If the selected on-site soil meets the criteria for CDOT Class 1 structure backfill as indicated in the Project Earthwork section of this report, the lateral earth pressures for CDOT Class 1 structure backfill as shown on the above table may be used. To realize the lower equivalent fluid unit weight, the selected structure backfill should be placed behind the wall to a minimum distance equal to the retained wall height. The lateral earth pressures recommended above are for a horizontal upper backfill slope. The additional loading of an upward sloping backfill as well as loads from traffic, stockpiled materials, etc., should be included in the wall/shoring design. GROUND can provide the adjusted lateral earth pressures when the additional loading conditions and site grading are clearly defined. Wall Drainage Retaining walls should be provided with drains at the heels of the walls, or with weep holes, or both, to help reduce the development of hydrostatic loads. The underdrain system should consist of perforated PVC drainpipe at least 4 inches in diameter, free-draining gravel, and filter fabric. The free-draining gravel should contain less than 5 percent passing the No. 200 Sieve and more than 50 percent retained on the No. 4 Sieve, and have a maximum particle size of 2 inches. Each drainpipe should be surrounded on the sides and top with 6 or more inches of free-draining gravel. The gravel surrounding the drainpipe and/or the pipe itself should be wrapped with filter fabric to reduce the migration of fines into the drain system. The Civil Engineer should design the actual layout, outlets, and locations.

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

In addition to surrounding the drain pipes with at least 6 inches of free-draining gravel, the gravel should extend upward to within 12 inches of the backfill surface behind the wall or the wall should be backed with a layer of geocomposite drainage medium, e.g., an appropriate MiraDrain® product or equivalent.

The gravel or drainage product

backing the wall should be in hydraulic connection with the wall heel drain. If gravel is selected, it should be separated from the enclosing soils by a layer of filter fabric to reduce the migration of fines into the drainage system.

Damp proofing should be

applied to the backside of rigid types of retaining walls. PROJECT EARTHWORK The following information is for private improvements; public roadways or utilities should be constructed in accordance with applicable municipal / agency standards. General Considerations: Site grading should be performed as early as possible in the construction sequence to allow settlement of fills and surcharged ground to be realized to the greatest extent prior to subsequent construction. Prior to earthwork construction, asphalt/concrete, vegetation and other deleterious materials should be removed and disposed of off-site. Relic underground utilities should be abandoned in accordance with applicable regulations, removed as necessary, and properly capped. Remnant foundation elements should be entirely removed and the resultant excavation properly backfilled. The Geotechnical Engineer should be contracted to test the excavation backfill during placement. Topsoil present on-site should not be incorporated into ordinary fills. Instead, topsoil should be stockpiled during initial grading operations for placement in areas to be landscaped or for other approved uses. It is not possible to accurately correlate subgrade stability with information derived from site observations made during the geotechnical exploration or subsequent laboratory testing. It is often our experience that when pavements are removed, the pavement subgrade experiences instability when subjected to building construction and/or traffic loading, even when laboratory testing suggests reasonable moisture contents and density. Therefore, it may be necessary to stabilize the majority of the existing subgrade

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

prior to repaving. This may require reprocessing of existing soils or removal and replacement with other site materials or imported soil. Our office should be retained to observe the subgrade condition and stability during the removal process. If additional or more specific information is required, then we suggest removal of several large sections of these existing pavement areas for evaluation prior to design or bidding. Existing Fill Soils: Man-made fill was encountered in some of our test holes at the time of drilling as well as during the previous exploration programs. Actual contents and composition of the man-made fill materials are not known; therefore, some of the excavated man-made fill materials may not be suitable for replacement as backfill. The Geotechnical Engineer should be retained during site excavations to observe the excavated fill materials and provide recommendations for its suitability for reuse. Use of Existing Native Soils: Overburden soils that are free of trash, organic material, construction debris, and other deleterious materials are suitable, in general, for placement as compacted fill. Organic materials should not be incorporated into project fills. Fragments of rock, cobbles, and inert construction debris (e.g., concrete or asphalt) larger than 3 inches in maximum dimension will require special handling and/or placement to be incorporated into project fills. In general, such materials should be placed as deeply as possible in the project fills. A Geotechnical Engineer should be consulted regarding appropriate recommendations for usage of such materials on a case-by-case basis when such materials have been identified during earthwork. Standard recommendations that likely will be generally applicable can be found in Section 203 of the current CDOT Standard Specifications for Road and Bridge Construction. Imported Fill Materials: If it is necessary to import material to the site, the imported soils should be free of organic material, and other deleterious materials.

Imported

material should consist of relatively impervious soils that have less than 40 percent passing the No. 200 Sieve and should have a plasticity index of less than 10. Representative samples of the materials proposed for import should be tested and approved by the Geotechnical Engineer prior to transport to the site.

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

Imported Structural Fill: Select granular materials imported for use as structural fill should meet the criteria for CDOT Class 1 Structure Backfill as tabulated below. Representative samples of proposed imported soils should be tested and approved by GROUND prior to transport to the site. CDOT Class 1 Structure Backfill Sieve Size or Parameter

Acceptable Range

2-inch Sieve

100% passing

No. 4 Sieve

30% to 100% passing

No. 50 Sieve

10% to 60% passing

No. 200 Sieve

5% to 20% passing

Liquid Limit

< 35 %

Plasticity Index

<6%

Fill Platform Preparation: Prior to filling, the top 8 to 12 inches of in-place materials on which fill soils will be placed should be scarified, moisture conditioned and properly compacted in accordance with the recommendations below to provide a uniform base for fill placement. If over-excavation is to be performed, then these recommendations for subgrade preparation are for the subgrade below the bottom of the specified overexcavation depth. If surfaces to receive fill expose loose, wet, soft or otherwise deleterious material, additional material should be excavated, or other measures taken to establish a firm platform for filling.

The surfaces to receive fill must be effectively stable prior to

placement of fill. Fill Placement: Fill materials should be thoroughly mixed to achieve a uniform moisture content, placed in uniform lifts not exceeding 8 inches in loose thickness, and properly compacted. Soils that classify as GP, GW, GM, GC, SP, SW, SM, or SC in accordance with the USCS classification system (granular materials) should be compacted to 98 percent of the maximum modified Proctor dry density beneath Structures, including all fill prism construction for higher allowable bearing capacities and compacted to 95 percent of the maximum modified Proctor dry density in all other areas at moisture contents within 2

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

percent of optimum moisture content as determined by ASTM D1557.

Proper

compaction equipment should be utilized to achieve the requirements above. Loaders and other rubber-tired equipment are not compact equipment. No fill materials should be placed, worked, rolled while they are frozen, thawing, or during poor/inclement weather conditions. Care should be taken with regard to achieving and maintaining proper moisture contents during placement and compaction. Materials that are not properly moisture conditioned may exhibit significant pumping, rutting, and deflection at moisture contents near optimum and above. The contractor should be prepared to handle soils of this type, including the use of chemical stabilization, if necessary. Compaction areas should be kept separate, and no lift should be covered by another until relative compaction and moisture content within the recommended ranges are obtained. Use of Squeegee: Relatively uniformly graded fine gravel or coarse sand, i.e., “squeegee,” or similar materials commonly are proposed for backfilling foundation excavations, utility trenches (excluding approved pipe bedding), and other areas where employing compaction equipment is difficult. In general, GROUND does not recommend this procedure for the following reasons: Although commonly considered “self compacting,” uniformly graded granular materials require densification after placement, typically by vibration. The equipment to densify these materials is not available on many job-sites. Even when properly densified, uniformly graded granular materials are permeable and allow water to reach and collect in the lower portions of the excavations backfilled with those materials. This leads to wetting of the underlying soils and resultant potential loss of bearing support as well as increased local heave or settlement. GROUND recommends that wherever possible, excavations be backfilled with approved, on-site soils placed as properly compacted fill.

Where this is not feasible, use of

“Controlled Low Strength Material” (CLSM), i.e., a lean, sand-cement slurry (“flowable fill”) or a similar material for backfilling should be considered.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

Where “squeegee” or similar materials are proposed for use by the contractor, the design team should be notified by means of a Request for Information (RFI), so that the proposed use can be considered on a case-by-case basis. Where “squeegee” meets the project requirements for pipe bedding material, however, it is acceptable for that use. Settlements: Settlements will occur in filled ground, typically on the order of 1 to 2 percent of the fill depth. If fill placement is performed properly and is tightly controlled, in GROUND’s experience the majority (on the order of 60 to 80 percent) of that settlement will typically take place during earthwork construction, provided the contractor achieves the compaction levels recommended herein. The remaining potential settlements likely will take several months or longer to be realized, and may be exacerbated if these fills are subjected to changes in moisture content. Cut and Filled Slopes: Permanent site slopes supported by on-site soils up to 10 feet in height may be constructed no steeper than 3:1 (horizontal : vertical). Minor raveling or surficial sloughing should be anticipated on slopes cut at this angle until vegetation is well re-established. Surface drainage should be designed to direct water away from slope faces. EXCAVATION CONSIDERATIONS The test holes for the subsurface exploration were excavated to the depths indicated by means of truck-mounted, flight auger drilling equipment. We anticipate no significant excavation difficulties in the majority of the site with conventional heavy-duty excavation equipment in good working condition. We recommend that temporary, un-shored excavation slopes up to 10 feet in height be cut no steeper than 1.5:1 (horizontal : vertical) in the site soils in the absence of seepage.

Sloughing on the slope faces should be anticipated at this angle.

Local

conditions encountered during construction, such as groundwater seepage and loose sand, will require flatter slopes. Stockpiling of materials should not be permitted closer to the tops of temporary slopes than 5 feet or a distance equal to the depth of the excavation, which ever is greater. Should site constraints prohibit the use of the recommended slope angles, temporary shoring should be used. The shoring should be designed to resist the lateral earth

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

pressure exerted by building, traffic, equipment, and stockpiles. GROUND can provide shoring design upon request. Groundwater was not encountered in the test holes at the time of drilling or when measured 7 days later in Test Holes 2. The remainder of the test holes were backfilled immediately following drilling operations. Groundwater was encountered at a depth of approximately 65 feet below existing grade in one of the previous exploration programs. Therefore, groundwater is not anticipated to be a significant factor for shallow earthworks during construction of this project. If seepage is encountered, the slopes should be re-evaluated by the Geotechnical Engineer. Good surface drainage should be provided around temporary excavation slopes to direct surface runoff away from the slope faces. A properly designed drainage swale should be provided at the top of the excavations. In no case should water be allowed to pond at the site. Slopes should also be protected against erosion. Erosion along the slopes will result in sloughing and could lead to a slope failure. Excavations in which personnel will be working must comply with all OSHA Standards and Regulations. Project excavations and shoring should be observed regularly by the Geotechnical

Engineer

throughout

construction

operations.

The

Contractor’s

“responsible person” should evaluate the soil exposed in the excavations as part of the Contractor’s safety procedures. GROUND has provided the information above solely as a service to the Client, and is not assuming responsibility for construction site safety or the Contractor’s activities. UTILITY PIPE INSTALLATION AND BACKFILLING Pipe Support: The bearing capacity of the site soils appeared adequate, in general, for support of the proposed water line. The pipe + water are less dense than the soils which will be displaced for installation. Therefore, GROUND anticipates no significant pipe settlements in these materials where properly bedded. Excavation bottoms may expose soft, loose or otherwise deleterious materials, including debris. Firm materials may be disturbed by the excavation process. All such unsuitable materials should be excavated and replaced with properly compacted fill. Areas allowed to pond water will require excavation and replacement with properly compacted fill. The

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

contractor should take particular care to ensure adequate support near pipe joints which are less tolerant of extensional strains. Where thrust blocks are needed, they may be designed for an allowable passive soil pressure of 250 psf per foot of embedment, to a maximum of 2,500 psf. Sliding friction at the bottom of thrust blocks may be taken as 0.37 times the vertical dead load. Trench Backfilling: Some settlement of compacted soil trench backfill materials should be anticipated, even where all the backfill is placed and compacted correctly. Typical settlements are on the order of 1 to 2 percent of fill thickness. However, the need to compact to the lowest portion of the backfill must be balanced against the need to protect the pipe from damage from the compaction process. Some thickness of backfill may need to be placed at compaction levels lower than recommended or specified (or smaller compaction equipment used together with thinner lifts) to avoid damaging the pipe.

Protecting the pipe in this manner can result in somewhat greater surface

settlements.

Therefore, although other alternatives may be available, the following

options are presented for consideration: Controlled Low Strength Material:

Because of these limitations, we recommend

backfilling the entire depth of the trench (both bedding and common backfill zones) with “controlled low strength material” (CLSM), i.e., a lean, sand-cement slurry, “flowable fill,” or similar material along all trench alignment reaches with low tolerances for surface settlements. We recommend that CLSM used as pipe bedding and trench backfill exhibit a 28-day unconfined compressive strength between 50 to 200 psi so that re-excavation is not unusually difficult. Placement of the CLSM in several lifts or other measures likely will be necessary to avoid ‘floating’ the pipe. Measures also should be taken to maintain pipe alignment during CLSM placement. Compacted Soil Backfilling: Where compacted soil backfilling is employed, using the site soils or similar materials as backfill, the risk of backfill settlements entailed in the selection of this higher risk alternative must be anticipated and accepted by the Client/Owner.

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

We anticipate that the on-site soils excavated from trenches will be suitable, in general, for use as common trench backfill within the above-described limitations. Backfill soils should be free of vegetation, organic debris and other deleterious materials. Fragments of rock, cobbles, and inert construction debris (e.g., concrete or asphalt) coarser than 3 inches in maximum dimension should not be incorporated into trench backfills. If it is necessary to import material for use as backfill, the imported soils should be free of vegetation, organic debris, and other deleterious materials. Imported material should consist of relatively impervious soils that have less than 40 percent passing the No. 200 Sieve and should have a plasticity index of less than 10. Representative samples of the materials proposed for import should be tested and approved prior to transport to the site. Soils placed for compaction as trench backfill should be conditioned to a relatively uniform

moisture

content,

placed

and

compacted

in

accordance

with

the

recommendations in the Project Earthwork section of this report. Pipe Bedding: Pipe bedding materials, placement and compaction should meet the specifications of the pipe manufacturer and applicable municipal standards. Bedding should be brought up uniformly on both sides of the pipe to reduce differential loadings. As discussed above, we recommend the use of CLSM or similar material in lieu of granular bedding and compacted soil backfill where the tolerance for surface settlement is low. (Placement of CLSM as bedding to at least 12 inches above the pipe can protect the pipe and assist construction of a well-compacted conventional backfill, although possibly at an increased cost relative to the use of conventional bedding.) If a granular bedding material is specified, GROUND recommends that with regard to potential migration of fines into the pipe bedding, design and installation follow ASTM D2321. If the granular bedding does not meet filter criteria for the enclosing soils, then non-woven filter fabric (e.g., Mirafi® 140N, or the equivalent) should be placed around the bedding to reduce migration of fines into the bedding which can result in severe, local surface settlements.

Where this protection is not provided, settlements can

develop/continue several months or years after completion of the project. In addition, clay or concrete cut-off walls should be installed to interrupt the granular bedding section

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

to reduce the rates and volumes of water transmitted along the sewer alignment which can contribute to migration of fines. If granular bedding is specified, the contractor should not anticipate that significant volumes of on-site soils will be suitable for that use. Materials proposed for use as pipe bedding should be tested by a geotechnical engineer for suitability prior to use. Imported materials should be tested and approved by a geotechnical engineer prior to transport to the site. SURFACE DRAINAGE The following drainage measures are recommended for design, construction, and should be maintained at all times after the project has been completed: 1)

Wetting or drying of the foundation excavations and underslab areas should be avoided during and after construction as well as throughout the improvements’ design life.

Permitting increases/variations in moisture to the adjacent or

supporting soils may result in a decrease in bearing capacity and an increase in volume change of the underlying soils and/or differential movement. 2)

Positive surface drainage measures should be provided and maintained to reduce water infiltration into foundation soils. The ground surface surrounding the exterior of each building should be sloped to drain away from the foundation in all directions. Ideally, we recommend a minimum slope of 12 inches in the first 10 feet in the areas not covered with pavement or concrete slabs, or a minimum 3 percent in the first 10 feet in the areas covered with pavement or concrete slabs. However, we realize that these recommended slopes cannot always be designed for this type of development. Therefore, lesser slopes can be used provided that positive surface drainage is implemented and routinely maintained throughout the life of the facility. In the event water is allowed to infiltrate the foundation soils, an increase in potential movements of the structures will occur. For areas of reduced slopes, subsurface drainage systems should be implemented in the design.

3)

Reducing the slopes to comply with ADA requirements may be necessary but may result in an increased potential for moisture infiltration and subsequent

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

volume change of the underling soils. In no case should water be allowed to pond near or adjacent to foundation elements.

However, if positive surface

drainage is implemented and maintained directing moisture away from the building, lesser slopes can be utilized. In no case should water be allowed to pond near or adjacent to foundation elements. 4)

On some sites it is common to have slopes descending toward buildings. Such slopes can be created during grading even on comparatively flat sites. In such cases, even where the recommendation above regarding slopes adjacent to the building is followed, water may flow to and beneath the building with resultant additional post-construction movements.

Where the final site configuration

includes graded or retained slopes descending toward the building or flatwork, interceptor drains should be installed between the building and the slope. In addition, where irrigation is applied on or above slopes, drainage structures commonly are needed near the toe-of-slope to prevent on-going or recurrent wet conditions. 5)

In no case should water be permitted to pond adjacent to or on sidewalks, hardscaping, or other improvements as well as utility trench alignments, which are likely to be adversely affected by moisture-volume changes in the underlying soils or flow of infiltrating water.

6)

Roof downspouts and drains should discharge well beyond the perimeters of the structure foundations (minimum 10 feet), or be provided with positive conveyance off-site for collected waters.

7)

Based on our experience with similar facilities, the project site may consist of landscaping/watering near the building. Provided that positive, effective surface drainage is initially implemented and maintained throughout the life of the facility, vegetation that requires little to no watering may be located within 10 feet of the building perimeter. Irrigation sprinkler heads should be deployed so that applied water is not introduced near or into foundation/subgrade soils. The area surrounding the perimeter of the building should be constructed so that the surface drains away from the structure. Additionally, it is very important that landscape maintenance is performed such that the amount of moisture is strictly

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

controlled so that the quantity of moisture applied is limited to that which is necessary to sustain the vegetation; in no case should saturated or marshy conditions be allowed to occur near any of the site improvements (including throughout the landscaped islands in parking areas). Periodic inspections should be made by facility representatives to make sure that the landscape irrigation is functioning properly and that excess moisture is not applied. 8)

Use of drip irrigation systems can be beneficial for reducing over-spray beyond planters. Drip irrigation can also be beneficial for reducing the amounts of water introduced to foundation/subgrade soils, but only if the total volumes of applied water are controlled with regard to limiting that introduction. Controlling rates of moisture increase in foundation/subgrade soils should take higher priority than minimizing landscape plant losses.

9)

Where plantings are desired within 10 feet of a building, GROUND recommends that the plants be placed in water-tight planters, constructed either in-ground or above-grade, to reduce moisture infiltration in the surrounding subgrade soils. Planters should be provided with positive drainage and landscape underdrains. Colorado Geological Survey – Special Publication 43 provides additional guidelines for landscaping and reducing the amount of water that infiltrates into the ground.

10)

Detention ponds commonly are incorporated into drainage design.

When a

detention ponds fills, the rate of release of the water is controlled and water is retained in the pond for a period of time. Where in-ground storm sewers direct surface water to the pond, the granular pipe bedding also can direct shallow groundwater or infiltrating surface water toward the pond. Thus, detention ponds can become locations of enhanced and concentrated infiltration into the subsurface, leading to wetting of foundation soils in the vicinity with consequent heave or settlement. Therefore, unless the pond is clearly down-gradient from the proposed buildings and other structures that would be adversely affected by wetting of the subgrade soils, including off-site improvements, GROUND recommends that the detention pond should be provided with an effective, low permeability liner. In addition, cut-off walls and/or drainage provisions should be provided for the bedding materials surrounding storm sewer lines flowing to the pond.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

11)

Plastic membranes should not be used to cover the ground surface adjacent to foundation walls.

Perforated “weed barrier” membranes that allow ready

evaporation from the underlying soils may be used. UNDERDRAIN/SUBSURFACE MOISTURE INFILTRATION Installation of an underdrain system is common practice for projects of this type. All below grade levels, partial below grade levels, crawl spaces, or other below grade void spaces should be provided with an underdrain system.

If properly constructed,

backfilled, and maintained, an effective underdrain system can collect free water that may otherwise infiltrate foundation/subgrade soils. Underdrains will not collect water infiltrating

under

unsaturated

(vadose)

conditions,

or

moving

via

capillarity.

Furthermore, an underdrain not properly functioning can allow more moisture to infiltrate the foundation/subgrade soils and induce volume change of the soils, which may result in distress. Wetting or drying of the foundation excavations and underslab areas should be avoided during and after construction as well as throughout the life of the facility. Permitting increases/variations in moisture to the supporting soils may result in a decrease in bearing capacity and an increase in settlement, heave, and/or differential movement. Various elements of the project design, as well as site conditions before and after construction impact the need for incorporating an underdrain system into the project design.

Design information regarding landscaping, flatwork, slopes, etc., was not

available at the time this report was prepared, so it is therefore difficult to evaluate the need for an underdrain system. Upon request, our office is available to help evaluate the incorporation of an underdrain system or systems. Underdrain systems typically consist of rigid, perforated PVC drain pipe at least 4 inches in diameter, free-draining gravel, a water-proof membrane, and filter fabric constructed at a minimum slope of 1 percent. Upon completion and receipt of the final grading information and the selection of foundation type(s), GROUND can provide a detail of the perimeter drain as it relates to the proposed foundation system and minimum and maximum depth dimension from finish floor to the pipe invert. Additionally, GROUND can review the underdrain layout plans as they comply with this geotechnical study.

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Ground Engineering Consultants, Inc.

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Douglas County Justice Center Detention Facility Castle Rock, Colorado

PAVEMENT SECTION RECOMMENDATIONS A pavement section is a layered system designed to distribute concentrated traffic loads to the subgrade.

Performance of the pavement structure is directly related to the

physical properties of the subgrade soils and traffic loadings. The standard care of practice in pavement design describes the recommended flexible pavement section as a “20-year” design pavement: however, most flexible pavements will not remain in satisfactory condition without routine maintenance and rehabilitation procedures performed throughout the life of the pavement.

Pavement designs for the private

pavements were developed in general accordance with the design guidelines and procedures of the American Association of State Highway and Transportation Officials (AASHTO). Subgrade Materials Based on the results of our field exploration and laboratory testing, the potential pavement subgrade materials classify as A-1-b to A-2-4 soils in accordance with the American Association of State Highway and Transportation Officials (AASHTO) classification system. For the site soils, based on our experience, a resilient modulus of 4,940 psi was assumed for use in the pavement design.

It is important to note that significant

decreases in soil support have been observed as the moisture content increases above the optimum. Pavements that are not properly drained may experience a loss of the soil support and subsequent reduction in pavement life. Design Traffic GROUND attempted to retrieve traffic information, however, this information was unavailable. Based on our experience with similar facilities, an equivalent 18-kip daily load application (EDLA) value of 5 was assumed for the general parking lot areas. The EDLA value of 5 was converted to an equivalent 18-kip single axle load (ESAL) value of 36,500 for a 20-year design life. In areas of heavy truck traffic and drive lanes, an equivalent 18-kip daily load application (EDLA) value of 10 was assumed. The EDLA value of 10 was converted to an equivalent 18-kip single axle load (ESAL) value of 73,000 for a 20-year design life. If design traffic loadings differ significantly from these

Job No. 12-3689

Ground Engineering Consultants, Inc.

Page 37 of 44

Douglas County Justice Center Detention Facility Castle Rock, Colorado

assumed values, GROUND should be notified to re-evaluate the pavement recommendations below. Pavement Design The soil resilient modulus and the assumed ESAL value were used to determine the required design structural number for the project pavements. The required structural number was then used to develop recommended pavement sections.

Pavement

designs were based on the DARWin™ computer program that solves the 1993 AASHTO pavement design equations. A Reliability Level of 85 percent and a terminal serviceability of 2.0 were utilized for design of the pavement sections.

A structural

coefficient of 0.40 was used for hot bituminous asphalt and 0.12 was used for aggregate base course.

The minimum pavement sections recommended by GROUND are

tabulated below. Recommended Minimum Pavement Sections Composite Section Rigid Full Depth (inches Asphalt Section Location Asphalt / inches (inches (inches Asphalt) Aggregate Concrete) Base) Private Parking 5.5 4/6 5 Lot Private Drive Lanes and 6.5 4.5 / 6 6 Heavy Truck Traffic It has been GROUND’s experience that if properly constructed and maintained, a composite pavement section can provide better long-term performance. We recommend that primary delivery truck routes such as the dock area, trash collection area, as well as other pavement areas subjected to high turning stresses or heavy truck traffic be provided with rigid pavements consisting of 6 or more inches of Portland cement concrete. For enhanced performance, concrete sections should be underlain by 6 inches of properly compacted aggregate base. Reinforcement bar should be considered in rigid pavements to reduce differential movement when cracking occurs.

Job No. 12-3689

Ground Engineering Consultants, Inc.

Page 38 of 44

Douglas County Justice Center Detention Facility Castle Rock, Colorado

Asphalt pavement should consist of a bituminous plant mix composed of a mixture of aggregate and bituminous material. Asphalt mixture(s) should meet the requirements of a job-mix formula established by a qualified Engineer. Concrete pavements should consist of a plant mix composed of a mixture of aggregate, Portland cement and appropriate admixtures meeting the requirements of a job-mix formula established by a qualified engineer. Concrete should have a minimum modulus of rupture of third point loading of 650 psi. Normally, concrete with a 28-day compressive strength of 4,000 psi should develop this modulus of rupture value. The concrete should be air-entrained with approximately 6 percent air and should have a minimum cement content of 6 sacks per cubic yard. Maximum allowable slump should be 4 inches. In areas of repeated turning stresses we recommend that the concrete pavement joints be fully tied or doweled. We suggest that civil design consider joint layout in accordance with CDOT’s M Standards.

Standard plans for placement of ties and dowels, etc.,

(CDOT M Standards) for concrete pavements can be found at the CDOT website: http://www.dot.state.co.us/DesignSupport/ If composite flexible sections are placed, the aggregate base material should meet the criteria of CDOT Class 6 aggregate base course. Base course should be placed in uniform lifts not exceeding 8 inches in loose thickness and compacted to at least 95 percent of the maximum dry density a uniform moisture contents within 3 percent of the optimum as determined by ASTM D1557 / AASHTO T-180, the “modified Proctor.” Subgrade Preparation Shortly before placement of pavement, including aggregate base, the exposed subgrade soils should be scarified and/or processed to a depth of at least 12 inches, mixed to achieve a uniform moisture content and then re-compacted in accordance with the recommendations provided in the Project Earthwork section of this report. Subgrade preparation should extend the full width of the pavement from back-of-curb to back-ofcurb. As stated in the Exterior Flatwork section, greater depths of subgrade processing will further reduce potential pavement movements.

The shallow processing depth

indicated above will not eliminate potential movements.

Job No. 12-3689

Ground Engineering Consultants, Inc.

Page 39 of 44

Douglas County Justice Center Detention Facility Castle Rock, Colorado

It is not possible to accurately correlate subgrade stability with information derived from site observations made during the geotechnical exploration or subsequent laboratory testing. It is often our experience that when pavements are removed, the pavement subgrade experiences instability when subjected to construction and/or traffic loading, even

when

laboratory

testing

suggests

reasonable

moisture

contents

and

density. Therefore, it may be necessary to stabilize the majority of the existing subgrade prior to repaving. This may require reprocessing or chemical stabilization of existing soils or removal and replacement with other site materials or imported soil. Our office should be retained to observe the subgrade condition and stability during the removal process. If additional or more specific information is required, then we suggest removal of several large sections of these pavement areas for evaluation prior to design or bidding. The Contractor should be prepared either to dry the subgrade materials or moisten them, as needed, prior to compaction. It may be difficult for the contractor to achieve and maintain compaction in some on-site soils encountered without careful control of water contents. Likewise, some site soils likely will “pump” or deflect during compaction if moisture levels are not carefully controlled. The Contractor should be prepared to process and compact such soils to establish a stable platform for paving, including use of chemical stabilization, if necessary. Immediately prior to paving, the subgrade should be proof rolled with a heavily loaded, pneumatic tired vehicle. Areas that show excessive deflection during proof rolling should be excavated and replaced and/or stabilized. Areas allowed to pond prior to paving will require significant re-working prior to proof-rolling. Passing a proof roll is an additional requirement, beyond placement and compaction of the subgrade soils in accordance with the recommendations in this report. Some soils that are compacted in accordance with the recommendations herein may not be stable under a proof roll, particularly at moisture contents in the upper portion of the acceptable range.

Job No. 12-3689

Ground Engineering Consultants, Inc.

Page 40 of 44

Douglas County Justice Center Detention Facility Castle Rock, Colorado

Additional Observations The collection and diversion of surface drainage away from paved areas is extremely important to the satisfactory performance of the pavements.

The subsurface and

surface drainage systems should be carefully designed to ensure removal of the water from paved areas and subgrade soils. Allowing surface waters to pond on pavements will cause premature pavement deterioration. Where topography, site constraints, or other factors limit or preclude adequate surface drainage, pavements should be provided with edge drains to reduce loss of subgrade support. The long-term performance of the pavement also can be improved greatly by proper backfilling and compaction behind curbs, gutters, and sidewalks so that ponding is not permitted and water infiltration is reduced. Landscape irrigation in planters adjacent to pavements and in “island” planters within paved areas should be carefully controlled or differential heave and/or rutting of the nearby pavements will result.

Drip irrigation systems are recommended for such

planters to reduce over-spray and water infiltration beyond the planters. Enclosing the soil in the planters with plastic liners and providing them with positive drainage also will reduce differential moisture increases in the surrounding subgrade soils. GROUND’s experience indicates that longitudinal cracking is common in asphaltpavements generally parallel to the interface between the asphalt and concrete structures such as curbs, gutters or drain pans. Distress of this type is likely to occur even where the subgrade has been prepared properly and the asphalt has been compacted properly. As stated, some of these types of distress should be anticipated. The use of thick base course or reinforced concrete pavement can minimize this. Our office should be contacted if these alternates are desired. The design traffic loading does not include excess loading conditions imposed by heavy construction vehicles.

Consequently, heavily loaded concrete, lumber, and building

material trucks can have a detrimental effect on the pavement. GROUND recommends that an effective program of regular maintenance be developed and implemented to seal cracks, repair distressed areas, and perform thin overlays throughout the life of the pavements.

Job No. 12-3689

Ground Engineering Consultants, Inc.

Page 41 of 44

Douglas County Justice Center Detention Facility Castle Rock, Colorado

CLOSURE Geotechnical Review The author of this report should be retained to review project plans and specifications to evaluate whether they comply with the intent of the recommendations in this report. The review should be requested in writing. The geotechnical recommendations presented in this report are contingent upon observation and testing of project earthworks by representatives of GROUND. If another geotechnical consultant is selected to provide materials testing, then that consultant must assume all responsibility for the geotechnical aspects of the project by concurring in writing with the recommendations in this report, or by providing alternative recommendations. Materials Testing The client should consider retaining a Geotechnical Engineer to perform materials testing during construction. The performance of such testing or lack thereof, in no way alleviates the burden of the contractor or subcontractor from constructing in a manner that conforms to applicable project documents and industry standards. The contractor or pertinent subcontractor is ultimately responsible for managing the quality of their work; furthermore, testing by the geotechnical engineer does not preclude the contractor from obtaining or providing whatever services they deem necessary to complete the project in accordance with applicable documents. Limitations This report has been prepared for the Douglas County as it pertains to the proposed Douglas County Justice Center Detention Facility Expansion as described herein. It may not contain sufficient information for other parties or other purposes. The owner or any prospective buyer relying upon this report must be made aware of and must agree to the terms, conditions, and liability limitations outlined in the proposal. In addition, GROUND has assumed that project construction will commence by Spring/Summer 2013. Any changes in project plans or schedule should be brought to

Job No. 12-3689

Ground Engineering Consultants, Inc.

Page 42 of 44

Douglas County Justice Center Detention Facility Castle Rock, Colorado

the attention of the Geotechnical Engineer, in order that the geotechnical recommendations may be re-evaluated and, as necessary, modified. The geotechnical conclusions and recommendations in this report relied upon subsurface exploration at a limited number of exploration points, as shown in Figure 1, as well as the means and methods described herein.

Subsurface conditions were

interpolated between and extrapolated beyond these locations. It is not possible to guarantee the subsurface conditions are as indicated in this report. Actual conditions exposed during construction may differ from those encountered during site exploration. If during construction, surface, soil, bedrock, or groundwater conditions appear to be at variance with those described herein, the Geotechnical Engineer should be advised at once, so that re-evaluation of the recommendations may be made in a timely manner. In addition, a contractor who relies upon this report for development of his scope of work or cost estimates may find the geotechnical information in this report to be inadequate for his purposes or find the geotechnical conditions described herein to be at variance with his experience in the greater project area. The contractor is responsible for obtaining the additional geotechnical information that is necessary to develop his workscope and cost estimates with sufficient precision. This includes current depths to groundwater, etc. The materials present on-site are stable at their natural moisture content, but may change volume or lose bearing capacity or stability with changes in moisture content. ALL DEVELOPMENT CONTAINS INHERENT RISKS. It is important that ALL aspects of this report, as well as the estimated performance (and limitations with any such estimations) of proposed project improvements are understood by the Client, Project Owner (if different), or properly conveyed to any future owner(s).

Utilizing these

recommendations for planning, design, and/or construction constitutes understanding and acceptance of recommendations or information provided herein, potential risks, associated improvement performance, as well as the limitations inherent within such estimations. If any information referred to herein is not well understood, it is imperative for the Client, Owner (if different), or anyone using this report to contact the author or a company principal immediately.

Job No. 12-3689

Ground Engineering Consultants, Inc.

Page 43 of 44

Douglas County Justice Center Detention Facility Castle Rock, Colorado

Performance of the proposed structures and pavement will depend on implementation of the recommendations in this report and on proper maintenance after construction is completed. Because water is a significant cause of volume change in soils and rock, allowing moisture infiltration may result in movements, some of which will exceed estimates provided herein and should therefore be expected by the owner. This report was prepared in accordance with generally accepted soil and foundation engineering practice in the project area at the date of preparation. GROUND makes no warranties, either expressed or implied, as to the professional data, opinions or recommendations contained herein.

Because of numerous considerations that are

beyond GROUND’s control, the economic or technical performance of the project cannot be guaranteed in any respect. GROUND appreciates the opportunity to complete this portion of the project and welcomes the opportunity to provide the Owner with a cost proposal for construction observation and materials testing prior to construction commencement. Sincerely, GROUND Engineering Consultants, Inc.

Amy Crandall, E.I.

12.7.2012

Reviewed by Jason A. Smith, REM, P.E.

Job No. 12-3689

Ground Engineering Consultants, Inc.

Page 44 of 44

6

Results 0.49 29.1 0.56

C, ksf , deg Tan()

Fail. Stress, ksf

4

2

0

0

2

4

6

8

10

12

Normal Stress, ksf

6

Sample No. Water Content, % Initial

Dry Density, pcf

4

Saturation, % Void Ratio Diameter, in.

3

Height, in.

3

Water Content, % Dry Density, pcf

2 2

At Test

Shear Stress, ksf

5

Saturation, % Void Ratio Diameter, in.

1

0

1

0

5

10

15

Strain, %

Sample Type: California Description: Silty Sand

20

Height, in. Normal Stress, ksf Fail. Stress, ksf Strain, % Ult. Stress, ksf Strain, % Strain rate, in./min.

1

2

3

7.1 104.6 32.5 0.5810 1.94 0.99 7.1 105.1 32.9 0.5735 1.94 0.99 1.44 1.26 6.7

8.2 103.7 36.5 0.5950 1.94 0.99 8.2 105.4 38.1 0.5698 1.94 0.97 2.88 2.13 6.2

8.3 103.7 37.0 0.5949 1.94 0.99 8.3 106.7 40.0 0.5506 1.94 0.96 5.76 3.68 10.8

0.01

0.01

0.01

Client: Project: Douglas City

LL= 22 PL= 21 PI= 1 Assumed Specific Gravity= 2.65 Remarks: -#200 = 19 Percent

Location: 4 at 8 Proj. No.: 12-3689

Date Sampled:

DIRECT SHEAR TEST REPORT Figure 5

GROUND ENGINEERING CONSULTANTS, INC. ENGLEWOOD, CO.

6

Results 1.27 30.5 0.59

C, ksf , deg Tan()

Fail. Stress, ksf

4

2

0

0

2

4

6

8

10

12

Normal Stress, ksf

6

Sample No. Water Content, %

5

4

Saturation, % Void Ratio Diameter, in. Height, in.

3

Water Content, %

2

Dry Density, pcf 2 1

At Test

Shear Stress, ksf

3

Initial

Dry Density, pcf

Saturation, % Void Ratio Diameter, in.

1

0

0

5

10

15

Strain, %

Sample Type: California Description: Sandstone Bedrock

20

Height, in. Normal Stress, ksf Fail. Stress, ksf Strain, % Ult. Stress, ksf Strain, % Strain rate, in./min.

1

2

3

5.7 118.5 38.0 0.3965 1.94 0.98 5.7 119.4 39.1 0.3854 1.94 0.97 1.44 2.07 7.2

5.7 117.3 36.7 0.4108 1.94 0.99 5.7 118.7 38.2 0.3941 1.94 0.98 2.88 3.04 9.8

5.7 116.2 35.5 0.4233 1.94 1.00 5.7 118.0 37.4 0.4014 1.94 0.98 5.76 4.64 8.8

0.01

0.01

0.01

Client: Project: Douglas City

LL= 22 PL= 13 PI= 9 Assumed Specific Gravity= 2.65 Remarks: -#200 = 13 Percent

Location: 4 at 60 Proj. No.: 12-3689

Date Sampled:

DIRECT SHEAR TEST REPORT Figure 6

GROUND ENGINEERING CONSULTANTS, INC. ENGLEWOOD, CO.

4

3

3

2

2

1

1

60

50

8

34

9

32

2

15

5

7.1

9.0

2.6

7.8

7.3

8.2

3.6

19.4

4.8

8.6

14.8

Natural Moisture Content (%)

113.5

121.8

113.4

113.0

108.7

98.6

SD

106.4

SD

99.6

105.5

Natural Dry Density (pcf)

-

6

6

9

-

0

6

-

8

4

-

Gravel (%)

-

71

81

75

-

83

86

-

83

79

-

Sand (%)

9

23

13

16

19

17

8

54

9

17

36

Percent Passing No. 200 Sieve

NV

26

22

32

22

NV

NV

33

NV

NV

28

NP

9

9

13

1

NP

NP

18

NP

NP

7

-

-

-

-

-

-

-

-

-

-

-0.1(625)

Percent Swell (Surcharge Pressure (psf))

-

-

-

-

-

-

-

-

-

-

2,000

Unconfined Compressive Strength (psf)

SP-SM

SC

SC

SC

SM

SM

SP-SM

CL

SP-SM

SM

SC

USCS Classification

A-2-4(0)

A-2-4(0)

A-2-4(1)

A-2-4(0)

A-2-4(0)

A-2-6(0)

A-2-4(0)

A-2-4(0)

A-1-b(0)

A-6(6)

A-1-b(0)

A-2-4(0)

A-4(0)

AASHTO Classification (GI)

silty SAND

clayey SAND

poorly graded SAND with silt

clayey SAND

clayey SANDSTONE BEDROCK

clayey SAND

silty SAND

silty SAND

poorly graded SAND with silt

sandy LEAN CLAY

poorly graded SAND with silt

silty SAND

Fill: clayey SAND

Soil or Bedrock Type

TABLE 1 SUMMARY OF LABORATORY TEST RESULTS

4

5

SC

Gradation

4

10

SM

Atterberg Limits Liquid Plasticity Limit Index

5

-

-

Sample Location Test Depth Hole No. (feet)

5

-

-0.8(2,500)

silty SAND

9

silty SANDSTONE BEDROCK

NP

A-2-5(0)

A-2-4(0)

24

SM

SM

NV

-

22

15,920

30

-

-

-

6

NP

-

48

NV

-

20

18

-

-

79

105.9

-

3

silty SAND

poorly graded SAND with silt

115.5

91.7

100.7

A-2-4(0)

A-2-4(1)

10.8 5.9

SM

SP-SM

13.5

30.2

-

-

16 2

-

-

20

40

NP

NP

6

8

NV

NV

7

8

6

Job No. 12-3689

clayey SAND

13

A-2-6(0)

-

SC

85

3,060

-

-

2

13

SD

30

104.8

25

7.1

74

4.2

1

4

110.0

8

12.9

9

34

10 10

*Negative swell indicates consolidation SD: Sample Disturbed NV: Non-viscous NP: Non-plastic

SC

USCS Classification

silty SAND

clayey SAND

Soil or Bedrock Type

TABLE 2 SUMMARY OF LABORATORY TEST RESULTS

2,612

SM

poorly graded SAND with silt

Resistivity

Positive

8,510

SP-SM

Sulfides Content

-23

Trace

-

Redox Potential

7.2

-58

Trace

pH

0.07

7.5

-143

(ohm-cm)

5 0.01

9.5

(mV)

1 2

<0.01

Water Soluble Sulfates (%)

8 8

Sample Location Test Hole Depth (feet) No.

9

Job No. 12-3689

APPENDIX A Geophysical Investigation Report

7711 West 6th Ave, Suite #G Lakewood, CO 80214 Phone: (720) 962-4444 Fax: 720-962-0417 [email protected]

November 28, 2012

Amy Crandall, E.I. Ground Engineering Consultants, Inc. 41 Inverness Drive East Englewood, CO 80112 Subject: Geophysical Investigation Report – Douglas County Justice Center, Castle Rock, Colorado

This letter report presents results from the geophysical investigation conducted at the Douglas County Justice Center, Castle Rock, Colorado (see Figure 1). Zonge International, Inc. (Zonge) performed the geophysical investigation under subcontract to Ground Engineering Consultants, Inc (Ground). Field data were acquired on November 20, 2012, by Chad Quinn and Bryant Chung. The objective of the geophysical investigation at the project site was to determine the onedimensional shear-wave velocity (Vs) structure down to a depth of at least 100 feet (Vs100). Based on the geologic setting outlined by Ground and the site conditions (space and noise restrictions) as observed by the crew, Zonge recommended using one-dimensional (1D) seismic refraction microtremor (ReMi) soundings to measure Vs100 values along four lines to achieve the project objectives. This report summarizes site conditions, field methods, data acquisition, and results/interpretations for the investigation.

Site Conditions The area of investigation is located at the south/south-west end of the Douglas County Justice Center in Castle Rock, CO. Figure 1 shows the general site location, and Figure 2 shows the layout of the ReMi survey lines. The site encompassed a parking lot that was bounded by Castleton Ct. to the west, Santa Fe Dr. 300ft to the south, and I-25 approximately 1100ft to the east. These streets have heavy traffic and provided an excellent ambient energy source for ReMi data acquisition.

12212 Ground Engineering Consultants, Douglas County Justice Center

1

Data Acquisition ReMi data were acquired on November 20, 2012, using a Geode seismograph. This system utilizes a state of the art, 24-bit seismograph connected to a field laptop via ethernet cable. Analog data from the geophones are collected in the Geode seismograph where the data are digitized, transmitted to the laptop computer, and then recorded on the hard drive. For all four lines, 24 receivers (geophones) were placed on the ground with 10 foot spacing’s (for a total array length of 230 feet) and coupled to the ground using a combination of either base plates or spikes. The receivers were 4.5-Hz vertical component geophones. For the ReMi method, there are no predefined source points. Instead, the method uses ambient noise, or vibrational energy, that exists at a site. For this project, ambient noise was largely the result of traffic activity from the surrounding streets. These small-strain vibrations cause surface wave energy to propagate across the site, which is the seismic energy measured and recorded by the ReMi method. More than ten, unfiltered, 30-second ambient vibrational energy records (i.e., ‘noise’ records) were recorded for each line using a 2 msec sample rate. Data Processing The ReMi method calculates the shear-wave velocity (Vs) of layers and the respective depths to interfaces beneath the seismic line as described by Louie (2001). The ReMi method is primarily used to calculate shear velocity versus depth at a point (1D) to satisfy building code requirements (International Building Code – IBC) with regard to earthquake design and wind loading. In addition to providing a 1D sounding, the analysis also computes the average shear-wave velocity at a depth of 100 feet (30 m) as detailed in Table 1613.5.2 of the 2006 International Building Code (IBC); that is the “Vs100.” The ‘noise’ records collected at this site were processed using the SeisOpt® ReMi™ software (© Optim LLC, 2005). There are three main processing steps to derive the Vs profiles: Step 1: Create a velocity spectrum (slowness-frequency (p-f) image) from the noise data. The distinctive slope of dispersive waves is the advantage of the p-f analysis. Other arrivals that appear in microtremor records, such as body waves and airwaves cannot have such a slope. Even if most of the energy in a seismic record is a phase other than Rayleigh waves, the p-f analysis will separate that energy in the slowness-frequency plot away from the dispersion curves this technique interprets. Step 2: Rayleigh-wave dispersion picking - Picking is done along a lowest p-f envelope bounding the energy that appears in the p-f image. Choosing the lowest energy envelope minimizes the effects of obliquely located surface wave sources that result in fast apparent velocities which create misleading Vs models. Step 3: Shear wave velocity modeling - The ReMi method interactively forward-models the normal-mode dispersion data picked from the p-f images with a code adapted from Saito (1979, 1988) in 1992 by Yuehua Zeng. This code produces results identical to those of the forwardmodeling codes used by Iwata et al. (1998), and by Xia et al. (1999) within their inversion

12212 Ground Engineering Consultants, Douglas County Justice Center

2

procedure. The modeling iterates on phase velocity at each period (or frequency) and reports when a solution has been found within the iteration parameters. This analysis approach and the propagation properties of surface waves allows velocity reversals (low shear-wave velocity layers at depth) to be modeled successfully.

Results / Interpretations ReMi Vs100 shear-wave velocity results are presented in Figures 3 through 6. The Vs100 profiles represent a one-dimensional (1D) seismic sounding centered at the middle of each ReMi array. Thus, about halfway along each line would be the representative location of the 1D Vs data, if we were comparing results from a downhole or crosshole seismic test, for example. Locations for the ReMi lines were chosen based on the access and oriented with respect to possible noise sources. The overall environment allowed for acceptable data acquisition, and the quality of the data was good (repeatable). Therefore it was not necessary for any data files to be removed for further processing. As described in the previous section, ReMi data are derived by averaging the ambient noise across the geophone array and as such represent the bulk properties of the soil and/or rock beneath the array. Vs100 results from ReMi surveys have been shown in to be within 10-15% of Vs data obtained via crosshole or downhole testing, and can typically determine the depth to competent layers or bedrock also to within 10 to 15 percent. ReMi data obtained at this site indicate: Line 1 Vs100 = 947 ft/s (feet/second), Line 2 Vs100 = 1084 ft/s, Line 3 Vs100 = 1030 ft/s, and Line 4 Vs100 = 980 ft/s The average Vs100 value for all ReMi lines is Vs100 = 1,010 ft/s at this site in Castle Rock, CO. The Vs100 values listed here, and presented in Figures 3-6 and in Table 1, were computed in order to be used with Table 1613.5.2 of IBC 2006, or current equivalent. Velocity values and layer depths derived by the ReMi inversion process are also presented in Figures 3-6, and in Table 1. Based on the ReMi seismic results, unaltered bedrock is interpreted to be approximately 48-55 feet beneath the lines. The interpreted depth to bedrock is based on Vs values greater than or equal to 1,300 ft/s. All models show some increase in Vs around this depth, and the general trend in the models correlate with each other. Based on the field conditions (sources and their locations relative to the geophone arrays), the data, and the resultant models, the data show that the overall Vs100 value for this project site is measured to be near 1010 ft/s. The four individual Vs100 values and their average equate to an IBC site classification which can be referenced off of the appropriate IBC site classification table. We do not assign a site classification based on Vs measurements, because we are aware that other site factors may influence the classification. Site classification is an engineering judgment and decision; Zonge is presenting Vs profiles and the resultant average shear-wave

12212 Ground Engineering Consultants, Douglas County Justice Center

3

velocities in graphical and tabular format (computed according to IBC specifications) beneath each ReMi array. Due caution and a conservative approach should be employed when evaluating site conditions and structural and foundation designs at any project site including sites in Castle Rock, Colorado, where the seismic hazard is sometimes underestimated. If you have any questions regarding the field procedures, seismic analysis techniques, or the results and interpretations presented herein, please do not hesitate to contact us. We appreciate working with you and look forward to providing Ground Engineering Consultants, Inc. with geophysical services in the future. Respectfully,

Chad Quinn Zonge International, Inc.

12212 Ground Engineering Consultants, Douglas County Justice Center

4

References Iwata, T., Kawase, H., Satoh, T., Kakehi, Y., Irikura, K., Louie, J. N., Abbott, R. E., and Anderson, J. G., 1998, Array microtremor measurements at Reno, Nevada, USA (abstract): Eos, Trans. Amer. Geophys. Union, v. 79, suppl. to no. 45, p. F578. Louie, J, N., 2001, Faster, Better: Shear-wave velocity to 100 meters depth from refraction microtremor arrays: Bulletin of the Seismological Society of America, v. 91, p. 347-364. Pullammanappallil, S.K., and Louie, J.N., 1993, Inversion of seismic reflection travel times using a nonlinear optimization scheme: Geophysics, v. 58, p. 1607-1620. Pullammanappallil, S.K., and Louie, J.N., 1994, A generalized simulated-annealing optimization for inversion of first arrival times: BSSA, v. 84, p. 1397-1409. Saito, M., 1979, Computations of reflectivity and surface wave dispersion curves for layered media; I, Sound wave and SH wave: Butsuri-Tanko, v. 32, no. 5, p. 15-26. Saito, M., 1988, Compound matrix method for the calculation of spheroidal oscillation of the Earth: Seismol. Res. Lett., v. 59, p. 29. Xia, J., Miller, R. D., and Park, C. B., 1999, Estimation of near-surface shear-wave velocity by inversion of Rayleigh wave: Geophysics, v. 64, p.691-700.

12212 Ground Engineering Consultants, Douglas County Justice Center

5

Table 1- ReMi Inversion Results

Line 1

Line 2

Line 3

Line 4

Depth (ft)

Vs (ft/s)

Depth (ft)

Vs (ft/s)

Depth (ft)

Vs (ft/s)

Depth (ft)

Vs (ft/s)

0-4

609

0-2

609

0-12

573

0-13

575

4-18

676

2-5

531

12-50

802

13-25

676

18-54

831

5-17

676

50-82

1632

25-51

876

54-92

1254

17-51

965

82-100

1849

51-82

1320

92-100

1787

51-80

1392

82-100

2032

80-100

2110

Vs100=

1084

Vs100=

980

Vs100=

947

Vs100=

1030

12212 Ground Engineering Consultants, Douglas County Justice Center

6

12212 Ground Engineering Consultants, Douglas County Justice Center

7

12212 Ground Engineering Consultants, Douglas County Justice Center

8

Figure 3. Geophysical survey line 1 velocity sounding

Figure 4. Geophysical survey line 2 velocity sounding

County Justice Center 12212 Ground Engineering Consultants, Douglas County

9

Figure 5. Geophysical survey line 3 velocity sounding

Figure 6. Geophysical survey line 4 velocity sounding

12212 Ground Engineering Consultants, Douglas County Justice Center

10

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

klipp | a division of gkkworks

SECTION 012100 - ALLOWANCES

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes administrative and procedural requirements governing lump-sum allowances.

B.

See Division 01 Section "Quality Requirements" for procedures governing the use of allowances for testing and inspecting.

1.2

SELECTION AND PURCHASE A.

At the earliest practical date after award of the Contract, advise Architect of the date when final selection and purchase of each product or system described by an allowance must be completed to avoid delaying the Work.

B.

At Architect's request, obtain proposals for each allowance for use in making final selections. Include recommendations that are relevant to performing the Work.

C.

Purchase products and systems selected by Architect from the designated supplier.

1.3

SUBMITTALS A.

Submit proposals for purchase of products or systems included in allowances, in the form specified for Change Orders.

B.

Submit invoices or delivery slips to show actual quantities of materials delivered to the site for use in fulfillment of each allowance.

C.

Coordinate and process submittals for allowance items in same manner as for other portions of the Work.

1.4

COORDINATION A.

1.5

Coordinate allowance items with other portions of the Work. Furnish templates as required to coordinate installation.

LUMP-SUM ALLOWANCES A.

Allowance shall include cost to Contractor of specific products and materials ordered by Owner or selected by Architect under allowance and shall include freight, and delivery to Project site.

B.

Unless otherwise indicated, Contractor's costs for receiving and handling at Project site, labor, installation, overhead and profit, and similar costs related to products and materials selected by Architect under allowance shall be included as part of the Contract Sum and not part of the allowance.

ALLOWANCES

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents C.

Unused Materials: Return unused materials purchased under an allowance to manufacturer or supplier for credit to Owner, after installation has been completed and accepted. 1.

1.6

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If requested by Architect, retain and prepare unused material for storage by Owner. Deliver unused material to Owner's storage space as directed.

ADJUSTMENT OF ALLOWANCES A.

Allowance Adjustment: To adjust allowance amounts, prepare a Change Order proposal based on the difference between purchase amount and the allowance, multiplied by final measurement of work-in-place where applicable. If applicable, include reasonable allowances for cutting losses, tolerances, mixing wastes, normal product imperfections, and similar margins. 1. 2.

B.

Include installation costs in purchase amount only where indicated as part of the allowance. If requested, prepare explanation and documentation to substantiate distribution of overhead costs and other margins claimed.

Submit claims for increased costs because of a change in scope or nature of the allowance described in the Contract Documents, whether for the purchase order amount or Contractor's handling, labor, installation, overhead, and profit. 1. 2.

Do not include Contractor's or subcontractor's indirect expense in the Change Order cost amount unless it is clearly shown that the nature or extent of work has changed from what could have been foreseen from information in the Contract Documents. No change to Contractor's indirect expense is permitted for selection of higher- or lowerpriced materials or systems of the same scope and nature as originally indicated.

PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION 3.1

EXAMINATION A.

3.2

Examine products covered by an allowance promptly on delivery for damage or defects. Return damaged or defective products to manufacturer for replacement. PREPARATION

A.

3.3

Coordinate materials and their installation for each allowance with related materials and installations to ensure that each allowance item is completely integrated and interfaced with related work. SCHEDULE OF ALLOWANCES

A.

General: Allowance includes material cost, receiving, handling, and installation, and Contractor overhead and profit.

B.

Allowance No. 1: Include the sum of $5,000 for overhead entry sign.

C.

Allowance No. 2: Include the sum of $5,000 for vehicular entry at Southwest corner of site.

ALLOWANCES

012100 - 2

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 3.4

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END OF SECTION 012100

ALLOWANCES

012100 - 3

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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SECTION 012500 - SUBSTITUTION PROCEDURES

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes administrative and procedural requirements for substitutions.

B.

Related Sections: 1. 2. 3.

C.

Attachments: 1. 2.

1.2

Division 01 Section "Product Requirements" for requirements for submitting comparable product submittals for products by listed manufacturers. Division 01 Section "Alternates" for products selected under an alternate. Divisions 02 through 48 Sections for specific requirements and limitations for substitutions.

Substitution Request (During the Bidding/Negotiating Stage). Substitution Request (After the Bidding/Negotiating Stage).

DEFINITIONS A.

Substitutions: Changes in products, materials, equipment, and methods of construction from those required by the Contract Documents and proposed by Contractor. 1. 2.

1.3

Substitutions for Cause: Changes proposed by Contractor that are required due to changed Project conditions, such as unavailability of product, regulatory changes, or unavailability of required warranty terms. Substitutions for Convenience: Changes proposed by Contractor or Owner that are not required in order to meet other Project requirements but may offer advantage to Contractor or Owner.

SUBMITTALS A.

Substitution Requests: Submit three copies of each request for consideration. Identify product or fabrication or installation method to be replaced. Include Specification Section number and title and Drawing numbers and titles. 1. 2.

Substitution Request Form: Use facsimile of form provided in the Project Manual. Documentation: Show compliance with requirements for substitutions and the following, as applicable: a. b.

Statement indicating why specified product or fabrication or installation cannot be provided, if applicable. Coordination information, including a list of changes or modifications needed to other parts of the Work and to construction performed by Owner and separate contractors, that will be necessary to accommodate proposed substitution.

SUBSTITUTION PROCEDURES

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents c.

d. e. f. g. h. i.

j. k. l.

3.

Detailed comparison of significant qualities of proposed substitution with those of the Work specified. Include annotated copy of applicable specification section. Significant qualities may include attributes such as performance, weight, size, durability, visual effect, sustainable design characteristics, warranties, and specific features and requirements indicated. Indicate deviations, if any, from the Work specified. Product Data, including drawings and descriptions of products and fabrication and installation procedures. Samples, where applicable or requested. Certificates and qualification data, where applicable or requested. List of similar installations for completed projects with project names and addresses and names and addresses of architects and owners. Material test reports from a qualified testing agency indicating and interpreting test results for compliance with requirements indicated. Detailed comparison of Contractor's construction schedule using proposed substitution with products specified for the Work, including effect on the overall Contract Time. If specified product or method of construction cannot be provided within the Contract Time, include letter from manufacturer, on manufacturer's letterhead, stating date of receipt of purchase order, lack of availability, or delays in delivery. Cost information, including a proposal of change, if any, in the Contract Sum. Contractor's certification that proposed substitution complies with requirements in the Contract Documents except as indicated in substitution request, is compatible with related materials, and is appropriate for applications indicated. Contractor's waiver of rights to additional payment or time that may subsequently become necessary because of failure of proposed substitution to produce indicated results.

Architect's Action: If necessary, Architect will request additional information or documentation for evaluation within seven days of receipt of a request for substitution. Architect will notify Contractor of acceptance or rejection of proposed substitution within 15 days of receipt of request, or seven days of receipt of additional information or documentation, whichever is later. a. b.

1.4

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Forms of Acceptance: Change Order, Construction Change Directive, or Architect's Supplemental Instructions for minor changes in the Work. Use product specified if Architect does not issue a decision on use of a proposed substitution within time allocated.

QUALITY ASSURANCE A.

Compatibility of Substitutions: Investigate and document compatibility of proposed substitution with related products and materials. Engage qualified testing agency to perform compatibility tests recommended by manufacturers.

PART 2 - PRODUCTS

2.1

SUBSTITUTIONS A.

Substitutions for Cause: Submit requests for substitution immediately upon discovery of need for change, but not later than 15 days prior to time required for preparation and review of related submittals.

SUBSTITUTION PROCEDURES

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 1.

Conditions: Architect will consider Contractor's request for substitution when the following conditions are satisfied: a. b. c. d. e. f. g.

B.

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Requested substitution is consistent with the Contract Documents and will produce indicated results. Requested substitution will not adversely affect Contractor's construction schedule. Requested substitution has received necessary approvals of authorities having jurisdiction. Requested substitution is compatible with other portions of the Work. Requested substitution has been coordinated with other portions of the Work. Requested substitution provides specified warranty. If requested substitution involves more than one contractor, requested substitution has been coordinated with other portions of the Work, is uniform and consistent, is compatible with other products, and is acceptable to all contractors involved.

Substitutions for Convenience: Architect will consider requests for substitution if received within 60 days after commencement of the Work. 1.

Conditions: Architect will consider Contractor's request for substitution when the following conditions are satisfied: a.

b. c. d. e. f. g. h. i.

Requested substitution offers Owner a substantial advantage in cost, time, energy conservation, or other considerations, after deducting additional responsibilities Owner must assume. Owner's additional responsibilities may include compensation to Architect for redesign and evaluation services, increased cost of other construction by Owner, and similar considerations. Requested substitution does not require extensive revisions to the Contract Documents. Requested substitution is consistent with the Contract Documents and will produce indicated results. Requested substitution will not adversely affect Contractor's construction schedule. Requested substitution has received necessary approvals of authorities having jurisdiction. Requested substitution is compatible with other portions of the Work. Requested substitution has been coordinated with other portions of the Work. Requested substitution provides specified warranty. If requested substitution involves more than one contractor, requested substitution has been coordinated with other portions of the Work, is uniform and consistent, is compatible with other products, and is acceptable to all contractors involved.

PART 3 - EXECUTION (Not Used)

END OF SECTION 012500

SUBSTITUTION PROCEDURES

012500 - 3

SUBSTITUTION REQUEST (During the Bidding/Negotiating Phase) Substitution Request Number:

Project:

From: To:

Date: A/E Project Number:

Re:

Contract For:

Description:

Specification Title: Section:

Page:

Article/Paragraph:

Proposed Substitution: Manufacturer:

Address:

Phone:

Trade Name:

Model No.:

Attached data includes product description, specifications, drawings, photographs, and performance and test data adequate for evaluation of the request; applicable portions of the data are clearly identified. Attached data also includes a description of changes to the Contract Documents that the proposed substitution will require for its proper installation. The Undersigned certifies: • Proposed substitution has been fully investigated and determined to be equal or superior in all respects to specified product. • Same warranty will be furnished for proposed substitution as for specified product. • Same maintenance service and source of replacement parts, as applicable, is available. • Proposed substitution will have no adverse effect on other trades and will not affect or delay progress schedule. • Proposed substitution does not affect dimensions and functional clearances. • Payment will be made for changes to building design, including A/E design, detailing, and construction costs caused by the substitution. Submitted by: Signed by: Firm: Address:

Telephone:

A/E’s REVIEW AND ACTION Substitution approved - Make submittals in accordance with Specification Section 01 25 00 Substitution Procedures. Substitution approved as noted - Make submittals in accordance with Specification Section 01 25 00 Substitution Procedures. Substitution rejected - Use specified materials. Substitution Request received too late - Use specified materials. Signed by:

Supporting Data Attached:

Date:

Drawings

Product Data

Page 1

Samples

Tests

Reports

SUBSTITUTION REQUEST (After the Bidding/Negotiating Phase) Substitution Request Number:

Project:

From: To:

Date: A/E Project Number:

Re:

Contract For:

Description:

Specification Title: Section:

Page:

Article/Paragraph:

Proposed Substitution: Manufacturer:

Address:

Phone:

Trade Name:

Model No.:

Installer: History:

Address: New product

1-4 years old

Phone: 5-10 years old

More than 10 years old

Differences between proposed substitution and specified product:

Point-by-point comparative data attached — REQUIRED BY A/E Reason for not providing specified item:

Similar Installation: Project:

Architect:

Address:

Owner: Date Installed:

Proposed substitution affects other parts of Work:

No

Yes; explain

Savings to Owner for accepting substitution:

($

Proposed substitution changes Contract Time:

No

Yes

Supporting Data Attached:

Product Data

Samples

Drawings

[Add]

[Deduct]

Tests

). days.

Reports

SUBSTITUTION Page 1

REQUEST (After the Bidding/Negotiating Phase — Continued) The Undersigned certifies: • Proposed substitution has been fully investigated and determined to be equal or superior in all respects to specified product. • Same warranty will be furnished for proposed substitution as for specified product. • Same maintenance service and source of replacement parts, as applicable, is available. • Proposed substitution will have no adverse effect on other trades and will not affect or delay progress schedule. • Cost data as stated above is complete. Claims for additional costs related to accepted substitution which may subsequently become apparent are to be waived. • Proposed substitution does not affect dimensions and functional clearances. • Payment will be made for changes to building design, including A/E design, detailing, and construction costs caused by the substitution. • Coordination, installation, and changes in the Work as necessary for accepted substitution will be complete in all respects. Submitted by: Signed by: Firm: Address:

Telephone: Attachments:

A/E’s REVIEW AND ACTION Substitution approved - Make submittals in accordance with Specification Section 01 25 00 Substitution Procedures. Substitution approved as noted - Make submittals in accordance with Specification Section 01 25 00 Substitution Procedures. Substitution rejected - Use specified materials. Substitution Request received too late - Use specified materials. Signed by: Additional Comments: Other:

Date: Contractor

Subcontractor

Supplier

Page 2

Manufacturer

A/E

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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SECTION 012600 - CONTRACT MODIFICATION PROCEDURES

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes administrative and procedural requirements for handling and processing Contract modifications.

B.

Related Requirement: Division 01 Section "Product Requirements" for administrative procedures for handling requests for substitutions made after the Contract award.

1.2

MINOR CHANGES IN THE WORK A.

1.3

Architect will issue supplemental instructions authorizing minor changes in the Work, not involving adjustment to the Contract Sum or the Contract Time, on AIA Document G710, "Architect's Supplemental Instructions."

PROPOSAL REQUESTS A.

Owner-Initiated Proposal Requests: Architect will issue a detailed description of proposed changes in the Work that may require adjustment to the Contract Sum or the Contract Time. If necessary, the description will include supplemental or revised Drawings and Specifications. 1. 2.

Work Change Proposal Requests issued by Architect are not instructions either to stop work in progress or to execute the proposed change. Within time specified in Proposal Request after receipt of Proposal Request, submit a quotation estimating cost adjustments to the Contract Sum and the Contract Time necessary to execute the change. a. b. c. d.

B.

Include a list of quantities of products required or eliminated and unit costs, with total amount of purchases and credits to be made. If requested, furnish survey data to substantiate quantities. Indicate applicable taxes, delivery charges, equipment rental, and amounts of trade discounts. Include costs of labor and supervision directly attributable to the change. Include an updated Contractor's construction schedule that indicates the effect of the change, including, but not limited to, changes in activity duration, start and finish times, and activity relationship. Use available total float before requesting an extension of the Contract Time.

Contractor-Initiated Proposals: If latent or changed conditions require modifications to the Contract, Contractor may initiate a claim by submitting a request for a change to Architect. 1. 2.

Include a statement outlining reasons for the change and the effect of the change on the Work. Provide a complete description of the proposed change. Indicate the effect of the proposed change on the Contract Sum and the Contract Time. Include a list of quantities of products required or eliminated and unit costs, with total amount of purchases and credits to be made. If requested, furnish survey data to substantiate quantities.

CONTRACT MODIFICATION PROCEDURES

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 3. 4. 5.

6. 7.

1.4

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Indicate applicable taxes, delivery charges, equipment rental, and amounts of trade discounts. Include costs of labor and supervision directly attributable to the change. Include an updated Contractor's construction schedule that indicates the effect of the change, including, but not limited to, changes in activity duration, start and finish times, and activity relationship. Use available total float before requesting an extension of the Contract Time. Comply with requirements in Division 01 Section "Product Requirements" if the proposed change requires substitution of one product or system for product or system specified. Proposal Request Form: Use AIA Document G709 for Proposal Requests or forms provided by Owner.

CHANGE ORDER PROCEDURES A.

1.5

On Owner's approval of a Work Changes Proposal Request, Architect will issue a Change Order for signatures of Owner and Contractor on AIA Document G701.

CONSTRUCTION CHANGE DIRECTIVE A.

Construction Change Directive: Architect may issue a Construction Change Directive on AIA Document G714. Construction Change Directive instructs Contractor to proceed with a change in the Work, for subsequent inclusion in a Change Order. 1.

B.

Construction Change Directive contains a complete description of change in the Work. It also designates method to be followed to determine change in the Contract Sum or the Contract Time.

Documentation: Maintain detailed records on a time and material basis of work required by the Construction Change Directive. 1.

After completion of change, submit an itemized account and supporting data necessary to substantiate cost and time adjustments to the Contract.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION 012600

CONTRACT MODIFICATION PROCEDURES

012600 - 2

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

klipp | a division of gkkworks

SECTION 012900 - PAYMENT PROCEDURES

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes administrative and procedural requirements necessary to prepare and process Applications for Payment.

B.

Related Requirements: 1. 2.

1.2

Division 01 Section "Contract Modification Procedures" for administrative procedures for handling changes to the Contract. Division 01 Section "Construction Progress Documentation" for administrative requirements governing the preparation and submittal of the Contractor's construction schedule.

DEFINITIONS A.

1.3

Schedule of Values: A statement furnished by Contractor allocating portions of the Contract Sum to various portions of the Work and used as the basis for reviewing Contractor's Applications for Payment.

SCHEDULE OF VALUES A.

Coordination: Coordinate preparation of the schedule of values with preparation of Contractor's construction schedule. 1.

Coordinate line items in the schedule of values with other required administrative forms and schedules, including the following: a. b. c.

2. 3. 4. 5.

B.

Application for Payment forms with continuation sheets. Submittal schedule. Items required to be indicated as separate activities in Contractor's construction schedule.

Submit the schedule of values to Architect at earliest possible date, but no later than seven days before the date scheduled for submittal of initial Applications for Payment. Subschedules for Phased Work: Where the Work is separated into phases requiring separately phased payments, provide subschedules showing values coordinated with each phase of payment. Subschedules for Separate Elements of Work: Where the Contractor's construction schedule defines separate elements of the Work, provide subschedules showing values coordinated with each element. Subschedules for Separate Design Contracts: Where the Owner has retained design professionals under separate contracts who will each provide certification of payment requests, provide subschedules showing values coordinated with the scope of each design services contract as described in Division 01 Section "Summary."

Format and Content: Use Project Manual table of contents as a guide to establish line items for the schedule of values. Provide at least one line item for each Specification Section.

PAYMENT PROCEDURES

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 1.

Identification: Include the following Project identification on the schedule of values: a. b. c. d. e.

2. 3.

Project name and location. Name of Architect. Architect's project number. Contractor's name and address. Date of submittal.

Arrange schedule of values consistent with format of AIA Document G703. Arrange the schedule of values in tabular form with separate columns to indicate the following for each item listed: a. b. c. d. e. f. g.

Related Specification Section or Division. Description of the Work. Name of subcontractor. Name of manufacturer or fabricator. Name of supplier. Change Orders (numbers) that affect value. Dollar value of the following, as a percentage of the Contract Sum to nearest onehundredth percent, adjusted to total 100 percent. 1) 2) 3)

4.

5. 6.

8. 9.

Differentiate between items stored on-site and items stored off-site. If required, include evidence of insurance.

Provide separate line items in the schedule of values for initial cost of materials, for each subsequent stage of completion, and for total installed value of that part of the Work. Purchase Contracts: Provide a separate line item in the schedule of values for each purchase contract. Show line-item value of purchase contract. Indicate owner payments or deposits, if any, and balance to be paid by Contractor. Each item in the schedule of values and Applications for Payment shall be complete. Include total cost and proportionate share of general overhead and profit for each item. a.

10.

Labor. Materials. Equipment.

Provide a breakdown of the Contract Sum in enough detail to facilitate continued evaluation of Applications for Payment and progress reports. Coordinate with Project Manual table of contents. Provide multiple line items for principal subcontract amounts in excess of five percent of the Contract Sum. Round amounts to nearest whole dollar; total shall equal the Contract Sum. Provide a separate line item in the schedule of values for each part of the Work where Applications for Payment may include materials or equipment purchased or fabricated and stored, but not yet installed. a.

7.

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Temporary facilities and other major cost items that are not direct cost of actual work-in-place may be shown either as separate line items in the schedule of values or distributed as general overhead expense, at Contractor's option.

Schedule Updating: Update and resubmit the schedule of values before the next Applications for Payment when Change Orders or Construction Change Directives result in a change in the Contract Sum.

PAYMENT PROCEDURES

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 1.4

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APPLICATIONS FOR PAYMENT A.

Each Application for Payment following the initial Application for Payment shall be consistent with previous applications and payments as certified by Architect and paid for by Owner. 1.

Initial Application for Payment, Application for Payment at time of Substantial Completion, and final Application for Payment involve additional requirements.

B.

Payment Application Times: The date for each progress payment is indicated in the Agreement between Owner and Contractor. The period of construction work covered by each Application for Payment is the period indicated in the Agreement.

C.

Application for Payment Forms: Use AIA Document G702 and AIA Document G703 as form for Applications for Payment.

D.

Application Preparation: Complete every entry on form. Notarize and execute by a person authorized to sign legal documents on behalf of Contractor. Architect will return incomplete applications without action. 1. 2. 3. 4.

E.

Entries shall match data on the schedule of values and Contractor's construction schedule. Use updated schedules if revisions were made. Include amounts for work completed following previous Application for Payment, whether or not payment has been received. Include only amounts for work completed at time of Application for Payment. Include amounts of Change Orders and Construction Change Directives issued before last day of construction period covered by application. Indicate separate amounts for work being carried out under Owner-requested project acceleration.

Stored Materials: Include in Application for Payment amounts applied for materials or equipment purchased or fabricated and stored, but not yet installed. Differentiate between items stored on-site and items stored off-site. 1. 2. 3.

Provide certificate of insurance, evidence of transfer of title to Owner, and consent of surety to payment, for stored materials. Provide supporting documentation that verifies amount requested, such as paid invoices. Match amount requested with amounts indicated on documentation; do not include overhead and profit on stored materials. Provide summary documentation for stored materials indicating the following: a. b. c.

F.

Value of materials previously stored and remaining stored as of date of previous Applications for Payment. Value of previously stored materials put in place after date of previous Application for Payment and on or before date of current Application for Payment. Value of materials stored since date of previous Application for Payment and remaining stored as of date of current Application for Payment.

Transmittal: Submit three signed and notarized original copies of each Application for Payment to Architect by a method ensuring receipt within 24 hours. One copy shall include waivers of lien and similar attachments if required. 1.

Transmit each copy with a transmittal form listing attachments and recording appropriate information about application.

PAYMENT PROCEDURES

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents G.

Waivers of Mechanic's Lien: With each Application for Payment, submit waivers of mechanic's lien from entities lawfully entitled to file a mechanic's lien arising out of the Contract and related to the Work covered by the payment. 1. 2. 3. 4.

H.

2. 3. 4. 5.

Submit partial waivers on each item for amount requested in previous application, after deduction for retainage, on each item. When an application shows completion of an item, submit conditional final or full waivers. Owner reserves the right to designate which entities involved in the Work must submit waivers. Submit final Application for Payment with or preceded by conditional final waivers from every entity involved with performance of the Work covered by the application who is lawfully entitled to a lien. Waiver Forms: Submit executed waivers of lien on forms, acceptable to Owner.

Initial Application for Payment: Administrative actions and submittals that must precede or coincide with submittal of first Application for Payment include the following: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15.

J.

Submit partial waivers on each item for amount requested in previous application, after deduction for retainage, on each item. When an application shows completion of an item, submit conditional final or full waivers. Owner reserves the right to designate which entities involved in the Work must submit waivers. Waiver Forms: Submit executed waivers of lien on forms acceptable to Owner.

Waivers of Mechanic's Lien: With each Application for Payment, submit waivers of mechanic's liens from subcontractors, sub-subcontractors, and suppliers for construction period covered by the previous application. 1.

I.

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List of subcontractors. Schedule of values. Contractor's construction schedule (preliminary if not final). Combined Contractor's construction schedule (preliminary if not final) incorporating Work of multiple contracts, with indication of acceptance of schedule by each Contractor. Products list (preliminary if not final). Submittal schedule (preliminary if not final). List of Contractor's staff assignments. List of Contractor's principal consultants. Copies of building permits. Copies of authorizations and licenses from authorities having jurisdiction for performance of the Work. Initial progress report. Report of preconstruction conference. Certificates of insurance and insurance policies. Performance and payment bonds. Data needed to acquire Owner's insurance.

Application for Payment at Substantial Completion: After Architect issues the Certificate of Substantial Completion, submit an Application for Payment showing 100 percent completion for portion of the Work claimed as substantially complete. 1. 2.

Include documentation supporting claim that the Work is substantially complete and a statement showing an accounting of changes to the Contract Sum. This application shall reflect Certificate(s) of Substantial Completion issued previously for Owner occupancy of designated portions of the Work.

PAYMENT PROCEDURES

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents K.

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Final Payment Application: After completing Project closeout requirements, submit final Application for Payment with releases and supporting documentation not previously submitted and accepted, including, but not limited, to the following: 1. 2. 3. 4. 5. 6. 7. 8. 9.

Evidence of completion of Project closeout requirements. Insurance certificates for products and completed operations where required and proof that taxes, fees, and similar obligations were paid. Updated final statement, accounting for final changes to the Contract Sum. AIA Document G706, "Contractor's Affidavit of Payment of Debts and Claims." AIA Document G706A, "Contractor's Affidavit of Release of Liens." AIA Document G707, "Consent of Surety to Final Payment." Evidence that claims have been settled. Final meter readings for utilities, a measured record of stored fuel, and similar data as of date of Substantial Completion or when Owner took possession of and assumed responsibility for corresponding elements of the Work. Final liquidated damages settlement statement.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION 012900

PAYMENT PROCEDURES

012900 - 5

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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SECTION 013100 - PROJECT MANAGEMENT AND COORDINATION

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes administrative provisions for coordinating construction operations on Project including, but not limited to, the following: 1. 2. 3. 4.

B.

Related Sections include the following: 1. 2.

1.2

Coordination Drawings. Administrative and supervisory personnel. Project meetings. Requests for Interpretation (RFIs).

Division 01 Section "Construction Progress Documentation" for preparing and submitting Contractor's Construction Schedule. Division 01 Section "Closeout Procedures" for coordinating closeout of the Contract.

DEFINITIONS A.

1.3

RFI: Request from Contractor seeking interpretation or clarification of the Contract Documents.

COORDINATION A.

Coordination: Coordinate construction operations included in different Sections of the Specifications to ensure efficient and orderly installation of each part of the Work. Coordinate construction operations, included in different Sections, that depend on each other for proper installation, connection, and operation. 1. 2. 3. 4.

Schedule construction operations in sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation. Coordinate installation of different components with other contractors to ensure maximum accessibility for required maintenance, service, and repair. Make adequate provisions to accommodate items scheduled for later installation. Where availability of space is limited, coordinate installation of different components to ensure maximum performance and accessibility for required maintenance, service, and repair of all components, including mechanical and electrical.

B.

Coordination Drawing Prints: General Contractor to prepare coordination drawing prints in accordance with requirements of Division 01 Section "Submittal Procedures."

C.

Coordination Digital Data Files: Prepare coordination digital data files in accordance with the following requirements: 1. 2.

File Preparation Format: Same digital data software program, version, and operating system as the original Drawings. Architect will furnish Contractor one set of digital data files of the Drawings for use in preparing coordination digital data files.

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Prepare similar memoranda for Owner and separate contractors if coordination of their Work is required.

Administrative Procedures: Coordinate scheduling and timing of required administrative procedures with other construction activities and activities of other contractors to avoid conflicts and to ensure orderly progress of the Work. Such administrative activities include, but are not limited to, the following: 1. 2. 3. 4. 5. 6. 7. 8.

1.4

Architect makes no representations as to the accuracy or completeness of digital data files as they relate to the Drawings. Contractor shall execute a data licensing agreement.

Prepare memoranda for distribution to each party involved, outlining special procedures required for coordination. Include such items as required notices, reports, and list of attendees at meetings. 1.

E.

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Preparation of Contractor's Construction Schedule. Preparation of the Schedule of Values. Installation and removal of temporary facilities and controls. Delivery and processing of submittals. Progress meetings. Preinstallation conferences. Startup and adjustment of systems. Project closeout activities.

SUBMITTALS A.

Coordination Drawings: General Contractor to prepare Coordination Drawings if coordination is required for installation of products and materials fabricated by separate entities. 1.

Content: Project-specific information, drawn accurately to scale. Do not base Coordination Drawings on reproductions of the Contract Documents or standard printed data. Include the following information, as applicable: a. b. c.

2. 3.

Sheet Size: At least 8-1/2 by 11 inches (215 by 280 mm) but no larger than 30 by 42 inches. Number of Copies: Submit two opaque copies of each submittal or three if Engineering submittal is required. Architect will return one copy. a.

4.

Indicate functional and spatial relationships of components of architectural, structural, civil, mechanical, electrical, and Owner systems. Indicate required installation sequences. Indicate dimensions shown on the Contract Drawings and make specific note of dimensions that appear to be in conflict with submitted equipment and minimum clearance requirements. Provide alternate sketches to Architect for resolution of such conflicts. Minor dimension changes and difficult installations will not be considered changes to the Contract.

Submit five copies where Coordination Drawings are required for operation and maintenance manuals. Architect/Engineer will retain two copies; remainder will be returned. Mark up and retain one returned copy as a Project Record Drawing.

Refer to individual Sections for Coordination Drawing requirements for Work in those Sections.

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Key Personnel Names: Within 15 days of starting construction operations, submit a list of key personnel assignments, including superintendent and other personnel in attendance at Project site. Identify individuals and their duties and responsibilities; list addresses and telephone numbers, including home and office telephone numbers. Provide names, addresses, and telephone numbers of individuals assigned as standbys in the absence of individuals assigned to Project. PROJECT MEETINGS

A.

General: Schedule and conduct meetings and conferences at Project site, unless otherwise indicated. 1. 2. 3.

B.

Attendees: Inform participants and others involved, and individuals whose presence is required, of date and time of each meeting. Notify Owner and Architect of scheduled meeting dates and times. Agenda: General Contractor to prepare the meeting agenda. Distribute the agenda to all invited attendees. Minutes: General Contractor to record significant discussions in neutral, balanced voice and agreements achieved. Distribute the meeting minutes to everyone concerned, including Owner and Architect, within three business days of the meeting.

Preconstruction Conference: Schedule a preconstruction conference before starting construction, at a time convenient to Owner, and Architect, but no later than 15 days after execution of the Agreement. Hold the conference at Project site or another convenient location. Conduct the meeting to review responsibilities and personnel assignments. 1.

2.

Attendees: Authorized representatives of Owner, Architect, and their consultants; Contractor and its superintendent; major subcontractors; suppliers; and other concerned parties shall attend the conference. All participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work. Agenda: Discuss items of significance that could affect progress, including the following: a. b. c. d. e. f. g. h. i. j. k. l. m. n. o. p. q. r. s. t. u. v. w. x.

Tentative construction schedule. Phasing. Critical work sequencing and long-lead items. Designation of key personnel and their duties. Procedures for processing field decisions and Change Orders. Procedures for RFIs. Procedures for testing and inspecting. Procedures for processing Applications for Payment. Distribution of the Contract Documents. Submittal procedures. Preparation of Record Documents. Use of the premises and existing building. Work restrictions. Owner's occupancy requirements. Responsibility for temporary facilities and controls. Construction waste management and recycling. Parking availability. Office, work, and storage areas. Equipment deliveries and priorities. First aid. Security. Progress cleaning. Working hours. Noise control.

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Vibration control.

Minutes: Record and distribute meeting minutes.

Preinstallation Conferences: Conduct a preinstallation conference at Project site before each construction activity that requires coordination with other construction, if considered necessary by the General Contractor. 1.

2.

Attendees: Installer and representatives of manufacturers and fabricators involved in or affected by the installation and its coordination or integration with other materials and installations that have preceded or will follow, shall attend the meeting. Advise Architect of scheduled meeting dates. Agenda: Review progress of other construction activities and preparations for the particular activity under consideration, including requirements for the following: a. b. c. d. e. f. g. h. i. j. k. l. m. n. o. p. q. r. s. t. u. v. w. x. y. z. aa.

3. 4. 5.

D.

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The Contract Documents. Options. Related RFIs. Related Change Orders. Purchases. Deliveries. Submittals. Review of mockups. Possible conflicts. Compatibility problems. Time schedules. Weather limitations. Manufacturer's written recommendations. Warranty requirements. Compatibility of materials. Acceptability of substrates. Temporary facilities and controls. Space and access limitations. Regulations of authorities having jurisdiction. Testing and inspecting requirements. Installation procedures. Coordination with other work. Required performance results. Protection of adjacent work. Protection of construction and personnel. Noise. Vibration.

Record significant conference discussions, agreements, and disagreements, including required corrective measures and actions. Reporting: Distribute minutes of the meeting to each party present and to parties who should have been present. Do not proceed with installation if the conference cannot be successfully concluded. Initiate whatever actions are necessary to resolve impediments to performance of the Work and reconvene the conference at earliest feasible date.

Progress Meetings: Conduct progress meetings at weekly or regular intervals as indicated in Agreement. Coordinate dates of meetings with preparation of payment requests.

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2.

Attendees: In addition to representatives of Owner and Architect, each contractor, subcontractor, supplier, and other entity concerned with current progress or involved in planning, coordination, or performance of future activities shall be represented at these meetings. All participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work. Agenda: Review and correct or approve minutes of previous progress meeting. Review other items of significance that could affect progress. Include topics for discussion as appropriate to status of Project. a.

Contractor's Construction Schedule: Review progress since the last meeting. Determine whether each activity is on time, ahead of schedule, or behind schedule, in relation to Contractor's Construction Schedule. Determine how construction behind schedule will be expedited; secure commitments from parties involved to do so. Discuss whether schedule revisions are required to ensure that current and subsequent activities will be completed within the Contract Time. 1)

b.

Interface requirements. Sequence of operations. Status of submittals. Deliveries. Off-site fabrication. Access. Site utilization. Temporary facilities and controls. Work hours. Hazards and risks. Progress cleaning. Quality and work standards. Status of correction of deficient items. Field observations. RFIs. Status of proposal requests. Pending changes. Status of Change Orders. Pending claims and disputes. Documentation of information for payment requests.

Minutes: Record the meeting minutes. Reporting: Distribute minutes of the meeting to each party present and to parties who should have been present. a.

E.

Review schedule for next period.

Review present and future needs of each entity present, including the following: 1) 2) 3) 4) 5) 6) 7) 8) 9) 10) 11) 12) 13) 14) 15) 16) 17) 18) 19) 20)

3. 4.

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Schedule Updating: Revise Contractor's Construction Schedule after each progress meeting where revisions to the schedule have been made or recognized. Issue revised schedule concurrently with the report of each meeting.

Coordination Meetings: Conduct Project coordination meetings at regular intervals. Project coordination meetings are in addition to specific meetings held for other purposes, such as progress meetings and preinstallation conferences.

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2.

Attendees: In addition to representatives of Owner and Architect, each contractor, subcontractor, supplier, and other entity concerned with current progress or involved in planning, coordination, or performance of future activities shall be represented at these meetings. All participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work. Agenda: Review and correct or approve minutes of the previous coordination meeting. Review other items of significance that could affect progress. Include topics for discussion as appropriate to status of Project. a.

b. c.

Combined Contractor's Construction Schedule: Review progress since the last coordination meeting. Determine whether each contract is on time, ahead of schedule, or behind schedule, in relation to Combined Contractor's Construction Schedule. Determine how construction behind schedule will be expedited; secure commitments from parties involved to do so. Discuss whether schedule revisions are required to ensure that current and subsequent activities will be completed within the Contract Time. Schedule Updating: Revise Combined Contractor's Construction Schedule after each coordination meeting where revisions to the schedule have been made or recognized. Issue revised schedule concurrently with report of each meeting. Review present and future needs of each contractor present, including the following: 1) 2) 3) 4) 5) 6) 7) 8) 9) 10) 11) 12) 13)

3.

1.6

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Interface requirements. Sequence of operations. Status of submittals. Deliveries. Off-site fabrication. Access. Site utilization. Temporary facilities and controls. Work hours. Hazards and risks. Progress cleaning. Quality and work standards. Change Orders.

Reporting: Record meeting results and distribute copies to everyone in attendance and to others affected by decisions or actions resulting from each meeting.

REQUESTS FOR INTERPRETATION (RFIs) A.

Procedure: Immediately on discovery of the need for interpretation of the Contract Documents, and if not possible to request interpretation at Project meeting, prepare and submit an RFI in the form typically generated by the General Contractor. 1. 2.

B.

RFIs shall originate with Contractor. RFIs submitted by entities other than Contractor will be returned with no response. Coordinate and submit RFIs in a prompt manner so as to avoid delays in Contractor's work or work of subcontractors.

Content of the RFI: Include a detailed, legible description of item needing interpretation and the following: 1.

Project name.

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Date. Name of Contractor. Name of Architect. RFI number, numbered sequentially. Specification Section number and title and related paragraphs, as appropriate. Drawing number and detail references, as appropriate. Field dimensions and conditions, as appropriate. Contractor's suggested solution(s). If Contractor's solution(s) impact the Contract Time or the Contract Sum, Contractor shall state impact in the RFI. Contractor's signature. Attachments: Include drawings, descriptions, measurements, photos, Product Data, Shop Drawings, and other information necessary to fully describe items needing interpretation. a.

C.

Identify each page of attachments with the RFI number and sequential page number.

Software-Generated RFIs: Software-generated form with substantially the same content as indicated above. 1.

E.

Attachments shall be electronic files in Adobe Acrobat PDF format.

Architect's Action: Architect will review each RFI, determine action required, and return it. Allow seven working days for Architect's response for each RFI. RFIs received after 1:00 p.m. will be considered as received the following working day. 1.

The following RFIs will be returned without action: a. b. c. d. e. f.

2. 3.

Requests for approval of submittals. Requests for approval of substitutions. Requests for coordination information already indicated in the Contract Documents. Requests for adjustments in the Contract Time or the Contract Sum. Requests for interpretation of Architect's actions on submittals. Incomplete RFIs or RFIs with numerous errors.

Architect's action may include a request for additional information, in which case Architect's time for response will start again. Architect's action on RFIs that may result in a change to the Contract Time or the Contract Sum may be eligible for Contractor to submit Change Proposal according to Division 01 Section "Contract Modification Procedures." a.

F.

Supplementary drawings prepared by Contractor shall include dimensions, thicknesses, structural grid references, and details of affected materials, assemblies, and attachments.

Hard-Copy RFIs: Refer to Form following this section. 1.

D.

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If Contractor believes the RFI response warrants change in the Contract Time or the Contract Sum, notify Architect in writing within 10 days of receipt of the RFI response.

On receipt of Architect's action, update the RFI log and immediately distribute the RFI response to affected parties. Review response and notify Architect within seven days if Contractor disagrees with response.

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RFI Log: Prepare, maintain, and submit a tabular log of RFIs organized by the RFI number. Submit log weekly. Include the following: 1. 2. 3. 4. 5. 6. 7. 8.

Project name. Name and address of Contractor. Name and address of Architect. RFI number including RFIs that were dropped and not submitted. RFI description. Date the RFI was submitted. Date Architect's response was received. Identification of related Minor Change in the Work, Construction Change Directive, and Proposal Request, as appropriate.

PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION 013100

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Request for Information (RFI) PROJECT:

RFI No:

Initiated By: Contractor: Subcontractor:

DATE: Contract #: Log Date: Log By:

SUBJECT:

REPLY BY: Spec or Dwg #:

Description:

PROPOSED SOLUTION (By Contractor) By: Date:

Anticipated Cost Change? Anticipated Time Change?

Yes Yes

No No

Anticipated Cost Change? Anticipated Time Change?

Yes Yes

No No

Description:

RESPONSE (By Architect or Consultant) By: Date: Description:

ACCEPTANCE (By Contractor) Note: By: Date:

If there is a cost or time change, subsequent project documents must be issued. Accepted w/o Cost Change? Accepted w/o Time

Yes Yes

No No

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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SECTION 013200 - CONSTRUCTION PROGRESS DOCUMENTATION

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes administrative and procedural requirements for documenting the progress of construction during performance of the Work, including the following: 1. 2. 3. 4. 5. 6. 7.

B.

Related Sections include the following: 1. 2. 3.

1.2

Preliminary Construction Schedule. Contractor's Construction Schedule. Submittals Schedule. Daily construction log. Material location reports. Field condition reports. Special reports.

Division 01 Section "Project Management and Coordination" for submitting and distributing meeting and conference minutes. Division 01 Section "Submittal Procedures" for submitting schedules and reports. Division 01 Section "Quality Requirements" for submitting a schedule of tests and inspections.

DEFINITIONS A.

Activity: A discrete part of a project that can be identified for planning, scheduling, monitoring, and controlling the construction project. Activities included in a construction schedule consume time and resources. 1. 2. 3.

Critical activities are activities on the critical path. They must start and finish on the planned early start and finish times. Predecessor Activity: An activity that precedes another activity in the network. Successor Activity: An activity that follows another activity in the network.

B.

Cost Loading: The allocation of the Schedule of Values for the completion of an activity as scheduled. The sum of costs for all activities must equal the total Contract Sum, unless otherwise approved by Architect.

C.

CPM: Critical path method, which is a method of planning and scheduling a construction project where activities are arranged based on activity relationships. Network calculations determine when activities can be performed and the critical path of Project.

D.

Critical Path: The longest connected chain of interdependent activities through the network schedule that establishes the minimum overall Project duration and contains no float.

E.

Event: The starting or ending point of an activity.

F.

Float: The measure of leeway in starting and completing an activity. 1.

Float time belongs to Owner.

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Free float is the amount of time an activity can be delayed without adversely affecting the early start of the successor activity. Total float is the measure of leeway in starting or completing an activity without adversely affecting the planned Project completion date.

G.

Fragnet: A partial or fragmentary network that breaks down activities into smaller activities for greater detail.

H.

Major Area: A story of construction, a separate building, or a similar significant construction element.

I.

Milestone: A key or critical point in time for reference or measurement.

J.

Network Diagram: A graphic diagram of a network schedule, showing activities and activity relationships.

K.

Resource Loading: The allocation of manpower and equipment necessary for the completion of an activity as scheduled.

1.3

SUBMITTALS A.

Qualification Data: For scheduling consultant.

B.

Submittals Schedule: Submit three copies of schedule. Arrange the following information in a tabular format: 1. 2. 3. 4. 5. 6.

C.

Scheduled date for first submittal. Specification Section number and title. Submittal category (action or informational). Name of subcontractor. Description of the Work covered. Scheduled date for Architect's final release or approval.

Preliminary Construction Schedule: Submit two opaque copies. 1.

Approval of preliminary construction schedule will not constitute approval of Schedule of Values for activities.

D.

Preliminary Network Diagram: Submit two opaque copies, large enough to show entire network for entire construction period. Show logic ties for activities.

E.

Contractor's Construction Schedule: Submit two opaque copies of initial schedule, large enough to show entire schedule for entire construction period.

1.4

COORDINATION A.

Coordinate preparation and processing of schedules and reports with performance of construction activities and with scheduling and reporting of separate contractors.

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Coordinate Contractor's Construction Schedule with the Schedule of Values, list of subcontracts, Submittals Schedule, progress reports, payment requests, and other required schedules and reports. 1. 2.

Secure time commitments for performing critical elements of the Work from parties involved. Coordinate each construction activity in the network with other activities and schedule them in proper sequence.

PART 2 - PRODUCTS

2.1

SUBMITTALS SCHEDULE A.

Preparation: Submit a schedule of submittals, arranged by CSI Division. 1. 2.

3.

2.2

Coordinate Submittals Schedule with list of subcontracts, the Schedule of Values, and Contractor's Construction Schedule. Initial Submittal: Submit concurrently with preliminary bar-chart schedule or network diagram. Include submittals required during the first 60 days of construction. List those required to maintain orderly progress of the Work and those required early because of long lead time for manufacture or fabrication. Final Submittal: Submit concurrently with the first complete submittal of Contractor's Construction Schedule.

CONTRACTOR'S CONSTRUCTION SCHEDULE, GENERAL A.

Procedures: Scheduling."

B.

Time Frame: Extend schedule from date established for commencement of the Work or the Notice to Proceed to date of Substantial Completion. 1.

C.

Contract completion date shall not be changed by submission of a schedule that shows an early completion date, unless specifically authorized by Change Order.

Activities: Treat each story or separate area as a separate numbered activity for each principal element of the Work. Comply with the following: 1. 2. 3. 4.

D.

Comply with procedures contained in AGC's "Construction Planning &

Activity Duration: Define activities so no activity is longer than 20 days, unless specifically allowed by Architect. Submittal Review Time: Include review and resubmittal times indicated in Division 01 Section "Submittal Procedures" in schedule. Coordinate submittal review times in Contractor's Construction Schedule with Submittals Schedule. Startup and Testing Time: Include not less than seven days for startup and testing. Substantial Completion: Indicate completion in advance of date established for Substantial Completion, and allow time for Architect's administrative procedures necessary for certification of Substantial Completion.

Constraints: Include constraints and work restrictions indicated in the Contract Documents and as follows in schedule, and show how the sequence of the Work is affected. 1.

Work under More Than One Contract: Include a separate activity for each contract.

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Work by Owner: Include a separate activity for each portion of the Work performed by Owner. Products Ordered in Advance: Include a separate activity for each product. Include delivery date indicated in Division 01 Section "Summary." Delivery dates indicated stipulate the earliest possible delivery date. Owner-Furnished Products: Include a separate activity for each product. Include delivery date indicated in Division 01 Section "Summary." Delivery dates indicated stipulate the earliest possible delivery date. Work Restrictions: Show the effect of the following items on the schedule: a. b. c. d. e. f. g. h. i. j.

6.

Coordination with existing construction. Limitations of continued occupancies. Uninterruptible services. Partial occupancy before Substantial Completion. Use of premises restrictions. Provisions for future construction. Seasonal variations. Environmental control. Noise. Vibration.

Work Stages: Indicate important stages of construction for each major portion of the Work, including, but not limited to, the following: a. b. c. d. e. f. g. h. i. j. k. l.

7.

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Subcontract awards. Submittals. Purchases. Mockups. Fabrication. Sample testing. Deliveries. Installation. Tests and inspections. Adjusting. Curing. Startup and placement into final use and operation.

Area Separations: Identify each major area of construction for each major portion of the Work. Indicate where each construction activity within a major area must be sequenced or integrated with other construction activities to provide for the following: a. b. c. d. e.

Structural completion. Permanent space enclosure. Completion of mechanical installation. Completion of electrical installation. Substantial Completion.

E.

Milestones: Include milestones indicated in the Contract Documents in schedule, including, but not limited to, the Notice to Proceed, Substantial Completion, and Final Completion.

F.

Contract Modifications: For each proposed contract modification and concurrent with its submission, prepare a time-impact analysis using fragnets to demonstrate the effect of the proposed change on the overall project schedule.

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2.3

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Computer Software: Prepare schedules using a program that has been developed specifically to manage construction schedules.

PRELIMINARY CONSTRUCTION SCHEDULE A.

Bar-Chart Schedule: Submit preliminary horizontal bar-chart-type construction schedule within seven days of date established for commencement of the phase of Work.

B.

Preparation: Indicate each significant construction activity separately. Identify first workday of each week with a continuous vertical line. Outline significant construction activities for first 60 days of construction. Include skeleton diagram for the remainder of the Work and a cash requirement prediction based on indicated activities.

2.4

CONTRACTOR'S CONSTRUCTION SCHEDULE (GANTT CHART) A.

Gantt-Chart Schedule: Submit a comprehensive, fully developed, horizontal Gantt-chart-type, Contractor's Construction Schedule within 30 days of commencement of the phase of Work. Base schedule on the Preliminary Construction Schedule and whatever updating and feedback was received since the start of Project.

B.

Preparation: Indicate each significant construction activity separately. Identify first workday of each week with a continuous vertical line. 1.

2.5

For construction activities that require 3 months or longer to complete, indicate an estimated completion percentage in 10 percent increments within time bar.

CONTRACTOR'S CONSTRUCTION SCHEDULE (CPM SCHEDULE) A.

General: Prepare network diagrams using AON (activity-on-node) format.

B.

Preliminary Network Diagram: Submit diagram within 14 days of date established for commencement of the phase of Work. Outline significant construction activities for the first 60 days of construction. Include skeleton diagram for the remainder of the Work and a cash requirement prediction based on indicated activities.

C.

CPM Schedule: Prepare Contractor's Construction Schedule using a computerized, timescaled CPM network analysis diagram for the Work. 1.

Develop network diagram in sufficient time to submit CPM schedule so it can be accepted for use no later than 30 days after date established for commencement of the Work, the Notice to Proceed or the Notice of Award. a.

2. 3.

Failure to include any work item required for performance of this Contract shall not excuse Contractor from completing all work within applicable completion dates, regardless of Architect's approval of the schedule.

Conduct educational workshops to train and inform key Project personnel, including subcontractors' personnel, in proper methods of providing data and using CPM schedule information. Establish procedures for monitoring and updating CPM schedule and for reporting progress. Coordinate procedures with progress meeting and payment request dates.

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D.

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Use "one workday" as the unit of time. Include list of nonworking days and holidays incorporated into the schedule.

CPM Schedule Preparation: Prepare a list of all activities required to complete the Work. Using the preliminary network diagram, prepare a skeleton network to identify probable critical paths. 1.

Activities: Indicate the estimated time duration, sequence requirements, and relationship of each activity in relation to other activities. Include estimated time frames for the following activities: a. b. c. d. e. f. g. h. i.

2. 3. 4.

Critical Path Activities: Identify critical path activities, including those for interim completion dates. Scheduled start and completion dates shall be consistent with Contract milestone dates. Processing: Process data to produce output data on a computer-drawn, time-scaled network. Revise data, reorganize activity sequences, and reproduce as often as necessary to produce the CPM schedule within the limitations of the Contract Time. Format: Mark the critical path. Locate the critical path near center of network; locate paths with most float near the edges. a.

5.

Preparation and processing of submittals. Mobilization and demobilization. Purchase of materials. Delivery. Fabrication. Utility interruptions. Installation. Work by Owner that may affect or be affected by Contractor's activities. Testing and commissioning.

Subnetworks on separate sheets are permissible for activities clearly off the critical path.

Cost- and Resource-Loading of CPM Schedule: Assign cost to construction activities on the CPM schedule. Do not assign costs to submittal activities. Obtain Architect's approval prior to assigning costs to fabrication and delivery activities. Assign costs under main subcontracts for testing and commissioning activities, operation and maintenance manuals, punch list activities, Project record documents, and demonstration and training (if applicable), in the amount of 5 percent of the Contract Sum. a. b.

Each activity cost shall reflect an appropriate value subject to approval by Architect. Total cost assigned to activities shall equal the total Contract Sum.

E.

Contract Modifications: For each proposed contract modification and concurrent with its submission, prepare a time-impact analysis using a network fragment to demonstrate the effect of the proposed change on the overall project schedule.

F.

Initial Issue of Schedule: Prepare initial network diagram from a list of straight "early start-total float" sort. Identify critical activities. Prepare tabulated reports showing the following: 1. 2. 3. 4. 5.

Contractor or subcontractor and the Work or activity. Description of activity. Principal events of activity. Immediate preceding and succeeding activities. Early and late start dates.

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Early and late finish dates. Activity duration in workdays. Total float or slack time. Average size of workforce. Dollar value of activity (coordinated with the Schedule of Values).

Schedule Updating: Concurrent with making revisions to schedule, prepare tabulated reports showing the following: 1. 2. 3. 4. 5. 6. 7.

H.

Identification of activities that have changed. Changes in early and late start dates. Changes in early and late finish dates. Changes in activity durations in workdays. Changes in the critical path. Changes in total float or slack time. Changes in the Contract Time.

Value Summaries: Prepare two cumulative value lists, sorted by finish dates. 1.

Prepare list for ease of comparison with payment requests; coordinate timing with progress meetings. a. b.

2.6

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In both value summary lists, tabulate "actual percent complete" and "cumulative value completed" with total at bottom. Submit value summary printouts one week before each regularly scheduled progress meeting.

REPORTS A.

Daily Construction Logs: Prepare a daily construction logs recording the following information concerning events at Project site, but not limited to: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19.

List of subcontractors at Project site. List of separate contractors at Project site. Approximate count of personnel at Project site. Equipment at Project site. Material deliveries. High and low temperatures and general weather conditions. Accidents. Meetings and significant decisions. Unusual events (refer to special reports). Stoppages, delays, shortages, and losses. Meter readings and similar recordings. Emergency procedures. Orders and requests of authorities having jurisdiction. Change Orders received and implemented. Construction Change Directives received and implemented. Services connected and disconnected. Equipment or system tests and startups. Partial Completions and occupancies. Substantial Completions authorized.

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Field Condition Reports: Immediately on discovery of a difference between field conditions and the Contract Documents, prepare a request for information. Include a detailed description of the differing conditions, together with recommendations for changing the Contract Documents.

PART 3 - EXECUTION 3.1

CONTRACTOR'S CONSTRUCTION SCHEDULE A.

Scheduling: Provide in-house capability to provide planning, evaluation, and reporting using CPM scheduling. 1. 2.

B.

Contractor's Construction Schedule Updating: At monthly intervals, update schedule to reflect actual construction progress and activities. Issue schedule one week before each regularly scheduled progress meeting. 1. 2. 3.

C.

In-House: Owner may employ skilled personnel with experience in CPM scheduling and reporting techniques. Meetings: Scheduling monitor shall attend all meetings related to Project progress, alleged delays, and time impact.

Revise schedule immediately after each meeting or other activity where revisions have been recognized or made. Issue updated schedule concurrently with the report of each such meeting. Include a report with updated schedule that indicates every change, including, but not limited to, changes in logic, durations, actual starts and finishes, and activity durations. As the Work progresses, indicate Actual Completion percentage for each activity.

Distribution: Distribute copies of approved schedule to Architect, Owner, separate contractors, testing and inspecting agencies, and other parties identified by Contractor with a need-to-know schedule responsibility. 1. 2.

Post copies in Project meeting rooms and temporary field offices. When revisions are made, distribute updated schedules to the same parties and post in the same locations. Delete parties from distribution when they have completed their assigned portion of the Work and are no longer involved in performance of construction activities.

END OF SECTION 013200

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SECTION 013300 - SUBMITTAL PROCEDURES

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes administrative and procedural requirements for submitting Shop Drawings, Product Data, Samples, and other submittals.

B.

Related Sections include the following: 1. 2. 3. 4. 5. 6. 7. 8.

1.2

Division 01 Section "Project Management and Coordination" for submitting and distributing meeting and conference minutes and for submitting Coordination Drawings. Division 01 Section "Construction Progress Documentation" for submitting schedules and reports, including Contractor's Construction Schedule and the Submittals Schedule. Division 01 Section "Quality Requirements" for submitting test and inspection reports. Division 01 Section "Closeout Procedures" for submitting warranties. Division 01 Section "Project Record Documents" for submitting Record Drawings, Record Specifications, and Record Product Data. Division 01 Section "Operation and Maintenance Data" for submitting operation and maintenance manuals. Division 01 Section "Demonstration and Training" for submitting videotapes of demonstration of equipment and training of Owner's personnel. Divisions 02 through 48 Sections for specific requirements for submittals in those Sections.

DEFINITIONS A.

Action Submittals: Written and graphic information that requires Architect's responsive action.

B.

Informational Submittals: Written information that does not require Architect's responsive action. Submittals may be rejected for not complying with requirements.

1.3

SUBMITTAL PROCEDURES A.

Coordination: Coordinate preparation and processing of submittals with performance of construction activities. 1. 2.

Coordinate each submittal with fabrication, purchasing, testing, delivery, other submittals, and related activities that require sequential activity. Coordinate transmittal of different types of submittals for related parts of the Work so processing will not be delayed because of need to review submittals concurrently for coordination. a.

B.

Architect reserves the right to withhold action on a submittal requiring coordination with other submittals until related submittals are received.

Submittals Schedule: Comply with requirements in Division 01 Section "Construction Progress Documentation" for list of submittals and time requirements for scheduled performance of related construction activities.

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Processing Time: Allow enough time for submittal review, including time for resubmittals, as follows. Time for review shall commence on Architect's receipt of submittal. No extension of the Contract Time will be authorized because of failure to transmit submittals enough in advance of the Work to permit processing, including resubmittals. 1. 2. 3. 4.

D.

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Initial Review: Allow 10 working days for initial review of each submittal. Allow additional time if coordination with subsequent submittals is required. Architect will advise Contractor when a submittal being processed must be delayed for coordination. Resubmittal Review: Allow 5 working days for review of each resubmittal. Sequential Review: Where sequential review of submittals by Architect's consultants, Owner, or other parties is indicated, allow 15 working days for initial review of each submittal. Concurrent Consultant Review: Submittals may be transmitted, with 1 week minimum advance notice, simultaneously to Architect and to Architect's consultants, allow 10 working days for review of each submittal. Submittal will be returned to Architect before being returned to Contractor.

Identification: Place a permanent label or title block on each submittal for identification. 1. 2. 3.

Indicate name of firm or entity that prepared each submittal on label or title block. Provide a space approximately 6 by 8 inches (150 by 200 mm) on label or beside title block to record Contractor's review and approval markings and action taken by Architect. Include the following information on submittals’ transmittal: a. b. c. d. e. f. g. h.

Project name. Date. Name and address of Architect. Name and address of Contractor. Name and address of subcontractor. Name and address of supplier. Name of manufacturer, if applicable. Submittal number or other unique identifier, including revision identifier. 1)

i. j. k. l.

Submittal number shall use Specification Section number followed by a decimal point and then a sequential number (e.g., 061000.001). Resubmittals shall include a sequential number after another decimal point (e.g., 061000.001.01).

Number and title of appropriate Specification Section. Drawing number and detail references, as appropriate. Location(s) where product is to be installed, as appropriate. Other necessary identification.

E.

Deviations: Highlight, encircle, or otherwise specifically identify deviations from the Contract Documents on submittals.

F.

Additional Copies: Unless additional copies are required for final submittal, and unless Architect observes noncompliance with provisions in the Contract Documents, initial submittal may serve as final submittal. 1. 2.

Submit one copy of submittal to concurrent reviewer in addition to specified number of copies to Architect. Additional copies submitted for maintenance manuals will be marked with action taken and will be returned.

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Transmittal: Package each submittal individually and appropriately for transmittal and handling. Transmit each submittal using a transmittal form. Architect will return submittals, without review, received from sources other than Contractor. 1.

Transmittal Form: Provide locations on form for the following information: a. b. c. d. e. f. g. h. i. j. k. l. m.

2.

H.

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Project name. Date. Destination (To:). Source (From:). Names of subcontractor, manufacturer, and supplier. Category and type of submittal. Submittal purpose and description. Specification Section number and title. Drawing number and detail references, as appropriate. Transmittal number, numbered consecutively. Submittal and transmittal distribution record. Remarks. Signature of transmitter.

On an attached separate sheet, prepared on Contractor's letterhead, record relevant information, requests for data, revisions other than those requested by Architect on previous submittals, and deviations from requirements in the Contract Documents, including minor variations and limitations. Include same label information as related submittal.

Resubmittals: Make resubmittals in same form and number of copies as initial submittal. 1. 2.

Note date and content of previous submittal. Note revision date and content of revision in label or title block and clearly indicate extent of revision.

I.

Distribution: Furnish copies of final submittals to manufacturers, subcontractors, suppliers, fabricators, installers, authorities having jurisdiction, and others as necessary for performance of construction activities. Show distribution on transmittal forms.

J.

Use for Construction: Use only final submittals with mark indicating the required action taken from Architect's action stamp.

PART 2 - PRODUCTS 2.1

ACTION SUBMITTALS A.

General: Prepare and submit Action Submittals required by individual Specification Sections.

B.

Product Data: Collect information into a single submittal for each element of construction and type of product or equipment. 1. 2. 3.

If information must be specially prepared for submittal because standard printed data are not suitable for use, submit as Shop Drawings, not as Product Data. Mark each copy of each submittal to show which products and options are applicable. Include the following information, as applicable:

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C.

Manufacturer's written recommendations. Manufacturer's product specifications. Manufacturer's installation instructions. Standard color charts. Manufacturer's catalog cuts. Wiring diagrams showing factory-installed wiring. Printed performance curves. Operational range diagrams. Mill reports. Standard product operation and maintenance manuals. Compliance with specified referenced standards. Testing by recognized testing agency. Application of testing agency labels and seals. Notation of coordination requirements.

Submit Product Data before or concurrent with Samples. Number of Copies: Submit three copies of Product Data, unless otherwise indicated. Architect will return two copies. Mark up and retain one returned copy as a Project Record Document.

Shop Drawings: Prepare Project-specific information, drawn accurately to scale. Do not base Shop Drawings on reproductions of the Contract Documents or standard printed data. 1.

Preparation: Fully illustrate requirements in the Contract Documents. following information, as applicable: a. b. c. d. e. f. g. h. i. j. k. l. m. n. o.

2. 3.

D.

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Include the

Dimensions. Identification of products. Fabrication and installation drawings. Roughing-in and setting diagrams. Wiring diagrams showing field-installed wiring, including power, signal, and control wiring. Shopwork manufacturing instructions. Templates and patterns. Schedules. Design calculations. Compliance with specified standards. Notation of coordination requirements. Notation of dimensions established by field measurement. Relationship to adjoining construction clearly indicated. Seal and signature of Missouri licensed professional engineer if specified/required. Wiring Diagrams: Differentiate between manufacturer-installed and field-installed wiring.

Sheet Size: Except for templates, patterns, and similar full-size drawings, submit Shop Drawings on sheets at least 8-1/2 by 11 inches (215 by 280 mm) but no larger than 30 by 42 inches (775 by 1000 mm). Number of Copies: Submit three opaque copies of each submittal, unless copies are required for operation and maintenance manuals. Architect will retain one copy, Engineer will retain one copy and return remaining copy.

Samples: Submit Samples for review of kind, color, pattern, and texture for a check of these characteristics with other elements and for a comparison of these characteristics between submittal and actual component as delivered and installed.

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Transmit Samples that contain multiple, related components such as accessories together in one submittal package. Identification: Attach label on unexposed side of Samples that includes the following: a. b. c. d. e.

3.

Samples that may be incorporated into the Work are indicated in individual Specification Sections. Such Samples must be in an undamaged condition at time of use.

Samples for Selection: Submit manufacturer's color charts consisting of units or sections of units showing the full range of colors, textures, and patterns available. a.

5.

Generic description of Sample. Product name and name of manufacturer. Sample source. Number and title of appropriate Specification Section. Materials list reference.

Disposition: Maintain sets of approved Samples at Project site, available for qualitycontrol comparisons throughout the course of construction activity. Sample sets may be used to determine final acceptance of construction associated with each set. a.

4.

Number of Samples: Submit one full set(s) of available choices where color, pattern, texture, or similar characteristics are required to be selected from manufacturer's product line. Architect will return submittal with options selected.

Samples for Verification: Submit full-size units or Samples of size indicated, prepared from same material to be used for the Work, cured and finished in manner specified, and physically identical with material or product proposed for use, and that show full range of color and texture variations expected. Samples include, but are not limited to, the following: partial sections of manufactured or fabricated components; small cuts or containers of materials; complete units of repetitively used materials; swatches showing color, texture, and pattern; color range sets; and components used for independent testing and inspection. a.

Number of Samples: Submit four sets of Samples. Architect will retain one Sample sets; remainder will be returned. Mark up and retain one returned Sample set as a Project Record Sample. 1) 2)

E.

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Submit a single Sample where assembly details, workmanship, fabrication techniques, connections, operation, and other similar characteristics are to be demonstrated. If variation in color, pattern, texture, or other characteristic is inherent in material or product represented by a Sample, submit at least three sets of paired units that show approximate limits of variations.

Product Schedule or List: As required in individual Specification Sections, prepare a written summary indicating types of products required for the Work and their intended location. Include the following information in tabular form: 1. 2. 3. 4.

Type of product. Include unique identifier for each product. Number and name of room or space. Location within room or space. Number of Copies: Submit three copies of product schedule or list, unless otherwise indicated. Architect will return two copies.

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Mark up and retain one returned copy as a Project Record Document.

F.

Contractor's Construction Schedule: Comply with requirements specified in Division 01 Section "Construction Progress Documentation" for Owner's action.

G.

Submittals Schedule: Comply with requirements specified in Division 01 Section "Construction Progress Documentation."

H.

Application for Payment: Comply with requirements specified in Division 01 Section "Payment Procedures."

I.

Subcontract List: Prepare a written summary identifying individuals or firms proposed for each portion of the Work, including those who are to furnish products or equipment fabricated to a special design. Include the following information in tabular form: 1. 2. 3. 4.

Name, address, and telephone number of entity performing subcontract or supplying products. Number and title of related Specification Section(s) covered by subcontract. Drawing number and detail references, as appropriate, covered by subcontract. Number of Copies: Submit three copies of subcontractor list, unless otherwise indicated. Architect will return two copies. a.

2.2

Mark up and retain one returned copy as a Project Record Document.

INFORMATIONAL SUBMITTALS A.

General: Prepare and submit Informational Submittals required by other Specification Sections. 1. 2.

3.

Number of Copies: Submit three copies of each submittal, unless otherwise indicated. Architect will not return copies. Certificates and Certifications: Provide a notarized statement that includes signature of entity responsible for preparing certification. Certificates and certifications shall be signed by an officer or other individual authorized to sign documents on behalf of that entity. Test and Inspection Reports: Comply with requirements specified in Division 01 Section "Quality Requirements."

B.

Coordination Drawings: Comply with requirements specified in Division 01 Section "Project Management and Coordination."

C.

Contractor's Construction Schedule: Comply with requirements specified in Division 01 Section "Construction Progress Documentation."

D.

Qualification Data: Prepare written information that demonstrates capabilities and experience of firm or person. Include lists of completed projects with project names and addresses, names and addresses of architects and owners, and other information specified.

E.

Welding Certificates: Prepare written certification that welding procedures and personnel comply with requirements in the Contract Documents. Submit record of Welding Procedure Specification (WPS) and Procedure Qualification Record (PQR) on AWS forms. Include names of firms and personnel certified.

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F.

Installer Certificates: Prepare written statements on manufacturer's letterhead certifying that Installer complies with requirements in the Contract Documents and, where required, is authorized by manufacturer for this specific Project.

G.

Manufacturer Certificates: Prepare written statements on manufacturer's letterhead certifying that manufacturer complies with requirements in the Contract Documents. Include evidence of manufacturing experience where required.

H.

Product Certificates: Prepare written statements on manufacturer's letterhead certifying that product complies with requirements in the Contract Documents.

I.

Material Certificates: Prepare written statements on manufacturer's letterhead certifying that material complies with requirements in the Contract Documents.

J.

Material Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting test results of material for compliance with requirements in the Contract Documents.

K.

Product Test Reports: Prepare written reports indicating current product produced by manufacturer complies with requirements in the Contract Documents. Base reports on evaluation of tests performed by manufacturer and witnessed by a qualified testing agency, or on comprehensive tests performed by a qualified testing agency.

L.

Research/Evaluation Reports: Prepare written evidence, from a model code organization acceptable to authorities having jurisdiction, that product complies with building code in effect for Project. Include the following information: 1. 2. 3. 4. 5. 6. 7.

Name of evaluation organization. Date of evaluation. Time period when report is in effect. Product and manufacturers' names. Description of product. Test procedures and results. Limitations of use.

M.

Schedule of Tests and Inspections: Comply with requirements specified in Division 01 Section "Quality Requirements."

N.

Preconstruction Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting results of tests performed before installation of product, for compliance with performance requirements in the Contract Documents.

O.

Compatibility Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting results of compatibility tests performed before installation of product. Include written recommendations for primers and substrate preparation needed for adhesion.

P.

Field Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting results of field tests performed either during installation of product or after product is installed in its final location, for compliance with requirements in the Contract Documents.

Q.

Maintenance Data: Prepare written and graphic instructions and procedures for operation and normal maintenance of products and equipment. Comply with requirements specified in Division 01 Section "Operation and Maintenance Data."

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R.

Design Data: Prepare written and graphic information, including, but not limited to, performance and design criteria, list of applicable codes and regulations, and calculations. Include list of assumptions and other performance and design criteria and a summary of loads. Include load diagrams if applicable. Provide name and version of software, if any, used for calculations. Include page numbers.

S.

Manufacturer's Instructions: Prepare written or published information that documents manufacturer's recommendations, guidelines, and procedures for installing or operating a product or equipment. Include name of product and name, address, and telephone number of manufacturer. Include the following, as applicable: 1. 2. 3. 4. 5. 6.

T.

Manufacturer's Field Reports: Prepare written information documenting factory-authorized service representative's tests and inspections. Include the following, as applicable: 1. 2. 3. 4. 5. 6. 7.

U.

2.3

Preparation of substrates. Required substrate tolerances. Sequence of installation or erection. Required installation tolerances. Required adjustments. Recommendations for cleaning and protection.

Name, address, and telephone number of factory-authorized service representative making report. Statement on condition of substrates and their acceptability for installation of product. Statement that products at Project site comply with requirements. Summary of installation procedures being followed, whether they comply with requirements and, if not, what corrective action was taken. Results of operational and other tests and a statement of whether observed performance complies with requirements. Statement whether conditions, products, and installation will affect warranty. Other required items indicated in individual Specification Sections.

Insurance Certificates and Bonds: Prepare written information indicating current status of insurance or bonding coverage. Include name of entity covered by insurance or bond, limits of coverage, amounts of deductibles, if any, and term of the coverage. DELEGATED DESIGN

A.

Performance and Design Criteria: Where professional design services or certifications by a design professional are specifically required of Contractor by the Contract Documents, provide products and systems complying with specific performance and design criteria indicated. 1.

B.

If criteria indicated are not sufficient to perform services or certification required, submit a written request for additional information to Architect.

Delegated-Design Submittal: In addition to Shop Drawings, Product Data, and other required submittals, submit three copies of a statement, signed and sealed by the responsible Missouri licensed design professional, for each product and system specifically assigned to Contractor to be designed or certified by a design professional. 1.

Indicate that products and systems comply with performance and design criteria in the Contract Documents. Include list of codes, loads, and other factors used in performing these services.

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PART 3 - EXECUTION 3.1

CONTRACTOR'S REVIEW A.

Review each submittal and check for coordination with other Work of the Contract and for compliance with the Contract Documents. Note corrections and field dimensions. Mark with approval stamp before submitting to Architect.

B.

Approval Stamp: Stamp each submittal with a uniform, approval stamp. Include Project name and location, submittal number, Specification Section title and number, name of reviewer, date of Contractor's approval, and statement certifying that submittal has been reviewed, checked, and approved for compliance with the Contract Documents.

3.2

ARCHITECT'S / ACTION A.

General: Architect will not review submittals that do not bear Contractor's approval stamp and will return them without action.

B.

Action Submittals: Architect will review each submittal, make marks to indicate corrections or modifications required, and return it. Architect will stamp each submittal with an action stamp and will mark stamp appropriately to indicate action taken.

C.

Informational Submittals: Architect will review each submittal and will not return it, or will return it if it does not comply with requirements. Architect will forward each submittal to appropriate party.

D.

Partial submittals are not acceptable, will be considered nonresponsive, and will be returned without review.

E.

Submittals not required by the Contract Documents may not be reviewed and may be discarded.

END OF SECTION 013300

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SECTION 014000 - QUALITY REQUIREMENTS

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes administrative and procedural requirements for quality assurance and quality control.

B.

Testing and inspecting services are required to verify compliance with requirements specified or indicated. These services do not relieve Contractor of responsibility for compliance with the Contract Document requirements. 1. 2. 3.

C.

Related Sections include the following: 1. 2. 3.

1.2

Specific quality-assurance and -control requirements for individual construction activities are specified in the Sections that specify those activities. Requirements in those Sections may also cover production of standard products. Specified tests, inspections, and related actions do not limit Contractor's other qualityassurance and -control procedures that facilitate compliance with the Contract Document requirements. Requirements for Contractor to provide quality-assurance and -control services required by Architect, Owner, or authorities having jurisdiction are not limited by provisions of this Section.

Division 01 Section "Construction Progress Documentation" for developing a schedule of required tests and inspections. Division 01 Section "Execution" for repair and restoration of construction disturbed by testing and inspecting activities. Divisions 02 through 48 Sections for specific test and inspection requirements.

DEFINITIONS A.

Quality-Assurance Services: Activities, actions, and procedures performed before and during execution of the Work to guard against defects and deficiencies and substantiate that proposed construction will comply with requirements.

B.

Quality-Control Services: Tests, inspections, procedures, and related actions during and after execution of the Work to evaluate that actual products incorporated into the Work and completed construction comply with requirements. Services do not include contract enforcement activities performed by Architect.

C.

Mockups: Full-size, physical assemblies that are constructed on-site. Mockups are used to verify selections made under sample submittals, to demonstrate aesthetic effects and, where indicated, qualities of materials and execution, and to review construction, coordination, testing, or operation; they are not Samples. Approved mockups establish the standard by which the Work will be judged.

D.

Laboratory Mockups: Full-size, physical assemblies that are constructed at testing facility to verify performance characteristics.

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E.

Preconstruction Testing: Tests and inspections that are performed specifically for the Project before products and materials are incorporated into the Work to verify performance or compliance with specified criteria.

F.

Product Testing: Tests and inspections that are performed by an NRTL, an NVLAP, or a testing agency qualified to conduct product testing and acceptable to authorities having jurisdiction, to establish product performance and compliance with industry standards.

G.

Source Quality-Control Testing: Tests and inspections that are performed at the source, i.e., plant, mill, factory, or shop.

H.

Field Quality-Control Testing: Tests and inspections that are performed on-site for installation of the Work and for completed Work.

I.

Testing Agency: An entity engaged to perform specific tests, inspections, or both. Testing laboratory shall mean the same as testing agency.

J.

Installer/Applicator/Erector: Contractor or another entity engaged by Contractor as an employee, Subcontractor, or Sub-subcontractor, to perform a particular construction operation, including installation, erection, application, and similar operations. 1.

K.

1.3

Using a term such as "carpentry" does not imply that certain construction activities must be performed by accredited or unionized individuals of a corresponding generic name, such as "carpenter." It also does not imply that requirements specified apply exclusively to tradespeople of the corresponding generic name.

Experienced: When used with an entity, "experienced" means having successfully completed a minimum of five previous projects similar in size and scope to this Project; being familiar with special requirements indicated; and having complied with requirements of authorities having jurisdiction.

CONFLICTING REQUIREMENTS A.

General: If compliance with two or more standards is specified and the standards establish different or conflicting requirements for minimum quantities or quality levels, comply with the most stringent requirement. Refer uncertainties and requirements that are different, but apparently equal, to Architect for a decision before proceeding.

B.

Minimum Quantity or Quality Levels: The quantity or quality level shown or specified shall be the minimum provided or performed. The actual installation may comply exactly with the minimum quantity or quality specified, or it may exceed the minimum within reasonable limits. To comply with these requirements, indicated numeric values are minimum or maximum, as appropriate, for the context of requirements. Refer uncertainties to Architect for a decision before proceeding.

1.4

SUBMITTALS A.

Qualification Data: For testing agencies specified in "Quality Assurance" Article to demonstrate their capabilities and experience. Include proof of qualifications in the form of a recent report on the inspection of the testing agency by a recognized authority.

B.

Schedule of Tests and Inspections: Prepare in tabular form and include the following:

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11. 12. 13.

1.5

Specification Section number and title. Description of test and inspection. Identification of applicable standards. Identification of test and inspection methods. Number of tests and inspections required. Time schedule or time span for tests and inspections. Entity responsible for performing tests and inspections. Requirements for obtaining samples. Unique characteristics of each quality-control service.

Reports: Prepare and submit certified written reports that include the following: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10.

D.

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Date of issue. Project title and number. Name, address, and telephone number of testing agency. Dates and locations of samples and tests or inspections. Names of individuals making tests and inspections. Description of the Work and test and inspection method. Identification of product and Specification Section. Complete test or inspection data. Test and inspection results and an interpretation of test results. Record of temperature and weather conditions at time of sample taking and testing and inspecting. Comments or professional opinion on whether tested or inspected Work complies with the Contract Document requirements. Name and signature of laboratory inspector. Recommendations on retesting and reinspecting.

Permits, Licenses, and Certificates: For Owner's records, submit copies of permits, licenses, certifications, inspection reports, releases, jurisdictional settlements, notices, receipts for fee payments, judgments, correspondence, records, and similar documents, established for compliance with standards and regulations bearing on performance of the Work.

QUALITY ASSURANCE A.

General: Qualifications paragraphs in this Article establish the minimum qualification levels required; individual Specification Sections specify additional requirements.

B.

Installer Qualifications: A firm or individual experienced in installing, erecting, or assembling work similar in material, design, and extent to that indicated for this Project, whose work has resulted in construction with a record of successful in-service performance.

C.

Manufacturer Qualifications: A firm experienced in manufacturing products or systems similar to those indicated for this Project and with a record of successful in-service performance, as well as sufficient production capacity to produce required units.

D.

Fabricator Qualifications: A firm experienced in producing products similar to those indicated for this Project and with a record of successful in-service performance, as well as sufficient production capacity to produce required units.

E.

Professional Engineer Qualifications: A professional engineer who is legally qualified to practice in jurisdiction where Project is located and who is experienced in providing engineering services of the kind indicated. Engineering services are defined as those performed for

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installations of the system, assembly, or product that are similar to those indicated for this Project in material, design, and extent. F.

Specialists: Certain sections of the Specifications require that specific construction activities shall be performed by entities who are recognized experts in those operations. Specialists shall satisfy qualification requirements indicated and shall be engaged for the activities indicated. 1.

G.

Requirement for specialists shall not supersede building codes and regulations governing the Work.

Testing Agency Qualifications: An NRTL, an NVLAP, or an independent agency with the experience and capability to conduct testing and inspecting indicated, as documented according to ASTM E 548; and with additional qualifications specified in individual Sections; and where required by authorities having jurisdiction, that is acceptable to authorities. 1. 2.

NRTL: A nationally recognized testing laboratory according to 29 CFR 1910.7. NVLAP: A testing agency accredited according to NIST's National Voluntary Laboratory Accreditation Program.

H.

Factory-Authorized Service Representative Qualifications: An authorized representative of manufacturer who is trained and approved by manufacturer to inspect installation of manufacturer's products that are similar in material, design, and extent to those indicated for this Project.

I.

Preconstruction Testing: Where testing agency is indicated to perform preconstruction testing for compliance with specified requirements for performance and test methods, comply with the following: 1.

Contractor responsibilities include the following: a. b. c. d. e. f.

2.

J.

Provide test specimens representative of proposed products and construction. Submit specimens in a timely manner with sufficient time for testing and analyzing results to prevent delaying the Work. Provide sizes and configurations of test assemblies, mockups, and laboratory mockups to adequately demonstrate capability of products to comply with performance requirements. Build site-assembled test assemblies and mockups using installers who will perform same tasks for Project. Build laboratory mockups at testing facility using personnel, products, and methods of construction indicated for the completed Work. When testing is complete, remove test specimens, assemblies, mockups, and laboratory mockups; do not reuse products on Project.

Testing Agency Responsibilities: Submit a certified written report of each test, inspection, and similar quality-assurance service to Architect, with copy to Contractor. Interpret tests and inspections and state in each report whether tested and inspected work complies with or deviates from the Contract Documents.

Mockups: Before installing portions of the Work requiring mockups, build mockups for each form of construction and finish required to comply with the following requirements, using materials indicated for the completed Work: 1.

Build mockups in location and of size indicated or, if not indicated, as directed by Architect.

QUALITY REQUIREMENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 2. 3. 4.

Notify Architect seven days in advance of dates and times when mockups will be constructed. Demonstrate the proposed range of aesthetic effects and workmanship. Obtain Architect's approval of mockups before starting work, fabrication, or construction. a.

5.

K.

1.6

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Allow seven days for initial review and each re-review of each mockup.

Maintain mockups during construction in an undisturbed condition as a standard for judging the completed Work.

Laboratory Mockups: Comply with requirements of preconstruction testing and those specified in individual Sections in Divisions 02 through 48.

QUALITY CONTROL A.

Owner Responsibilities: Where quality-control services are indicated as Owner's responsibility, Owner will engage a qualified testing agency to perform these services. 1. 2.

B.

Owner will furnish Contractor with names, addresses, and telephone numbers of testing agencies engaged and a description of types of testing and inspecting they are engaged to perform. Costs for retesting and reinspecting construction that replaces or is necessitated by work that failed to comply with the Contract Documents will be charged to Contractor, and the Contract Sum will be adjusted by Change Order.

Tests and inspections not explicitly assigned to Owner are Contractor's responsibility. Unless otherwise indicated, provide quality-control services specified and those required by authorities having jurisdiction. Perform quality-control services required of Contractor by authorities having jurisdiction, whether specified or not. 1.

Where services are indicated as Contractor's responsibility, engage a qualified testing agency to perform these quality-control services. a.

2. 3. 4. 5.

Contractor shall not employ same entity engaged by Owner, unless agreed to in writing by Owner.

Notify testing agencies at least 24 hours in advance of time when Work that requires testing or inspecting will be performed. Where quality-control services are indicated as Contractor's responsibility, submit a certified written report, in duplicate, of each quality-control service. Testing and inspecting requested by Contractor and not required by the Contract Documents are Contractor's responsibility. Submit additional copies of each written report directly to authorities having jurisdiction, when they so direct.

C.

Manufacturer's Field Services: Where indicated, engage a factory-authorized service representative to inspect field-assembled components and equipment installation, including service connections. Report results in writing as specified in Division 01 Section "Submittal Procedures."

D.

Retesting/Reinspecting: Regardless of whether original tests or inspections were Contractor's responsibility, provide quality-control services, including retesting and reinspecting, for construction that replaced Work that failed to comply with the Contract Documents.

QUALITY REQUIREMENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents E.

Testing Agency Responsibilities: Cooperate with Architect and Contractor in performance of duties. Provide qualified personnel to perform required tests and inspections. 1. 2. 3. 4. 5. 6.

F.

4. 5. 6. 7.

Schedule times for tests, inspections, obtaining samples, and similar activities.

Schedule of Tests and Inspections: Prepare a schedule of tests, inspections, and similar quality-control services required by the Contract Documents. Submit schedule within 30 days of date established for commencement of the Work. 1.

1.7

Access to the Work. Incidental labor and facilities necessary to facilitate tests and inspections. Adequate quantities of representative samples of materials that require testing and inspecting. Assist agency in obtaining samples. Facilities for storage and field curing of test samples. Delivery of samples to testing agencies. Preliminary design mix proposed for use for material mixes that require control by testing agency. Security and protection for samples and for testing and inspecting equipment at Project site.

Coordination: Coordinate sequence of activities to accommodate required quality-assurance and -control services with a minimum of delay and to avoid necessity of removing and replacing construction to accommodate testing and inspecting. 1.

H.

Notify Architect and Contractor promptly of irregularities or deficiencies observed in the Work during performance of its services. Determine the location from which test samples will be taken and in which in-situ tests are conducted. Conduct and interpret tests and inspections and state in each report whether tested and inspected work complies with or deviates from requirements. Submit a certified written report, in duplicate, of each test, inspection, and similar qualitycontrol service through Contractor. Do not release, revoke, alter, or increase the Contract Document requirements or approve or accept any portion of the Work. Do not perform any duties of Contractor.

Associated Services: Cooperate with agencies performing required tests, inspections, and similar quality-control services, and provide reasonable auxiliary services as requested. Notify agency sufficiently in advance of operations to permit assignment of personnel. Provide the following: 1. 2. 3.

G.

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Distribution: Distribute schedule to Owner, Architect, testing agencies, and each party involved in performance of portions of the Work where tests and inspections are required.

SPECIAL TESTS AND INSPECTIONS A.

Special Tests and Inspections: Conducted by a qualified testing agency as required by authorities having jurisdiction, as indicated in individual Specification Sections, and as follows: 1. 2.

Verifying that manufacturer maintains detailed fabrication and quality-control procedures and reviewing the completeness and adequacy of those procedures to perform the Work. Notifying Architect and Contractor promptly of irregularities and deficiencies observed in the Work during performance of its services.

QUALITY REQUIREMENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 3. 4. 5. 6.

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Submitting a certified written report of each test, inspection, and similar quality-control service to Architect with copy to Contractor and to authorities having jurisdiction. Submitting a final report of special tests and inspections at Substantial Completion, which includes a list of unresolved deficiencies. Interpreting tests and inspections and stating in each report whether tested and inspected work complies with or deviates from the Contract Documents. Retesting and reinspecting corrected work.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.1

TEST AND INSPECTION LOG A.

Prepare a record of tests and inspections. Include the following: 1. 2. 3. 4.

B.

3.2

Date test or inspection was conducted. Description of the Work tested or inspected. Date test or inspection results were transmitted to Architect. Identification of testing agency or special inspector conducting test or inspection.

Maintain log at Project site. Post changes and modifications as they occur. Provide access to test and inspection log for Architect's reference during normal working hours.

REPAIR AND PROTECTION A.

General: On completion of testing, inspecting, sample taking, and similar services, repair damaged construction and restore substrates and finishes. 1. 2.

Provide materials and comply with installation requirements specified in other Specification Sections. Restore patched areas and extend restoration into adjoining areas with durable seams that are as invisible as possible. Comply with the Contract Document requirements for Division 01 Section "Execution."

B.

Protect construction exposed by or for quality-control service activities.

C.

Repair and protection are Contractor's responsibility, regardless of the assignment of responsibility for quality-control services.

END OF SECTION 014000

QUALITY REQUIREMENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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SECTION 014200 - REFERENCES

PART 1 - GENERAL

1.1

DEFINITIONS A.

General: Basic Contract definitions are included in the Conditions of the Contract.

B.

"Approved": When used to convey Architect's action on Contractor's submittals, applications, and requests, "approved" is limited to Architect's duties and responsibilities as stated in the Conditions of the Contract.

C.

"Directed": A command or instruction by Architect. Other terms including "requested," "authorized," "selected," "approved," "required," and "permitted" have the same meaning as "directed."

D.

"Indicated": Requirements expressed by graphic representations or in written form on Drawings, in Specifications, and in other Contract Documents. Other terms including "shown," "noted," "scheduled," and "specified" have the same meaning as "indicated."

E.

"Regulations": Laws, ordinances, statutes, and lawful orders issued by authorities having jurisdiction, and rules, conventions, and agreements within the construction industry that control performance of the Work.

F.

"Furnish": Supply and deliver to Project site, ready for unloading, unpacking, assembly, installation, and similar operations.

G.

"Install": Operations at Project site including unloading, temporarily storing, unpacking, assembling, erecting, placing, anchoring, applying, working to dimension, finishing, curing, protecting, cleaning, and similar operations.

H.

"Provide": Furnish and install, complete and ready for the intended use.

I.

"Project Site": Space available for performing construction activities. The extent of Project site is shown on Drawings and may or may not be identical with the description of the land on which Project is to be built.

1.2

INDUSTRY STANDARDS A.

Applicability of Standards: Unless the Contract Documents include more stringent requirements, applicable construction industry standards have the same force and effect as if bound or copied directly into the Contract Documents to the extent referenced. Such standards are made a part of the Contract Documents by reference.

B.

Publication Dates: Comply with standards in effect as of date of the Contract Documents, unless otherwise indicated.

C.

Copies of Standards: Each entity engaged in construction on Project should be familiar with industry standards applicable to its construction activity. Copies of applicable standards are not bound with the Contract Documents.

REFERENCES

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 1.

D.

Where copies of standards are needed to perform a required construction activity, obtain copies directly from publication source.

Abbreviations and Acronyms for Standards and Regulations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the standards and regulations in the following list. Names, telephone numbers, and Web-site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents.

ADAAG

CFR CRD

DOD DSCC FED-STD FS

FTMS ICC-ES MIL MIL-STD MILSPEC NES UFAS

1.3

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Americans with Disabilities Act (ADA) Architectural Barriers Act (ABA) Accessibility Guidelines for Buildings and Facilities Available from Access Board www.access-board.gov Code of Federal Regulations Available from Government Printing Office www.gpoaccess.gov/cfr/index.html Handbook for Concrete and Cement Available from Army Corps of Engineers Waterways Experiment Station www.wes.army.mil Department of Defense Military Specifications and Standards Available from Department of Defense Single Stock Point www.dodssp.daps.mil Defense Supply Center Columbus (See FS) Federal Standard (See FS) Federal Specification Available from Department of Defense Single Stock Point www.dodssp.daps.mil Available from General Services Administration www.fss.gsa.gov Available from National Institute of Building Sciences www.nibs.org Federal Test Method Standard (See FS) ICC Evaluation Service, Inc. www.icc-es.org (See MILSPEC) (See MILSPEC) Military Specification and Standards Available from Department of Defense Single Stock Point www.dodssp.daps.mil (Formerly: National Evaluation Service) (See ICC-ES) Uniform Federal Accessibility Standards Available from Access Board www.access-board.gov

(800) 872-2253 (202) 272-0080 (888) 293-6498 (202) 512-1530 (601) 634-2355

(215) 697-6257

(215) 697-6257 (202) 501-1021 (202) 289-7800

(800) 423-6587 (562) 699-0543 (215) 697-6257

(800) 872-2253 (202) 272-0080

ABBREVIATIONS AND ACRONYMS A.

Industry Organizations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities indicated in Gale Research's "Encyclopedia of Associations" or in Columbia Books' "National Trade & Professional Associations of the U.S."

B.

Industry Organizations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Names, telephone numbers, and Web-site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents.

AA

REFERENCES

Aluminum Association, Inc. (The)

(202) 862-5100

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents AAADM AABC AAMA AASHTO AATCC ABMA ACI ACPA AEIC AF&PA AGA AGC AHA AHAM AI AIA AISC AISI AITC ALCA ALSC AMCA ANSI AOSA APA APA API ARI ARMA ASCE ASHRAE ASME ASSE

REFERENCES

www.aluminum.org American Association of Automatic Door Manufacturers www.aaadm.com Associated Air Balance Council www.aabchq.com American Architectural Manufacturers Association www.aamanet.org American Association of State Highway and Transportation Officials www.transportation.org American Association of Textile Chemists and Colorists (The) www.aatcc.org American Bearing Manufacturers Association www.abma-dc.org ACI International (American Concrete Institute) www.aci-int.org American Concrete Pipe Association www.concrete-pipe.org Association of Edison Illuminating Companies, Inc. (The) www.aeic.org American Forest & Paper Association www.afandpa.org American Gas Association www.aga.org Associated General Contractors of America (The) www.agc.org American Hardboard Association (Now part of CPA) Association of Home Appliance Manufacturers www.aham.org Asphalt Institute www.asphaltinstitute.org American Institute of Architects (The) www.aia.org American Institute of Steel Construction www.aisc.org American Iron and Steel Institute www.steel.org American Institute of Timber Construction www.aitc-glulam.org Associated Landscape Contractors of America www.alca.org American Lumber Standard Committee, Incorporated www.alsc.org Air Movement and Control Association International, Inc. www.amca.org American National Standards Institute www.ansi.org Association of Official Seed Analysts www.aosaseed.com APA - The Engineered Wood Association www.apawood.org Architectural Precast Association www.archprecast.org American Petroleum Institute www.api.org Air-Conditioning & Refrigeration Institute www.ari.org Asphalt Roofing Manufacturers Association www.asphaltroofing.org American Society of Civil Engineers www.asce.org American Society of Heating, Refrigerating and Air-Conditioning Engineers www.ashrae.org ASME International (The American Society of Mechanical Engineers International) www.asme.org American Society of Sanitary Engineering

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(216) 241-7333 (202) 737-0202 (847) 303-5664 (202) 624-5800 (919) 549-8141 (202) 367-1155 (248) 848-3700 (972) 506-7216 (205) 257-2530 (800) 878-8878 (202) 463-2700 (202) 824-7000 (703) 548-3118

(202) 872-5955 (859) 288-4960 (800) 242-3837 (202) 626-7300 (800) 644-2400 (312) 670-2400 (202) 452-7100 (303) 792-9559 (800) 395-2522 (703) 736-9666 (301) 972-1700 (847) 394-0150 (202) 293-8020 (505) 522-1437 (253) 565-6600 (239) 454-6989 (202) 682-8000 (703) 524-8800 (202) 207-0917 (800) 548-2723 (703) 295-6300 (800) 527-4723 (404) 636-8400 (800) 843-2763 (212) 591-7722 (440) 835-3040

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents ASTM AWCI AWCMA AWI AWPA AWS AWWA BHMA BIA BICSI BIFMA

BISSC

CCC CDA CEA CFFA CGA CGSB CIMA CISCA CISPI CLFMI CPA CPPA CRI CRSI CSA CSI CSSB CTI DHI

REFERENCES

www.asse-plumbing.org ASTM International (American Society for Testing and Materials International) www.astm.org AWCI International (Association of the Wall and Ceiling Industries International) www.awci.org American Window Covering Manufacturers Association (Now WCSC) Architectural Woodwork Institute www.awinet.org American Wood-Preservers' Association www.awpa.com American Welding Society www.aws.org American Water Works Association www.awwa.org Builders Hardware Manufacturers Association www.buildershardware.com Brick Industry Association (The) www.bia.org BICSI www.bicsi.org BIFMA International (Business and Institutional Furniture Manufacturer's Association International) www.bifma.com Baking Industry Sanitation Standards Committee www.bissc.org Cast Stone Institute www.caststone.org Carpet Cushion Council www.carpetcushion.org Copper Development Association Inc. www.copper.org Canadian Electricity Association www.canelect.ca/connections_online/home.htm Chemical Fabrics & Film Association, Inc. www.chemicalfabricsandfilm.com Compressed Gas Association www.cganet.com Canadian General Standards Board w3.pwgsc.gc.ca/cgsb Cellulose Insulation Manufacturers Association www.cellulose.org Ceilings & Interior Systems Construction Association www.cisca.org Cast Iron Soil Pipe Institute www.cispi.org Chain Link Fence Manufacturers Institute www.chainlinkinfo.org Composite Panel Association www.pbmdf.com Corrugated Polyethylene Pipe Association www.cppa-info.org Carpet & Rug Institute (The) www.carpet-rug.com Concrete Reinforcing Steel Institute www.crsi.org CSA International (Formerly: IAS - International Approval Services) www.csa-international.org Construction Specifications Institute (The) www.csinet.org Cedar Shake & Shingle Bureau www.cedarbureau.org Cooling Technology Institute (Formerly: Cooling Tower Institute) www.cti.org Door and Hardware Institute

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(610) 832-9585 (703) 534-8300

(800) 449-8811 (703) 733-0600 (334) 874-9800 (800) 443-9353 (305) 443-9353 (800) 926-7337 (303) 794-7711 (212) 297-2122 (703) 620-0010 (813) 979-1991 (616) 285-3963

(773) 761-4100 (770) 972-3011 (203) 637-1312 (800) 232-3282 (212) 251-7200 (613) 230-9263 (216) 241-7333 (703) 788-2700 (800) 665-2472 (819) 956-0425 (888) 881-2462 (937) 222-2462 (630) 584-1919 (423) 892-0137 (301) 596-2583 (301) 670-0604 (800) 510-2772 (202) 462-9607 (800) 882-8846 (706) 278-3176 (847) 517-1200 (800) 463-6727 (416) 747-4000 (800) 689-2900 (703) 684-0300 (604) 820-7700 (281) 583-4087 (703) 222-2010

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents EIA EIMA EJCDC EJMA ESD FCI FIBA FIVB FM FMG FRSA FSA FSC GA GANA GRI GS GSI HI HI HMMA HPVA HPW IAS IBF ICEA ICRI IEC IEEE IESNA IGCC IGMA ILI ISO

REFERENCES

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www.dhi.org Electronic Industries Alliance www.eia.org EIFS Industry Members Association www.eima.com Engineers Joint Contract Documents Committee www.asce.org Expansion Joint Manufacturers Association, Inc. www.ejma.org ESD Association www.esda.org Fluid Controls Institute www.fluidcontrolsinstitute.org Federation Internationale de Basketball Amateur (The International Basketball Federation) www.fiba.com Federation Internationale de Volleyball (The International Volleyball Federation) www.fivb.ch Factory Mutual System (Now FMG) FM Global (Formerly: FM - Factory Mutual System) www.fmglobal.com Florida Roofing, Sheet Metal & Air Conditioning Contractors Association, Inc. www.floridaroof.com Fluid Sealing Association www.fluidsealing.com Forest Stewardship Council www.fsc.org Gypsum Association www.gypsum.org Glass Association of North America www.glasswebsite.com (Now GSI) Green Seal www.greenseal.org Geosynthetic Institute www.geosynthetic-institute.org Hydraulic Institute www.pumps.org Hydronics Institute www.gamanet.org Hollow Metal Manufacturers Association (Part of NAAMM) Hardwood Plywood & Veneer Association www.hpva.org H. P. White Laboratory, Inc. www.hpwhite.com International Approval Services (Now CSA International) International Badminton Federation www.intbadfed.org Insulated Cable Engineers Association, Inc. www.icea.net International Concrete Repair Institute, Inc. www.icri.org International Electrotechnical Commission www.iec.ch Institute of Electrical and Electronics Engineers, Inc. (The) www.ieee.org Illuminating Engineering Society of North America www.iesna.org Insulating Glass Certification Council www.igcc.org Insulating Glass Manufacturers Alliance (The) www.igmaonline.org Indiana Limestone Institute of America, Inc. www.iliai.com International Organization for Standardization

(703) 907-7500 (800) 294-3462 (770) 968-7945 (800) 548-2723 (703) 295-6300 (914) 332-0040 (315) 339-6937 (216) 241-7333 41 22 545 00 00 41 21 345 35 35

(401) 275-3000 (407) 671-3772 (610) 971-4850 52 951 5146905 (202) 289-5440 (785) 271-0208 (202) 872-6400 (610) 522-8440 (888) 786-7744 (973) 267-9700 (908) 464-8200

(703) 435-2900 (410) 838-6550

441-24 223-4904 (770) 830-0369 (847) 827-0830 41 22 919 02 11 (212) 419-7900 (212) 248-5000 (315) 646-2234 (613) 233-1510 (812) 275-4426 41 22 749 01 11

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents ISSFA ITS ITU KCMA LMA LPI MBMA MFMA MFMA MH MHIA MIA MPI MSS NAAMM NACE NADCA NAGWS NAIMA NBGQA NCAA NCMA NCPI NCTA NEBB NECA NeLMA NEMA NETA NFHS NFPA NFRC NGA

REFERENCES

www.iso.ch International Solid Surface Fabricators Association www.issfa.net Intertek www.intertek.com International Telecommunication Union www.itu.int/home Kitchen Cabinet Manufacturers Association www.kcma.org Laminating Materials Association (Now part of CPA) Lightning Protection Institute www.lightning.org Metal Building Manufacturers Association www.mbma.com Maple Flooring Manufacturers Association www.maplefloor.org Metal Framing Manufacturers Association www.metalframingmfg.org Material Handling (Now MHIA) Material Handling Industry of America www.mhia.org Marble Institute of America www.marble-institute.com Master Painters Institute www.paintinfo.com Manufacturers Standardization Society of The Valve and Fittings Industry Inc. www.mss-hq.com National Association of Architectural Metal Manufacturers www.naamm.org NACE International (National Association of Corrosion Engineers International) www.nace.org National Air Duct Cleaners Association www.nadca.com National Association for Girls and Women in Sport www.aahperd.org/nagws/ North American Insulation Manufacturers Association (The) www.naima.org National Building Granite Quarries Association, Inc. www.nbgqa.com National Collegiate Athletic Association (The) www.ncaa.org National Concrete Masonry Association www.ncma.org National Clay Pipe Institute www.ncpi.org National Cable & Telecommunications Association www.ncta.com National Environmental Balancing Bureau www.nebb.org National Electrical Contractors Association www.necanet.org Northeastern Lumber Manufacturers' Association www.nelma.org National Electrical Manufacturers Association www.nema.org InterNational Electrical Testing Association www.netaworld.org National Federation of State High School Associations www.nfhs.org NFPA (National Fire Protection Association) www.nfpa.org National Fenestration Rating Council www.nfrc.org National Glass Association

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(702) 567-8150 (800) 345-3851 (607) 753-6711 41 22 730 51 11 (703) 264-1690

(800) 488-6864 (847) 577-7200 (216) 241-7333 (847) 480-9138 (312) 644-6610

(800) 345-1815 (704) 676-1190 (440) 250-9222 (888) 674-8937 (703) 281-6613 (312) 332-0405 (281) 228-6200 (202) 737-2926 (800) 213-7193, ext. 453 (703) 684-0084 (800) 557-2848 (317) 917-6222 (703) 713-1900 (262) 248-9094 (202) 775-3550 (301) 977-3698 (301) 657-3110 (207) 829-6901 (703) 841-3200 (303) 697-8441 (317) 972-6900 (800) 344-3555 (617) 770-3000 (301) 589-1776 (703) 442-4890

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents NHLA NLGA NOFMA NRCA NRMCA NSF NSSGA NTMA NTRMA NWWDA OPL PCI PDCA PDI PGI PTI RCSC RFCI RIS RTI SAE SDI SDI SEFA SEI SGCC SIA SIGMA SJI SMA SMACNA SMPTE SPFA

REFERENCES

www.glass.org National Hardwood Lumber Association www.natlhardwood.org National Lumber Grades Authority www.nlga.org National Oak Flooring Manufacturers Association www.nofma.org National Roofing Contractors Association www.nrca.net National Ready Mixed Concrete Association www.nrmca.org NSF International (National Sanitation Foundation International) www.nsf.org National Stone, Sand & Gravel Association www.nssga.org National Terrazzo & Mosaic Association, Inc. www.ntma.com National Tile Roofing Manufacturers Association (Now TRI) National Wood Window and Door Association (Now WDMA) Omega Point Laboratories, Inc. www.opl.com Precast/Prestressed Concrete Institute www.pci.org Painting & Decorating Contractors of America www.pdca.com Plumbing & Drainage Institute www.pdionline.org PVC Geomembrane Institute http://pgi-tp.ce.uiuc.edu Post-Tensioning Institute www.post-tensioning.org Research Council on Structural Connections www.boltcouncil.org Resilient Floor Covering Institute www.rfci.com Redwood Inspection Service www.calredwood.org (Formerly: NTRMA - National Tile Roofing Manufacturers Association) (Now TRI) SAE International www.sae.org Steel Deck Institute www.sdi.org Steel Door Institute www.steeldoor.org Scientific Equipment and Furniture Association www.sefalabs.com Structural Engineering Institute www.seinstitute.com Safety Glazing Certification Council www.sgcc.org Security Industry Association www.siaonline.org Sealed Insulating Glass Manufacturers Association (Now IGMA) Steel Joist Institute www.steeljoist.org Screen Manufacturers Association www.smacentral.org Sheet Metal and Air Conditioning Contractors' National Association www.smacna.org Society of Motion Picture and Television Engineers www.smpte.org Spray Polyurethane Foam Alliance (Formerly: SPI/SPFD - The Society of the Plastics Industry, Inc.; Spray Polyurethane Foam Division)

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(800) 933-0318 (901) 377-1818 (604) 524-2393 (901) 526-5016 (800) 323-9545 (847) 299-9070 (888) 846-7622 (301) 587-1400 (800) 673-6275 (734) 769-8010 (800) 342-1415 (703) 525-8788 (800) 323-9736 (540) 751-0930

(800) 966-5253 (210) 635-8100 (312) 786-0300 (800) 332-7322 (314) 514-7322 (800) 589-8956 (978) 557-0720 (217) 333-3929 (602) 870-7540 (800) 644-2400 (312) 670-2400 (301) 340-8580 (888) 225-7339 (415) 382-0662 (724) 776-4841 (847) 462-1930 (440) 899-0010 (516) 294-5424 (800) 548-2723 (703) 295-6195 (315) 646-2234 (703) 683-2075

(843) 626-1995 (561) 533-0991 (703) 803-2980 (914) 761-1100 (800) 523-6154

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents SPIB SPI/SPFD SPRI SSINA SSPC STI SWI SWRI TCA TIA/EIA TMS TPI TPI TRI UL UNI USAV USGBC USITT WASTEC WCLIB WCMA WCSC

WDMA

WI WIC WMMPA WSRCA WWPA

REFERENCES

www.sprayfoam.org Southern Pine Inspection Bureau (The) www.spib.org Society of the Plastics Industry, Inc. (The) Spray Polyurethane Foam Division (Now SPFA) SPRI (Single Ply Roofing Institute) www.spri.org Specialty Steel Industry of North America www.ssina.com SSPC: The Society for Protective Coatings www.sspc.org Steel Tank Institute www.steeltank.com Steel Window Institute www.steelwindows.com Sealant, Waterproofing, & Restoration Institute www.swrionline.org Tile Council of America, Inc. www.tileusa.com Telecommunications Industry Association/Electronic Industries Alliance www.tiaonline.org The Masonry Society www.masonrysociety.org Truss Plate Institute, Inc. www.tpinst.org Turfgrass Producers International www.turfgrasssod.org Tile Roofing Institute (Formerly: RTI - Roof Tile Institute) www.tileroofing.org Underwriters Laboratories Inc. www.ul.com Uni-Bell PVC Pipe Association www.uni-bell.org USA Volleyball www.usavolleyball.org U.S. Green Building Council www.usgbc.org United States Institute for Theatre Technology, Inc. www.usitt.org Waste Equipment Technology Association www.wastec.org West Coast Lumber Inspection Bureau www.wclib.org Window Covering Manufacturers Association (Now WCSC) Window Covering Safety Council (Formerly: WCMA - Window Covering Manufacturers Association) www.windowcoverings.org Window & Door Manufacturers Association (Formerly: NWWDA - National Wood Window and Door Association) www.wdma.com Woodwork Institute (Formerly: WIC - Woodwork Institute of California) www.wicnet.org Woodwork Institute of California (Now WI) Wood Moulding & Millwork Producers Association www.wmmpa.com Western States Roofing Contractors Association www.wsrca.com Western Wood Products Association www.wwpa.org

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(850) 434-2611

(781) 647-7026 (800) 982-0355 (202) 342-8630 (877) 281-7772 (412) 281-2331 (847) 438-8265 (216) 241-7333 (816) 472-7974 (864) 646-8453 (703) 907-7700 (303) 939-9700 (608) 833-5900 (800) 405-8873 (847) 705-9898 (312) 670-4177 (800) 285-4476 (847) 272-8800 (972) 243-3902 (888) 786-5539 (719) 228-6800 (202) 828-7422 (800) 938-7488 (315) 463-6463 (800) 424-2869 (202) 244-4700 (800) 283-1486 (503) 639-0651 (800) 506-4636 (212) 661-4261 (800) 223-2301 (847) 299-5200 (916) 372-9943

(800) 550-7889 (530) 661-9591 (800) 725-0333 (650) 548-0112 (503) 224-3930

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents C.

Code Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Names, telephone numbers, and Web-site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents.

BOCA CABO IAPMO ICBO ICBO ES ICC ICC-ES NES SBCCI

D.

CE CPSC DOC DOD DOE EPA FAA FCC FDA GSA HUD LBL NCHRP NIST OSHA PBS PHS RUS SD

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BOCA International, Inc. (See ICC) Council of American Building Officials (See ICC) International Association of Plumbing and Mechanical Officials www.iapmo.org International Conference of Building Officials (See ICC) ICBO Evaluation Service, Inc. (See ICC-ES) International Code Council (Formerly: CABO - Council of American Building Officials) www.iccsafe.org ICC Evaluation Service, Inc. www.icc-es.org National Evaluation Service (See ICC-ES) Southern Building Code Congress International, Inc. (See ICC)

(909) 472-4100

(703) 931-4533 (800) 423-6587 (562) 699-0543

Federal Government Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Names, telephone numbers, and Web-site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents. Army Corps of Engineers www.usace.army.mil Consumer Product Safety Commission www.cpsc.gov Department of Commerce www.commerce.gov Department of Defense www.dodssp.daps.mil Department of Energy www.eren.doe.gov Environmental Protection Agency www.epa.gov Federal Aviation Administration www.faa.gov Federal Communications Commission www.fcc.gov Food and Drug Administration www.fda.gov General Services Administration www.gsa.gov Department of Housing and Urban Development www.hud.gov Lawrence Berkeley National Laboratory www.lbl.gov National Cooperative Highway Research Program (See TRB) National Institute of Standards and Technology www.nist.gov Occupational Safety & Health Administration www.osha.gov Public Building Service (See GSA) Office of Public Health and Science http://phs.os.dhhs.gov Rural Utilities Service (See USDA) State Department

REFERENCES

(800) 638-2772 (301) 504-6816 (202) 482-2000 (215) 697-6257 (202) 586-9220 (202) 272-0167 (202) 366-4000 (888) 225-5322 (888) 463-6332 (800) 488-3111 (202) 501-1888 (202) 708-1112 (510) 486-4000

(301) 975-6478 (800) 321-6742 (202) 693-1999 (202) 690-7694 (202) 720-9540 (202) 647-4000

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www.state.gov Transportation Research Board www.nas.edu/trb Department of Agriculture www.usda.gov Postal Service www.usps.com

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(202) 334-2934 (202) 720-2791 (202) 268-2000

PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used)

END OF SECTION 014200

REFERENCES

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SECTION 015000 - TEMPORARY FACILITIES AND CONTROLS

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes requirements for temporary utilities, support facilities, and security and protection facilities. 1.

1.2

Related Section: Division 01 Section "Summary" for work restrictions and limitations on utility interruptions.

USE CHARGES A.

General: Installation and removal of and use charges for temporary facilities shall be included in the Contract Sum unless otherwise indicated. Allow other entities to use temporary services and facilities without cost, including, but not limited to, Architect, testing agencies, and authorities having jurisdiction.

B.

Water and Sewer Service from Existing System: Water from Owner's existing water system is available for use with metering and without payment of use charges. Provide connections and extensions of services as required for construction operations.

C.

Electric Power Service from Existing System: Electric power from Owner's existing system is available for use with metering and without payment of use charges. Provide connections and extensions of services as required for construction operations.

D.

Telephone and Internet Service from Existing System: Telephone and internet service from Owner’s existing system is available for use without payment of use charges.

1.3

INFORMATIONAL SUBMITTALS A.

Site Plan: Show temporary facilities, utility hookups, staging areas, and parking areas for construction personnel.

B.

Erosion- and Sedimentation-Control Plan: Show compliance with requirements of EPA Construction General Permit or authorities having jurisdiction, whichever is more stringent.

C.

Moisture-Protection Plan: Describe procedures and controls for protecting materials and construction from water absorption and damage, including delivery, handling, and storage provisions for materials subject to water absorption or water damage, discarding waterdamaged materials, protocols for mitigating water intrusion into completed Work, and replacing water damaged Work. 1.

D.

Indicate sequencing of work that requires water, such as sprayed fire-resistive materials, plastering, and terrazzo grinding, and describe plans for dealing with water from these operations. Show procedures for verifying that wet construction has dried sufficiently to permit installation of finish materials.

Dust-Control and HVAC-Control Plan: Submit coordination drawing and narrative that indicates the dust-control and HVAC-control measures proposed for use, proposed locations, and

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proposed time frame for their operation. Identify further options if proposed measures are later determined to be inadequate. Include the following: 1. 2. 3. 4. 5.

1.4

Locations of dust-control partitions at each phase of the work. HVAC system isolation schematic drawing. Location of proposed air filtration system discharge. Other dust-control measures. Waste management plan.

QUALITY ASSURANCE A.

Electric Service: Comply with NECA, NEMA, and UL standards and regulations for temporary electric service. Install service to comply with NFPA 70.

B.

Tests and Inspections: Arrange for authorities having jurisdiction to test and inspect each temporary utility before use. Obtain required certifications and permits.

C.

Accessible Temporary Egress: Comply with applicable provisions in the U.S. Architectural & Transportation Barriers Compliance Board's ADA-ABA Accessibility Guidelines.

1.5

PROJECT CONDITIONS A.

Temporary Use of Permanent Facilities: Engage installer of each permanent service to assume responsibility for operation, maintenance, and protection of each permanent service during its use as a construction facility before Owner's acceptance, regardless of previously assigned responsibilities.

PART 2 - PRODUCTS 2.1

MATERIALS A.

Chain-Link Fencing: Minimum 2-inch (50-mm), 0.148-inch- (3.8-mm-) thick, galvanized steel, chain-link fabric fencing; minimum 6 feet (1.8 m) high with galvanized steel pipe posts; minimum 2-3/8-inch- (60-mm-) OD line posts and 2-7/8-inch- (73-mm-) OD corner and pull posts, with 15/8-inch- (42-mm-) OD top rails with screening as may be required to maintain safety, including removing visual distraction to adjacent motorists.

B.

Portable Chain-Link Fencing: Minimum 2-inch (50-mm), 0.148-inch- (3.8-mm-) thick, galvanized steel, chain-link fabric fencing; minimum 6 feet (1.8 m) high with galvanized steel pipe posts; minimum 2-3/8-inch- (60-mm-) OD line posts and 2-7/8-inch- (73-mm-) OD corner and pull posts, with 1-5/8-inch- (42-mm-) OD top and bottom rails. Provide concrete or galvanized steel bases for supporting posts with screening as may be required to maintain safety, including removing visual distraction to adjacent motorists.

C.

Wood Enclosure Fence: Plywood, 6 feet (1.8 m) high, framed with four 2-by-4-inch (50-by-100mm) rails, with preservative-treated wood posts spaced not more than 8 feet (2.4 m) apart.

D.

Polyethylene Sheet: Reinforced, fire-resistive sheet, 10 mils (0.25 mm) minimum thickness, with flame-spread rating of 15 or less per ASTM E 84.

E.

Dust Control Adhesive-Surface Walk-off Mats: Provide mats minimum 36 by 60 inches (914 by 1624 mm).

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2.2

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Insulation: Unfaced mineral-fiber blanket, manufactured from glass, slag wool, or rock wool; with maximum flame-spread and smoke-developed indexes of 25 and 50, respectively. TEMPORARY FACILITIES

A.

Field Offices, General: Prefabricated or mobile units with serviceable finishes, temperature controls, and foundations adequate for normal loading.

B.

Common-Use Field Office: Of sufficient size to accommodate needs of Owner, Architect, and construction personnel office activities and to accommodate project meetings specified in other Division 01 Sections. Keep office clean and orderly. Furnish and equip offices as follows: 1. 2. 3. 4. 5. 6.

C.

Storage and Fabrication Sheds: Provide sheds sized, furnished, and equipped to accommodate materials and equipment for construction operations. 1.

2.3

Furniture required for Project-site documents including file cabinets, plan tables, plan racks, and bookcases. Drinking water and private toilet. Coffee machine and supplies. Heating and cooling equipment necessary to maintain a uniform indoor temperature of 68 to 72 deg F (20 to 22 deg C). Lighting fixtures capable of maintaining average illumination of 20 fc (215 lx) at desk height. Telephone (land line), fax, and internet access.

Store combustible materials apart from building.

EQUIPMENT A.

Fire Extinguishers: Portable, UL rated; with class and extinguishing agent as required by locations and classes of fire exposures.

B.

HVAC Equipment: Unless Owner authorizes use of permanent HVAC system, provide vented, self-contained, liquid-propane-gas or fuel-oil heaters with individual space thermostatic control. 1. 2. 3.

C.

Use of gasoline-burning space heaters, open-flame heaters, or salamander-type heating units is prohibited. Heating Units: Listed and labeled for type of fuel being consumed, by a testing agency acceptable to authorities having jurisdiction, and marked for intended use. Permanent HVAC System: If Owner authorizes use of permanent HVAC system for temporary use during construction, provide filter with MERV of 8 at each return air grille in system and remove at end of construction and clean HVAC system as required in Division 01 Section "Closeout Procedures".

Air Filtration Units: HEPA primary and secondary filter-equipped portable units with four-stage filtration. Provide single switch for emergency shutoff. Configure to run continuously.

PART 3 - EXECUTION 3.1

INSTALLATION, GENERAL A.

Locate facilities where they will serve Project adequately and result in minimum interference with performance of the Work. Relocate and modify facilities as required by progress of the Work.

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3.2

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Locate facilities to limit site disturbance as specified in Division 01 Section "Summary."

Provide each facility ready for use when needed to avoid delay. Do not remove until facilities are no longer needed or are replaced by authorized use of completed permanent facilities.

TEMPORARY UTILITY INSTALLATION A.

General: Install temporary service or connect to existing service. 1.

B.

Arrange with utility company, Owner, and existing users, with as much advanced notice as possible, for time when service can be interrupted, if necessary, to make connections for temporary services.

Sewers and Drainage: Provide temporary utilities to remove effluent lawfully. 1.

Connect temporary sewers to municipal system as directed by authorities having jurisdiction.

C.

Water Service: Install water service and distribution piping in sizes and pressures adequate for construction.

D.

Water Service: Connect to Owner's existing water service facilities. Clean and maintain water service facilities in a condition acceptable to Owner.

E.

Sanitary Facilities: Provide temporary toilets, wash facilities, and drinking water for use of construction personnel. Comply with requirements of authorities having jurisdiction for type, number, location, operation, and maintenance of fixtures and facilities.

F.

Heating and Cooling: Provide temporary heating and cooling required by construction activities for curing or drying of completed installations or for protecting installed construction from adverse effects of low temperatures or high humidity. Select equipment that will not have a harmful effect on completed installations or elements being installed.

G.

Isolation of Work Areas in Occupied Facilities: Prevent dust, fumes, and odors from entering occupied areas. 1.

Prior to commencing work, isolate the HVAC system in area where work is to be performed in accordance with approved coordination drawings. a. b.

2. 3.

H.

Disconnect supply and return ductwork in work area from HVAC systems servicing occupied areas. Maintain negative air pressure within work area using HEPA-equipped air filtration units, starting with commencement of temporary partition construction, and continuing until removal of temporary partitions is complete.

Maintain dust partitions during the Work. Use vacuum collection attachments on dustproducing equipment. Isolate limited work within occupied areas using portable dust containment devices. Perform daily construction cleanup and final cleanup using approved, HEPA-filterequipped vacuum equipment.

Ventilation and Humidity Control: Provide temporary ventilation required by construction activities for curing or drying of completed installations or for protecting installed construction from adverse effects of high humidity. Select equipment that will not have a harmful effect on

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completed installations or elements being installed. Coordinate ventilation requirements to produce ambient condition required and minimize energy consumption. 1.

Provide dehumidification systems when required to reduce substrate moisture levels to level required to allow installation or application of finishes.

I.

Electric Power Service: Connect to Owner's existing electric power service. equipment in a condition acceptable to Owner.

J.

Electric Power Service: Provide electric power service and distribution system of sufficient size, capacity, and power characteristics required for construction operations. 1. 2.

K.

Install electric power service overhead and underground, unless otherwise indicated. Connect temporary service to Owner's existing power source, as directed by Owner.

Lighting: Provide temporary lighting with local switching that provides adequate illumination for construction operations, observations, inspections, and traffic conditions. 1. 2.

L.

Install and operate temporary lighting that fulfills security and protection requirements without operating entire system. Install lighting for Project identification sign.

Telephone Service: Provide temporary telephone service in common-use facilities for use by all construction personnel. Install one telephone line(s) for each field office. 1.

Provide additional telephone lines for the following: a. b.

2.

3.

Provide a dedicated telephone line for each facsimile machine in each field office. Provide one telephone line(s).

At each telephone, post a list of important telephone numbers. a. b. c. d. e. f. g.

M.

Maintain

Police and fire departments. Ambulance service. Contractor's home office. Architect's office. Engineers' offices. Owner's office. Principal subcontractors' field and home offices.

Provide superintendent with cellular telephone or portable two-way radio for use when away from field office.

Electronic Communication Service: Provide a internet access in the primary field office adequate for use by Architect and Owner to access project electronic documents and maintain electronic communications. Equip computer with not less than the following: 1. 2.

Printer: "All-in-one" unit equipped with printer server, combining color printing, photocopying, scanning, and faxing, or separate units for each of these 3 functions. Internet Service: Broadband modem, router and ISP, equipped with hardware firewall, providing minimum 384 Kbps upload and 1 Mbps download speeds at each computer.

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SUPPORT FACILITIES INSTALLATION A.

General: Comply with the following: 1. 2.

B.

Temporary Roads and Paved Areas: Construct and maintain temporary roads and paved areas adequate for construction operations. Locate temporary roads and paved areas within construction limits indicated on Drawings. 1.

C.

Provide dust-control treatment that is nonpolluting and nontracking. Reapply treatment as required to minimize dust.

Temporary Use of Permanent Roads and Paved Areas: Locate temporary roads and paved areas in same location as permanent roads and paved areas. Construct and maintain temporary roads and paved areas adequate for construction operations. Extend temporary roads and paved areas, within construction limits indicated, as necessary for construction operations. 1. 2. 3. 4.

D.

Provide construction for temporary offices, shops, and sheds that is noncombustible according to ASTM E 136. Comply with NFPA 241. Maintain support facilities until Architect schedules Substantial Completion inspection. Remove before Substantial Completion. Personnel remaining after Substantial Completion will be permitted to use permanent facilities, under conditions acceptable to Owner.

Coordinate elevations of temporary roads and paved areas with permanent roads and paved areas. Prepare subgrade and install subbase and base for temporary roads and paved areas according to the Drawings. Recondition base after temporary use, including removing contaminated material, regrading, proofrolling, compacting, and testing. Delay installation of final course of permanent hot-mix asphalt pavement until immediately before Substantial Completion. Repair hot-mix asphalt base-course pavement before installation of final course according to the Drawings.

Traffic Controls: Comply with requirements of authorities having jurisdiction. 1. 2.

Protect existing site improvements to remain including curbs, pavement, and utilities. Maintain access for emergency vehicles to emergency department entrances and for firefighting equipment and access to fire hydrants.

E.

Parking: Provide temporary parking areas for construction personnel.

F.

Dewatering Facilities and Drains: Comply with requirements of authorities having jurisdiction. Maintain Project site, excavations, and construction free of water. 1. 2.

G.

Dispose of rainwater in a lawful manner that will not result in flooding Project or adjoining properties nor endanger permanent Work or temporary facilities. Remove snow and ice as required to minimize accumulations.

Project Signs: Provide Project signs as indicated. Unauthorized signs are not permitted. 1. 2.

Identification Signs: Provide Project identification signs as indicated on Drawings. Temporary Signs: Provide other signs as indicated and as required to inform public and individuals seeking entrance to Project.

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Provide temporary, directional signs for construction personnel and visitors.

Maintain and touchup signs so they are legible at all times.

H.

Waste Disposal Facilities: Comply with requirements specified in Division 01 Section "Construction Waste Management and Disposal."

I.

Waste Disposal Facilities: Provide waste-collection containers in sizes adequate to handle waste from construction operations. Comply with requirements of authorities having jurisdiction. Comply with Division 01 Section "Execution" for progress cleaning requirements.

J.

Lifts and Hoists: Provide facilities necessary for hoisting materials and personnel. 1.

Truck cranes and similar devices used for hoisting materials are considered "tools and equipment" and not temporary facilities.

K.

Temporary Stairs: Until permanent stairs are available, provide temporary stairs where ladders are not adequate.

L.

Temporary Use of Permanent Stairs: Use of new stairs for construction traffic will be permitted, provided stairs are protected and finishes restored to new condition at time of Substantial Completion.

3.4

SECURITY AND PROTECTION FACILITIES INSTALLATION A.

Environmental Protection: Provide protection, operate temporary facilities, and conduct construction as required to comply with environmental regulations and that minimize possible air, waterway, and subsoil contamination or pollution or other undesirable effects. 1.

B.

Comply with work restrictions specified in Division 01 Section "Summary."

Temporary Erosion and Sedimentation Control: Comply with requirements of 2003 EPA Construction General Permit or authorities having jurisdiction, whichever is more stringent and requirements specified on the Drawings. 1. 2. 3. 4.

Verify that flows of water redirected from construction areas or generated by construction activity do not enter or cross tree- or plant- protection zones. Inspect, repair, and maintain erosion- and sedimentation-control measures during construction until permanent vegetation has been established. Clean, repair, and restore adjoining properties and roads affected by erosion and sedimentation from the project site during the course of the project. Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal.

C.

Stormwater Control: Comply with requirements of authorities having jurisdiction. Provide barriers in and around excavations and subgrade construction to prevent flooding by runoff of stormwater from heavy rains.

D.

Tree and Plant Protection: Install temporary fencing located as indicated or outside the drip line of trees to protect vegetation from damage from construction operations. Protect tree root systems from damage, flooding, and erosion.

E.

Pest Control: Engage pest-control service to recommend practices to minimize attraction and harboring of rodents, roaches, and other pests and to perform extermination and control

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procedures at regular intervals so Project will be free of pests and their residues at Substantial Completion. Obtain extended warranty for Owner. Perform control operations lawfully, using environmentally safe materials. F.

Site Enclosure Fence: Before construction operations begin, furnish and install site enclosure fence in a manner that will prevent people and animals from easily entering site except by entrance gates. 1. 2.

Extent of Fence: As required to enclose entire Project site or portion determined sufficient to accommodate construction operations. Maintain security by limiting number of keys and restricting distribution to authorized personnel. Furnish one set of keys to Owner.

G.

Security Enclosure and Lockup: Install temporary enclosure around partially completed areas of construction. Provide lockable entrances to prevent unauthorized entrance, vandalism, theft, and similar violations of security. Lock entrances at end of each work day.

H.

Barricades, Warning Signs, and Lights: Comply with requirements of authorities having jurisdiction for erecting structurally adequate barricades, including warning signs and lighting.

I.

Temporary Egress: Maintain temporary egress from existing occupied facilities as indicated and as required by authorities having jurisdiction.

J.

Covered Walkway: Erect protective, covered walkway for passage of individuals through or adjacent to Project site. Coordinate with entrance gates, other facilities, and obstructions. Comply with regulations of authorities having jurisdiction. 1. 2. 3.

K.

Temporary Enclosures: Provide temporary enclosures for protection of construction, in progress and completed, from exposure, foul weather, other construction operations, and similar activities. Provide temporary weathertight enclosure for building exterior. 1.

L.

Construct covered walkways using scaffold or shoring framing. Provide overhead decking, protective enclosure walls, handrails, barricades, warning signs, exit signs, lights, safe and well-drained walkways, and similar provisions for protection and safe passage. Paint and maintain appearance of walkway for duration of the Work.

Where heating or cooling is needed and permanent enclosure is not complete, insulate temporary enclosures.

Temporary Partitions: Provide floor-to-ceiling dustproof partitions to limit dust and dirt migration and to separate areas occupied by Owner and tenants from fumes and noise. 1. 2.

Construct dustproof partitions with painted and base gypsum wallboard with joints taped on occupied side, and fire-retardant plywood on construction operations side. Construct dustproof partitions with two layers of 6-mil (0.14-mm) polyethylene sheet on each side. Cover floor with two layers of 6-mil (0.14-mm) polyethylene sheet, extending sheets 18 inches (460 mm) up the sidewalls. Overlap and tape full length of joints. Cover floor with fire-retardant treated plywood. a.

Construct vestibule and airlock at each entrance through temporary partition with not less than 48 inches (1219 mm) between doors. Maintain dust control adhesive walk-off foot mats in vestibule.

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 3. 4. 5. 6. 7. M.

Where fire-resistance-rated temporary partitions are indicated or are required by authorities having jurisdiction, construct partitions according to the rated assemblies. Insulate partitions to control noise transmission to occupied areas. Seal joints and perimeter. Equip partitions with gasketed dustproof doors and security locks where openings are required. Protect air-handling equipment. Provide walk-off mats at each entrance through temporary partition.

Temporary Fire Protection: Install and maintain temporary fire-protection facilities of types needed to protect against reasonably predictable and controllable fire losses. Comply with NFPA 241. 1. 2. 3. 4.

3.5

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Prohibit smoking in construction areas. Supervise welding operations, combustion-type temporary heating units, and similar sources of fire ignition according to requirements of authorities having jurisdiction. Develop and supervise an overall fire-prevention and -protection program for personnel at Project site. Review needs with local fire department and establish procedures to be followed. Instruct personnel in methods and procedures. Post warnings and information. Provide temporary standpipes and hoses for fire protection. Hang hoses with a warning sign stating that hoses are for fire-protection purposes only and are not to be removed. Match hose size with outlet size and equip with suitable nozzles.

MOISTURE AND MOLD CONTROL A.

Contractor's Moisture-Protection Plan: Avoid trapping water in finished work. Document visible signs of mold that may appear during construction.

B.

Exposed Construction Phase: Before installation of weather barriers, when materials are subject to wetting and exposure and to airborne mold spores, protect as follows: 1. 2. 3. 4. 5.

C.

Partially Enclosed Construction Phase: After installation of weather barriers but before full enclosure and conditioning of building, when installed materials are still subject to infiltration of moisture and ambient mold spores, protect as follows: 1. 2. 3. 4. 5. 6. 7.

D.

Protect porous materials from water damage. Protect stored and installed material from flowing or standing water. Keep porous and organic materials from coming into prolonged contact with concrete. Remove standing water from decks. Keep deck openings covered or dammed.

Do not load or install drywall or other porous materials or components, or items with high organic content, into partially enclosed building. Keep interior spaces reasonably clean and protected from water damage. Periodically collect and remove waste containing cellulose or other organic matter. Discard or replace water-damaged material. Do not install material that is wet. Discard, replace or clean stored or installed material that begins to grow mold. Perform work in a sequence that allows any wet materials adequate time to dry before enclosing the material in drywall or other interior finishes.

Controlled Construction Phase of Construction: After completing and sealing of the building enclosure but prior to the full operation of permanent HVAC systems, maintain as follows: 1. 2.

Control moisture and humidity inside building by maintaining effective dry-in conditions. Use permanent HVAC system to control humidity.

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Comply with manufacturer's written instructions for temperature, relative humidity, and exposure to water limits. a. b.

c.

3.6

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Hygroscopic materials that may support mold growth, including wood and gypsumbased products, that become wet during the course of construction and remain wet for 48hours are considered defective. Measure moisture content of materials that have been exposed to moisture during construction operations or after installation. Record daily readings over a fortyeight hour period. Identify materials containing moisture levels higher than allowed. Report findings in writing to Architect. Remove materials that can not be completely restored to their manufactured moisture level within 48 hours.

OPERATION, TERMINATION, AND REMOVAL A.

Supervision: Enforce strict discipline in use of temporary facilities. To minimize waste and abuse, limit availability of temporary facilities to essential and intended uses.

B.

Maintenance: Maintain facilities in good operating condition until removal. 1.

Maintain operation of temporary enclosures, heating, cooling, humidity control, ventilation, and similar facilities on a 24-hour basis where required to achieve indicated results and to avoid possibility of damage.

C.

Operate Project-identification-sign lighting daily from dusk until 12:00 midnight.

D.

Temporary Facility Changeover: Do not change over from using temporary security and protection facilities to permanent facilities until Substantial Completion.

E.

Termination and Removal: Remove each temporary facility when need for its service has ended, when it has been replaced by authorized use of a permanent facility, or no later than Substantial Completion. Complete or, if necessary, restore permanent construction that may have been delayed because of interference with temporary facility. Repair damaged Work, clean exposed surfaces, and replace construction that cannot be satisfactorily repaired. 1. 2.

3.

Materials and facilities that constitute temporary facilities are property of Contractor. Owner reserves right to take possession of Project identification signs. Remove temporary roads and paved areas not intended for or acceptable for integration into permanent construction. Where area is intended for landscape development, remove soil and aggregate fill that do not comply with requirements for fill or subsoil. Remove materials contaminated with road oil, asphalt and other petrochemical compounds, and other substances that might impair growth of plant materials or lawns. Repair or replace street paving, curbs, and sidewalks at temporary entrances, as required by authorities having jurisdiction. At Substantial Completion, repair, renovate, and clean permanent facilities used during construction period. Comply with final cleaning requirements specified in Division 01 Section "Closeout Procedures."

END OF SECTION 015000

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SECTION 016000 - PRODUCT REQUIREMENTS

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes administrative and procedural requirements for selection of products for use in Project; product delivery, storage, and handling; manufacturers' standard warranties on products; special warranties; and comparable products.

B.

In accordance with the General Conditions of the Contract.

1.2

DEFINITIONS A.

Products: Items obtained for incorporating into the Work, whether purchased for Project or taken from previously purchased stock. The term "product" includes the terms "material," "equipment," "system," and terms of similar intent. 1. 2. 3.

B.

1.3

Named Products: Items identified by manufacturer's product name, including make or model number or other designation shown or listed in manufacturer's published product literature, that is current as of date of the Contract Documents. New Products: Items that have not previously been incorporated into another project or facility. Products salvaged or recycled from other projects are not considered new products. Comparable Product: Product that is demonstrated and approved through submittal process to have the indicated qualities related to type, function, dimension, in-service performance, physical properties, appearance, and other characteristics that equal or exceed those of specified product.

Basis-of-Design Product Specification: A specification in which a specific manufacturer's product is named and accompanied by the words "basis-of-design product," including make or model number or other designation, to establish the significant qualities related to type, function, dimension, in-service performance, physical properties, appearance, and other characteristics for purposes of evaluating comparable products of additional manufacturers named in the specification.

ACTION SUBMITTALS A.

Comparable Product Requests: Submit request for consideration of each comparable product. Identify product or fabrication or installation method to be replaced. Include Specification Section number and title and Drawing numbers and titles. 1.

Architect's Action: If necessary, Architect will request additional information or documentation for evaluation within one week of receipt of a comparable product request. Architect will notify Contractor of approval or rejection of proposed comparable product request within 15 days of receipt of request, or seven days of receipt of additional information or documentation, whichever is later. a. b.

Form of Approval: As specified in Division 01 Section "Submittal Procedures." Use product specified if Architect does not issue a decision on use of a comparable product request within time allocated.

PRODUCT REQUIREMENTS

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Basis-of-Design Product Specification Submittal: Comply with requirements in Division 01 Section "Submittal Procedures." Show compliance with requirements.

QUALITY ASSURANCE A.

1.5

Compatibility of Options: If Contractor is given option of selecting between two or more products for use on Project, select product compatible with products previously selected, even if previously selected products were also options.

PRODUCT DELIVERY, STORAGE, AND HANDLING A.

Deliver, store, and handle products using means and methods that will prevent damage, deterioration, and loss, including theft and vandalism. Comply with manufacturer's written instructions.

B.

Delivery and Handling: 1. 2. 3. 4.

C.

Storage: 1. 2. 3. 4. 5. 6.

1.6

Schedule delivery to minimize long-term storage at Project site and to prevent overcrowding of construction spaces. Coordinate delivery with installation time to ensure minimum holding time for items that are flammable, hazardous, easily damaged, or sensitive to deterioration, theft, and other losses. Deliver products to Project site in an undamaged condition in manufacturer's original sealed container or other packaging system, complete with labels and instructions for handling, storing, unpacking, protecting, and installing. Inspect products on delivery to determine compliance with the Contract Documents and to determine that products are undamaged and properly protected.

Store products to allow for inspection and measurement of quantity or counting of units. Store materials in a manner that will not endanger Project structure. Store products that are subject to damage by the elements, under cover in a weathertight enclosure above ground, with ventilation adequate to prevent condensation. Store foam plastic from exposure to sunlight, except to extent necessary for period of installation and concealment. Comply with product manufacturer's written instructions for temperature, humidity, ventilation, and weather-protection requirements for storage. Protect stored products from damage and liquids from freezing.

PRODUCT WARRANTIES A.

Warranties specified in other Sections shall be in addition to, and run concurrent with, other warranties required by the Contract Documents. Manufacturer's disclaimers and limitations on product warranties do not relieve Contractor of obligations under requirements of the Contract Documents. 1. 2.

Manufacturer's Warranty: Written warranty furnished by individual manufacturer for a particular product and specifically endorsed by manufacturer to Owner. Special Warranty: Written warranty required by the Contract Documents to provide specific rights for Owner.

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Special Warranties: Prepare a written document that contains appropriate terms and identification, ready for execution. 1. 2. 3.

C.

Manufacturer's Standard Form: Modified to include Project-specific information and properly executed. Specified Form: When specified forms are included with the Specifications, prepare a written document using indicated form properly executed. Refer to Divisions 02 through 49. Sections for specific content requirements and particular requirements for submitting special warranties.

Extended Term Warranties: When provided, must comply with the following: 1. 2. 3. 4. 5. 6.

D.

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Be underwritten by the product or system manufacturer. Provide coverage term from the date of Project final acceptance. Provide full replacement product or material with no dollar limit. Incremental Warranties are not acceptable. Submit sample within 60 days of Contract execution. Contractor submits original and 2 copies to Design Consultant at closeout meeting.

Submittal Time: Comply with requirements in Division 01 Section "Closeout Procedures."

PART 2 - PRODUCTS

2.1

PRODUCT SELECTION PROCEDURES A.

General Product Requirements: Provide products that comply with the Contract Documents, are undamaged and, unless otherwise indicated, are new at time of installation. 1. 2. 3. 4. 5.

B.

Provide products complete with accessories, trim, finish, fasteners, and other items needed for a complete installation and indicated use and effect. Standard Products: If available, and unless custom products or nonstandard options are specified, provide standard products of types that have been produced and used successfully in similar situations on other projects. Owner reserves the right to limit selection to products with warranties not in conflict with requirements of the Contract Documents. Where products are accompanied by the term "as selected," Architect will make selection. Descriptive, performance, and reference standard requirements in the Specifications establish salient characteristics of products.

Product Selection Procedures: 1. 2.

Product: Where Specifications name a single manufacturer and product, provide the named product that complies with requirements. Comparable products or substitutions for Contractor's convenience will not be considered. Manufacturer/Source: Where Specifications name a single manufacturer or source, provide a product by the named manufacturer or source that complies with requirements. Comparable products or substitutions for Contractor's convenience will not be considered.

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Products: a.

b.

4.

Restricted List: Where Specifications include a list of names of both manufacturers and products, provide one of the products listed that complies with requirements. Comparable products or substitutions for Contractor's convenience will be considered, unless otherwise indicated. Nonrestricted List: Where Specifications include a list of names of both available manufacturers and products, provide one of the products listed, or an unnamed product, that complies with requirements. Comply with requirements in "Comparable Products" Article for consideration of an unnamed product.

Manufacturers: a.

b.

5.

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Restricted List: Where Specifications include a list of manufacturers' names, provide a product by one of the manufacturers listed that complies with requirements. Comparable products or substitutions for Contractor's convenience will be considered, unless otherwise indicated. Nonrestricted List: Where Specifications include a list of available manufacturers, provide a product by one of the manufacturers listed, or a product by an unnamed manufacturer, that complies with requirements. Comply with requirements in "Comparable Products" Article for consideration of an unnamed manufacturer's product.

Basis-of-Design Product: Where Specifications name a product, or refer to a product indicated on Drawings, and include a list of manufacturers, provide the specified or indicated product or a comparable product by one of the other named manufacturers. Drawings and Specifications indicate sizes, profiles, dimensions, and other characteristics that are based on the product named. Comply with requirements in "Comparable Products" Article for consideration of an unnamed product by one of the other named manufacturers.

C.

Visual Matching Specification: Where Specifications require "match Architect's sample", provide a product that complies with requirements and matches Architect's sample. Architect's decision will be final on whether a proposed product matches.

D.

Visual Selection Specification: Where Specifications include the phrase "as selected by Architect from manufacturer's full range" or similar phrase, select a product that complies with requirements. Architect will select color, gloss, pattern, density, or texture from manufacturer's product line that includes both standard and premium items.

2.2

COMPARABLE PRODUCTS A.

Conditions for Consideration: Architect will consider Contractor's request for comparable product when the following conditions are satisfied. If the following conditions are not satisfied, Architect may return requests without action, except to record noncompliance with these requirements: 1. 2. 3.

Evidence that the proposed product does not require revisions to the Contract Documents, that it is consistent with the Contract Documents and will produce the indicated results, and that it is compatible with other portions of the Work. Detailed comparison of significant qualities of proposed product with those named in the Specifications. Significant qualities include attributes such as performance, weight, size, durability, visual effect, and specific features and requirements indicated. Evidence that proposed product provides specified warranty.

PRODUCT REQUIREMENTS

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List of similar installations for completed projects with project names and addresses and names and addresses of architects and owners, if requested. Samples, if requested.

PART 3 - EXECUTION (Not Used)

END OF SECTION 016000

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SECTION 017300 - EXECUTION

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes general administrative and procedural requirements governing execution of the Work including, but not limited to, the following: 1. 2. 3. 4. 5. 6. 7. 8. 9.

B.

Related Requirements: 1. 2. 3. 4. 5.

1.2

Construction layout. Field engineering and surveying. Installation of the Work. Cutting and patching. Coordination of Owner-installed products. Progress cleaning. Starting and adjusting. Protection of installed construction. Correction of the Work.

Division 01 Section "Summary" for limits on use of Project site. Division 01 Section "Submittal Procedures" for submitting surveys. Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements. Division 01 Section "Closeout Procedures" for submitting final property survey with Project Record Documents, recording of Owner-accepted deviations from indicated lines and levels, and final cleaning. Division 07 Section "Penetration Firestopping" for patching penetrations in fire-rated construction.

DEFINITIONS A.

Cutting: Removal of in-place construction necessary to permit installation or performance of other work.

B.

Patching: Fitting and repair work required to restore construction to original conditions after installation of other work.

1.3

INFORMATIONAL SUBMITTALS A.

Qualification Data: For land surveyor or professional engineer.

B.

Certificates: Submit certificate signed by land surveyor or professional engineer certifying that location and elevation of improvements comply with requirements.

C.

Cutting and Patching Plan: Submit plan describing procedures at least 10 days prior to the time cutting and patching will be performed. Include the following information: 1.

EXECUTION

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Changes to In-Place Construction: Describe anticipated results. Include changes to structural elements and operating components as well as changes in building appearance and other significant visual elements. Products: List products to be used for patching and firms or entities that will perform patching work. Dates: Indicate when cutting and patching will be performed. Utilities and Mechanical and Electrical Systems: List services and systems that cutting and patching procedures will disturb or affect. List services and systems that will be relocated and those that will be temporarily out of service. Indicate length of time permanent services and systems will be disrupted. a.

Include description of provisions for temporary services and systems during interruption of permanent services and systems.

D.

Landfill Receipts: Submit copy of receipts issued by a landfill facility, licensed to accept hazardous materials, for hazardous waste disposal.

E.

Certified Surveys: Submit two copies signed by land surveyor or professional engineer.

F.

Final Property Survey: Submit 10 copies showing the Work performed and record survey data.

1.4

QUALITY ASSURANCE A.

Land Surveyor Qualifications: A professional land surveyor who is legally qualified to practice in jurisdiction where Project is located and who is experienced in providing land-surveying services of the kind indicated.

B.

Cutting and Patching: Comply with requirements for and limitations on cutting and patching of construction elements. 1.

2. 3.

4.

C.

Structural Elements: When cutting and patching structural elements, notify Architect of locations and details of cutting and await directions from Architect before proceeding. Shore, brace, and support structural elements during cutting and patching. Do not cut and patch structural elements in a manner that could change their load-carrying capacity or increase deflection Operational Elements: Do not cut and patch operating elements and related components in a manner that results in reducing their capacity to perform as intended or that results in increased maintenance or decreased operational life or safety. Other Construction Elements: Do not cut and patch other construction elements or components in a manner that could change their load-carrying capacity, that results in reducing their capacity to perform as intended, or that results in increased maintenance or decreased operational life or safety. Visual Elements: Do not cut and patch construction in a manner that results in visual evidence of cutting and patching. Do not cut and patch exposed construction in a manner that would, in Architect's opinion, reduce the building's aesthetic qualities. Remove and replace construction that has been cut and patched in a visually unsatisfactory manner.

Manufacturer's Installation Instructions: Obtain and maintain on-site manufacturer's written recommendations and instructions for installation of products and equipment.

EXECUTION

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PART 2 - PRODUCTS

2.1

MATERIALS A.

General: Comply with requirements specified in other Sections. 1.

B.

For projects requiring compliance with sustainable design and construction practices and procedures, use products for patching that comply with requirements in Division 01 sustainable design requirements Section.

In-Place Materials: Use materials for patching identical to in-place materials. For exposed surfaces, use materials that visually match in-place adjacent surfaces to the fullest extent possible. 1.

If identical materials are unavailable or cannot be used, use materials that, when installed, will provide a match acceptable to Architect for the visual and functional performance of in-place materials.

PART 3 - EXECUTION

3.1

EXAMINATION A.

Existing Conditions: The existence and location of underground and other utilities and construction indicated as existing are not guaranteed. Before beginning sitework, investigate and verify the existence and location of underground utilities, mechanical and electrical systems, and other construction affecting the Work. 1. 2.

B.

Examination and Acceptance of Conditions: Before proceeding with each component of the Work, examine substrates, areas, and conditions, with Installer or Applicator present where indicated, for compliance with requirements for installation tolerances and other conditions affecting performance. Record observations. 1. 2. 3.

C.

Before construction, verify the location and invert elevation at points of connection of sanitary sewer, storm sewer, and water-service piping; underground electrical services, and other utilities. Furnish location data for work related to Project that must be performed by public utilities serving Project site.

Examine roughing-in for mechanical and electrical systems to verify actual locations of connections before equipment and fixture installation. Examine walls, floors, and roofs for suitable conditions where products and systems are to be installed. Verify compatibility with and suitability of substrates, including compatibility with existing finishes or primers.

Written Report: Where a written report listing conditions detrimental to performance of the Work is required by other Sections, include the following: 1. 2. 3. 4.

EXECUTION

Description of the Work. List of detrimental conditions, including substrates. List of unacceptable installation tolerances. Recommended corrections. 017300 - 3

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Proceed with installation only after unsatisfactory conditions have been corrected. Proceeding with the Work indicates acceptance of surfaces and conditions.

PREPARATION A.

Existing Utility Information: Furnish information to local utility that is necessary to adjust, move, or relocate existing utility structures, utility poles, lines, services, or other utility appurtenances located in or affected by construction. Coordinate with authorities having jurisdiction.

B.

Field Measurements: Take field measurements as required to fit the Work properly. Recheck measurements before installing each product. Where portions of the Work are indicated to fit to other construction, verify dimensions of other construction by field measurements before fabrication. Coordinate fabrication schedule with construction progress to avoid delaying the Work.

C.

Space Requirements: Verify space requirements and dimensions of items shown diagrammatically on Drawings.

D.

Review of Contract Documents and Field Conditions: Immediately on discovery of the need for clarification of the Contract Documents caused by differing field conditions outside the control of Contractor, submit a request for information to Architect according to requirements in Division 01 Section "Project Management and Coordination."

3.3

CONSTRUCTION LAYOUT A.

Verification: Before proceeding to lay out the Work, verify layout information shown on Drawings, in relation to the property survey and existing benchmarks. If discrepancies are discovered, notify Architect promptly.

B.

General: Engage a land surveyor or professional engineer to lay out the Work using accepted surveying practices. 1. 2. 3. 4. 5. 6. 7.

Establish benchmarks and control points to set lines and levels at each story of construction and elsewhere as needed to locate each element of Project. Establish limits on use of Project site. Establish dimensions within tolerances indicated. Do not scale Drawings to obtain required dimensions. Inform installers of lines and levels to which they must comply. Check the location, level and plumb, of every major element as the Work progresses. Notify Architect when deviations from required lines and levels exceed allowable tolerances. Close site surveys with an error of closure equal to or less than the standard established by authorities having jurisdiction.

C.

Site Improvements: Locate and lay out site improvements, including pavements, grading, fill and topsoil placement, utility slopes, and rim and invert elevations.

D.

Building Lines and Levels: Locate and lay out control lines and levels for structures, building foundations, column grids, and floor levels, including those required for mechanical and electrical work. Transfer survey markings and elevations for use with control lines and levels. Level foundations and piers from two or more locations.

EXECUTION

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3.4

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Record Log: Maintain a log of layout control work. Record deviations from required lines and levels. Include beginning and ending dates and times of surveys, weather conditions, name and duty of each survey party member, and types of instruments and tapes used. Make the log available for reference by Architect.

FIELD ENGINEERING A.

Identification: Owner will identify existing benchmarks, control points, and property corners.

B.

Reference Points: Locate existing permanent benchmarks, control points, and similar reference points before beginning the Work. Preserve and protect permanent benchmarks and control points during construction operations. 1.

2.

C.

Do not change or relocate existing benchmarks or control points without prior written approval of Architect. Report lost or destroyed permanent benchmarks or control points promptly. Report the need to relocate permanent benchmarks or control points to Architect before proceeding. Replace lost or destroyed permanent benchmarks and control points promptly. Base replacements on the original survey control points.

Benchmarks: Establish and maintain a minimum of two permanent benchmarks on Project site, referenced to data established by survey control points. Comply with authorities having jurisdiction for type and size of benchmark. 1. 2. 3.

Record benchmark locations, with horizontal and vertical data, on Project Record Documents. Where the actual location or elevation of layout points cannot be marked, provide temporary reference points sufficient to locate the Work. Remove temporary reference points when no longer needed. Restore marked construction to its original condition.

D.

Certified Survey: On completion of foundation walls, major site improvements, and other work requiring field-engineering services, prepare a certified survey showing dimensions, locations, angles, and elevations of construction and sitework.

E.

Final Property Survey: Engage a land surveyor or professional engineer to prepare a final property survey showing significant features (real property) for Project. Include on the survey a certification, signed by land surveyor or professional engineer, that principal metes, bounds, lines, and levels of Project are accurately positioned as shown on the survey. 1. 2.

3.5

Show boundary lines, monuments, streets, site improvements and utilities, existing improvements and significant vegetation, adjoining properties, acreage, grade contours, and the distance and bearing from a site corner to a legal point. Recording: At Substantial Completion, have the final property survey recorded by or with authorities having jurisdiction as the official "property survey."

INSTALLATION A.

General: Locate the Work and components of the Work accurately, in correct alignment and elevation, as indicated. 1.

EXECUTION

Make vertical work plumb and make horizontal work level. 017300 - 5

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Where space is limited, install components to maximize space available for maintenance and ease of removal for replacement. Conceal pipes, ducts, and wiring in finished areas unless otherwise indicated. Maintain minimum headroom clearance of 96 inches (2440 mm) in occupied spaces and 90 inches (2300 mm) in unoccupied spaces.

B.

Comply with manufacturer's written instructions and recommendations for installing products in applications indicated.

C.

Install products at the time and under conditions that will ensure the best possible results. Maintain conditions required for product performance until Substantial Completion.

D.

Conduct construction operations so no part of the Work is subjected to damaging operations or loading in excess of that expected during normal conditions of occupancy.

E.

Sequence the Work and allow adequate clearances to accommodate movement of construction items on site and placement in permanent locations.

F.

Tools and Equipment: Do not use tools or equipment that produce harmful noise levels.

G.

Templates: Obtain and distribute to the parties involved templates for work specified to be factory prepared and field installed. Check Shop Drawings of other work to confirm that adequate provisions are made for locating and installing products to comply with indicated requirements.

H.

Attachment: Provide blocking and attachment plates and anchors and fasteners of adequate size and number to securely anchor each component in place, accurately located and aligned with other portions of the Work. Where size and type of attachments are not indicated, verify size and type required for load conditions. 1. 2. 3.

Mounting Heights: Where mounting heights are not indicated, mount components at heights directed by Architect. Allow for building movement, including thermal expansion and contraction. Coordinate installation of anchorages. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

I.

Joints: Make joints of uniform width. Where joint locations in exposed work are not indicated, arrange joints for the best visual effect. Fit exposed connections together to form hairline joints.

J.

Hazardous Materials: Use products, cleaners, and installation materials that are not considered hazardous.

3.6

CUTTING AND PATCHING A.

Cutting and Patching, General: Employ skilled workers to perform cutting and patching. Proceed with cutting and patching at the earliest feasible time, and complete without delay. 1.

EXECUTION

Cut in-place construction to provide for installation of other components or performance of other construction, and subsequently patch as required to restore surfaces to their original condition.

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B.

Existing Warranties: Remove, replace, patch, and repair materials and surfaces cut or damaged during installation or cutting and patching operations, by methods and with materials so as not to void existing warranties.

C.

Temporary Support: Provide temporary support of work to be cut.

D.

Protection: Protect in-place construction during cutting and patching to prevent damage. Provide protection from adverse weather conditions for portions of Project that might be exposed during cutting and patching operations.

E.

Adjacent Occupied Areas: Where interference with use of adjoining areas or interruption of free passage to adjoining areas is unavoidable, coordinate cutting and patching according to requirements in Division 01 Section "Summary."

F.

Existing Utility Services and Mechanical/Electrical Systems: Where existing services/systems are required to be removed, relocated, or abandoned, bypass such services/systems before cutting to minimize interruption to occupied areas.

G.

Cutting: Cut in-place construction by sawing, drilling, breaking, chipping, grinding, and similar operations, including excavation, using methods least likely to damage elements retained or adjoining construction. If possible, review proposed procedures with original Installer; comply with original Installer's written recommendations. 1. 2. 3. 4. 5. 6.

H.

In general, use hand or small power tools designed for sawing and grinding, not hammering and chopping. Cut holes and slots neatly to minimum size required, and with minimum disturbance of adjacent surfaces. Temporarily cover openings when not in use. Finished Surfaces: Cut or drill from the exposed or finished side into concealed surfaces. Concrete and Masonry: Cut using a cutting machine, such as an abrasive saw or a diamond-core drill. Excavating and Backfilling: Comply with requirements in applicable Division 31 Sections where required by cutting and patching operations. Mechanical and Electrical Services: Cut off pipe or conduit in walls or partitions to be removed. Cap, valve, or plug and seal remaining portion of pipe or conduit to prevent entrance of moisture or other foreign matter after cutting. Proceed with patching after construction operations requiring cutting are complete.

Patching: Patch construction by filling, repairing, refinishing, closing up, and similar operations following performance of other work. Patch with durable seams that are as invisible as practicable. Provide materials and comply with installation requirements specified in other Sections, where applicable. 1. 2.

Inspection: Where feasible, test and inspect patched areas after completion to demonstrate physical integrity of installation. Exposed Finishes: Restore exposed finishes of patched areas and extend finish restoration into retained adjoining construction in a manner that will minimize evidence of patching and refinishing. a. b.

3.

EXECUTION

Clean piping, conduit, and similar features before applying paint or other finishing materials. Restore damaged pipe covering to its original condition.

Floors and Walls: Where walls or partitions that are removed extend one finished area into another, patch and repair floor and wall surfaces in the new space. Provide an even surface of uniform finish, color, texture, and appearance. Remove in-place floor and wall

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coverings and replace with new materials, if necessary, to achieve uniform color and appearance. a.

4. 5.

I.

3.7

Where patching occurs in a painted surface, prepare substrate and apply primer and intermediate paint coats appropriate for substrate over the patch, and apply final paint coat over entire unbroken surface containing the patch. Provide additional coats until patch blends with adjacent surfaces.

Ceilings: Patch, repair, or rehang in-place ceilings as necessary to provide an evenplane surface of uniform appearance. Exterior Building Enclosure: Patch components in a manner that restores enclosure to a weathertight condition and ensures thermal and moisture integrity of building enclosure.

Cleaning: Clean areas and spaces where cutting and patching are performed. Remove paint, mortar, oils, putty, and similar materials from adjacent finished surfaces.

OWNER-INSTALLED PRODUCTS A.

Site Access: Provide access to Project site for Owner's construction personnel.

B.

Coordination: Coordinate construction and operations of the Work with work performed by Owner's construction personnel. 1.

2.

3.8

Construction Schedule: Inform Owner of Contractor's preferred construction schedule for Owner's portion of the Work. Adjust construction schedule based on a mutually agreeable timetable. Notify Owner if changes to schedule are required due to differences in actual construction progress. Preinstallation Conferences: Include Owner's construction personnel at preinstallation conferences covering portions of the Work that are to receive Owner's work. Attend preinstallation conferences conducted by Owner's construction personnel if portions of the Work depend on Owner's construction.

PROGRESS CLEANING A.

General: Clean Project site and work areas daily, including common areas. requirements strictly. Dispose of materials lawfully. 1. 2. 3.

Comply with requirements in NFPA 241 for removal of combustible waste materials and debris. Do not hold waste materials more than seven days during normal weather or three days if the temperature is expected to rise above 80 deg F (27 deg C). Containerize hazardous and unsanitary waste materials separately from other waste. Mark containers appropriately and dispose of legally, according to regulations. a.

4.

Enforce

Use containers intended for holding waste materials of type to be stored.

Coordinate progress cleaning for joint-use areas where Contractor and other contractors are working concurrently.

B.

Site: Maintain Project site free of waste materials and debris.

C.

Work Areas: Clean areas where work is in progress to the level of cleanliness necessary for proper execution of the Work.

EXECUTION

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 1. 2.

Remove liquid spills promptly. Where dust would impair proper execution of the Work, broom-clean or vacuum the entire work area, as appropriate.

D.

Installed Work: Keep installed work clean. Clean installed surfaces according to written instructions of manufacturer or fabricator of product installed, using only cleaning materials specifically recommended. If specific cleaning materials are not recommended, use cleaning materials that are not hazardous to health or property and that will not damage exposed surfaces.

E.

Concealed Spaces: Remove debris from concealed spaces before enclosing the space.

F.

Exposed Surfaces in Finished Areas: Clean exposed surfaces and protect as necessary to ensure freedom from damage and deterioration at time of Substantial Completion.

G.

Waste Disposal: Do not bury or burn waste materials on-site. Do not wash waste materials down sewers or into waterways. Comply with waste disposal requirements in Division 01 Section "Temporary Facilities and Controls." And Division 01 Section "Construction Waste Management and Disposal."

H.

During handling and installation, clean and protect construction in progress and adjoining materials already in place. Apply protective covering where required to ensure protection from damage or deterioration at Substantial Completion.

I.

Clean and provide maintenance on completed construction as frequently as necessary through the remainder of the construction period. Adjust and lubricate operable components to ensure operability without damaging effects.

J.

Limiting Exposures: Supervise construction operations to assure that no part of the construction, completed or in progress, is subject to harmful, dangerous, damaging, or otherwise deleterious exposure during the construction period.

3.9

STARTING AND ADJUSTING A.

Coordinate startup and adjusting of equipment and operating components with requirements in Division 01 Section "General Commissioning Requirements."

B.

Start equipment and operating components to confirm proper operation. malfunctioning units, replace with new units, and retest.

C.

Adjust equipment for proper operation. without binding.

D.

Test each piece of equipment to verify proper operation. Test and adjust controls and safeties. Replace damaged and malfunctioning controls and equipment.

E.

Manufacturer's Field Service: Comply with qualification requirements in Division 01 Section "Quality Requirements."

3.10 A.

Remove

Adjust operating components for proper operation

PROTECTION OF INSTALLED CONSTRUCTION Provide final protection and maintain conditions that ensure installed Work is without damage or deterioration at time of Substantial Completion.

EXECUTION

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Comply with manufacturer's written instructions for temperature and relative humidity.

END OF SECTION 017300

EXECUTION

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SECTION 017419 - CONSTRUCTION WASTE MANAGEMENT

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes administrative and procedural requirements for the following: 1. 2. 3.

1.2

Salvaging nonhazardous construction waste. Recycling nonhazardous construction waste. Disposing of nonhazardous construction waste.

DEFINITIONS A.

Construction Waste: Building and site improvement materials and other solid waste resulting from construction, remodeling, renovation, or repair operations. Construction waste includes packaging.

B.

Disposal: Removal off-site of demolition and construction waste and subsequent sale, recycling, reuse, or deposit in landfill or incinerator acceptable to authorities having jurisdiction.

C.

Recycle: Recovery of demolition or construction waste for subsequent processing in preparation for reuse.

D.

Salvage: Recovery of demolition or construction waste and subsequent sale or reuse in another facility.

E.

Salvage and Reuse: Recovery of demolition or construction waste and subsequent incorporation into the Work.

1.3

PERFORMANCE REQUIREMENTS A.

General: Achieve end-of-Project rates for salvage/recycling of 50 percent by weight of total non-hazardous solid waste generated by the Work. Practice efficient waste management in the use of materials in the course of the Work. Use all reasonable means to divert construction and demolition waste from landfills and incinerators. Facilitate recycling and salvage of materials, including the following: 1.

Construction Waste: a. b. c. d. e. f. g. h. i. j. k.

Site-clearing waste. Concrete and Asphalt. Masonry and CMU. Lumber. Wood sheet materials. Wood trim. Metals. Roofing. Insulation. Carpet and pad. Gypsum board and other gypsum related products.

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Piping. Electrical conduit. Packaging: Regardless of salvage/recycle goal indicated in paragraph above, salvage or recycle 100 percent of the following uncontaminated packaging materials: 1) 2) 3) 4) 5) 6) 7)

1.4

Paper. Cardboard. Boxes. Plastic sheet and film. Polystyrene packaging. Wood crates. Plastic pails.

ACTION SUBMITTALS A.

1.5

Construction Waste Management Plan: commencement of the Work.

Submit plan within 7 days of date established for

INFORMATIONAL SUBMITTALS A.

Waste Reduction Progress Reports: Concurrent with each Application for Payment, submit report. Include the following information: 1. 2. 3. 4. 5. 6. 7. 8.

Material category/description. Location and name of receiving agent company. Generation point of waste. Total quantity of waste in tons (tonnes). Quantity of waste salvaged, both estimated and actual in tons (tonnes). Quantity of waste recycled, both estimated and actual in tons (tonnes). Total quantity of waste recovered (salvaged plus recycled) in tons (tonnes). Total quantity of waste recovered (salvaged plus recycled) as a percentage of total waste.

B.

Waste Reduction Calculations: Before request for Substantial Completion, submit calculated end-of-Project rates for salvage, recycling, and disposal as a percentage of total waste generated by the Work.

C.

Records of Donations: Indicate receipt and acceptance of salvageable waste donated to individuals and organizations. Indicate whether organization is tax exempt.

D.

Records of Sales: Indicate receipt and acceptance of salvageable waste sold to individuals and organizations. Indicate whether organization is tax exempt.

E.

Recycling and Processing Facility Records: Indicate receipt and acceptance of recyclable waste by recycling and processing facilities licensed to accept them. Include manifests, weight tickets, receipts, and invoices.

F.

Landfill and Incinerator Disposal Records: Indicate receipt and acceptance of waste by landfills and incinerator facilities licensed to accept them. Include manifests, weight tickets, receipts, and invoices.

G.

Qualification Data: For waste management coordinator.

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QUALITY ASSURANCE A.

Regulatory Requirements: Comply with hauling and disposal regulations of authorities having jurisdiction.

B.

Waste Management Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination." Review methods and procedures related to waste management including, but not limited to, the following: 1. 2. 3. 4. 5.

1.7

Review and discuss waste management plan including responsibilities of waste management coordinator. Review requirements for documenting quantities of each type of waste and its disposition. Review and finalize procedures for materials separation and verify availability of containers and bins needed to avoid delays. Review procedures for periodic waste collection and transportation to recycling and disposal facilities. Review waste management requirements for each trade.

WASTE MANAGEMENT PLAN A.

General: Develop a waste management plan according to ASTM E 1609 and requirements of this Section. Plan shall consist of waste identification, waste reduction work plan, identification of construction haulers and recyclers, and cost/revenue analysis. Indicate quantities by weight or volume, but use same units of measure throughout waste management plan.

B.

Waste Identification: Indicate anticipated types and quantities of site-clearing and construction waste generated by the Work. Include estimated quantities and assumptions for estimates.

C.

Waste Reduction Work Plan: List each type of waste and whether it will be salvaged, recycled, or disposed of in landfill or incinerator. Include points of waste generation, total quantity of each type of waste, quantity for each means of recovery, and handling and transportation procedures. 1. 2. 3. 4. 5. 6.

D.

Salvaged Materials for Reuse: For materials that will be salvaged and reused in this Project, describe methods for preparing salvaged materials before incorporation into the Work. Salvaged Materials for Sale: For materials that will be sold to individuals and organizations, include list of their names, addresses, and telephone numbers. Salvaged Materials for Donation: For materials that will be donated to individuals and organizations, include list of their names, addresses, and telephone numbers. Recycled Materials: Include list of local receivers and processors and type of recycled materials each will accept. Include names, addresses, and telephone numbers. Disposed Materials: Indicate how and where materials will be disposed of. Include name, address, and telephone number of each landfill and incinerator facility. Handling and Transportation Procedures: Include method that will be used for separating recyclable waste including sizes of containers, container labeling, and designated location on Project site where materials separation will be located.

Cost/Revenue Analysis: Indicate total cost of waste disposal as if there was no waste management plan and net additional cost or net savings resulting from implementing waste management plan. Include the following: 1.

Total quantity of waste.

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Estimated cost of disposal (cost per unit). Include hauling and tipping fees and cost of collection containers for each type of waste. Total cost of disposal (with no waste management). Revenue from salvaged materials. Revenue from recycled materials. Savings in hauling and tipping fees by donating materials. Savings in hauling and tipping fees that are avoided. Handling and transportation costs. Include cost of collection containers for each type of waste. Net additional cost or net savings from waste management plan.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.1

PLAN IMPLEMENTATION A.

General: Implement approved waste management plan. Provide handling, containers, storage, signage, transportation, and other items as required to implement waste management plan during the entire duration of the Contract. Signage language used on the Project site shall be in Spanish. 1.

Comply with Division 01 Section "Temporary Facilities and Controls" for operation, termination, and removal requirements.

B.

Waste Management Coordinator: Engage a waste management coordinator to be responsible for implementing, monitoring, and reporting status of waste management work plan.

C.

Training: Train workers, subcontractors, and suppliers on proper waste management procedures, as appropriate for the Work occurring at Project site. 1. 2.

D.

Site Access and Temporary Controls: Conduct waste management operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities. 1. 2.

3.2

Distribute waste management plan to everyone concerned within three days of submittal return. Distribute waste management plan to entities when they first begin work on-site. Review plan procedures and locations established for salvage, recycling, and disposal.

Designate and label specific areas on Project site necessary for separating materials that are to be salvaged, recycled, reused, donated, and sold. Comply with Division 01 Section "Temporary Facilities and Controls" for controlling dust and dirt, environmental protection, and noise control.

RECYCLING CONSTRUCTION WASTE, GENERAL A.

General: Recycle paper and beverage containers used by on-site workers.

B.

Recycling Incentives: Revenues, savings, rebates, tax credits, and other incentives received for recycling waste materials shall accrue to Owner.

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C.

Preparation of Waste: Prepare and maintain recyclable waste materials according to recycling or reuse facility requirements. Maintain materials free of dirt, adhesives, solvents, petroleum contamination, and other substances deleterious to the recycling process.

D.

Procedures: Separate recyclable waste from other waste materials, trash, and debris. Separate recyclable waste by type at Project site to the maximum extent practical according to approved construction waste management plan. 1.

Provide appropriately marked containers or bins for controlling recyclable waste until they are removed from Project site. Include list of acceptable and unacceptable materials at each container and bin. a.

2. 3. 4. 5.

3.3

Inspect containers and bins for contamination and remove contaminated materials if found.

Stockpile processed materials on-site without intermixing with other materials. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust. Stockpile materials away from construction area. Do not store within drip line of remaining trees. Store components off the ground and protect from the weather. Remove recyclable waste off Owner's property and transport to recycling receiver or processor.

RECYCLING CONSTRUCTION WASTE A.

Asphalt Paving: Break up and transport paving to asphalt-recycling facility.

B.

Concrete: Remove reinforcement and other metals from concrete and sort with other metals.

C.

Masonry: Remove metal reinforcement, anchors, and ties from masonry and sort with other metals.

D.

Metals: Separate metals by type. 1. 2.

Structural Steel: Stack members according to size, type of member, and length. Remove and dispose of bolts, nuts, washers, and other rough hardware.

E.

Roofing: Separate materials. Comply with requirements for recycling roofing materials.

F.

Insulation: Comply with requirements for recycling insulation materials.

G.

Carpet and Pad: Roll large pieces tightly after removing debris, trash, adhesive, and tack strips. 1.

Store clean, dry carpet and pad in a closed container or trailer provided by Carpet Reclamation Agency or carpet recycler.

H.

Piping: Reduce piping to straight lengths and store by type and size. Separate supports, hangers, valves, sprinklers, and other components by type and size.

I.

Conduit: Reduce conduit to straight lengths and store by type and size.

J.

Packaging: 1.

Cardboard and Boxes: Break down packaging into flat sheets. Bundle and store in a dry location.

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Polystyrene Packaging: Separate and bag materials. Pallets: As much as possible, require deliveries using pallets to remove pallets from Project site. For pallets that remain on-site, break down pallets into component wood pieces and comply with requirements for recycling wood. Crates: Break down crates into component wood pieces and comply with requirements for recycling wood. Paper: Bundle and store in a dry location. Plastic sheet and film: Separate and bag materials. Plastic pails: Comply with requirements for recycling plastics.

K.

Site-Clearing Wastes: Chip brush, branches, and trees on-site, as good practice.

L.

Wood Materials: 1. 2.

M.

Gypsum Board: Stack large clean pieces on wood pallets or in container and store in a dry location. 1.

3.4

Clean Cut-Offs of Lumber: Grind or chip into small pieces. Clean Sawdust: Bag sawdust that does not contain painted or treated wood.

Clean Gypsum Board: Grind scraps of clean gypsum board using small mobile chipper or hammer mill. Screen out paper after grinding.

DISPOSAL OF WASTE A.

General: Except for items or materials to be salvaged, recycled, or otherwise reused, remove waste materials from Project site and legally dispose of them in a landfill or incinerator acceptable to authorities having jurisdiction. 1. 2.

Except as otherwise specified, do not allow waste materials that are to be disposed of accumulate on-site. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

B.

Burning: Do not burn waste materials.

C.

Disposal: Transport waste materials off Owner's property and legally dispose of them.

END OF SECTION 017419

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SECTION 017700 - CLOSEOUT PROCEDURES

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes administrative and procedural requirements for contract closeout, including, but not limited to, the following: 1. 2. 3.

B.

Related Sections include the following: 1. 2. 3. 4. 5.

1.2

Inspection procedures. Warranties. Final cleaning.

Division 01 Section "Execution" for progress cleaning of Project site. Division 01 Section "Project Record Documents" for submitting Record Drawings, Record Specifications, and Record Product Data. Division 01 Section "Operation and Maintenance Data" for operation and maintenance manual requirements. Division 01 Section "Demonstration and Training" for requirements for instructing Owner's personnel. Divisions 02 through 48 Sections for specific closeout and special cleaning requirements for the Work in those Sections.

SUBSTANTIAL COMPLETION A.

Preliminary Procedures: Before requesting inspection for determining date of Substantial Completion, complete the following. List items below that are incomplete in request. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13.

Prepare a list of items to be completed and corrected (punch list), the value of items on the list. Advise Owner of pending insurance changeover requirements. Submit specific warranties, workmanship bonds, maintenance service agreements, final certifications, and similar documents. Obtain and submit releases permitting Owner unrestricted use of the Work and access to services and utilities. Include occupancy permits, operating certificates, and similar releases. Prepare and submit Project Record Documents, operation and maintenance manuals, property surveys, and similar final record information. Deliver spare parts, extra materials, and similar items to location designated by Owner. Label with manufacturer's name and model number where applicable. Make final changeover of permanent locks and deliver keys to Owner. Advise Owner's personnel of changeover in security provisions. Complete startup testing of systems. Submit test/adjust/balance records. Terminate and remove temporary facilities from Project site, along with mockups, construction tools, and similar elements. Advise Owner of changeover in heat and other utilities. Submit changeover information related to Owner's occupancy, use, operation, and maintenance. Complete final cleaning requirements, including touchup painting.

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B.

Touch up and otherwise repair and restore marred exposed finishes to eliminate visual defects.

Inspection: Submit a written request for inspection for Substantial Completion. On receipt of request, Architect will either proceed with inspection or notify Contractor of unfulfilled requirements. Architect will prepare the Certificate of Substantial Completion after inspection or will notify Contractor of items, either on Contractor's list or additional items identified by Architect, that must be completed or corrected before certificate will be issued. 1. 2.

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Reinspection: Request reinspection when the Work identified in previous inspections as incomplete is completed or corrected. Results of completed inspection will form the basis of requirements for Final Completion.

FINAL COMPLETION A.

Preliminary Procedures: Before requesting final inspection for determining date of Final Completion, complete the following: 1. 2. 3. 4.

B.

Inspection: Submit a written request for final inspection for acceptance. On receipt of request, Architect will either proceed with inspection or notify Contractor of unfulfilled requirements. Architect will prepare a final Certificate for Payment after inspection or will notify Contractor of construction that must be completed or corrected before certificate will be issued. 1.

1.4

Submit a final Application for Payment according to Division 01 Section "Payment Procedures." Submit copy of Architect's Substantial Completion inspection list of items to be completed or corrected (punch list), and dated by Architect. The copy of the list shall state that each item has been completed or otherwise resolved for acceptance. Submit evidence of final, continuing insurance coverage complying with insurance requirements. Instruct Owner's personnel in operation, adjustment, and maintenance of products, equipment, and systems.

Reinspection: Request reinspection when the Work identified in previous inspections as incomplete is completed or corrected.

LIST OF INCOMPLETE ITEMS (PUNCH LIST) A.

Preparation: Submit three copies of list. Include name and identification of each space and area affected by construction operations for incomplete items and items needing correction including, if necessary, areas disturbed by Contractor that are outside the limits of construction. 1. 2. 3.

Organize list of spaces in sequential order. Organize items applying to each space by major element, including categories for ceiling, individual walls, floors, equipment, and building systems. Include the following information at the top of each page: a. b. c.

Project name. Date. Page number.

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WARRANTIES A.

Submittal Time: Submit written warranties on request of Architect for designated portions of the Work where commencement of warranties other than date of Substantial Completion is indicated.

B.

Partial Occupancy: Submit properly executed warranties within 15 days of completion of designated portions of the Work that are completed and occupied or used by Owner during construction period by separate agreement with Contractor.

C.

Organize warranty documents into an orderly sequence based on the table of contents of the Project Manual. 1. 2.

3.

D.

Bind warranties and bonds in heavy-duty, 3-ring, vinyl-covered, loose-leaf binders, thickness as necessary to accommodate contents, and sized to receive 8-1/2-by-11-inch (215-by-280-mm) paper. Provide heavy paper dividers with plastic-covered tabs for each separate warranty. Mark tab to identify the product or installation. Provide a typed description of the product or installation, including the name of the product and the name, address, and telephone number of Installer. Identify each binder on the front and spine with the typed or printed title "WARRANTIES," Project name, and name of Contractor.

Provide additional copies of each warranty to include in operation and maintenance manuals.

PART 2 - PRODUCTS

2.1

MATERIALS A.

Cleaning Agents: Use cleaning materials and agents recommended by manufacturer or fabricator of the surface to be cleaned. Do not use cleaning agents that are potentially hazardous to health or property or that might damage finished surfaces.

PART 3 - EXECUTION

3.1

FINAL CLEANING A.

General: Provide final cleaning. Conduct cleaning and waste-removal operations to comply with local laws and ordinances and Federal and local environmental and antipollution regulations.

B.

Cleaning: Employ experienced workers or professional cleaners for final cleaning. Clean each surface or unit to condition expected in an average commercial building cleaning and maintenance program. Comply with manufacturer's written instructions. 1.

Complete the following cleaning operations before requesting inspection for certification of Substantial Completion for entire Project or for a portion of Project: a.

Clean Project site, yard, and grounds, in areas disturbed by construction activities, including landscape development areas, of rubbish, waste material, litter, and other foreign substances.

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g. h. i. j.

k. l.

Sweep paved areas broom clean. Remove petrochemical spills, stains, and other foreign deposits. Rake grounds that are neither planted nor paved to a smooth, even-textured surface. Remove tools, construction equipment, machinery, and surplus material from Project site. Remove snow and ice to provide safe access to building. Clean exposed exterior and interior hard-surfaced finishes to a dirt-free condition, free of stains, films, and similar foreign substances. Avoid disturbing natural weathering of exterior surfaces. Restore reflective surfaces to their original condition. Remove debris and surface dust from limited access spaces, including roofs, plenums, shafts, trenches, equipment vaults, manholes, attics, and similar spaces. Sweep concrete floors broom clean in unoccupied spaces. Vacuum carpet and similar soft surfaces, removing debris and excess nap; shampoo if visible soil or stains remain. Clean transparent materials, including mirrors and glass in doors and windows. Remove glazing compounds and other noticeable, vision-obscuring materials. Replace chipped or broken glass and other damaged transparent materials. Polish mirrors and glass, taking care not to scratch surfaces. Remove labels that are not permanent or not required. Touch up and otherwise repair and restore marred, exposed finishes and surfaces. Replace finishes and surfaces that cannot be satisfactorily repaired or restored or that already show evidence of repair or restoration. 1)

m. n. o. p. q. r.

s. C.

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Do not paint over or remove "UL" and similar labels, including mechanical and electrical nameplates.

Wipe surfaces of mechanical and electrical equipment, elevator equipment, and similar equipment. Remove excess lubrication, paint and mortar droppings, and other foreign substances. Replace parts subject to unusual operating conditions. Clean plumbing fixtures to a sanitary condition, free of stains, including stains resulting from water exposure. Replace disposable air filters and clean permanent air filters. Clean exposed surfaces of diffusers, registers, and grills. Clean ducts, blowers, and coils if units were operated without filters during construction. Clean light fixtures, lamps, globes, and reflectors to function with full efficiency. Replace burned-out bulbs, and those noticeably dimmed by hours of use, and defective and noisy starters/ballasts in fluorescent and mercury vapor fixtures to comply with requirements for new fixtures. Leave Project clean and ready for occupancy.

Comply with safety standards for cleaning. Do not burn waste materials. Do not bury debris or excess materials on Owner's property. Do not discharge volatile, harmful, or dangerous materials into drainage systems. Remove waste materials from Project site and dispose of lawfully.

END OF SECTION 017700

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SECTION 017823 - OPERATION AND MAINTENANCE DATA

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes administrative and procedural requirements for preparing operation and maintenance manuals, including the following: 1. 2. 3.

B.

Related Sections include the following: 1. 2. 3. 4.

1.2

Emergency manuals. Operation manuals for systems, subsystems, and equipment. Maintenance manuals for the care and maintenance of products, materials, and finishes, systems and equipment.

Division 01 Section "Submittal Procedures" for submitting copies of submittals for operation and maintenance manuals. Division 01 Section "Closeout Procedures" for submitting operation and maintenance manuals. Division 01 Section "Project Record Documents" for preparing Record Drawings for operation and maintenance manuals. Divisions 02 through 48 Sections for specific operation and maintenance manual requirements for the Work in those Sections.

DEFINITIONS A.

System: An organized collection of parts, equipment, or subsystems united by regular interaction.

B.

Subsystem: A portion of a system with characteristics similar to a system.

1.3

SUBMITTALS A.

Submittal: Submit one copy of each manual in final form before final inspection. Architect will return copy with comments within 15 days after final inspection. 1.

1.4

Correct or modify each manual to comply with Architect's comments. Submit 3 copies of each corrected manual within 15 days of receipt of Architect's comments.

COORDINATION A.

Where operation and maintenance documentation includes information on installations by more than one factory-authorized service representative, assemble and coordinate information furnished by representatives and prepare manuals.

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PART 2 - PRODUCTS

2.1

MANUALS, GENERAL A.

Organization: Unless otherwise indicated, organize each manual into a separate section for each system and subsystem, and a separate section for each piece of equipment not part of a system. Each manual shall contain the following materials, in the order listed: 1. 2. 3.

B.

Title Page: Enclose title page in transparent plastic sleeve. Include the following information: 1. 2. 3. 4. 5. 6. 7.

C.

Subject matter included in manual. Name and address of Project. Name and address of Owner. Date of submittal. Name, address, and telephone number of Contractor. Name and address of Architect. Cross-reference to related systems in other operation and maintenance manuals.

Table of Contents: List each product included in manual, identified by product name, indexed to the content of the volume, and cross-referenced to Specification Section number in Project Manual. 1.

D.

Title page. Table of contents. Manual contents.

Include comprehensive table of contents for all volumes in each volume of the set.

Manual Contents: Organize into sets of manageable size. Arrange contents alphabetically by system, subsystem, and equipment. If possible, assemble instructions for subsystems, equipment, and components of one system into a single binder. 1.

Binders: Heavy-duty, 3-ring, vinyl-covered, loose-leaf binders, in thickness necessary to accommodate contents, sized to hold 8-1/2-by-11-inch (215-by-280-mm) paper; with clear plastic sleeve on spine to hold label describing contents and with pockets inside covers to hold folded oversize sheets. a.

b.

2.

3. 4.

If two or more binders are necessary to accommodate data of a system, organize data in each binder into groupings by subsystem and related components. Crossreference other binders if necessary to provide essential information for proper operation or maintenance of equipment or system. Identify each binder on front and spine, with printed title "OPERATION AND MAINTENANCE MANUAL," Project title or name, and subject matter of contents. Indicate volume number for multiple-volume sets.

Dividers: Heavy-paper dividers with plastic-covered tabs for each section. Mark each tab to indicate contents. Include typed list of products and major components of equipment included in the section on each divider, cross-referenced to Specification Section number and title of Project Manual. Protective Plastic Sleeves: Transparent plastic sleeves designed to enclose diagnostic software diskettes for computerized electronic equipment. Supplementary Text: Prepared on 8-1/2-by-11-inch (215-by-280-mm) white bond paper.

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Drawings: Attach reinforced, punched binder tabs on drawings and bind with text. a. b.

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If oversize drawings are necessary, fold drawings to same size as text pages and use as foldouts. If drawings are too large to be used as foldouts, fold and place drawings in labeled envelopes and bind envelopes in rear of manual. At appropriate locations in manual, insert typewritten pages indicating drawing titles, descriptions of contents, and drawing locations.

EMERGENCY MANUALS A.

Content: Organize manual into a separate section for each of the following: 1. 2. 3.

B.

Type of emergency. Emergency instructions. Emergency procedures.

Type of Emergency: Where applicable for each type of emergency indicated below, include instructions and procedures for each system, subsystem, piece of equipment, and component: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10.

Fire. Flood. Gas leak. Water leak. Power failure. Water outage. System, subsystem, or equipment failure. Chemical release or spill. Earthquake. Tornado/Hurricane.

C.

Emergency Instructions: Describe and explain warnings, trouble indications, error messages, and similar codes and signals. Include responsibilities of Owner's operating personnel for notification of Installer, supplier, and manufacturer to maintain warranties.

D.

Emergency Procedures: Include the following, as applicable: 1. 2. 3. 4. 5. 6.

2.3

Instructions on stopping. Shutdown instructions for each type of emergency. Operating instructions for conditions outside normal operating limits. Required sequences for electric or electronic systems. Special operating instructions and procedures. Back up systems activation.

OPERATION MANUALS A.

Content: In addition to requirements in this Section, include operation data required in individual Specification Sections and the following information: 1. 2. 3. 4. 5.

System, subsystem, and equipment descriptions. Performance and design criteria if Contractor is delegated design responsibility. Operating standards. Operating procedures. Operating logs.

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Wiring diagrams. Control diagrams. Piped system diagrams. Precautions against improper use. License requirements including inspection and renewal dates.

Descriptions: Include the following: 1. 2. 3. 4. 5. 6. 7. 8. 9.

C.

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Product name and model number. Manufacturer's name. Equipment identification with serial number of each component. Equipment function. Operating characteristics. Limiting conditions. Performance curves. Engineering data and tests. Complete nomenclature and number of replacement parts.

Operating Procedures: Include the following, as applicable: 1. 2. 3. 4. 5. 6. 7. 8. 9.

Startup procedures. Equipment or system break-in procedures. Routine and normal operating instructions. Regulation and control procedures. Instructions on stopping. Normal shutdown instructions. Seasonal and weekend operating instructions. Required sequences for electric or electronic systems. Special operating instructions and procedures.

D.

Systems and Equipment Controls: Describe the sequence of operation, and diagram controls as installed.

E.

Piped Systems: Diagram piping as installed, and identify color-coding, flow direction, and valve numbers where required for identification.

2.4

PRODUCT MAINTENANCE MANUAL A.

Content: Organize manual into a separate section for each product, material, and finish. Include source information, product information, maintenance procedures, repair materials and sources, and warranties and bonds, as described below.

B.

Source Information: List each product included in manual, identified by product name and arranged to match manual's table of contents. For each product, list name, address, and telephone number of Installer or supplier and maintenance service agent, and cross-reference Specification Section number and title in Project Manual.

C.

Product Information: Include the following, as applicable: 1. 2. 3. 4. 5.

Product name and model number. Manufacturer's name. Color, pattern, and texture. Material and chemical composition. Reordering information for specially manufactured products.

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Maintenance Procedures: Include manufacturer's written recommendations and the following: 1. 2. 3. 4. 5.

Inspection procedures. Types of cleaning agents to be used and methods of cleaning. List of cleaning agents and methods of cleaning detrimental to product. Schedule for routine cleaning and maintenance. Repair instructions.

E.

Repair Materials and Sources: Include lists of materials and local sources of materials and related services.

F.

Warranties and Bonds: Include copies of warranties and bonds and lists of circumstances and conditions that would affect validity of warranties or bonds. 1.

2.5

Include procedures to follow and required notifications for warranty claims.

SYSTEMS AND EQUIPMENT MAINTENANCE MANUAL A.

Content: For each system, subsystem, and piece of equipment not part of a system, include source information, manufacturers' maintenance documentation, maintenance procedures, maintenance and service schedules, spare parts list and source information, maintenance service contracts, and warranty and bond information, as described below.

B.

Source Information: List each system, subsystem, and piece of equipment included in manual, identified by product name and arranged to match manual's table of contents. For each product, list name, address, and telephone number of Installer or supplier and maintenance service agent, and cross-reference Specification Section number and title in Project Manual.

C.

Manufacturers' Maintenance Documentation: Manufacturers' maintenance documentation including the following information for each component part or piece of equipment: 1. 2. 3. 4.

D.

Maintenance Procedures: maintenance procedures: 1. 2. 3. 4. 5. 6.

E.

Standard printed maintenance instructions and bulletins. Drawings, diagrams, and instructions required for maintenance, including disassembly and component removal, replacement, and assembly. Identification and nomenclature of parts and components. List of items recommended to be stocked as spare parts. Include the following information and items that detail essential

Test and inspection instructions. Troubleshooting guide. Precautions against improper maintenance. Disassembly; component removal, repair, and replacement; and reassembly instructions. Aligning, adjusting, and checking instructions. Demonstration and training videotape, if available.

Maintenance and Service Schedules: Include service and lubrication requirements, list of required lubricants for equipment, and separate schedules for preventive and routine maintenance and service with standard time allotment. 1.

Scheduled Maintenance and Service: Tabulate actions for daily, weekly, monthly, quarterly, semiannual, and annual frequencies.

OPERATION AND MAINTENANCE DATA

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Maintenance and Service Record: maintenance.

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Include manufacturers' forms for recording

F.

Spare Parts List and Source Information: Include lists of replacement and repair parts, with parts identified and cross-referenced to manufacturers' maintenance documentation and local sources of maintenance materials and related services.

G.

Maintenance Service Contracts: Include copies of maintenance agreements with name and telephone number of service agent.

H.

Warranties and Bonds: Include copies of warranties and bonds and lists of circumstances and conditions that would affect validity of warranties or bonds. 1.

Include procedures to follow and required notifications for warranty claims.

PART 3 - EXECUTION 3.1

MANUAL PREPARATION A.

Emergency Manual: Assemble a complete set of emergency information indicating procedures for use by emergency personnel and by Owner's operating personnel for types of emergencies indicated.

B.

Product Maintenance Manual: Assemble a complete set of maintenance data indicating care and maintenance of each product, material, and finish incorporated into the Work.

C.

Operation and Maintenance Manuals: Assemble a complete set of operation and maintenance data indicating operation and maintenance of each system, subsystem, and piece of equipment not part of a system. 1. 2.

D.

Manufacturers' Data: Where manuals contain manufacturers' standard printed data, include only sheets pertinent to product or component installed. Mark each sheet to identify each product or component incorporated into the Work. If data include more than one item in a tabular format, identify each item using appropriate references from the Contract Documents. Identify data applicable to the Work and delete references to information not applicable. 1.

E.

Engage a factory-authorized service representative to assemble and prepare information for each system, subsystem, and piece of equipment not part of a system. Prepare a separate manual for each system and subsystem, in the form of an instructional manual for use by Owner's operating personnel.

Prepare supplementary text if manufacturers' standard printed data are not available and where the information is necessary for proper operation and maintenance of equipment or systems.

Drawings: Prepare drawings supplementing manufacturers' printed data to illustrate the relationship of component parts of equipment and systems and to illustrate control sequence and flow diagrams. Coordinate these drawings with information contained in Record Drawings to ensure correct illustration of completed installation. 1. 2.

Do not use original Project Record Documents as part of operation and maintenance manuals. Comply with requirements of newly prepared Record Drawings in Division 01 Section "Project Record Documents."

OPERATION AND MAINTENANCE DATA

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Comply with Division 01 Section "Closeout Procedures" for schedule for submitting operation and maintenance documentation.

END OF SECTION 017823

OPERATION AND MAINTENANCE DATA

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SECTION 017839 - PROJECT RECORD DOCUMENTS

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes administrative and procedural requirements for Project Record Documents, including the following: 1. 2. 3.

B.

Related Sections include the following: 1. 2. 3.

1.2

Record Drawings. Record Specifications. Record Product Data.

Division 01 Section "Closeout Procedures" for general closeout procedures. Division 01 Section "Operation and Maintenance Data" for operation and maintenance manual requirements. Divisions 02 through 48 Sections for specific requirements for Project Record Documents of the Work in those Sections.

SUBMITTALS A.

Record Drawings: Comply with the following: 1.

Number of Copies: Submit one set(s) of marked-up Record Prints and CD of scanned Record Drawings.

B.

Record Specifications: Submit one copy of Project's Specifications, including addenda and contract modifications.

C.

Record Product Data: Submit one copy of each Product Data submittal. 1.

Where Record Product Data is required as part of operation and maintenance manuals, submit marked-up Product Data as an insert in manual instead of submittal as Record Product Data.

PART 2 - PRODUCTS 2.1

RECORD DRAWINGS A.

Record Prints: Maintain one set of black-line white prints of the Contract Drawings and Shop Drawings. 1.

Preparation: Mark Record Prints to show the actual installation where installation varies from that shown originally. Require individual or entity who obtained record data, whether individual or entity is Installer, subcontractor, or similar entity, to prepare the marked-up Record Prints. a.

Give particular attention to information on concealed elements that would be difficult to identify or measure and record later.

PROJECT RECORD DOCUMENTS

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents b. c.

2.

4. 5. 6. B.

Accurately record information in an understandable drawing technique. Record data as soon as possible after obtaining it. Record and check the markup before enclosing concealed installations.

Content: Types of items requiring marking include, but are not limited to, the following: a. b. c. d. e. f. g. h. i. j. k. l. m. n.

3.

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Dimensional changes to Drawings. Revisions to details shown on Drawings. Depths of foundations below floor. Locations and depths of underground utilities. Revisions to routing of piping and conduits. Revisions to electrical circuitry. Actual equipment locations. Duct size and routing. Locations of concealed internal utilities. Changes made by Change Order or Construction Change Directive. Changes made following Architect's written orders. Details not on the original Contract Drawings. Field records for variable and concealed conditions. Record information on the Work that is shown only schematically.

Mark the Contract Drawings or Shop Drawings, whichever is most capable of showing actual physical conditions, completely and accurately. If Shop Drawings are marked, show cross-reference on the Contract Drawings. Mark record sets with erasable, red-colored pencil. Use other colors to distinguish between changes for different categories of the Work at same location. Mark important additional information that was either shown schematically or omitted from original Drawings. Note Construction Change Directive numbers, alternate numbers, Change Order numbers, dates, and similar identification, where applicable.

Format: Identify and date each Record Drawing; include the designation "PROJECT RECORD DRAWING" in a prominent location. 1. 2. 3. 4.

Record Prints: Organize Record Prints and newly prepared Record Drawings into manageable sets. Bind each set with durable paper cover sheets. Include identification on cover sheets. Record Scans Compact Disc: Organize into electronic files and folders matching Record Prints. Place CDs in durable containers. Mark end cap of each container with identification. Include a complete index of folders and files. Record CAD Drawings: Organize CAD information into separate electronic files that correspond to each sheet of the Contract Drawings. Name each file with the sheet identification. Include identification in each CAD file. Identification: As follows: a. b. c. d. e.

Project name. Date. Designation "PROJECT RECORD DRAWINGS." Name of Architect. Name of Contractor.

PROJECT RECORD DOCUMENTS

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RECORD SPECIFICATIONS A.

Preparation: Mark Specifications to indicate the actual product installation where installation varies from that indicated in Specifications, addenda, and contract modifications. 1. 2. 3.

2.3

Give particular attention to information on concealed products and installations that cannot be readily identified and recorded later. For each principal product, indicate whether Record Product Data has been submitted in operation and maintenance manuals instead of submitted as Record Product Data. Note related Change Orders and Record Drawings where applicable.

RECORD PRODUCT DATA A.

Preparation: Mark Product Data to indicate the actual product installation where installation varies substantially from that indicated in Product Data submittal. 1. 2. 3.

2.4

Give particular attention to information on concealed products and installations that cannot be readily identified and recorded later. Include significant changes in the product delivered to Project site and changes in manufacturer's written instructions for installation. Note related Change Orders, Record Specifications, and Record Drawings where applicable.

MISCELLANEOUS RECORD SUBMITTALS A.

Assemble miscellaneous records required by other Specification Sections for miscellaneous record keeping and submittal in connection with actual performance of the Work. Bind or file miscellaneous records and identify each, ready for continued use and reference.

PART 3 - EXECUTION

3.1

RECORDING AND MAINTENANCE A.

Recording: Maintain one copy of each submittal during the construction period for Project Record Document purposes. Post changes and modifications to Project Record Documents as they occur; do not wait until the end of Project.

B.

Maintenance of Record Documents and Samples: Store Record Documents and Samples in the field office apart from the Contract Documents used for construction. Do not use Project Record Documents for construction purposes. Maintain Record Documents in good order and in a clean, dry, legible condition, protected from deterioration and loss. Provide access to Project Record Documents for Architect's reference during normal working hours.

END OF SECTION 017839

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SECTION 017900 - DEMONSTRATION AND TRAINING

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes administrative and procedural requirements for instructing Owner's personnel, including the following: 1. 2. 3.

B.

Related Sections include the following: 1. 2.

1.2

Demonstration of operation of systems, subsystems, and equipment. Training in operation and maintenance of systems, subsystems, and equipment. Demonstration and training videotapes.

Division 01 Section "Project Management and Coordination" for requirements for preinstruction conferences. Divisions 02 through 48 Sections for specific requirements for demonstration and training for products in those Sections.

SUBMITTALS A.

Instruction Program: Submit two copies of outline of instructional program for demonstration and training, including a schedule of proposed dates, times, length of instruction time, and instructors' names for each training module. Include learning objective and outline for each training module. 1. 2.

At completion of training, submit one complete training manual(s) for Owner's use. Provide video/audio DVD recording of each training module.

B.

Attendance Record: instruction time.

C.

Evaluations: For each participant and for each training module, submit results and documentation of performance-based test.

1.3

For each training module, submit list of participants and length of

QUALITY ASSURANCE A.

Preinstruction Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination." Review methods and procedures related to demonstration and training including, but not limited to, the following: 1. 2. 3. 4.

Inspect and discuss locations and other facilities required for instruction. Review and finalize instruction schedule and verify availability of educational materials, instructors' personnel, audiovisual equipment, and facilities needed to avoid delays. Review required content of instruction. For instruction that must occur outside, review weather and forecasted weather conditions and procedures to follow if conditions are unfavorable.

DEMONSTRATION AND TRAINING

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COORDINATION A.

Coordinate instruction schedule with Owner's operations. minimize disrupting Owner's operations.

Adjust schedule as required to

B.

Coordinate instructors, including providing notification of dates, times, length of instruction time, and course content.

C.

Coordinate content of training modules with content of approved emergency, operation, and maintenance manuals. Do not submit instruction program until operation and maintenance data has been reviewed and approved by Architect.

PART 2 - PRODUCTS

2.1

INSTRUCTION PROGRAM A.

Program Structure: Develop an instruction program that includes individual training modules for each system and equipment not part of a system, as required by individual Specification Sections.

B.

Training Modules: Develop a learning objective and teaching outline for each module. Include a description of specific skills and knowledge that participant is expected to master. For each module, include instruction for the following: 1.

Basis of System Design, Operational Requirements, and Criteria: Include the following: a. b. c. d. e. f. g. h.

2.

Documentation: Review the following items in detail: a. b. c. d. e. f. g.

3.

System, subsystem, and equipment descriptions. Performance and design criteria if Contractor is delegated design responsibility. Operating standards. Regulatory requirements. Equipment function. Operating characteristics. Limiting conditions. Performance curves.

Emergency manuals. Operations manuals. Maintenance manuals. Project Record Documents. Identification systems. Warranties and bonds. Maintenance service agreements and similar continuing commitments.

Emergencies: Include the following, as applicable: a. b. c. d. e. f.

Instructions on meaning of warnings, trouble indications, and error messages. Instructions on stopping. Shutdown instructions for each type of emergency. Operating instructions for conditions outside of normal operating limits. Sequences for electric or electronic systems. Special operating instructions and procedures.

DEMONSTRATION AND TRAINING

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Operations: Include the following, as applicable: a. b. c. d. e. f. g. h. i. j. k. l. m.

5.

Diagnostic instructions. Test and inspection procedures.

Maintenance: Include the following: a. b. c. d. e. f. g.

8.

Alignments. Checking adjustments. Noise and vibration adjustments. Economy and efficiency adjustments.

Troubleshooting: Include the following: a. b.

7.

Startup procedures. Equipment or system break-in procedures. Routine and normal operating instructions. Regulation and control procedures. Control sequences. Safety procedures. Instructions on stopping. Normal shutdown instructions. Operating procedures for emergencies. Operating procedures for system, subsystem, or equipment failure. Seasonal and weekend operating instructions. Required sequences for electric or electronic systems. Special operating instructions and procedures.

Adjustments: Include the following: a. b. c. d.

6.

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Inspection procedures. Types of cleaning agents to be used and methods of cleaning. List of cleaning agents and methods of cleaning detrimental to product. Procedures for routine cleaning Procedures for preventive maintenance. Procedures for routine maintenance. Instruction on use of special tools.

Repairs: Include the following: a. b. c. d. e.

Diagnosis instructions. Repair instructions. Disassembly; component removal, repair, and replacement; and reassembly instructions. Instructions for identifying parts and components. Review of spare parts needed for operation and maintenance.

PART 3 - EXECUTION

3.1

PREPARATION A.

Assemble educational materials necessary for instruction, including documentation and training module. Assemble training modules into a combined training manual.

DEMONSTRATION AND TRAINING

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3.2

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Set up instructional equipment at instruction location.

INSTRUCTION A.

Facilitator: Engage a qualified facilitator to prepare instruction program and training modules, to coordinate instructors, and to coordinate between Contractor and Owner for number of participants, instruction times, and location.

B.

Scheduling: Provide instruction at mutually agreed on times. For equipment that requires seasonal operation, provide similar instruction at start of each season. 1.

Schedule training with Owner with at least seven days' advance notice.

END OF SECTION 017900

DEMONSTRATION AND TRAINING

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SECTION 024119 - SELECTIVE STRUCTURE DEMOLITION

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes the following: 1. 2. 3.

B.

Related Sections include the following: 1. 2.

1.2

Demolition and removal of selected portions of building or structure. Demolition and removal of selected site elements. Salvage of existing items to be reused or recycled.

Division 01 Section "Summary" for use of premises and Owner-occupancy requirements. Division 01 Section "Temporary Facilities and Controls" for temporary construction and environmental-protection measures for selective demolition operations.

DEFINITIONS A.

Remove: Detach items from existing construction and legally dispose of them off-site, unless indicated to be removed and salvaged or removed and reinstalled.

B.

Remove and Salvage: Owner ready for reuse.

C.

Remove and Reinstall: Detach items from existing construction, prepare them for reuse, and reinstall them where indicated.

D.

Existing to Remain: Existing items of construction that are not to be removed and that are not otherwise indicated to be removed, removed and salvaged, or removed and reinstalled.

1.3

Detach items from existing construction and deliver them to

MATERIALS OWNERSHIP A.

Unless otherwise indicated, demolition waste becomes property of Contractor.

B.

Historic items, relics, antiques, and similar objects including, but not limited to, cornerstones and their contents, commemorative plaques and tablets, and other items of interest or value to Owner that may be uncovered during demolition remain the property of Owner. 1.

1.4

Carefully salvage in a manner to prevent damage and promptly return to Owner.

SUBMITTALS A.

Qualification Data: For demolition firm.

B.

Schedule of Selective Demolition Activities: Indicate the following: 1.

Detailed sequence of selective demolition and removal work, with starting and ending dates for each activity. Ensure Owner's on-site operations are uninterrupted.

SELECTIVE STRUCTURE DEMOLITION

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Coordination for shutoff, capping, and continuation of utility services. Use of elevator and stairs. Locations of proposed dust- and noise-control temporary partitions and means of egress. Means of protection for items to remain and items in path of waste removal from building.

C.

Inventory: After selective demolition is complete, submit a list of items that have been removed and salvaged.

D.

Predemolition Photographs: Show existing conditions of adjoining construction and site improvements, including finish surfaces, that might be misconstrued as damage caused by selective demolition operations.

E.

Landfill Records: Indicate receipt and acceptance of hazardous wastes by a landfill facility licensed to accept hazardous wastes.

1.5

QUALITY ASSURANCE A.

Demolition Firm Qualifications: An experienced firm that has specialized in demolition work similar in material and extent to that indicated for this Project.

B.

Regulatory Requirements: Comply with governing EPA notification regulations before beginning selective demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

C.

Standards: Comply with ANSI A10.6 and NFPA 241.

D.

Predemolition Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination." Review methods and procedures related to selective demolition including, but not limited to, the following: 1. 2. 3. 4. 5.

1.6

Inspect and discuss condition of construction to be selectively demolished. Review structural load limitations of existing structure. Review and finalize selective demolition schedule and verify availability of materials, demolition personnel, equipment, and facilities needed to make progress and avoid delays. Review requirements of work performed by other trades that rely on substrates exposed by selective demolition operations. Review areas where existing construction is to remain and requires protection.

PROJECT CONDITIONS A.

Conditions existing at time of inspection for bidding purpose will be maintained by Owner as far as practical.

B.

Notify Architect of discrepancies between existing conditions and Drawings before proceeding with selective demolition.

C.

Hazardous Materials: It is not expected that hazardous materials will be encountered in the Work. 1.

Hazardous materials will be removed by Owner before start of the Work.

SELECTIVE STRUCTURE DEMOLITION

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If suspected hazardous materials are encountered, do not disturb; immediately notify Architect and Owner. Hazardous materials will be removed by Owner under a separate contract.

D.

Storage or sale of removed items or materials on-site is not permitted.

E.

Utility Service: Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations. 1.

1.7

Maintain fire-protection facilities in service during selective demolition operations.

WARRANTY A.

Existing Warranties: Remove, replace, patch, and repair materials and surfaces cut or damaged during selective demolition, by methods and with materials so as not to void existing warranties.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.1

EXAMINATION A.

Verify that utilities have been disconnected and capped.

B.

Survey existing conditions and correlate with requirements indicated to determine extent of selective demolition required.

C.

Inventory and record the condition of items to be removed and reinstalled and items to be removed and salvaged.

D.

When unanticipated mechanical, electrical, or structural elements that conflict with intended function or design are encountered, investigate and measure the nature and extent of conflict. Promptly submit a written report to Architect.

E.

Survey of Existing Conditions: Record existing conditions by use of preconstruction photographs and preconstruction videotapes.

3.2

UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS A.

Existing Services/Systems: Maintain services/systems indicated to remain and protect them against damage during selective demolition operations.

B.

Service/System Requirements: Locate, identify, disconnect, and seal or cap off indicated utility services and mechanical/electrical systems serving areas to be selectively demolished. 1.

Arrange to shut off indicated utilities with utility companies and Owner.

SELECTIVE STRUCTURE DEMOLITION

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3.

If services/systems are required to be removed, relocated, or abandoned, before proceeding with selective demolition provide temporary services/systems that bypass area of selective demolition and that maintain continuity of services/systems to other parts of building. Cut off pipe or conduit in walls or partitions to be removed. Cap, valve, or plug and seal remaining portion of pipe or conduit after bypassing. a.

3.3

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Where entire wall is to be removed, existing services/systems may be removed with removal of the wall.

PREPARATION A.

Site Access and Temporary Controls: Conduct selective demolition and debris-removal operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities. 1.

B.

Temporary Shoring: Provide and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished. 1.

3.4

Comply with requirements for access and protection specified in Division 01 Section "Temporary Facilities and Controls."

Strengthen or add new supports when required during progress of selective demolition.

SELECTIVE DEMOLITION, GENERAL A.

General: Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete the Work within limitations of governing regulations and as follows: 1. 2.

3. 4.

5. 6. 7. 8.

Proceed with selective demolition systematically, from higher to lower level. Complete selective demolition operations above each floor or tier before disturbing supporting members on the next lower level. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least likely to damage construction to remain or adjoining construction. Use hand tools or small power tools designed for sawing or grinding, not hammering and chopping, to minimize disturbance of adjacent surfaces. Temporarily cover openings to remain. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring existing finished surfaces. Do not use cutting torches until work area is cleared of flammable materials. At concealed spaces, such as duct and pipe interiors, verify condition and contents of hidden space before starting flame-cutting operations. Maintain fire watch and portable fire-suppression devices during flame-cutting operations. Maintain adequate ventilation when using cutting torches. Remove decayed, vermin-infested, or otherwise dangerous or unsuitable materials and promptly dispose of off-site. Remove structural framing members and lower to ground by method suitable to avoid free fall and to prevent ground impact or dust generation. Locate selective demolition equipment and remove debris and materials so as not to impose excessive loads on supporting walls, floors, or framing.

SELECTIVE STRUCTURE DEMOLITION

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2. 3. 4.

3.5

Clean salvaged items. Pack or crate items after cleaning. Identify contents of containers. Store items in a secure area until delivery to Owner’s Representative. Transport items to Owner's on-site storage area. Protect items from damage during transport and storage.

Removed and Reinstalled Items: 1.

D.

Dispose of demolished items and materials promptly.

Removed and Salvaged Items: 1. 2. 3. 4. 5.

C.

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Clean and repair items to functional condition adequate for intended reuse. Paint equipment to match new equipment. Pack or crate items after cleaning and repairing. Identify contents of containers. Protect items from damage during transport and storage. Reinstall items in locations indicated. Comply with installation requirements for new materials and equipment. Provide connections, supports, and miscellaneous materials necessary to make item functional for use indicated.

Existing Items to Remain: Protect construction indicated to remain against damage and soiling during selective demolition. When permitted by Architect, items may be removed to a suitable, protected storage location during selective demolition and cleaned and reinstalled in their original locations after selective demolition operations are complete.

SELECTIVE DEMOLITION PROCEDURES FOR SPECIFIC MATERIALS A.

Concrete: Demolish in sections. Cut concrete full depth at junctures with construction to remain and at regular intervals, using power-driven saw, then remove concrete between saw cuts.

B.

Masonry: Demolish in small sections. Cut masonry at junctures with construction to remain, using power-driven saw, then remove masonry between saw cuts.

C.

Concrete Slabs-on-Grade: Saw-cut perimeter of area to be demolished, then break up and remove.

D.

Air-Conditioning Equipment: Remove equipment without releasing refrigerants.

3.6

DISPOSAL OF DEMOLISHED MATERIALS A.

General: Except for items or materials indicated to be recycled, reused, salvaged, reinstalled, or otherwise indicated to remain Owner's property, remove demolished materials from Project site and legally dispose of them in an EPA-approved landfill. 1. 2. 3.

B.

Do not allow demolished materials to accumulate on-site. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas. Remove debris from elevated portions of building by chute, hoist, or other device that will convey debris to grade level in a controlled descent.

Burning: Do not burn demolished materials.

SELECTIVE STRUCTURE DEMOLITION

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3.7

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Disposal: Transport demolished materials off Owner's property and legally dispose of them.

CLEANING A.

Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition operations. Return adjacent areas to condition existing before selective demolition operations began.

END OF SECTION 024119

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SECTION 033100 – STRUCTURAL CONCRETE

PART 1 - GENERAL

1.1 A.

1.2

RELATED DOCUMENTS Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1- Specification sections, apply to work of this section.

SCOPE

A.

Extent of concrete work is shown on the Drawings.

B.

Concrete paving and walks are in Division 32.

C.

General field quality control is in Section 01 45 16.

D.

Other Division 3 Sections include: Precast Structural Concrete, Section 03 41 00 Precast Architectural Concrete, Section 03 45 00 Grouting, Section 03 60 00

1.3 A.

B.

QUALITY ASSURANCE Reference Standards: Perform all cast-in-place concrete work in accordance with "Standard Specification for Structural Concrete," ACI 301(latest edition), and “Building Code Requirements for Structural Concrete”, ACI 318 (latest edition) unless amended or superseded by requirements of this section or Notes on the Structural Drawings. A copy of ACI 301 will be available for review at Structural Engineer's office during bidding period. Keep a copy of ACI 301 in Contractor's field office for duration of project. Design Criteria 1.

Concrete: See General Notes on Structural Drawings and ACI 301, Section 4.

2.

Testing Agency: All testing shall be done by an approved testing laboratory selected and paid by the Owner. Contractor shall furnish testing agency access to work, facilities, and incidental labor required for testing and inspection. Retention by the Owner of an independent testing agency shall in no way relieve the Contractor of responsibility for performing all work in accordance with the contract requirements.

3.

Source Quality Control: The Architect, Structural Engineer and Testing Agency shall be offered uninterrupted access to the ready-mix batching plant at all times that the work is in progress.

4.

Record of Work: A record shall be kept by the General Contractor listing the time and date of placement of all concrete for the structure. Such record shall be kept until the

STRUCTURAL CONCRETE

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completion of the project and shall be available to the Architect and Structural Engineer for examination at any time. 5.

C.

1.4 A.

Approval: All formwork surfaces that will provide the finish surface of exposed concrete must be approved by the Architect before depositing concrete.

Documentation: 1.

Submittals: The Contractor shall maintain a complete and current set of submittals including shop and erection drawings, concrete mix designs, formwork, shoring calculations, product data, copies of all mill test reports, materials testing reports and inspection reports.

2.

Construction Deficiency Log: The Contractor shall maintain a Deficiency Log of construction deficiencies and non-conforming work noted by the Owner, Architect, Engineer, Contractor or Independent Testing Agency to be addressed and corrected by the Contractor. Each item in the Deficiency Log shall be referenced by an item number, with a description of the deficiency, the date the deficiency was noted, a description of the corrective action taken (if any) and the date when the corrective action was taken. Corrective action requiring review and approval from the Architect and/or Engineer shall be documented in a Non-Conformance Report (NCR) and issued to the Architect for distribution. A Request for Information (RFI) shall not be used for this purpose. A log of resolved and outstanding NCR’s shall be maintained by the contractor.

3.

The Contractor shall maintain a copy of all documentation on-site and accessible by the Architect and Owner’s representative.

SUBMITTALS Mix Designs: Submit substantiating data for each concrete mix design contemplated for use to the Architect and Structural Engineer not less than six weeks prior to first concrete placement. Data for each mix shall, as a minimum, include the following: 1.

Mix identification designation (unique for each mix submitted).

2.

Statement of intended use for mix.

3.

Mix proportions, including all admixtures used.

4.

Manufacturer's data and / or certifications verifying conformance of all mix materials, including admixtures, with specified requirements.

5.

Wet and dry unit weight.

6.

Entrained air content.

7.

Design slump.

8.

Required average strength qualification data per ACI 301 4.2.3.2 and 4.2.3.3. Submit separate qualification data for each production facility which will supply concrete to the project.

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9.

Average strength qualification data (trial mix data or field test data per ACI 301 4.2.3.4). When field test data is used to qualify average strength, submit separate qualification data for each production facility that will supply concrete to the project.

10.

For mixes specifying a maximum allowed drying shrinkage, submit data in accordance with ASTM C157 substantiating conformance with the requirements.

11.

Field test data submitted under paragraphs above shall include copies of the Concrete Testing Agency's reports from which the data was compiled.

12.

Separate design mixes are required for each strength and class of concrete, each change in type and/or quantity of mix materials including admixtures, each change in slump limits, and each change in entrained air content.

B.

For concrete placed by pumping, separate mix designs are required for each 100 feet of vertical or horizontal distance from the pump to the point of discharge. This requirement may be waived if evidence acceptable to the Structural Engineer is submitted demonstrating, by previous successful experience, that the proposed mix will meet all requirements of these specifications, when sampled at the point of discharge, over the full range of distances required.

C.

History of Concrete Strength Tests: Submit (bi-weekly) for review a history of concrete test cylinder 28-day strength results for each class of concrete. The history of strength results shall conform to the requirements set forth in Field Quality Control in this specification section.

D.

Reinforcement Shop Drawings: Submit Shop Drawings as specified under Section 01 33 00. Indicate bar sizes, spacing, locations, and quantities of reinforcing steel and wire fabric, bending and cutting schedules, and supporting and spacing devices. Indicate exact locations of all openings, framing or special conditions affecting the work. Provide 1/4 inch scale elevations of all walls and grade beams with reinforcing shown.

E.

Product Data: Submit data for proprietary materials and items, including reinforcement and forming accessories, patching compounds, waterstops, joint systems, curing compounds, dryshake finish materials, and others as requested by Architect.

F.

Control and Construction Joints: If slab-on-grade or slab on metal deck control and/or construction joints are not shown on the structural or architectural drawings, submit drawings showing the method of construction and locations of control and construction joints in concrete slabs. The submittal shall include information on the construction of joint adjacent to walls, foundations and columns.

1.5 A.

PRECONSTRUCTION REQUIREMENTS Concrete work Preconstruction Meeting: A preconstruction meeting will be scheduled by the Project Manager and held prior to the start of any cast-in-place concrete construction. The Project Manager, Structural Engineer, Independent Testing Agency, prime Contractor, concrete supplier and reinforcing steel placing Subcontractor shall attend the meeting. Attendance is mandatory. The preconstruction meeting will be conducted to review the requirements given in the Project Documents, to clarify the construction requirements for the work, to coordinate the construction schedule and activities and to identify contractual relationships and delineation of responsibilities between the prime Contractor, various Subcontractors and Independent Testing Agency. A complete set of Project Specifications shall be available at the meeting for review and reference. The prime Contractor shall create the meeting agenda and record minutes of

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the meeting. The prime Contractor shall issue the record of meeting minutes to all of the parties and to the Architect prior to start of cast-in-place construction activities.

1.6 A.

DELIVERY, STORAGE, AND HANDLING Reinforcing: 1.

B.

Unload and store reinforcing bars so they will be kept free of mud. Store on timber skids while awaiting use. Concrete 1. 2.

1.7 A.

Hauling Time: Discharge all concrete transmitted in a truck mixer, agitator, or other transportation device not later than 1-1/2 hours, or 300 revolutions of the drum after the mixing water has been added, whichever is earliest. Extra Water: Deliver concrete to the job in exact quantities required by the design mix. Should extra water be required before depositing the concrete, the Contractor's Superintendent shall have sole authority to authorize the addition of water. Any additional water added to the mix after leaving the batch plant shall be indicated on the truck ticket and signed by the person responsible. Where extra water is added to the concrete, it shall be mixed thoroughly for 30 revolutions of the drum at mixing speed. Water may be added at the site only once to each batch. Do NOT add water to concrete containing high range water reducers after the admixture has been introduced into the mix.

PROTECTION Protect newly finished slabs from rain damage. Protect finished slabs from mortar leakage from pouring of concrete above. Cover masonry walls, glazing, and other finish materials with polyethylene or otherwise protect from damage due to pouring of concrete.

PART 2 - PRODUCTS 2.1

GENERAL

A.

All materials in accordance with ACI 301, paragraphs as listed, unless amended or superseded by requirements of following articles or General Notes on the Structural Drawings.

B.

Name brands listed below are intended to establish the level of quality and performance expected.

2.2

FORM MATERIALS

A.

Forms for Unexposed Finish Concrete: Plywood, lumber, metal or other acceptable material. Provide lumber dressed on at least 2 edges and one side for tight fit.

B.

Form Coatings: Provide commercial formulation form-coating compounds that will not bond with, stain, nor adversely affect concrete surfaces, and will not impair subsequent treatments of concrete surfaces.

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Form Ties: Factory-fabricated, adjustable-length, removable or snap-off metal form ties, designed to prevent from deflection and to prevent spalling concrete upon removal. Provide units which will leave no metal closer than 1-1/2" to surface. 1.

2.3

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Provide ties which, when removed, will leave holes not larger than 1" diameter in concrete surface.

CEMENTITIOUS MATERIALS (ACI 301 4.2.1.1)

A.

General: Unless otherwise specified, use one brand and type of cement throughout the project.

B.

Portland Cement: ASTM C150 Type I/II; Min. Tricalcium Aluminate = 6.5%.

C.

Fly Ash: ASTM C618 Class F or C; Max. loss on ignition = 0.7%.

D.

Definitions: 1.

2.

Portland Cement a.

Type I: Min. Tricalcium Aluminate = 8.2%

b.

Type II: Min. Tricalcium Aluminate = 5.2%

c.

Type I/II: Min. Tricalcium Aluminate = 6.5%

Fly Ash a.

E.

Class C; Max. Silicon Dioxide plus Aluminum Oxide plus Iron Oxide = 69%

Micro Silica (Silica Fume): 1.

MB-SF by Master Builders or approved equal.

2.

Silica fume mineral admixture shall be the dry compacted form. The silica fume manufacturer shall submit a certificate of quality stating that the silica fume meets the following criteria: SiO2

85% Min.

C1

0.5% Max.

L.O.I.

4% Max.

Moisture

2% Max.

Specific Surface

20 m2/gram Min.

Bulk Density

30 lb/ft3 Min.

The silica fume shall be non-crystalline as determined by X-Ray Defraction. STRUCTURAL CONCRETE

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F.

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3.

Bulk silica fume mineral admixture shall be stored at the ready-mix supplier's batch plant in an appropriate clean and dry storage silo. Bagged silica fume shall be stored in an appropriate dry area. Silica fume mineral admixture and water shall not be intermixed prior to being added to the concrete mix. The silica fume mineral admixture in dry form shall be added at the batch plant.

4.

Silica fume shall come from the same source throughout the project. If a single primary source of silica fume cannot be maintained throughout the project, then laboratory testing of proposed sources shall be conducted before a change in the primary source shall be approved. This laboratory testing shall demonstrate to the satisfaction of the Structural Engineer that use of the silica fume from the proposed source will cause no detrimental changes in silica fume concrete performance. Such testing shall be at no cost to the owner.

Ultra Fine Fly Ash (UFFA): 1.

The UFFA manufacturer shall submit a certificate of quality stating that the UFFA meets the following criteria: a.

Conforms to the requirements of ASTM C618, Class F.

b.

Particle Size Requirements: 50% less than 3.25 microns 90% less than 8.50 microns

c.

Strength Activity Index: 7 days (minimum) – 85% 28 days (minimum) – 95%

2.

2.4

d.

Loss of Ignition (maximum): 2%

e.

Moisture Content (maximum): 1%

f.

Retained on No. 325 sieve (Maximum): 6%

Verify compatibility of refined pozzolan with other materials in concrete mix.

ADMIXTURES (ACI 301 4.2.1.4)

A.

General: Unless specified, no admixtures may be used without specific written approval of the Structural Engineer.

B.

Air Entraining Agent: Conform to ASTM C260: Master Builders "MB-VR" or "MB-AE" or approved equal. Add air entraining agent as required herein.

C.

Water Reducing Admixture: Conform to ASTM C494, Type A: Master Builders Pozzolith 322N or Polyheed 997 or approved equal. The admixture shall not contain more chloride ions than are present in municipal drinking water.

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D.

High-range, water reducing (HRWR) admixture (Super-plasticizer): Conform to ASTM C494, Type F or G: Master Builders Rheobuild 1000 or approved equal. The admixture shall not contain more chloride ions than are present in municipal drinking water.

E.

Non-Corrosive, Non-Chloride Accelerator: Conform to ASTM C494, Type E: Master Builders Pozzutec 20 or approved equal. The admixture shall not contain more chloride ions than are present in municipal drinking water. The admixture manufacturer shall have long term test data from an independent testing laboratory proving non-corrosive effects on reinforcing steel using an acceptable accelerated corrosion test method.

F.

Retarding Admixture: Conform to ASTM C494, Type D: Master Builders Pozzolith Retarder or approved equal. The admixture shall not contain more chloride ions than are present in municipal drinking water.

G.

Calcium Chloride: Calcium Chloride or admixtures containing more than 0.50 percent chloride ions or 0.30 percent thiocyanates are not permitted.

H.

Certification: Written Conformance to above mentioned requirements and the chloride ion content of the admixture will be required from the admixture manufacturer prior to mix design review by the Structural Engineer.

I.

Corrosion Inhibitor: Provide DCI by W. R. Grace or Rheocrete CNI by Master Builders or approved equal.

2.5 A.

AGGREGATES (ACI 301 4.2.1.2) Continuously obtain each type aggregate from same source throughout the project. 1.

2.6

Normal Weight Aggregates: ASTM C33, and as herein specified. Provide aggregates from a single source for exposed concrete. a.

For concrete exposed to weathering, do not use fine or coarse aggregates containing spalling-causing deleterious substances.

b.

Local aggregates not complying with ASTM C33 but which have shown by special test or actual service to produce concrete of adequate strength and durability may be used when acceptable to Architect.

CONCRETE MIXES

A.

Prepare concrete mixes for each class of concrete given in the Schedule of Concrete Mixes. The mixes shall meet requirements given in ACI 318, ACI 301, and in this section.

B.

Minimum 28-day compressive strength: Provide concrete mixes that will achieve the minimum 28-day compressive strengths specified in the Schedule of Concrete Mixes as demonstrated by the requirements given in ACI 301, Section 4.2.3.2 and 4.2.3.3.

C.

Concrete mixes shall be either normal-weight or sand-lightweight concrete as specified in the Schedule of Concrete Mixes.

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D.

Provide the specified chemical and cementitious admixtures in each mix as shown in the Schedule of Concrete Mixes. Fly ash may be substituted for cement up to 20% (by weight) of the total cementitious materials quantity for any mix at the discretion of the concrete supplier. Approved chemical admixtures may be included in any concrete mix as required for the mix to meet the specified strength and durability requirements. The mix design documentation submitted for approval shall include the desired admixtures at the proposed dosage. See Paragraph 1.04 Submittals for additional requirements.

E.

Required sulfate resistance: Provide concrete mixes that meet or exceed sulfate resistance requirements given in the Schedule of Concrete Mixes as defined by ACI 318, Section 4.3.

F.

Minimum Freeze-Thaw Resistance: Provide concrete mixes that meet or exceed the minimum freeze-thaw requirements given in the Schedule of Concrete Mixes as defined by ACI 318, Section 4.2.1. Mild exposure indicates concrete incorporating air entrainment for reasons other than durability, such as to improve strength, workability, and cohesion or to reduce the amount of water in the mix.

G.

Permeability and Chloride Resistance: Provide concrete mixes that meet or exceed the permeability and chloride resistance requirements given in the Schedule of Concrete Mixes as defined by ACI 318, Section 4.2.2. 1.

The level of permeability and chloride resistance is defined by the following: I – concrete intended to have low permeability when exposed to water. II – concrete exposed to freezing and thawing in a moist condition or to deicing chemicals. III – for corrosion protection of reinforcement in concrete exposed to chlorides from deicing chemicals. NA – Not Applicable.

H.

Allowed Chloride Ion Content: Provide concrete mixes that do not exceed the chloride ion content limits given in the Schedule of Concrete Mixes as defined in ACI 318, Section 4.4.

I.

Maximum Allowed 28-Day Shrinkage: Provide concrete mixes that do not exceed (in 28 days) the maximum allowed shrinkage requirements given in the Schedule of Concrete Mixes.

J.

The concrete mix supplier shall establish the water-cement ratio and total cementitious materials content for each concrete mix in accordance with the requirements given in ACI 318, Chapter 4 and ACI 301, Section 4. Any concrete mix that contains a water-cement ratio and total cementitious materials content not in accordance with these requirements shall be rejected unless documentation satisfactory to the Structural Engineer is submitted verifying the durability and strength requirements of the mix as specified herein.

K.

Slump: Proportion concrete mixes with slumps suitable to properly place, consolidate and finish concrete in accordance with ACI 318 and the Project Documents.

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Concrete Finish: Provide concrete mixes for flatwork that can be finished in accordance with the tolerance and finish requirements specified in paragraphs 3.21 Slab Finishes and 3.22 Slab Finishes Tolerances.

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Mix Description

SCHEDULE OF CONCRETE MIXES

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

2.7

Mix Type

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Required Admixtures Cementitious Required (percent by Sulfate weight) Resistance

Maximum Allowed 28-day Shrinkage (%) I

0.050

Minimum Coarse Chemical 28-day Aggregate compressive strength (psi)

Moderate

0.15

-

Moderate

II

Minimum Permeability Maximum Freeze-Thaw and Chloride Allowed Resistance Resistance Chloride Ion Content (% by weight of cement) 0.30

N.W.

Severe

1

Moderate

4,500

Foundations, Grade 4,500 Beams, Basement Walls N.W.

Garage Slab-on-Grade

-

2

0.15

-

III

N.W.

0.30

-

Severe

3

II

1.00

-

0.050 Moderate

NA

0.30

1.00

N.W.

Negligible

Mild

I

NA

Concrete 3,500

Topping Slabs on Garage 5,000 Precast Tees

N.W.

Negligible

Moderate

Severe

Normal-Weight on Metal Deck 5,000

N.W.

Moderate

Negligible

4 Precast Concrete 3,500

N.W.

Fly Ash 20%, Negligible Silica Fume 5%

5 Stair Pan Fill 4,000

Calcium Nitrite

6 All Other Concrete

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A.

2.8 A.

2.9 A.

2.10

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Notes to Schedule of Concrete Mixes: 1.

Nomenclature: N.W. = Normal Weight, L.W. = Light-Weight.

2.

Mix type 3 shall contain silica fume admixture at 5% of total cementitious materials (by weight).

3.

Mix type 3 shall contain the specified corrosion inhibitor admixture at 3 gallons per cubic yard dosage and fly ash at 20% (minimum) of total cementitious materials (by weight).

4.

Mix type 3: 5% silica fume may be replaced with 8% ultra fine fly ash (UFFA).

5.

Slab-on-grade shall contain the specified polypropylene fibrous reinforcement.

6.

Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant; at no additional cost to Owner and as accepted by Architect. Laboratory test data for revised mix design and strength results must be submitted to and accepted by Architect before using in work.

WATER: Drinkable

STRENGTH (ACI 301 4.2.2.8) See General Notes on Structural Drawings and Schedule of Concrete Mixes above.

SLUMP (ACI 301 4.2.2.2)

A.

See paragraph 2.6.K above.

B.

Concrete with High-Range Water-Reducer (HRWR) Admixture (Superplasticizer): 8" maximum for Rheobuild 1000 and 7" maximum for other HRWR admixtures unless otherwise directed by Structural Engineer. Minimum slump shall be 6".

2.11 A.

2.12

A.

ADMIXTURES (ACI 301 4.2.2.5) All concrete required to be air entrained shall contain an approved air entraining admixture. All concrete shall contain the specified water reducing admixture and/or high range water reducing admixture (Superplasticizer). Use specified accelerating admixture in concrete slabs placed at ambient temperatures below 50 deg F (10 deg C).

SELECTION OF PROPORTIONS (ACI 301 4.2.3):

Mix Design: Cost of Concrete mix designs by Contractor.

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B.

Selection of Proportions: Use method of ACI 301 4.2.3.4. Mixes shall contain identical materials and proportions intended for use in the project.

C.

Fly ash, in proportions not greater than 20% by weight of the total amount of cementitious materials, may be used when accepted by the Structural Engineer. Cement content and/or water-cement ratio for mixes containing fly ash shall be based on the total weight of cementitious materials (Portland Cement plus fly ash and micro silica, if any).

D.

Minimum Cement Content: See schedule above. All other structural concrete shall contain a minimum of 480 lbs. per cubic yard.

2.13

REINFORCING STEEL (ACI 301 3.2)

A.

All reinforcing shall have a minimum yield strength of 60,000 psi. Reinforcing welded to embedded plates shall conform to ASTM A706 and have a minimum yield strength of 60,000 psi, unless shown otherwise on the Drawings.

B.

All reinforcing shall conform to ASTM A615, Deformed Billet Steel Bars or ASTM A706, LowAlloy Steel Deformed Bars. Finish: Plain.

C.

All welded wire fabric shall conform to ASTM A185, plain in flat sheets. Finish: Plain.

D.

Supports for Reinforcement: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire fabric in place. Use wire bar type supports complying with CRSI specifications.

2.14

FIBROUS REINFORCEMENT

A.

Synthetic macro fibers shall be monofilament, non-fibrillating fiber made of a Polyethylene/Polypropylene blend meeting the requirements of ASTM C1116, paragraph 4.1.3, Type III. Fibers shall have a minimum length of 1.25”, a maximum length of 2.0” and an L/D aspect ratio (length divided by equivalent fiber diameter) between 85 and 100. Fibers shall have a minimum tensile strength of 87 ksi.

B.

Acceptable Products: STRUX 90/40 Synthetic Macro Fiber Reinforcement by W. R. Grace & Co., Fibermesh 650 Macro Fiber Reinforcement by Propex Concrete Systems; or approved equal.

2.15 A.

2.16 A.

CONSTRUCTION JOINT BONDING (ACI 301 5.3.2.6) Bonding Compound: Acrylic or Styrene Butadiene Base: Latex, Euclid Chemical Co.; or approved equal.

Hornweld, A.C. Horn, Inc.; SBR

EXPANSION JOINTS (ACI 301 2.2.1.4) Fiber Expansion Joint: Conform to ASTM D 1751; 3/8" thickness unless shown otherwise on the Drawings.

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ACCESSORIES Void Forms: For all construction other than slab-on-void construction: Moisture resistant treated paper faces, biodegradable, having an interior fabrication of a uniform cellular configuration. Forms must be capable of sustaining all vertical and lateral loads applied until loads can be supported by the concrete structure. Void must be capable of supporting the weight of wet concrete and all construction loads. Properly void the circular edges of all drilled piers at the intersection with grade beams or foundation walls by using a premanufactured, non-field cut, sealed void form, with curved, radial, vertical edges adjacent to drilled piers.

B.

Compressible Form Tape: Bear #536 vinyl foam or equivalent.

C.

Cone Ties: 1-1/4" diameter, 1-1/2" depth, plastic cone with suitable snap tie.

D.

Chamfer Strips: 3/4", 45 degree PVC.

2.18

EPOXY ADHESIVES

A.

With prior approval of the Architect and Structural Engineer as to methods and procedures, make structural repairs with Euclid Chemical Company, Euco Epoxy 452MV or 620, or Sika Chemical Corporation Culma Dur Mortar, Sikadur Hi-Mod L.V., or Sikadur Hi-Mod. Where epoxy injection procedures are used, an approved low viscosity epoxy, made by the previously specified manufacturers, shall be used.

B.

Epoxy Paste Adhesive for Embedment of Anchors: Shall be a two-part, moisture-insensitive epoxy adhesive with ICC approval for use in normal weight concrete. 1.

2.19 A.

2.20

Acceptable Products: "HIT-RE 500-SD” adhesive anchoring system manufactured by Hilti, Inc. of Tulsa, Oklahoma or approved equal.

BONDING COMPOUND FOR RESURFACING OR REPAIR Bonding Compound: Euclid Chemical Company, Euco Weld; Larsen Products Weldcrete; Sika Chemical Corp. Sikabond, or equivalent.

CURING COMPOUND (ACI 301 5.3.6.4.e)

A.

For concrete floors exposed to view and not scheduled to receive floor finishes, the curing compound used shall conform to ASTM C 309, Type I-D, Class B. Manufacturer's certification required, including compatibility with deck sealer (see 2.26).

B.

For floors scheduled to receive floor finishes, the curing compound used shall conform to ASTM C1315.

2.21

ABSORPTIVE COVER

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2.22 A.

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Burlap cloth made from jute or kenaf, weighing approximately 9 ounces per square yard, complying with AASHTO M182, Class 2.

MOISTURE - RETAINING COVER One of the following, complying with ASTM C171: 1. 2. 3.

Polyethylene film, (4 mils (0.004") thick minimum). Waterproof paper. Polyethylene - coated burlap.

2.23

EVAPORATION RETARDER

A. 2.24

"Confilm" by Master Builders, Inc., “Monofilm ER” by US Spec, or approved equal. POST-INSTALLED CONCRETE ANCHORS (EXPANSION AND EPOXY-BONDED ANCHORS)

A.

Mechanical Anchors: Provide one of the following mechanical anchors manufactured by Hilti, Inc. or Simpson Strong-Tie Co. as shown in the Contract Documents. Unless otherwise specified, anchors shall be protected with zinc or mechanically galvanized coating complete with suitable nut and washer with and furnished with the current ICC-ES Evaluation Report. Provide stainless steel anchors where shown in the Contract Documents.

B.

1.

Hilti HDA Undercut Anchor or Simpson Torq-Cut Self-Undercut Anchor

2.

Hilti Kwik Bolt TZ or Simpson Strong-Bolt 2 (Expansion Anchors)

3.

Hilti HDI Anchor or Simpson Drop-In Anchor (Displacement-Controlled Expansion Anchor)

4.

Hilti Kwik HUS-EZ Screw Anchor or Simpson Titen HD Screw Anchor

Epoxy-Bonded Anchors: Provide the following epoxy-bonded anchor manufactured by Hilti, Inc. or Simpson Strong-Tie Co. as shown in the Contract Documents. Unless otherwise specified, anchors shall be protected with zinc or mechanically galvanized coating complete with suitable nut and washer with and furnished with the current ICC-ES Evaluation Report. Provide stainless steel anchors where shown in the Contract Documents 1.

C.

Anchors for Attachment Of Light-Gage Steel Framing To Concrete: Provide the following power-driven fastener manufactured by Hilti, Inc. or Simpson Strong-Tie Co. as shown in the Contract Documents. 1.

D.

2.25 A.

Hilti HIT-RE 500-SD Adhesive Anchor or Simpson SET-XP Epoxy Anchor

Hilti Low-Velocity, X-U Powder-Driven Track Fasteners or Simpson PDPA Powder-Driven Fasteners

Product substitutions from other anchor manufacturers will not be allowed.

NON-SHRINK GROUT OR DRYPACK See Specification Section 03 60 00.

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2.27 A.

2.28

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EPOXY JOINT FILLER (For Exposed Slab-On-Grade Joints) 100% solids, flexible (semi-rigid) epoxy filler / sealer with tensile strength of 500 psi minimum per ASTM D-638, "MM-80" by Metzger / McGuire, “SR50 EJF” by US Spec or approved equal.

FLOOR SEALER “US SPEC Industraseal” by US Mix Products, Co. or approved equal. compatible with previous product used for curing.

Product shall be

PARKING GARAGE CONCRETE DECK SEALER

A.

Product shall be a penetrating, single-component, reactive silane/siloxane sealer with a minimum of 40% alkylalkoxysilane content. Product shall be clear, leaving no visible film or barrier on treated surfaces.

B.

Product shall be VOC-compliant with no more than 350 grams per liter of VOC content.

C.

Product shall demonstrate an average chloride ion reduction of at least 85% at the 0.5” to 1.0” depth when compared against untreated concrete as tested in accordance with NCHRP 244 southern exposure procedures.

D.

Acceptable products:

2.29

1.

“Sikagard 701W” by Sika Corporation

2.

“Hydrozo Silane 40 VOC” by BASF Construction Chemicals, LLC

3.

“Sure Klean Weather Seal SL40” by Prosoco, Inc.

4.

“Iso-Flex 618-40 VOC” by LymTal International, Inc.

5.

Approved equal

PARKING GARAGE JOINT SEALANT

A.

Use to seal hand-tooled deck joints in field-topped and pretopped, precast concrete or cast-inplace, post-tensioned concrete parking structures.

B.

Product shall be a traffic-bearing, two-component, self-leveling, elastomeric, polyurethane joint sealant containing no coal tar, asphalt or other adulterants.

C.

Product shall comply with ASTM C920; Type M, Grade T, Class 25; Uses T, M and A.

D.

Acceptable Products: 1.

“Sikaflex-2C SL” by Sika Corporation

2.

“Sonolastic SL 2” by Sonneborn

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2.30

3.

“Iso-Flex 881GB” by LymTal International, Inc.

4.

“Dymeric 240” or “Dymeric 240 FC” by Tremco, Inc.

5.

Approved equal

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PARKING GARAGE EXPANSION JOINT

A.

Product shall produce a waterproof, vehicular, traffic-bearing joint seal at building expansion joints. Product assembly shall allow for 1.5” (minimum total movement) of thermal or structural movement.

B.

Acceptable Products:

2.31

A.

2.32 A.

1.

“WaboCrete Membrane 201” with edge flaps by Watson-Bowman Acme Corp.

2.

“WF-300” by CS Group.

3.

“LokCrete” by MM Systems Corp.

4.

Approved equal

WATERSTOPS

Waterstops shall be a specially formulated compound of bentonite/butyl that swells upon contact with water. 1.

Waterstop-RX 101 as manufactured by CETCO

2.

Approved equal.

GRANULAR BASE Unwashed, ASTM D448 No. 10 or approved equal. Thickness as shown on drawings.

PART 3 - EXECUTION

3.1

GENERAL

A.

Install concrete work in accordance with ACI 301, paragraphs as listed, unless amended or superseded by following articles or General Notes on the Structural Drawings.

B.

Use ready mixed concrete conforming to ASTM C94; no job mixed concrete allowed.

3.2

INSPECTION

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3.3

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All formwork surfaces that will provide the finish surface of exposed concrete must be approved by the Architect before depositing concrete. Completed installation of concrete reinforcement must be approved by the Testing Agency before depositing concrete.

FORMWORK (ACI 301, SECTION 2)

A.

Earth Cuts (ACI 301 2.2.2.3): Earth cuts may not be used as forms.

B.

Chamfer Strips (ACI 301 2.2.3.2): Install 45 degree chamfer strips at exposed outside corners.

C.

Anchors, Inserts, Blockouts, and Built-In Items: Anchor bolts, inserts, form blockouts, and other items built into the concrete shall be securely fastened to formwork or held in place with templates. Insertion into concrete after pouring will not be allowed.

D.

Void Spaces: Contractor shall be solely responsible for constructing void spaces of full size and extent shown on the Drawings. Construct void form to proper dimensions to fit various conditions shown on the Drawings or encountered in the field. Fabricate and install around columns, drilled piers, and other abutting work in a manner to ensure that wet concrete does not flow into any of the designed void area. If water injection ports are used to ensure breakdown of slab-on-void form material, place ports no closer than a distance of six times the slab thickness to the edges of drilled piers. The maximum amount of water allowed into the void space will be no more than 1/4 gallon per square foot (plan area) of void space.

E.

Slabs on Metal Deck: Structural Engineer.

F.

Dovetail Slots: Install in formwork whenever masonry abuts concrete such as at brick ledges, or surfaces to receive masonry veneer, intersections of masonry walls with concrete walls or columns. At wall intersections, install one vertical slot for each 8" of masonry wall width. At brick ledges, or concrete backup, install vertical slots at 16" o.c.

3.4

PREPARATION OF FORM SURFACES (ACI 301 2.3.1)

A.

3.5

Construct and erect formwork in accordance with ACI 301 2.3.1 unless amended or superseded by the Contract Documents.

FORM REMOVAL (ACI 301 2.3.2) A.

3.6

Locate construction joints where acceptable to the Architect and

Form Facing Material Removal: Form facing material which is removable without disturbing shores may be removed when concrete is at least seven (7) days old. Facing may be removed earlier if specifically permitted by the Architect and Structural Engineer and acceptable curing compound is applied to all formed surfaces immediately after form removal.

FORM REUSE

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents A.

3.7 A.

3.8 A.

3.9 A.

3.10 A.

Clean all form material suitable for reuse before erection. No form material will be acceptable for reuse if, in the opinion of the Architect, it will not produce a finished surface required by these Specifications or called for on the Drawings.

PLACING REINFORCEMENT (ACI 301 3.3.2) Install reinforcing in accordance with ACI 301, Section 3, unless amended or superseded by the general notes on the structural drawings.

WELDING REINFORCEMENT (ACI 301 3.2.2.2) Welding Reinforcing bars not permitted except where specifically indicated. Protect exposed bars intended for bonding with future construction from corrosion by providing adequate covering. Use reinforcing conforming to ASTM 706 where welding of reinforcing is required unless otherwise specified on the Drawings.

FIELD BENDING OF REINFORCEMENT (ACI 301 3.3.2.8) Reinforcement partially embedded in concrete shall not be field bent except as shown on the Drawings or specifically permitted by the Structural Engineer.

CONCRETE PLACEMENT (ACI 301 SECTION 5) Preplacement Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded or cast-in. Notify other crafts to permit installation of their work; cooperate with other trades in setting such work. Moisten wood forms immediately before placing concrete where form coatings are not used. 1.

Apply temporary protective covering to lower 2' of finished walls adjacent to poured floor slabs and similar conditions, and guard against spattering during placement.

B.

Free fall shall not exceed eight (8) feet in walls and columns, nor five (5) feet in other elements.

C.

Guide the flow of concrete in walls and columns for vertical drop between the reinforcing with a spout, down pipe, elephant trunk, or other appropriate method.

D.

Cold Weather Placing: Protect concrete work from physical damage or reduced strength which could be caused by frost, freezing actions, or low temperatures, in compliance with ACI 306.

E.

Hot Weather Placing: When hot weather conditions exist that would seriously impair quality and strength of concrete, place concrete in compliance with ACI 305.

3.11 A.

CONSTRUCTION JOINTS OF STRUCTURAL MEMBERS (ACI 301 5.3.2.6) Construction joints of Structural Members: recommended.

STRUCTURAL CONCRETE

Use specified Bonding Compound, applied as

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3.12

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Doweled Connections: In locations where new concrete is doweled to existing work, drill holes in existing concrete, insert steel dowels and pack solidly with specified non-shrink grout or epoxy mortar as directed by the Structural Engineer.

REPAIR OF SURFACE DEFECTS (ACI 301 5.3.7)

A.

Modify or replace concrete not conforming to required lines, details, and elevations.

B.

Repair or replace concrete not properly placed resulting in excessive honeycombing and other defects. Patch, repair, or replace exposed concrete as directed by the Architect.

C.

Patching of tie holes is required.

D.

Repair defects in structural concrete elements as follows:

E.

F.

3.13 A.

1.

Deep Defects Exposing Reinforcing: Chip to sound concrete and clean thoroughly to remove all loose concrete and dust. Apply thin coat of specified epoxy adhesive. Form and pour, or dry pack with specified non-metallic, non-shrink grout, prior to development of tack-free condition of epoxy bonder. Strip forms after grout has hardened and provide specified finish. Cure using moisture-cover curing or apply specified clear curing and sealing compound immediately after finishing.

2.

Defects Greater Than 1/2" Depth, Not Exposing Reinforcing: Chip, clean and apply specified epoxy adhesive. Dry pack using specified non-metallic, non-shrink grout prior to development of tack-free condition of epoxy bonder. Provide specified finish and cure per Subparagraph (1) above.

Defects Less Than 1/2" Depth and Tie Holes: 1.

For concrete having a specified compressive strength of 5,000 psi or less: Chip and clean per Subparagraph (1). Dry pack, finish, and cure per Subparagraph (1).

2.

For concrete having a specified compressive strength greater than 5,000 psi: Chip and clean per Subparagraph (1). At Contractor's option, dampen surface and apply Sikatop Non-Sag mortar, or equivalent, followed by specified finish (no curing required); or apply thin coat of the specified bonding compound followed by dry pack, finish and cure per Subparagraph (1).

Other equivalent repair procedures may be used subject to review and acceptance by the Architect and Structural Engineer

FORMED SURFACE FINISHES (ACI 301, 5.3.3) Formed surface finishes per ACI 301 5.3.3.5 and as follows: 1.

Rough Form Finish: Provide concrete surface having the texture imparted by the form facing material used, with tie holes filled and defective areas repaired and patched and all fins and other projections exceeding 0.25" in height rubbed down or chipped off. Provide for formed concrete surfaces not exposed to view.

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3.14 A.

3.15

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Smooth Form Finish: Produce smooth form finish by selecting form material to impart a smooth, hard, uniform texture and arranging form panels in an orderly and symmetrical pattern with a minimum of seams. Repair and patch defective areas with all fins or other projections completely removed and smoothed. Provide for formed concrete surfaces exposed to normal view or that are to be covered with a coating material directly applied to concrete in the finished building. This includes waterproofing, painting or similar systems. Fill tie holes and finish flush with and to match adjacent surfaces.

INSTALLATION OF EMBEDDED ITEMS (ACI 301 2.3.1.10) Set and build into work anchorage devices and other embedded items required for other work that is attached to, or supported by, cast-in-place concrete. Use setting drawings, diagrams, instructions, and directions provided by suppliers of items to be attached thereto.

INSTALLATION OF POST-INSTALLED CONCRETE ANCHORS

A.

General: Comply with the installation recommendations given in the Anchor’s ICC-ES evaluation report including the following:

B.

Existing Conditions: 1.

C.

D.

Prior to anchor installation locate existing reinforcing within concrete substrate. Do not damage reinforcing during installation. Contact the Structural Engineer if anchor location conflicts with existing reinforcing.

Mechanical Anchors: 1.

Drill holes into concrete substrate perpendicular to the surface and at specified locations and spacing using carbide-tipped drill bits complying with ANSI 212.15 to depths specified on the Contract Documents. For Hilti HDA Undercut Anchors, use the hammer drill and drill bit supplied by the manufacturer.

2.

Clear holes of dust and debris by blowing out holes using oil-free compressed air as recommended by the manufacturer.

3.

Install anchors to specified embedment depth following recommendations provided by anchor manufacturer including setting bolts with torque specified by the manufacturer.

Epoxy-Bonded Anchors: 1.

Drill holes into concrete substrate perpendicular to the surface and at specified locations and spacing using an electro-pneumatic hammer drill set in rotation-hammer mode and carbide-tipped drill bits complying with ANSI B212.15 to depths specified on the Contract Documents.

2.

Clear holes of dust and debris by blowing out holes using oil-free compressed air, brushing with a wire or nylon brush two times and again blowing with compressed air. See anchor manufacturer’s hole cleaning recommendations for more information. Holes must not contain any water at the time of anchor installation.

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3.16

klipp | a division of gkkworks

3.

Adhesive expiration dates shall be checked prior to installation of anchors. adhesive shall not be used.

Expired

4.

Inject adhesive into holes using the manufacturer’s dispensing tool and product-specific injection nozzle, filling the holes approximately two-thirds full with mixed adhesive after discarding the first three or four “trigger-pulls” of adhesive from each new cartridge.

5.

Install the anchors by twisting clockwise while inserting the anchor into the hole to the required embedment depth.

6.

Do not disturb anchor during the specified cure time. Substrate temperature shall be kept above manufacturer’s recommended minimum cure temperature for the entire recommended cure time.

SCREEDS (ACI 301 2.3.1.5)

A.

Continuous intermediate screed strips set prior to concrete placement are required. Set screeds and adjust as necessary to achieve proper slab elevation and thickness. For slabs poured over metal deck, place screeds along beam lines. Set screeds and adjust as necessary to achieve uniform slab thickness over the beams, allowing for beam camber and deflection. Additional slab thickness between beams due to metal deck deflection is acceptable.

3.17 A.

JOINTING SLABS-ON-GRADE Construction Joints: Field form construction and pour joints with keyway and depressed slab as shown on the drawings.

B.

Control Joints: Construct joints by sawcutting. Make saw cut as soon as possible after placing concrete without dislodging aggregate. Saw cut to a depth of 1/4 of slab thickness.

C.

Slip Joints: Separate slabs-on-grade from vertical surfaces with the specified expansion joint material unless otherwise shown on the drawings.

D.

Slab Construction: Place slabs-on-grade in as large a placement as practical. Locate construction joints on column center lines or under partitions unless shown otherwise. Provide slab-on-grade control joints at spacing shown on the drawings (not to exceed 15-feet if not shown) in perpendicular directions.

E.

Slab Joints: All joints in slabs covered by finish floor materials such as VCT, carpet, ceramic tile, etc., will be filled with leveling compound by the flooring contractor. Fill all joints in exposed slabs-on-grade with the specified epoxy joint filler.

3.18

CONTROL JOINTS IN CONCRETE TOPPING OVER GARAGE PRECAST

A.

Hand-tool crack control joints in topping with a Goldblatt Groover #06-314-M7.

B.

Provide joints directly over the intersections of all precast members and elsewhere as shown on the drawings.

C.

Seal joints with specified joint sealant per manufacturer’s recommendations.

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SLAB FINISHES (ACI 301 5.3.4) Floor finishes per ACI 301 5.3.4.2.j and as follows: 1.

Scratch Finish: Apply scratch finish to monolithic slab surfaces that are to receive concrete floor topping or mortar setting beds for tiles, portland cement terrazzo, and other bonded applied cementitious finish flooring material, and as otherwise shown on drawings.

2.

Float Finish: Apply float finish to monolithic slab surfaces that are to receive trowel finish and other finishes as hereinafter specified, and slab surfaces which are to be covered with membrane or elastic roofing, and as otherwise shown on drawings or in schedules.

3.

a.

After screeding, consolidating, and leveling concrete slabs, do not work the surface further until ready for floating. Begin floating when the surface water has disappeared or when the concrete has stiffened sufficiently to permit the operation of a power-driven float, or both.

b.

Consolidate the surface with power-driven float, or by hand floating if area is small or inaccessible to power units.

c.

Cut down high spots and fill all low spots. Uniformly slope surfaces to drains. Immediately after leveling, refloat the surface to a uniform, smooth, granular texture.

Trowel Finish: Apply trowel finish to monolithic slab surfaces that are to be exposed to view, unless otherwise shown, and slab surfaces that are to be covered with carpet, resilient flooring, paint, or other thin-film finish coating system. a.

After floating, begin the first trowel finish operation using a power driven trowel. Begin final troweling when the surface produces a ringing sound as the trowel is moved over the surface.

b.

Consolidate concrete surface by final hand troweling operation, free of trowel marks, uniform in texture and appearance. Grind smooth surface defects which would telegraph through applied floor covering system.

4.

Trowel and Fine Broom Finish: Where ceramic tile is to be installed with thin-set mortar, apply trowel finish as specified, then immediately follow by slightly scarifying surface with fine brooming.

5.

Non-Slip Broom Finish: Apply non-slip broom finish to exterior concrete platforms, steps, and rams, and elsewhere as indicated. a.

6.

Immediately after float finishing, slightly roughen concrete surface by brooming with fiber bristle broom perpendicular to main traffic route. Coordinate required final finish with Architect before application.

Non-slip Aggregate Finish: Apply non-slip aggregate finish to concrete stair treads, platforms, ramps, sloped walks, and elsewhere as indicated. a.

After completion of float finishing, and before starting trowel, uniformly spread 25 lbs. of dampened non-slip aggregate per 100 sq. ft. of surface. Tamp aggregate

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flush with surface using a steel trowel, but do not force below surface. After broadcasting and tamping, apply trowel finish as herein specified. b.

3.20

After curing, lightly work surface with a steel wire brush, or an abrasive stone, and water to expose non-slip aggregate.

SLAB FINISHING TOLERANCES (ACI 301 5.3.4.2)

A.

SPECIAL AREAS: Areas requiring closer tolerances will be as directed by the Architect.

B.

OTHER AREAS:

3.21 A.

B.

1.

Slope to Drain: 1/4 inch per foot, uniformly sloped.

2.

Trowel Finish: Formed slabs Class AX - 3/16" in 10'. Slabs on metal deck Class BX - 5/16" in 10 feet.

3.

Floated Finish: Class BX - 5/16" in 10 feet.

4.

Scratched Finish: Class CX - 5/16" in 2 feet.

5.

Topping Slab: Class AX - 3/16" in 10 feet.

CURING (ACI 301 5.3.6) General 1.

Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Maintain concrete with minimum moisture loss at a relatively constant temperature for the period necessary for hydration of the cement and hardening of concrete.

2.

Curing shall commence as soon as free water has disappeared from the concrete surface after placing and finishing. The curing period shall be seven days for all concrete.

3.

Curing shall be in accordance with ACI 301 procedures. Avoid rapid drying at the end of the curing period. During hot and cold weather, cure concrete in accordance with ACI 305 and ACI 306.

Curing Concrete Floors, Roofs, and Slabs-on-Grade 1.

Perform curing of concrete by wet curing, by moisture-cover curing, or by liquid membrane curing.

2.

Wet Curing: Provide wet curing by one of the following methods: a.

Keep concrete surface continuously wet, covering with water.

b.

Continuous water-fog spray.

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3.

Covering concrete surface with specified absorptive cover, thoroughly saturating cover with water and keeping it continuously wet. Place absorptive cover to provide coverage of concrete surfaces and edges, with 4" lap over adjacent absorptive covers. Leave coverings in place a minimum of seven days.

Moisture-Cover Curing: Provide moisture-cover curing as follows: a.

Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practical width with sides and ends lapped at least 3" and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape. Provide weights for hold down as required.

b.

Leave coverings in place a minimum of seven days.

c.

Alternative moisture-cover curing procedure: Cover concrete surfaces with moisture-retaining cover as described in subparagraph 3.a. above. Leave coverings in place for a minimum of three days. Remove coverings and cure slab for four additional days using liquid membrane curing as described in paragraph 5 below. Apply liquid membrane curing compound immediately after removal of coverings and curing compound shall be compatible with adhesives used for installation of flooring materials or floor sealers. 1)

4.

C.

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The alternative moisture-cover curing procedure cannot be used on slabs scheduled to receive floor finishes without approval from Architect and Owner.

Liquid Membrane-Forming Curing: Provide liquid membrane curing as follows: a.

Spray concrete surface with specified liquid membrane-forming curing compound as soon as final finishing operations are complete (within 30 minutes). Apply uniformly in continuous operation by power-spray or roller at a rate necessary to achieve the moisture loss requirements of ASTM C 309. Apply each coat in accordance with manufacturer's directions. Recoat areas subjected to rainfall within three hours after initial application.

b.

Curing compound shall be compatible with adhesives used for installation of flooring materials or floor sealers.

Curing other Concrete 1.

Provide curing and sealing compound to walls, grade beams, stair pan fill, exterior slabs, walks, and curb and gutter concrete as follows: a.

Apply specified curing and sealing compound to concrete slabs as soon as final finishing operations are complete (within 30 minutes). Apply uniformly in continuous operation by power-spray or roller at a rate necessary to achieve the moisture loss requirements of ASTM C 309. Apply each coat in accordance with manufacturer's directions. Recoat areas subjected to rainfall within three hours after initial application.

b.

Maintain continuity of coating and repair damage during curing period.

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D.

Obtain Architect's and Engineer's acceptance for use of membrane curing compounds on surfaces which are to be covered with coating material applied directly to concrete, liquid floor hardener, waterproofing, dampproofing, membrane roofing, flooring (such as ceramic or quarry tile, glue-down carpet), painting, and other coatings and finish materials.

Curing Unformed Surfaces 1.

3.22

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Cure unformed surfaces, such as slabs, floor topping, and other flat surfaces by application of appropriate curing method.

FIBER REINFORCEMENT

A.

Where fiber reinforcement is allowed for secondary reinforcing of slabs, paving, or flatwork, add fiber at the rate of 3.5 lbs./cy in accordance with manufacturer's instructions.

B.

Fiber reinforcement shall be added at the batch plant and to the aggregates during weighing or to the mixer before, during or after charging. Minimum mixing time required to ensure adequate dispersion shall be 5 minutes or 70 revolutions at mixing speed.

C.

If mix design specifies the use of a superplasticizer, add and mix fiber prior to adding the superplasticizer.

D.

Use of fiber reinforcement shall not change water requirements of mix.

3.23 A.

3.24

FLOOR SEALER Apply Specified Sealing compound to all slabs-on-grade not scheduled to receive further finish (Re: Room Finish Schedule), following completion of ten day moisture cure, in accordance with manufacturer's recommendations. Apply specified sealing compound to other areas as indicated on the drawings.

PARKING GARAGE DECK SEALER, JOINT SEALANT AND EXPANSION JOINTS

A.

Apply specified deck sealer to all horizontal garage deck surfaces in accordance with the manufacturer’s recommendations.

B.

Fill all joints in garage decks with the specified joint sealant following the sealant manufacturer’s recommendations for joint preparation and filling with sealant.

C.

Construct expansion joints in garage decks using the specified expansion joint product in accordance with the details shown in the architectural and structural drawings and in accordance with the joint manufacturer’s recommendations. Report any differences between the manufacturer’s recommendations and the details on the architectural and structural drawings to the architect before proceeding with the work.

3.25 A.

FIELD QUALITY CONTROL (ACI 301, 1.6) See Section 01 45 16 for general procedures and requirements.

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C.

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Concrete inspection and testing will be made in accordance with building code requirements, and Contract Documents, and will include the following: 1.

Testing concrete for strength, slump, air content, temperature, and unit weight.

2.

Making and testing concrete cylinders, including furnishing cylinder containers for specimens.

3.

Inspection at the batching plant.

4.

Transporting and storing of all specimens involved in testing and inspection. Test cylinders are to be transported to laboratory not later than 24 hours after casting or earlier than 16 hours after casting.

5.

Inspection of mixing and placing of concrete at the site, including recording of: amount and location of concrete placement, truck number and amount of water added to each load of concrete tested, time of transit, time mixed on job, time placement was completed, method of placing concrete, and any other pertinent information.

Test Specimens 1.

The Testing Laboratory will take specimens of each class of concrete from different locations on the job as follows: At least one set of four cylinders for each 50 cubic yards or fraction thereof of caisson concrete, but not less than one set for each caisson requiring one or more truck loads of concrete or one set for each truck load when more than one caisson is cast from the same load. At least one set of four cylinders for each 100 cubic yards or fraction thereof of all other concrete, but not less than one set for any one-day's operation.

2.

When more than 100 cy of each type or category concrete is placed in any one day, the interval between test samples shall be at least 30 cy in order to be representative of the entire day's operation.

3.

Separate design mixes are required for each strength and class of concrete, each change in type and/or quantity of mix materials including admixtures, each change in slump limits, and each change in entrained air content.

4.

Slump and Air Content: Sample the concrete used for each set of test cylinders for air content, temperature and slump. If the measured slump is greater by ½” than the upper limit given in the approved mix design, the concrete represented by that sample shall be rejected and adjustments shall be made to the concrete mix to bring the slump into conformance with the slump range given in the approved mix design. If the measured air content is less than the lower limit or greater by 1% than the upper limit given in the approved mix design, the concrete represented by that sample shall be rejected and adjustments shall be made to the concrete mix to bring the air content into conformance with the air content range given in the approved mix design.

5.

Yield: Test at intervals of 100 cy or major fraction thereof for each concrete mix type or category placed in one day. Test concrete for yield from same truck as compressive strength cylinders are taken.

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6.

Architect may require the making of additional cylinders should there be reasonable causes to suspect that concrete being placed does not comply with specified concrete quality.

7.

For concrete placed by pumping, test specimens and concrete used for determination of slump, air content, and weight are to be taken at the point of placement of the concrete. Additionally, the slump and air content of the first truck load of concrete for each day’s operation shall be determined prior to being placed into the pump.

8.

Samples will be obtained in accordance with ASTM C172.

9.

Making, curing and subsequent handling of test cylinders, except as modified herein, shall be in accordance with ASTM C31. Testing shall be in accordance with ASTM C39.

10.

The cylinders shall be placed in laboratory storage under moist curing conditions at approximately 70 degrees F. within 24 hours after molding, and maintained therein until tested. Tests will be as follows:

11.

12.

a.

One cylinder shall be tested at seven days for information.

b.

Two cylinders shall be tested at 28 days for acceptance. The acceptance test results shall be the average strength of these two cylinders.

c.

One cylinder shall be tested at 56 days for information only if the test results at 28 days are below the minimum required strength.

Test Reports: Reports of cylinder tests shall be submitted as specified above within five days of laboratory testing. Test reports shall, as a minimum, include: a.

Project data including project name and address, concrete supplier, supplier's delivery ticket number and mix identification number, Testing Agency's test or cylinder identification number, and location of pour.

b.

Results of field testing at time of sampling including date and time of sampling, amount of water added at site prior to sampling, ambient air temperature and concrete temperature, concrete slump and air content, and concrete wet unit weight.

c.

Results of laboratory testing including date test specimens were transported to laboratory, date and age of concrete at time of testing, compressive strength of each cylinder tested, average compressive strength of tested cylinders, and specified design strength of concrete represented by the test.

History of Concrete Strength Tests: The concrete supplier shall submit (bi-weekly) for review by the Architect a history of concrete test cylinder 28-day strength results for each class of concrete. The history of strength results shall conform to the requirements of ACI 318 5.6.3.3. Submit the following for each class of concrete: a.

A history of concrete compressive strength averages using three, consecutive compressive strength results obtained from all test results available of the concrete mix.

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A history of concrete compressive strength averages using three, consecutive compressive strength results obtained from the test results of the mix as used in the project.

If the strength of a class of concrete does not meet the requirements of ACI 318 5.6.3.3, the contractor and mix supplier shall make adjustments to the mix in accordance with ACI 318 5.6.3.4. The proposed adjustments shall be submitted to the Architect for review and approval prior to instituting the adjustments. 13.

Additional Testing: Contractor shall bear the cost of testing and inspection resulting as a consequence of the following: a.

Work not in compliance with the Contract Documents.

b.

Testing requested by the Contractor or Subcontractor such as additional cylinders for early breaks, etc.

c.

Testing to verify the adequacy of work done without prior notice, without proper supervision, or contrary to standard construction practice.

14.

Reinforcing Steel Inspection: Concrete reinforcing shall be inspected by the Testing Agency prior to closing of concrete form work or placing of concrete. Inspect all reinforcing for conformance with Contract requirements. Submit written reports for conformance with Contract requirements. Submit written reports of all inspections in accordance with above requirements on a daily basis. Such reports shall include a description of each area inspected, deficiencies noted, and corrective action undertaken to resolve such deficiencies. Deficiencies observed shall immediately be brought to the attention of the Contractor's Field Superintendent and Reinforcing Placer's Foreman. In the event deficiencies are not corrected, or if an interpretation of the Contract documents is required, the Structural Engineer shall be immediately notified.

15.

Batch Plant Inspection: Concrete batching plant shall be inspected by the Testing Agency for conformance with Contract requirements at the start of concrete work and thereafter as directed by the Structural Engineer. Such inspections shall include:

16.

a.

Number of Quality Control personnel and assigned responsibilities.

b.

Condition of equipment

c.

Method of measurement of material quantities.

d.

Adequacy of methods for protection of stored materials.

e.

Verification of proper design mix proportions.

f.

Batching time.

g.

Type of materials used.

h.

Written reports of such inspections shall be submitted within one week.

Monitoring of Batch Plant Quality Control: The Testing Agency will maintain a continuous record for each class of concrete showing the results of each 28-day acceptance test, the

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moving average strength of the last three (3) acceptance tests. A current copy of each such record will be maintained at the job site and will be submitted to the Structural Engineer on a bi-weekly basis and within three (3) working days of the close of the reporting period. Coefficient of variation shall be computed in accordance with ACI equation (4.1). 17.

Post-Installed Concrete Anchors: a.

Mechanical Anchors: The testing Agency shall provide continuous inspection of installation of drilled-in mechanical anchors supporting structural framing (beams, girders, columns, miscellaneous framing) and other anchors as indicated on the drawings as follows: Prior to installation, the Testing Agency shall verify the product name, anchor type, diameter, length and finish. In addition, the Testing Agency shall document the concrete type and specified strength of the concrete substrate receiving the anchor and verify the use of the correct drill bit. After drilling, the Testing Agency shall document hole spacing, edge distances, depth, cleanliness and verify hole is perpendicular to the receiving surface. During installation, the Testing Agency shall verify installation procedures are in accordance with the anchor manufacturer’s recommendations.

b.

Epoxy-Bonded Anchors: The Testing Agency shall provide periodic inspection of installation of epoxy-bonded anchors as follows: Initial Installation: For each anchor type and size, the Testing Agency shall perform the following inspection: Prior to installation, the Testing Agency shall verify the anchor type, product name, diameter, length and finish. In addition, the Testing Agency shall document the concrete type and specified strength of the concrete substrate receiving the anchor and verify the use of the correct drill bit. After drilling, the Testing Agency shall document hole spacing, edge distances, depth, cleanliness and verify hole is perpendicular to the receiving surfaces. During installation, the Testing Agency shall verify installation procedures are in accordance with the anchor manufacturer’s recommendations including mixing and injection of epoxy using manufacturer’s supplied equipment. Subsequent Installations: Any change in the anchor product being installed or the personnel performing the installation will require an initial inspection be performed. The Testing Agency will make regular, periodic inspections of anchor installation to confirm correct handling and installation of the anchor product.

3.26

EVALUATION AND ACCEPTANCE CRITERIA (ACI 301 1.6.6, 1.6.7, and 1.7)

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Basis of evaluation and acceptance of work under this section shall be in accordance with the provisions of ACI 301 1.6.6, 1.6.7 and 1.7 and the following: 1.

All special inspections required by the governing building code and the Project Documents have been completed by the Independent Testing Agency with no deficiencies left outstanding.

2.

All items pertinent to concrete construction listed in the Construction Deficiency Log must be resolved to the Architect’s and Engineer’s satisfaction with all outstanding NonConformance Reports completed.

MISCELLANEOUS CONCRETE REQUIREMENTS All other concrete work indicated on the Drawings shall be provided and installed, even though not specifically mentioned herein, to complete the work, including the following: 1.

Anchors: Install anchors furnished under Section 05 50 00 in accordance with Shop Drawings for structural or miscellaneous steel.

2.

Equipment Bases: Install concrete bases for all pumps, boilers, tanks, fans, transformers, floor mounted electrical equipment, etc., including anchor bolts and inserts in accordance with setting diagrams furnished by the Contractor responsible for installing the equipment. Finish all bases in a workmanlike manner with a troweled finish. The bases shall be located and sizes determined by the Contractor furnishing the equipment.

3.

Steel Pan Stairs: Provide concrete fill for steel pan stair treads and landings and associated items. Cast-in safety inserts and accessories as shown on drawings. Screed, tamp, and finish concrete surfaces as scheduled.

END OF SECTION 033100

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SECTION 033300 - ARCHITECTURAL CONCRETE

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes cast-in-place architectural concrete including form facings, reinforcement accessories, concrete materials, concrete mixture design, placement procedures, and finishes.

B.

Related Requirements: 1. 2. 3. 4.

1.2

Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements. Division 03 Section “Structural Concrete.” Division 07 Section "Joint Sealants" for elastomeric joint sealants in contraction and other joints in cast-in-place architectural concrete. Division 32 Section "Concrete Paving" for concrete pavement and flatwork finishes.

DEFINITIONS A.

Cast-in-Place Architectural Concrete: Formed concrete that is exposed to view on surfaces of completed structure or building and that requires special concrete materials, formwork, placement, or finishes to obtain specified architectural appearance.

B.

Cementitious Materials: Portland cement alone or in combination with one or more of the following: blended hydraulic cement, fly ash and other pozzolans, ground granulated blastfurnace slag, and silica fume; subject to compliance with requirements.

C.

Design Reference Sample: Sample designated by Architect in the Contract Documents that reflects acceptable surface quality and appearance of cast-in-place architectural concrete.

D.

Reveal: Projection of coarse aggregate from matrix or mortar after completion of exposure operations.

1.3

PREINSTALLATION MEETINGS A.

Preinstallation Conference: Conduct conference at Project site. 1.

Before submitting design mixtures, review concrete design mixture and examine procedures for ensuring quality of concrete materials. Require representatives of each entity directly concerned with architectural concrete to attend, including the following: a. b. c. d.

2.

Contractor's superintendent. Independent testing agency responsible for concrete design mixtures. Ready-mix concrete manufacturer. Cast-in-place architectural concrete subcontractor.

Review concrete finishes and finishing, cold- and hot-weather concreting procedures, curing procedures, construction joints, forms and form-removal limitations, reinforcement accessory installation, concrete repair procedures, and protection of cast-in-place architectural concrete.

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ACTION SUBMITTALS A.

Product Data: For each type of product.

B.

Design Mixtures: For each concrete mixture. Submit alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments. 1.

Indicate amounts of mixing water to be withheld for later addition at Project site.

C.

Formwork Shop Drawings: Show formwork construction including form-facing joints, rustications, construction and contraction joints, form joint-sealant details, form tie locations and patterns, inserts and embedments, cutouts, cleanout panels, and other items that visually affect cast-in-place architectural concrete.

D.

Placement Schedule: Submit concrete placement schedule before start of placement operations. Include locations of all joints including construction joints.

E.

Samples: For each of the following materials: 1. 2. 3. 4. 5.

F.

1.5

Form-facing panel. Form ties. Form liners. Coarse- and fine-aggregate gradations. Chamfers and rustications.

Samples for Verification: Architectural concrete Samples, cast vertically, approximately 18 by 18 by 2 inches (450 by 450 by 50 mm), of finishes, colors, and textures to match design reference sample. Include Sample sets showing the full range of variations expected in these characteristics.

INFORMATIONAL SUBMITTALS A.

Qualification Data: For manufacturer and testing agency.

B.

Material Certificates: For each of the following: 1. 2. 3. 4.

C.

Material Test Reports: For the following, by a qualified testing agency: 1.

1.6

Cementitious materials. Admixtures. Form materials and form-release agents. Repair materials.

Aggregates. Include service record data indicating absence of deleterious expansion of concrete due to alkali-aggregate reactivity.

QUALITY ASSURANCE A.

Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment.

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B.

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Manufacturer certified according to NRMCA's "NRMCA Quality Control Manual Section 3, Certification of Ready Mixed Concrete Production Facilities."

Testing Agency Qualifications: Qualified according to ASTM C 1077 and ASTM E 329 for testing indicated, as documented according to ASTM E 548. 1. 2.

Personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-01 or an equivalent certification program. Personnel performing laboratory tests shall be an ACI-certified Concrete Strength Testing Technician and Concrete Laboratory Testing Technician - Grade I. Testing Agency laboratory supervisor shall be an ACI-certified Concrete Laboratory Testing Technician Grade II.

C.

Source Limitations for Cast-in-Place Architectural Concrete: Obtain each color, size, type, and variety of concrete material and concrete mixture from single manufacturer with resources to provide cast-in-place architectural concrete of consistent quality in appearance and physical properties.

D.

ACI Publications: Comply with the following unless modified by requirements in the Contract Documents: 1. 2.

ACI 301, "Specification for Structural Concrete," Sections 1 through 5. ACI 303.1, "Specification for Cast-in-Place Architectural Concrete."

E.

Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to design concrete mixtures.

F.

Field Sample Panels: After approval of verification sample and before casting architectural concrete, produce field sample panels to demonstrate the approved range of selections made under Sample submittals. Produce a minimum of three sets of full-scale panels, cast vertically, approximately 48 by 48 by 6 inches (1200 by 1200 by 150 mm) minimum, to demonstrate the expected range of finish, color, and texture variations. 1. 2. 3. 4. 5.

G.

Locate panels as indicated or, if not indicated, as directed by Architect. Demonstrate methods of curing, aggregate exposure, sealers, and coatings, as applicable. In presence of Architect, damage part of an exposed-face surface for each finish, color, and texture, and demonstrate materials and techniques proposed for repair of tie holes and surface blemishes to match adjacent undamaged surfaces. Maintain field sample panels during construction in an undisturbed condition as a standard for judging the completed Work. Demolish and remove field sample panels when directed.

Mockups: Before casting architectural concrete, build mockups to verify selections made under Sample submittals and to demonstrate typical joints, surface finish, texture, tolerances, and standard of workmanship. Build mockups to comply with the following requirements, using materials indicated for the completed Work: 1. 2. 3.

Build mockups in the location and of the size indicated or, if not indicated, as directed by Architect. Build mockups of typical exterior wall of cast-in-place architectural concrete as shown on Drawings. Demonstrate curing, cleaning, and protecting of cast-in-place architectural concrete, finishes, and contraction joints, as applicable.

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In presence of Architect, damage part of the exposed-face surface for each finish, color, and texture, and demonstrate materials and techniques proposed for repair of tie holes and surface blemishes to match adjacent undamaged surfaces. Obtain Architect's approval of mockups before casting architectural concrete. Subject to compliance with requirements, approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

PART 2 - PRODUCTS

2.1

FORM-FACING MATERIALS A.

General: Comply with Division 03 Section "Structural Concrete" for formwork and other formfacing material requirements.

B.

Form-Facing Panels for As-Cast or Exposed-Aggregate Finishes: Steel, glass-fiber-reinforced plastic, or other approved nonabsorptive panel materials that will provide continuous, true, and smooth architectural concrete surfaces. Furnish in largest practicable sizes to minimize number of joints.

C.

Form-Facing Panels for As-Cast or Exposed-Aggregate Finishes: Exterior-grade plywood panels, nonabsorptive, that will provide continuous, true, and smooth architectural concrete surfaces, high-density overlay, Class 1, or better, complying with DOC PS 1.

D.

Forms for Cylindrical Columns, Pedestals, and Supports: Metal, glass-fiber-reinforced plastic, paper, or fiber tubes that will provide surfaces with gradual or abrupt irregularities not exceeding specified formwork surface class. Provide units with sufficient wall thickness to resist plastic concrete loads without detrimental deformation.

E.

Pan-Type Forms: Glass-fiber-reinforced plastic or formed steel, stiffened to resist plastic concrete loads without detrimental deformation.

F.

Form Liners: Units of face design, texture, arrangement, and configuration indicated. Furnish with manufacturer's recommended liquid-release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent surface treatments of concrete.

G.

Rustication Strips: Metal, rigid plastic, or dressed wood with sides beveled and back kerfed; nonstaining; in longest practicable lengths.

H.

Chamfer Strips: Metal, rigid plastic, elastomeric rubber, or dressed wood, 3/4 by 3/4 inch (19 by 19 mm), minimum; nonstaining; in longest practicable lengths.

I.

Form Joint Tape: Compressible foam tape; pressure sensitive; AAMA 800, "Specification 810.1, Expanded Cellular Glazing Tape"; minimum 1/4 inch (6 mm) thick.

J.

Form Joint Sealant: Elastomeric sealant complying with ASTM C 920, Type M or Type S, Grade NS, that adheres to form joint substrates.

K.

Sealer: Penetrating, clear, polyurethane wood form sealer formulated to reduce absorption of bleed water and prevent migration of set-retarding chemicals from wood.

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Form-Release Agent: Commercially formulated, colorless form-release agent that will not bond with, stain, or adversely affect architectural concrete surfaces and will not impair subsequent treatments of those surfaces. 1.

Formulate form-release agent with rust inhibitor for steel form-facing materials.

M.

Surface Retarder: Chemical liquid set retarder, for application on form-facing materials, capable of temporarily delaying final hardening of newly placed concrete surface to depth of reveal specified.

N.

Form Ties: Factory-fabricated, glass-fiber-reinforced plastic ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal. 1.

2.2

Furnish glass-fiber-reinforced plastic ties, not less than 1/2 inch (13 mm) in diameter, of color selected by Architect from manufacturer's full range.

STEEL REINFORCEMENT AND ACCESSORIES A.

General: Comply with Division 03 Section "Structural Concrete" for steel reinforcement and other requirements for reinforcement accessories.

B.

Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded-wire fabric in place; manufacture according to CRSI's "Manual of Standard Practice." 1.

2.3

Where legs of wire bar supports contact forms, use gray, all-plastic bar supports.

CONCRETE MATERIALS A.

Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project: 1.

Portland Cement: ASTM C 150, Type I/II. Supplement with the following: a. b.

B.

Fly Ash: ASTM C 618, Class F. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or Grade 120.

Normal-Weight Aggregates: ASTM C 33, Class 3M coarse aggregate or better, graded. Provide aggregates from single source with documented service record data of at least 10 years' satisfactory service in similar applications and service conditions using similar aggregates and cementitious materials. 1. 2.

Maximum Coarse-Aggregate Size: 1 inch (25 mm). Gradation: Uniformly graded.

C.

Normal-Weight Fine Aggregate: ASTM C 33 or ASTM C 144, manufactured or natural sand, from same source for entire Project.

D.

Water: Potable, complying with ASTM C 94/C 94M except free of wash water from mixer washout operations.

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ADMIXTURES A.

Air-Entraining Admixture: ASTM C 260.

B.

Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride. 1. 2. 3. 4. 5. 6.

C.

Color Pigment: ASTM C 979, synthetic mineral-oxide pigments or colored water-reducing admixtures; color stable, free of carbon black, nonfading, and resistant to lime and other alkalis. 1.

2.5

Water-Reducing Admixture: ASTM C 494/C 494M, Type A. Retarding Admixture: ASTM C 494/C 494M, Type B. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.

Color: As selected by Architect from manufacturer's full range.

CURING MATERIALS A.

Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. (305 g/sq. m) when dry.

B.

Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

C.

Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B. 1. 2.

2.6

For integrally colored concrete, curing compound shall be approved by color pigment manufacturer. For concrete indicated to be sealed, curing compound shall be compatible with sealer.

REPAIR MATERIALS A.

Bonding Agent: ASTM C 1059/C 1059M, Type II, nonredispersible, acrylic emulsion or styrene butadiene.

B.

Epoxy Bonding Adhesive: ASTM C 881/C 881M, two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class suitable for application temperature and of grade to suit requirements.

2.7

CONCRETE MIXTURES, GENERAL A.

Prepare design mixtures for each type and strength of cast-in-place architectural concrete proportioned on basis of laboratory trial mixture or field test data, or both, according to ACI 301. 1.

B.

Use a qualified independent testing agency for preparing and reporting proposed design mixtures based on laboratory trial mixtures.

Proportion concrete mixtures as follows:

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Compressive Strength (28 Days): 4000 psi (27.6 MPa). Maximum Water-Cementitious Materials Ratio: 0.46. Slump Limit: 4 inches (100 mm) for concrete with verified slump of 2 to 4 inches (50 to 100 mm) before adding high-range water-reducing admixture or plasticizing admixture, plus or minus 1 inch (25 mm). Air Content: 5-1/2 percent, plus or minus 1.5 percent at point of delivery for 1-1/2-inch (38-mm) nominal maximum aggregate size.

C.

Cementitious Materials: For cast-in-place architectural concrete exposed to deicers, limit percentage, by weight, of cementitious materials other than portland cement according to ACI 301 requirements. Use fly ash, pozzolan, ground granulated blast-furnace slag, and silica fume as needed to reduce the total amount of portland cement, which would otherwise be used, by not less than 40 percent.

D.

Admixtures: Use admixtures according to manufacturer's written instructions.

E.

Color Pigment: Add color pigment to concrete mixture according to manufacturer's written instructions and to result in hardened concrete color consistent with approved mockup.

2.8

CONCRETE MIXING A.

Ready-Mixed or Site-Mixed Architectural Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M and furnish batch ticket information. 1. 2.

Clean equipment used to mix and deliver cast-in-place architectural concrete to prevent contamination from other concrete. When air temperature is between 85 and 90 deg F (30 and 32 deg C), reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.

PART 3 - EXECUTION

3.1

FORMWORK A.

General: Comply with Division 03 Section "Structural Concrete" for formwork, embedded items, and shoring and reshoring.

B.

Limit deflection of form-facing panels to not exceed ACI 303.1 requirements.

C.

Fabricate forms to result in cast-in-place architectural concrete that complies with ACI 117, "Specifications for Tolerances for Concrete Construction and Materials."

D.

Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide crush or wrecking plates where stripping may damage cast-in-place surfaces. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. Kerf wood rustications, keyways, reglets, recesses, and the like, for easy removal. 1. 2.

Seal form joints and penetrations at form ties with form joint tape or form joint sealant to prevent cement paste leakage. Do not use rust-stained steel form-facing material.

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E.

Provide temporary openings for cleanouts and inspection ports where interior area of formwork is inaccessible. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.

F.

Chamfer exterior corners and edges of cast-in-place architectural concrete.

G.

Coat contact surfaces of wood rustications and chamfer strips with sealer before placing reinforcement, anchoring devices, and embedded items.

H.

Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and bulkheads required in the Work. Determine sizes and locations from trades providing such items.

I.

Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placing concrete.

J.

Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.

K.

Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions, before placing reinforcement.

L.

Coat contact surfaces of forms with surface retarder, according to manufacturer's written instructions, before placing reinforcement.

M.

Place form liners accurately to provide finished surface texture indicated. Provide solid backing and attach securely to prevent deflection and maintain stability of liners during concreting. Prevent form liners from sagging and stretching in hot weather. Seal joints of form liners and form liner accessories to prevent mortar leaks. Coat form liner with form-release agent.

3.2

REINFORCEMENT AND INSERTS A.

General: Comply with Division 03 Section "Structural Concrete" for fabricating and installing steel reinforcement. Securely fasten steel reinforcement and wire ties against shifting during concrete placement.

B.

Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.

3.3

REMOVING AND REUSING FORMS A.

Formwork for sides of beams, walls, columns, and similar parts of the Work that does not support weight of concrete may be removed after cumulatively curing at not less than 50 deg F (10 deg C) for 24 hours after placing concrete if concrete is hard enough to not be damaged by form-removal operations and curing and protection operations are maintained. 1. 2.

B.

Schedule form removal to maintain surface appearance that matches approved mockups. Cut off and grind glass-fiber-reinforced plastic form ties flush with surface of concrete.

Leave formwork for beam soffits, joists, slabs, and other structural elements that support weight of concrete in place until concrete has achieved 28-day design compressive strength. Remove forms only if shores have been arranged to permit removal of forms without loosening or disturbing shores.

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C.

Clean and repair surfaces of forms to be reused in the Work. Do not use split, frayed, delaminated, or otherwise damaged form-facing material. Apply new form-release agent.

D.

When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints. Align and secure joints to avoid offsets. Do not use patched forms for cast-in-place architectural concrete surfaces.

3.4

JOINTS A.

Construction Joints: Install construction joints true to line with faces perpendicular to surface plane of cast-in-place architectural concrete so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect. 1. 2. 3. 4. 5. 6.

B.

3.5

Place joints perpendicular to main reinforcement. Continue reinforcement across construction joints unless otherwise indicated. Form keyed joints as indicated. Align construction joint within rustications attached to form-facing material. Locate joints for beams, slabs, joists, and girders in the middle third of spans. Offset joints in girders a minimum distance of twice the beam width from a beam-girder intersection. Locate horizontal joints in walls and columns at underside of floors, slabs, beams, and girders and at the top of footings or floor slabs. Space vertical joints in walls as indicated. Locate joints beside piers integral with walls, near corners, and in concealed locations where possible. Use bonding agent or epoxy-bonding adhesive at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

Contraction Joints: Form weakened-plane contraction joints true to line with faces perpendicular to surface plane of cast-in-place architectural concrete so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect.

CONCRETE PLACEMENT A.

Before placing concrete, verify that installation of formwork, form-release agent, reinforcement, and embedded items is complete and that required inspections have been performed.

B.

Do not add water to concrete during delivery, at Project site, or during placement unless approved by Architect.

C.

Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301. 1.

D.

Do not add water to concrete after adding high-range water-reducing admixtures to mixture.

Deposit concrete continuously between construction joints. segregation. 1. 2.

Deposit concrete to avoid

Deposit concrete in horizontal layers of depth to not exceed formwork design pressures and in a manner to avoid inclined construction joints. Consolidate placed concrete with mechanical vibrating equipment according to ACI 303.1.

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E.

2. 3. 4.

When average high and low temperature is expected to fall below 40 deg F (4.4 deg C) for three successive days, maintain delivered concrete mixture temperature within the temperature range required by ACI 301. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials. Do not use calcium chloride, salt, or other materials containing antifreeze agents. Do not use chemical accelerators unless otherwise specified and approved in design mixtures.

Hot-Weather Placement: Comply with ACI 301 and as follows: 1.

2.

3.6

Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6 inches (150 mm) into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. Do not permit vibrators to contact forms.

Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures. 1.

F.

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Maintain concrete temperature below 90 deg F (32 deg C) at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.

FINISHES, GENERAL A.

Architectural Concrete Finish: Match Architect's design reference sample, identified and described as indicated, to satisfaction of Architect.

B.

Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. 1.

C.

3.7

Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated.

Maintain uniformity of special finishes over construction joints unless otherwise indicated.

AS-CAST FORMED FINISHES A.

Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Remove fins and other projections exceeding specified limits on formed-surface irregularities. Repair and patch tie holes and defects.

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EXPOSED-AGGREGATE FINISHES A.

Scrubbed Finish: After concrete has achieved a compressive strength of from 1000 to 1500 psi (6.9 to 10.3 MPa), apply scrubbed finish. Wet concrete surfaces thoroughly and scrub with stiff fiber or wire brushes, using water freely, until top mortar surface is removed and aggregate is uniformly exposed. Rinse scrubbed surfaces with clean water. Maintain continuity of finish on each surface or area of Work. Remove only enough concrete mortar from surfaces to match design reference sample or mockup.

B.

High-Pressure Water-Jet Finish: Perform high-pressure water jetting on concrete that has achieved a minimum compressive strength of 4500 psi (31 MPa). Coordinate with formwork removal to ensure that surfaces to be high-pressure water-jet finished are treated at same age for uniform results. 1.

C.

Surface Continuity: Perform high-pressure water-jet finishing in as continuous an operation as possible, maintaining continuity of finish on each surface or area of Work. Maintain required patterns or variances in reveal projection to match design reference sample or mockup.

Abrasive-Blast Finish: Perform abrasive blasting after compressive strength of concrete exceeds 2000 psi (13.8 MPa). Coordinate with formwork removal to ensure that surfaces to be abrasive blasted are treated at same age for uniform results. 1.

2. 3.

Surface Continuity: Perform abrasive-blast finishing in as continuous an operation as possible, maintaining continuity of finish on each surface or area of Work. Maintain required patterns or variances in depths of blast to match design reference sample or mockup. Abrasive Blasting: Abrasive blast corners and edges of patterns carefully, using backup boards, to maintain uniform corner or edge line. Determine type of nozzle, nozzle pressure, and blasting techniques required to match design reference sample or mockup. Depth of Cut: Use an abrasive grit of proper type and gradation to expose aggregate and surrounding matrix surfaces to match design reference sample or mockup, as follows: a. b. c. d.

D.

Brush: Remove cement matrix to dull surface sheen and expose face of fine aggregate; with no significant reveal. Light: Expose fine aggregate with occasional exposure of coarse aggregate and uniform color; with maximum reveal of 1/16 inch (1.5 mm). Medium: Generally expose coarse aggregate; with slight reveal, a maximum of 1/4 inch (6 mm). Heavy: Expose and reveal coarse aggregate to a maximum projection of one-third its diameter; with reveal range of 1/4 to 1/2 inch (6 to 13 mm).

Bushhammer Finish: Allow concrete to cure at least 14 days before starting bushhammer surface finish operations. 1.

2.

3.

Surface Continuity: Perform bushhammer finishing in as continuous an operation as possible, maintaining continuity of finish on each surface or area of Work. Maintain required patterns or variances of cut as shown on Drawings or to match design reference sample or mockup. Surface Cut: Maintain required depth of cut and general aggregate exposure. Use power tool with hammer attachments for large, flat surfaces, and use hand hammers for small areas, at corners and edges, and for restricted locations where power tools cannot reach. Remove impressions of formwork and form facings with exception of tie holes.

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CONCRETE PROTECTING AND CURING A.

General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and with ACI 301 for hotweather protection during curing.

B.

Begin curing cast-in-place architectural concrete immediately after removing forms from concrete. Cure according to ACI 308.1, by one or a combination of the following methods that will not mottle, discolor, or stain concrete: 1.

Moisture Curing: Keep exposed surfaces of cast-in-place architectural concrete continuously moist for no fewer than seven days with the following materials: a. b. c.

2.

3.

3.10 A.

3.11 A.

Water. Continuous water-fog spray. Absorptive cover, water saturated and kept continuously wet. Cover concrete surfaces and edges with 12-inch (300-mm) lap over adjacent absorptive covers.

Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches (300 mm), and sealed by waterproof tape or adhesive. Cure for no fewer than seven days. Immediately repair any holes or tears during curing period; use cover material and waterproof tape. Curing Compound: Mist concrete surfaces with water. Apply curing compound uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.

FIELD QUALITY CONTROL General: Comply with field quality-control requirements in Division 03 Section "Structural Concrete."

REPAIRS, PROTECTION, AND CLEANING Repair and cure damaged finished surfaces of cast-in-place architectural concrete when approved by Architect. Match repairs to color, texture, and uniformity of surrounding surfaces and to repairs on approved mockups. 1.

Remove and replace cast-in-place architectural concrete that cannot be repaired and cured to Architect's approval.

B.

Protect corners, edges, and surfaces of cast-in-place architectural concrete from damage; use guards and barricades.

C.

Protect cast-in-place architectural concrete from staining, laitance, and contamination during remainder of construction period.

D.

Clean cast-in-place architectural concrete surfaces after finish treatment to remove stains, markings, dust, and debris.

E.

Wash and rinse surfaces according to concrete finish applicator's written instructions. Protect other Work from staining or damage due to cleaning operations.

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Do not use cleaning materials or processes that could change the appearance of cast-inplace architectural concrete finishes.

END OF SECTION 033300

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SECTION 033540 - CONCRETE SEALER

PART 1 - GENERAL 1.1

SUMMARY

A.

This Section specifies clear penetrating concrete sealer for exterior and interior horizontal concrete flat work.

B.

Related Sections: 1. 2.

1.2

Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements. Division 03 Section “Structural Concrete”.

SUBMITTALS A.

Product Data: For type of manufactured material and product indicated.

B.

Material Certificates: Signed by manufacturers certifying compliance of floor and slab treatments.

1.3

QUALITY ASSURANCE A.

Applicator Qualifications: Engage an experienced applicator who employs only persons trained and approved by concrete sealer manufacturer for application of manufacturer's products.

B.

Regulatory Requirements: Comply with applicable rules of pollution-control regulatory agency having jurisdiction in Project locale regarding VOCs and use of hydrocarbon solvents.

1.4

WARRANTY A.

General Warranty: The special warranty specified in this Article shall not deprive the Owner of other rights the Owner may have under other provisions of the Contract Documents and shall be in addition to, and run concurrent with, other warranties made by the Contractor under requirements of the Contract Documents.

B.

Special Warranty: Submit a written warranty, executed by the applicator and concrete sealer manufacturer, covering materials and labor, agreeing to repair or replace materials that fail to provide water repellency within the specified warranty period. Warranty does not include deterioration or failure of coating due to unusual weather phenomena, failure of prepared and treated substrate, formation of new joints and cracks in excess of 1/16 inch (1.5 mm) wide, fire, vandalism, or abuse by maintenance equipment. 1.

Warranty Period: Interior Horizontal Concrete Flat Work: 5 years from date of Substantial Completion.

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PART 2 - PRODUCTS 2.1

MANUFACTURERS

A.

Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12.

1.2 A.

MATERIALS Water-Based, Sealer, Densifier and Hardener: 1. 2. 3.

B.

US MIX Co., 112 South Santa Fe Drive, Denver, CO 80223, 800-397-9903, http://www.usspec.com; US SPEC Permasil (Basis-of-Design) BASF Construction Chemicals - Building Systems ChemMasters Conspec by Dayton Superior Dayton Superior Corporation Euclid Chemical Company (The), an RPM company Kaufman Products Lambert Corporation L&M Construction Chemicals, Inc. Meadows, W. R., Inc. Metalcrete Industries Vexcon Chemicals, Inc.

US SPEC Permasil (Basis-of-Design). Type: Aqueous blend of sodium silicates to penetrate, seal, harden and densify. Compliance: ASTM D-4060-90, must not exhibit a wear index greater than 0.6 when 500 cycles of abrasion with abrasive wheel number C-18 are recorded. Product must be USDA approved for food handling facilities, resistant to chemical staining.

Concrete Cleaner: 1. 2.

US SPEC Maxi Concrete Cleaner (Basis-of-Design). Description: Citrus-based concrete cleaner to clean and strip dirt, grease and laitance from surfaces to receive concrete sealer.

PART 3 – EXECUTION 3.1

PREPARATION A.

Clean substrate of substances that might interfere with penetration or performance of concrete sealer. Test for moisture content, according to sealer manufacturer's written instructions, to ensure surface is sufficiently dry. 1.

B.

Formed Concrete: Remove oil, curing compounds, laitance, and other substances that could prevent adhesion or penetration of concrete sealers.

Protect adjoining work, including sealant bond surfaces, from spillage or blow-over of concrete sealer. Cover adjoining and nearby surfaces of aluminum and glass if there is the possibility of concrete sealer being deposited on surfaces. Cover live plants and grass.

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Coordination with Sealants: Do not apply concrete sealer until sealants for joints adjacent to surfaces receiving water-repellent treatment have been installed and cured. 1.

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Water-repellent work may precede sealant application only if sealant adhesion and compatibility have been tested and verified using substrate, concrete sealer, and sealant materials identical to those used in the work.

WATER BASED ACRYLIC SEALER APPLICATION A.

Apply a moderate-saturation spray coating of concrete sealer on surfaces indicated for treatment using low-pressure spray equipment. Newly placed concrete should receive sealer as soon as bleed water has dissipated. Comply with manufacturer's written instructions for using airless spraying procedure, unless otherwise indicated. 1.

B.

3.3

Precast Work: At Contractor's option, first application of concrete sealer on precast concrete units may be completed before installing units. Mask sealant-bond surfaces to prevent concrete sealer from migrating onto joint surfaces.

Apply a second moderate-saturation spray coating, repeating first application. Comply with manufacturer's written instructions for limitations on drying time between coats and after rainstorm wetting of surfaces between coats. Consult manufacturer's technical representative if written instructions are not applicable to Project conditions. FIELD QUALITY CONTROL

A.

3.4

Manufacturer's Field Service: Provide services of a factory-authorized technical service representative to inspect and approve the substrate before application and to instruct the applicator on the product and application method to be used. CLEANING

A.

Protective Coverings: Remove protective coverings from adjacent surfaces and other protected areas.

B.

Immediately clean concrete sealer from adjoining surfaces and surfaces soiled or damaged by water-repellent application as work progresses. Repair damage caused by water-repellent application. Comply with manufacturer's written cleaning instructions.

END OF SECTION 033540

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SECTION 034100 - PRECAST STRUCTURAL CONCRETE

PART 1 - GENERAL 1.1

RELATED DOCUMENTS: A.

1.2

Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1- Specification sections, apply to work of this section.

SCOPE A.

1.3

Section Includes: all labor, material and equipment necessary to fabricate, deliver and erect precast/prestressed concrete units including the following: 1.

Floor and Roof Tees.

2.

Columns.

3.

Beams.

4.

Wall Panels.

5.

Grouting of Precast Units.

6.

Embedment plates, sleeves and hangers in precast panels for all mechanical equipment.

7.

Conduit, rough-in boxes, panels, plates, sleeves and hangers in precast concrete for all electrical equipment.

RELATED SECTIONS A.

Section 01 40 00 - Quality Requirements

B.

Section 03 31 00 – Structural Concrete

C.

Section 03 45 00 - Precast Architectural Concrete

D.

Section 03 60 00 – Grouting

E.

Work Furnished But Not Installed: 1.

1.4

Cast-in Steel Shapes and Anchors for Support of Precast: Installed under Section 03 31 00: Structural Concrete.

REFERENCES: A.

Prestressed Concrete Members:

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1.

When not otherwise specified, comply with "Building Code Requirements for Reinforced Concrete" ACI 318 – 11

2.

Prestressed Concrete Institute (PCI) Manual for Quality Control for Plants and Production of Precast and Prestressed Concrete Products, MNL-116.

3.

PCI Manual for Quality Control for Plants and Production of Precast Architectural Concrete Products, MNL-117.

B.

Welding: Conform to "Recommended Practices for Welding Reinforcing Steel, Metal Inserts and Connections in Reinforced Concrete Construction" AWS D12.1, and "Structural Welding Code" AWS D1.1, latest edition.

C.

Structural Precast: Precast/prestressed units shall conform to "Manual for Quality Control for Plants and Production of Precast Prestressed Concrete Products".

1.5

SUBMITTALS: A.

Shop Drawings: Submit shop drawings and setting diagrams for all precast concrete members as specified in Section 01 33 00. Shop drawings shall include connection anchorage and insert details; size and location of reinforcing steel, member identification marks, and plan layout location for items to be located in cast in place concrete. These identification marks shall appear on the members in concealed locations.

B.

Deviation from Contract Documents: Any requested deviations from the Contract Documents shall be clearly clouded and denoted on the shop drawings, with written notes requesting approval for such deviations from the reviewer.

C.

Test Reports: The manufacturer shall make available to the Engineer, upon request, records of concrete cylinder breaks for concrete used in the precast concrete products and mill tests of reinforcing steel used.

D.

Product Data: Submit manufacturer's specifications and instructions for manufactured materials and products. Include manufacturer's certifications and laboratory test reports as required.

E.

Design Calculations: Submit four sets of design calculations. Submit calculations for each type, shape and span of precast/prestressed units and connections as called for on the Drawings. Design of members shall include camber and deflection calculations. QUALITY ASSURANCE:

A.

Manufacturer Qualifications: The precast concrete manufacturing plant shall be certified by the Precast/Prestressed Concrete Institute (PCI) Plant Certification Program. Manufacturer shall be certified at the time of bidding. Certification shall be in the following product groups as categories: A1, A2 when applicable, C1, C2, C3 and C4.

B.

Erector qualifications: Regularly engaged for at least 5 years in the erection of precast structural concrete similar to the requirements of this project.

C.

Welder qualifications: In accordance with AWS D1.1.

D.

Testing: In general compliance with testing provisions in MNL-116, Manual of Quality Control for Plants and Production of Precast and Prestressed Concrete Products.

1.6

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F.

G.

1.7

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Fire Ratings: Construct to comply with the following fire resistance ratings: 1.

Roof Units: One hour construction or one hour construction as indicated on the drawings.

2.

Floor Units: Two hour construction.

3.

Structural Frame: Three hour construction.

Design Criteria: 1.

Design of precast/prestressed units shall be under the direct supervision of a Professional Engineer licensed in the project jurisdiction and shall bear his seal and signature.

2.

Design and fabrication of all precast/prestressed members shall be in accordance with ACI 318-11 "Building Code Requirements for Reinforced Concrete."

3.

Where not detailed on the structural drawings, it shall be the responsibility of the precast/prestressed manufacturer that all precast/prestressed units are designed to support their own weight, resist any gravity and lateral loads and distribute those loads into the supporting structure.

4.

Where not detailed on the structural drawings responsibility for the determination of adequate and proper anchorage of precast/prestressed units shall rest with the precast/prestressed manufacturer and shall be fully detailed on the shop drawings.

5.

Design of precast connections shall accommodate longitudinal thermal expansion for both final installed conditions and exposure during construction.

Source Quality Control: Quality control of precast/prestressed concrete products shall be the responsibility of the manufacturer. The Architect shall have access to the manufacturing plant at all times during the manufacture of precast/prestressed concrete products. The manufacturer shall cooperate with the Architect by providing casting schedules when requested.

DELIVERY, STORAGE AND HANDLING: A.

Store and handle products in a manner to prevent damage.

B.

Use care in transporting precast/prestressed units to the jobsite. Handle members in a manner to prevent excessive stresses, spalling, or cracking.

C.

Deliver anchorage items which are to be embedded in other construction before start of such work. Provide setting diagrams, templates, instructions and directions as required for installation.

PART 2 - PRODUCTS

2.1

PRECAST/PRESTRESSED UNITS: A.

Materials: All material shall be as outlined in ACI 318 and AISC Manual of Steel Construction, conforming to latest ASTM Specification. All reinforcing steel requiring welding shall be chemically suitable for welding.

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DESIGN: A.

Design: Design precast/prestressed concrete in accordance with ACI 318-11.

B.

Design Loads: The manufacturer shall design the units to support the live and dead loads indicated on the structural drawings.

C.

Prestress Force: Tensioning and releasing of stressing strand may be by either single or multiple strand procedures.

D.

Concrete Strength: Concrete strength and reinforcing strength shall conform to the requirements shown on the structural drawings and in approved design calculations.

2.3

FABRICATION: A.

General: Fabricate precast concrete units complying with manufacturing and testing procedures, quality control recommendations, and dimensional tolerances of PCI MNL-116, and as specified for types of units required.

B.

Ready-Mix Concrete: Comply with requirements of ASTM C 94.

C.

Precast Element Tolerances: 1.

Tolerances for structural precast concrete members shall be per the applicable element type as described in “Tolerance Manual for Precast and Prestressed Concrete Construction”, MNL 135 by the Precast/Prestressed Concrete Institute (latest edition).

2.

Tolerances for architectural precast concrete members: Unless otherwise specified elsewhere in the project specifications, tolerances for architectural precast concrete members shall be per the applicable element type as described in “Tolerance Manual for Precast and Prestressed Concrete Construction”, MNL 135 by the Precast/Prestressed Concrete Institute (latest edition).

3.

Related section: Section 03 45 00 Precast Architectural Concrete.

D.

Built-in Anchorages: Accurately position built-in anchorage devices and secure to formwork. Locate anchorages where they do not affect position of main reinforcement or placing of concrete. Do not relocate bearing plates in units unless acceptable to Architect.

E.

Finishes: 1.

2.

Standard Underside: Resulting from casting against accepted forms using good industry practice in cleaning of forms, design of concrete mix, placing and curing. a.

Small surface holes caused by air bubbles, normal form joint marks and minor chips and spalls will be tolerated.

b.

Major or unsightly imperfections, honeycomb or structural defects not allowed.

Standard Top: Scratch finish. a.

Normal color variations, minor indentations due to required covering and minor chips

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and spalls will be tolerated. b.

Major imperfections, honeycomb or structural defects not allowed.

3.

Exposed Vertical Ends: Recess strands 3/4” minimum and provide sacked finish.

4.

Precast Columns: Natural gray color with a smooth, dense surface such as is produced by plastic form liner.

5.

Panel Surfaces Exposed to View: Troweled smooth finish suitable for painting without further preparation.

6.

All panel surfaces concealed from view: Screed finish or other finish at the option of the precaster.

7.

Apply scratch finish to precast units which will receive concrete topping after installation. Following initial strikeoff, transversely scarify surface to provide ridges approximately 1/4" deep.

8.

Refer to Section 03 45 00 Precast Architectural Concrete for finish requirements.

F.

Patching: Minor patching in the plant will be acceptable providing the structural adequacy of the product is not impaired. All patching shall be done by the manufacturer.

G.

Openings: The manufacturer shall provide for those openings 6" or larger as shown on the drawings. Inserts and weld plates shall be located, furnished, and installed by the manufacturer in compliance with information shown on the drawings. Openings in double tee flanges smaller than 6" shall be core drilled or saw cut after erection by the trade requiring same. Openings in all other members must be cast at the plant.

H.

Testing: Sampling and testing in accordance with the manufacturer's standard procedure, subject to approval by the Engineer.

2.4

STEEL PLATES AND ANCHORS: A.

All steel anchors, anchor plates and angles cast into cast-in-place concrete to receive precast members will be provided by the precaster and installed by the trade responsible for the material in which located.

B.

All steel or threaded inserts cast into precast, weld plates between sections of precast, and loose steel items needed for erections of precast shall be provided and installed by the precast/prestressed subcontractor.

C.

All other steel bracing which is welded or bolted to precast shall be provided and installed by others.

2.5

BEARING PADS: A.

Provide bearing pads for precast concrete units as indicated on drawings.

B.

Elastomeric Pads: Vulcanized, chloroprene elastomeric compound, molded to size or cut from a molded sheet, 50-60 shore A durometer.

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C.

Laminated Fabric-Rubber Pads: Preformed, unused synthetic fibers and new, unvulcanized rubber. Surface hardness of 70-80 shore A durometer.

D.

Frictionless Pads: Tetrafluoroethylene (TFE), with glass fiber reinforcing as required for service load bearing stress.

E.

Tempered Hardboard Pads: Smooth both sides.

2.6

NON-SHRINK, NON-METALLIC GROUT: A.

Refer to Section 03 60 00.

PART 3 - EXECUTION

3.1

INSPECTION: A.

3.2

Prior to start of erection, precast/prestressed subcontractor shall check the location of all embedded anchor bolts, plates, angles, etc., and report deviations from the setting plans to the Architect and General Contractor.

ERECTION: A.

B.

C.

General: 1.

Installation of precast/prestressed concrete shall be performed by the manufacturer or competent erection contractor specializing of the erection of this type of material.

2.

Lift members by means of suitable lifting devices at points provided by the fabricator.

3.

Temporary shoring and bracing, if necessary, shall comply with manufacturer's recommendations.

Alignment: 1.

Align members and level as required by approved shop drawings and within allowable tolerances.

2.

Level out variations between adjacent members by jacking, loading, or any other feasible method recommended by the manufacturer and acceptable to the Architect.

3.

Members must be positioned so cumulative dimensional errors do not occur.

Welding: 1.

Field welding by certified welding operators using equipment and materials compatible to the base material. Protect all units from damage by field welding or cutting operations.

2.

Lift Anchors: Do not cut off lift anchors until approval of Architect is obtained.

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D.

Attachments: Subject to approval of the Architect, precast products may be drilled provided no contact is made with the prestressing or reinforcing steel. Should spalling occur, it shall be repaired by the Precaster. No powder-driven anchors will be allowed.

E.

Time of Erection: Do not erect precast units before supporting cast-in-place concrete has reached 28 day strength.

F.

Metal: See Paragraph 2.4.

G.

Erection Tolerances: Erect precast with joints in positions indicated on the Drawings and in accordance with the following:

H.

I.

3.3

1.

Erection tolerances for structural precast concrete elements shall be within the limits described in “Tolerance Manual for Precast and Prestressed Concrete Construction”, MNL 135 by the Precast/Prestressed Concrete Institute (latest edition).

2.

Erection tolerances for architectural precast concrete elements: Unless otherwise specified elsewhere in the project specifications, erect architectural precast concrete members within the limits described in “Tolerance Manual for Precast and Prestressed Concrete Construction”, MNL 135 by the Precast/Prestressed Concrete Institute (latest edition).

3.

Related section: 03 45 00 Precast Architectural Concrete.

Grouting: 1.

The precast/prestressed subcontractor shall grout under all precast/prestressed members where indicated. Use grout in strict accordance with manufacturer's recommendations.

2.

All exposed to view connections shall be recessed and grouted solid after connections are complete unless otherwise indicated on the drawings.

Verification of Erection Tolerances: 1.

An accurate survey shall be made by a surveyor with prior experience on similar projects, employed by the Contractor and approved by the Architect, of actual column locations (and core walls) immediately upon completion of every second tier of precast concrete.

2.

Reports of such survey shall be submitted to the Contractor and Architect within 24 hours after recording the data.

3.

Survey shall include a survey of the tier below.

4.

Should column locations vary beyond allowable tolerances, take necessary corrective measures and modify details and/or procedures as required.

CLEANING: A.

Clean all exposed surfaces as necessary to remove dirt and stains which may be on exposed surfaces after erection.

B.

Clean precast units only after all installation procedures are completed.

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C.

Wash and rinse exposed surfaces in accordance with precast manufacturer's recommendations.

D.

Remove all exposed weld stains.

E.

Cleanup after erection is the responsibility of the precast/prestressed subcontractor.

F.

Any subsequent cleanup required is the responsibility of the Contractor and the trade involved.

3.4

FIELD QUALITY CONTROL A.

Field Welds: The Testing and Inspection Agency shall inspect and test field welds in accordance with the following:

B.

All welds: 100% visual

C.

All partial or full penetration, groove welds: 100% ultrasonic

D.

All other welds: 10% magnetic particle

E.

Additional Testing:

F.

1.

If more than 10 percent of the tested welds are rejected, then an additional 10 percent of all such welds shall be tested using the same method. This 10 percent additional testing process shall be repeated until the rejection rate drops below one in 10.

2.

In addition, if defective welds are discovered, the remaining uninspected welds shall receive such ultrasonic or magnetic particle inspection as may be required by the Architect.

Authority for Rejection: The welding inspector shall have the authority to reject weldments. Such rejection may be based on visual inspection where in his opinion the weldment would not pass a more detailed investigation.

END OF SECTION 034100

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SECTION 034500 - PRECAST ARCHITECTURAL CONCRETE

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes the following: 1. 2. 3.

B.

Related Sections include the following: 1. 2. 3. 4.

1.2

Architectural precast concrete panels. Brick-faced, architectural precast concrete units. Precast concrete splash blocks.

Division 03 Section "Structural Concrete" for installing connection anchors in concrete. Division 04 Section "Unit Masonry" for thin brick setting materials and installation after precast concrete panel production. Division 05 Section "Structural Steel Framing" for furnishing and installing connections attached to structural-steel framing. Division 05 Section "Metal Fabrications" for kickers and other miscellaneous steel shapes.

DEFINITION A.

1.3

Design Reference Sample: Sample of approved architectural precast concrete color, finish and texture, preapproved by Architect.

PERFORMANCE REQUIREMENTS A.

Structural Performance: Provide architectural precast concrete units and connections capable of withstanding the following design loads within limits and under conditions indicated: 1. 2.

Loads: As indicated on Drawings. Design framing system and connections to maintain clearances at openings, to allow for fabrication and construction tolerances, to accommodate live-load deflection, shrinkage and creep of primary building structure, and other building movements as follows: a.

3.

1.4

Upward and downward movement of 1/2 inch (13 mm).

Thermal Movements: Provide for in-plane thermal movements resulting from annual ambient temperature changes of 120 deg F (67 deg C).

ACTION SUBMITTALS A.

Product Data: For each type of product indicated.

B.

Design Mixtures: For each precast concrete mixture. Include compressive strength and waterabsorption tests.

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Shop Drawings: Detail fabrication and installation of architectural precast concrete units. Indicate locations, plans, elevations, dimensions, shapes, and cross sections of each unit. Indicate joints, reveals, and extent and location of each surface finish. Indicate details at building corners. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10.

11.

D.

Indicate separate face and backup mixture locations and thicknesses. Indicate welded connections by AWS standard symbols. Detail loose and cast-in hardware and connections. Indicate locations, tolerances, and details of anchorage devices to be embedded in or attached to structure or other construction. Indicate locations, extent, and treatment of dry joints if two-stage casting is proposed. Include plans and elevations showing unit location and sequence of erection for special conditions. Indicate location of each architectural precast concrete unit by same identification mark placed on panel. Indicate relationship of architectural precast concrete units to adjacent materials. Indicate locations and details of brick units, including corner units and special shapes, and joint treatment. Indicate locations and details of stone facings, anchors, and joint widths. Design Modifications: If design modifications are proposed to meet performance requirements and field conditions, submit design calculations and Shop Drawings. Do not adversely affect the appearance, durability, or strength of units when modifying details or materials and maintain the general design concept. Comprehensive engineering analysis signed and sealed by the qualified professional engineer responsible for its preparation. Show governing panel types, connections, and types of reinforcement, including special reinforcement. Indicate location, type, magnitude, and direction of loads imposed on the building structural frame from architectural precast concrete.

Samples: For each type of finish indicated on exposed surfaces of architectural precast concrete units, in sets of 3, illustrating full range of finish, color, and texture variations expected; approximately 12 by 12 by 2 inches (300 by 300 by 50 mm). 1. 2.

When other faces of precast concrete unit are exposed, include Samples illustrating workmanship, color, and texture of backup concrete as well as facing concrete. Samples for each brick unit required, showing full range of color and texture expected. Include Sample showing color and texture of joint treatment. a. b.

1.5

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Grout Samples for Initial Selection: Color charts consisting of actual sections of grout showing manufacturer's full range of colors. Grout Samples for Verification: Showing color and texture of joint treatment.

INFORMATIONAL SUBMITTALS A.

Qualification Data: For Installer, fabricator, and testing agency.

B.

Welding certificates.

C.

Material Certificates: For the following items, signed by manufacturers: 1. 2. 3. 4.

Cementitious materials. Reinforcing materials and prestressing tendons. Admixtures. Bearing pads.

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Brick units and accessories.

D.

Material Test Reports: For aggregates.

E.

Source quality-control test reports.

F.

Field quality-control test and special inspection reports.

1.6

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QUALITY ASSURANCE A.

Installer Qualifications: A precast concrete erector qualified and designated by PCI's Certificate of Compliance to erect Category A (Architectural Systems) for non-load-bearing members.

B.

Installer Qualifications: A precast concrete erector who has retained a "PCI-Certified Field Auditor" to conduct a field audit of a project in same category as this Project before erection of precast concrete and who can produce an Erectors' Post-Audit Declaration.

C.

Fabricator Qualifications: A firm that assumes responsibility for engineering architectural precast concrete units to comply with performance requirements. This responsibility includes preparation of Shop Drawings and comprehensive engineering analysis by a qualified professional engineer. 1.

Participates in PCI's plant certification program at time of bidding and is designated a PCI-certified plant for Group A, Category A1 - Architectural Cladding and Load Bearing Units or participates in APA's "Plant Certification Program for Production of Architectural Precast Concrete Products" and is designated an APA-certified plant.

D.

Testing Agency Qualifications: An independent testing agency, acceptable to authorities having jurisdiction, qualified according to ASTM C 1077 and ASTM E 329 for testing indicated.

E.

Design Standards: Comply with ACI 318 (ACI 318M) and design recommendations of PCI MNL 120, "PCI Design Handbook - Precast and Prestressed Concrete," applicable to types of architectural precast concrete units indicated.

F.

Quality-Control Standard: For manufacturing procedures and testing requirements, qualitycontrol recommendations, and dimensional tolerances for types of units required, comply with PCI MNL 117, "Manual for Quality Control for Plants and Production of Architectural Precast Concrete Products."

G.

Welding: Qualify procedures and personnel according to AWS D1.1/D.1.1M, "Structural Welding Code - Steel"; and AWS D1.4, "Structural Welding Code - Reinforcing Steel."

H.

Sample Panels: After sample approval and before fabricating architectural precast concrete units, produce a minimum of 2 sample panels approximately 16 sq. ft. (1.5 sq. m) in area for review by Architect. Incorporate full-scale details of architectural features, finishes, textures, and transitions in sample panels. 1. 2. 3. 4.

Locate panels where indicated or, if not indicated, as directed by Architect. Damage part of an exposed-face surface for each finish, color, and texture, and demonstrate adequacy of repair techniques proposed for repair of surface blemishes. After acceptance of repair technique, maintain one sample panel at manufacturer's plant and one at Project site in an undisturbed condition as a standard for judging the completed Work. Demolish and remove sample panels when directed.

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I.

Range Samples: After sample panel approval and before fabricating architectural precast concrete units, produce a minimum of 3 sets of samples, approximately 16 sq. ft. (1.5 sq. m) in area, representing anticipated range of each color and texture on Project's units. Following range sample, maintain one set of samples at Project site and remaining sample sets at manufacturer's plant as color and texture approval reference.

J.

Mockups: After sample panel and range sample approval but before production of architectural precast concrete units, construct full-sized mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution. 1. 2. 3.

K.

1.7

Build mockup as indicated on Drawings including architectural precast concrete complete with anchors, connections, flashings, and joint fillers. Approved mockups may become part of the completed Work if undamaged at time of Substantial Completion. Approval of mockups does not constitute approval of deviations from the Contract Documents unless such deviations are specifically approved by Architect in writing.

Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination."

DELIVERY, STORAGE, AND HANDLING A.

Deliver architectural precast concrete units in such quantities and at such times to limit unloading units temporarily on the ground.

B.

Support units during shipment on nonstaining shock-absorbing material.

C.

Store units with adequate dunnage and bracing and protect units to prevent contact with soil, to prevent staining, and to prevent cracking, distortion, warping or other physical damage.

D.

Place stored units so identification marks are clearly visible, and units can be inspected.

E.

Handle and transport units in a position consistent with their shape and design in order to avoid excessive stresses which would cause cracking or damage.

F.

Lift and support units only at designated points shown on Shop Drawings.

1.8

SEQUENCING A.

Furnish loose connection hardware and anchorage items to be embedded in or attached to other construction without delaying the Work. Provide locations, setting diagrams, templates, instructions, and directions, as required, for installation.

PART 2 - PRODUCTS

2.1

MOLD MATERIALS A.

Molds: Rigid, dimensionally stable, non-absorptive material, warp and buckle free, that will provide continuous and true precast concrete surfaces within fabrication tolerances indicated; nonreactive with concrete and suitable for producing required finishes.

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B.

2.2

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Mold-Release Agent: Commercially produced liquid-release agent that will not bond with, stain or adversely affect precast concrete surfaces and will not impair subsequent surface or joint treatments of precast concrete.

Form Liners: Units of face design, texture, arrangement, and configuration to match those used for precast concrete design reference sample. Furnish with manufacturer's recommended liquid-release agent that will not bond with, stain, or adversely affect precast concrete surfaces and will not impair subsequent surface or joint treatments of precast concrete.

REINFORCING MATERIALS A.

Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.

B.

Low-Alloy-Steel Reinforcing Bars: ASTM A 706/A 706M, deformed.

C.

Galvanized Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed bars, ASTM A 767/A 767M, Class II zinc coated, hot-dip galvanized.

D.

Epoxy-Coated Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed bars, ASTM A 775/A 775M or ASTM A 934/A 934M epoxy coated.

E.

Steel Bar Mats: ASTM A 184/A 184M, fabricated from ASTM A 615/A 615M, Grade 60 (Grade 420), deformed bars, assembled with clips.

F.

Plain-Steel Welded Wire Reinforcement: ASTM A 185, fabricated from galvanized steel wire into flat sheets.

G.

Deformed-Steel Welded Wire Reinforcement: ASTM A 497/A 497M, flat sheet.

H.

Epoxy-Coated-Steel Wire: bendable coating.

I.

Supports: Suspend reinforcement from back of mold or use bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire reinforcement in place according to PCI MNL 117.

2.3

ASTM A 884/A 884M, Class A coated, plain, flat sheet, Type 1

CONCRETE MATERIALS A.

Portland Cement: ASTM C 150, Type I or Type III, gray, unless otherwise indicated. 1.

B.

Supplementary Cementitious Materials: 1. 2. 3. 4.

C.

For surfaces exposed to view in finished structure, mix gray with white cement, of same type, brand, and mill source.

Fly Ash: ASTM C 618, Class C or F, with maximum loss on ignition of 3 percent. Metakaolin Admixture: ASTM C 618, Class N. Silica Fume Admixture: ASTM C 1240, with optional chemical and physical requirement. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120.

Normal-Weight Aggregates: Except as modified by PCI MNL 117, ASTM C 33, with coarse aggregates complying with Class 5S. Stockpile fine and coarse aggregates for each type of exposed finish from a single source (pit or quarry) for Project.

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Face-Mixture-Coarse Aggregates: Selected, hard, and durable; free of material that reacts with cement or causes staining; to match selected finish sample. a.

2.

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Gradation: To match design reference sample.

Face-Mixture-Fine Aggregates: Selected, natural or manufactured sand of same material as coarse aggregate, unless otherwise approved by Architect.

D.

Coloring Admixture: ASTM C 979, synthetic or natural mineral-oxide pigments or colored waterreducing admixtures, temperature stable, and nonfading.

E.

Water: Potable; free from deleterious material that may affect color stability, setting, or strength of concrete and complying with chemical limits of PCI MNL 117.

F.

Air-Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other required admixtures.

G.

Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures and to not contain calcium chloride, or more than 0.15 percent chloride ions or other salts by weight of admixture. 1. 2. 3. 4. 5. 6. 7.

2.4

Water-Reducing Admixtures: ASTM C 494/C 494M, Type A. Retarding Admixture: ASTM C 494/C 494M, Type B. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D. Water-Reducing and Accelerating Admixture: ASTM C 494/C 494M, Type E. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017 M.

STEEL CONNECTION MATERIALS A.

Carbon-Steel Shapes and Plates: ASTM A 36/A 36M.

B.

Carbon-Steel-Headed Studs: ASTM A 108, AISI 1018 through AISI 1020, cold finished, AWS D1.1/D1.1M, Type A or B, with arc shields and with minimum mechanical properties of PCI MNL 117, Table 3.2.3.

C.

Carbon-Steel Plate: ASTM A 283/A 283M.

D.

Malleable Iron Castings: ASTM A 47/A 47M.

E.

Carbon-Steel Castings: ASTM A 27/A 27M, Grade 60-30 (Grade 415-205).

F.

High-Strength, Low-Alloy Structural Steel: ASTM A 572/A 572M.

G.

Carbon-Steel Structural Tubing: ASTM A 500, Grade B.

H.

Wrought Carbon-Steel Bars: ASTM A 675/A 675M, Grade 65 (Grade 450).

I.

Deformed-Steel Wire or Bar Anchors: ASTM A 496 or ASTM A 706/A 706M.

J.

Carbon-Steel Bolts and Studs: ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); carbon-steel, hex-head bolts and studs; carbon-steel nuts, ASTM A 563 (ASTM A 563M); and flat, unhardened steel washers, ASTM F 844.

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K.

High-Strength Bolts and Nuts: ASTM A 325 (ASTM A 325M), Type 1, heavy hex steel structural bolts; heavy hex carbon-steel nuts, ASTM A 563 (ASTM A 563M); and hardened carbon-steel washers, ASTM F 436 (ASTM F 436M).

L.

Zinc-Coated Finish: For exterior steel items, steel in exterior walls, and items indicated for galvanizing, apply zinc coating by hot-dip process according to ASTM A 123/A 123M or ASTM A 153/A 153M. 1. 2.

For steel shapes, plates, and tubing to be galvanized, limit silicon content of steel to less than 0.03 percent or to between 0.15 and 0.25 percent or limit sum of silicon and 2.5 times phosphorous content to 0.09 percent. Galvanizing Repair Paint: High-zinc-dust-content paint with dry film containing not less than 94 percent zinc dust by weight, and complying with DOD-P-21035A or SSPCPaint 20.

M.

Shop-Primed Finish: Prepare surfaces of nongalvanized steel items, except those surfaces to be embedded in concrete, according to requirements in SSPC-SP 3 and shop-apply lead- and chromate-free, rust-inhibitive primer, complying with performance requirements in MPI 79 according to SSPC-PA 1.

N.

Welding Electrodes: Comply with AWS standards.

2.5

BEARING PADS A.

Provide one of the following bearing pads for architectural precast concrete units as recommended by precast fabricator for application: 1.

2.

3.

4. 5.

2.6

Elastomeric Pads: AASHTO M 251, plain, vulcanized, 100 percent polychloroprene (neoprene) elastomer, molded to size or cut from a molded sheet, Type A durometer hardness of 50 to 70, ASTM D 2240, minimum tensile strength 2250 psi (15.5 MPa), ASTM D 412. Random-Oriented, Fiber-Reinforced Elastomeric Pads: Preformed, randomly oriented synthetic fibers set in elastomer. Type A durometer hardness of 70 to 90, ASTM D 2240; capable of supporting a compressive stress of 3000 psi (20.7 MPa) with no cracking, splitting, or delaminating in the internal portions of pad. Test one specimen for every 200 pads used in Project. Cotton-Duck-Fabric-Reinforced Elastomeric Pads: Preformed, horizontally layered cotton-duck fabric bonded to an elastomer; Type A durometer hardness of 80 to 100, ASTM D 2240; complying with AASHTO's "AASHTO Load and Resistance Factor Design (LRFD) Bridge Design Specifications, Division II, Section 18.10.2, or with MIL-C-882E. Frictionless Pads: Tetrafluoroethylene (Teflon), glass-fiber reinforced, bonded to stainless or mild-steel plate, of type required for in-service stress. High-Density Plastic: Multimonomer, nonleaching, plastic strip.

ACCESSORIES A.

Reglets: Specified in Division 07 Section "Sheet Metal Flashing And Trim."

B.

Precast Accessories: Provide clips, hangers, plastic or steel shims, and other accessories required to install architectural precast concrete units.

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GROUT MATERIALS A.

Sand-Cement Grout: Portland cement, ASTM C 150, Type I, and clean, natural sand, ASTM C 144 or ASTM C 404. Mix at ratio of 1 part cement to 2-1/2 parts sand, by volume, with minimum water required for placement and hydration.

B.

Nonmetallic, Nonshrink Grout: Premixed, nonmetallic, noncorrosive, nonstaining grout containing selected silica sands, portland cement, shrinkage-compensating agents, plasticizing and water-reducing agents, complying with ASTM C 1107, Grade A for drypack and Grades B and C for flowable grout and of consistency suitable for application within a 30-minute working time.

C.

Epoxy-Resin Grout: Two-component, mineral-filled epoxy resin; ASTM C 881/C 881M, of type, grade, and class to suit requirements.

2.8

THIN BRICK UNITS AND ACCESSORIES A.

Thin Brick Units: ASTM C 1088, Grade Exterior, Type TBS, and as follows: 1. 2. 3. 4. 5. 6.

Face Size: Norman. Pattern: Running bond. Initial Rate of Absorption: Less than 30 g/30 sq. in. (30 g/194 sq. cm) per minute; ASTM C 67. Efflorescence: Tested according to ASTM C 67 and rated "not effloresced." Surface Coating: Thin brick with colors or textures applied as coatings shall withstand 50 cycles of freezing and thawing; ASTM C 67 with no observable difference in applied finish when viewed from 10 feet (3 m). Basis-of-Design Products: a. b. c.

7.

CB-1: Frosted Almond Thin Brick, HC Muddox Beige Color (Endicott Ivory Blend Velour Thinbrick). CB-2: Ebony Thin Brick, HC Muddox Dark Color (Endicott Manganese Brolour Thinbrick). CB-3: Castle Rose Thin Brick; Interstate Brick Red Field Color (Endicott 50/50 Blend of Burgundy Blend Velour and Red Blend Velour Thinbrick).

Back Surface Texture: dovetailed.

Scored, combed, wire roughened, ribbed, keybacked, or

B.

Sand-Cement Mortar: Portland cement, ASTM C 150, Type I, and clean, natural sand, ASTM C 144. Mix at ratio of 1 part cement to 4 parts sand, by volume, with minimum water required for placement.

C.

Latex-Portland Cement Pointing Grout: ANSI A118.6 and as follows: 1. 2. 3.

Dry-grout mixture, factory prepared, of portland cement, graded aggregate, and dry, redispersible, ethylene-vinyl-acetate additive for mixing with water; uniformly colored. Commercial portland cement grout, factory prepared, with liquid styrene-butadiene rubber or acrylic-resin latex additive; uniformly colored. Colors: Match Architect's samples.

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CONCRETE MIXTURES A.

Precast mix number CO113; Stress-Con Industries, Inc. (Basis-of-Design).

B.

Prepare design mixtures for each type of precast concrete required. 1.

Limit use of fly ash and silica fume to 20 percent of portland cement by weight; limit metakaolin and silica fume to 10 percent of portland cement by weight.

C.

Design mixtures may be prepared by a qualified independent testing agency or by qualified precast plant personnel at architectural precast concrete fabricator's option.

D.

Limit water-soluble chloride ions to maximum percentage by weight of cement permitted by ACI 318 (ACI 318M) or PCI MNL 117 when tested according to ASTM C 1218/C 1218M.

E.

Normal-Weight Concrete Mixtures: Proportion face mixtures by either laboratory trial batch or field test data methods according to ACI 211.1, with materials to be used on Project, to provide normal-weight concrete with the following properties: 1. 2.

Compressive Strength (28 Days): 5000 psi (34.5 MPa) minimum. Maximum Water-Cementitious Materials Ratio: 0.45.

F.

Water Absorption: PCI MNL 117.

G.

Lightweight Concrete Backup Mixtures: Proportion mixtures by either laboratory trial batch or field test data methods according to ACI 211.2, with materials to be used on Project, to provide lightweight concrete with the following properties: 1. 2.

6 percent by weight or 14 percent by volume, tested according to

Compressive Strength (28 Days): 5000 psi (34.5 MPa). Unit Weight: Calculated equilibrium unit weight of 115 lb/cu. ft. (1842 kg/cu. m), plus or minus 3 lb/cu. ft. (48 kg/cu. m), according to ASTM C 567.

H.

Add air-entraining admixture at manufacturer's prescribed rate to result in concrete at point of placement having an air content complying with PCI MNL 117.

I.

When included in design mixtures, add other admixtures to concrete mixtures according to manufacturer's written instructions.

2.10 A.

MOLD FABRICATION Molds: Accurately construct molds, mortar tight, of sufficient strength to withstand pressures due to concrete-placement operations and temperature changes and for prestressing and detensioning operations. Coat contact surfaces of molds with release agent before reinforcement is placed. Avoid contamination of reinforcement and prestressing tendons by release agent. 1.

B.

Place form liners accurately to provide finished surface texture indicated. Provide solid backing and supports to maintain stability of liners during concrete placement. Coat form liner with form-release agent.

Maintain molds to provide completed architectural precast concrete units of shapes, lines, and dimensions indicated, within fabrication tolerances specified.

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2.11

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Form joints are not permitted on faces exposed to view in the finished work. Edge and Corner Treatment: Uniformly chamfered.

THIN BRICK FACINGS

A.

Place form liner templates accurately to provide grid for thin brick facings. Provide solid backing and supports to maintain stability of liners while placing thin bricks and during concrete placement.

B.

Securely place thin brick units face down into form liner pockets and place concrete backing mixture.

C.

Completely fill joint cavities between thin brick units with sand-cement mortar, and place precast concrete backing mixture while sand-cement mortar is still fluid enough to ensure bond.

D.

Mix and install grout according to ANSI A108.10. Completely fill joint cavities between thin brick units with grout, and compress into place without spreading grout onto faces of thin brick units. Remove excess grout immediately to prevent staining of brick.

E.

Clean faces and joints of brick facing.

2.12 A.

PRECAST CONCRETE SPLASH BLOCKS Splash Blocks: Precast reinforced concrete. 1.

2.13 A.

Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, “M50SPB1 Splash 12” x 24” splash block; Christy Concrete Products, Inc. (Basis-of-Design)”.

FABRICATION Cast-in Anchors, Inserts, Plates, Angles, and Other Anchorage Hardware: Fabricate anchorage hardware with sufficient anchorage and embedment to comply with design requirements. Accurately position for attachment of loose hardware, and secure in place during precasting operations. Locate anchorage hardware where it does not affect position of main reinforcement or concrete placement. 1.

Weld-headed studs and deformed bar anchors used for anchorage according to AWS D1.1/D1.1M and AWS C5.4, "Recommended Practices for Stud Welding."

B.

Furnish loose hardware items including steel plates, clip angles, seat angles, anchors, dowels, cramps, hangers, and other hardware shapes for securing architectural precast concrete units to supporting and adjacent construction.

C.

Cast-in reglets, slots, holes, and other accessories in architectural precast concrete units as indicated on the Contract Drawings.

D.

Cast-in openings larger than 10 inches (250 mm) in any dimension. Do not drill or cut openings or prestressing strand without Architect's approval.

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Reinforcement: Comply with recommendations in PCI MNL 117 for fabricating, placing, and supporting reinforcement. 1.

2. 3. 4.

5.

Clean reinforcement of loose rust and mill scale, earth, and other materials that reduce or destroy the bond with concrete. When damage to epoxy-coated reinforcing exceeds limits specified in ASTM A 775/A 775M, repair with patching material compatible with coating material and epoxy coat bar ends after cutting. Accurately position, support, and secure reinforcement against displacement during concrete-placement and consolidation operations. Completely conceal support devices to prevent exposure on finished surfaces. Place reinforcement to maintain at least 3/4-inch (19-mm) minimum coverage. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position while placing concrete. Direct wire tie ends away from finished, exposed concrete surfaces. Place reinforcing steel and prestressing strand to maintain at least 3/4-inch (19-mm) minimum concrete cover. Increase cover requirements for reinforcing steel to 1-1/2 inches (38 mm) when units are exposed to corrosive environment or severe exposure conditions. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position while placing concrete. Direct wire tie ends away from finished, exposed concrete surfaces. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full mesh spacing and wire tie laps, where required by design. Offset laps of adjoining widths to prevent continuous laps in either direction.

F.

Reinforce architectural precast concrete units to resist handling, transportation, and erection stresses.

G.

Comply with requirements in PCI MNL 117 and requirements in this Section for measuring, mixing, transporting, and placing concrete. After concrete batching, no additional water may be added.

H.

Place face mixture to a minimum thickness after consolidation of the greater of 1 inch (25 mm) or 1.5 times the maximum aggregate size, but not less than the minimum reinforcing cover specified.

I.

Place concrete in a continuous operation to prevent seams or planes of weakness from forming in precast concrete units. 1.

J.

Place backup concrete mixture to ensure bond with face-mixture concrete.

Thoroughly consolidate placed concrete by internal and external vibration without dislocating or damaging reinforcement and built-in items, and minimize pour lines, honeycombing, or entrapped air on surfaces. Use equipment and procedures complying with PCI MNL 117. 1.

Place self-consolidating concrete without vibration according to PCI TR-6, "Interim Guidelines for the Use of Self-Consolidating Concrete in Precast/Prestressed Concrete Institute Member Plants."

K.

Comply with PCI MNL 117 for hot- and cold-weather concrete placement.

L.

Identify pickup points of architectural precast concrete units and orientation in structure with permanent markings, complying with markings indicated on Shop Drawings. Imprint or permanently mark casting date on each architectural precast concrete unit on a surface that will not show in finished structure.

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M.

Cure concrete, according to requirements in PCI MNL 117, by moisture retention without heat or by accelerated heat curing using low-pressure live steam or radiant heat and moisture. Cure units until compressive strength is high enough to ensure that stripping does not have an effect on performance or appearance of final product.

N.

Discard and replace architectural precast concrete units that do not comply with requirements, including structural, manufacturing tolerance, and appearance, unless repairs meet requirements in PCI MNL 117 and Architect's approval.

2.14

FABRICATION TOLERANCES

A.

Fabricate architectural precast concrete units straight and true to size and shape with exposed edges and corners precise and true so each finished panel complies with PCI MNL 117 product tolerances as well as position tolerances for cast-in items.

B.

Fabricate architectural precast concrete units straight and true to size and shape with exposed edges and corners precise and true so each finished panel complies with the following product tolerances: 1.

Overall Height and Width of Units, Measured at the Face Exposed to View: As follows: a. b. c. d.

2.

Overall Height and Width of Units, Measured at the Face Not Exposed to View: As follows: a. b. c. d.

3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16.

10 feet (3 m) or under, plus or minus 1/8 inch (3 mm). 10 to 20 feet (3 to 6 m), plus 1/8 inch (3 mm), minus 3/16 inch (5 mm). 20 to 40 feet (6 to 12 m), plus or minus 1/4 inch (6 mm). Each additional 10 feet (3 m), plus or minus 1/16 inch (1.5 mm).

10 feet (3 m) or under, plus or minus 1/4 inch (6 mm). 10 to 20 feet (3 to 6 m), plus 1/4 inch (6 mm), minus 3/8 inch (10 mm). 20 to 40 feet (6 to 12 m), plus or minus 3/8 inch (10 mm). Each additional 10 feet (3 m), plus or minus 1/8 inch (3 mm).

Total Thickness or Flange Thickness: Plus 1/4 inch (6 mm), minus 1/8 inch (3 mm). Rib Thickness: Plus or minus 1/8 inch (3 mm). Rib to Edge of Flange: Plus or minus 1/8 inch (3 mm). Distance between Ribs: Plus or minus 1/8 inch (3 mm). Variation from Square or Designated Skew (Difference in Length of the Two Diagonal Measurements): Plus or minus 1/8 inch per 72 inches (3 mm per 1830 mm) or 1/2 inch (13 mm) total, whichever is greater. Length and Width of Block-outs and Openings within One Unit: Plus or minus 1/4 inch (6 mm). Location and Dimension of Block-outs Hidden from View and Used for HVAC and Utility Penetrations: Plus or minus 3/4 inch (19 mm). Dimensions of Haunches: Plus or minus 1/4 inch (6 mm). Haunch Bearing Surface Deviation from Specified Plane: Plus or minus 1/8 inch (3 mm). Difference in Relative Position of Adjacent Haunch Bearing Surfaces from Specified Relative Position: Plus or minus 1/4 inch (6 mm). Bowing: Plus or minus L/360, maximum 1 inch (25 mm). Local Smoothness: 1/4 inch per 10 feet (6 mm per 3 m). Warping: 1/16 inch per 12 inches (1.5 mm per 300 mm) of distance from nearest adjacent corner. Tipping and Flushness of Plates: Plus or minus 1/4 inch (6 mm).

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Dimensions of Architectural Features and Rustications: Plus or minus 1/8 inch (3 mm).

Position Tolerances: For cast-in items measured from datum line location, as indicated on Shop Drawings. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16.

D.

Weld Plates: Plus or minus 1 inch (25 mm). Inserts: Plus or minus 1/2 inch (13 mm). Handling Devices: Plus or minus 3 inches (75 mm). Reinforcing Steel and Welded Wire Fabric: Plus or minus 1/4 inch (6 mm) where position has structural implications or affects concrete cover; otherwise, plus or minus 1/2 inch (13 mm). Reinforcing Steel Extending out of Member: Plus or minus 1/2 inch (13 mm) of plan dimensions. Tendons: Plus or minus 1/4 inch (6 mm), vertical; plus or minus 1 inch (25 mm), horizontal. Location of Rustication Joints: Plus or minus 1/8 inch (3 mm). Location of Opening within Panel: Plus or minus 1/4 inch (6 mm). Location of Flashing Reglets: Plus or minus 1/4 inch (6 mm). Location of Flashing Reglets at Edge of Panel: Plus or minus 1/8 inch (3 mm). Reglets for Glazing Gaskets: Plus or minus 1/8 inch (3 mm). Electrical Outlets, Hose Bibs: Plus or minus 1/2 inch (13 mm). Location of Bearing Surface from End of Member: Plus or minus 1/4 inch (6 mm). Allowable Rotation of Plate, Channel Inserts, and Electrical Boxes: 2-degree rotation or 1/4 inch (6 mm) maximum over the full dimension of unit. Position of Sleeve: Plus or minus 1/2 inch (13 mm). Location of Window Washer Track or Buttons: Plus or minus 1/8 inch (3 mm).

Brick-Faced Architectural Precast Concrete Units: Restrict the following misalignments to 2 percent of number of bricks in a unit. 1.

Alignment of Mortar Joints: a. b.

2. 3. 4. 5.

2.15

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Jog in Alignment: 1/8 inch (3 mm). Alignment with Panel Centerline: Plus or minus 1/8 inch (3 mm).

Variation in Width of Exposed Mortar Joints: Plus or minus 1/8 inch (3 mm). Tipping of Individual Bricks from the Panel Plane of Exposed Brick Surface: Plus 1/16 inch (1.5 mm); minus 1/4 inch (6 mm) less than or equal to depth of form liner joint. Exposed Brick Surface Parallel to Primary Control Surface of Panel: Plus 1/4 inch (6 mm); minus 1/8 inch (3 mm). Individual Brick Step in Face from Panel Plane of Exposed Brick Surface: Plus 1/16 inch (1.5 mm); minus 1/4 inch (6 mm) less than or equal to depth of form liner joint.

FINISHES

A.

Panel faces shall be free of joint marks, grain, and other obvious defects. Corners, including false joints shall be uniform, straight, and sharp. Finish exposed-face surfaces of architectural precast concrete units to match approved Architect’s sample.

B.

Exposed Surface Finish: Acid etch finish to match Architect’s sample.

C.

Finish unexposed surfaces of architectural precast concrete units by float finish.

PRECAST ARCHITECTURAL CONCRETE

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SOURCE QUALITY CONTROL

A.

Quality-Control Testing: Test and inspect precast concrete according to PCI MNL 117 requirements. If using self-consolidating concrete, also test and inspect according to PCI TR-6, "Interim Guidelines for the Use of Self-Consolidating Concrete in Precast/Prestressed Concrete Institute Member Plants."

B.

Owner will employ an independent testing agency to evaluate architectural precast concrete fabricator's quality-control and testing methods. 1.

Allow Owner's testing agency access to material storage areas, concrete production equipment, concrete placement, and curing facilities. Cooperate with Owner's testing agency and provide samples of materials and concrete mixtures as may be requested for additional testing and evaluation.

C.

Strength of precast concrete units will be considered deficient if units fail to comply with ACI 318 (ACI 318M) requirements for concrete strength.

D.

Testing: If there is evidence that strength of precast concrete units may be deficient or may not comply with ACI 318 (ACI 318M) requirements, precaster will employ an independent testing agency to obtain, prepare, and test cores drilled from hardened concrete to determine compressive strength according to ASTM C 42/C 42M. 1. 2. 3.

4.

A minimum of three representative cores will be taken from units of suspect strength, from locations directed by Architect. Cores will be tested in an air-dry condition. Strength of concrete for each series of 3 cores will be considered satisfactory if average compressive strength is equal to at least 85 percent of 28-day design compressive strength and no single core is less than 75 percent of 28-day design compressive strength. Test results will be made in writing on same day that tests are performed, with copies to Architect, Contractor, and precast concrete fabricator. Test reports will include the following: a. b. c. d. e.

E.

Project identification name and number. Date when tests were performed. Name of precast concrete fabricator. Name of concrete testing agency. Identification letter, name, and type of precast concrete unit(s) represented by core tests; design compressive strength; type of break; compressive strength at breaks, corrected for length-diameter ratio; and direction of applied load to core in relation to horizontal plane of concrete as placed.

Patching: If core test results are satisfactory and precast concrete units comply with requirements, clean and dampen core holes and solidly fill with precast concrete mixture that has no coarse aggregate, and finish to match adjacent precast concrete surfaces.

PRECAST ARCHITECTURAL CONCRETE

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PART 3 - EXECUTION

3.1

EXAMINATION A.

Examine supporting structural frame or foundation and conditions for compliance with requirements for installation tolerances, true and level bearing surfaces, and other conditions affecting performance.

B.

Proceed with installation only after unsatisfactory conditions have been corrected.

C.

Do not install precast concrete units until supporting cast-in-place building structural framing has attained minimum allowable design compressive strength or supporting steel or other structure is complete.

3.2

INSTALLATION A.

Install clips, hangers, bearing pads, and other accessories required for connecting architectural precast concrete units to supporting members and backup materials.

B.

Erect architectural precast concrete level, plumb, and square within specified allowable tolerances. Provide temporary supports and bracing as required to maintain position, stability, and alignment as units are being permanently connected. 1. 2. 3. 4.

C.

Connect architectural precast concrete units in position by bolting, welding, grouting, or as otherwise indicated on Shop Drawings. Remove temporary shims, wedges, and spacers as soon as practical after connecting and grouting are completed. 1.

D.

Install temporary steel or plastic spacing shims or bearing pads as precast concrete units are being erected. Tack weld steel shims to each other to prevent shims from separating. Maintain horizontal and vertical joint alignment and uniform joint width as erection progresses. Remove projecting lifting devices and grout fill voids within recessed lifting devices flush with surface of adjacent precast surfaces when recess is exposed. Unless otherwise indicated, maintain uniform joint widths of 3/4 inch (19 mm).

Do not permit connections to disrupt continuity of roof flashing.

Welding: Comply with applicable AWS D1.1/D1.1M and AWS D1.4 for welding, welding electrodes, appearance, quality of welds, and methods used in correcting welding work. 1. 2. 3. 4. 5.

Protect architectural precast concrete units and bearing pads from damage by field welding or cutting operations, and provide noncombustible shields as required. Welds not specified shall be continuous fillet welds, using no less than the minimum fillet as specified by AWS. Clean weld-affected metal surfaces with chipping hammer followed by brushing, and apply a minimum 4.0-mil- (0.1-mm-) thick coat of galvanized repair paint to galvanized surfaces according to ASTM A 780. Clean weld-affected metal surfaces with chipping hammer followed by brushing, and reprime damaged painted surfaces. Remove, reweld, or repair incomplete and defective welds.

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At bolted connections, use lock washers, tack welding, or other approved means to prevent loosening of nuts after final adjustment. 1.

Where slotted connections are used, verify bolt position and tightness. For sliding connections, properly secure bolt but allow bolt to move within connection slot. For friction connections, apply specified bolt torque and check 25 percent of bolts at random by calibrated torque wrench.

F.

Grouting Connections: Grout connections where required or indicated. Retain grout in place until hard enough to support itself. Pack spaces with stiff grout material, tamping until voids are completely filled. Place grout to finish smooth, level, and plumb with adjacent concrete surfaces. Keep grouted joints damp for not less than 24 hours after initial set. Promptly remove grout material from exposed surfaces before it affects finishes or hardens.

G.

Splash Blocks: Install where downspouts discharge.

3.3

ERECTION TOLERANCES A.

Erect architectural precast concrete units level, plumb, square, true, and in alignment without exceeding the noncumulative erection tolerances of PCI MNL 117, Appendix I.

B.

Erect architectural precast concrete units level, plumb, square, and true, without exceeding the following noncumulative erection tolerances: 1. 2. 3.

Plan Location from Building Grid Datum: Plus or minus 1/2 inch (13 mm). Plan Location from Centerline of Steel: Plus or minus 1/2 inch (13 mm). Top Elevation from Nominal Top Elevation: As follows: a. b. c. d.

4.

Support Elevation from Nominal Support Elevation: As follows: a. b.

5. 6. 7. 8. 9. 10. 11. 12. 13.

Exposed Individual Panel: Plus or minus 1/4 inch (6 mm). Non-Exposed Individual Panel: Plus or minus 1/2 inch (13 mm). Exposed Panel Relative to Adjacent Panel: 1/4 inch (6 mm). Non-Exposed Panel Relative to Adjacent Panel: 1/2 inch (13 mm).

Maximum Low: 1/2 inch (13 mm). Maximum High: 1/4 inch (6 mm).

Maximum Plumb Variation over the Lesser of Height of Structure or 100 Feet (30 m): 1 inch (25 mm). Plumb in Any 10 Feet (3 m) of Element Height: 1/4 inch (6 mm). Maximum Jog in Alignment of Matching Edges: 1/4 inch (6 mm). Joint Width (Governs over Joint Taper): Plus or minus 1/4 inch (6 mm). Maximum Joint Taper: 3/8 inch (10 mm). Joint Taper in 10 Feet (3 m): 1/4 inch (6 mm). Maximum Jog in Alignment of Matching Faces: 1/4 inch (6 mm). Differential Bowing or Camber, as Erected, between Adjacent Members of Same Design: 1/4 inch (6 mm). Opening Height between Spandrels: Plus or minus 1/4 inch (6 mm).

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FIELD QUALITY CONTROL A.

Special Inspections: Owner will engage a qualified special inspector to perform the following special inspections and prepare reports: 1.

Erection of precast concrete members.

B.

Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections and prepare test reports.

C.

Field welds will be subject to visual inspections and nondestructive testing according to ASTM E 165 or ASTM E 709. High-strength bolted connections will be subject to inspections.

D.

Testing agency will report test results promptly and in writing to Contractor and Architect.

E.

Repair or remove and replace work where tests and inspections indicate that it does not comply with specified requirements.

F.

Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.

3.5

REPAIRS A.

Repair architectural precast concrete units if permitted by Architect. The Architect reserves the right to reject repaired units that do not comply with requirements.

B.

Mix patching materials and repair units so cured patches blend with color, texture, and uniformity of adjacent exposed surfaces and show no apparent line of demarcation between original and repaired work, when viewed in typical daylight illumination from a distance of 20 feet (6 m).

C.

Prepare and repair damaged galvanized coatings with galvanizing repair paint according to ASTM A 780.

D.

Wire brush, clean, and paint damaged prime-painted components with same type of shop primer.

E.

Remove and replace damaged architectural precast concrete units when repairs do not comply with requirements.

3.6

CLEANING A.

Clean surfaces of precast concrete units exposed to view.

B.

Clean mortar, plaster, fireproofing, weld slag, and other deleterious material from concrete surfaces and adjacent materials immediately.

PRECAST ARCHITECTURAL CONCRETE

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Clean exposed surfaces of precast concrete units after erection and completion of joint treatment to remove weld marks, other markings, dirt, and stains. 1.

2.

Perform cleaning procedures, if necessary, according to precast concrete fabricator's recommendations. Clean soiled precast concrete surfaces with detergent and water, using stiff fiber brushes and sponges, and rinse with clean water. Protect other work from staining or damage due to cleaning operations. Do not use cleaning materials or processes that could change the appearance of exposed concrete finishes or damage adjacent materials.

END OF SECTION 034500

PRECAST ARCHITECTURAL CONCRETE

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SECTION 036000 - GROUTING

PART 1 - GENERAL

1.1 A.

RELATED DOCUMENTS Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1- Specification sections, apply to work of this section.

A.

SCOPE Extent of grout work includes pumping applications of cementitous, non-shrink, non-metallic grout under precast columns and elsewhere as indicated.

B.

Related Specification Sections include:

1.2

1. 2. 3.

1.3

Structural Concrete, Section 03 31 00 Structural Steel Framing, Section 05 12 00 Metal Fabrications, Section 05 50 00

A.

SUBMITTALS Product Data: Submit manufacturer’s product literature including preparation and application instructions and recommendations, storage and handling requirements.

A.

DELIVERY, STORAGE AND HANDLING Materials must be delivered in original, unopened containers with the manufacturer’s labels including product name and batch numbers.

B.

Protect material from freezing. Store above ground in a cool, dry place.

A.

JOB CONDITIONS Environmental Conditions: Do not apply material when temperature is below 45°F or when temperature is expected to fall below 45°F within 48 hours.

B.

Protection: Precautions should be taken to avoid damage to any surface near the work zone.

1.4

1.5

PART 2 - PRODUCTS

2.1

NON-SHRINK, NON-METALLIC GROUT OR DRYPACK A.

Acceptable Manufacturer and Products:

GROUTING

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1.

Grout shall conform to ASTM C1107-02 Specification for Packaged Dry, Hydraulic-Cement Grout (Non-Shrink).

2.

Performance Characteristics per ASTM C-109 Compressive Strength testing at fluid water ratio (ASTM C-939):

3.

a.

1 Day – 2700 psi minimum

b.

3 Day – 5500 psi minimum

c.

7 Day – 7000 psi minimum

d.

28 Day – 8000 psi minimum

Acceptable Manufacturers: a.

Master Builders "Masterflow 928"

b.

L&M Chemicals "Crystex"

c.

Euclid Chemical Company "NS Grout"

d.

U.S. Mix Products Co. “MP Grout”

e.

Or approved equal

PART 3 - EXECUTION

3.1

INSTALLATION A.

Remove all grease, oil, dirt, laitance, and unsound concrete. Saturate area to receive grout with water. Remove any puddles of water before placing grout. Maintain a temperature between 45°F and 90°F prior to application and during initial 24 hours.

B.

Completely fill with grout under beam and column bearings, erection blockouts, connection blockouts or pockets, and elsewhere as required. Mix, install, and cure grout according to manufacturer's recommendations.

END OF SECTION 036000

GROUTING

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SECTION 042000 - UNIT MASONRY

PART 1 - GENERAL 1.1

SUMMARY A.

This Section includes the following: 1. 2. 3.

B.

Related Sections: 1. 2.

1.2

Concrete unit masonry. Reinforced unit masonry. Masonry-cell insulation.

Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements. Division 03 Section “Precast Structural Concrete” for precast concrete panels.

PERFORMANCE REQUIREMENTS A.

Provide unit masonry that develops the following installed compressive strengths (f'm) at 28 days. 1.

For Concrete Unit Masonry: As follows, based on minimum average net-area compressive strength per ASTM C 90 as indicated on Drawings. a.

1.3

f'm = 1500 psi.

SUBMITTALS A.

Product data for each different masonry unit, accessory, and other manufactured product specified.

B.

Material test reports from a qualified independent testing agency, employed and paid by Contractor or manufacturer, indicating and interpreting test results relative to compliance of the following proposed masonry materials with requirements indicated: 1. 2.

1.4

Mortar complying with property requirements of ASTM C 270. Grout mixes. Include description of type and proportions of grout ingredients.

QUALITY ASSURANCE A.

Single-Source Responsibility for Masonry Units: Obtain exposed masonry units of a uniform texture and color, or a uniform blend within the ranges accepted for these characteristics, from one source and by a single manufacturer for each different product required.

B.

Single-Source Responsibility for Mortar Materials: Obtain mortar ingredients of a uniform quality, including color for exposed masonry, from one manufacturer for each cementitious component and from one source or producer for each aggregate.

UNIT MASONRY

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DELIVERY, STORAGE, AND HANDLING A.

Store masonry units on elevated platforms, under cover, and in a dry location to prevent their deterioration or damage due to moisture, temperature changes, contaminants, corrosion, and other causes. If units are not stored in an enclosed location, cover tops and sides of stacks with waterproof sheeting, securely tied. If units become wet, do not install until they are in an airdried condition. 1.

Protect Type I concrete masonry units from moisture absorption so that, at the time of installation, the moisture content is not more than the maximum allowed at the time of delivery.

B.

Store cementitious materials on elevated platforms, under cover, and in a dry location. Do not use cementitious materials that have become damp.

C.

Store aggregates where grading and other required characteristics can be maintained and contamination avoided.

D.

Store masonry accessories, including metal items, to prevent corrosion and accumulation of dirt and oil.

E.

Deliver preblended, dry mortar mix in moisture-resistant containers designed for lifting and emptying into dispensing silo. Store preblended, dry mortar mix in delivery containers on elevated platforms, under cover, and in a dry location or in a metal dispensing silo with weatherproof cover.

1.6

PROJECT CONDITIONS A.

Protection of Masonry: During erection, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work. Cover partially completed masonry when construction is not in progress. 1. 2.

Extend cover a minimum of 24 inches (600 mm) down both sides and hold cover securely in place. Where one wythe of multiwythe masonry walls is completed in advance of other wythes, secure cover a minimum of 24 inches (600 mm) down face next to unconstructed wythe and hold cover in place.

B.

Do not apply uniform floor or roof loads for at least 12 hours and concentrated loads for at least 3 days after building masonry walls or columns.

C.

Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to be left exposed or painted. Immediately remove grout, mortar, and soil that come in contact with such masonry. 1. 2. 3. 4.

Protect base of walls from rain-splashed mud and mortar splatter by coverings spread on ground and over wall surface. Protect sills, ledges, and projections from mortar droppings. Protect surfaces of window and door frames, as well as similar products with painted and integral finishes, from mortar droppings. Turn scaffold boards near the wall on edge at the end of each day to prevent rain from splashing mortar and dirt on completed masonry.

UNIT MASONRY

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents D.

Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen subgrade or setting beds. Remove and replace unit masonry damaged by frost or freezing conditions. Comply with the following requirements: 1.

Cold-Weather Construction: When the ambient temperature is within the limits indicated, use the following procedures: a. b.

c.

d.

2.

b.

c.

3.

40 to 32 deg F (4 to 0 deg C): Heat mixing water or sand to produce mortar temperatures between 40 and 120 deg F (4 and 49 deg C). 32 to 25 deg F (0 to -4 deg C): Heat mixing water and sand to produce mortar temperatures between 40 and 120 deg F (4 and 49 deg C). Heat grout materials to produce grout temperatures between 40 and 120 deg F (4 and 49 deg C). Maintain mortar and grout above freezing until used in masonry. 25 to 20 deg F (-4 to -7 deg C): Heat mixing water and sand to produce mortar temperatures between 40 and 120 deg F (4 and 49 deg C). Heat grout materials to produce grout temperatures between 40 and 120 deg F (4 and 49 deg C). Maintain mortar and grout above freezing until used in masonry. Heat masonry units to 40 deg F (4 deg C) if grouting. Use heat on both sides of walls under construction. 20 deg F (-7 deg C) and Below: Heat mixing water and sand to produce mortar temperatures between 40 and 120 deg F (4 and 49 deg C). Heat grout materials to produce grout temperatures between 40 and 120 deg F (4 and 49 deg C). Maintain mortar and grout above freezing until used in masonry. Heat masonry units to 40 deg F (4 deg C). Provide enclosures and use heat on both sides of walls under construction to maintain temperatures above 32 deg F (0 deg C) within the enclosures.

Cold-Weather Protection: When the mean daily temperature is within the limits indicated, provide the following protection: a.

E.

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40 to 25 deg F (4 to -4 deg C): Cover masonry with a weather-resistant membrane for 48 hours after construction. 25 to 20 deg F (-4 to -7 deg C): Cover masonry with insulating blankets or provide enclosure and heat for 48 hours after construction to prevent freezing. Install wind breaks when wind velocity exceeds 15 mi./h (25 km/h). 20 deg F (-7 deg C) and Below: Provide enclosure and heat to maintain temperatures above 32 deg F (0 deg C) within the enclosure for 48 hours after construction.

Cold-Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F (4 deg C) and above and will remain so until masonry has dried out, but not less than 7 days after completion of cleaning.

Hot-Weather Requirements: Protect unit masonry work when temperature and humidity conditions produce excessive evaporation of water from mortar and grout. Provide artificial shade and wind breaks and use cooled materials as required. Do not apply mortar to substrates with temperatures of 100 deg F (38 deg C) and above.

UNIT MASONRY

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PART 2 - PRODUCTS 2.1

MANUFACTURERS A.

Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated in the Work include, but are not limited to, the following: 1.

Concrete Masonry Units: a. b. c. d. e.

2.2

Basalite Concrete Products (Basis-of-Design). Best Block/Keystone. Clalite, Inc. Robinson Block Co. Valley Block

CONCRETE MASONRY UNITS A.

General: Provide shapes indicated and as follows for each form of concrete masonry unit required. 1. 2.

B.

Provide special shapes for lintels, corners, jambs, sash, control joints, headers, bonding, and other special conditions. Provide square-edged units for outside corners.

Concrete Masonry Units: ASTM C 90 and as follows: 1.

Unit Compressive Strength: Provide units with minimum average net-area compressive strength indicated below: a.

2. 3.

4. 2.3

1500 psi.

Weight Classification: Lightweight. Size: Manufactured to the actual dimensions listed below (within tolerances specified in the applicable referenced ASTM specification) for the corresponding nominal sizes indicated on Drawings. Exposed Faces and Color: Split faced, Basalite color number 5602.

MORTAR AND GROUT MATERIALS A.

Portland Cement: ASTM C 150, Type I or II, except Type III may be used for cold-weather construction. Provide natural color or white cement as required to produce mortar color indicated.

B.

Hydrated Lime: ASTM C 207, Type S.

C.

Portland Cement-Lime Mix: Packaged blend of portland cement complying with ASTM C 150, Type I or Type III, and hydrated lime complying with ASTM C 207, Type S.

D.

Aggregate for Mortar: ASTM C 144; except for joints less than 1/4 inch (6.5 mm), use aggregate graded with 100 percent passing the No. 16 (1.18 mm) sieve.

E.

Aggregate for Grout: ASTM C 404.

UNIT MASONRY

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents

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F.

Ready-Mixed Mortar: Cementitious materials, water, and aggregate complying with requirements specified in this Article; combined with set-controlling admixtures to produce a ready-mixed mortar complying with ASTM C 1142.

G.

Water: Potable.

2.4

REINFORCING STEEL A.

Steel Reinforcing Bars: Material and grade as follows: 1. 2.

2.5

Billet steel complying with ASTM A 615 (ASTM A 615M). Grade 60 (Grade 400), deformed.

JOINT REINFORCEMENT A.

General: Provide joint reinforcement formed from the following: 1. 2.

B.

Description: Welded-wire units prefabricated with deformed continuous side rods and plain cross rods into straight lengths of not less than 10 feet (3 m), with prefabricated corner and tee units, and complying with requirements indicated below: 1. 2.

C.

Wire Diameter for Side Rods: 0.1875 inch (4.8 mm). Wire Diameter for Cross Rods: 0.1875 inch (4.8 mm).

For single-wythe masonry, provide type as follows with single pair of side rods: 1. 2.

2.6

ASTM A 641 (ASTM A 641M), Class 1, for interior walls; and ASTM A 153, Class B-2, for exterior walls. ASTM A 153, Class B-2, for both interior and exterior walls.

Ladder design with perpendicular cross rods spaced not more than 16 inches (407 mm) o.c. Truss design with continuous diagonal cross rods spaced not more than 16 inches (407 mm) o.c.

TIES AND ANCHORS, GENERAL A.

General: Provide ties and anchors specified in subsequent articles that comply with requirements for metal and size of this Article, unless otherwise indicated.

B.

Wire: As follows: 1. 2.

2.7

Galvanized Carbon-Steel Wire: ASTM A 82; with ASTM A 153, Class B-2 coating for wire ties and anchors in exterior walls. Wire Diameter: 0.25 inch (6.4 mm).

RIGID ANCHORS A.

General: Fabricate from steel bars as follows: 1.

1-1/2 inches (38 mm) wide by 1/4 inch (6.4 mm) thick by 24 inches (600 mm) long, with ends turned up 2 inches (50 mm) or with cross pins.

UNIT MASONRY

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 2. 2.9

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As indicated.

ADJUSTABLE MASONRY-VENEER ANCHORS A.

General: Provide 2-piece assemblies allowing vertical or horizontal differential movement between wall and wall framing parallel to plane of wall but resisting tension and compression forces perpendicular to it, for attachment over sheathing to metal studs, and with the following structural performance characteristics: 1.

B.

Structural Performance Characteristics: Capable of withstanding a 100-lbf (445-N) load in either tension or compression without deforming over, or developing play in excess of, 0.05 inch (1.3 mm).

Screw-Attached, Masonry-Veneer Anchors: Units consisting of a wire tie section and a metal anchor section complying with the following requirements: 1. 2. 3.

4.

Wire Tie Shape: Triangular. Wire Tie Length: As required to extend 1-1/2 inches (38 mm) into masonry wythe of veneer face. Anchor Section: Rib-stiffened, sheet-metal plate with screw holes top and bottom, 0.0747 inch (1.9 mm) thick by 2-3/4 inches (70 mm) wide by 3 inches (75 mm) high; fabricated into tee shape with 2 projecting tabs, 3/4 inch (19 mm) wide by 1 inch (25 mm) long; with slotted holes for connection of vertical legs of triangular wire tie specially formed to fit anchor section. Anchor Section: Sheet-metal plate with screw holes top and bottom and with raised, ribstiffened strap stamped into center to provide a slot between strap and plate for connection of wire tie; of overall size indicated below: a.

Plate and Strap Size: 1-1/4 inches (32 mm) wide for plate, 5/8 inch (16 mm) wide for strap by lengths indicated below; slot clearance formed between face of plate and back of strap at maximum rib projection: 1/32 inch (0.8 mm) plus diameter of wire tie. 1)

C.

Steel Drill Screws for Steel Studs: ASTM C 954 except manufactured with hex washer head and neoprene washer, No. 10 (4.8-mm) diameter by length required to penetrate steel stud flange by not less than 3 exposed threads, and with the following corrosion protective coating: 1.

D.

Plate and Strap Lengths: 6 inches (150 mm) and 3-5/8 inches (92 mm), with both sides of plate stiffened by ribs.

Organic polymer coating with salt-spray resistance to red rust of more than 800 hours per ASTM B 117.

Available Products: Subject to compliance with requirements, products that may be incorporated in the Work include, but are not limited to, the following: 1.

Screw-Attached, Masonry-Veneer Anchors: a.

UNIT MASONRY

X-Seal Anchor System; Hohmann & Barnard, Inc. (Basis-of-Design).

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 2.10 A.

2.11 A.

MISCELLANEOUS ANCHORS Anchor Bolts: Steel bolts complying with ASTM A 307, Grade A (ASTM F 568, Property Class 4.6); with ASTM A 563 (ASTM A 563M) hex nuts and, where indicated, flat washers; hot-dip galvanized to comply with ASTM A 153, Class C. EMBEDDED FLASHING MATERIALS Rubberized Asphalt Sheet Flashing: Manufacturer's standard composite flashing product consisting of a pliable and highly adhesive rubberized asphalt compound, 26 mils (0.7 mm) thick, bonded completely and integrally to a high-density, cross-laminated polyethylene film, 4 mils (0.1 mm) thick, to produce an overall thickness of 30 mils (0.8 mm). 1.

B.

Primer: Flashing manufacturer's standard product or product recommended by flashing manufacturer for bonding flashing sheets to masonry and concrete.

Available Products: Subject to compliance with requirements, products that may be incorporated in the Work include, but are not limited to, the following: 1.

Rubberized Asphalt Sheet Flashing: a. b. c. d.

2.12 A.

Loose-Granular Fill Insulation: Perlite complying with ASTM C 549, Type II (surface treated for water repellency and limited moisture absorption) or Type IV (surface treated for water repellency and to limit dust generation). Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a.

A.

Compressible Filler: Premolded filler strips complying with ASTM D 1056, Type 2, Class A, Grade 1; compressible up to 35 percent; of width and thickness indicated; formulated from the following material: Neoprene or urethane.

Preformed Control-Joint Gaskets: Material as indicated below, designed to fit standard sash block and to maintain lateral stability in masonry wall; size and configuration as indicated. 1.

C.

The Schundler Company; Perlite Block and Cavity Fill (Basis-of-Design)

MISCELLANEOUS MASONRY ACCESSORIES

1. B.

Perm-A-Barrier Wall Flashing; Grace: W.R. Grace & Co. Heckman Building Products, Inc. Hohmann & Barnard, Inc. Carlisle Coatings.

MASONRY-CELL INSULATION

1.

2.13

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Styrene-Butadiene Rubber Compound: ASTM D 2000, Designation M2AA-805.

Bond-Breaker Strips: Asphalt-saturated, organic roofing felt complying with ASTM D 226, Type I (No. 15 asphalt felt).

UNIT MASONRY

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents D.

Weep Holes: Provide the following: 1.

E.

2.14 A.

Rectangular Plastic Tubing: Clear butyrate, 3/8 by 1-1/2 by 3-1/2 inches (9 by 38 by 89 mm).

Cavity Drainage Material: 1-inch- (25-mm-) thick, reticulated, nonabsorbent mesh, made from polyethylene strands and shaped to maintain drainage at weep holes without being clogged by mortar droppings. MASONRY CLEANERS Proprietary Acidic Cleaner: Manufacturer's standard-strength cleaner designed for removing mortar/grout stains, efflorescence, and other new construction stains from new masonry without discoloring or damaging masonry surfaces. Use product expressly approved for intended use by cleaner manufacturer and manufacturer of masonry units being cleaned. 1.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: a. b. c.

2.15 A.

General: Do not use admixtures, including pigments, air-entraining agents, accelerators, retarders, water-repellent agents, antifreeze compounds, or other admixtures, unless otherwise indicated. Do not use calcium chloride in mortar or grout.

Mortar for Unit Masonry: mortar indicated below: 1. 2.

3.

Comply with ASTM C 270, Proportion Specification, for types of

Limit cementitious materials in mortar to portland cement and lime. For masonry below grade, in contact with earth, and where indicated, use type indicated below: a.

Type: M.

For reinforced masonry and where indicated, use type indicated below: a.

C.

EaCo Chem, Inc.; NMD 80 (Basis-of-Design). Diedrich Technologies, Inc. ProSoCo, Inc.

MORTAR AND GROUT MIXES

1. B.

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Type: S.

Grout for Unit Masonry: Comply with ASTM C 476. Use grout of consistency indicated or, if not otherwise indicated, of consistency (fine or coarse) at time of placement that will completely fill spaces intended to receive grout. 1. 2.

Use fine grout in grout spaces less than 2 inches (50 mm) in horizontal dimension, unless otherwise indicated. Use coarse grout in grout spaces 2 inches (50 mm) or more in least horizontal dimension, unless otherwise indicated.

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PART 3 - EXECUTION 3.1

EXAMINATION A.

Examine conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of unit masonry. Do not proceed with installation until unsatisfactory conditions have been corrected.

B.

Examine rough-in and built-in construction to verify actual locations of piping connections prior to installation.

3.2

INSTALLATION, GENERAL A.

Thickness: Build cavity and composite walls and other masonry construction to the full thickness shown. Build single-wythe walls to the actual thickness of the masonry units, using units of thickness indicated.

B.

Build chases and recesses to accommodate items specified in this and other Sections of the Specifications.

C.

Leave openings for equipment to be installed before completion of masonry. After installing equipment, complete masonry to match construction immediately adjacent to the opening.

D.

Cut masonry units with motor-driven saws to provide clean, sharp, unchipped edges. Cut units as required to provide continuous pattern and to fit adjoining construction. Use full-size units without cutting, where possible. Allow units cut with water-cooled saws to dry before placing, unless wetting of units is specified. Install cut units with cut surfaces and, where possible, cut edges concealed.

E.

Mix units for exposed unit masonry from several pallets or cubes as they are placed to produce uniform blend of colors and textures.

F.

Matching Existing Masonry: Match coursing, bonding, color, and texture of existing masonry.

3.3

CONSTRUCTION TOLERANCES A.

Variation from Plumb: For vertical lines and surfaces of columns, walls, and arrises, do not exceed 1/4 inch in 10 feet (6 mm in 3 m), nor 3/8 inch in 20 feet (10 mm in 6 m), nor 1/2 inch in 40 feet (12 mm in 12 m) or more. For external corners, expansion joints, control joints, and other conspicuous lines, do not exceed 1/4 inch in 20 feet (6 mm in 6 m), nor 1/2 inch in 40 feet (12 mm in 12 m) or more. For vertical alignment of head joints, do not exceed plus or minus 1/4 inch in 10 feet (6 mm in 3 m), nor 1/2 inch (12 mm) maximum.

B.

Variation from Level: For bed joints and lines of exposed lintels, sills, parapets, horizontal grooves, and other conspicuous lines, do not exceed 1/4 inch in 20 feet (6 mm in 6 m), nor 1/2 inch in 40 feet (12 mm in 12 m) or more. For top surface of bearing walls, do not exceed 1/8 inch (3 mm) in 10 feet (3 m), nor 1/16 inch (1.5 mm) within width of a single unit.

C.

Variation of Linear Building Line: For position shown in plan and related portion of columns, walls, and partitions, do not exceed 1/2 inch in 20 feet (12 mm in 6 m), nor 3/4 inch in 40 feet (19 mm in 12 m) or more.

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D.

Variation in Cross-Sectional Dimensions: For columns and thickness of walls, from dimensions shown, do not exceed minus 1/4 inch (6 mm) nor plus 1/2 inch (12 mm).

E.

Variation in Mortar-Joint Thickness: Do not vary from bed-joint thickness indicated by more than plus or minus 1/8 inch (3 mm), with a maximum thickness limited to 1/2 inch (12 mm). Do not vary bed-joint thickness from bed-joint thickness of adjacent course by more than 1/8 inch (3 mm). Do not vary from head-joint thickness indicated by more than plus or minus 1/8 inch (3 mm). Do not vary head-joint thickness from adjacent head-joint thickness by more than 1/8 inch (3 mm). Do not vary from collar-joint thickness indicated by more than minus 1/4 inch (6 mm) or plus 3/8 inch (10 mm).

3.4

LAYING MASONRY WALLS A.

Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint widths and for accurate locating of openings, movement-type joints, returns, and offsets. Avoid the use of less-than-half-size units at corners, jambs, and where possible at other locations.

B.

Lay walls to comply with specified construction tolerances, with courses accurately spaced and coordinated with other construction.

C.

Bond Pattern for Exposed Masonry: Lay exposed masonry in the following bond pattern; do not use units with less than nominal 4-inch (100-mm) horizontal face dimensions at corners or jambs. 1.

As indicated on Drawings.

D.

Lay concealed masonry with all units in a wythe in running bond. Bond and interlock each course of each wythe at corners. Do not use units with less than nominal 4-inch (100-mm) horizontal face dimensions at corners or jambs.

E.

Stopping and Resuming Work: In each course, rack back 1/2-unit length for one-half running bond or 1/3-unit length for one-third running bond; do not tooth. Clean exposed surfaces of set masonry, wet clay masonry units lightly if required, and remove loose masonry units and mortar prior to laying fresh masonry.

F.

Built-in Work: As construction progresses, build-in items specified under this and other Sections of the Specifications. Fill in solidly with masonry around built-in items.

G.

Fill space between hollow metal frames and masonry solidly with mortar, unless otherwise indicated.

H.

Where built-in items are to be embedded in cores of hollow masonry units, place a layer of metal lath in the joint below and rod mortar or grout into core.

I.

Fill cores in hollow concrete masonry units with grout 24 inches (600 mm) under bearing plates, beams, lintels, posts, and similar items, unless otherwise indicated.

J.

Build nonload-bearing interior partitions full height of story to underside of solid floor or roof structure above and as follows: 1.

Install compressible filler in joint between top of partition and underside of structure above.

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MORTAR BEDDING AND JOINTING A.

Lay hollow concrete masonry units as follows: 1. 2. 3. 4.

B.

Lay solid brick-size masonry units with completely filled bed and head joints; butter ends with sufficient mortar to fill head joints and shove into place. Do not furrow bed joints or slush head joints. 1.

C.

3.6

With full mortar coverage on horizontal and vertical face shells. Bed webs in mortar in starting course on footings and in all courses of piers, columns, and pilasters, and where adjacent to cells or cavities to be filled with grout. For starting course on footings where cells are not grouted, spread out full mortar bed, including areas under cells. Maintain joint widths indicated, except for minor variations required to maintain bond alignment. If not indicated, lay walls with 3/8-inch (10-mm) joints.

At cavity walls, slope beds toward cavity to minimize mortar protrusions into cavity. As work progresses, trowel mortar fins protruding into cavity flat against cavity face of brick.

Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness, unless otherwise indicated. CAVITIES

A.

Keep cavities clean of mortar droppings and other materials during construction. Strike joints facing cavities flush. 1.

B. 3.7

Use wood strips temporarily placed in cavity to collect mortar droppings. progresses, remove strips, clean off mortar droppings, and replace in cavity.

As work

Tie exterior wythe to back-up with individual metal ties. Stagger alternate courses. MASONRY-CELL INSULATION

A.

3.8

Pour granular insulation into cavities to fill void spaces. Maintain inspection ports to show presence of insulation at extremities of each pour area. Close the ports after filling has been confirmed. Limit the fall of insulation to 1 story high, but not more than 20 feet (6 m). HORIZONTAL-JOINT REINFORCEMENT

A.

General: Provide continuous horizontal-joint reinforcement as indicated. Install entire length of longitudinal side rods in mortar with a minimum cover of 5/8 inch (16 mm) on exterior side of walls, 1/2 inch (13 mm) elsewhere. Lap reinforcing a minimum of 6 inches (150 mm). 1. 2. 3.

B.

Space reinforcement not more than 16 inches (406 mm) o.c. Provide reinforcement in mortar joint 1 block course above and below wall openings and extending 12 inches (305 mm) beyond opening. Reinforcement above is in addition to continuous reinforcement.

Cut or interrupt joint reinforcement at control and expansion joints, unless otherwise indicated.

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents C.

3.9

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Provide continuity at corners and wall intersections by using prefabricated "L" and "T" sections. Cut and bend reinforcement units as directed by manufacturer for continuity at returns, offsets, column fireproofing, pipe enclosures, and other special conditions. ANCHORING MASONRY TO STRUCTURAL MEMBERS

A.

Anchor masonry to structural members where masonry abuts or faces structural members to comply with the following: 1.

3.10 A.

ANCHORING MASONRY VENEERS Anchor masonry veneers to metal studs with masonry-veneer anchors to comply with the following requirements: 1. 2. 3. 4.

3.10

Provide an open space not less than 1 inch (25 mm) in width between masonry and structural member, unless otherwise indicated. Keep open space free of mortar or other rigid materials.

Fasten each anchor section through sheathing to metal studs with 2 metal fasteners of type indicated. Embed tie section in masonry joints. Provide not less than 2-inch (50-mm) air space between back of masonry veneer and face of sheathing. Locate anchor section relative to course where tie section is embedded to allow maximum vertical differential movement of tie up and down. Space anchors as indicated, but not more than 18 inches (458 mm) o.c. vertically and 24 inches (610 mm) o.c. horizontally with not less than 1 anchor for each 2 sq. ft. (0.2 sq. m) of wall area. Install additional anchors within 12 inches (305 mm) of openings and at intervals around perimeter not exceeding 8 inches (203 mm).

CONTROL AND EXPANSION JOINTS

A.

General: Install control and expansion joints in unit masonry where indicated. Build-in related items as the masonry progresses. Do not form a continuous span through movement joints unless provisions are made to prevent in-plane restraint of wall or partition movement.

B.

Form expansion joints in brick made from clay or shale as follows: 1.

2. 3. 4.

C.

Build flanges of metal expansion strips into masonry. Lap each joint 4 inches (100 mm) in direction of water flow. Seal joints below grade and at junctures with horizontal expansion joints, if any. Build flanges of factory-fabricated, expansion-joint units into masonry. Build-in joint fillers where indicated. Form open joint of width indicated, but not less than 3/8 inch (10 mm) for installation of sealant and backer rod specified in Division 07 Section "Joint Sealants." Maintain joint free and clear of mortar.

Build-in horizontal pressure-relieving joints where indicated; construct joints by either leaving an air space or inserting a compressible filler of width required for installing sealant and backer rod specified in Division 07 Section "Joint Sealants." 1.

Locate horizontal pressure-relieving joints beneath shelf angles supporting masonry veneer and attached to structure behind masonry veneer.

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LINTELS

A.

Install steel lintels where indicated.

B.

Provide minimum bearing of 8 inches (200 mm) at each jamb, unless otherwise indicated.

3.12

FLASHING, WEEP HOLES, AND VENTS

A.

General: Install embedded flashing and weep holes in masonry at shelf angles, lintels, ledges, other obstructions to the downward flow of water in the wall, and where indicated.

B.

Prepare masonry surfaces so they are smooth and free from projections that could puncture flashing. Place through-wall flashing on sloping bed of mortar and cover with mortar. Seal penetrations in flashing with adhesive, sealant, or tape as recommended by flashing manufacturer before covering with mortar.

C.

Install flashing as follows: 1.

2.

3.

4. D.

Install weep holes in the head joints in exterior wythes of the first course of masonry immediately above embedded flashing and as follows: 1. 2. 3.

4. E.

Form weep holes with product specified in Part 2 of this Section. Space weep holes 24 inches (600 mm) o.c. In cavities, place pea gravel to a height equal to height of first course, but not less than 2 inches (50 mm), immediately above top of flashing embedded in the wall, as masonry construction progresses, to splatter mortar droppings and to maintain drainage. Place cavity drainage material immediately above flashing in cavities.

Install vents in vertical head joints at the top of each continuous cavity. Space vents and close off cavities vertically and horizontally with blocking in manner indicated. 1.

F.

At composite masonry walls, including cavity walls, extend flashing from exterior face of outer wythe of masonry, through the outer wythe, turned up a minimum of 4 inches (100 mm), and through the inner wythe to within 1/2 inch (13 mm) of the interior face of the wall in exposed masonry. Where interior surface of inner wythe is concealed by furring, carry flashing completely through the inner wythe and turn up approximately 2 inches (50 mm), unless otherwise indicated. At masonry-veneer walls, extend flashing from exterior face of veneer, through the veneer, up face of sheathing at least 8 inches (200 mm), and behind air-infiltration barrier/building paper. At lintels and shelf angles, extend flashing a minimum of 4 inches (100 mm) into masonry at each end. At heads and sills, extend flashing 4 inches (100 mm) at ends and turn up not less than 2 inches (50 mm) to form a pan. Cut off flashing flush with face of wall after masonry wall construction is completed.

Install through-wall flashing and weep holes above horizontal blocking.

Install reglets and nailers for flashing and other related construction where shown to be built into masonry.

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 3.13 A.

INSTALLATION OF REINFORCED UNIT MASONRY Temporary Formwork and Shores: Construct formwork and shores to support reinforced masonry elements during construction. 1.

2.

B.

3. 4. 5. 6. 7.

8. 9. 10. 11. 12. 13.

A.

Construct formwork to conform to shape, line, and dimensions shown. Make sufficiently tight to prevent leakage of mortar and grout. Brace, tie, and support forms to maintain position and shape during construction and curing of reinforced masonry. Do not remove forms and shores until reinforced masonry members have hardened sufficiently to carry their own weight and other temporary loads that may be placed on them during construction.

Grouting: Do not place grout until entire height of masonry to be grouted has attained sufficient strength to resist grout pressure. 1. 2.

3.14

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Do not exceed the following pour heights for fine grout: For minimum widths of grout spaces of 3/4 inch (19 mm) or for minimum grout space of hollow unit cells of 1-1/2 by 2 inches (38 by 51 mm), pour height of 12 inches (305 mm). For minimum widths of grout spaces of 2 inches (51 mm) or for minimum grout space of hollow unit cells of 2 by 3 inches (51 by 76 mm), pour height of 60 inches (1524 mm). For minimum widths of grout spaces of 2-1/2 inches (63 mm) or for minimum grout space of hollow unit cells of 2-1/2 by 3 inches (63 by 76 mm), pour height of 12 feet (3.6 m). For minimum widths of grout spaces of 3 inches (76 mm) or for minimum grout space of hollow unit cells of 3 by 3 inches (76 by 76 mm), pour height of 24 feet (7.3 m). Do not exceed the following pour heights for coarse grout: For minimum widths of grout spaces of 1-1/2 inches (38 mm) or for minimum grout space of hollow unit cells of 1-1/2 by 3 inches (38 by 76 mm), pour height of 12 inches (305 mm). For minimum widths of grout spaces of 2 inches (51 mm) or for minimum grout space of hollow unit cells of 2-1/2 by 3 inches (63 by 76 mm), pour height of 60 inches (1524 mm). For minimum widths of grout spaces of 2-1/2 inches (63 mm) or for minimum grout space of hollow unit cells of 3 by 3 inches (76 by 76 mm), pour height of 12 feet (3.6 m). For minimum widths of grout spaces of 3 inches (76 mm) or for minimum grout space of hollow unit cells of 3 by 4 inches (76 by 101 mm), pour height of 24 feet (7.3 m). Provide cleanout holes at least 3 inches (76 mm) in least dimension for grout pours over 60 inches (1524 mm) in height. Provide cleanout holes at each vertical reinforcing bar. At solid grouted masonry, provide cleanout holes at not more than 32 inches (813 mm) o.c.

FIELD QUALITY CONTROL Owner will engage a qualified independent testing agency to perform field quality-control testing indicated below. 1. 2.

Payment for these services will be made by Owner. Retesting of materials failing to meet specified requirements shall be done at Contractor's expense.

B.

Testing Frequency: Tests and Evaluations listed in this Article will be performed during construction for each 5000 sq. ft. (465 sq. m) of wall area or portion thereof.

C.

Mortar properties will be tested per ASTM C 780.

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D.

Grout will be sampled and tested for compressive strength per ASTM C 1019.

E.

Concrete Masonry Unit Tests: For each type of concrete masonry unit indicated, units will be tested according to ASTM C 140.

F.

Prism-Test Method: For each type of wall construction indicated, masonry prisms will be tested per ASTM C 1314, and as follows: 1.

3.15

Prepare 1 set of prisms for testing at 7 days and 1 set for testing at 28 days.

REPAIRING, POINTING, AND CLEANING

A.

Remove and replace masonry units that are loose, chipped, broken, stained, or otherwise damaged or if units do not match adjoining units. Install new units to match adjoining units; install in fresh mortar or grout, pointed to eliminate evidence of replacement.

B.

Pointing: During the tooling of joints, enlarge voids and holes, except weep holes, and completely fill with mortar. Point-up joints, including corners, openings, and adjacent construction, to provide a neat, uniform appearance. Prepare joints for application of sealants.

C.

In-Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears prior to tooling joints.

D.

Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows: 1. 2.

3. 4. 5. 6. 7. 8.

E.

Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels. Test cleaning methods on sample wall panel; leave one-half of panel uncleaned for comparison purposes. Obtain Architect's approval of sample cleaning before proceeding with cleaning of masonry. Protect adjacent stone and nonmasonry surfaces from contact with cleaner by covering them with liquid strippable masking agent, polyethylene film, or waterproof masking tape. Wet wall surfaces with water prior to application of cleaners; remove cleaners promptly by rinsing thoroughly with clear water. Clean brick by bucket and brush hand-cleaning method described in BIA Technical Note No. 20 Revised, using the following masonry cleaner: Job-mixed detergent solution. Proprietary acidic cleaner, applied in compliance with directions of acidic cleaner manufacturer. Clean concrete masonry by cleaning method indicated in NCMA TEK 8-2 applicable to type of stain present on exposed surfaces.

Protection: Provide final protection and maintain conditions that ensure unit masonry is without damage and deterioration at time of Substantial Completion.

END OF SECTION 042000

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SECTION 051200 – STRUCTURAL STEEL FRAMING

PART 1 - GENERAL

1.1

RELATED DOCUMENTS: A.

1.2

Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1- Specification sections, apply to work of this section.

SCOPE: A.

Extent of structural steel work is shown on the Drawings.

B.

General requirements for Quality Requirements are specified in Section 01 40 00.

C.

Other Division 5 Sections include:

D.

1.3

1.

Steel Decking, Section 05 31 00

2.

Metal Fabrications, Section 05 50 00

Grouting, Section 03 60 00

QUALITY ASSURANCE: A.

Fabricator Qualifications: Minimum of five (5) years in fabrication and erection of structural steel for projects of similar size and difficulty. Subject to approval of Architect, Engineer and Owner.

B.

Welder Qualifications: 1.

C.

Welding shall be done only by welding operators currently qualified according to AWS D1.1.

Testing Agency: 1.

Testing and inspection will be made by an approved testing laboratory selected and paid by the Owner. Contractor shall furnish testing agency access to work, facilities, and incidental labor required for testing and inspection. Retention by the Owner of an independent testing agency shall in no way relieve the Contractor of responsibility for performing all work in accordance with the contract requirements.

2.

Furnish the testing agency with the following: a.

A complete set of Shop and Erection Drawings.

b.

Information as to time and place of all rollings and shipment of material to shops.

c.

Full and ample means and assistance for testing all materials.

d.

Proper facilities, including scaffolding, temporary work platforms, etc., for

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inspection of the work in the mills, shop and field.

D.

E.

f.

Each person installing connections shall be assigned an identifying symbol or mark, and all shop and field connections shall be identified so that the inspector can refer back to the person making the connection.

1.

Design, Detailing, Fabrication and Erection: Meet requirements of AISC Specification for Structural Steel Buildings (March 9, 2005), and AISC Code of Standard Practice for Steel Buildings and Bridges (March 18, 2005). Member and connection design basis is Load and Resistance Factor Design (LRFD).

2.

Welding: Meet requirements of AWS Structural Welding Code D1.1, latest edition.

3.

High Strength Bolts: Meet requirements of AISC Specifications for Structural Joints Using ASTM A325 or A490 Bolts, latest edition.

4.

Surface Preparation: Meet requirements of specifications contained in Steel Structures Painting Council's Steel Structures Painting Manual, Volume 2, Systems and Specifications, latest edition.

Structural Steel and Metal Fabrications: The Testing Agency's inspector will perform his duties in such a way that neither fabrication nor erection is unnecessarily delayed or impeded. In no case will the inspector recommend or prescribe the method of repair of a defect.

Welding and Materials: 1.

G.

Representative sample pieces requested for testing.

Reference Standards:

1.

F.

e.

Inspection of welding by the Testing Agency will be such as to assure that the work conforms to specified requirements, and will include: a.

Ascertainment that electrodes used for manual shielded metal-arc welding and the electrodes and flux used for submerged arc welding conform to the requirements of Section 05 12 00 Structural Steel Framing.

b.

Ascertainment that the approved welding procedure and the approved welding sequence are followed without deviation, unless specific approval for change is obtained from the Structural Engineer.

Documentation: 1.

The Contractor shall maintain a complete and current set of submittals including shop and erection drawings, copies of all mill test reports, materials testing reports and inspection reports.

2.

Construction Deficiency Log: The Contractor shall maintain a Deficiency Log of construction deficiencies and non-conforming work noted by the Owner, Architect, Engineer, Contractor or Independent Testing Agency to be addressed and corrected by the Contractor. Each item in the Deficiency Log shall be referenced by an item number, with a description of the deficiency, the date the deficiency was noted, a description of

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the corrective action taken (if any) and the date when the corrective action was taken. Corrective action requiring review and approval from the Architect and/or Engineer shall be documented in a Non-Conformance Report (NCR) and issued to the Architect for distribution. A Request for Information (RFI) shall not be used for this purpose. A log of resolved and outstanding NCR’s shall be maintained by the contractor. 3.

1.4 A.

B.

SUBMITTALS: Shop Drawings: Submit Shop Drawings as specified under Section 01 33 00. Shop drawings shall be original drawings produced by the subcontractor or supplier, and shall not be reproductions of the contract documents. Clearly indicate profiles, sizes, spacing and locations of structural members, connections, attachments, anchorages, framed openings, size and type of fasteners, cambers, and clearances. Indicate welded connections using standard AWS welding symbols. Clearly indicate net weld lengths, sizes and welding sequences. Shop drawings shall be checked for accuracy by fabricator and initialed by individual responsible for checking prior to submittal to architect for review. Connections: 1.

2.

3.

4.

5. 6.

C.

The Contractor shall maintain a copy of all documentation on-site and accessible by the Architect and Owner’s representative.

For simple shear connections, provide connections as shown in the Structural Drawings. Or, if the contractor elects to propose other simple shear connections, submit Alternate Fabricator Preferred Standard Connections, at least 4 weeks prior to main Shop Drawing submittal and prior to the creation of Shop Drawings. Alternate Fabricator Preferred Standard Connections are subject to the requirements below. If the contractor elects to propose alternate connection details, a substitution request shall be submitted in accordance with these specifications. Shop drawings indicating alternate connection details without Architect’s prior approval of substitution request will be rejected. Submit Alternate Fabricator Preferred Standard Connections with design calculations bearing the seal and signature of a Professional Engineer licensed in the project jurisdiction and employed by the Contractor at least 4 weeks prior to the main Shop Drawings submittals, and prior to the creation of the shop drawings. Such submittal shall indicate the types of beam connections to be utilized in the project, and shall include tables of connection available strengths, lengths and sizes of welds, number and spacing of bolts, steel thicknesses and lengths, and allowable copes. Tabulated connection available strengths shall consider all applicable limit states for bolts, welds and connecting elements, including the affected elements of the connected members. The cost for review of alternate connections by the Structural Engineer shall be at the contractor’s expense. Submit design calculations, bearing the seal and signature of a Professional Engineer licensed in the project jurisdiction and employed by the Contractor, for all connections, other than simple shear connections, not completely detailed or not indicated on the Structural Drawings. Design or select connections to support the loads indicated on the Structural Drawings. When loads are not shown, provide connections to support the loads given in the Structural General Notes on the Structural Drawings. All design calculations shall be in conformance with the referenced standards cited herein and shall clearly demonstrate applicability for the intended use. Calculated connection available strengths shall consider all applicable limit states for bolts, welds and connecting elements, including the affected elements of the connected members.

Other Design Calculations:

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2.

1.5 A.

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Submit design calculations, bearing the seal and signature of a Professional Engineer licensed in the project jurisdiction and employed by the Contractor, for any request for Substitution of member sizes or material grades or any Modification of strength or configuration of the structural framing requested for the Contractor’s convenience, erection sequence, or construction equipment and/or materials. All design calculations shall be in accordance with the reference standards cited herein and shall clearly demonstrate applicability for the intended use.

DELIVERY, STORAGE AND HANDLING: Materials to be Installed by Others: Deliver anchor bolts and other anchorage devices which are embedded in cast-in-place concrete or masonry construction to the project site in time to be installed before the start of cast-in-place concrete operations or masonry work.

B.

Provide Setting Drawings, templates and directions for installation of anchor bolts and other devices.

C.

Storage of Structural Steel: Structural steel members which are stored at the project site shall be above ground on platforms, skids, or other supports and stored upright to prevent twisting. Protect steel from corrosion. Store other materials in a weather-tight and dry place, until ready for use. Store packaged materials in their original, unbroken package or container.

1.6

JOB CONDITIONS: A.

Protection: Protect any adjacent materials or areas below from damage due to weld splatter or sparks during field welding.

PART 2 - PRODUCTS

2.1

MATERIALS: A.

Structural Steel: Unless otherwise noted or indicated, all W shapes shall meet requirements of ASTM A992. All other structural steel shapes and plates shall meet either ASTM A572 Grade 50 with special requirements per Technical Bulletin 3, March 1997 or ASTM A36.

B.

Unfinished Bolts: Meet requirements of ASTM A307, Carbon Steel Externally and Internally Threaded Standard Fasteners, latest edition with washers and hexagonal heads and nuts.

C.

High Strength Bolts: Meet requirements of ASTM A325, Type 1, High Strength Bolts for Structural Steel Joints, including suitable nuts and plain hardened washers, latest edition. All ASTM A325 high strength bolts for slip critical and/or axial tension type connections shall be Lohr Rapid Tension Bolts as manufactured by Lohr Structural Fasteners, Inc., Humble, Texas or approved equal. Nuts and bolts shall be manufactured by the same entity to insure proper fit.

D.

Pipe: Meet requirements of ASTM A53, Type E or S, Grade B, ASTM A500, Grade B, or ASTM A501 excluding furnace butt welding, latest editions. Provide seamless pipe where pipe is utilized as a sleeve.

E.

Tube: Meet requirements of ASTM A500, Grade B, latest edition. Provide seamless tube where tube is utilized as a sleeve.

F.

Shear Stud Connectors: edition.

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Meet requirements of AWS D1.1 Structural Welding Code, latest

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G.

Filler Metals for Welding: Meet requirements of AWS D1.1, 70 Series.

H.

Shop Primer: Fabricator’s standard alkyd red oxide, rust-inhibiting primer. Where steel is to be field painted, provide shop primer compatible with finish paint system specified in Division 9.

I.

Anchors: Size and type as noted on the drawings.

J.

2.2

1.

Anchor Rods: ASTM F1554, Grade 36 or 105, as indicated on the drawings. Size and length as shown on the drawings. Provide suitable nuts and washers as recommended in ASTM F1554.

2.

Expansion Anchor: Torque-controlled, wedge type, complete with suitable nut and washer with zinc electroplated coating in accordance with ASTM B633 with current ICC approval and published ICC evaluation report. Size and type as indicated on the drawings. Install per manufacturer’s instructions. Provide KWIK Bolt TZ Concrete Anchor by Hilti, Inc., Simpson Strong-Bolt 2 by Simpson Strong-Tie Co. or approved equal. Provide stainless steel anchors with suitable nut and washer conforming to AISI 304 where indicated on the drawings.

3.

Adhesive Anchors: Anchor system shall consist of adhesive, threaded rod, nut and hardened washer. Size and type as indicated on the drawings. a.

Adhesive: The epoxy adhesive shall be an injectable two-part, moistureinsensitive epoxy adhesive with ICC approval for use in normal-weight concrete.

b.

Threaded rod: ASTM A193 Grade B7, zinc electroplated finish complying with ASTM B633 SC 1. For installations in corrosive or damp conditions, provide galvanized finish in accordance with ASTM A153, Class C or D.

c.

Nut: ASTM A563, Grade DH. Finish matching threaded rod.

d.

Washer: ANSI B18.22.1, Type A. Finish matching threaded rod.

e.

Approved anchor: HIT-RE 500-SD Adhesive Anchor by Hilti, Incorporated or SET-XP Epoxy Anchor by Simpson Strong-Tie, Co. or approved equal.

Slide Bearings: Provide slide bearing assemblies as detailed on the drawings. The entire assembly or applicable portions thereof shall be as manufactured by Fluorocarbon Company or approved equal.

FABRICATION: A.

B.

General: 1.

Meet requirements of standards listed under 1.3.D. Reference Standards.

2.

Fabricate and assemble structural assemblies in shop to greatest extent possible as indicated on final shop drawings. Provide camber in structural members where indicated.

3.

Detailing and fabrication procedures shall account for distortion and shrinkage due to welding processes, both in the shop and in the field.

Connections:

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C.

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1.

Provide connections as shown or noted on the Drawings. Connections not shown or noted shall be standard Simple Shear Connections as shown in Part 10 of the AISC Steel Construction Manual, 13th Edition. See the Connections paragraph under the Submittals section for additional connection requirements.

2.

No combination of bolts and welds shall be used to transmit stress in the same faying surface of any connection.

3.

Shop connectors shall be welded or bolted using high-strength bolts.

4.

Field connections: Bolt field connections except where welded connections are indicated. a.

Provide high-strength bolts for principal connections including all beam to beam and all beam to column connections.

b.

Provides high-strength or unfinished bolts for connections of secondary framing members including girts and other framing members taking only nominal stresses.

Shop Painting: 1.

Surface Preparation: After fabrication and shop assembly, clean all steel members, plates, connection angles and miscellaneous pieces. Remove loose rust, loose mill scale and spatter, slag or flux deposits. For steel not to receive shop primer, clean steel of grease and oil with solvent cleaners and of dirt and other foreign materials by sweeping with a fiber brush or other suitable means. For steel to receive shop primer, prepare surfaces to be painted according to the requirements of SSPC Specification SP-2 “Hand Tool Cleaning”.

2.

Painting: Immediately after surface preparation, apply primer in accordance with the manufacturer’s recommendations at a rate to provide a uniform dry film thickness of not less than 1.5 mils per coat. Use painting methods which result in full coverage of joints, corners, edges and exposed surfaces. Omit shop paint on surfaces to be enclosed in concrete, surfaces to be welded, contact surfaces in high-strength bolted, slip-critical connections, tops of beams in composite construction, surfaces to receive welded studs, surfaces to receive spray on fireproofing, or surfaces in contact with self-lubricating bearing plates. All other steel shall be shop primed.

D.

Marking: Mark all members in protected, plainly visible locations in accordance with reference numbers on setting diagrams. The member work point at each end of columns shall be determined and marked in the shop with a center punch or other acceptable means. Marking shall be placed on the flanges and web at each end of columns. Work point shall be as defined in AISC Code of Standard Practice, Section 7.13.

E.

Finished Work: All work shall be finished in accordance with the approved Shop Drawings and shall be true and free from twists, kinks, buckles, open joints and other defects.

F.

Cutting and Fitting: Perform all necessary cutting, fitting and drilling for the accommodation of other trades and do whatever is necessary to secure correct information for same, both before

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No cutting or drilling will be permitted on the job without the

G.

Milling: Subassemblies with milled surfaces shall be completely assembled and welded before milling.

H.

Welding: Comply with AISC specifications and latest American Welding Society standards. Welds not specified shall be 3/16" fillet continuous but not less than the AISC minimum based on thickness of the parts to be joined.

I.

Splices: Splicing of members to obtain the required lengths will not be permitted without prior acceptance of the Engineer unless shown on the Drawings.

J.

Cambering: Beams and girders shall be cambered where indicated on the Drawings.

K.

Substitutions: Where exact sizes and weights called for are not readily available, secure the Engineers' acceptance of suitable sizes in time to prevent delay due to such substitutions.

L.

Shear Stud Connectors: Automatically end weld according to AWS D1.1. Shop weld where possible. Thoroughly clean surface where stud is to be attached. Remove mill scale by grinding or sandblasting where it is sufficiently thick to interfere with proper welding. At metal deck, field install by welding through deck.

M.

Equipment Supports and Mechanical Opening Framing: Framing shown on structural drawings is for general arrangement only and may require modification to suit the actual purchased equipment. Coordinate with mechanical trades for necessary certified drawings before starting fabrication. Steel fabricator shall provide a complete job ready for installation of equipment, and contract price shall cover this requirement regardless of subsequent modifications to framing shown on drawings, at no extra cost to the Owner.

2.3

ANCHORS A.

Provide all anchors for columns, beams, channels, plates, etc., as indicated on Drawings, located on Shop Drawings, or as required.

PART 3 - EXECUTION

3.1

INSPECTION: A.

3.2

Prior to start of erection, the steel erector shall check the location of all bearing surfaces and all embedded anchor bolts and connection plates, and shall report deviations from the contract documents to the Architect and Engineer in writing. Do not proceed with erection until all unacceptable conditions have been corrected.

PREPARATION: A.

Field Measurements: Take measurements on site as required for correct fabrication and installation. Fabricator shall be responsible for errors in fabrication and for correct fit of structural steel.

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ERECTION: A.

General: Erect structural steel in accordance with AISC Specifications for the Design, Fabrication and Erection of Structural Steel Buildings, latest edition, including supplements, with additional requirements of this section.

B.

Field Assembly: 1.

Assemble structural steel to lines and elevations indicated within erection tolerances specified in AISC Code of Standard Practice for Steel Buildings and Bridges, Section 7.

2.

Align and adjust members forming part of complete frame or structure before permanently fastening. Before assembly, clean bearing surfaces and other surfaces in permanent contact with members. Perform necessary adjustments to compensate for discrepancies in elevations and alignment. a.

Level and plumb individual members of structure.

b.

Make allowance for difference between temperature at time of erection and mean temperature when structure is complete and in service.

3.

Measure and adjust for distortion and shrinkage of field welded assemblies as erection proceeds. Submit procedure to Testing Agency for review prior to start of erection.

4.

Splice only where indicated on Drawings.

C.

Field Connections: Make field connections with bolts, high strength bolts or field welding unless otherwise indicated. Clean existing surfaces before welding to existing steel. No drifting or cutting to enlarge unfair holes will be allowed. Make minor corrections by reaming. Serious defects may not be corrected in the field but shall be called to the attention of the Engineer for a decision as to the method and/or procedure.

D.

Bolting: 1.

2.

Slip-Critical Connections: a.

All connections for joints defined in AISC Specification for Structural Joints using ASTM A325 or A490 bolts, Section 4.3 and all connections designated on the drawings to be slip-critical and/or axial tension type connections shall use the specified Lohr Rapid Tension Bolts or approved equal.

b.

All bolts shall be sized to provide connections with threads excluded from shear planes and to allow at least two full threads beyond the nut after tightening. All bolts shall be tightened using the Lohr RTB installation tool until bolt splines are sheared off in accordance with manufacturer’s instructions and meeting AISC requirements. When field clearances prevent the use of the Lohr RTB installation tool, submit alternate methods to the Engineer for approval.

c.

Where exposed-to-public-view bolts are allowed and shown on the shop drawings, space at regular intervals in straight lines or uniform patterns.

Non Slip-Critical Connections: a.

All connections not required to be slip-critical and/or axial tension shall be

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Shear/Bearing Connections. b.

All Shear/Bearing Connections shall use the specified standard high-strength bolts.

c.

All bolts shall be tightened to the snug tight condition. “Snug tight condition is defined as the tightness that exists when all plies in a joint are in firm contact (per AISC)”.

d.

Where exposed-to-public-view bolts are allowed and shown on the shop drawings, space at regular intervals in straight lines or uniform patterns.

E.

Compression Splices: Fasten splices in compression after bearing surfaces have been brought into contact. Clean bearing surfaces before assembling. All gaps 1/32" wide or greater shall be closed by driving non-tapered mild steel shims full depth of the bearing surface along the full length of the gap.

F.

Temporary Bracing: Consider all structural steel as non-self-supporting steel frames. Provide suitable temporary bracing as necessary to maintain structural steel in proper position until permanently secured. Leave temporary bracing in place as required for safety.

G.

Field Modification: Written acceptance from the Engineer must be obtained before using cutting torch for field modification or refabrication of structural steel. The structural steel fabricator shall be responsible for errors in fabrication and for correct fit in the field.

H.

Erection Tolerances: Comply with requirements of AISC Code of Standard Practice for Steel Buildings and Bridges.

3.4

FIELD QUALITY CONTROL: A.

Testing and Inspections: All quality control tests and inspections required herein will be performed by the Owner's independent testing and inspections agency (Testing Agency) employed under the terms of Quality Requirements, Section 01 40 00. Quality assurance testing and inspections are for the Owner's benefit and use, and are not to be construed as limiting Contractor's contractual responsibility for performing work in accordance with the Contract Documents.

B.

Coordination and Assistance: The Owner's testing and inspection agency will maintain a complete set of shop and erection drawings, copies of all mill test reports, and full and ample means and assistance for testing all materials, including proper facilities, scaffolding, temporary work platforms, etc., in mill, shop, and field.

C.

The testing agency's inspector will perform his duties in such a way that neither fabrication nor erection is unnecessarily delayed or impeded. In no case shall the inspector recommend or prescribe the method of repair of a defect.

D.

Shop Inspection: 1.

Shop inspection by the Testing Agency for all columns, trusses, and special fabrications, and 20% of beams and girders shall include examination of steel for member size, straightness and alignment, conformance to length tolerances, fissures, mill scale, and other defects and deformities, as described in ASTM A6, and examination of aforementioned fabricated pieces for conformity with approved shop drawings. Testing of

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welding will be performed as required herein. 2.

E.

F.

The Fabricator shall furnish certification to the Testing Agency that all plates 3" and thicker have been accepted for delamination and non-metallic inclusions prior to use. Certification may be from either the supplying mill or an approved agency.

Field Inspection: Field inspection by the Testing Agency of erected steel shall be such as to assure that the work conforms to specified requirements and will include: 1.

Inspection of field welding as required herein.

2.

Ascertainment of proper fit and alignment.

3.

Ascertainment of proper installation and tensioning of bolts.

4.

Ascertainment that Contractor’s erection procedures adequately correct for distortion and shrinkage in field welded assemblies and connections. The Testing Agency shall measure weld shrinkage at all groove welded column splices in the first four tiers and at each third tier thereafter. Reports of such measurements shall be submitted to the Architect and Structural Engineer within two days of completion of welding at each tier measured.

Welding Materials and Workmanship: Inspection of welding will be such as to assure that the work conforms to specified requirements, and will include: 1.

Ascertainment that electrodes used for manual shielded metal-arc welding and the electrodes and flux used for submerged arc welding conform to the requirements of this section.

2.

Ascertainment that the approved welding procedure and the approved welding sequence are followed without deviation, unless specific approval for change is obtained from the Architect.

3.

Ascertainment that the welding is performed only by welding operators and welders who are properly certified. The Testing Agency shall witness such qualification testing of welding operators and welders, as may be required.

4.

Ascertainment that the fit-up, joint preparation, size, contour, extent of reinforcement, and length and location of welds conform to specified requirements and the contract drawings, and that no specific welds are omitted or unspecified welds added without approval of the Architect.

G.

Welder Identification: Assign an identifying symbol or mark to each person installing welded connections; identify all shop and field connections so that the inspector can refer to the person making connection.

H.

Shop Welds: The Testing Agency shall perform tests in the fabricator's shop as follows: 1.

All welds: 100% visual.

2.

All partial or full penetration groove welded connections and splices: 100% ultrasonic.

3.

All other welds: 10% magnetic particle.

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5.

I.

J.

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Embedded Plates and Assemblies: Embedded plates and assemblies shall have all welded reinforcing tested by magnetic particle and all stud connectors tested in accordance with the following article “Stud Connectors” in the following quantities: a.

Assemblies supporting structural elements: 100%

b.

Assemblies supporting all other elements: 50%

Delamination and non-metallic inclusion tests of base metal: a.

Plates and portions of rolled shapes three inches or greater in thickness shall be 100% ultrasonically tested in a zone extending six inches in all directions from any full penetration groove weld which transmits stress through the thickness of the material, or any weld which, because of restraint and/or weld shrinkage will, in the opinion of the Inspector, cause significant through-thickness (Z-direction) stress in the material. Such tests shall be made after completion of welding.

b.

Acceptance criteria for such tests shall be in accordance with ASTM A435.

Field Welds: The Testing Agency shall test field welds as follows: 1.

All welds, including wall and shoring connections: 100% visual.

2.

All partial or full penetration groove welds: 100% ultrasonic.

3.

All other welds, including curtain wall and shoring connections: 10% magnetic particle.

4.

Radiographic testing may be substituted for ultrasonic.

Additional Testing: 1.

If more than 10 percent of the tested welds are rejected, then an additional 10 percent of all such welds shall be tested using the same method. This 10 percent additional testing process shall be repeated until the rejection rate drops below one in 10.

2.

In addition, if defective welds are discovered, the remaining uninspected welds shall receive such ultrasonic or magnetic particle inspection as may be required by the Architect.

3.

All costs of additional inspection and testing required by this paragraph shall be borne by the Contractor.

K.

Authority for Rejection: The welding inspector shall have the authority to reject weldments. Such rejection may be based on visual inspection where in the inspector’s opinion the weldment would not pass a more detailed investigation.

L.

Reports: Reports by the Testing Agency's inspector shall contain, as a minimum, an adequate description of each weld tested, the identifying mark of the welder responsible for the weld, a critique of any defects noted by visual inspection or testing, and a statement regarding the acceptability of the weld tested, as judged by current A.W.S. standards. Reports shall be distributed as early as possible, but not later than one (1) work week after the tests have been performed. The Architect shall be notified by telephone if, in the judgment of the inspector, test results require immediate comment.

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M.

Bolted Connections: Visually inspect all bolted connections to ascertain that all bolts, nuts and required washers have been installed and are of proper type and that all faying surfaces have been brought into snug contact.

N.

Slip-Critical and/or Axial Tension Bolted Connections: 1.

Tension Control (Self-Indicating) Bolts: a.

Inspect tightness of 10% (minimum of two 2) of the bolts selected at random in each high strength bolted connection on each level of structural steel framing on the project.

b.

Perform a visual inspection of all remaining high strength bolted connections to assure that all torque-off splines have been sheared.

c.

When splines are not sheared, the Testing Agency shall determine that proper bolt tension has been achieved by the application of a properly calibrated testing torque or the Contractor may, at his option, remove and replace all installed bolts with unsheared splines. All costs of additional inspection and testing required by this paragraph shall be borne by the Contractor.

d.

The manufacturer of self indicating bolts shall provide onsite instruction on joint tensioning to the Testing Agency and to the erector prior to joint bolting.

e.

Inspection frequency of self indicating bolts may be reduced at the discretion of the Engineer after sufficient demonstration of their effectiveness.

O.

Bolt Quality: Test random samples of each type of bolt with nuts and washers to verify compliance with respective ASTM requirements. Test two bolt assemblies (bolt, nut, washer) from each barrel, keg, box, or other container delivered to site.

P.

Tension Calibrator: As required by the Specification for Structural Joints Using ASTM A325 or A490 Bolts: “A tension measuring device shall be required at all job sites where bolts in slipcritical joints or connections subject to direct tension are being installed and tightened. The tension measuring device shall be used to confirm: (1) the suitability to satisfy the requirements of Table 4 of the complete fastener assemble, including lubrication if required to be used in the work, (2) calibration of wrenches, if applicable, and (3) the understanding and proper use by the bolting crew of the method to be used. The frequency of confirmation testing, the number of tests to be performed and the test procedure shall be as specified in 8 (d), as applicable. The accuracy of the tension measuring device shall be confirmed through calibration by an approved testing agency at least annually”.

Q.

Drilled-In Anchors: 1.

Equipment: Prior to installation of drilled-in anchors, verify that the Contractor has the proper equipment for drilling holes of proper diameter and length in the applicable substrate.

2.

Visual Inspection: Visually inspect all anchors after installation to ensure installation perpendicular to the substrate and to proper depth.

3.

Adhesive Anchors: Observe on-site installation on the first fifty anchors. Verify that drilled holes are of proper diameter and depth, that holes are properly cleaned prior to installation of anchors, and that holes are completely filled with properly mixed adhesive

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after installation. Following inspection of the first fifty anchors, observe the remaining adhesive anchors at a rate similar to inspection of non-adhesive anchors. 4.

3.5

Non-Adhesive Anchors: Inspect not less than 20 randomly selected anchors of each type at each structural level for tightness using a method recommended by the Testing Agency and approved by the Architect and Engineer. If at any time the number of rejectable anchors exceeds 5% of that type anchor tested at that level, test all anchors at that level using the same test method. Continue testing at the 100% rate on each succeeding level until 5% or less of the anchors tested at any level are found to be rejectable. All costs of additional inspection and testing required by this paragraph shall be borne by the Contractor.

EVALUATION AND ACCEPTANCE CRITERIA: A.

Basis of evaluation and acceptance of work under this section shall be in accordance with the provisions of the Code of Standard Practice for Steel Buildings and Bridges and the following: 1.

All special inspections required by the governing building code and the Project Documents have been completed by the Independent Testing Agency with no deficiencies left outstanding.

2.

All items pertinent to structural steel construction listed in the Construction Deficiency Log must be resolved to the Architect’s and Engineer’s satisfaction with all outstanding NonConformance Reports completed and closed.

END OF SECTION 051200

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SECTION 05 31 00 – STEEL DECKING

PART 1 - GENERAL

1.1

RELATED DOCUMENTS: A.

1.2

Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1- Specification sections, apply to work of this section.

SCOPE: A.

Extent of Steel Deck is shown on the Drawings.

B.

Field Quality Control is in Section 01 45 16.

C.

Other Division 5 Sections include:

1.3

1.

Structural Steel Framing, Section 05 12 00

2.

Metal Fabrications, Section 05 50 00

QUALITY ASSURANCE: A.

Welder Qualifications: Welding shall be done only by welding operators currently qualified according to AWS D1.3.

B.

Manufacturer Qualifications: Regularly engaged in production of steel decking.

C.

Erector Qualifications: Minimum of five (5) years experience in erection of steel decking for projects of similar size and difficulty. Subject to approval of Architect, Engineer and Owner.

D.

Testing Agency: Testing and inspection will be made by an approved testing laboratory selected and paid by the Owner. Contractor shall furnish testing agency access to work, facilities and incidental labor required for testing and inspection. Retention by the Owner of an independent testing agency shall in no way relieve the contractor of responsibility for performing all work in accordance with the contract requirements.

E.

The Testing Agency will visually inspect all steel deck to observe that material is in acceptable condition and has been properly installed.

F.

The Testing Agency shall visually inspect all deck welds prior to being covered by other work.

G.

Design Criteria: See Drawings for loading requirements, minimum section properties and span. Design shall comply with the following: 1.

Non-Composite Roof Deck: a.

STEEL DECKING

Maximum Flexural Working Stress: 20,000 psi.

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2.

H.

1.4

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Maximum Roof Deflection: 1/240 span length, center to center of supports under live load.

Non-Composite Deck with Concrete Topping: a.

Maximum Flexural Working Stress in Metal Deck Under Dead Load Plus Construction Load: 0.6 times minimum yield stress, 36 ksi maximum.

b.

Construction Loads: 20 psf uniformly distributed or 150 lb concentrated at any point on a 1'-0 wide section of deck.

c.

Maximum Deflection: 1/180 span length but not to exceed 3/4 inch center to center of supports under weight of wet concrete plus construction loads. 1/360 span length, center to center of supports under dead load plus superimposed live loads.

Reference Standards: 1.

Design and Manufacturer: Meet requirements of Steel Deck Institute Basic Design Specifications and AISC North American Specification for Design of Cold-Formed Steel Structural Members (NASPEC), latest edition.

2.

Welding - Meet requirements of AWS Structural Welding Code, D.1.3, latest edition.

SUBMITTALS: A.

Manufacturer's Data: Submit copies of manufacturer's specifications and installation instructions for each product as specified under Section 01 33 00. Include manufacturer's certification as may be required to show compliance with these specifications. Furnish a copy of each instruction to the installer.

B.

Shop Drawings: Submit Shop Drawings as specified under Section 01 33 00. Indicate decking plan, deck profile, dimensions, gage, anchorage, supports, projections, openings and reinforcement, finishes, applicable details and accessories, location and capacity of required deck shoring, type, locations and size of welds.

1.5

DELIVERY, STORAGE AND HANDLING: A.

General Contractor shall inspect all steel deck upon delivery to the site. Any damaged deck shall be rejected immediately and replaced. Store metal deck at the site above ground on platforms, skids or other supports with one end elevated for drainage. Cover deck until needed with a waterproof covering ventilated to prevent condensation. Store acoustical batts in a dry area ready for installation by others.

PART 2 - PRODUCTS 2.1

MATERIALS: A.

Sheet Steel: Conform to ASTM A653 Structural Quality with a minimum yield strength of 33,000 psi.

STEEL DECKING

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B.

Finish: All sheet steel shall have a light galvanized finish conforming to G60 requirements.

C.

Deck Units: Provide manufacturer's Standard Roll Form Deck Units of size and type shown on the drawings.

D.

Galvanized Touch-up Paint: Metallic zinc paint complying with ASTM A780.

2.2

FABRICATION: A.

2.3

Form deck units in length to span four or more supports with flush, telescoped or nested two inch end laps and nested side laps. For composite deck, provide deformations required to structurally bond the fill material.

ACCESSORIES: A.

Metal Closure Strips: Fabricate of galvanized sheet steel of same quality as deck units. Minimum thickness for roofs, 20 gauge, unless noted otherwise on drawings. Minimum thickness for floors, 18 gauge, unless noted otherwise on drawings. Bend to provide tight fitting closures at open ends and sides of decking.

B.

Cover Plates: Fabricate of sheet steel of same quality as deck units, 18 gauge minimum thickness. Configuration to match contour of floor deck units.

C.

Welding Electrodes: AWS A5.1 or A5.5 to match the sheet steel used.

D.

Hanger Tabs and Clips: Not allowed.

PART 3 - EXECUTION

3.1

INSPECTION: A.

3.2

Prior to start of installation, check all supporting members for correct layout and alignment and report all deviations from the Drawings to the Architect and General Contractor.

ERECTION: A.

General: Install deck units and accessories in accordance with manufacturer's recommendations and Shop Drawings.

B.

Placing Deck Units: Position deck units on supporting members and adjust to final position with ends bearing on support and accurately aligned end to end before being permanently fastened. Provide roof deck end laps of not less than two inches. Floor deck shall bear minimum of three inches on supports. Do not stretch or contract side lap interlocks. Place deck units flat and square, and secure to adjacent framing without warp or deflection.

C.

Cutting and Fitting: Cut and fit deck units and accessories around openings and projections through decking. Make cuts neat, square, and trim. Cut openings true to dimensions using metal saws, drills, or shears. Do not torch cut.

STEEL DECKING

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E.

3.3

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Reinforcement at Openings: 1.

Provide reinforcing for all openings through metal deck as shown on the Drawings.

2.

Miscellaneous openings not shown on the Drawings, such as those required for vents, risers, conduits, etc., shall be cut and reinforced, if necessary, by the trade requiring the opening.

Closure Strips: Install at all open, uncovered ends and edges of roof decking, and in voids between decking and other construction. Install flexible closure strips in accordance with manufacturer's instructions.

ROOF DECK INSTALLATION: A.

Fasten roof deck panels to steel supporting members by arc spot (puddle) welds of the surface diameter indicated or arc seam welds with an equal perimeter, but not less than 1-1/2 inches long. Unless shown otherwise on the drawings, fasten deck units as follows: 1.

Weld Diameter: 5/8 inch nominal.

2.

Minimum Weld Spacing: Weld panels at each support. Space welds 6 inches on center at end laps and at 12 inches on center at intermediate supports and at perimeter with a minimum of three welds per unit at each support.

B.

Unless otherwise shown on the drawings, fasten roof deck panels to concrete supporting members with 0.145” diameter powder actuated fasteners at 12” o.c. maximum.

C.

Side Lap Fastening: Unless indicated otherwise on the drawings, fasten side laps of panels between supports at intervals not exceeding 36 inches using self-drilling No. 12- diameter or larger galvanized steel screws.

D.

End Bearing: Install deck ends over supporting framing with a minimum end bearing of 1- 2 inches, with end joints lapped 2 inches minimum.

E.

Roof Sump Pans and Sump Plates: Install over openings provided in roof decking, and weld flanges to top of deck. Space welds not more than 12 inches apart with at least one weld at each corner.

F.

Miscellaneous Roof Deck Accessories: Install ridge and valley plates, finish strips, cover plates, end closures, and reinforcing channels according to deck manufacturer’s recommendations. Weld to substrate to provide a complete deck installation.

3.4

FLOOR DECK INSTALLATION: A.

Fasten composite and non-composite type floor deck panels to steel supporting members by arc spot (puddle) welds of the surface diameter indicated and as follows: 1.

Weld Diameter: 3/4 inch nominal.

2.

Weld Spacing: Weld panels at each support. Space welds at 12 inches apart.

3.

Where welded studs are field applied through deck, such studs may be substituted for deck fusion welds on a one for one basis.

STEEL DECKING

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Use 14 gage weld washers on all deck units with metal thickness less than 0.028 inches.

B.

Unless otherwise shown on the drawings, fasten composite and non-composite type floor deck panels to concrete supporting members with 0.145” diameter powder actuated fasteners at 12” o.c. maximum.

C.

Side Lap and Perimeter Edge Fastening: Unless indicated otherwise on the drawings, fasten side laps and perimeter edges of panels between supports, at intervals not exceeding 36 inches, using one of the following methods: 1.

Mechanically fasten with self-drilling No. 12 diameter or larger galvanized steel screws.

2.

Mechanically clinch or button punch.

3.

Fasten with 1-1/2 inch long minimum welds.

D.

End Bearing: Install deck ends over supporting framing with a minimum end bearing of 1-1/2 inches with end joints butted for composite deck, lapped or butted at Contractors’ option, for non-composite deck.

E.

Pour Stops and Girder Fillers: Weld steel sheet pour stops and girder fillers to supporting structure according to SDI recommendations, unless otherwise indicated.

F.

Floor Deck Closures: Weld steel sheet column closures, cell closures, and Z-closures to deck according to SDI recommendations to provide tight-fitting closures at open ends of ribs and sides of decking. Weld cover plates at changes in direction of floor deck panels, unless otherwise indicated.

3.5

PROTECTION OF COMPLETED WORK: A.

Do not use deck units for storage or as a working platform until permanently secured in position.

B.

The General Contractor shall assure that completed deck is not damaged by use as a runway, for storage of materials or subsequent work. Contractor shall assure that construction loads are not allowed which exceed the safe carrying capacity of the deck nor deform the shape of the deck.

3.6

FIELD QUALITY CONTROL: A.

Testing Agency: A qualified independent testing agency employed and paid by Owner will perform field quality-control testing.

B.

Inspection: 1.

Visually inspect all metal deck to verify that all materials are in acceptable condition and have been properly installed.

2.

Visually inspect all deck welds prior to being covered by other work.

C.

Testing agency will report test results promptly and in writing to Contractor and Architect.

D.

Remove and replace work that does not comply with specified requirements.

STEEL DECKING

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Additional testing will be performed to determine compliance of corrected work with specified requirements.

REPAIRS AND PROTECTION: A.

Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces with galvanized repair paint according to ASTM A780 and the manufacturer’s instructions.

END OF SECTION 05 31 00

STEEL DECKING

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SECTION 055000 - METAL FABRICATIONS

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes the following: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15.

B.

Products furnished, but not installed, under this Section include the following: 1. 2.

C.

Loose steel lintels. Anchor bolts, steel pipe sleeves, and wedge-type inserts indicated to be cast into concrete or built into unit masonry.

Related Sections include the following: 1. 2. 3. 4. 5. 6.

1.2

Steel framing and supports for mechanical and electrical equipment. Steel framing and supports for applications where framing and supports are not specified in other Sections. Elevator hoist beams. Support angles for elevator door sills. Shelf angles. Steel weld plates and angles for casting into concrete not specified in other Sections. Miscellaneous steel trim including steel angle corner guards and steel edgings. Metal ladders. Metal bollards. Corner protection bollards. Pipe guards. Metal floor plates and supports. Abrasive metal nosings. Metal grate at elevator sump pit. Expanded metal gratings.

Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements. Division 03 Section "Structural Concrete" for installing anchor bolts, steel pipe sleeves, wedge-type inserts and other items indicated to be cast into concrete. Division 04 Section "Unit Masonry" for installing loose lintels, anchor bolts, and other items indicated to be built into unit masonry. Division 05 Section "Metal Stairs." Division 05 Section "Pipe and Tube Railings." Division 14 Section "Hydraulic Elevators" for elevator pit ladders and support angles for elevator door sills.

PERFORMANCE REQUIREMENTS A.

Structural Performance of Ladders: Provide ladders capable of withstanding the effects of loads and stresses within limits and under conditions specified in ANSI A14.3.

METAL FABRICATIONS

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Thermal Movements: Provide exterior metal fabrications that allow for thermal movements resulting from the following maximum change (range) in ambient and surface temperatures by preventing buckling, opening of joints, overstressing of components, failure of connections, and other detrimental effects. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime-sky heat loss. 1.

1.3

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Temperature Change (Range): 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces.

SUBMITTALS A.

Product Data: For the following: 1. 2. 3. 4.

B.

Nonslip aggregates and nonslip-aggregate surface finishes. Metal nosings. Paint products. Grout.

Shop Drawings: Show fabrication and installation details for metal fabrications. 1. 2. 3.

Include plans, elevations, sections, and details of metal fabrications and their connections. Show anchorage and accessory items. Provide templates for anchors and bolts specified for installation under other Sections. For installed products indicated to comply with design loads, include structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

C.

Samples for Verification: For each type and finish of extruded nosing and tread.

D.

Welding certificates.

E.

Qualification Data: For professional engineer.

1.4

QUALITY ASSURANCE A.

Welding: Qualify procedures and personnel according to the following: 1. 2. 3.

1.5

AWS D1.1, "Structural Welding Code--Steel." AWS D1.2, "Structural Welding Code--Aluminum." AWS D1.3, "Structural Welding Code--Sheet Steel."

PROJECT CONDITIONS A.

Field Measurements: Verify actual locations of walls and other construction contiguous with metal fabrications by field measurements before fabrication and indicate measurements on Shop Drawings. 1.

Established Dimensions: Where field measurements cannot be made without delaying the Work, establish dimensions and proceed with fabricating metal fabrications without field measurements. Coordinate wall and other contiguous construction to ensure that actual dimensions correspond to established dimensions.

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Provide allowance for trimming and fitting at site.

COORDINATION A.

Coordinate installation of anchorages for metal fabrications. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

B.

Coordinate installation of steel weld plates and angles for casting into concrete that are specified in this Section but required for work of another Section. Deliver such items to Project site in time for installation.

PART 2 - PRODUCTS

2.1

METALS, GENERAL A.

2.2

Metal Surfaces, General: Provide materials with smooth, flat surfaces, unless otherwise indicated. For metal fabrications exposed to view in the completed Work, provide materials without seam marks, roller marks, rolled trade names, or blemishes.

FERROUS METALS A.

Steel Plates, Shapes, and Bars: ASTM A 36/A 36M.

B.

Rolled-Steel Floor Plate: ASTM A 786/A 786M, rolled from plate complying with ASTM A 36/A 36M or ASTM A 283/A 283M, Grade C or D.

C.

Abrasive-Surface Floor Plate: Steel plate with abrasive granules rolled into surface or with abrasive material metallically bonded to steel by a proprietary process. 1.

Available Products: a. b.

IKG Industries, a Harsco company; Mebac. W. S. Molnar Company; SlipNOT.

D.

Steel Tubing: ASTM A 500, cold-formed steel tubing.

E.

Steel Pipe: ASTM A 53/A 53M, standard weight (Schedule 40), unless another weight is indicated or required by structural loads.

F.

Slotted Channel Framing: Cold-formed metal channels with continuous slot complying with MFMA-3. 1. 2.

Size of Channels: 1-5/8 by 1-5/8 inches (41 by 41 mm) or as indicated. Material: Galvanized steel complying with ASTM A 653/A 653M, commercial steel, Type B structural steel, Grade 33 (Grade 230), with G90 (Z275) coating; 0.108-inch (2.8-mm) nominal thickness.

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G.

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Material: Steel complying with ASTM A 1008/A 1008M, commercial steel, Type B structural steel, Grade 33 (Grade 230); 0.0966-inch (2.5-mm) minimum thickness; hot-dip galvanized after fabrication.

Cast Iron: Either gray iron, ASTM A 48/A 48M, or malleable iron, ASTM A 47/A 47M, unless otherwise indicated.

NONFERROUS METALS A.

Aluminum Plate and Sheet: ASTM B 209 (ASTM B 209M), Alloy 6061-T6.

B.

Aluminum Extrusions: ASTM B 221 (ASTM B 221M), Alloy 6063-T6.

C.

Aluminum-Alloy Rolled Tread Plate: ASTM B 632/B 632M, Alloy 6061-T6.

D.

Aluminum Castings: ASTM B 26/B 26M, Alloy 443.0-F.

2.4

FASTENERS A.

General: Unless otherwise indicated, provide Type 304 stainless-steel fasteners for exterior use and zinc-plated fasteners with coating complying with ASTM B 633, Class Fe/Zn 5, at exterior walls. Provide stainless-steel fasteners for fastening aluminum. Select fasteners for type, grade, and class required.

B.

Steel Bolts and Nuts: Regular hexagon-head bolts, ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); with hex nuts, ASTM A 563 (ASTM A 563M); and, where indicated, flat washers.

C.

Stainless-Steel Bolts and Nuts: Regular hexagon-head annealed stainless-steel bolts, nuts and, where indicated, flat washers; ASTM F 593 (ASTM F 738M) for bolts and ASTM F 594 (ASTM F 836M) for nuts, Alloy Group 1 (A1).

D.

Anchor Bolts: ASTM F 1554, Grade 36. 1.

Provide hot-dip or mechanically deposited, zinc-coated anchor bolts where item being fastened is indicated to be galvanized.

E.

Eyebolts: ASTM A 489.

F.

Machine Screws: ASME B18.6.3 (ASME B18.6.7M).

G.

Lag Bolts: ASME B18.2.1 (ASME B18.2.3.8M).

H.

Wood Screws: Flat head, ASME B18.6.1.

I.

Plain Washers: Round, ASME B18.22.1 (ASME B18.22M).

J.

Lock Washers: Helical, spring type, ASME B18.21.1 (ASME B18.21.2M).

K.

Cast-in-Place Anchors in Concrete: Anchors capable of sustaining, without failure, a load equal to four times the load imposed, as determined by testing according to ASTM E 488, conducted by a qualified independent testing agency.

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L.

Threaded or wedge type; galvanized ferrous castings, either ASTM A 47/A 47M malleable iron or ASTM A 27/A 27M cast steel. Provide bolts, washers, and shims as needed, hot-dip galvanized per ASTM A 153/A 153M.

Expansion Anchors: Anchor bolt and sleeve assembly with capability to sustain, without failure, a load equal to six times the load imposed when installed in unit masonry and four times the load imposed when installed in concrete, as determined by testing according to ASTM E 488, conducted by a qualified independent testing agency. 1. 2.

2.5

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Material for Anchors in Interior Locations: Carbon-steel components zinc-plated to comply with ASTM B 633, Class Fe/Zn 5. Material for Anchors in Exterior Locations: Alloy Group 1 (A1) stainless-steel bolts complying with ASTM F 593 (ASTM F 738M) and nuts complying with ASTM F 594 (ASTM F 836M).

MISCELLANEOUS MATERIALS A.

Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy welded.

B.

Shop Primers: Provide primers that comply with Division 09 painting sections.

C.

Universal Shop Primer: Fast-curing, lead- and chromate-free, universal modified-alkyd primer complying with MPI#79. 1.

D.

Use primer containing pigments that make it easily distinguishable from zinc-rich primer.

Zinc-Rich Primer: topcoat. 1.

Complying with SSPC-Paint 20 or SSPC-Paint 29 and compatible with

Available Products: a. b. c. d. e. f. g.

Benjamin Moore & Co.; Epoxy Zinc-Rich Primer CM18/19. Carboline Company; Carbozinc 621. ICI Devoe Coatings; Catha-Coat 313. International Coatings Limited; Interzinc 315 Epoxy Zinc-Rich Primer. PPG Architectural Finishes, Inc.; Aquapon Zinc-Rich Primer 97-670. Sherwin-Williams Company (The); Corothane I GalvaPac Zinc Primer. Tnemec Company, Inc.; Tneme-Zinc 90-97.

E.

Galvanizing Repair Paint: High-zinc-dust-content paint for regalvanizing welds in steel, complying with SSPC-Paint 20.

F.

Bituminous Paint: Cold-applied asphalt emulsion complying with ASTM D 1187.

G.

Nonshrink, Metallic Grout: Factory-packaged, ferrous-aggregate grout complying with ASTM C 1107, specifically recommended by manufacturer for heavy-duty loading applications.

H.

Nonshrink, Nonmetallic Grout: Factory-packaged, nonstaining, noncorrosive, nongaseous grout complying with ASTM C 1107. Provide grout specifically recommended by manufacturer for interior and exterior applications.

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Concrete Materials and Properties: Comply with requirements in Division 03 Section "Structural Concrete" for normal-weight, air-entrained, ready-mix concrete with a minimum 28-day compressive strength of 3000 psi (20 MPa), unless otherwise indicated.

FABRICATION, GENERAL A.

Shop Assembly: Preassemble items in the shop to greatest extent possible. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly and coordinated installation.

B.

Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges to a radius of approximately 1/32 inch (1 mm), unless otherwise indicated. Remove sharp or rough areas on exposed surfaces.

C.

Form bent-metal corners to smallest radius possible without causing grain separation or otherwise impairing work.

D.

Form exposed work true to line and level with accurate angles and surfaces and straight edges.

E.

Weld corners and seams continuously to comply with the following: 1. 2. 3. 4.

Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. Obtain fusion without undercut or overlap. Remove welding flux immediately. At exposed connections, finish exposed welds and surfaces smooth and blended so no roughness shows after finishing and contour of welded surface matches that of adjacent surface.

F.

Form exposed connections with hairline joints, flush and smooth, using concealed fasteners where possible. Where exposed fasteners are required, use Phillips flat-head (countersunk) screws or bolts, unless otherwise indicated. Locate joints where least conspicuous.

G.

Fabricate seams and other connections that will be exposed to weather in a manner to exclude water. Provide weep holes where water may accumulate.

H.

Cut, reinforce, drill, and tap metal fabrications as indicated to receive finish hardware, screws, and similar items.

I.

Provide for anchorage of type indicated; coordinate with supporting structure. Space anchoring devices to secure metal fabrications rigidly in place and to support indicated loads. 1.

2.7

Where units are indicated to be cast into concrete or built into masonry, equip with integrally welded steel strap anchors, 1/8 by 1-1/2 inches (3.2 by 38 mm), with a minimum 6-inch (150-mm) embedment and 2-inch (50-mm) hook, not less than 8 inches (200 mm) from ends and corners of units and 24 inches (600 mm) o.c., unless otherwise indicated.

MISCELLANEOUS FRAMING AND SUPPORTS A.

General: Provide steel framing and supports not specified in other Sections as needed to complete the Work.

METAL FABRICATIONS

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Fabricate units from steel shapes, plates, and bars of welded construction, unless otherwise indicated. Fabricate to sizes, shapes, and profiles indicated and as necessary to receive adjacent construction retained by framing and supports. Cut, drill, and tap units to receive hardware, hangers, and similar items. 1. 2.

Fabricate units from slotted channel framing where indicated. Furnish inserts if units are installed after concrete is placed.

C.

Fabricate supports for operable partitions from continuous steel beams of sizes indicated with attached bearing plates, anchors, and braces as indicated. Drill bottom flanges of beams to receive partition track hanger rods; locate holes where indicated on operable partition Shop Drawings.

D.

Galvanize miscellaneous framing and supports where indicated.

E.

Prime miscellaneous framing and supports with zinc-rich primer where indicated.

2.8

LOOSE STEEL LINTELS A.

Fabricate loose steel lintels from steel angles and shapes of size indicated for openings and recesses in masonry walls and partitions at locations indicated. Weld adjoining members together to form a single unit where indicated.

B.

Size loose lintels to provide bearing length at each side of openings equal to 1/12 of clear span but not less than 8 inches (200 mm), unless otherwise indicated.

C.

Galvanize loose steel lintels located in exterior walls.

D.

Prime loose steel lintels located in exterior walls with zinc-rich primer.

2.9

SHELF ANGLES A.

Fabricate shelf angles from steel angles of sizes indicated and for attachment to concrete framing. Provide horizontally slotted holes to receive 3/4-inch (19-mm) bolts, spaced not more than 6 inches (150 mm) from ends and 24 inches (600 mm) o.c., unless otherwise indicated. 1. 2.

Provide mitered and welded units at corners. Provide open joints in shelf angles at expansion and control joints. Make open joint approximately 2 inches (50 mm) larger than expansion or control joint.

B.

For cavity walls, provide vertical channel brackets to support angles from backup masonry and concrete.

C.

Galvanize shelf angles located in exterior walls.

D.

Prime shelf angles located in exterior walls with zinc-rich primer.

E.

Furnish wedge-type concrete inserts, complete with fasteners, to attach shelf angles to cast-inplace concrete.

METAL FABRICATIONS

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2.11

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STEEL WELD PLATES AND ANGLES Provide steel weld plates and angles not specified in other Sections, for items supported from concrete construction as needed to complete the Work. Provide each unit with not less than two integrally welded steel strap anchors for embedding in concrete.

MISCELLANEOUS STEEL TRIM

A.

Unless otherwise indicated, fabricate units from steel shapes, plates, and bars of profiles shown with continuously welded joints and smooth exposed edges. Miter corners and use concealed field splices where possible.

B.

Provide cutouts, fittings, and anchorages as needed to coordinate assembly and installation with other work. 1.

Provide with integrally welded steel strap anchors for embedding in concrete or masonry construction.

C.

Galvanize exterior miscellaneous steel trim and interior miscellaneous steel trim, where indicated.

D.

Prime interior miscellaneous steel trim, where indicated with zinc-rich primer.

2.12 A.

METAL LADDERS General: 1. 2. 3. 4.

B.

Comply with ANSI A14.3, unless otherwise indicated. For elevator pit ladders, comply with ASME A17.1. Space side rails 18 inches (457 mm) apart, unless otherwise indicated. Support each ladder at top and bottom and not more than 60 inches (1500 mm) o.c. with welded or bolted brackets, made from same metal as ladder.

Steel Ladders: 1. 2. 3. 4. 5.

Side rails: Continuous, 3/8-by-2-1/2-inch (9.5-by-64-mm) steel flat bars, with eased edges. Rungs: 3/4-inch- (19-mm-) diameter steel bars. Fit rungs in centerline of side rails; plug-weld and grind smooth on outer rail faces. Provide nonslip surfaces on top of each rung by coating with abrasive material metallically bonded to rung by a proprietary process. Available Products: a. b.

6. 7.

IKG Industries, a Harsco company; Mebac. W. S. Molnar Company; SlipNOT.

Prime interior ladders, where indicated, including brackets and fasteners, with zinc-rich primer. Accessories: FPcover Security Cover; Calico Ladders, Inc. (Basis-of-Design). a. b.

Panel Guards: 6 foot high. Hinges: Heavy-duty butt hinges.

METAL FABRICATIONS

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2.13 A.

Fabricate metal bollards from steel shapes, as indicated. Where bollards are indicated to receive push-button controls for door operators, provide necessary cutouts for push-button controls and hole for wire.

Fabricate bollards with 3/8-inch- (9.5-mm-) thick steel base plates for bolting to concrete slab or embed in concrete foundation as indicated on Drawings. Drill base plates at all 4 corners for 3/4-inch (19-mm) anchor bolts. 1.

2.14

Lock: Locking clasp for padlock. Finish: Primed steel finish.

METAL BOLLARDS

1.

B.

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Where bollards are to be anchored to sloping concrete slabs, angle base plates for plumb alignment of bollards.

CORNER PROTECTION BOLLARDS

A.

Unless otherwise indicated, fabricate units from cast iron of profiles shown on Drawings.

B.

Provide fittings and anchorages as needed to coordinate assembly and installation with other work. 1.

C.

2.15

Provide anchors for embedding in concrete construction.

Galvanize exterior corner protection bollards.

PIPE GUARDS

A.

Fabricate pipe guards from 3/8-inch- (9.5-mm-) thick by 12-inch- (300-mm-) wide steel plate, bent to fit flat against the wall or column at both ends and to fit around pipe with 2-inch (50-mm) clearance between pipe and pipe guard. Drill each end for two 3/4-inch (19-mm) anchor bolts.

B.

Galvanize pipe guards after fabrication.

C.

Location: Provide at all exposed pipe locations in parking garage.

2.16 A.

METAL FLOOR PLATE Fabricate from rolled-steel floor plate of thickness indicated below: 1.

Thickness: As indicated.

B.

Provide steel angle supports as indicated.

C.

Include steel angle stiffeners, and fixed and removable sections as indicated.

D.

Provide flush steel bar drop handles for lifting removable sections, one at each end of each section.

METAL FABRICATIONS

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ABRASIVE METAL NOSINGS Extruded Units: Aluminum, with abrasive filler consisting of aluminum oxide, silicon carbide, or a combination of both, in an epoxy-resin binder. Fabricate units in sizes and configurations indicated and in lengths necessary to accurately fit openings or conditions. 1.

Available Manufacturers: a. b. c. d. e. f. g.

2. 3. 4.

ACL Industries, Inc. American Safety Tread Co., Inc. Amstep Products. Armstrong Products, Inc. Balco Inc. Granite State Casting Co. Wooster Products Inc.

Provide ribbed units, with abrasive filler strips projecting 1/16 inch (1.5 mm) above aluminum extrusion. Provide solid-abrasive-type units without ribs. Nosings: Square-back units, 3 inches (75 mm) wide, for casting into concrete steps.

B.

Provide anchors for embedding units in concrete, either integral or applied to units, as standard with manufacturer.

C.

Drill for mechanical anchors and countersink. Locate not more than 4 inches (100 mm) from ends and not more than 12 inches (300 mm) o.c., evenly spaced between ends, unless otherwise indicated. Provide closer spacing if recommended by manufacturer. 1.

Provide 2 rows of holes for units more than 5 inches (125 mm) wide, with 2 holes aligned at ends and intermediate holes staggered.

D.

Apply bituminous paint to concealed bottoms, sides, and edges of cast-metal units set into concrete.

E.

Apply clear lacquer to concealed bottoms, sides, and edges of extruded units set into concrete.

2.18

METAL GRATE FOR ELEVATOR SUMP PIT

A.

Fabricate grating sections in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly and coordinated installation.

B.

Form from materials of size, thickness, and shapes indicated, but not less than that needed to support indicated loads.

C.

Metal Bar-Grating: Form elevator sump pit cover to configurations shown from metal bar grating; fabricate to comply with NAAMM MBG 531, "Metal Bar Grating Manual." 1. 2. 3.

Fabricate from welded steel grating with 1-1/4-by-3/16-inch (32-by-5-mm) bearing bars at 15/16 inch (24 mm) o.c. and crossbars at 4 inches (100 mm) o.c., NAAMM designation: W-15-4 (1-1/4 x 3/16) STEEL. Surface: Serrated. Finish: Galvanized.

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D.

Removable Grating Sections: Fabricate with banding bars attached by welding to entire perimeter of each section. Include anchors and fasteners of type indicated or, if not indicated, as recommended by manufacturer for attaching to supports.

E.

Provide for anchorage of type indicated; coordinate with supporting structure. Fabricate and space the anchoring devices to secure gratings, frames, and supports rigidly in place and to support indicated loads.

F.

Fabricate cutouts in grating sections for penetrations indicated. Arrange cutouts to permit grating removal without disturbing items penetrating gratings. 1. Edge-band openings in grating that interrupt four or more bearing bars with bars of same size and material as bearing bars.

G.

Frames and Supports for Metal Gratings: Fabricate from metal shapes, plates, and bars of welded construction to sizes, shapes, and profiles indicated and as necessary to receive gratings. Miter and weld connections for perimeter angle frames. Cut, drill, and tap units to receive hardware and similar items.

2.19 A.

EXPANDED METAL GRATINGS Provide expanded metal gratings in material, finish, style, size, thickness, weight, and type indicate: 1. 2. 3.

Steel Finish: Galvanized. Style Designation: 3/4 number 9. Type: II, expanded and flattened.

B.

Fabricate cutouts in grating sections for penetrations of sizes and at locations indicated. Cut openings neatly and accurately to size. Edge-band openings with bars having a thickness not less than overall grating thickness at contact points.

C.

Where gratings are pierced by pipes, ducts, and structural members, cut openings neatly and accurately to size and weld a strap collar not less than 1/8 inch (3 mm) thick to the cut ends. Divide panels into sections only to the extent required for installation where grating platforms and runways are to be placed around previously installed pipe, ducts, and structural members.

2.20

FINISHES, GENERAL

A.

Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes.

B.

Finish metal fabrications after assembly.

2.21 A.

STEEL AND IRON FINISHES Galvanizing: Hot-dip galvanize items as indicated to comply with applicable standard listed below: 1. 2.

ASTM A 123/A 123M, for galvanizing steel and iron products. ASTM A 153/A 153M, for galvanizing steel and iron hardware.

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Preparation for Shop Priming: Prepare uncoated ferrous-metal surfaces to comply with minimum requirements indicated below for SSPC surface preparation specifications and environmental exposure conditions of installed metal fabrications: 1. 2.

C.

Exteriors (SSPC Zone 1B) and Items Indicated to Receive Zinc-Rich Primer: SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning." Interiors (SSPC Zone 1A): SSPC-SP 3, "Power Tool Cleaning."

Shop Priming: Apply shop primer to uncoated surfaces of metal fabrications, except those with galvanized finishes and those to be embedded in concrete, sprayed-on fireproofing, or masonry, unless otherwise indicated. Comply with SSPC-PA 1, "Paint Application Specification No. 1: Shop, Field, and Maintenance Painting of Steel," for shop painting. 1.

2.22

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Stripe paint corners, crevices, bolts, welds, and sharp edges.

ALUMINUM FINISHES

A.

Finish designations prefixed by AA comply with the system established by the Aluminum Association for designating aluminum finishes.

B.

As-Fabricated Finish: AA-M10 (Mechanical Finish: as fabricated, unspecified).

C.

Class I, Clear Anodic Finish: AA-M12C22A41 (Mechanical Finish: nonspecular as fabricated; Chemical Finish: etched, medium matte; Anodic Coating: Architectural Class I, clear coating 0.018 mm or thicker) complying with AAMA 611.

PART 3 - EXECUTION

3.1

INSTALLATION, GENERAL A.

Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing metal fabrications. Set metal fabrications accurately in location, alignment, and elevation; with edges and surfaces level, plumb, true, and free of rack; and measured from established lines and levels.

B.

Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections.

C.

Field Welding: Comply with the following requirements: 1. 2. 3. 4.

Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. Obtain fusion without undercut or overlap. Remove welding flux immediately. At exposed connections, finish exposed welds and surfaces smooth and blended so no roughness shows after finishing and contour of welded surface matches that of adjacent surface.

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D.

Fastening to In-Place Construction: Provide anchorage devices and fasteners where metal fabrications are required to be fastened to in-place construction. Provide threaded fasteners for use with concrete and masonry inserts, toggle bolts, through bolts, lag bolts, wood screws, and other connectors.

E.

Provide temporary bracing or anchors in formwork for items that are to be built into concrete, masonry, or similar construction.

F.

Corrosion Protection: Coat concealed surfaces of aluminum that will come into contact with grout, concrete, masonry, wood, or dissimilar metals with a heavy coat of bituminous paint.

3.2

INSTALLING MISCELLANEOUS FRAMING AND SUPPORTS A.

General: Install framing and supports to comply with requirements of items being supported, including manufacturers' written instructions and requirements indicated on Shop Drawings.

B.

Anchor supports for operable partitions securely to and rigidly brace from building structure.

C.

Support steel girders on solid grouted masonry, concrete or steel pipe columns. Secure girders with anchor bolts embedded in grouted masonry or concrete or with bolts through top plates of pipe columns. 1.

D.

Install pipe columns on concrete footings with grouted base plates. Position and grout column base plates as specified in "Installing Bearing and Leveling Plates" Article. 1.

3.3

Where grout space under bearing plates is indicated for girders supported on concrete or masonry, install as specified in "Installing Bearing and Leveling Plates" Article.

Grout base plates of columns supporting steel girders after girders are installed and leveled.

INSTALLING METAL BOLLARDS A.

Anchor bollards to existing construction with expansion anchors. Provide four 3/4-inch (19-mm) bolts at each bollard, unless otherwise indicated. 1.

Embed anchor bolts at least 4 inches (100 mm) in concrete.

B.

Anchor bollards in place with concrete footings. Center and align bollards in holes 3 inches (75 mm) above bottom of excavation. Place concrete and vibrate or tamp for consolidation. Support and brace bollards in position until concrete has cured.

C.

Fill bollards solidly with concrete, mounding top surface to shed water.

3.4

INSTALLING PIPE GUARDS A.

Provide pipe guards at exposed vertical pipes where not protected by curbs or other barriers. Install by bolting to wall or column with expansion anchors. Provide four 3/4-inch (19-mm) bolts at each pipe guard. Mount pipe guards with top edge 12 inches (300 mm) above driving surface.

METAL FABRICATIONS

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INSTALLING NOSINGS A.

Center nosings on tread widths.

B.

For nosings embedded in concrete steps or curbs, align nosings flush with riser faces and level with tread surfaces.

3.6

INSTALLING METAL BAR GRATINGS A.

General: Install gratings to comply with recommendations of referenced metal bar grating standards that apply to grating types and bar sizes indicated, including installation clearances and standard anchoring details.

B.

Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing gratings. Set units accurately in location, alignment, and elevation; measured from established lines and levels and free of rack.

C.

Attach removable units to supporting members with type and size of clips and fasteners indicated or, if not indicated, as recommended by grating manufacturer for type of installation conditions shown.

3.7

ADJUSTING AND CLEANING A.

Touchup Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas. Paint uncoated and abraded areas with the same material as used for shop painting to comply with SSPC-PA 1 for touching up shop-painted surfaces. 1.

B.

Apply by brush or spray to provide a minimum 2.0-mil (0.05-mm) dry film thickness.

Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A 780.

END OF SECTION 055000

METAL FABRICATIONS

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SECTION 055100 - METAL STAIRS

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes the following: 1. 2.

B.

Related Sections: 1. 2. 3. 4. 5. 6. 7.

1.2

Preassembled steel stairs with concrete-filled treads. Steel tube railings attached to metal stairs and to walls adjacent to metal stairs.

Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements. Division 03 Section “Structural Concrete” for concrete fill. Division 05 Section "Metal Fabrications" for metal treads and nosings installed at locations other than in metal stairs. Division 05 Section "Pipe and Tube Railings" for pipe and tube railings. Division 06 Section "Miscellaneous Rough Carpentry" for wood blocking for anchoring railings. Division 09 Section "Non-Structural Metal Framing" for metal backing for anchoring railings. Division 09 Section "High-Performance Coatings."

PERFORMANCE REQUIREMENTS A.

Structural Performance of Stairs: Provide metal stairs capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated: 1. 2. 3. 4. 5.

B.

Uniform Load: 100 lbf/sq. ft. (4.79 kN/sq. m). Concentrated Load: 300 lbf (1.33 kN) applied on an area of 4 sq. in. (2580 sq. mm). Uniform and concentrated loads need not be assumed to act concurrently. Stair Framing: Capable of withstanding stresses resulting from railing loads in addition to loads specified above. Limit deflection of treads, platforms, and framing members to L/240 or 1/4 inch (6.4 mm), whichever is less.

Structural Performance of Railings: Provide railings capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated: 1.

Handrails: a. b. c.

2.

Uniform load of 50 lbf/ ft. (0.73 kN/m) applied in any direction. Concentrated load of 200 lbf (0.89 kN) applied in any direction. Uniform and concentrated loads need not be assumed to act concurrently.

Top Rails of Guards: a. b. c.

METAL STAIRS

Uniform load of 50 lbf/ ft. (0.73 kN/m) applied in any direction. Concentrated load of 200 lbf (0.89 kN) applied in any direction. Uniform and concentrated loads need not be assumed to act concurrently. 055100 - 1

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 3.

Infill of Guards: a. b. c.

1.3

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Concentrated load of 50 lbf (0.22 kN) applied horizontally on an area of 1 sq. ft. (0.093 sq. m). Uniform load of 25 lbf/sq. ft. (1.2 kN/sq. m) applied horizontally. Infill load and other loads need not be assumed to act concurrently.

SUBMITTALS A.

Product Data: For metal stairs.

B.

Shop Drawings: Include plans, elevations, sections, details, and attachments to other work. 1. 2.

Include design loads, structural calculations and material properties. Shop drawings shall be signed and sealed by a Professional Engineer licensed in Wyoming Colorado.

C.

Qualification Data: For qualified professional engineer.

D.

Welding certificates.

E.

Paint Compatibility Certificates: From manufacturers of topcoats applied over shop primers certifying that shop primers are compatible with topcoats.

1.4

QUALITY ASSURANCE A.

Installer Qualifications: Fabricator of products.

B.

NAAMM Stair Standard: Comply with "Recommended Voluntary Minimum Standards for Fixed Metal Stairs" in NAAMM AMP 510, "Metal Stairs Manual," for class of stair designated, unless more stringent requirements are indicated. 1.

Preassembled Stairs: Commercial class.

C.

Welding Qualifications: Qualify procedures and personnel according to AWS D1.1/D1.1M, "Structural Welding Code - Steel."

D.

Welding Qualifications: Qualify procedures and personnel according to the following: 1. 2.

1.5

AWS D1.1/D1.1M, "Structural Welding Code - Steel." AWS D1.3, "Structural Welding Code - Sheet Steel."

COORDINATION A.

Coordinate selection of shop primers with topcoats to be applied over them. Comply with paint and coating manufacturers' written recommendations to ensure that shop primers and topcoats are compatible with one another.

B.

Coordinate installation of anchorages for metal stairs. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

METAL STAIRS

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Coordinate locations of hanger rods and struts with other work so that they will not encroach on required stair width and will be within the fire-resistance-rated stair enclosure.

PART 2 - PRODUCTS

2.1

MANUFACTURERS A.

In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1.

2.2

Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified.

METALS A.

Metal Surfaces, General: Provide materials with smooth, flat surfaces without blemishes.

B.

Steel Plates, Shapes, and Bars: ASTM A 36/A 36M.

C.

Steel Tubing: ASTM A 500 (cold formed) or ASTM A 513, Type 5 (mandrel drawn).

D.

Rolled-Steel Floor Plate: ASTM A 786/A 786M, rolled ASTM A 36/A 36M or ASTM A 283/A 283M, Grade C or D.

E.

Iron Castings: Either gray iron, ASTM A 48/A 48M, ASTM A 47/A 47M, unless otherwise indicated.

F.

Uncoated, Cold-Rolled Steel Sheet: ASTM A 1008/A 1008M, either commercial steel, Type B, or structural steel, Grade 25 (Grade 170).

G.

Uncoated, Hot-Rolled Steel Sheet: ASTM A 1011/A 1011M, either commercial steel, Type B, or structural steel, Grade 30 (Grade 205).

H.

Aluminum Extrusions: ASTM B 221 (ASTM B 221M), Alloy 6063-T6.

2.3

from

plate

Class 30,

or

complying

with

malleable

iron,

MISCELLANEOUS MATERIALS A.

Cast-Metal Abrasive Nosings: Cast gray iron, Class 20, with an integral abrasive finish. 1.

Apply bituminous paint to concealed bottoms, sides, and edges of units set into concrete.

B.

Fasteners: Provide zinc-plated fasteners with coating complying with ASTM B 633, Class Fe/Zn 25 for exterior use, and Class Fe/Zn 5 where built into exterior walls. Select fasteners for type, grade, and class required.

C.

Universal Shop Primer: Fast-curing, lead- and chromate-free, universal modified-alkyd primer complying with MPI#79.

D.

Welded Wire Fabric: ASTM A 185, 6 by 6 inches (152 by 152 mm)--W1.4 by W1.4, unless otherwise indicated.

METAL STAIRS

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CONCRETE FILL AND REINFORCING MATERIALS A.

Concrete Materials and Properties: Comply with requirements in Division 03 Section "Structural Concrete" for normal-weight, ready-mixed concrete with a minimum 28-day compressive strength of 3000 psi (20 MPa), unless higher strengths are indicated.

B.

Welded Wire Fabric: ASTM A 185, 6 by 6 inches (152 by 152 mm)--W1.4 by W1.4, unless otherwise indicated.

2.5

FABRICATION A.

Available Manufacturers: 1. 2. 3.

B.

Provide complete stair assemblies, including metal framing, hangers, struts, railings, clips, brackets, bearing plates, and other components necessary to support and anchor stairs and platforms on supporting structure. 1.

2. 3. 4. 5.

C.

If using bolts, fabricate and join so bolts are not exposed on finished surfaces. Where masonry walls support metal stairs, provide temporary supporting struts designed for erecting steel stair components before installing masonry.

Metal-Pan Stairs: Form risers, subtread pans, and subplatforms to configurations shown from steel sheet of thickness needed to comply with performance requirements but not less than 0.0677 inch (1.7 mm). 1.

E.

Join components by welding, unless otherwise indicated. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. Obtain fusion without undercut or overlap. Remove welding flux immediately. At exposed connections, finish exposed welds smooth and blended. Use connections that maintain structural value of joined pieces. Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges, unless otherwise indicated. Remove sharp or rough areas on exposed surfaces. Form bent-metal corners to smallest radius possible without impairing work. Form exposed connections with hairline joints, flush and smooth, using concealed fasteners where possible. Locate joints where least conspicuous.

Stair Framing: Fabricate stringers of steel plates or channels. Construct platforms of steel plate or channel headers and miscellaneous framing members. 1. 2.

D.

American Stair, Inc. Alfab, Inc. Sharon Companies Ltd. (The).

Provide stair assemblies with metal-pan subtreads filled with reinforced concrete during fabrication.

Steel Tube Railings: Fabricate railings to comply with requirements indicated for design, dimensions, details, finish, and member sizes, including wall thickness of tube, post spacings, and anchorage, but not less than that needed to withstand indicated loads. 1. 2. 3.

Configuration: As indicated on Drawings. Fabricate railings with welded connections. Cope components at connections to provide close fit, or use fittings designed for this purpose. Form changes in direction of railings by bending or by inserting prefabricated fittings.

METAL STAIRS

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Form curves by bending members in jigs to produce uniform curvature without buckling. Close exposed ends of railing members with prefabricated end fittings. Provide wall returns at ends of wall-mounted handrails. Provide wall brackets, end closures, flanges, miscellaneous fittings, and anchors for interconnecting components and for attaching to other work. Connect posts to stair framing by direct welding.

FINISHES A.

Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes. Finish metal stairs after assembly.

B.

Preparation for Shop Priming: Prepare uncoated ferrous-metal surfaces to comply with requirements indicated below for environmental exposure conditions of installed products: 1.

Exterior Stairs: SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning."

C.

Apply shop primer to uncoated surfaces of metal stair components. Comply with SSPC-PA 1, "Paint Application Specification No. 1: Shop, Field, and Maintenance Painting of Steel," for shop painting.

D.

Paint Finish: In accordance with Division 09 Section "High-Performance Coatings."

PART 3 - EXECUTION 3.1

INSTALLATION A.

Perform cutting, drilling, and fitting required for installing metal stairs. Set units accurately in location, alignment, and elevation, measured from established lines and levels and free of rack.

B.

Install metal stairs by welding stair framing to steel structure or to weld plates cast into concrete, unless otherwise indicated.

C.

Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections. At exposed connections, grind and finish smooth exposed surfaces and blended so no roughness shows after finishing and welded surface matches contours of adjoining surfaces.

D.

Place and finish concrete fill for treads and platforms to comply with Division 03 Section "Structural Concrete." 1.

E.

Install abrasive nosings with anchors fully embedded in concrete.

Attach handrails to wall with wall brackets. 1.

Use type of bracket with flange tapped for concealed anchorage to threaded hanger bolt.

METAL STAIRS

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Adjusting and Cleaning: 1.

Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint, and paint exposed areas with the same material as used for shop painting.

END OF SECTION 055100

METAL STAIRS

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SECTION 055213 - PIPE AND TUBE RAILINGS

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes steel pipe and tube railings.

B.

Related Sections: 1. 2. 3. 4. 5.

1.2

Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements. Division 05 Section "Metal Stairs" for steel tube railings associated with metal stairs. Division 06 Section "Miscellaneous Rough Carpentry" for wood blocking for anchoring railings. Division 09 Section "Non-Structural Metal Framing" for metal backing for anchoring railings. Division 09 Section “High-Performance Coatings”.

PERFORMANCE REQUIREMENTS A.

Structural Performance: Provide railings capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated: 1.

Handrails: a. b. c.

2.

Top Rails of Guards: a. b. c.

3.

b.

1.3

Uniform load of 50 lbf/ ft. (0.73 kN/m) applied in any direction. Concentrated load of 200 lbf (0.89 kN) applied in any direction. Uniform and concentrated loads need not be assumed to act concurrently.

Infill of Guards: a.

B.

Uniform load of 50 lbf/ ft. (0.73 kN/m) applied in any direction. Concentrated load of 200 lbf (0.89 kN) applied in any direction. Uniform and concentrated loads need not be assumed to act concurrently.

Concentrated load of 50 lbf (0.22 kN) applied horizontally on an area of 1 sq. ft. (0.093 sq. m). Infill load and other loads need not be assumed to act concurrently.

Control of Corrosion: Prevent galvanic action and other forms of corrosion by insulating metals and other materials from direct contact with incompatible materials.

SUBMITTALS A.

Product Data: products.

For mechanically connected railings, grout, anchoring cement, and paint

B.

Shop Drawings: Include plans, elevations, sections, details, and attachments to other work.

PIPE AND TUBE RAILINGS

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For installed products indicated to comply with design loads, include structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

C.

Samples: For each exposed finish required.

D.

Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified testing agency, according to ASTM E 894 and ASTM E 935.

PART 2 - PRODUCTS

2.1

MANUFACTURERS A.

Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1.

Steel Pipe and Tube Railings: a. b.

2.2

Pisor Industries, Inc. Wagner, R & B, Inc.; a division of the Wagner Companies.

STEEL AND IRON A.

Tubing: ASTM A 500 (cold formed) or ASTM A 513.

B.

Pipe: ASTM A 53/A 53M, Type F or Type S, Grade A, Standard Weight (Schedule 40), unless another grade and weight are required by structural loads.

C.

Plates, Shapes, and Bars: ASTM A 36/A 36M.

2.3

MISCELLANEOUS MATERIALS A.

Fasteners: Provide concealed fasteners, unless unavoidable or standard for railings indicated. 1.

Ungalvanized-Steel Railings: Plated steel fasteners complying with ASTM B 633 or ASTM F 1941 (ASTM F 1941M), Class Fe/Zn 5 for zinc coating.

B.

Anchors: Provide cast-in-place or torque-controlled expansion anchors, fabricated from corrosion-resistant materials with capability to sustain, without failure, a load equal to six times the load imposed when installed in unit masonry and equal to four times the load imposed when installed in concrete, as determined by testing per ASTM E 488.

C.

Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy welded.

D.

Universal Shop Primer: Fast-curing, lead- and chromate-free, universal modified-alkyd primer complying with MPI#79.

E.

Zinc-Rich Primer: topcoat.

PIPE AND TUBE RAILINGS

Complying with SSPC-Paint 20 or SSPC-Paint 29 and compatible with

055213 - 2

Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents F.

2.4

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Grout and Anchoring Cement: Factory-packaged, nonshrink, nonmetallic grout complying with ASTM C 1107; or water-resistant, nonshrink anchoring cement; recommended by manufacturer for exterior use.

FABRICATION A.

General: Fabricate railings to comply with design, dimensions, and details indicated, but not less than that required to support structural loads.

B.

Welded Connections: Cope components at connections to provide close fit, or use fittings designed for this purpose. Weld all around at connections, including at fittings. At exposed connections, grind and finish smooth exposed surfaces and blended so no roughness shows after finishing and welded surface matches contours of adjoining surfaces.

C.

Nonwelded Connections: Connect members with concealed mechanical fasteners and fittings.

D.

Form changes in direction by bending or by inserting prefabricated elbow fittings.

E.

Form curves by bending in jigs to produce uniform curvature; maintain cross section of member throughout bend without cracking or otherwise deforming exposed surfaces.

F.

Close exposed ends of railing members with prefabricated end fittings.

G.

Provide wall returns at ends of wall-mounted handrails, unless otherwise indicated.

H.

Brackets, Flanges, Fittings, and Anchors: Provide wall brackets, flanges, miscellaneous fittings, and anchors to interconnect railing members to other work, unless otherwise indicated.

2.5

STEEL AND IRON FINISHES A.

Preparation for Shop Priming: Prepare uncoated ferrous-metal surfaces to comply with SSPCSP 6/NACE No. 3, "Commercial Blast Cleaning."

B.

Primer Application: Apply shop primer to prepared surfaces of railings unless otherwise indicated. Comply with requirements in SSPC-PA 1, "Paint Application Specification No. 1: Shop, Field, and Maintenance Painting of Steel," for shop painting.

PART 3 - EXECUTION

3.1

INSTALLATION A.

General: Perform cutting, drilling, and fitting required for installing railings. accurately in location, alignment, and elevation. 1. 2.

B.

Set railings

Set posts plumb within a tolerance of 1/16 inch in 3 feet (2 mm in 1 m). Align rails so variations from level for horizontal members and variations from parallel with rake of steps and ramps for sloping members do not exceed 1/4 inch in 12 feet (5 mm in 3 m).

Anchor posts in concrete by inserting into formed or core-drilled holes and grouting annular space.

PIPE AND TUBE RAILINGS

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C.

Anchor posts to metal surfaces with oval flanges.

D.

Anchor railing ends to concrete and masonry with round flanges connected to railing ends and anchored to wall construction with anchors and bolts.

E.

Attach handrails to wall with wall brackets. 1. 2. 3.

3.2

Use type of bracket with flange tapped for concealed anchorage to threaded hanger bolt. For wood stud partitions, use hanger or lag bolts set into wood backing between studs. For steel-framed partitions, fasten brackets with toggle bolts installed through flanges of steel framing or through concealed steel reinforcements.

ADJUSTING AND CLEANING A.

Touchup Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint, and paint exposed areas with the same material as used for shop painting to comply with SSPC-PA 1 for touching up shop-painted surfaces.

END OF SECTION 055213

PIPE AND TUBE RAILINGS

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SECTION 055300 - METAL GRATINGS

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes metal bar gratings.

B.

Related Sections: 1. 2. 3.

1.2

Division 05 Section "Structural Steel Framing" for structural-steel framing system components. Division 05 Section "Metal Stairs" for grating treads and landings of steel-framed stairs. Division 05 Section "Pipe and Tube Railings" for metal pipe and tube handrails and railings.

ACTION SUBMITTALS A.

Product Data: For the following: 1. 2.

B.

1.3

Clips and anchorage devices for gratings. Paint products.

Shop Drawings: Include plans, sections, details, and attachments to other work.

INFORMATIONAL SUBMITTALS A.

Qualification Data: For qualified professional engineer.

B.

Welding certificates.

C.

Paint Compatibility Certificates: From manufacturers of topcoats applied over shop primers certifying that shop primers are compatible with topcoats.

1.4

QUALITY ASSURANCE A.

Metal Bar Grating Standards: Comply with NAAMM MBG 531, "Metal Bar Grating Manual."

B.

Welding Qualifications: Qualify procedures and personnel according to the following: 1.

1.5

AWS D1.2/D1.2M, "Structural Welding Code - Aluminum."

PROJECT CONDITIONS A.

Field Measurements: Verify actual locations of walls and other construction contiguous with gratings by field measurements before fabrication.

METAL GRATINGS

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COORDINATION A.

Coordinate selection of shop primers with topcoats to be applied over them. Comply with paint and coating manufacturers' written recommendations to ensure that shop primers and topcoats are compatible with one another.

B.

Coordinate installation of anchorages for gratings, grating frames, and supports. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

PART 2 - PRODUCTS

2.1

ALUMINUM A.

Aluminum, General: Provide alloy and temper recommended by aluminum producer for type of use indicated, and with not less than the strength and durability properties of alloy and temper designated below for each aluminum form required.

B.

Extruded Bars and Shapes: ASTM B 221 (ASTM B 221M), alloys as follows: 1. 2.

2.2

6061-T6 or 6063-T6, for bearing bars of gratings and shapes. 6061-T1, for grating crossbars.

FASTENERS A.

General: Unless otherwise indicated, provide Type 304 stainless-steel fasteners for exterior use and zinc-plated fasteners with coating complying with ASTM B 633 or ASTM F 1941 (ASTM F 1941M), Class Fe/Zn 5, at exterior walls. Select fasteners for type, grade, and class required. 1.

Provide stainless-steel fasteners for fastening aluminum.

B.

Steel Bolts and Nuts: Regular hexagon-head bolts, ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); with hex nuts, ASTM A 563 (ASTM A 563M); and, where indicated, flat washers.

C.

Stainless-Steel Bolts and Nuts: Regular hexagon-head annealed stainless-steel bolts, nuts, and, where indicated, flat washers; ASTM F 593 (ASTM F 738M) for bolts and ASTM F 594 (ASTM F 836M) for nuts, Alloy [Group 1 (A1)] [Group 2 (A4)].

D.

Anchor Bolts: ASTM F 1554, Grade 36, of dimensions indicated; with nuts, ASTM A 563 (ASTM A 563M); and, where indicated, flat washers. 1.

Hot-dip galvanize or provide mechanically deposited, zinc coating where item being fastened is indicated to be galvanized.

E.

Plain Washers: Round, ASME B18.22.1 (ASME B18.22M).

F.

Lock Washers: Helical, spring type, ASME B18.21.1 (ASME B18.21.2M).

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Post-Installed Anchors: Torque-controlled expansion anchors or chemical anchors capable of sustaining, without failure, a load equal to six times the load imposed when installed in unit masonry and four times the load imposed when installed in concrete, as determined by testing according to ASTM E 488, conducted by a qualified independent testing agency. 1.

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Material for Exterior Locations and Where Stainless Steel is Indicated: Alloy Group 1 (A1) stainless-steel bolts, ASTM F 593 (ASTM F 738M), and nuts, ASTM F 594 (ASTM F 836M).

MISCELLANEOUS MATERIALS A.

Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy that is welded.

B.

Shop Primers: Provide primers that comply with Division 09 painting Sections.

C.

Universal Shop Primer: Fast-curing, lead- and chromate-free, universal modified-alkyd primer complying with MPI#79 and compatible with topcoat. 1.

Use primer containing pigments that make it easily distinguishable from zinc-rich primer.

D.

Epoxy Zinc-Rich Primer: Complying with MPI#20 and compatible with topcoat.

E.

Galvanizing Repair Paint: High-zinc-dust-content paint complying with SSPC-Paint 20 and compatible with paints specified to be used over it.

F.

Bituminous Paint: Cold-applied asphalt emulsion complying with ASTM D 1187.

2.4

FABRICATION A.

Shop Assembly: Fabricate grating sections in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly and coordinated installation.

B.

Cut, drill, and punch material cleanly and accurately. Remove burrs and ease edges to a radius of approximately 1/32 inch (1 mm) unless otherwise indicated. Remove sharp or rough areas on exposed surfaces.

C.

Form from materials of size, thickness, and shapes indicated, but not less than that needed to support indicated loads.

D.

Fit exposed connections accurately together to form hairline joints.

E.

Welding: Comply with AWS recommendations and the following: 1. 2. 3.

Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. Obtain fusion without undercut or overlap. Remove welding flux immediately.

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Provide for anchorage of type indicated; coordinate with supporting structure. Fabricate and space the anchoring devices to secure gratings, frames, and supports rigidly in place and to support indicated loads.

METAL BAR GRATINGS A.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11.

B.

Pressure-Locked, Rectangular Bar Aluminum Grating: between bearing bars. 1. 2. 3.

2.6

Alabama Metal Industries Corporation; a Gibraltar Industries company. All American Grating. BarnettBates Corporation. Borden Metal Products (Canada) Limited. Fisher & Ludlow; Division of Harris Steel Limited. Grating Pacific, Inc. Grupo Metelmex, S.A. de C.V. IKG Industries; a division of Harsco Corporation. Marwas Steel Co.; Laurel Steel Products Division. Ohio Gratings, Inc. Seidelhuber Metal Products; Division of Brodhead Steel Products. Fabricated by swaging crossbars

Grating Mark P-15-4 (1-1/2 x 3/16) ALUMINUM: 1-1/2-by-3/16-inch (38-by-4.8-mm) bearing bars at 1-3/16 o.c., and crossbars at 4 inches (102 mm) o.c. Aluminum Finish: As selected by Architect. Open Area: 77 percent.

ALUMINUM FINISHES A.

Finish designations prefixed by AA comply with the system established by the Aluminum Association for designating aluminum finishes.

B.

Class I, Clear Anodic Finish: AA-M12C22A41 (Mechanical Finish: nonspecular as fabricated; Chemical Finish: etched, medium matte; Anodic Coating: Architectural Class I, clear coating 0.018 mm or thicker) complying with AAMA 611.

PART 3 - EXECUTION

3.1

INSTALLATION, GENERAL A.

Fastening to In-Place Construction: Provide anchorage devices and fasteners where necessary for securing gratings to in-place construction. Include threaded fasteners for concrete and masonry inserts, through-bolts, lag bolts, and other connectors.

B.

Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing gratings. Set units accurately in location, alignment, and elevation; measured from established lines and levels and free of rack.

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C.

Provide temporary bracing or anchors in formwork for items that are to be built into concrete or masonry.

D.

Fit exposed connections accurately together to form hairline joints. 1.

E.

Field Welding: Comply with the following requirements: 1. 2. 3.

F.

3.2

Weld connections that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. Do not weld, cut, or abrade the surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections.

Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. Obtain fusion without undercut or overlap. Remove welding flux immediately.

Corrosion Protection: Coat concealed surfaces of aluminum that will come into contact with grout, concrete, masonry, wood, or dissimilar metals, with a heavy coat of bituminous paint.

INSTALLING METAL BAR GRATINGS A.

General: Install gratings to comply with recommendations of referenced metal bar grating standards that apply to grating types and bar sizes indicated, including installation clearances and standard anchoring details.

B.

Attach removable units to supporting members with type and size of clips and fasteners indicated or, if not indicated, as recommended by grating manufacturer for type of installation conditions shown.

C.

Attach nonremovable units to supporting members by welding where both materials are same; otherwise, fasten by bolting as indicated above.

3.3

ADJUSTING AND CLEANING A.

Touchup Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint, and paint exposed areas with same material as used for shop painting to comply with SSPC-PA 1 requirements for touching up shop-painted surfaces. 1.

Apply by brush or spray to provide a minimum 2.0-mil (0.05-mm) dry film thickness.

B.

Touchup Painting: Cleaning and touchup painting of field welds, bolted connections, and abraded areas of shop paint are specified in Division 09 painting Sections.

C.

Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A 780.

END OF SECTION 055300

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SECTION 061053 - MISCELLANEOUS ROUGH CARPENTRY PART 1 - GENERAL 1.1

SUMMARY A.

This Section includes the following: 1. 2. 3. 4.

B.

1.2

Wood supports. Wood blocking. Wood nailers. Plywood backing panels.

Related Section: Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements. SUBMITTALS

A.

Product Data: For each type of process and factory-fabricated product indicated. 1. 2. 3.

B.

Research/Evaluation Reports: For the following: 1. 2. 3. 4. 5.

1.3

Include data for wood-preservative treatment from chemical treatment manufacturer and certification by treating plant that materials comply with requirements. Include data for fire-retardant treatment from chemical treatment manufacturer and certification by treating plant that treated plywood complies with requirements. Include physical properties of treated materials. For fire-retardant treatments specified to be High-Temperature (HT) type, include physical properties of treated plywood both before and after exposure to elevated temperatures, based on testing by a qualified independent testing agency according to ASTM D 5516.

Treated wood. Power-driven fasteners. Powder-actuated fasteners. Expansion anchors. Metal framing anchors.

QUALITY ASSURANCE A.

Fire-Test-Response Characteristics: For assemblies with fire-resistance ratings, provide materials and construction identical to those of assemblies tested for fire resistance per ASTM E 119 by a testing and inspecting agency acceptable to authorities having jurisdiction. 1.

Fire-Resistance Ratings: Indicated by design designations from UL's "Fire Resistance Directory."

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PART 2 - PRODUCTS 2.1

MANUFACTURERS A.

In other Part 2 articles where subparagraph titles below introduce lists, the following requirements apply for product selection: 1.

2.2

Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the manufacturers specified.

WOOD PRODUCTS, GENERAL A.

Lumber: DOC PS 20 and applicable rules of lumber grading agencies certified by the American Lumber Standards Committee Board of Review. 1. 2. 3.

2.3

Factory mark each piece of lumber with grade stamp of grading agency. Provide dressed lumber, S4S, unless otherwise indicated. Provide dry lumber with 15 percent maximum moisture content at time of dressing for 2-inch nominal thickness or less, unless otherwise indicated.

WOOD-PRESERVATIVE-TREATED MATERIALS A.

Preservative Treatment by Pressure Process: AWPA C2 (lumber) and AWPA C9 (plywood), except that lumber that is not in contact with the ground and is continuously protected from liquid water may be treated according to AWPA C31 with inorganic boron (SBX).

B.

Kiln-dry material after treatment to a maximum moisture content of 19 percent for lumber and 15 percent for plywood.

C.

Mark each treated item with treatment quality mark of an inspection agency approved by the American Lumber Standards Committee Board of Review.

D.

Application: Treat items indicated on Drawings, and the following: 1.

2.4

Wood sills, sleepers, blocking, furring, stripping, and similar concealed members in contact with masonry or concrete.

FIRE-RETARDANT-TREATED PLYWOOD A.

General: Comply with performance requirements in AWPA C27. 1. 2.

Use treatment that does not promote corrosion of metal fasteners. Use Interior Type A, unless otherwise indicated.

B.

Kiln-dry material after treatment to a maximum moisture content of 15 percent. Do not use material that is warped or does not comply with requirements for untreated material.

C.

Identify fire-retardant-treated plywood with appropriate classification marking of UL, U.S. Testing, Timber Products Inspection, or another testing and inspecting agency acceptable to authorities having jurisdiction.

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PLYWOOD BACKING PANELS A.

2.6

Telephone and Electrical Equipment Backing Panels: DOC PS 1, Exterior, A-C in 1 inch (26 mm) thickness.

MISCELLANEOUS MATERIALS A.

Fasteners: 1. 2. 3.

B.

Where rough carpentry is exposed to weather, in ground contact, or in area of high relative humidity, provide fasteners with hot-dip zinc coating complying with ASTM A 153/A 153M. Power-Driven Fasteners: CABO NER-272. Bolts: Steel bolts complying with ASTM A 307, Grade A; with ASTM A 563 hex nuts and, where indicated, flat washers.

Metal Framing Anchors: Made from hot-dip, zinc-coated steel sheet complying with ASTM A 653/A 653M, G60 coating designation. 1.

Available Manufacturers: a. b. c. d. e. f. g. h.

2.

3.

Alpine Engineered Products, Inc. Cleveland Steel Specialty Co. Harlen Metal Products, Inc. KC Metals Products, Inc. Silver Metal Products, Inc. Simpson Strong-Tie Company, Inc. Southeastern Metals Manufacturing Co., Inc. United Steel Products Company, Inc.

Research/Evaluation Reports: Provide products acceptable to authorities having jurisdiction and for which model code research/evaluation reports exist that show compliance of metal framing anchors, for application indicated, with building code in effect for Project. Allowable Design Loads: Meet or exceed those indicated per manufacturer's published values determined from empirical data or by rational engineering analysis and demonstrated by comprehensive testing performed by a qualified independent testing agency.

PART 3 - EXECUTION

3.1

INSTALLATION A.

Set rough carpentry to required levels and lines, with members plumb, true to line, cut, and fitted. Fit rough carpentry to other construction; scribe and cope as needed for accurate fit. Locate, nailers, blocking, and similar supports to comply with requirements for attaching other construction.

B.

Apply field treatment complying with AWPA M4 to cut surfaces of preservative-treated lumber and plywood.

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Securely attach rough carpentry work to substrate by anchoring and fastening as indicated, complying with the following: 1. 2. 3.

D.

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CABO NER-272 for power-driven fasteners. Published requirements of metal framing anchor manufacturer. In accordance with “ICBO 2304.9.1.”

Set telephone and electrical panel board with “A” side facing out.

END OF SECTION 061053

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SECTION 066400 - PLASTIC PANELING

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes glass-fiber reinforced plastic (FRP) wall paneling and trim accessories.

B.

Related Sections: 1. 2. 3.

1.2

Division 01 Section “Construction Waste Management” for construction waste management, recycling, and disposal requirements. Division 06 Section "Miscellaneous Rough Carpentry" for wood furring for installing plastic paneling. Division 07 Section "Joint Sealants.”

SUBMITTALS A.

Product Data: For each type of product indicated.

B.

Samples for Verification: For plastic paneling and trim accessories, in manufacturer's standard sizes.

1.3

QUALITY ASSURANCE A.

Source Limitations: Obtain plastic paneling and trim accessories from single manufacturer.

B.

Surface-Burning Characteristics: As determined by testing identical products according to ASTM E 84 by a qualified testing agency. Identify products with appropriate markings of applicable testing agency.

1.4

DELIVERY, STORAGE, AND HANDLING A.

Transport, lift, and handle units with care, avoiding excessive stress and preventing damage; use appropriate equipment.

B.

Store products in manufacturer's unopened packaging until ready for installation, in a clean dry area off the ground and protected from weather, moisture and damage; store units upright and not stacked unless permitted by manufacturer.

C.

Store and dispose of solvent-based materials, and materials used with solvent-based materials, in accordance with requirements of local authorities having jurisdiction.

1.5

PROJECT CONDITIONS A.

Environmental Limitations: Do not deliver or install plastic paneling until spaces are enclosed and weathertight and temporary HVAC system is operating and maintaining ambient temperature and humidity conditions at occupancy levels during the remainder of the construction period.

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PART 2 - PRODUCTS 2.1

PLASTIC SHEET PANELING A.

General: Gelcoat-finished, glass-fiber reinforced plastic panels complying with ASTM D 5319. 1.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: a. b. c.

2. 3. 4. 5. 6. 2.2

Kemlite Company Inc. Marlite. Nudo Products, Inc.

Nominal Thickness: Not less than 0.075 inch (1.9 mm). Surface Finish: Smooth. Color: White. Height: 8’-0”. Location: As indicated on Drawings.

ACCESSORIES A.

Trim Accessories: Manufacturer's standard one-piece vinyl extrusions designed to retain and cover edges of panels. Provide division bars, inside corners, outside corners, and caps as needed to conceal edges. 1.

Color: White.

B.

Exposed Fasteners: Nylon drive rivets recommended by panel manufacturer.

C.

Concealed Mounting Splines: Continuous, H-shaped aluminum extrusions designed to fit into grooves routed in edges of factory-laminated panels and to be fastened to substrate.

D.

Adhesive: As recommended by plastic paneling manufacturer.

E.

Sealant: Single-component, mildew-resistant, neutral-curing silicone sealant recommended by plastic paneling manufacturer.

PART 3 - EXECUTION 3.1

EXAMINATION A.

Examine substrates and conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work.

B.

Proceed with installation only after unsatisfactory conditions have been corrected.

C.

Check field dimensions before beginning installation. If dimensions vary too much from design dimensions for proper installation, notify Architect and wait for instructions before beginning installation.

3.2

PREPARATION A.

Clean substrates of substances that could impair bond of adhesive, including oil, grease, dirt, and dust.

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B.

Condition panels by unpacking and placing in installation space before installation according to manufacturer's written recommendations.

C.

Lay out paneling before installing. Locate panel joints where indicated. 1. 2.

3.3

Mark plumb lines on substrate at panel joint locations for accurate installation. Locate trim accessories to allow clearance at panel edges according to manufacturer's written instructions.

INSTALLATION A.

Install plastic paneling according to manufacturer's written instructions.

B.

Install panels in a full spread of adhesive.

C.

Install panels with fasteners. Layout fastener locations and mark on face of panels so that fasteners are accurately aligned. 1. 2.

Drill oversized fastener holes in panels and center fasteners in holes. Apply sealant to fastener holes before installing fasteners.

D.

Install trim accessories with adhesive and nails or staples.

E.

Fill grooves in trim accessories with sealant before installing panels and bed inside corner trim in a bead of sealant.

F.

Maintain uniform space between adjacent panels and between panels and floors, ceilings, and fixtures. Fill space with sealant.

G.

Remove excess sealant and smears as paneling is installed. Clean with solvent recommended by sealant manufacturer and then wipe with clean dry cloths until no residue remains.

END OF SECTION 066400

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SECTION 071416 - COLD FLUID-APPLIED WATERPROOFING

PART 1 - GENERAL

1.1

SUMMARY A.

This Section Includes: 1. 2.

1.2

Single-component polyurethane waterproofing. Molded-sheet drainage panels.

SUBMITTALS A.

Product Data: Include manufacturer's written instructions for evaluating, preparing, and treating substrate, technical data, and tested physical and performance properties of waterproofing.

B.

Shop Drawings: Show locations and extent of waterproofing. Include details for substrate joints and cracks, sheet flashings, penetrations, inside and outside corners, tie-ins with adjoining waterproofing, and other termination conditions.

C.

Samples: For each product indicated.

D.

Product test reports.

1.3

QUALITY ASSURANCE A.

1.4

Installer Qualifications: A qualified installer, approved by manufacturer to install manufacturer's products.

STORAGE A.

Store liquid materials in their original undamaged containers in a clean, dry, protected location and within the temperature range required by waterproofing manufacturer.

B.

Remove and replace liquid materials that cannot be applied within their stated shelf life. Protect stored materials from direct sunlight.

1.5

PROJECT CONDITIONS A.

Environmental Limitations: Apply waterproofing within the range of ambient and substrate temperatures recommended by waterproofing manufacturer. Do not apply waterproofing to a damp or wet substrate, when relative humidity exceeds 85 percent, or when temperatures are less than 5 deg F (3 deg C) above dew point.

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WARRANTY A.

Special Warranty: Manufacturer's standard form, signed by manufacturer and Installer, and agreeing to repair or replace waterproofing that does not comply with requirements or that does not remain watertight for a period of five years after date of Substantial Completion.

PART 2 - PRODUCTS

2.1

MANUFACTURERS A.

Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: 1.

Single-Component, Modified Polyurethane Waterproofing: a. b. c. d. e. f. g. h. i. j. k.

2.

2.2

Carlisle Corporation, Carlisle Coatings & Waterproofing Div.; CCW-525 (Basis-ofDesign). Cetco; LDC 60. Karnak Corporation; One-Kote System. Mameco International, Inc.; Vulkem 201. Miradri, T. C.; Miraseal. Neogard, Div. of Jones-Blair; Neogard 7403/7405. Pacific Polymers, Inc.; Elasto-Deck B.T. Pecora Corporation; Duramem 500. Sonneborne, Div. of ChemRex Inc.; HLM 5000. Tremco; Tremproof 60. United Coatings; Elastall 1000.

Location: Elevator pit.

WATERPROOFING MATERIALS A.

Cold Fluid-Applied Waterproofing: Comply with ASTM C 836.

B.

Primer: Manufacturer's standard, factory-formulated polyurethane or epoxy primer.

C.

Sheet Flashing: 50-mil- (1.3-mm-) minimum, nonstaining uncured sheet neoprene. 1.

Adhesive: Manufacturer's recommended contact adhesive.

D.

Reinforcing Strip: Manufacturer's recommended fiberglass mesh or polyester fabric.

E.

Protection Course: Unfaced, extruded-polystyrene board insulation; ASTM C 578 Type X, 1/2 inch (6 mm) thick.

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MOLDED-SHEET DRAINAGE PANELS A.

Nonwoven-Geotextile-Faced, Molded-Sheet Drainage Panel: Manufactured composite subsurface drainage panels consisting of a nonwoven, needle-punched geotextile facing with an apparent opening size not exceeding No. 70 (0.21-mm) sieve laminated to one side with or without a polymeric film bonded to the other side of a studded, nonbiodegradable, moldedplastic-sheet drainage core, with a vertical flow rate of 9 to 15 gpm per ft. (112 to 188 L/min. per m). 1.

Carlisle Corporation, Carlisle Coatings & Waterproofing Div.; MiraDRAIN (Basis-ofDesign).

PART 3 - EXECUTION

3.1

SURFACE PREPARATION A.

Clean and prepare substrate according to manufacturer's written recommendations. Provide clean, dust-free, and dry substrate for waterproofing application. 1.

Verify that substrate is visibly dry and free of moisture. Test for capillary moisture by plastic sheet method according to ASTM D 4263.

B.

Close off deck drains and other deck penetrations to prevent spillage and migration of waterproofing fluids.

C.

Remove grease, oil, bitumen, form-release agents, paints, curing compounds, and other penetrating contaminants or film-forming coatings from concrete.

D.

Remove fins, ridges, and other projections and fill honeycomb, aggregate pockets, and other voids.

E.

Prepare vertical and horizontal surfaces at terminations and penetrations through waterproofing and at expansion joints, drains, and sleeves according to ASTM C 898 and manufacturer's written instructions. 1.

Apply a double thickness of waterproofing and embed a joint reinforcing strip in preparation coat when recommended by waterproofing manufacturer.

F.

Prepare, treat, rout, and fill joints and cracks in substrate according to ASTM C 898 and waterproofing manufacturer's written instructions. Remove dust and dirt from joints and cracks complying with ASTM D 4258 before coating surfaces.

G.

Install sheet flashing and bond to deck and wall substrates where indicated or required according to waterproofing manufacturer's written instructions. 1.

3.2

Extend sheet flashings onto perpendicular surfaces and other work penetrating substrate according to ASTM C 898.

WATERPROOFING APPLICATION A.

Apply waterproofing according to ASTM C 898 and manufacturer's written instructions.

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B.

3.3

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Apply one or more coats of waterproofing to obtain a seamless membrane free of entrapped gases, with an average dry film thickness of 60 mils (1.5 mm) and a minimum dry film thickness of 50 mils (1.3 mm) at any point.

Install protection course with butted joints over nominally cured membrane before starting subsequent construction operations.

MOLDED-SHEET DRAINAGE PANEL INSTALLATION A.

Place and secure molded-sheet drainage panels, with geotextile facing away from wall or deck substrate, according to manufacturer's written instructions. Use adhesives or mechanical fasteners that do not penetrate waterproofing. Lap edges and ends of geotextile fabric to maintain continuity. Protect installed molded-sheet drainage panels during subsequent construction. 1.

3.4

For vertical applications, install protection course before installing drainage panels.

CURING, PROTECTING, AND CLEANING A.

Cure waterproofing according to manufacturer's written recommendations, taking care to prevent contamination and damage during application stages and curing. 1.

Do not permit foot or vehicular traffic on unprotected membrane.

B.

Protect waterproofing from damage and wear during remainder of construction period.

C.

Clean spillage and soiling from adjacent construction using cleaning agents and procedures recommended by manufacturer of affected construction.

END OF SECTION 071416

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SECTION 072100 - THERMAL INSULATION

PART 1 - GENERAL

1.1

SUMMARY A.

Section Includes: 1. 2. 3. 4. 5. 6. 7. 8. 9.

B.

Related Sections: 1. 2. 3. 4.

1.2

Foam-plastic board insulation. Glass-fiber board insulation. Mineral-wool board insulation. Glass-fiber blanket insulation. Mineral-wool blanket insulation. Loose-fill insulation. Spray polyurethane foam insulation. Below grade insulation. Vapor retarders.

Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements. Division 04 Section "Unit Masonry" for insulation installed in masonry cells. Division 07 Section "Ethylene-Propylene-Diene-Monomer (EPDM) Roofing" for insulation specified as part of roofing construction. Division 07 Section "Fire-Resistive Joint Systems" for insulation installed as part of a perimeter fire-resistive joint system.

ACTION SUBMITTALS A.

1.3

Product Data: For each type of product indicated.

INFORMATIONAL SUBMITTALS A.

Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified testing agency, for each product.

B.

Research/Evaluation Reports: For foam-plastic insulation, from ICC-ES.

1.4

QUALITY ASSURANCE A.

Surface-Burning Characteristics: As determined by testing identical products according to ASTM E 84 by a qualified testing agency. Identify products with appropriate markings of applicable testing agency.

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DELIVERY, STORAGE, AND HANDLING A.

Protect insulation materials from physical damage and from deterioration due to moisture, soiling, and other sources. Store inside and in a dry location. Comply with manufacturer's written instructions for handling, storing, and protecting during installation.

B.

Protect foam-plastic board insulation as follows: 1. 2. 3.

Do not expose to sunlight except to necessary extent for period of installation and concealment. Protect against ignition at all times. Do not deliver foam-plastic board materials to Project site before installation time. Quickly complete installation and concealment of foam-plastic board insulation in each area of construction.

PART 2 - PRODUCTS

2.1

FOAM-PLASTIC BOARD INSULATION A.

Extruded-Polystyrene Board Insulation: ASTM C 578, with maximum flame-spread and smokedeveloped indexes of 75 and 450, respectively, per ASTM E 84. 1.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: a. b. c. d.

2. B.

Type VII, 60 psi (414 kPa).

Foil-Faced, Polyisocyanurate Board Insulation: ASTM C 1289, Type I, Class 1 or Class 2, with maximum flame-spread and smoke-developed indexes of 75 and 450, respectively, per ASTM E 84. 1.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: a. b. c.

2.2

DiversiFoam Products. Dow Chemical Company (The). Owens Corning. Pactiv Building Products.

Atlas Roofing Corporation. Dow Chemical Company (The). Rmax, Inc.

GLASS-FIBER BOARD INSULATION A.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. 2.

CertainTeed Corporation. Johns Manville.

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Knauf Insulation. Owens Corning.

Glass-Fiber Board Insulation: ASTM C 612, Type IA; unfaced, with maximum flame-spread and smoke-developed indexes of 25 and 50, respectively, per ASTM E 84. 1. 2. 3. 4.

2.3

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Nominal density of 2.25 lb/cu. ft. (36 kg/cu. m), thermal resistivity of 4.3 deg F x h x ft./Btu x in. at 75 deg F (29.8 K x m/W at 24 deg C). Nominal density of 3 lb/cu. ft. (48 kg/cu. m), thermal resistivity of 4.3 deg F x h x ft./Btu x in. at 75 deg F (29.8 K x m/W at 24 deg C). Nominal density of 4.25 lb/cu. ft. (68 kg/cu. m), thermal resistivity of 4.3 deg F x h x ft./Btu x in. at 75 deg F (29.8 K x m/W at 24 deg C). Nominal density of 6 lb/cu. ft. (96 kg/cu. m), thermal resistivity of 4.4 deg F x h x ft./Btu x in. at 75 deg F (30.5 K x m/W at 24 deg C).

sq. sq. sq. sq.

MINERAL-WOOL BOARD INSULATION A.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. 2. 3. 4. 5.

B.

Unfaced, Mineral-Wool Board Insulation: ASTM C 612; with maximum flame-spread and smoke-developed indexes of 15 and zero, respectively, per ASTM E 84; passing ASTM E 136 for combustion characteristics. 1. 2. 3. 4.

C.

Nominal density of 4 lb/cu. ft. (64 kg/cu. m), Types IA and IB, thermal resistivity of 4 deg F x h x sq. ft./Btu x in. at 75 deg F (27.7 K x m/W at 24 deg C). Nominal density of 6 lb/cu. ft. (96 kg/cu. m), Type II, thermal resistivity of 4.16 deg F x h x sq. ft./Btu x in. at 75 deg F (28.8 K x m/W at 24 deg C). Nominal density of 8 lb/cu. ft. (128 kg/cu. m), Type III, thermal resistivity of 4.35 deg F x h x sq. ft./Btu x in. at 75 deg F (30.2 K x m/W at 24 deg C). Fiber Color: Darkened, where indicated.

Foil-Faced, Mineral-Wool Board Insulation: ASTM C 612; faced on one side with foil-scrim or foil-scrim-polyethylene vapor retarder; with maximum flame-spread and smoke-developed indexes of 25 and 5, respectively, per ASTM E 84. 1. 2. 3.

2.4

Fibrex Insulations Inc. Isolatek International. Owens Corning. Roxul Inc. Thermafiber.

Nominal density of 4 lb/cu. ft. (64 kg/cu. m), Types IA and IB, thermal resistivity of 4 deg F x h x sq. ft./Btu x in. at 75 deg F (27.7 K x m/W at 24 deg C). Nominal density of 6 lb/cu. ft. (96 kg/cu. m), Type II, thermal resistivity of 4.16 deg F x h x sq. ft./Btu x in. at 75 deg F (28.8 K x m/W at 24 deg C). Nominal density of 8 lb/cu. ft. (128 kg/cu. m), Type III, thermal resistivity of 4.35 deg F x h x sq. ft./Btu x in. at 75 deg F (30.2 K x m/W at 24 deg C).

GLASS-FIBER BLANKET INSULATION A.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:

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CertainTeed Corporation. Guardian Building Products, Inc. Johns Manville. Knauf Insulation. Owens Corning.

B.

Unfaced, Glass-Fiber Blanket Insulation: ASTM C 665, Type I; with maximum flame-spread and smoke-developed indexes of 25 and 50, respectively, per ASTM E 84; passing ASTM E 136 for combustion characteristics.

C.

Foil-Faced, Glass-Fiber Blanket Insulation: ASTM C 665, Type III (reflective faced), Class B (faced surface with a flame-propagation resistance of 0.12 W/sq. cm); Category 1 (membrane is a vapor barrier), faced with foil scrim, foil-scrim kraft, or foil-scrim polyethylene.

2.5

MINERAL-WOOL BLANKET INSULATION A.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. 2. 3. 4.

B.

2.6

Fibrex Insulations Inc. Owens Corning. Roxul Inc. Thermafiber.

Unfaced, Mineral-Wool Blanket Insulation: ASTM C 665, Type I (blankets without membrane facing); consisting of fibers; with maximum flame-spread and smoke-developed indexes of 25 and 50, respectively, per ASTM E 84; passing ASTM E 136 for combustion characteristics.

LOOSE-FILL INSULATION A.

Cellulosic-Fiber Loose-Fill Insulation: ASTM C 739, chemically treated for flame-resistance, processing, and handling characteristics.

B.

Glass-Fiber Loose-Fill Insulation: ASTM C 764, Type I for pneumatic application or Type II for poured application; with maximum flame-spread and smoke-developed indexes of 5, per ASTM E 84.

2.7

SPRAY POLYURETHANE FOAM INSULATION A.

Closed-Cell Polyurethane Foam Insulation: ASTM C 1029, Type II, with maximum flamespread and smoke-developed indexes of 75 and 450, respectively, per ASTM E 84. 1.

Manufacturers: Subject to compliance with requirements, [available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: a. b. c. d.

BASF Corporation. BaySystems NorthAmerica, LLC. Dow Chemical Company (The). ERSystems, Inc.

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2.8

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Minimum density of 1.5 lb/cu. ft. (24 kg/cu. m), thermal resistivity of 6.2 deg F x h x sq. ft./Btu x in. at 75 deg F (43 K x m/W at 24 deg C).

BELOW GRADE INSULATION A.

Basis-of-Design Product: ESP Low-E Slabshield, ESP Inc.

B.

Thickness: 1/4 inch.

C.

Location: Below slab on grade deck.

2.9

VAPOR RETARDERS A.

Polyethylene Vapor Retarders: ASTM D 4397, 10 mils (0.25 mm) thick, with maximum permeance rating of 0.13 perm (7.5 ng/Pa x s x sq. m).

B.

Vapor-Retarder Tape: Pressure-sensitive tape of type recommended by vapor-retarder manufacturer for sealing joints and penetrations in vapor retarder.

PART 3 - EXECUTION

3.1

INSTALLATION, GENERAL A.

Comply with insulation manufacturer's written instructions applicable to products and applications indicated.

B.

Install insulation that is undamaged, dry, and unsoiled and that has not been left exposed to ice, rain, or snow at any time.

C.

Extend insulation to envelop entire area to be insulated. Cut and fit tightly around obstructions and fill voids with insulation. Remove projections that interfere with placement.

D.

Provide sizes to fit applications indicated and selected from manufacturer's standard thicknesses, widths, and lengths. Apply single layer of insulation units to produce thickness indicated unless multiple layers are otherwise shown or required to make up total thickness.

3.2

INSTALLATION OF BELOW-GRADE INSULATION A.

On vertical footing and foundation wall surfaces, set insulation units using manufacturer's recommended adhesive according to manufacturer's written instructions. 1.

B.

If not otherwise indicated, extend insulation a minimum of 24 inches (610 mm) below exterior grade line.

On horizontal surfaces under slabs, loosely lay insulation units according to manufacturer's written instructions. Stagger end joints and tightly abut insulation units. 1.

If not otherwise indicated, extend insulation a minimum of 24 inches (610 mm) in from exterior walls.

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INSTALLATION OF CAVITY-WALL INSULATION A.

Foam-Plastic Board Insulation: Install pads of adhesive spaced approximately 24 inches (610 mm) o.c. both ways on inside face, and as recommended by manufacturer. Fit courses of insulation between wall ties and other obstructions, with edges butted tightly in both directions. Press units firmly against inside substrates. 1.

3.4

Supplement adhesive attachment of insulation by securing boards with two-piece wall ties designed for this purpose and specified in Division 4 Section "Unit Masonry."

INSTALLATION OF INSULATION FOR FRAMED CONSTRUCTION A.

Apply insulation units to substrates by method indicated, complying with manufacturer's written instructions. If no specific method is indicated, bond units to substrate with adhesive or use mechanical anchorage to provide permanent placement and support of units.

B.

Foam-Plastic Board Insulation: Seal joints between units by applying adhesive, mastic, or sealant to edges of each unit to form a tight seal as units are shoved into place. Fill voids in completed installation with adhesive, mastic, or sealant as recommended by insulation manufacturer.

C.

Glass-Fiber or Mineral-Wool Blanket Insulation: Install in cavities formed by framing members according to the following requirements: 1. 2. 3. 4. 5.

Use insulation widths and lengths that fill the cavities formed by framing members. If more than one length is required to fill the cavities, provide lengths that will produce a snug fit between ends. Place insulation in cavities formed by framing members to produce a friction fit between edges of insulation and adjoining framing members. Maintain 3-inch (76-mm) clearance of insulation around recessed lighting fixtures not rated for or protected from contact with insulation. For metal-framed wall cavities where cavity heights exceed 96 inches (2438 mm), support unfaced blankets mechanically and support faced blankets by taping flanges of insulation to flanges of metal studs. Vapor-Retarder-Faced Blankets: Tape joints and ruptures in vapor-retarder facings, and seal each continuous area of insulation to ensure airtight installation. a. b.

D.

Loose-Fill Insulation: Apply according to ASTM C 1015 and manufacturer's written instructions. Level horizontal applications to uniform thickness as indicated, lightly settle to uniform density, but do not compact excessively. 1.

E.

Exterior Walls: Set units with facing placed toward as indicated on Drawings. Interior Walls: Set units with facing placed as indicated on Drawings.

For cellulosic-fiber loose-fill insulation, comply with CIMA's Bulletin #2, "Standard Practice for Installing Cellulose Insulation."

Miscellaneous Voids: Install insulation in miscellaneous voids and cavity spaces where required to prevent gaps in insulation using the following materials: 1. 2.

Loose-Fill Insulation: Compact to approximately 40 percent of normal maximum volume equaling a density of approximately 2.5 lb/cu. ft. (40 kg/cu. m). Spray Polyurethane Insulation: Apply according to manufacturer's written instructions.

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INSTALLATION OF INSULATION FOR CONCRETE SUBSTRATES A.

Install board insulation on concrete substrates by adhesively attached, spindle-type insulation anchors as follows: 1.

2. 3. 4.

3.6

Fasten insulation anchors to concrete substrates with insulation anchor adhesive according to anchor manufacturer's written instructions. Space anchors according to insulation manufacturer's written instructions for insulation type, thickness, and application indicated. Apply insulation standoffs to each spindle to create cavity width indicated between concrete substrate and insulation. After adhesive has dried, install board insulation by pressing insulation into position over spindles and securing it tightly in place with insulation-retaining washers, taking care not to compress insulation below indicated thickness. Where insulation will not be covered by other building materials, apply capped washers to tips of spindles.

INSTALLATION OF VAPOR RETARDERS A.

Place vapor retarders on side of construction indicated on Drawings. Extend vapor retarders to extremities of areas to protect from vapor transmission. Secure vapor retarders in place with adhesives or other anchorage system as indicated. Extend vapor retarders to cover miscellaneous voids in insulated substrates, including those filled with loose-fiber insulation.

B.

Seal vertical joints in vapor retarders over framing by lapping no fewer than two studs. 1.

2.

Before installing vapor retarders, apply urethane sealant to flanges of metal framing including runner tracks, metal studs, and framing around door and window openings. Seal overlapping joints in vapor retarders with vapor-retarder tape according to vaporretarder manufacturer's written instructions. Seal butt joints with vapor-retarder tape. Locate all joints over framing members or other solid substrates. Firmly attach vapor retarders to metal framing and solid substrates with vapor-retarder fasteners as recommended by vapor-retarder manufacturer.

C.

Seal joints caused by pipes, conduits, electrical boxes, and similar items penetrating vapor retarders with vapor-retarder tape to create an airtight seal between penetrating objects and vapor retarders.

D.

Repair tears or punctures in vapor retarders immediately before concealment by other work. Cover with vapor-retarder tape or another layer of vapor retarders.

END OF SECTION 072100

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SECTION 072500 – FLUID-APPLIED WEATHER BARRIER

PART 1 - GENERAL

1.1

SUMMARY A.

This Section includes cold-applied, emulsified-asphalt dampproofing. 1.

B.

1.2

Location: CMU behind metal panels.

Related Section: Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements.

SUBMITTALS A.

Product Data: For each type of product indicated. Include recommendations for method of application, primer, number of coats, coverage or thickness, and protection course.

B.

Material Certificates: For each product, signed by manufacturers.

1.3

QUALITY ASSURANCE A.

1.4

Source Limitations: Obtain primary dampproofing materials and primers through one source from a single manufacturer. Provide secondary materials recommended by manufacturer of primary materials.

PROJECT CONDITIONS A.

Weather Limitations: Proceed with installation only when existing and forecasted weather conditions permit dampproofing to be performed according to manufacturers' written instructions.

PART 2 - PRODUCTS

2.1

COLD-APPLIED, EMULSIFIED-ASPHALT DAMPPROOFING A.

Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. 2. 3. 4.

BASF Building Systems; Sonneborn Brand Products; Hydrocide 700B (Basis-of-Design). ChemMasters Corp. Meadows, W. R., Inc. Tamms Industries, Inc.

B.

Trowel Coats: ASTM D 1227, Type II, Class 1.

C.

Fibered Brush and Spray Coats: ASTM D 1227, Type II, Class 1.

FLUID-APPLIED WEATHER BARRIER

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents D.

Brush and Spray Coats: ASTM D 1227, Type III, Class 1.

E.

VOC Content: Zero.

2.2

PROTECTION COURSE A.

2.3

Protection Course, Roll-Roofing Type: ASTM D 6380, Class S, Type III.

Smooth-surfaced roll roofing complying with

MISCELLANEOUS MATERIALS A.

Emulsified-Asphalt Primer: ASTM D 1227, Type III, Class 1, except diluted with water as recommended by manufacturer.

B.

Asphalt-Coated Glass Fabric: ASTM D 1668, Type I.

C.

Patching Compound: Type recommended by dampproofing manufacturer.

PART 3 - EXECUTION

3.1

EXAMINATION A.

Examine substrates, with Installer present, for compliance with requirements for surface smoothness and other conditions affecting performance of work. 1. 2.

3.2

Proceed with dampproofing application only after substrate construction and penetrating work have been completed and unsatisfactory conditions have been corrected. Test for surface moisture according to ASTM D 4263.

PREPARATION A.

Protection of Other Work: Mask or otherwise protect adjoining exposed surfaces from being stained, spotted, or coated with dampproofing. Prevent dampproofing materials from entering and clogging weep holes and drains.

B.

Clean substrates of projections and substances detrimental to work; fill voids, seal joints, and apply bond breakers if any, as recommended by prime material manufacturer.

C.

Apply patching compound for filling and patching tie holes, honeycombs, reveals, and other imperfections.

3.3

APPLICATION, GENERAL A.

Comply with manufacturer's written recommendations unless more stringent requirements are indicated or required by Project conditions to ensure satisfactory performance of dampproofing. 1. 2.

Apply additional coats if recommended by manufacturer or if required to achieve coverages indicated. Allow each coat of dampproofing to cure 12 hours before applying subsequent coats.

FLUID-APPLIED WEATHER BARRIER

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2. 3.

2.

Lap dampproofing at least 1/4 inch (6 mm) onto flashing, masonry reinforcement, veneer ties, and other items that penetrate inner wythe. Extend dampproofing over outer face of structural members and concrete slabs that interrupt inner wythe, and lap dampproofing at least 1/4 inch (6 mm) onto shelf angles supporting veneer.

Apply dampproofing to provide continuous plane of protection on interior face of above-grade, exterior concrete, masonry and single-wythe masonry walls unless walls are indicated to receive direct application of paint. 1.

3.4

Apply from finished-grade line to top of footing, extend over top of footing, and down a minimum of 6 inches (150 mm) over outside face of footing. Extend 12 inches (300 mm) onto intersecting walls and footings, but do not extend onto surfaces exposed to view when Project is completed. Install flashings and corner protection stripping at internal and external corners, changes in plane, construction joints, cracks, and where shown as "reinforced," by embedding an 8-inch- (200-mm-) wide strip of asphalt-coated glass fabric in a heavy coat of dampproofing. Dampproofing coat for embedding fabric is in addition to other coats required.

Apply dampproofing to provide continuous plane of protection on exterior face of inner wythe of exterior masonry cavity walls. 1.

D.

Allow 24 hours drying time prior to backfilling.

Apply dampproofing to footings and foundation walls where opposite side of wall faces building interior. 1.

C.

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Continue dampproofing through intersecting walls by keeping vertical mortar joints at intersection temporarily open or by delaying construction of intersecting walls until dampproofing is applied.

COLD-APPLIED, EMULSIFIED-ASPHALT DAMPPROOFING A.

On Concrete Foundations and Parged Masonry Foundation Walls: Apply 2 brush or spray coats at not less than 1.5 gal./100 sq. ft. (0.6 L/sq. m) for first coat and 1 gal./100 sq. ft. (0.4 L/sq. m) for second coat, 1 fibered brush or spray coat at not less than 3 gal./100 sq. ft. (1.2 L/sq. m), or 1 trowel coat at not less than 4 gal./100 sq. ft. (1.6 L/sq. m).

B.

On Unparged Masonry Foundation Walls: Apply primer and 2 brush or spray coats at not less than 1.5 gal./100 sq. ft. (0.6 L/sq. m) for first coat and 1 gal./100 sq. ft. (0.4 L/sq. m) for second coat, primer and 1 fibered brush or spray coat at not less than 3 gal./100 sq. ft. (1.2 L/sq. m), or primer and 1 trowel coat at not less than 5 gal./100 sq. ft. (2 L/sq. m).

C.

On Unparged Masonry Foundation Walls: Apply primer and 1 trowel coat at not less than 5 gal./100 sq. ft. (2 L/sq. m).

D.

On Unexposed Face of Concrete Retaining Walls: Apply 1 brush or spray coat at not less than 1.25 gal./100 sq. ft. (0.5 L/sq. m).

E.

On Unexposed Face of Masonry Retaining Walls: Apply primer and 1 brush or spray coat at not less than 1.25 gal./100 sq. ft. (0.5 L/sq. m).

FLUID-APPLIED WEATHER BARRIER

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F.

On Masonry Backup: Apply primer and 1 brush or spray coat at not less than 1 gal./100 sq. ft. (0.4 L/sq. m).

G.

On Exterior Face of Inner Wythe of Cavity Walls: Apply primer and 1 brush or spray coat at not less than 1 gal./100 sq. ft. (0.4 L/sq. m).

H.

On Interior Face of Exterior Masonry Walls: Where above grade and indicated to be furred and finished, apply primer and 1 brush or spray coat at not less than 1 gal./100 sq. ft. (0.4 L/sq. m).

3.5

INSTALLATION OF PROTECTION COURSE A.

3.6

Where indicated, install protection course over completed-and-cured dampproofing. Comply with dampproofing material manufacturer's written recommendations for attaching protection course. CLEANING

A.

Remove dampproofing materials from surfaces not intended to receive dampproofing.

END OF SECTION 072500

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SECTION 074113 - METAL ROOF PANELS

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes exposed-fastener, lap-seam metal roof panels.

B.

Related Sections: 1. 2. 3.

1.2

Division 05 Section "Steel Decking" for steel roof deck supporting metal roof panels. Division 07 Section "Sheet Metal Flashing and Trim" for field-formed copings, flashings, roof drainage systems, and other sheet metal work not part of metal roof panel assemblies. Division 07 Section "Joint Sealants" for field-applied sealants not otherwise specified in this Section.

DEFINITIONS A.

1.3

Metal Roof Panel Assembly: Metal roof panels, attachment system components, miscellaneous metal framing, thermal insulation, and accessories necessary for a complete weathertight roofing system.

PERFORMANCE REQUIREMENTS A.

General Performance: Metal roof panels shall comply with performance requirements without failure due to defective manufacture, fabrication, installation, or other defects in construction.

B.

Delegated Design: Design metal roof panel assembly, including comprehensive engineering analysis by a qualified professional engineer, using performance requirements and design criteria indicated.

C.

Air Infiltration: Air leakage through assembly of not more than 0.06 cfm/sq. ft. (0.3 L/s per sq. m) of roof area when tested according to ASTM E 1680 at the following test-pressure difference: 1. 2. 3.

D.

Test-Pressure Difference: Negative 1.57 lbf/sq. ft. (75 Pa. Positive Preload Test-Pressure Difference: Greater than or equal to 15.0 lbf/sq. ft. (720 Pa) and the greater of 75 percent of building live load or 50 percent of building design positive wind-pressure difference. Negative Preload Test-Pressure Difference: 50 percent of design wind-uplift-pressure difference.

Water Penetration: No water penetration when tested according to ASTM E 1646 at the following test-pressure difference: 1. 2.

Test-Pressure Difference: 2.86 lbf/sq. ft. (137 Pa). Positive Preload Test-Pressure Difference: Greater than or equal to 15.0 lbf/sq. ft. (720 Pa) and the greater of 75 percent of building live load or 50 percent of building design positive wind-pressure difference.

METAL ROOF PANELS

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Negative Preload Test-Pressure Difference: 50 percent of design wind-uplift-pressure difference.

E.

Hydrostatic-Head Resistance: No water penetration when tested according to ASTM E 2140.

F.

Wind-Uplift Resistance: Provide metal roof panel assemblies that comply with UL 580 for winduplift-resistance class indicated. 1.

G.

FMG Listing: Provide metal roof panels and component materials that comply with requirements in FMG 4471 as part of a panel roofing system and that are listed in FMG's "Approval Guide" for Class 1 or noncombustible construction, as applicable. Identify materials with FMG markings. 1. 2.

H.

Uplift Rating: UL 90.

Fire/Windstorm Classification: Class 1A-105. Hail Resistance: SH.

Structural Performance: Provide metal roof panel assemblies capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated, based on testing according to ASTM E 1592: 1.

Wind Loads: Determine loads based on the following minimum design wind pressures: a.

2. 3.

I.

1.4

Uniform pressure of 30 lbf/sq. ft. (1436 Pa), acting inward or outward.

Snow Loads: 35 lbf/sq. ft. (1676 Pa). Deflection Limits: Metal roof panel assemblies shall withstand wind and snow loads with vertical deflections no greater than 1/180 of the span.

Thermal Performance: Provide insulated metal roof panel assemblies with thermal-resistance value (R-value) indicated when tested according to ASTM C 518.

SUBMITTALS A.

Product Data: For each type of product indicated. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes for each type of roof panel and accessory.

B.

Shop Drawings: Show fabrication and installation layouts of metal roof panels; details of edge conditions, side-seam and endlap joints, panel profiles, corners, anchorages, trim, flashings, closures, and accessories; and special details. Distinguish between factory- and fieldassembled work. 1.

Accessories: Include details of the following items, at a scale of not less than 1-1/2 inches per 12 inches (1:10): a.

C.

Flashing and trim.

Samples for Initial Selection: For each type of metal roof panel indicated with factory-applied color finishes. 1.

Include similar Samples of trim and accessories involving color selection.

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents D.

Samples for Verification: For each type of exposed finish required, prepared on Samples of size indicated below: 1. 2. 3.

E.

Metal Roof Panels: 12 inches (300 mm) long by actual panel width. Include fasteners, clips, battens, closures, and other metal roof panel accessories. Trim and Closures: 12 inches (300 mm) long. Include fasteners and other exposed accessories. Accessories: 12-inch- (300-mm-) long Samples for each type of accessory.

Coordination Drawings: Roof plans, drawn to scale, on which the following are shown and coordinated with each other, based on input from installers of the items involved: 1. 2.

F.

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Roof panels and attachments. Roof-mounted items including roof hatches, equipment supports, pipe supports and penetrations, lighting fixtures, and items mounted on roof curbs.

Manufacturer Certificates: Signed by manufacturer certifying that roof panels comply with energy performance requirements specified in "Performance Requirements" Article. 1.

Submit evidence of meeting performance requirements.

G.

Qualification Data: For qualified Installer, professional engineer, and testing agency.

H.

Material Certificates: For thermal insulation and vapor retarders, from manufacturer.

I.

Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified testing agency, for each product.

J.

Field quality-control reports.

K.

Maintenance Data: For metal roof panels to include in maintenance manuals.

L.

Warranties: Samples of special warranties.

1.5

QUALITY ASSURANCE A.

Installer Qualifications: An employer of workers trained and approved by manufacturer.

B.

Testing Agency Qualifications: Qualified according to ASTM E 329 for testing indicated.

C.

Source Limitations: manufacturer.

D.

Surface-Burning Characteristics: Provide metal roof panels having insulation core material with the following surface-burning characteristics as determined by testing identical products according to ASTM E 84 by a qualified testing agency. Identify products with appropriate markings of applicable testing agency. 1. 2.

E.

Obtain each type of metal roof panels from single source from single

Flame-Spread Index: 25 or less. Smoke-Developed Index: 450 or less.

Fire-Resistance Ratings: Where indicated, provide metal roof panels identical to those of assemblies tested for fire resistance per ASTM E 119 by a qualified testing agency. Identify products with appropriate markings of applicable testing agency.

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2. 3.

Build mockup of typical roof eave as shown on Drawings; approximately four panels wide by full eave width, including insulation, underlayment, attachments, and accessories. Approval of mockups does not constitute approval of deviations from the Contract Documents contained in mockups unless Architect specifically approves such deviations in writing. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

Preinstallation Conference: Conduct conference at Project site. 1.

2. 3. 4. 5. 6. 7. 8. 9. 10.

1.6

Indicate design designations from UL's "Fire Resistance Directory" or from the listings of another qualified testing agency. Combustion Characteristics: ASTM E 136.

Mockups: Build mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for fabrication and installation. 1.

G.

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Meet with Owner, Architect, Owner's insurer if applicable, testing and inspecting agency representative, metal roof panel Installer, metal roof panel manufacturer's representative, deck Installer, and installers whose work interfaces with or affects metal roof panels including installers of roof accessories and roof-mounted equipment. Review and finalize construction schedule and verify availability of materials, Installer's personnel, equipment, and facilities needed to make progress and avoid delays. Review methods and procedures related to metal roof panel installation, including manufacturer's written instructions. Examine deck substrate conditions for compliance with requirements, including flatness and attachment to structural members. Review structural loading limitations of deck during and after roofing. Review flashings, special roof details, roof drainage, roof penetrations, equipment curbs, and condition of other construction that will affect metal roof panels. Review governing regulations and requirements for insurance, certificates, and testing and inspecting if applicable. Review temporary protection requirements for metal roof panel assembly during and after installation. Review roof observation and repair procedures after metal roof panel installation. Document proceedings, including corrective measures and actions required, and furnish copy of record to each participant.

DELIVERY, STORAGE, AND HANDLING A.

Deliver components, sheets, metal roof panels, and other manufactured items so as not to be damaged or deformed. Package metal roof panels for protection during transportation and handling.

B.

Unload, store, and erect metal roof panels in a manner to prevent bending, warping, twisting, and surface damage.

C.

Stack metal roof panels on platforms or pallets, covered with suitable weathertight and ventilated covering. Store metal roof panels to ensure dryness. Do not store metal roof panels in contact with other materials that might cause staining, denting, or other surface damage.

D.

Protect strippable protective covering on metal roof panels from exposure to sunlight and high humidity, except to extent necessary for period of metal roof panel installation.

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PROJECT CONDITIONS A.

Weather Limitations: Proceed with installation only when existing and forecasted weather conditions permit metal roof panel work to be performed according to manufacturer's written instructions and warranty requirements.

B.

Field Measurements: Verify actual dimensions of construction contiguous with metal roof panels by field measurements before fabrication.

1.8

COORDINATION A.

Coordinate sizes and locations of roof curbs, equipment supports, and roof penetrations with actual equipment provided.

B.

Coordinate metal roof panels with rain drainage work, flashing, trim, and construction of decks, parapets, walls, and other adjoining work to provide a leakproof, secure, and noncorrosive installation.

1.9

WARRANTY A.

Special Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace metal roof panel assemblies that fail in materials or workmanship within specified warranty period. 1.

Failures include, but are not limited to, the following: a. b.

2. B.

Warranty Period: Two years from date of Substantial Completion.

Special Warranty on Panel Finishes: Manufacturer's standard form in which manufacturer agrees to repair finish or replace metal roof panels that show evidence of deterioration of factory-applied finishes within specified warranty period. 1.

Exposed Panel Finish: Deterioration includes, but is not limited to, the following: a. b. c.

2. C.

Color fading more than 5 Hunter units when tested according to ASTM D 2244. Chalking in excess of a No. 8 rating when tested according to ASTM D 4214. Cracking, checking, peeling, or failure of paint to adhere to bare metal.

Finish Warranty Period: 20 years from date of Substantial Completion.

Special Weathertightness Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace metal roof panel assemblies that fail to remain weathertight, including leaks, within specified warranty period. 1.

D.

Structural failures including rupturing, cracking, or puncturing. Deterioration of metals, metal finishes, and other materials beyond normal weathering.

Weathertight Warranty Period: Five years from date of Substantial Completion.

Special Weathertightness Warranty for Standing-Seam Metal Roof Panels: Manufacturer's standard form in which manufacturer agrees to repair or replace standing-seam metal roof

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panel assemblies that fail to remain weathertight, including leaks, within specified warranty period. 1.

Warranty Period: 20 years from date of Substantial Completion.

PART 2 - PRODUCTS

2.1

PANEL MATERIALS A.

Metallic-Coated Steel Sheet: Restricted flatness steel sheet metallic coated by the hot-dip process and prepainted by the coil-coating process to comply with ASTM A 755/A 755M. 1. 2. 3.

Zinc-Coated (Galvanized) Steel Sheet: designation; structural quality. Surface: Smooth, flat finish. Exposed Coil-Coated Finish: a.

4.

B.

2-Coat Fluoropolymer: AAMA 621. Fluoropolymer finish containing not less than 70 percent PVDF resin by weight in color coat. Prepare, pretreat, and apply coating to exposed metal surfaces to comply with coating and resin manufacturers' written instructions.

Concealed Finish: Apply pretreatment and manufacturer's standard white or light-colored acrylic or polyester backer finish, consisting of prime coat and wash coat with a minimum total dry film thickness of 0.5 mil (0.013 mm).

Panel Sealants: 1. 2. 3.

2.2

ASTM A 653/A 653M, G90 (Z275) coating

Sealant Tape: Pressure-sensitive, 100 percent solids, gray polyisobutylene compound sealant tape with release-paper backing. Provide permanently elastic, nonsag, nontoxic, nonstaining tape 1/2 inch (13 mm) wide and 1/8 inch (3 mm) thick. Joint Sealant: ASTM C 920; elastomeric polyurethane, polysulfide, or silicone sealant; of type, grade, class, and use classifications required to seal joints in metal roof panels and remain weathertight; and as recommended in writing by metal roof panel manufacturer. Butyl-Rubber-Based, Solvent-Release Sealant: ASTM C 1311.

FIELD-INSTALLED THERMAL INSULATION A.

2.3

Polyisocyanurate Board Insulation: ASTM C 1289, Type II, Class 1 or 2 felt or glass-fiber mat, Grade 3, with maximum flame-spread and smoke-developed indexes of 75 and 450, respectively, based on tests performed on unfaced core.

UNDERLAYMENT MATERIALS A.

Self-Adhering, High-Temperature Sheet: 30 to 40 mils (0.76 to 1.0 mm) thick minimum, consisting of slip-resisting, polyethylene-film top surface laminated to layer of butyl or SBSmodified asphalt adhesive, with release-paper backing; cold applied. Provide primer when recommended by underlayment manufacturer. 1.

Thermal Stability: Stable after testing at 240 deg F (116 deg C); ASTM D 1970.

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Low-Temperature Flexibility: Passes after testing at minus 20 deg F (29 deg C); ASTM D 1970. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a. b. c. d. e.

B.

2.4

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Carlisle Coatings & Waterproofing Inc., Div. of Carlisle Companies Inc.; CCW WIP 300HT. Grace Construction Products; a unit of Grace, W. R. & Co.; Ultra. Henry Company; Blueskin PE200 HT. Metal-Fab Manufacturing, LLC; MetShield. Owens Corning; WeatherLock Metal High Temperature Underlayment.

Slip Sheet: Manufacturer's recommended slip sheet, of type required for application.

SUBSTRATE BOARDS A.

Glass-Mat Gypsum Sheathing Board: ASTM C 1177/C 1177M. 1.

2.5

Product: Subject to compliance with requirements, provide Dens-Dek by Georgia-Pacific Corporation.

VAPOR RETARDERS A.

2.6

Polyethylene Vapor Retarders: ASTM D 4397, 10 mils (0.25 mm) thick, with maximum permeance rating of 0.13 perm (7.5 ng/Pa x s x sq. m).

MISCELLANEOUS METAL FRAMING A.

Miscellaneous Metal Framing, General: ASTM C 645, cold-formed metallic-coated steel sheet, ASTM A 653/A 653M, G40 (Z120) hot-dip galvanized or coating with equivalent corrosion resistance unless otherwise indicated.

B.

Hat-Shaped, Rigid Furring Channels: 1. 2.

C.

Cold-Rolled Furring Channels: Minimum 1/2-inch- (13-mm-) wide flange. 1. 2. 3. 4.

D.

Nominal Thickness: As required to meet performance requirements. Depth: As indicated.

Nominal Thickness: As required to meet performance requirements. Depth: As indicated. Furring Brackets: Adjustable, corrugated-edge type of steel sheet with nominal thickness of 0.040 inch (1.02 mm). Tie Wire: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, 0.062-inch- (1.57-mm) diameter wire, or double strand of 0.048-inch- (1.22-mm-) diameter wire.

Z-Shaped Furring: With slotted or nonslotted web, face flange of 1-1/4 inches (32 mm), wall attachment flange of 7/8 inch (22 mm), and depth required to fit insulation thickness indicated. 1.

Nominal Thickness: As required to meet performance requirements.

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Fasteners for Miscellaneous Metal Framing: Of type, material, size, corrosion resistance, holding power, and other properties required to fasten miscellaneous metal framing members to substrates.

MISCELLANEOUS MATERIALS A.

Panel Fasteners: Self-tapping screws, bolts, nuts, self-locking rivets and bolts, end-welded studs, and other suitable fasteners designed to withstand design loads. Provide exposed fasteners with heads matching color of metal roof panels by means of plastic caps or factoryapplied coating. Provide EPDM, PVC, or neoprene sealing washers.

B.

Bituminous Coating: Cold-applied asphalt mastic, SSPC-Paint 12, compounded for 15-mil (0.4mm) dry film thickness per coat. Provide inert-type noncorrosive compound free of asbestos fibers, sulfur components, and other deleterious impurities.

2.8

EXPOSED-FASTENER, LAP-SEAM METAL ROOF PANELS A.

General: Provide factory-formed metal roof panels designed to be installed by lapping side edges of adjacent panels and mechanically attaching panels to supports using exposed fasteners in side laps. Include accessories required for weathertight installation.

B.

Corrugated-Profile, Exposed-Fastener Metal Roof Panels: Formed with alternating curved ribs spaced at 2.67 inches (68 mm) o.c. across width of panel. 1.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: a. b. c. d. e. f. g. h.

2.

Material: Zinc-coated (galvanized) steel sheet, 0.022-inch (0.56-mm) nominal thickness. a. b.

3. 4.

2.9

Berridge Manufacturing Company; Type M Roof Panels (Basis-of-Design). Alcoa Inc. CENTRIA Architectural Systems. Flexospan Steel Buildings, Inc. MBCI; a division of NCI Building Systems, L. P. McElroy Metal, Inc. Metal Sales Manufacturing Corporation. Metecno-Morin Corporation; Division of Metecno Inc.

Exterior Finish: 2-coat fluoropolymer. Custom Color: Match Architect's samples.

Panel Coverage: As indicated on Drawings. Panel Height: As indicated on Drawings.

ACCESSORIES A.

Roof Panel Accessories: Provide components approved by roof panel manufacturer and as required for a complete metal roof panel assembly including trim, copings, fasciae, corner units, ridge closures, clips, flashings, sealants, gaskets, fillers, closure strips, and similar items. Match material and finish of metal roof panels unless otherwise indicated.

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3.

B.

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Closures: Provide closures at eaves and ridges, fabricated of same metal as metal roof panels. Closure Strips: Closed-cell, expanded, cellular, rubber or crosslinked, polyolefin-foam or closed-cell laminated polyethylene; minimum 1-inch- (25-mm-) thick, flexible closure strips; cut or premolded to match metal roof panel profile. Provide closure strips where indicated or necessary to ensure weathertight construction. Backing Plates: Provide metal backing plates at panel end splices, fabricated from material recommended by manufacturer.

Flashing and Trim: Formed from same material as roof panels, prepainted with coil coating, minimum 0.018 inch (0.45 mm) thick. Provide flashing and trim as required to seal against weather and to provide finished appearance. Locations include, but are not limited to, eaves, rakes, corners, bases, framed openings, ridges, fasciae, and fillers. Finish flashing and trim with same finish system as adjacent metal roof panels.

FABRICATION

A.

Fabricate and finish metal roof panels and accessories at the factory to greatest extent possible, by manufacturer's standard procedures and processes and as necessary to fulfill indicated performance requirements. Comply with indicated profiles and with dimensional and structural requirements.

B.

Provide panel profile, including major ribs and intermediate stiffening ribs, if any, for full length of panel.

C.

Fabricate metal roof panel side laps with factory-installed captive gaskets or separator strips that provide a tight seal and prevent metal-to-metal contact, in a manner that will seal weathertight and minimize noise from movements within panel assembly.

D.

Sheet Metal Accessories: Fabricate flashing and trim to comply with recommendations in SMACNA's "Architectural Sheet Metal Manual" that apply to the design, dimensions, metal, and other characteristics of item indicated. 1. 2. 3. 4. 5.

2.11

Form exposed sheet metal accessories that are without excessive oil canning, buckling, and tool marks and that are true to line and levels indicated, with exposed edges folded back to form hems. End Seams for Other Than Aluminum: Fabricate nonmoving seams with flat-lock seams. Tin edges to be seamed, form seams, and solder. Sealed Joints: Form nonexpansion but movable joints in metal to accommodate elastomeric sealant to comply with SMACNA standards. Conceal fasteners and expansion provisions where possible. Exposed fasteners are not allowed on faces of accessories exposed to view. Fabricate cleats and attachment devices of size and metal thickness recommended by SMACNA's "Architectural Sheet Metal Manual" or by metal roof panel manufacturer for application, but not less than thickness of metal being secured.

FINISHES

A.

Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes.

B.

Protect mechanical and painted finishes on exposed surfaces from damage by applying a strippable, temporary protective covering before shipping.

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Appearance of Finished Work: Noticeable variations in same piece are not acceptable. Variations in appearance of adjoining components are acceptable if they are within the range of approved Samples and are assembled or installed to minimize contrast.

PART 3 - EXECUTION

3.1

EXAMINATION A.

Examine substrates, areas, and conditions, with Installer present, for compliance with requirements for installation tolerances, metal roof panel supports, and other conditions affecting performance of the Work.

B.

Examine primary and secondary roof framing to verify that rafters, purlins, angles, channels, and other structural panel support members and anchorages have been installed within alignment tolerances required by metal roof panel manufacturer.

C.

Examine solid roof sheathing to verify that sheathing joints are supported by framing or blocking and that installation is within flatness tolerances required by metal roof panel manufacturer.

D.

Examine roughing-in for components and systems penetrating metal roof panels to verify actual locations of penetrations relative to seam locations of metal roof panels before metal roof panel installation.

E.

Proceed with installation only after unsatisfactory conditions have been corrected.

3.2

PREPARATION A.

Clean substrates of substances harmful to insulation, including removing projections capable of interfering with insulation attachment.

B.

Substrate Board: Install substrate boards over roof deck on entire roof surface. Attach with substrate-board fasteners. 1. 2.

C.

3.3

Install substrate board with long joints in continuous straight lines, perpendicular to roof slopes with end joints staggered between rows. Tightly butt substrate boards together. Comply with UL requirements for fire-rated construction.

Miscellaneous Framing: Install subpurlins, eave angles, furring, and other miscellaneous roof panel support members and anchorage according to metal roof panel manufacturer's written instructions.

UNDERLAYMENT INSTALLATION A.

Self-Adhering Sheet Underlayment: Apply primer if required by manufacturer. Comply with temperature restrictions of underlayment manufacturer for installation. Apply at locations indicated on Drawings, wrinkle free, in shingle fashion to shed water, and with end laps of not less than 6 inches (150 mm) staggered 24 inches (600 mm) between courses. Overlap side edges not less than 3-1/2 inches (90 mm). Roll laps with roller. Cover underlayment within 14 days.

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Install flashings to cover underlayment to comply with requirements specified in Division 07 Section "Sheet Metal Flashing and Trim."

THERMAL INSULATION INSTALLATION A.

Polyethylene Vapor Retarder: Extend vapor retarder to extremities of areas to be protected from vapor transmission. Repair tears or punctures immediately before concealment by other work.

B.

Board Insulation: Extend insulation in thickness indicated to cover entire roof. Comply with installation requirements in Division 07 Section "Thermal Insulation." 1.

3.5

Erect insulation and hold in place with Z-shaped furring members spaced 24 inches (610 mm) o.c. Securely attach narrow flanges of furring members to roof deck with screws spaced 24 inches (600 mm) o.c.

METAL ROOF PANEL INSTALLATION, GENERAL A.

Provide metal roof panels of full length from eave to ridge unless otherwise indicated or restricted by shipping limitations.

B.

Install metal roof panels as follows: 1. 2. 3. 4. 5. 6. 7. 8.

C.

Commence metal roof panel installation and install minimum of 300 sq. ft. (27.8 sq. m.) in presence of factory-authorized representative. Field cutting of metal panels by torch is not permitted. Locate and space fastenings in uniform vertical and horizontal alignment. Provide metal closures at rake edges, rake walls, and each side of ridge and hip caps. Flash and seal metal roof panels with weather closures at eaves, rakes, and perimeter of all openings. Install ridge and hip caps as metal roof panel work proceeds. End Splices: Locate panel end splices over, but not attached to, structural supports. Stagger panel end splices to avoid a four-panel splice condition. Install metal flashing to allow moisture to run over and off metal roof panels.

Fasteners: 1.

Steel Roof Panels: Use stainless-steel fasteners for surfaces exposed to the exterior and galvanized-steel fasteners for surfaces exposed to the interior.

D.

Anchor Clips: Anchor metal roof panels and other components of the Work securely in place, using manufacturer's approved fasteners according to manufacturers' written instructions.

E.

Metal Protection: Where dissimilar metals will contact each other or corrosive substrates, protect against galvanic action by painting contact surfaces with bituminous coating, by applying rubberized-asphalt underlayment to each contact surface, or by other permanent separation as recommended by metal roof panel manufacturer. 1.

Coat back side of roof panels with bituminous coating where roof panels will contact wood, ferrous metal, or cementitious construction.

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Joint Sealers: Install gaskets, joint fillers, and sealants where indicated and where required for weatherproof performance of metal roof panel assemblies. Provide types of gaskets, fillers, and sealants indicated or, if not indicated, types recommended by metal roof panel manufacturer. 1. 2.

3.6

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Seal metal roof panel end laps with double beads of tape or sealant, full width of panel. Seal side joints where recommended by metal roof panel manufacturer. Prepare joints and apply sealants to comply with requirements in Division 07 Section "Joint Sealants."

METAL ROOF PANEL INSTALLATION A.

Lap-Seam Metal Roof Panels: Fasten metal roof panels to supports with fasteners at each lapped joint at location and spacing recommended by manufacturer. 1. 2. 3. 4. 5. 6. 7.

8.

3.7

Apply panels and associated items for neat and weathertight enclosure. Avoid "panel creep" or application not true to line. Lap ribbed or fluted sheets one full rib corrugation. Provide metal-backed neoprene or EPDM washers under heads of exposed fasteners bearing on weather side of metal roof panels. Locate and space exposed fasteners in uniform vertical and horizontal alignment. Use proper tools to obtain controlled uniform compression for positive seal without rupture of washer. Install screw fasteners with power tools having controlled torque adjusted to compress washer tightly without damage to washer, screw threads, or panels. Install screws in predrilled holes. Provide sealant tape at lapped joints of metal roof panels and between panels and protruding equipment, vents, and accessories. Apply a continuous ribbon of sealant tape to weather-side surface of fastenings on end laps, and on side laps of nesting-type panels; on side laps of corrugated nesting-type, ribbed, or fluted panels; and elsewhere as needed to make panels weatherproof to driving rains. At panel end splices, nest panels with minimum 6-inch (150-mm) end lap, sealed with butyl-rubber sealant and fastened together by interlocking clamping plates.

ACCESSORY INSTALLATION A.

General: Install accessories with positive anchorage to building and weathertight mounting and provide for thermal expansion. Coordinate installation with flashings and other components. 1.

B.

Install components required for a complete metal roof panel assembly including trim, copings, ridge closures, seam covers, flashings, sealants, gaskets, fillers, closure strips, and similar items.

Flashing and Trim: Comply with performance requirements, manufacturer's written installation instructions, and SMACNA's "Architectural Sheet Metal Manual." Provide concealed fasteners where possible, and set units true to line and level as indicated. Install work with laps, joints, and seams that will be permanently watertight and weather resistant. 1.

Install exposed flashing and trim that is without excessive oil canning, buckling, and tool marks and that is true to line and levels indicated, with exposed edges folded back to form hems. Install sheet metal flashing and trim to fit substrates and to result in waterproof and weather-resistant performance.

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Expansion Provisions: Provide for thermal expansion of exposed flashing and trim. Space movement joints at a maximum of 10 feet (3 m) with no joints allowed within 24 inches (600 mm) of corner or intersection. Where lapped expansion provisions cannot be used or would not be sufficiently weather resistant and waterproof, form expansion joints of intermeshing hooked flanges, not less than 1 inch (25 mm) deep, filled with mastic sealant (concealed within joints).

ERECTION TOLERANCES A.

3.9

Installation Tolerances: Shim and align metal roof panel units within installed tolerance of 1/4 inch in 20 feet (6 mm in 6 m) on slope and location lines as indicated and within 1/8-inch (3-mm) offset of adjoining faces and of alignment of matching profiles. FIELD QUALITY CONTROL

A.

Manufacturer's Field Service: Engage a factory-authorized service representative to inspect metal roof panel installation, including accessories. Report results in writing.

B.

Remove and replace applications of metal roof panels where inspections indicate that they do not comply with specified requirements.

C.

Additional inspections, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.

3.10

CLEANING

A.

Remove temporary protective coverings and strippable films, if any, as metal roof panels are installed unless otherwise indicated in manufacturer's written installation instructions. On completion of metal roof panel installation, clean finished surfaces as recommended by metal roof panel manufacturer. Maintain in a clean condition during construction.

B.

Replace metal roof panels that have been damaged or have deteriorated beyond successful repair by finish touchup or similar minor repair procedures.

END OF SECTION 074113

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SECTION 074243 - COMPOSITE WALL PANELS

PART 1 - GENERAL

1.1

SUMMARY A.

Section includes metal-faced composite wall panels.

B.

Related Sections: 1. 2.

1.2

Division 01 Section “Construction Waste Management” for construction waste management, recycling, and disposal requirements. Division 07 Section "Sheet Metal Flashing and Trim" for field-formed flashings and other sheet metal work not part of metal-faced composite wall panel assemblies.

DEFINITION A.

1.3

Metal-Faced Composite Wall Panel Assembly: Metal-faced composite wall panels, attachment system components, miscellaneous metal framing, and accessories necessary for a complete weathertight wall system.

PERFORMANCE REQUIREMENTS A.

General Performance: Metal-faced composite wall panel assemblies shall comply with performance requirements without failure due to defective manufacture, fabrication, installation, or other defects in construction.

B.

Air Infiltration: Air leakage through assembly of not more than 0.06 cfm/sq. ft. (0.3 L/s per sq. m) of wall area when tested according to ASTM E 283 at the following test-pressure difference: 1.

C.

Water Penetration Under Static Pressure: No water penetration when tested according to ASTM E 331 at the following test-pressure difference: 1.

D.

Test-Pressure Difference: 1.57 lbf/sq. ft. (75 Pa).

Test-Pressure Difference: 6.24 lbf/sq. ft. (300 Pa).

Structural Performance: Provide metal-faced composite wall panel assemblies capable of withstanding the effects of the following loads and stresses within limits and under conditions indicated, based on testing according to ASTM E 330: 1.

Wind Loads: Determine loads based on the following minimum design wind pressures: a.

2.

Uniform pressure of 30 lbf/sq. ft. (1436 Pa), acting inward or outward.

Deflection Limits: Metal-faced composite wall panel assemblies shall withstand wind loads with horizontal deflections no greater than 1/175 of the span at the perimeter and 1/60 of the span anywhere in the panel.

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Thermal Movements: Allow for thermal movements from ambient and surface temperature changes by preventing buckling, opening of joints, overstressing of components, failure of joint sealants, failure of connections, and other detrimental effects. Base calculations on surface temperatures of materials due to both solar heat gain and nighttime-sky heat loss. 1.

1.4

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Temperature Change (Range): 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces.

SUBMITTALS A.

Product Data: For each type of product indicated. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes for each type of metal-faced composite wall panel and accessory.

B.

Shop Drawings: Show fabrication and installation layouts of metal-faced composite wall panels; details of edge conditions, joints, panel profiles, corners, anchorages, attachment system, trim, flashings, closures, and accessories; and special details. Distinguish among factory-, shop-, and field-assembled work. 1.

Accessories: Include details of the following items, at a scale of not less than 1-1/2 inches per 12 inches (1:10): a. b.

C.

Samples for Initial Selection: For each type of metal-faced composite wall panel indicated with factory-applied color finishes. 1. 2.

D.

Include similar Samples of trim and accessories involving color selection. Include manufacturer's color charts consisting of strips of cured sealants showing the full range of colors available for each sealant exposed to view.

Samples for Verification: For each type of exposed finish required, prepared on Samples of size indicated below: 1.

Metal-Faced Composite Wall Panels: Minimum 12 x 12 inches (300 x 300 mm). Include fasteners, closures, and other metal-faced composite wall panel accessories. a.

2. 3. 4. 5.

E.

Flashing and trim. Anchorage systems.

Composite Panels: Include four-way joint.

Trim and Closures: 12 inches (300 mm) long. Include fasteners and other exposed accessories. Accessories: 12-inch- (300-mm-) long Samples for each type of accessory. Exposed Gaskets: 12 inches (300 mm) long. Exposed Sealants: For each type and color of joint sealant required. Install joint sealants in 1/2-inch- (13-mm-) wide joints formed between two 6-inch- (150-mm-) long strips of material matching the appearance of metal-faced composite wall panels adjacent to joint sealants.

Coordination Drawings: Exterior elevations, drawn to scale, on which the following items are shown and coordinated with each other, using input from installers of the items involved: 1. 2.

Wall panels and attachments. Wall-mounted items including doors, windows, louvers, and lighting fixtures.

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Penetrations of wall by pipes and utilities.

F.

Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified testing agency, for each product.

G.

Maintenance Data: For metal wall panels to include in maintenance manuals.

H.

Warranties: Samples of special warranties.

1.5

QUALITY ASSURANCE A.

Source Limitations: Obtain each type of metal-faced composite wall panel from single source from single manufacturer.

B.

Mockups: Build mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for fabrication and installation. 1.

Build mockup of typical wall and corner panel, including soffit, as directed by Architect; approximately one bay wide by one story high by full thickness, including supports, attachments, and accessories. a.

2. 3. 4.

C.

Include four-way joint for metal-faced composite wall panels.

Conduct water-spray test of mockup of metal-faced composite wall panel assembly, testing for water penetration according to AAMA 501.2. Approval of mockups does not constitute approval of deviations from the Contract Documents contained in mockups unless Architect specifically approves such deviations in writing. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

Preinstallation Conference: Conduct conference at Project site. 1.

2. 3. 4. 5. 6. 7. 8.

Meet with Owner, Architect, Owner's insurer if applicable, testing and inspecting agency representative, metal-faced composite wall panel Installer, metal-faced composite wall panel manufacturer's representative, structural-support Installer, and installers whose work interfaces with or affects metal-faced composite wall panels including installers of doors, windows, and louvers. Review and finalize construction schedule and verify availability of materials, Installer's personnel, equipment, and facilities needed to make progress and avoid delays. Review methods and procedures related to metal-faced composite wall panel installation, including manufacturer's written instructions. Examine support conditions for compliance with requirements, including alignment between and attachment to structural members. Review flashings, special siding details, wall penetrations, openings, and condition of other construction that will affect metal-faced composite wall panels. Review governing regulations and requirements for insurance, certificates, and tests and inspections if applicable. Review temporary protection requirements for metal-faced composite wall panel assembly during and after installation. Review wall panel observation and repair procedures after metal-faced composite wall panel installation.

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DELIVERY, STORAGE, AND HANDLING A.

Deliver components, sheets, metal-faced composite wall panels, and other manufactured items so as not to be damaged or deformed. Package metal-faced composite wall panels for protection during transportation and handling.

B.

Unload, store, and erect metal-faced composite wall panels in a manner to prevent bending, warping, twisting, and surface damage.

C.

Store metal-faced composite wall panels vertically, covered with suitable weathertight and ventilated covering. Store metal-faced composite wall panels to ensure dryness, with positive slope for drainage of water. Do not store metal-faced composite wall panels in contact with other materials that might cause staining, denting, or other surface damage. Do not allow storage space to exceed 120 deg F (49 deg C).

D.

Retain strippable protective covering on metal-faced composite wall panel for period of panel installation.

1.7

PROJECT CONDITIONS A.

Weather Limitations: Proceed with installation only when existing and forecasted weather conditions permit assembly of metal-faced composite wall panels to be performed according to manufacturer's written instructions and warranty requirements.

B.

Field Measurements: Verify locations of structural members and wall opening dimensions by field measurements before metal-faced composite wall panel fabrication and indicate measurements on Shop Drawings.

1.8

COORDINATION A.

1.9

Coordinate metal-faced composite wall panel assemblies with rain drainage work, flashing, trim, and construction of studs, soffits, and other adjoining work to provide a leakproof, secure, and noncorrosive installation.

WARRANTY A.

Special Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace components of metal-faced composite wall panel assemblies that fail in materials or workmanship within specified warranty period. 1.

Failures include, but are not limited to, the following: a. b.

2. B.

Structural failures, including rupturing, cracking, or puncturing. Deterioration of metals and other materials beyond normal weathering.

Warranty Period: Two years from date of Substantial Completion.

Special Warranty on Panel Finishes: Manufacturer's standard form in which manufacturer agrees to repair finish or replace metal-faced composite wall panels that show evidence of deterioration of factory-applied finishes within specified warranty period. 1.

Exposed Panel Finish: Deterioration includes, but is not limited to, the following:

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Color fading more than 5 Hunter units when tested according to ASTM D 2244. Chalking in excess of a No. 8 rating when tested according to ASTM D 4214. Cracking, checking, peeling, or failure of paint to adhere to bare metal.

Finish Warranty Period: 20 years from date of Substantial Completion.

PART 2 - PRODUCTS

2.1

PANEL MATERIALS A.

Aluminum Sheet: Coil-coated sheet, ASTM B 209 (ASTM B 209M), alloy as standard with manufacturer, with temper as required to suit forming operations and structural performance required. 1. 2.

Surface: Smooth, flat finish. Exposed Coil-Coated Finishes: a.

B.

Panel Sealants: 1.

2.2

Two-Coat Fluoropolymer: AAMA 620. Fluoropolymer finish containing not less than 70 percent PVDF resin by weight in color coat. Prepare, pretreat, and apply coating to exposed metal surfaces to comply with coating and resin manufacturers' written instructions.

Joint Sealant: ASTM C 920; elastomeric polyurethane, polysulfide, or silicone sealant; of type, grade, class, and use classifications required to seal joints in metal-faced composite wall panels and remain weathertight; and as recommended in writing by panel manufacturer.

MISCELLANEOUS METAL FRAMING A.

Miscellaneous Metal Framing, General: ASTM C 645, cold-formed metallic-coated steel sheet, ASTM A 653/A 653M, G40 (Z120) hot-dip galvanized or coating with equivalent corrosion resistance unless otherwise indicated.

B.

Subgirts: Manufacturer's standard C- or Z-shaped sections 0.064-inch (1.63-mm) nominal thickness.

C.

Zee Clips: 0.079-inch (2.01-mm) nominal thickness.

D.

Base or Sill Angles and Channels: 0.079-inch (2.01-mm) nominal thickness.

E.

Hat-Shaped, Rigid Furring Channels: 1. 2.

F.

Nominal Thickness: As required to meet performance requirements. Depth: As indicated.

Cold-Rolled Furring Channels: Minimum 1/2-inch- (13-mm-) wide flange. 1. 2.

Nominal Thickness: As required to meet performance requirements. Depth: As indicated.

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G.

2.3

Furring Brackets: Adjustable, corrugated-edge type of steel sheet with nominal thickness of 0.040 inch (1.02 mm). Tie Wire: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, 0.062-inch- (1.57-mm) diameter wire, or double strand of 0.048-inch- (1.22-mm-) diameter wire.

Fasteners for Miscellaneous Metal Framing: Of type, material, size, corrosion resistance, holding power, and other properties required to fasten miscellaneous metal framing members to substrates.

MISCELLANEOUS MATERIALS A.

Aluminum Extrusions: ASTM B 221 (ASTM B 221M), alloy and temper recommended by manufacturer for type of use and finish indicated.

B.

Fasteners: Self-tapping screws, bolts, nuts, self-locking rivets and bolts, end-welded studs, and other suitable fasteners designed to withstand design loads. Provide exposed fasteners with heads matching color of metal-faced composite wall panels by means of plastic caps or factoryapplied coating. Provide EPDM, PVC, or neoprene sealing washers.

2.4

METAL-FACED COMPOSITE WALL PANELS A.

General: Provide factory-formed and -assembled, metal-faced composite wall panels fabricated from two metal facings bonded, using no glues or adhesives, to solid, extruded thermoplastic core; formed into profile for installation method indicated. Include attachment system components and accessories required for weathertight system. 1.

Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a. b. c.

B.

Alcan Composites USA Inc.; Alucobond PE (Basis-of-Design). Alcoa Inc.; Reynobond. ALPOLIC, Division of Mitsubishi Chemical America, Inc.; ALPOLIC.

Aluminum-Faced Composite Wall Panels: coated aluminum sheet facings. 1. 2. 3.

Formed with 0.020-inch- (0.50-mm-) thick, coil-

Aluminum Face Sheet Thickness: 0.0197 inches (0.50 mm) nominal. Core: Standard. Exterior Finish: Smooth, 2-coat fluoropolymer. a.

Custom Color: To match Architect’s sample.

C.

System Type: Rout and return dry seal.

D.

Attachment System Components: Formed from extruded aluminum. 1.

Include manufacturer's standard perimeter extrusions with integral weather stripping, panel stiffeners, panel clips and anchor channels.

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ACCESSORIES A.

Wall Panel Accessories: Provide components required for a complete metal-faced composite wall panel assembly including trim, copings, fasciae, mullions, sills, corner units, clips, flashings, sealants, gaskets, fillers, closure strips, and similar items. Match material and finish of metalfaced composite wall panels unless otherwise indicated.

B.

Flashing and Trim: Formed from 0.018-inch- (0.46-mm-) minimum thickness, zinc-coated (galvanized) steel sheet or aluminum-zinc alloy-coated steel sheet prepainted with coil coating. Provide flashing and trim as required to seal against weather and to provide finished appearance. Locations include, but are not limited to, bases, drips, sills, jambs, corners, endwalls, framed openings, rakes, fasciae, parapet caps, soffits, reveals, and fillers. Finish flashing and trim with same finish system as adjacent metal-faced composite wall panels.

C.

Self-Adhering, Waterproof Underlayment Sheet: 30 to 40 mils (0.76 to 1.0 mm) thick minimum, consisting of slip-resisting, polyethylene-film top surface laminated to layer of butyl or SBSmodified asphalt adhesive, with release-paper backing; cold applied. Provide primer when recommended by underlayment manufacturer. 1. 2. 3.

Thermal Stability: Stable after testing at 240 deg F (116 deg C); ASTM D 1970. Low-Temperature Flexibility: Passes after testing at minus 20 deg F (29 deg C); ASTM D 1970. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a. b. c. d. e.

Carlisle Coatings & Waterproofing Inc., Div. of Carlisle Companies Inc.; CCW WIP 300HT. Grace Construction Products; a unit of Grace, W. R. & Co.; Ultra. Henry Company; Blueskin PE200 HT. Metal-Fab Manufacturing, LLC; MetShield. Owens Corning; WeatherLock Metal High Temperature Underlayment.

D.

Felts: ASTM D 226, Type I (No. 15), asphalt-saturated organic felts.

E.

Slip Sheet: Manufacturer's recommended slip sheet, of type required for application.

2.6

FABRICATION A.

General: Fabricate and finish metal-faced composite wall panels and accessories at the factory to greatest extent possible, by manufacturer's standard procedures and processes, as necessary to fulfill indicated performance requirements demonstrated by laboratory testing. Comply with indicated profiles and with dimensional and structural requirements.

B.

Fabricate metal-faced composite wall panels in a manner that eliminates condensation on interior side of panel and with joints between panels designed to form weathertight seals.

C.

Metal-Faced Composite Wall Panels: Factory form panels in a continuous process with no glues or adhesives between dissimilar materials. Trim and square edges of sheets with no displacement of face sheets or protrusion of core material. 1. 2.

Form panel lines, breaks, and angles to be sharp and true, with surfaces free from warp and buckle. Fabricate panels with sharply cut edges, with no displacement of face sheets or protrusion of core material.

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Fabricate panels with panel stiffeners, as required to comply with deflection limits, attached to back of panels with structural silicone sealant or bond tape. Dimensional Tolerances: a. b.

D.

Panel Bow: 0.8 percent maximum of panel length or width. Squareness: 0.25 inch (5 mm) maximum.

Sheet Metal Accessories: Fabricate flashing and trim to comply with recommendations in SMACNA's "Architectural Sheet Metal Manual" that apply to design, dimensions, metal, and other characteristics of item indicated. 1. 2. 3. 4. 5. 6.

Form exposed sheet metal accessories that are without excessive oil canning, buckling, and tool marks and that are true to line and levels indicated, with exposed edges folded back to form hems. Seams for Aluminum: Fabricate nonmoving seams with flat-lock seams. Form seams and seal with epoxy seam sealer. Rivet joints for additional strength. Seams for Other Than Aluminum: Fabricate nonmoving seams in accessories with flatlock seams. Tin edges to be seamed, form seams, and solder. Sealed Joints: Form nonexpansion but movable joints in metal to accommodate elastomeric sealant to comply with SMACNA standards. Conceal fasteners and expansion provisions where possible. Exposed fasteners are not allowed on faces of accessories exposed to view. Fabricate cleats and attachment devices from same material as accessory being anchored or from compatible, noncorrosive metal recommended by metal-faced composite wall panel manufacturer. a.

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Size: As recommended by SMACNA's "Architectural Sheet Metal Manual" or metal-faced composite wall panel manufacturer for application, but not less than thickness of metal being secured.

GENERAL FINISH REQUIREMENTS A.

Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes.

B.

Protect mechanical and painted finishes on exposed surfaces from damage by applying a strippable, temporary protective covering before shipping.

C.

Appearance of Finished Work: Noticeable variations in same piece are not acceptable. Variations in appearance of abutting or adjacent pieces are acceptable if they are within onehalf of the range of approved Samples. Variations in appearance of other components are acceptable if they are within the range of approved Samples and are assembled or installed to minimize contrast.

PART 3 - EXECUTION

3.1

EXAMINATION A.

Examine substrates, areas, and conditions, with Installer present, for compliance with requirements for installation tolerances, metal-faced composite wall panel supports, and other conditions affecting performance of the Work.

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Examine wall framing to verify that girts, angles, channels, studs, and other structural panel support members and anchorage have been installed within alignment tolerances required by metal-faced composite wall panel manufacturer.

B.

Examine roughing-in for components and systems penetrating metal-faced composite wall panels to verify actual locations of penetrations relative to seam locations of panels before panel installation.

C.

For the record, prepare written report, endorsed by Installer, listing conditions detrimental to performance of the Work.

D.

Proceed with installation only after unsatisfactory conditions have been corrected.

3.2

PREPARATION A.

3.3

Miscellaneous Framing: Install subgirts, base angles, sills, furring, and other miscellaneous wall panel support members and anchorage according to ASTM C 754 and metal-faced composite wall panel manufacturer's written instructions.

METAL-FACED COMPOSITE WALL PANEL INSTALLATION A.

General: Install metal-faced composite wall panels according to manufacturer's written instructions in orientation, sizes, and locations indicated on Drawings. Install panels perpendicular to girts and subgirts unless otherwise indicated. Anchor panels and other components of the Work securely in place, with provisions for thermal and structural movement. 1. 2. 3. 4. 5. 6.

B.

Commence metal-faced composite wall panel installation and install minimum of 300 sq. ft. (27.8 sq. m) in presence of factory-authorized representative. Shim or otherwise plumb substrates receiving metal-faced composite wall panels. Flash and seal metal-faced composite wall panels at perimeter of all openings. Do not begin installation until weather barrier and flashings that will be concealed by panels are installed. Install flashing and trim as metal-faced composite wall panel work proceeds. Apply elastomeric sealant continuously between metal base channel (sill angle) and concrete, and elsewhere as indicated or, if not indicated, as necessary for waterproofing. Provide weathertight escutcheons for pipe and conduit penetrating exterior walls.

Fasteners: 1.

Aluminum Wall Panels: Use aluminum or stainless-steel fasteners for surfaces exposed to the exterior and aluminum or galvanized-steel fasteners for surfaces exposed to the interior.

C.

Metal Protection: Where dissimilar metals will contact each other or corrosive substrates, protect against galvanic action as recommended by metal-faced composite wall panel manufacturer.

D.

Joint Sealers: Install gaskets, joint fillers, and sealants where indicated and where required for weathertight performance of metal-faced composite wall panel assemblies. Provide types of gaskets, fillers, and sealants indicated or, if not indicated, types recommended by panel manufacturer.

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E.

2.

Seal horizontal and vertical joints between adjacent panels with sealant backing and sealant. Install sealant backing and sealant according to requirements specified in Division 07 Section "Joint Sealants."

Track-Support Installation: Provide manufacturer's standard horizontal and vertical tracks that provide support and complete secondary drainage system, draining to the exterior at horizontal joints. Install support system at locations, spacings, and with fasteners recommended by manufacturer. Attach panels to wall by interlocking tracks with perimeter extrusions attached to wall panels. Fully engage integral gaskets and leave horizontal and vertical joints with open reveal. 1. 2. 3. 4.

3.4

Include attachment to supports, panel-to-panel joinery, panel-to-dissimilar-material joinery, and panel-system joint seals. Do not begin installation until weather barrier and flashings that will be concealed by composite panels are installed.

Clip Installation: Attach panel clips to supports at each metal-faced composite wall panel joint at locations, spacings, and with fasteners recommended by manufacturer. Attach routed-andreturned flanges of wall panels to panel clips with manufacturer's standard fasteners. 1.

G.

Prepare joints and apply sealants to comply with requirements in Division 07 Section "Joint Sealants."

Attachment System Installation, General: Install attachment system required to support metalfaced composite wall panels and to provide a complete weathertight wall system, including subgirts, perimeter extrusions, tracks, drainage channels, panel clips, and anchor channels. 1.

F.

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Attach routed-and-returned flanges of wall panels to perimeter extrusions with manufacturer's standard fasteners. Attach flush wall panels to perimeter extrusions by engaging panel edges and by attaching with manufacturer's standard structural silicone adhesive. Install wall panels to allow individual panels to "free float" and be installed and removed without disturbing adjacent panels. Do not apply sealants to joints unless otherwise indicated on Drawings.

ACCESSORY INSTALLATION A.

General: Install accessories with positive anchorage to building and weathertight mounting and provide for thermal expansion. Coordinate installation with flashings and other components. 1.

B.

Install components required for a complete metal-faced composite wall panel assembly including trim, copings, corners, seam covers, flashings, sealants, gaskets, fillers, closure strips, and similar items.

Flashing and Trim: Comply with performance requirements, manufacturer's written installation instructions, and SMACNA's "Architectural Sheet Metal Manual." Provide concealed fasteners where possible, and set units true to line and level as indicated. Install work with laps, joints, and seams that will be permanently watertight and weather resistant. 1.

Install exposed flashing and trim that is without excessive oil canning, buckling, and tool marks and that is true to line and levels indicated, with exposed edges folded back to form hems. Install sheet metal flashing and trim to fit substrates and to result in waterproof and weather-resistant performance.

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Expansion Provisions: Provide for thermal expansion of exposed flashing and trim. Space movement joints at a maximum of 10 feet (3 m) with no joints allowed within 24 inches (610 mm) of corner or intersection. Where lapped expansion provisions cannot be used or would not be sufficiently weather resistant and waterproof, form expansion joints of intermeshing hooked flanges, not less than 1 inch (25 mm) deep, filled with mastic sealant (concealed within joints).

ERECTION TOLERANCES A.

3.6

Installation Tolerances: Shim and align metal-faced composite wall panel units within installed tolerance of 1/4 inch in 20 feet (6 mm in 6 m), nonaccumulative, on level, plumb, and location lines as indicated and within 1/8-inch (3-mm) offset of adjoining faces and of alignment of matching profiles.

FIELD QUALITY CONTROL A.

Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.

B.

Water Penetration: Test areas of installed system indicated on Drawings for compliance with system performance requirements according to ASTM E 1105 at minimum differential pressure of 20 percent of inward-acting, wind-load design pressure as defined by SEI/ASCE 7, but not less than 6.24 lbf/sq. ft. (300 Pa).

C.

Water-Spray Test: After completing the installation of 75-foot- (23-m-) by-2-story minimum area of metal-faced composite wall panel assembly, test assembly for water penetration according to AAMA 501.2 in a 2-bay area directed by Architect.

D.

Manufacturer's Field Service: Engage a factory-authorized service representative to inspect, test, and adjust completed metal-faced composite wall panel installation, including accessories.

E.

Metal-faced composite wall panels will be considered defective if they do not pass tests and inspections.

F.

Additional tests and inspections, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.

G.

Prepare test and inspection reports.

3.7

CLEANING A.

Remove temporary protective coverings and strippable films, if any, as metal-faced composite wall panels are installed unless otherwise indicated in manufacturer's written installation instructions. On completion of metal-faced composite wall panel installation, clean finished surfaces as recommended by panel manufacturer. Maintain in a clean condition during construction.

B.

After metal-faced composite wall panel installation, clear weep holes and drainage channels of obstructions, dirt, and sealant.

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Replace metal-faced composite wall panels that have been damaged or have deteriorated beyond successful repair by finish touchup or similar minor repair procedures.

END OF SECTION 074243

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SECTION 075323 - ETHYLENE-PROPYLENE-DIENE-MONOMER (EPDM) ROOFING

PART 1 - GENERAL

1.1

SUMMARY A.

Section Includes: 1. 2. 3.

B.

Related Sections: 1.

Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements.

2.

Division 06 Section "Miscellaneous Rough Carpentry" for wood nailers, curbs, and blocking. Division 07 Section "Thermal Insulation." Division 07 Section "Sheet Metal Flashing and Trim" for metal roof penetration flashings, flashings, and counterflashings. Division 07 Section "Joint Sealants" for joint sealants, joint fillers, and joint preparation. Division 22 Sections for roof drains.

3. 4. 5. 6.

1.2

Adhered EPDM membrane roofing system. Vapor retarder. Roof insulation.

DEFINITIONS A.

1.3

Roofing Terminology: See ASTM D 1079 and glossary of NRCA's "The NRCA Roofing and Waterproofing Manual" for definitions of terms related to roofing work in this Section.

PERFORMANCE REQUIREMENTS A.

General Performance: Installed membrane roofing and base flashings shall withstand specified uplift pressures, thermally induced movement, and exposure to weather without failure due to defective manufacture, fabrication, installation, or other defects in construction. Membrane roofing and base flashings shall remain watertight.

B.

Material Compatibility: Provide roofing materials that are compatible with one another under conditions of service and application required, as demonstrated by membrane roofing manufacturer based on testing and field experience.

C.

Energy Performance: Provide roofing system with initial Solar Reflectance Index not less than 78 when calculated according to ASTM E 1980 based on testing identical products by a qualified testing agency.

D.

Thermal Resistance (R-value) for insulation installed in the following areas shall have R-values as follows: 1.

Roof: Average R-value of 30.

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SUBMITTALS A.

Product Data: For each type of product indicated.

B.

Shop Drawings: For roofing system. attachments to other work. 1. 2. 3. 4.

C.

Include plans, elevations, sections, details, and

Base flashings and membrane terminations. Tapered insulation, including slopes. Roof plan showing orientation of steel roof deck and orientation of membrane roofing and fastening spacings and patterns for mechanically fastened membrane roofing. Insulation fastening patterns for corner, perimeter, and field-of-roof locations.

Samples for Verification: For the following products, in manufacturer's standard sizes: 1. 2. 3. 4. 5. 6.

Sheet roofing, of color specified, including T-shaped side and end lap seam. Roof insulation. Walkway pads or rolls. Termination bars. Six insulation fasteners of each type, length, and finish. Six roof cover fasteners of each type, length, and finish.

D.

Qualification Data: For qualified Installer and manufacturer.

E.

Manufacturer Certificate: Signed by roofing manufacturer certifying that membrane roofing system complies with requirements specified in "Performance Requirements" Article. 1.

Submit evidence of complying with performance requirements.

F.

Product Test Reports: Based on evaluation of comprehensive tests performed by manufacturer and witnessed by a qualified testing agency, for components of membrane roofing system.

G.

Maintenance Data: For membrane roofing system to include in maintenance manuals.

H.

Warranties: Sample of special warranties.

1.5

QUALITY ASSURANCE A.

Manufacturer Qualifications: A qualified manufacturer that is FM Approvals approved for membrane roofing system identical to that used for this Project.

B.

Installer Qualifications: A qualified firm that is approved, authorized, or licensed by membrane roofing system manufacturer to install manufacturer's product and that is eligible to receive manufacturer's special warranty.

C.

Source Limitations: Obtain components for membrane roofing system from or approved by roofing membrane manufacturer.

D.

Preinstallation Roofing Conference: Conduct conference at Project site. 1.

2.

Meet with Owner, Architect, Owner's insurer if applicable, testing and inspecting agency representative, roofing Installer, roofing system manufacturer's representative, deck Installer, and installers whose work interfaces with or affects roofing, including installers of roof accessories and roof-mounted equipment. Review methods and procedures related to roofing installation, including manufacturer's written instructions.

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Review and finalize construction schedule and verify availability of materials, Installer's personnel, equipment, and facilities needed to make progress and avoid delays. Examine deck substrate conditions and finishes for compliance with requirements, including flatness and fastening. Review structural loading limitations of roof deck during and after roofing. Review base flashings, special roofing details, roof drainage, roof penetrations, equipment curbs, and condition of other construction that will affect roofing system. Review governing regulations and requirements for insurance and certificates if applicable. Review temporary protection requirements for roofing system during and after installation. Review roof observation and repair procedures after roofing installation.

DELIVERY, STORAGE, AND HANDLING A.

Deliver roofing materials to Project site in original containers with seals unbroken and labeled with manufacturer's name, product brand name and type, date of manufacture, approval or listing agency markings, and directions for storing and mixing with other components.

B.

Store liquid materials in their original undamaged containers in a clean, dry, protected location and within the temperature range required by roofing system manufacturer. Protect stored liquid material from direct sunlight. 1.

Discard and legally dispose of liquid material that cannot be applied within its stated shelf life.

C.

Protect roof insulation materials from physical damage and from deterioration by sunlight, moisture, soiling, and other sources. Store in a dry location. Comply with insulation manufacturer's written instructions for handling, storing, and protecting during installation.

D.

Handle and store roofing materials and place equipment in a manner to avoid permanent deflection of deck.

1.7

PROJECT CONDITIONS A.

1.8

Weather Limitations: Proceed with installation only when existing and forecasted weather conditions permit roofing system to be installed according to manufacturer's written instructions and warranty requirements. WARRANTY

A.

Special Warranty: Manufacturer's standard or customized form, without monetary limitation, in which manufacturer agrees to repair or replace components of membrane roofing system that fail in materials or workmanship within specified warranty period. 1.

Warranty Period: 15 years from date of Substantial Completion.

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PART 2 - PRODUCTS

2.1

EPDM MEMBRANE ROOFING A.

EPDM: ASTM D 4637, Type II, scrim or fabric internally reinforced, uniform, flexible EPDM sheet. 1.

Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: a. b. c. d. e.

2. 3.

2.2

Firestone Building Products. GAF Materials Corporation. GenFlex Roofing Systems. Johns Manville. Versico Incorporated.

Thickness: 60 mils (1.5 mm) nominal. Exposed Face Color: White.

AUXILIARY MEMBRANE ROOFING MATERIALS A.

General: Auxiliary membrane roofing materials recommended by roofing system manufacturer for intended use and compatible with membrane roofing. 1.

Liquid-type auxiliary materials shall comply with VOC limits of authorities having jurisdiction.

B.

Sheet Flashing: application.

60-mil- (1.5-mm-) thick EPDM, partially cured or cured, according to

C.

Bonding Adhesive: Manufacturer's standard, water based.

D.

Water-Based, Fabric-Backed Membrane Adhesive: Roofing system manufacturer's standard water-based, cold-applied adhesive formulated for compatibility and use with fabric-backed membrane roofing.

E.

Seaming Material: Manufacturer's standard, synthetic-rubber polymer primer and 3-inch- (75mm-) wide minimum, butyl splice tape with release film.

F.

Lap Sealant: Manufacturer's standard, single-component sealant, colored to match membrane roofing.

G.

Water Cutoff Mastic: Manufacturer's standard butyl mastic sealant.

H.

Metal Termination Bars: Manufacturer's standard, predrilled stainless-steel or aluminum bars, approximately 1 by 1/8 inch (25 by 3 mm) thick; with anchors.

I.

Fasteners: Factory-coated steel fasteners and metal or plastic plates complying with corrosionresistance provisions in FM Approvals 4470, designed for fastening membrane to substrate, and acceptable to roofing system manufacturer.

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2.3

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Miscellaneous Accessories: Provide pourable sealers, preformed cone and vent sheet flashings, preformed inside and outside corner sheet flashings, reinforced EPDM securement strips, T-joint covers, in-seam sealants, termination reglets, cover strips, and other accessories.

COVER BOARD A.

Cover Board: ASTM C 1177/C 1177M, glass-mat, water-resistant gypsum substrate, 1/2 inch (13 mm) thick. 1.

Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a.

B.

2.4

Georgia-Pacific Corporation; Dens Deck (Basis-of-Design).

Fasteners: Factory-coated steel fasteners and metal or plastic plates complying with corrosionresistance provisions in FM Approvals 4470, designed for fastening substrate panel to roof deck.

UNDERLAYMENT MATERIALS A.

Self-Adhering, High-Temperature Sheet: 40 mils thick minimum, consisting of slip-resisting, polyethylene-film top surface laminated to layer of butyl or SBS-modified asphalt adhesive, with release-paper backing; cold applied. Provide primer when recommended by underlayment manufacturer. 1. 2. 3.

Thermal Stability: Stable after testing at 240 deg F (116 deg C); ASTM D 1970. Low-Temperature Flexibility: Passes after testing at minus 20 deg F (29 deg C); ASTM D 1970. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to the following: a. b. c. d. e.

B. 2.5

Carlisle Coatings & Waterproofing Inc., Div. of Carlisle Companies Inc. Grace Construction Products Henry Company. Metal-Fab Manufacturing. Owens Corning.

Felts: ASTM D 226, Type II (No. 30), asphalt-saturated organic felts. VAPOR RETARDER

A.

Laminated Sheet: Kraft paper, two layers, laminated with asphalt and edge reinforced with woven fiberglass yarn with maximum permeance rating of 0.50 perm (29 ng/Pa x s x sq. m) and with manufacturer's standard adhesive.

B.

Glass-Fiber Felts: ASTM D 2178, Type IV, asphalt impregnated.

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ROOF INSULATION A.

General: Preformed roof insulation boards manufactured or approved by EPDM membrane roofing manufacturer, selected from manufacturer's standard sizes suitable for application, of thicknesses indicated and that produce FM Approvals-approved roof insulation.

B.

Extruded-Polystyrene Board Insulation: minimum density, square edged. 1.

ASTM C 578, Type IV, 1.6-lb/cu. ft. (26-kg/cu. m)

6 inch thickness minimum R-30.

C.

Tapered Insulation: Provide factory-tapered polystyrene insulation boards fabricated to slope of 1/2 inch per 12 inches (1:48) unless otherwise indicated.

D.

Provide preformed saddles, crickets, tapered edge strips, and other insulation shapes where indicated for sloping to drain. Fabricate to slopes indicated.

2.7

INSULATION ACCESSORIES A.

General: Furnish roof insulation accessories recommended by insulation manufacturer for intended use and compatibility with membrane roofing.

B.

Fasteners: Factory-coated steel fasteners and metal or plastic plates complying with corrosionresistance provisions in FM Approvals 4470, designed for fastening roof insulation and cover boards to substrate, and acceptable to roofing system manufacturer.

C.

Modified Asphaltic Insulation Adhesive: Insulation manufacturer's recommended modified asphalt, asbestos-free, cold-applied adhesive formulated to attach roof insulation to substrate or to another insulation layer.

D.

Cover Board: ASTM C 1177/C 1177M, glass-mat, water-resistant gypsum substrate, 1/2 inch (13 mm) thick.

E.

Protection Mat: Woven or nonwoven polypropylene, polyolefin, or polyester fabric, water permeable and resistant to UV degradation, type and weight as recommended by roofing system manufacturer for application.

2.8

WALKWAYS A.

Flexible Walkways: Factory-formed, nonporous, heavy-duty, solid-rubber, slip-resisting, surface-textured walkway pads or rolls, 30 by 30 inches by 7.62 mm thick, and acceptable to membrane roofing system manufacturer.

PART 3 - EXECUTION

3.1

EXAMINATION A.

Examine substrates, areas, and conditions, with Installer present, for compliance with the following requirements and other conditions affecting performance of roofing system:

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B.

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Verify that roof openings and penetrations are in place and curbs are set and braced and that roof drain bodies are securely clamped in place. Verify that wood blocking, curbs, and nailers are securely anchored to roof deck at penetrations and terminations and that nailers match thicknesses of insulation. Verify that surface plane flatness and fastening of steel roof deck complies with requirements in Division 05 Section "Steel Decking."

Proceed with installation only after unsatisfactory conditions have been corrected.

PREPARATION A.

Clean substrate of dust, debris, moisture, and other substances detrimental to roofing installation according to roofing system manufacturer's written instructions. Remove sharp projections.

B.

Prevent materials from entering and clogging roof drains and conductors and from spilling or migrating onto surfaces of other construction. Remove roof-drain plugs when no work is taking place or when rain is forecast.

C.

Complete terminations and base flashings and provide temporary seals to prevent water from entering completed sections of roofing system at the end of the workday or when rain is forecast. Remove and discard temporary seals before beginning work on adjoining roofing.

3.3

VAPOR-RETARDER INSTALLATION A.

Laminate Sheet: Install laminate-sheet vapor retarder in a single layer over area to receive vapor retarder, side and end lapping each sheet a minimum of 2 inches (50 mm) and 6 inches (150 mm), respectively. Bond vapor retarder to substrate as follows: 1.

Apply adhesive at rate recommended by vapor-retarder manufacturer. Seal laps with adhesive.

B.

Vapor Retarder: Install two glass-fiber felt plies lapping each felt 19 inches (483 mm) over preceding felt. Embed each felt in a solid mopping of hot roofing asphalt. Glaze-coat completed surface with hot roofing asphalt. Apply hot roofing asphalt within plus or minus 25 deg F (14 deg C) of equiviscous temperature.

C.

Completely seal vapor retarder at terminations, obstructions, and penetrations to prevent air movement into membrane roofing system.

3.4

INSULATION INSTALLATION A.

Coordinate installing membrane roofing system components so insulation is not exposed to precipitation or left exposed at the end of the workday.

B.

Comply with membrane roofing system and insulation manufacturer's written instructions for installing roof insulation.

C.

Install tapered insulation under area of roofing to conform to slopes indicated.

D.

Install insulation under area of roofing to achieve required thickness. Where overall insulation thickness is 2.0 inches (50.8 mm) or greater, install two or more layers with joints of each succeeding layer staggered from joints of previous layer a minimum of 6 inches (150 mm) in each direction.

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E.

Trim surface of insulation where necessary at roof drains so completed surface is flush and does not restrict flow of water.

F.

Install insulation with long joints of insulation in a continuous straight line with end joints staggered between rows, abutting edges and ends between boards. Fill gaps exceeding 1/4 inch (6 mm) with insulation. 1.

G.

Mechanically Fastened and Adhered Insulation: Install first layer of insulation to deck using mechanical fasteners specifically designed and sized for fastening specified board-type roof insulation to deck type. 1. 2. 3.

H.

Fasten first layer of insulation according to requirements in FM Approvals' "RoofNav" for specified Windstorm Resistance Classification. Fasten first layer of insulation to resist uplift pressure at corners, perimeter, and field of roof. Set each subsequent layer of insulation in a solid mopping of hot roofing asphalt, applied within plus or minus 25 deg F (14 deg C) of equiviscous temperature.

Install cover boards over insulation with long joints in continuous straight lines with end joints staggered between rows. Offset joints of insulation below a minimum of 6 inches (150 mm) in each direction. Loosely butt cover boards together. 1.

3.5

Cut and fit insulation within 1/4 inch (6 mm) of nailers, projections, and penetrations.

Fasten cover boards according to requirements in FM Approvals' "RoofNav" for specified Windstorm Resistance Classification.

ADHERED MEMBRANE ROOFING INSTALLATION A.

Adhere fabric-backed membrane roofing over area to receive roofing according to membrane roofing system manufacturer's written instructions. Unroll membrane roofing and allow to relax before installing.

B.

Start installation of membrane roofing in presence of membrane roofing system manufacturer's technical personnel.

C.

Accurately align membrane roofing and maintain uniform side and end laps of minimum dimensions required by manufacturer. Stagger end laps.

D.

Bonding Adhesive: Apply to substrate and underside of membrane roofing at rate required by manufacturer and allow to partially dry before installing membrane roofing. Do not apply to splice area of membrane roofing.

E.

Fabric-Backed Membrane Adhesive: Apply to substrate at rate required by manufacturer and install fabric-backed membrane roofing.

F.

In addition to adhering, mechanically fasten membrane roofing securely at terminations, penetrations, and perimeters.

G.

Apply membrane roofing with side laps shingled with slope of roof deck where possible.

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Adhesive Seam Installation: Clean both faces of splice areas, apply splicing cement, and firmly roll side and end laps of overlapping membrane roofing according to manufacturer's written instructions to ensure a watertight seam installation. Apply lap sealant and seal exposed edges of membrane roofing terminations. 1.

Apply a continuous bead of in-seam sealant before closing splice if required by membrane roofing system manufacturer.

I.

Tape Seam Installation: Clean and prime both faces of splice areas, apply splice tape, and firmly roll side and end laps of overlapping membrane roofing according to manufacturer's written instructions to ensure a watertight seam installation. Apply lap sealant and seal exposed edges of membrane roofing terminations.

J.

Repair tears, voids, and lapped seams in roofing that does not comply with requirements.

K.

Spread sealant or mastic bed over deck drain flange at roof drains and securely seal membrane roofing in place with clamping ring.

3.6

BASE FLASHING INSTALLATION A.

Install sheet flashings and preformed flashing accessories and adhere to substrates according to membrane roofing system manufacturer's written instructions.

B.

Apply bonding adhesive to substrate and underside of sheet flashing at required rate and allow to partially dry. Do not apply to seam area of flashing.

C.

Flash penetrations and field-formed inside and outside corners with cured or uncured sheet flashing.

D.

Clean splice areas, apply splicing cement, and firmly roll side and end laps of overlapping sheets to ensure a watertight seam installation. Apply lap sealant and seal exposed edges of sheet flashing terminations.

E.

Terminate and seal top of sheet flashings and mechanically anchor to substrate through termination bars.

3.7

WALKWAY INSTALLATION A.

3.8

Flexible Walkways: Install walkway products in locations indicated. Adhere walkway products to substrate with compatible adhesive according to roofing system manufacturer's written instructions. FIELD QUALITY CONTROL

A.

Testing Agency: inspections.

Owner will engage a qualified independent testing agency to perform

B.

Final Roof Inspection: Arrange for roofing system manufacturer's technical personnel to inspect roofing installation on completion.

C.

Repair or remove and replace components of membrane roofing system where inspections indicate that they do not comply with specified requirements.

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Additional inspections, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements. PROTECTING AND CLEANING

A.

Protect membrane roofing system from damage and wear during remainder of construction period. When remaining construction will not affect or endanger roofing, inspect roofing for deterioration and damage, describing its nature and extent in a written report, with copies to Architect and Owner.

B.

Correct deficiencies in or remove membrane roofing system that does not comply with requirements, repair substrates and repair or reinstall membrane roofing system to a condition free of damage and deterioration at time of Substantial Completion and according to warranty requirements.

C.

Clean overspray and spillage from adjacent construction using cleaning agents and procedures recommended by manufacturer of affected construction.

END OF SECTION 075323

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SECTION 076200 - SHEET METAL FLASHING AND TRIM

PART 1 - GENERAL

1.1

SUMMARY A.

Section Includes: 1.

Manufactured Products: a. b.

2.

Formed Products: a. b. c. d. e.

B.

Formed roof drainage sheet metal fabrications. Formed low-slope roof sheet metal fabrications. Formed wall sheet metal fabrications. Formed equipment support flashing. Formed overhead-piping safety pans.

Related Sections: 1.

Division 01 Section “Construction Waste Management” for construction waste management and disposal requirements.

2.

Division 06 Section "Miscellaneous Rough Carpentry" for wood nailers, curbs, and blocking. Division 07 Section " Ethylene-Propylene-Diene-Monomer (EPDM) Roofing” for installing sheet metal flashing and trim integral with membrane roofing.

3.

1.2

Manufactured through-wall flashing and counterflashing. Manufactured reglets and counterflashing.

PERFORMANCE REQUIREMENTS A.

General: Sheet metal flashing and trim assemblies as indicated shall withstand wind loads, structural movement, thermally induced movement, and exposure to weather without failure due to defective manufacture, fabrication, installation, or other defects in construction. Completed sheet metal flashing and trim shall not rattle, leak, or loosen, and shall remain watertight.

B.

Fabricate and install roof edge flashing capable of resisting the following forces according to recommendations in FMG Loss Prevention Data Sheet 1-49: 1.

C.

Wind Zone 2: For velocity pressures of 31 to 45 lbf/sq. ft. (1.48 to 2.15 kPa): 90-lbf/sq. ft. (4.31-kPa) perimeter uplift force, 120-lbf/sq. ft. (5.74-kPa) corner uplift force, and 45lbf/sq. ft. (2.15-kPa) outward force.

Thermal Movements: Provide sheet metal flashing and trim that allows for thermal movements from ambient and surface temperature changes. 1.

Temperature Change (Range): 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces.

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SUBMITTALS A.

Product Data: For each type of product indicated. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes for each manufactured product and accessory.

B.

Shop Drawings: Show fabrication and installation layouts of sheet metal flashing and trim, including plans, elevations, expansion-joint locations, and keyed details. Distinguish between shop- and field-assembled work. Include the following: 1. 2. 3. 4. 5. 6. 7. 8.

C.

Identification of material, thickness, weight, and finish for each item and location in Project. Details for forming sheet metal flashing and trim, including profiles, shapes, seams, and dimensions. Details for joining, supporting, and securing sheet metal flashing and trim, including layout of fasteners, cleats, clips, and other attachments. Include pattern of seams. Details of termination points and assemblies, including fixed points. Details of expansion joints and expansion-joint covers, including showing direction of expansion and contraction. Details of edge conditions, including eaves, ridges, valleys, rakes, crickets, and counterflashings as applicable. Details of special conditions. Details of connections to adjoining work.

Samples for Verification: For each type of exposed finish required, prepared on Samples of size indicated below: 1. 2. 3. 4.

Sheet Metal Flashing: 12 inches (300 mm) long by actual width of unit, including finished seam and in required profile. Include fasteners, cleats, clips, closures, and other attachments. Trim, Metal Closures, Expansion Joints, Joint Intersections, and Miscellaneous Fabrications: 12 inches (300 mm) long and in required profile. Include fasteners and other exposed accessories. Accessories and Miscellaneous Materials: Full-size Sample. Aluminum Samples: Samples to show full range to be expected for each color required.

D.

Qualification Data: For qualified fabricator.

E.

Maintenance Data: For sheet metal flashing, trim, and accessories to include in maintenance manuals.

F.

Warranty: Sample of special warranty.

1.4

QUALITY ASSURANCE A.

Fabricator Qualifications: Shop that employs skilled workers who custom fabricate sheet metal flashing and trim similar to that required for this Project and whose products have a record of successful in-service performance.

B.

Sheet Metal Flashing and Trim Standard: Comply with SMACNA's "Architectural Sheet Metal Manual" unless more stringent requirements are specified or shown on Drawings.

C.

Mockups: Build mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for fabrication and installation.

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D.

1.5

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Build mockup of typical roof eave, including built-in gutter, fascia, fascia trim, apron flashing, approximately 10 feet (3.0 m) long, including supporting construction cleats, seams, attachments, underlayment, and accessories. Approval of mockups does not constitute approval of deviations from the Contract Documents contained in mockups unless Architect specifically approves such deviations in writing. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

Preinstallation Conference: Conduct conference at Project site.

DELIVERY, STORAGE, AND HANDLING A.

Do not store sheet metal flashing and trim materials in contact with other materials that might cause staining, denting, or other surface damage. Store sheet metal flashing and trim materials away from uncured concrete and masonry.

B.

Protect strippable protective covering on sheet metal flashing and trim from exposure to sunlight and high humidity, except to the extent necessary for the period of sheet metal flashing and trim installation.

1.6

WARRANTY A.

Special Warranty on Finishes: Manufacturer's standard form in which manufacturer agrees to repair finish or replace sheet metal flashing and trim that shows evidence of deterioration of factory-applied finishes within specified warranty period. 1.

Exposed Panel Finish: Deterioration includes, but is not limited to, the following: a. b. c.

2.

Color fading more than 5 Hunter units when tested according to ASTM D 2244. Chalking in excess of a No. 8 rating when tested according to ASTM D 4214. Cracking, checking, peeling, or failure of paint to adhere to bare metal.

Finish Warranty Period: 20 years from date of Substantial Completion.

PART 2 - PRODUCTS

2.1

SHEET METALS A.

General: Protect mechanical and other finishes on exposed surfaces from damage by applying a strippable, temporary protective film before shipping.

B.

Aluminum Sheet: ASTM B 209 (ASTM B 209M), alloy as standard with manufacturer for finish required, with temper as required to suit forming operations and performance required. 1. 2.

Surface: Smooth, flat. Exposed Coil-Coated Finishes: a.

Two-Coat Fluoropolymer: AAMA 620. Fluoropolymer finish containing not less than 70 percent PVDF resin by weight in color coat. Prepare, pretreat, and apply

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coating to exposed metal surfaces to comply with coating and resin manufacturers' written instructions. 3. 4.

C.

Color: As selected by Architect. Concealed Finish: Pretreat with manufacturer's standard white or light-colored acrylic or polyester backer finish, consisting of prime coat and wash coat with a minimum total dry film thickness of 0.5 mil (0.013 mm).

Metallic-Coated Steel Sheet: Restricted flatness steel sheet, metallic coated by the hot-dip process and prepainted by the coil-coating process to comply with ASTM A 755/A 755M. 1. 2. 3.

Zinc-Coated (Galvanized) Steel Sheet: designation; structural quality. Surface: Smooth, flat. Exposed Coil-Coated Finish: a.

4. 5.

2.2

ASTM A 653/A 653M, G90 (Z275) coating

Two-Coat Fluoropolymer: AAMA 621. Fluoropolymer finish containing not less than 70 percent PVDF resin by weight in color coat. Prepare, pretreat, and apply coating to exposed metal surfaces to comply with coating and resin manufacturers' written instructions.

Color: As selected by Architect. Concealed Finish: Pretreat with manufacturer's standard white or light-colored acrylic or polyester backer finish, consisting of prime coat and wash coat with a minimum total dry film thickness of 0.5 mil (0.013 mm).

UNDERLAYMENT MATERIALS A.

Felt: ASTM D 226, Type II (No. 30), asphalt-saturated organic felt, nonperforated.

B.

Self-Adhering, High-Temperature Sheet: Minimum 30 to 40 mils (0.76 to 1.0 mm) thick, consisting of slip-resisting polyethylene-film top surface laminated to layer of butyl or SBSmodified asphalt adhesive, with release-paper backing; cold applied. Provide primer when recommended by underlayment manufacturer. 1. 2.

C.

2.3

Thermal Stability: ASTM D 1970; stable after testing at 240 deg F (116 deg C). Low-Temperature Flexibility: ASTM D 1970; passes after testing at minus 20 deg F (29 deg C).

Slip Sheet: Building paper, 3-lb/100 sq. ft. (0.16-kg/sq. m) minimum, rosin sized.

MISCELLANEOUS MATERIALS A.

General: Provide materials and types of fasteners, solder, welding rods, protective coatings, separators, sealants, and other miscellaneous items as required for complete sheet metal flashing and trim installation and recommended by manufacturer of primary sheet metal or manufactured item unless otherwise indicated.

B.

Fasteners: Wood screws, annular threaded nails, self-tapping screws, self-locking rivets and bolts, and other suitable fasteners designed to withstand design loads and recommended by manufacturer of primary sheet metal or manufactured item. 1.

General: Blind fasteners or self-drilling screws, gasketed, with hex-washer head.

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2. 3. 4.

C.

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Exposed Fasteners: Heads matching color of sheet metal using plastic caps or factory-applied coating. Blind Fasteners: High-strength aluminum or stainless-steel rivets suitable for metal being fastened. Spikes and Ferrules: Same material as gutter; with spike with ferrule matching internal gutter width.

Fasteners for Aluminum Sheet: Aluminum or Series 300 stainless steel. Fasteners for Zinc-Coated (Galvanized) or Aluminum-Zinc Alloy-Coated Steel Sheet: Hot-dip galvanized steel according to ASTM A 153/A 153M or ASTM F 2329 or Series 300 stainless steel. Fasteners for Zinc Sheet: Hot-dip galvanized steel according to ASTM A 153/A 153M or ASTM F 2329 or Series 300 stainless steel.

Solder: 1.

For Zinc-Coated (Galvanized) Steel: ASTM B 32, Grade Sn50, 50 percent tin and 50 percent lead or Grade Sn60, 60 percent tin and 40 percent lead.

D.

Sealant Tape: Pressure-sensitive, 100 percent solids, gray polyisobutylene compound sealant tape with release-paper backing. Provide permanently elastic, nonsag, nontoxic, nonstaining tape 1/2 inch (13 mm) wide and 1/8 inch (3 mm) thick.

E.

Elastomeric Sealant: ASTM C 920, elastomeric polymer sealant; low modulus; of type, grade, class, and use classifications required to seal joints in sheet metal flashing and trim and remain watertight.

F.

Butyl Sealant: ASTM C 1311, single-component, solvent-release butyl rubber sealant; polyisobutylene plasticized; heavy bodied for hooked-type expansion joints with limited movement.

G.

Epoxy Seam Sealer: Two-part, noncorrosive, aluminum seam-cementing compound, recommended by aluminum manufacturer for exterior nonmoving joints, including riveted joints.

H.

Bituminous Coating: Cold-applied asphalt emulsion complying with ASTM D 1187.

I.

Asphalt Roofing Cement: ASTM D 4586, asbestos free, of consistency required for application.

2.4

FABRICATION, GENERAL A.

General: Custom fabricate sheet metal flashing and trim to comply with recommendations in SMACNA's "Architectural Sheet Metal Manual" that apply to design, dimensions, geometry, metal thickness, and other characteristics of item indicated. Fabricate items at the shop to greatest extent possible. 1. 2. 3. 4.

Fabricate sheet metal flashing and trim in thickness or weight needed to comply with performance requirements, but not less than that specified for each application and metal. Obtain field measurements for accurate fit before shop fabrication. Form sheet metal flashing and trim without excessive oil canning, buckling, and tool marks and true to line and levels indicated, with exposed edges folded back to form hems. Conceal fasteners and expansion provisions where possible. Exposed fasteners are not allowed on faces exposed to view.

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B.

Fabrication Tolerances: Fabricate sheet metal flashing and trim that is capable of installation to a tolerance of 1/4 inch in 20 feet (6 mm in 6 m) on slope and location lines as indicated and within 1/8-inch (3-mm) offset of adjoining faces and of alignment of matching profiles.

C.

Sealed Joints: Form nonexpansion but movable joints in metal to accommodate elastomeric sealant.

D.

Expansion Provisions: Where lapped expansion provisions cannot be used, form expansion joints of intermeshing hooked flanges, not less than 1 inch (25 mm) deep, filled with butyl sealant concealed within joints.

E.

Fabricate cleats and attachment devices from same material as accessory being anchored or from compatible, noncorrosive metal.

F.

Fabricate cleats and attachment devices of sizes as recommended by SMACNA's "Architectural Sheet Metal Manual" and by FMG Loss Prevention Data Sheet 1-49 for application, but not less than thickness of metal being secured.

G.

Seams: Fabricate nonmoving seams with flat-lock seams. Tin edges to be seamed, form seams, and solder.

H.

Seams for Aluminum: Fabricate nonmoving seams with flat-lock seams. Form seams and seal with epoxy seam sealer. Rivet joints where necessary for strength.

I.

Do not use graphite pencils to mark metal surfaces.

2.5

ROOF DRAINAGE SHEET METAL FABRICATIONS A.

General: Finish and color to match metal wall panels.

B.

Hanging Gutters: Fabricate to cross section indicated, complete with end pieces, outlet tubes, and other accessories as required. Fabricate in minimum 96-inch- (2400-mm-) long sections. Furnish flat-stock gutter spacers and gutter brackets fabricated from same metal as gutters, of size recommended by SMACNA but not less than twice the gutter thickness. Fabricate expansion joints, expansion-joint covers, gutter bead reinforcing bars, and gutter accessories from same metal as gutters. 1.

Gutters with Girth up to 15 Inches (380 mm): Fabricate from the following materials: a. b.

2.

Gutters with Girth 16 to 20 Inches (410 to 510 mm): materials: a. b.

3.

Aluminum: 0.032 inch (0.81 mm) thick. Galvanized Steel: 0.022 inch (0.56 mm) thick.

Aluminum: 0.040 inch (1.02 mm) thick. Galvanized Steel: 0.028 inch (0.71 mm) thick.

Gutters with Girth 21 to 25 Inches (530 to 640 mm): materials: a. b.

Fabricate from the following

Fabricate from the following

Aluminum: 0.050 inch (1.27 mm) thick. Galvanized Steel: 0.034 inch (0.86 mm) thick.

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Gutters with Girth 26 to 30 Inches (660 to 760 mm): materials: a. b.

5.

Fabricate from the following

Aluminum: 0.063 inch (1.60 mm) thick. Galvanized Steel: 0.040 inch (1.02 mm) thick.

Gutters with Girth 31 to 35 Inches (790 to 890 mm): materials: a.

C.

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Fabricate from the following

Galvanized Steel: 0.052 inch (1.32 mm) thick.

Built-in Gutters: Fabricate to cross section indicated, with riveted and soldered joints, complete with end pieces, outlet tubes, and other special accessories as required. Fabricate in minimum 96-inch- (2400-mm-) long sections. Fabricate expansion joints and accessories from same metal as gutters unless otherwise indicated. 1.

Fabricate gutters with built-in expansion joints.

D.

Downspouts: Fabricate rectangular downspouts, unless otherwise indicated, complete with mitered elbows. Furnish with metal hangers, from same material as downspouts, and anchors.

E.

Parapet Scuppers: Fabricate scuppers of dimensions required with closure flange trim to exterior, 4-inch- (100-mm-) wide wall flanges to interior, and base extending 4 inches (100 mm) beyond cant or tapered strip into field of roof. Fasten gravel guard angles to base of scupper.

F.

Conductor Heads: Fabricate conductor heads with flanged back and stiffened top edge and of dimensions and shape indicated complete with outlet tubes, exterior flange trim, and built-in overflows.

G.

Splash Pans: Fabricate from the following materials: 1. 2.

2.6

Aluminum: 0.040 inch (1.02 mm) thick. Color: As selected by Architect.

LOW-SLOPE ROOF SHEET METAL FABRICATIONS A.

Base Flashing: Fabricate from the following materials: 1.

B.

Counterflashing: Fabricate from the following materials: 1.

C.

Galvanized Steel: 0.022 inch (0.56 mm) thick.

Flashing Receivers: Fabricate from the following materials: 1.

D.

Galvanized Steel: 0.028 inch (0.71 mm) thick.

Galvanized Steel: 0.022 inch (0.56 mm) thick.

Roof-Penetration Flashing: Fabricate from the following materials: 1.

Galvanized Steel: 0.028 inch (0.71 mm) thick.

SHEET METAL FLASHING AND TRIM

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Douglas County Justice Center Expansion Phase I: Parking Garage and Site Improvements Project Number 30048 Construction Documents 2.7

klipp | a division of gkkworks

WALL SHEET METAL FABRICATIONS A.

Through-Wall Flashing: Fabricate continuous flashings in minimum 96-inch- (2400-mm-) long, but not exceeding 12-foot- (3.6-m-) long, sections, under copings, at shelf angles, and where indicated. Fabricate discontinuous lintel, sill, and similar flashings to extend 6 inches (150 mm) beyond each side of wall openings. Form with 2-inch- (50-mm-) high, end dams where flashing is discontinuous. Fabricate from the following materials: 1.

B.

Opening Flashings in Frame Construction: Fabricate head, sill, jamb, and similar flashings to extend 4 inches (100 mm) beyond wall openings. Form head and sill flashing with 2-inch- (50mm-) high, end dams. Fabricate from the following materials: 1.

2.8

Galvanized Steel: 0.022 (0.56mm) thick.

Galvanized Steel: 0.022 inch (0.56 mm) thick.

MISCELLANEOUS SHEET METAL FABRICATIONS A.

Equipment Support Flashing: Fabricate from the following materials: 1.

B.

Galvanized Steel: 0.028 inch (0.71 mm) thick.

Overhead-Piping Safety Pans: Fabricate from the following materials: 1.

Galvanized Steel: 0.040 inch (1.02 mm) thick.

PART 3 - EXECUTION

3.1

EXAMINATION A.

Examine substrates, areas, and conditions, with Installer present, to verify actual locations, dimensions and other conditions affecting performance of the Work. 1. 2.

Verify compliance with requirements for installation tolerances of substrates. Verify that substrate is sound, dry, smooth, clean, sloped for drainage, and securely anchored.

B.

For the record, prepare written report, endorsed by Installer, listing conditions detrimental to performance of the Work.

C.

Proceed with installation only after unsatisfactory conditions have been corrected.

3.2

UNDERLAYMENT INSTALLATION A.

Self-Adhering Sheet Underlayment: Install self-adhering sheet underlayment, wrinkle free. Apply primer if required by underlayment manufacturer. Comply with temperature restrictions of underlayment manufacturer for installation; use primer rather than nails for installing underlayment at low temperatures. Apply in shingle fashion to shed water, with end laps of not less than 6 inches (150 mm) staggered 24 inches (600 mm) between courses. Overlap side edges not less than 3-1/2 inches (90 mm). Roll laps with roller. Cover underlayment within 14 days.

SHEET METAL FLASHING AND TRIM

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Douglas County Justice Center Expansion Phase I: Parking Garage