ADDENDUM NO. 6 - Chicago · 2020. 12. 27. · Page 1of 3 CITY OF CHICAGO Jamie L. Rhee DEPARTMENT...
Transcript of ADDENDUM NO. 6 - Chicago · 2020. 12. 27. · Page 1of 3 CITY OF CHICAGO Jamie L. Rhee DEPARTMENT...
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CITY OF CHICAGO Jamie L. Rhee DEPARTMENT OF PROCUREMENT SERVICES CHIEF PROCUREMENT OFFICER
SEPTEMBER 6, 2016
ADDENDUM NO. 6
FOR
ORD – EMERGENCY AND STANDBY POWER SYSTEM REPLACMENT GENERATORS1-6 CHICAGO O’HARE INTERNATIONAL AIRPORT
CDA Project Number H7095.12-ORD
SPECIFICATION NO. 135580
For which Bids are due in the office of the Chief Procurement Officer, Department of Procurement Services, Bid & Bond Room 103, City Hall, 121 N. LaSalle Street, Chicago, IL 60602 at 11:00
a.m., Central Time, on September 9, 2016. The following additions and revisions are incorporated into the above-referenced Specification (the "Contract Documents") as noted. All other provisions and requirements, except amended by previous addenda, as originally set forth in the Contract Documents remain in full force and are binding. Any additional work required by this Addendum shall conform to the applicable provisions of the original Contract Documents.
BIDDER MUST ACKNOWLEDGE RECEIPT OF THIS ADDENDUM IN THE SPACE PROVIDED ON THE PROPOSAL EXECUTION PAGE.
SECTION 1. NOTICE OF REVISIONS/CHANGES/CLARIFICATION BID OPENING HAS BEEN POSTPOSED TO SEPTEMBER 21, 2016.
1
For which Bids are due in the Department of Procurement Services, Bid & Bond Room, Room 103, City Hall, 121 N. Lasalle Street, Chicago, Illinois, 60602 at 11:00 a.m. Central Time on September 21, 2016
SECTION 2. QUESTIONS AND ANSWERS/CLARIFICATIONS
Question 1:
We request that the August 22nd bid date be extended at least one or two days to move the bid date from Monday morning (Monday morning bids are atypical and difficult to prepare for), and give us adequate time to review/confirm changes on such a large addendum.
Response: Bid opening date has been postponed to September 21, 2016.
Question 2:
Addendum #4 Drawing E05-029 3ATS-200-B-001 shows the normal side of the ATS being fed from UAL switchgear 5B located in vault 5. This run is approximately 3,000’. Is this feeder to remain 600N as indicated on the drawing or should the size be increased for voltage drop? If it needs to be increased what size feeder is required?
Response: UAL Switchgear 5B is located in vault 5 is the incorrect description. The
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CITY OF CHICAGO Jamie L. Rhee DEPARTMENT OF PROCUREMENT SERVICES CHIEF PROCUREMENT OFFICER
correct description is Tenant/Concessions Switchboard located in the Lower Level Apex Electrical room. Actual location is much less than 3000 feet and feeder size does not need to be increased. Refer to revised drawing sheet E 05 029 and drawing sheet E 03 014 for location.
Question 3:
While reviewing your questions and responses handed out for addendum #4, I noticed a response to question #91, you reference a Geotech report and list it as attached to the addendum. We cannot locate this attachment. Can you please make this geotechnical report available?
Response: The Geotech report was inadvertently omitted from Addendum #4. See the attached Geotech report in this addendum for information.
Question 4:
Please provide written clarification regarding the following discrepancy in the bid documents for the referenced O’Hare Generators 1 - 6 Project. As American Building Services, LLC (formerly M-D Building Material Co.) recently indicated that their company is not bidding the O’Hare Generators 1 - 6 Project, there are no “acceptable suppliers” for hardware since the other two remaining “acceptable suppliers”, specified in the Door Hardware Specification, Page 08710-7, Contract Builders Hardware, Inc., and SESCO - Standard Equipment & Supply Corp., (see attachment) are not in business. Will any other door hardware supplier not included in the list of three “acceptable suppliers” be permitted to bid the O’Hare Generators 1 -6 Project?
Response:
M-D Building Material supplier listed in the contract documents is still in business and operating as American Building Services, LLC. Two other acceptable suppliers are as follows:
1. The Spargo Group, Inc. Elmhurst IL. 60126 2. Allegion, Carmel, IN. 46032
See the attached revised technical specification Section 08710, paragraph 2.01, Acceptable Suppliers, with this addendum.
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CITY OF CHICAGO Jamie L. Rhee DEPARTMENT OF PROCUREMENT SERVICES CHIEF PROCUREMENT OFFICER
Question 5:
Please respond to the following RFIs at your earliest convenience: 1.The Black Mineral-Wool Insulation per specification 07211 calls for a cement protection board as an accessory, however this is not shown on the exterior wall detail drawings. Please confirm if cement board is required at the exterior side of the building. If so, please provide a revised detail showing where it is to be installed. 2. Please provide the type of roofing material that is to be patched-in on the existing H&R Building. 3. Please provide the thickness of roofing insulation that is to be patched-in on the existing H&R Building.
Response:
1. Cement board is not required. Refer to revised specification 07211 2. Based on available as-built documentation and casual field
observations, the existing H&R roof is a 4 ply built up roof. Refer to note 2 on revised sheet A 02 001.
3. Based on available as-built documentation and casual field observations, the insulation thickness on the H&R roof varies but is approximately 4” on average. Contractor shall be responsible for verifying exact thickness in field at location of patch. Refer to General Notes, Note 2 on attached revised drawing sheet A 02 001.
Question 6: We have received multiple requests to view the site again since the original site visit took place over a month ago. It would help us create a more responsible bid. Please advise if there can be another site visit.
Response: There are no additional site visits at this time.
Question 7:
We are proposing with an MBE, Veteran Owned electrical firm. The “Rules” for this regulation posted on the City’s website are confusing to me. Section 3.3 indicates the JV must self-perform at least 20% of the work. It’s not clear what constitutes “self-perform,” specifically, whether this “self-performed” work is done at the joint venture level or by the JV issuing a subcontract to the VBE JV partner. It is highly preferable to have our VBE partner self-perform electrical work for the JV as a subcontractor to the JV, rather than have joint venture payroll. Does this scenario meet the “self-perform” requirement of Section 3.3?
Response: Yes, as long as the work performed at the Sub-Contract Level is equal to or greater than the percentages required to be performed at the Joint Venture/Partner Level.
Question 8:
Section 3.4, first bullet point. This states that all work performed by the SBE (and I’m assuming this also applies for the VBE) as a subcontractor can count towards the M/WBE goals, but that such subcontracted work does not count as “self-performed.” The second bullet point indicates that, if performed as a JV partner and not as a subcontractor, credit is counted towards the “self-perform” requirement and M/WBE goals. So the same question applies: how do we effect the agreement using what is known as an “unpopulated joint venture?
Response:
Refer to Section 3.4, MBE/WBE Participation Goals, which specifically states, “If a veteran-owned small local business is also an MBE/WBE, it cannot count its participation on the contract toward MBE/WBE goals.” See also the response to Question 7.
END OF ADDENDUM NO. 6
CITY OF CHICAGO DEPARTMENT OF AVIATION
O’HARE INTERNATIONAL AIRPORT EMERGENCY AND STANDBY POWER SYSTEM REPLACEMENT
GENERATORS 1 - 6 PART THREE OF THREE DETAILED SPECIFICATIONS VOLUME 1 OF 2 SPECIFICATION NO.: 135580 PROJECT NO.: H7095.12-00
CITY OF CHICAGO Rahm Emanuel Mayor
DEPARTMENT OF AVIATION Ginger S. Evans Commissioner
Issued by: DEPARTMENT OF PROCUREMENT SERVICES Jamie L. Rhee Chief Procurement Officer
30 AUGUST 2016 ADDENDUM NO. 6
O’HARE INTERNATIONAL AIRPORT 00110-1 TABLE OF CONTENTS
EMERGENCY AND STANDBY SYSTEM CDA SPECIFICATION NO.: 135580
REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
O’HARE INTERNATIONAL AIRPORT EMERGENCY AND STANDBY SYSTEM REPLACEMENT – GENERATORS 1-6 PART 3 – DETAILED SPECIFICATIONS Division 0: Introductory Information 00110 - Table of Contents Division 1: General 01010 - Project Requirements 01020 - Construction Phase Maintenance Contract 01025 - Post-Substantial Completion – 10-Year Maintenance Contract 01110 - Summary of Work 01111 - Construction Air Quality – Diesel Vehicle Emissions Control 01355 - Local/Regional Materials 01356 - Recycled Content 01360 - Sustainable Temporary Construction Materials 01400 - Contractor QC Program for Building Projects 01502 - Traffic Control 01524 - Construction Waste Management 01525 - Disposal of Clean Construction or Demolition Debris (CCDD)
and Uncontaminated Soils 01580 - Project Identification 01732 - Cutting and Patching 01810 - Commissioning Requirements Division 2: Site Construction 02073 - Geotextiles 02074 - Pavement Removal 02081 - Asbestos Removal and Encapsulation 02220 - Site Demolition 02240 - Dewatering 02241 - Control of Water 02315 - Earthwork/Building 02316 - Trench Backfill 02410 - Site Clearing 02510 - Water Distribution 02542 - Meter Vaults and Valve Basins 02601 - Storm Sewer 02603 - Pipe Underdrains 02621 - Manholes and Catch Basins 02637 - Sanitary Sewers 02670 - Steel Casing 02710 - Dust Control
O’HARE INTERNATIONAL AIRPORT 00110-2 TABLE OF CONTENTS
EMERGENCY AND STANDBY SYSTEM CDA SPECIFICATION NO.: 135580
REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
02714 - Concrete Pavements 02720 - Aggregate Base Course 02730 - Crushed Stone Surfacing 02745 - Bituminous Concrete Surface Course 02774 - Pavement Repair 02783 - Pavement Marking 02920 - Top Soil 02930 - Plants 02931 - Seeding and Hydro-Mulching P-156 - Temporary Air and Water Pollution, Soil Erosion and Sediment Control Division 3: Concrete 03100 - Concrete Forms and Accessories 03200 - Concrete Reinforcement 03300 - Cast-in-Place Concrete 03310 - Structural Concrete 03900 - Concrete Restoration and Cleaning Division 4: Masonry 04220 - Concrete Masonry Units 04900 - Masonry Restoration and Cleaning Division 5: Metals 05120 - Structural Steel 05310 - Steel Decking 05500 - Metal Fabrications 05520 - Pipe and Tube Railings 05900 - REMOVED Division 6: Wood and Plastics 06100 - Rough Carpentry Division 7: Thermal/Moisture Protection 07130 - Sheet Waterproofing 07211 - Rigid Insulation 07213 - Foamed-In Place Insulation 07250 - Weather Barriers 07260 - Vapor Retarders 07540 - Polyvinyl-Chloride (PVC) Roofing 07620 - Sheet Metal Flashing and Trim 07700 - Roof Specialties and Accessories 07810 - Intumescent Fireproofing 07835 - Sleeves and Seals 07840 - Firestopping 07900 - Joint Sealers 07920 - Sealants and Caulking
O’HARE INTERNATIONAL AIRPORT 00110-3 TABLE OF CONTENTS
EMERGENCY AND STANDBY SYSTEM CDA SPECIFICATION NO.: 135580
REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
Division 8: Doors and Windows 08100 - Metal Doors and Frames 08710 - Door Hardware 08955 - Exterior Channel Glass Division 9: Finishes 09675 - Resinous Flooring 09900 - Paints and Coatings Division 10: Specialties 10210 - Wall Louvers 10440 - Interior Signage Division 13: Special Construction 13110 - Cathodic Protection 13855 - Fire Alarm Systems Division 15: Mechanical 15100 - Basic Mechanical Requirements 15160 - Supporting Provisions 15161 - Vibration Isolation 15190 - Mechanical Identification 15250 - Mechanical Insulation 15253 – Plumbing Insulation 15300 - Water-Based Fire Suppression System 15365 - Clean Agent Fire-Extinguishing System 15400 - Plumbing and Drainage Systems 15484 - Fuel Dispensing and Storage Systems 15540 - Pumps 15865 - Ventilation Fans 15900 - Ductwork 15950 - Temperature Controls 15985 - Sequence of Operation 15990 - Testing, Adjusting, and Balancing Division 16: Electrical 16010 - Basic Electrical Requirements 16100 - Basic Materials and Methods 16112 - Special Raceways 16114 - Electric Manholes and Handholes 16121 - Medium Voltage Cable 16123 - Building Wire and Cable 16140 - Wiring Devices 16170 - Circuit and Motor Disconnects 16195 - Electrical Identification
O’HARE INTERNATIONAL AIRPORT 00110-4 TABLE OF CONTENTS
EMERGENCY AND STANDBY SYSTEM CDA SPECIFICATION NO.: 135580
REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
16343 - Medium Voltage Enclosed Bus 16452 - Grounding 16460 - Transformers 16470 - Panelboards 16474 - Medium Voltage Indoor Switchgear 16481 - Motor Control Centers 16482 - Motor Starters 16495 - Transfer Switches 16510 - Interior Lighting 16620 - Engine Generator Systems 16730 - Communication Cabling 16950 - Testing
END OF DOCUMENT 00110
O’HARE INTERNATIONAL AIRPORT 07211-1 RIGID INSULATION
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUN NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
RIGID INSULATION SECTION 07211
PART 1 GENERAL
1.01 SCOPE OF WORK:
A. Work under this Section is subject to the requirements of the Contract Documents.
B. Furnish and install Rigid Insulation as shown on the Drawings and as specified herein, including but not limited to the following:
1. Rigid Insulation and integral vapor retarder at cavity wall construction, perimeter foundation wall, underside of floor slabs, and exterior walls.
1.02 RELATED WORK:
A. As specified in the following divisions:
1. Division 2 - Site Work
2. Division 3 - Concrete
3. Division 4 - Masonry
4. Division 5 - Metals
5. Division 6 - Wood and Plastics
6. Division 7 - Thermal and Moisture Protection
1.03 REFERENCES:
A. ASTM C208 - Insulating Board (Cellulosic Fiber), Structural and Decorative.
B. ASTM C240 - Testing Cellular Glass Insulating Block.
C. ASTM C552 - Cellular Glass Block and Pipe Thermal Insulation.
D. ASTM C578 - Preformed, Cellular Polystyrene Thermal Insulation.
O’HARE INTERNATIONAL AIRPORT 07211-2 RIGID INSULATION
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUN NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
E. ASTM C612 - Mineral Fiber Block and Board Thermal Insulation Board.
F. ASTM C728 - Perlite Thermal Insulation Board.
G. ASTM C578 - Preformed Cellular Polystyrene Thermal Insulation.
H. ASTM C1013 - Membrane Faced Rigid Cellular Polyurethane Roof Insulation.
I. ASTM D2842 - Water Absorption of Rigid Cellular Plastics.
J. ASTM E84 - Test Method for Surface Burning Characteristics of Building Materials.
K. ASTM E96 - Test Methods for Water Vapor Transmission of Materials.
L. NFPA 255 - Test of Surface Burning Characteristics of Building Materials.
M. UL 723 - Tests for Surface Burning Characteristics of Building Materials.
1.04 SUBMITTALS:
A. Submit the following
1. Shop Drawings
a. Manufacturer's installation instructions: Indicate special environmental conditions required for installation, and installation techniques.
2. Samples and/or Product Data
a. Product Data
(1) Provide data on product characteristics, performance criteria, and limitations.
b. Samples
(1) Provide 12”x12” product samples of insulation proposed for use, properly labeled as to type, weight and Manufacturer’s names.
3. Test Reports
a. Submit test reports necessary to show compliance with the Contract Documents.
O’HARE INTERNATIONAL AIRPORT 07211-3 RIGID INSULATION
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUN NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
4. Manufacturer’s Certification
a. Certify that products meet or exceed the specified requirements.
5. Operation and Maintenance Manuals
B. Mock-up Sample Wall Panels
1. Provide mockup of materials of this Section and include wall cladding material for a complete representation of the wall construction types.
2. Location will be determined by the Commissioner.
3. Mockup may not remain as part of the work.
1.05 QUALITY CONTROL:
A. Contractor Qualifications - Installation of rigid insulation, specialities and accessories must be performed only by a qualified installer. The term qualified means experienced in performing the Work required by this Section. The qualified installer must have a minimum of five (5) years documented experience on Projects similar in size and scope to this Project and must be certified by the product Manufacturer. The installer must submit evidence of such qualifications upon request by the Commissioner.
B. Perform Work in accordance with the latest edition, of the appropriate divisions, of the following:
1. American Society for Testing and Materials (ASTM).
1.06 DELIVERY, STORAGE, AND HANDLING:
A. Materials must be delivered to the Project bearing Manufacturer's name and material identification. Materials must be stored in strict accordance with the Manufacturer's printed directions, copies of which must be furnished to the Commissioner.
B. Protection - Protect materials against damage from mechanical abuse, plaster, salts, acids, staining and other foreign matter by an approved means during transportation, storage and erection and until completion of construction work. All unsatisfactory materials must be removed from the premises, and all damaged materials replaced with new materials.
O’HARE INTERNATIONAL AIRPORT 07211-4 RIGID INSULATION
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUN NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
C. Access and Storage Areas
1. All access routes and storage areas must be subject to the approval of the Commissioner in order to reduce interference with Airport Operations.
1.07 WARRANTIES AND GUARANTEES:
A. The following materials have special Manufacturer’s Warranties for the periods listed with each item, which may originate, in part or in whole, with the manufacturer or the fabricator and such warranties must be passed through the Contractor to the Department;
1. 10 years from Substantial Completion.
B. The Contractor must repair or replace defective materials and workmanship during the Contract Period and for 2 years from the date of Substantial Completion of the Project. Defective material and workmanship include, but are not limited to, the following:
1. Failures include but are not limited to, the following,
a. Insulation adhesive and mechanical fasteners.
b. Water-resistive coatings
c. Deterioration of insulation beyond normal weathering.
1.08 EXTRA MATERIALS AND SPARE PARTS:
A. (Not Used)
1.09 ENVIRONMENTAL REQUIREMENTS:
A. Do not install insulation adhesives when temperature or weather conditions are detrimental to successful installation.
1.10 SPECIAL REQUIREMENTS:
A. Field Measurements - Before proceeding with the installation of the rigid insulation work, the supplier/installer must verify all dimensions and take such measurements as are required for proper fabrication and erection of the work.
B. Coordination - Coordinate work of this Section with the related Work specified in other divisions/Sections of the Contract Documents.
O’HARE INTERNATIONAL AIRPORT 07211-5 RIGID INSULATION
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUN NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
PART 2 PRODUCTS
2.01 ACCEPTABLE MANUFACTURERS - INSULATION MATERIALS:
A. Products of one of the following manufacturers will be acceptable:
1. Atlas Roofing, Corporation; Atlanta Georgia 30339,
2. Celotex, Corporation; Tampa, Florida 33631, or
3. GAF, Corporation; Wayne, NJ 07470.
4. Dow Chemical Company; Chicago, IL 60623
5. Owens Corning; Toledo, OH 43623
6. Roxul; Milton, Ontario, CA
7. Thermafiber; Wabash, Indiana 46992
8. Fibrex Insulation
2.02 TYPE AND QUALITY:
A. For purposes of designating type and quality of the product specified, Drawings and Specifications are based on the products of (name of company and location)
2.03 PERFORMANCE CRITERIA:
A. Thermal Conductivity (K-Value at 75 degrees F) of 0.24
2.04 INSULATION MATERIALS:
A. Extruded Polystyrene Insulation - ASTM C578 Type IV; cellular type, conforming to the following:
1. Board Density, ASTM 1622 - 1.55 lb/cu ft (24.8 kg/cu m).
2. Board Size - 48 x 96 inch (1219.2 x 2438.4 mm).
3. Board Thickness - 2 inches (50.8 mm).
4. Thermal Resistance - R of 5.0/inch (RSI of 0.87).
5. Water Absorption - In accordance with ASTM C272 0.3 percent by volume maximum.
O’HARE INTERNATIONAL AIRPORT 07211-6 RIGID INSULATION
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUN NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
6. Compressive Strength, ASTM D 1621 - Minimum 25 psi (175kPa).
7. Board Edges - Square edges.
8. Flame/Smoke Properties - 15/165 in accordance with ASTM E84.
B. Polyisocyanurate Insulation - Closed cell glass fiber reinforced type, conforming to the following:
1. Board Density, ASTM 1622 - 1.86 lb/cu ft (29.8 kg/cu m).
2. Board Size – 48 x 96 inch (1219.2 x 2438.4 mm).
3. Board Thickness - 2 inches (50.8 mm).
4. Facing - Factory applied skin of fiberglass on both faces.
5. Thermal Resistance - Aged R of 12.
6. Compressive Strength, ASTM D 1621 - Minimum 16 psi (110 kPa).
7. Board Edges - square.
8. Tapered insulation minimum ¼” per foot slope
9. Water Absorption - In accordance with ASTM D2842 less than 1 ½ percent by volume maximum.
10. Flame/Smoke Properties - 5/115 in accordance with ASTM E84.
C. MINERAL-WOOL BOARD INSULATION
1. 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.
a. 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).
b. Fiber Color: Black
O’HARE INTERNATIONAL AIRPORT 07211-7 RIGID INSULATION
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUN NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
2.05 MATERIAL - ADHESIVE:
A. Adhesive Type 1 - Type recommended by insulation Manufacturer for application.
2.06 ACCESSORIES:
A. Sheet Vapor Retarder Type 1 - Black polyethylene film reinforced with glass fiber square mesh, 10 mil (0.254 mm) thick; manufactured by 3-M Vapor Barrier 3015.
B. Tape - Polyethylene self-adhering type, mesh reinforced, 2 inch (50 mm) wide.
C. Insulation Fasteners - Impaling clip of galvanized steel with washer retainer and clips, to be adhered to surface to receive rigid insulation, length to suit insulation thickness and substrate, capable of securely and rigidly fastening insulation in place.
D. (Not Used)
E. Preformed cant strips - Provide cant strips furnished by the Manufacturer of the rigid insulation. In the event cant strips are not manufactured by the Manufacturer of the rigid insulation, provide rot proof wood cant strips.
PART 3 EXECUTION
3.01 INSPECTION:
A. Before commencing installation, examine substrate surfaces to determine that they are free of conditions which might be detrimental to proper and timely completion of the Work. Start of Work must indicate acceptance of the substrate.
3.02 INSTALLATION:
A. Installation must be in strict accordance with the Manufacturer's printed installation instructions.
B. Prime Concrete Deck using (1) gallon of asphalt primer per 100 square feet of deck surface.
C. Insulation - Embed rigid insulation boards in a solid mopping of steep asphalt, using 30 lbs. /100 sq. ft. of surface, heated within the minimum - maximum temperatures recommended by the asphalt Manufacturer.
O’HARE INTERNATIONAL AIRPORT 07211-8 RIGID INSULATION
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUN NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
D. Center tape for joints over all insulation joints and edges, lapping all ends 4", and embed in steep asphalt using 15 lbs. -20 lbs./100 sq. ft. of tape.
E. Where more than one (1) layer of insulation is required, coat the top surface of the first layer with hot asphalt using 30 lbs/100 sq. ft. of surface and apply successive layers of insulation in broken joint construction, so that each layer break joints with a minimum of 6" both ways with the preceding layer.
F. No insulation will be left exposed to the weather. Apply only as much roof insulation as can be covered with roofing on the same day.
3.03 GENERAL CLEAN-UP:
A. All rubbish and debris resulting from the Work of this Section must be collected, removed from the site and disposed of legally.
B. All work areas must be left in a broom clean condition.
END OF SECTION 07211
O’HARE INTERNATIONAL AIRPORT 08710-1 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
DOOR HARDWARE SECTION 08710
PART 1 GENERAL
1.01 SECTION INCLUDES:
A. Work under this Section is subject to the requirements of the Contract Documents.
B. Furnish and install Door Hardware as shown on the Drawings and as specified herein, including but not limited to the following:
1. Hardware for hollow steel and aluminum doors.
2. Thresholds.
3. Weatherstripping, seals and door gaskets.
1.02 RELATED WORK:
A. As specified in the following divisions:
1. Division 3 - Concrete
2. Division 4 - Masonry
3. Division 5 - Metals
4. Division 6 - Wood and Plastics
5. Division 7 - Thermal and Moisture Protections
6. Division 9 - Finishes
7. Division 16 - Electrical
1.03 REFERENCES:
A. ANSI A117.1 - Specifications for Making Buildings and Facilities Accessible to and Usable by Physically Handicapped People.
B. BHMA 1301 - Builders Hardware Manufacturers Association.
C. Door & Hardware Institute
D. NFPA 80 - Fire Doors and Windows.
O’HARE INTERNATIONAL AIRPORT 08710-2 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
E. AWI - Architectural Woodwork Institute - Quality Standards.
F. NFPA 101 - Code for Safety to Life from Fire in Buildings and Structures.
G. NFPA 252 - Fire Tests of Door Assemblies.
H. UL 10B - Fire Tests of Door Assemblies.
I. UL 305 - Panic Hardware.
1.04 SUBMITTALS:
A. Submit the following
1. Shop Drawings
a. Hardware Schedule.
b. In accordance with published recommendations of the Door and Hardware Institute.
c. Copies of the approved hardware schedule and templates must be furnished to the door and frame Manufacturers for their use. In accordance with published recommendations of the Door and Hardware Institute.
2. Samples and/or Product Data
a. Product Data
(1) Catalogue Cuts of each type of Hardware specified.
(2) Manufacturer's installation instructions - indicate special procedures and perimeter conditions requiring special attention.
b. Samples
(1) Samples of each type of hardware for approval before any items are ordered or delivered.
(a) This must be done as soon as practicable after Award of the Contract.
(b) Samples may be part of the finish hardware requirements, if approved by the Commissioner.
O’HARE INTERNATIONAL AIRPORT 08710-3 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
3. Test Reports
a. Submit test reports necessary to show compliance with the Contract Documents.
4. Manufacturer’s Certification
a. Submit certification that products meet or exceed the specified requirements.
(1) Furnish notarized certificate from each Manufacturer showing that the products to be used have met all requirements of the referenced standard.
(2) If Manufacturer has not completed the required performance testing of the standard, submit certification indicating compliance with all other aspects of the standard. Provide a statement by the Manufacturer indicating whether or not the product passed similar performance testing and provide a listing of ten large government buildings where the product is currently in use: It will be at the Commissioner’s option whether or not this information will be accepted in lieu of actual compliance with the standard.
5. Operation and Maintenance Manuals
a. Include data on operating hardware, lubrication requirements, and inspection procedures related to preventative maintenance.
b. Maintenance Materials
(1) Provide special wrenches and tools applicable to each different or special hardware component.
(2) Provide maintenance tools and accessories supplied by hardware component Manufacturer.
O’HARE INTERNATIONAL AIRPORT 08710-4 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
1.05 QUALITY CONTROL:
A. Contractor Qualifications: Installation of door hardware must be performed only by a qualified installer. The term qualified means experienced in performing the Work required by this Section. The qualified installer must have a minimum of five (5) years documented experience on Projects similar in size and scope to this Project. The installer must submit evidence of such qualifications upon request by the Commissioner.
1. Hardware Supplier Personnel - Employ an Architectural Hardware Consultant (AHC) to assist in the Work of this Section.
B. Perform Work in accordance with the latest edition, of the appropriate divisions, of the following:
1. ANSI A117.1 - Specifications for Making Buildings and Facilities Accessible to and Usable by Physically Handicapped People, latest edition.
a. A 117.1
b. A 156.1
c. A 156.2
d. A 156.3
e. A 156.4
f. A 156.5
g. A 156.6
h. A 156.8
i. A 156.13
j. A 156.14
k. A 156.16
2. Builders Hardware Manufacturers Association BHMA - 1301, latest edition.
3. Door & Hardware Institute, latest edition.
a. Scheduling sequence & schedule format.
b. Recommended procedure for processing hardware.
c. Schedules and templates.
O’HARE INTERNATIONAL AIRPORT 08710-5 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
4. NFPA 101.
5. NFPA 80.
6. NFPA 252.
C. Conform to Chicago Building Code, latest edition, for requirements applicable to fire rated doors and frames.
D. Products Requiring Electrical Connection - Listed and classified by Underwriters' Laboratories, Inc., latest edition, as suitable for the purpose specified and indicated.
1.06 DELIVERY, STORAGE AND HANDLING:
A. Materials must be delivered to the Project in sealed containers bearing Manufacturer's name and material identification. Materials must be stored in strict accordance with the Manufacturer's printed directions, copies of which must be furnished to the Commissioner.
1. Package hardware items individually. Label and identify each package with door opening code to match hardware schedule.
2. Deliver keys to Commissioner by security shipment direct from hardware supplier.
B. Protect materials against damage from mechanical abuse, plaster, salts, acids, staining and other foreign matter by an approved means during transportation, storage and erection and until completion of construction work. All unsatisfactory materials must be removed from the premises, and all damaged materials replaced with new materials.
C. Access and Storage Areas
1. All access routes and storage areas must be subject to the approval of the Commissioner in order to reduce interference with Airport Operations.
O’HARE INTERNATIONAL AIRPORT 08710-6 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
1.07 WARRANTIES AND GUARANTEES:
A. The following materials have special Manufacturer’s Warranties for the periods listed with each item, which may originate, in part or in whole, with the manufacturer or the fabricator and such warranties must be passed through the Contractor to the Department;
1. Provide a five (5) year Manufacturer’s warranty assuring, that the manufactured product to be free of defects in material and workmanship.
a. Warranty will include coverage for door closers and door hardware.
B. The Contractor must repair or replace defective materials and workmanship during the Contract Period and for five (5) years from the date of Substantial Completion of the Project. Defective material and workmanship include, but are not limited to, the following:
1. Repair or replace defective materials within warranty period.
1.08 EXTRA MATERIALS AND SPARE PARTS:
A. (Not Used)
1.09 ENVIRONMENTAL REQUIREMENTS:
A. (Not Used)
1.10 SPECIAL REQUIREMENTS:
A. Field Measurements - Before proceeding with the fabrication of the work, the Contractor must verify all dimensions and take such measurements as are required for proper fabrication and erection of the work.
B. Coordination - Coordinate Work of this Section with related Work specified in the other divisions/Sections of the Contract Documents.
1. Coordinate the Work with others directly affected by this Section involving manufacture or fabrication of internal reinforcement for door hardware.
O’HARE INTERNATIONAL AIRPORT 08710-7 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
PART 2 PRODUCTS
2.01 ACCEPTABLE SUPPLIERS:
A. One of the following Architectural Hardware Consultant (AHC) will be acceptable:
1. The Spargo Group, Inc., Elmhurst, IL. 60126
2. M-D Building Material Co / American Building Services, LLC, Wheeling, IL 60090-5704.
3. Allegion, Carmel, IN. 46032
2.02 TYPE AND QUALITY:
A. For purposes of designating type and quality of the product specified, Drawings and Specifications are based on the products of (name of company and location)
2.03 GENERAL REQUIREMENTS:
A. The hardware schedule is intended to cover all doors and establish type and standard of quality. However it must be the responsibility of the Contractor to examine the Drawings and other Sections of the Specifications and furnish proper hardware for all door openings.
1. If the Contractor notices any omissions in hardware groups, they must be immediately called to the attention of the Commissioner, prior to Award of Contract, for instructions; otherwise, the list must be considered complete and no extras will be allowed.
B. Where size and shape of door stile or door frame is such as to prevent the use of hardware types specified, hardware must be furnished of suitable types and design must be furnished, having as nearly as practicable, the same operation and quality as the hardware type specified. Size must be adequate for the service required.
C. Wherever labeled openings are indicated or required, the hardware must conform to the Underwriters' labeled requirements, including tagging and shipping to fabricators when hardware is required to be shop applied.
D. Furnish Phillips head type for all exposed screws; on lock fronts and strikes, butts door pulls, bolts, panic devices, etc.
O’HARE INTERNATIONAL AIRPORT 08710-8 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
E. Hardware for application to doors and frames must be made to each Manufacturer's standard templates. Template Drawings must be furnished to the door and frame Manufacturers for their use in preparing exact opening or other requirements, including necessary reinforcing for application of the various hardware items.
F. Fiber, wood or iron expansion shields for installing hardware items are not acceptable. Use lead anchors, or Molly or toggle bolts, whichever is appropriate.
2.04 FINISH:
A. Hinges
1. Exterior doors - satin stainless steel, BHMA 630.
2. Interior metal doors to be field painted - BHMA #600 primed for paint.
B. Knobs must be Lever Handles - Architectural door trim
1. Satin stainless, BHMA #630.
C. Door closers
1. Spray painted aluminum, BHMA #689.
D. All other hardware
1. Satin chromium plated, BHMA # 626.
2.05 PACKING AND MARKING:
A. All items of finish hardware must be packed in individual containers, marked with door mark and hardware set number corresponding to the door schedule and with item number from the hardware schedule to identify the contents and define their location in the building.
2.06 KEYING:
A. All locks must be master keyed and grand master keyed as directed by the Commissioner.
B. The Contractor must furnish all construction cylinders during the construction period. Construction cylinders must be removed and replaced with regular cylinders to be furnished with each lock when so directed by the Commissioner.
O’HARE INTERNATIONAL AIRPORT 08710-9 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
C. The hardware supplier must not deliver any change key, master keys, or knockout key to any one other than the Commissioners' representative and must only deliver same upon written notice from the Commissioner.
D. Hardware supplier must furnish the following:
1. Two (2) Control Keys.
2. Three (3) Grand Master Keys.
3. Six (6) Master Keys each Group.
4. Each lock must have four (4) individual keys, furnished for each operation.
5. Furnish One (1) Key Control system with tags and visible cross reference index for total number of individual keys plus 100%, equal to that manufactured by [Telkee, Inc.]
2.07 HARDWARE TYPES:
A. Hinges must (except as otherwise specified) conform to the following:
1. Meet requirements of ANSI A 156.1.
2. Include the following options:
a. Five (5) knuckle design.
b. Stainless steel pins.
c. Non-removable pins on reverse bevel doors to be locked.
d. Ball bearing construction.
e. Copper base coat on steel hinges.
3. Furnish quantity, size and gauge as recommended by the Manufacturer subject to the following minimum requirements:
a. Furnish two (2) hinges for each door leaf up to 60" in height and one (1) additional hinge for each 30" or fraction thereof over 60" in height.
b. Interior doors to have type A8112, full mortise-standard weight-ball bearing hinges.
c. Exterior doors to have type A5111, full mortise-heavy weight-ball bearing hinges.
O’HARE INTERNATIONAL AIRPORT 08710-10 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
d. One of the following Manufacturers will be acceptable:
(1) Hager Companies - St. Louis, MO 63104
(2) Lawrence Brothers, Inc. - Sterling, IL 61081
(3) Stanley Works - Farmington, CT 06032
B. Thrust Pivot Unit and Hinge Set must conform to the following:
1. Exterior Doors
a. Must consist of one (1) thrust pivot unit A856l plus three (3) type A8111 hinges.
C. Locksets must conform to the following:
1. Meet requirements for series 1000, operational grade 1 of ANSI A156. 13.
2. Trim to be minimum 0.080" thick; Sectional trim of one of the following Manufacturers will be acceptable:
a. Sargent & Co., "BC-Design".
b. Falcon Lock Co., "Hana-Gala".
c. Russwin, "Ashford".
d. Corbin, "Regency".
3. Locks for exterior doors must also conform to the requirements for security grade 2 of ANSI A156.13.
4. Knobs on doors to stairs, mechanical rooms and other hazardous areas must comply with the requirements of ANSI A1117.1.
5. Locks, trim, and cylinders must be of same Manufacturer.
6. Deadlocks must be of same Manufacturer and must conform to requirements of ANSI A 156.5.
D. Door closers must conform to the following:
1. Meet requirements for grade 1 closers in accordance with ANSI A 156.4.
2. Include the following options:
a. PT 4C
O’HARE INTERNATIONAL AIRPORT 08710-11 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
b. PT 4E
c. PT 4F on doors to rooms having toilet facilities for the handicapped.
3. Size of closers must be Manufacturers recommendations consistent with warranty.
4. Construction
a. Full rack and pinion type.
b. Metal covers.
c. Cast iron body.
d. Heat treating steel working parts.
5. Design of closers must be modern type with cover.
6. Unless otherwise indicated, mount closers on side of door away from corridors and public areas.
7. One of the following Manufacturers will be acceptable:
a. Corbin/Russwin, Berlin, CT 06037.
b. LCN Closers, Princeton, IL 61356.
c. Norton Door Controls, Charlotte, NC 28229.
d. Russwin Hardware, Berlin, CT 06037.
e. Sargent Manufacturing Co., New Haven, CT 06511.
E. Exit Devices must conform to the following:
1. Meet requirements of grade 1 of ANSI A 156.3.
2. Stainless steel crossbars.
3. One of the following Manufacturers will be acceptable:
a. Von Duprin, Inc., Inianapolis, IN 46206 - Series 33A/35A
b. Yale Security, Inc., Charlotte, NC 28229 - Series 2100
c. Adams Rite Manufacturing Co., City of Industry, CA 91749 - Series 8500.
F. Flush Bolts
1. Must meet requirements of proposed ANSI A156.16 (BHMA 1201), type L 04081.
O’HARE INTERNATIONAL AIRPORT 08710-12 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
2. Furnish dust proof strike to suit conditions.
G. Door Indicating Switches
1. Keeper switches must be Folger Adam Co., # ASSW 104A.
2. Door position switches must be Folger Adam Co., # ASSW 105A.
3. Flush bolt switches must be Folger Adam Co., # ASSW 102.
H. Electric Strikes
1. Electric Strikes must conform to requirements of ANSI A156.5 for Grade 1 Electric Strikes.
I. Must be Folger Adam 310 Series, model as required for specific lock.
J. Architectural Door Trim must conform to the following:
1. Meet requirements of ANSI A156.6.
2. Category J100 door protection plates.
a. Beveled three edges
b. Smooth finish
c. Type J102 kick plate, 10" high
d. Type J103 mop plate, 4" high
e. For push side of door, 1½” less than door width
f. For pull side of door, 1" less than door width
g. Provide type J103 on both sides of each door except the exterior face of exterior doors or where type J102 are schedules, unless otherwise noted.
3. Category [J300] push plates.
a. Beveled four edges.
b. Smooth finish.
c. Type J304, 8" x 16".
4. Category J400 door pulls.
a. Type J401 pull with type J304, 8" x 16".
b. Bevel edges of plates.
O’HARE INTERNATIONAL AIRPORT 08710-13 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
c. Smooth finish.
5. One of the following Manufacturers will be acceptable:
a. Hager Companies, St. Louis, MO 63104.
b. Hiawatha Inc., Bloomington, MN 55435.
c. H.B. Ives Manufacturing Co., Wallingford, CT 06492.
d. Rockwood Manufacturing Co., Rockwood, PA 15557.
K. Provide a stop for each door unless specifically indicated otherwise by a note, "no stops required". Stops must conform to the following:
1. Overhead stops and holders must meet requirements for ANSI A156.8.
2. Floor and wall stops must meet requirement of ANSI A 156.16.
3. Where wall conditions permit and stop can contact with knob or pull, use wall type bumper LO2101.
4. Where a wall type bumper cannot be used, furnish overhead holder type CO2511.
5. One of the following Manufacturers will be acceptable:
a. Overhead Holders
(1) Glynn-Johnson, Indianapolis, IN 46219 - 79 series.
(2) Yale Security, Inc., Charlotte, NC 28229 - 1100 series.
(3) LCN Closers, Princeton, IL 61356 - 1000 series.
b. Wall bumpers
(1) Glynn-Johnson, Indianapolis, IN 46219 - model # WS407.
(2) Hager Companies, St. Louis, MO 63104 - model # 230W.
(3) Hiawatha Inc., Bloomington, MN 55435 - model # 9212.
L. Thresholds
1. Must be furnished on all exterior doors.
O’HARE INTERNATIONAL AIRPORT 08710-14 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
2. Must be Zero Weatherstripping Company # 526 with full thermal Break.
M. Weatherstripping
1. Must be furnished on all exterior doors.
2. Must be Zero Weatherstripping # 328 with Cold Weather Neoprene Seals.
3. Rain Drip, Zero #11.
4. Astragal must be Zero # 41 where only 1 door leaf is active. Zero # 371 if both doors are active.
2.08 HARDWARE SCHEDULE:
A. The following hardware sets correspond to those indicated on the Drawings:
1. Set 1 Quantity Description – Exterior Double Door
a. Hinges 3 pair
b. Lockset - Entrance 2
c. Card Reader 1
d. Exit Device 2
e. Closer 2
f. Kick Plate 2
g. Keeper Switch 2
h. Door Position Switch 2
i. Stop 2
j. Threshold 1
k. Astragal – removable 1
l. Weather-stripping 2
2. Set 2 Quantity Description – Exterior Single Door
a. Hinges 1 ½ pair
b. Lockset – Entrance 1
c. Card Reader 1
O’HARE INTERNATIONAL AIRPORT 08710-15 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
d. Exit Device 1
e. Closer 1
f. Kick Plate 1
g. Keeper Switch 1
h. Door Position Switch 1
i. Stop 1
j. Threshold 1
k. Weather-stripping 1
3. Set 3 Quantity Description – Interior Double Door
a. Hinges 3 pair
b. Lockset – Passage 2
c. Closer 2
d. Kick Plate 2
e. Keeper Switch 2
f. Door Position Switch 2
g. Stop 2
4. Set 4 Quantity Description – Interior Opposing Swing Double Door
a. Hinges 3 pair
b. Lockset – Passage 2
c. Closer 2
d. Kick Plate 2
e. Keeper Switch 2
f. Door Position Switch 2
g. Stop 2
h. Astragal – removable 1
5. Set 5 Quantity Description – Interior Single Door
a. Hinges 1 ½ pair
b. Lockset – Passage 1
c. Closer 1
O’HARE INTERNATIONAL AIRPORT 08710-16 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
d. Kick Plate 1
e. Keeper Switch 1
f. Door Position Switch 1
g. Stop 1
6. Set 6 Quantity Description – Exterior Uneven Double Door - SS
a. Hinges 3 pair
b. Lockset – Entrance 2
c. Card Reader 1
d. Exit Device 2
e. Closer 2
f. Kick Plate 2
g. Keeper Switch 2
h. Door Position Switch 2
i. Stop 2
j. Threshold 1
k. Astragal – removable 1
l. Weather-stripping 2
7. Set 7 Quantity Description
a. Hinges 1 ½ pair
b. Lockset – storeroom 1
c. Closer 1
d. Kick Plate 1
e. Mop Plate 1
f. Keeper Switch 1
g. Door Position Switch 1
h. Stop 1
i. Threshold 1
j. Weather-stripping 1
O’HARE INTERNATIONAL AIRPORT 08710-17 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
8. Set 8 Quantity Description – Exterior Gate
a. Hinges, HD Barrel hinges 1 pair
b. Lockset, Industrial gate lock 1
PART 3 EXECUTION
3.01 INSTALLATION:
A. The installation of all finish hardware furnished under this Section is specified under other Sections of the Specifications. The Contractor must be responsible for receipt of hardware at the job site and must provide proper storage facilities and distribution for installation. A competent representative of the Manufacturer must be available to inspect and/or supervise the installation.
3.02 GENERAL CLEAN-UP:
A. All rubbish and debris resulting from the Work of this Section must be collected, removed from the site and disposed of legally.
B. All work areas must be left in a broom clean condition.
END OF SECTION 08710
O’HARE INTERNATIONAL AIRPORT 08710-18 DOOR HARDWARE
EMERGENCY AND STANDBY POWER CDA SPECIFICATION NO.: 135580
SYSTEM REPLACEMENT – GENERATORS 1-6 ADDENDUM NO. 6
CDA PROJECT NO: H7095.12-00 08/30/2016
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DEPARTMENT OF PROCUREMENT SERVICES
CITY OF CHICAGO
MAYOR
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CHICAGO - O'HARE INTERNATIONAL AIRPORT
JAMIE RHEE, CHIEF PROCUREMENT OFFICER
RAHM EMANUEL
CHICAGO DEPARTMENT OF AVIATION
CHICAGO DEPARTMENT OF AVIATION
CHICAGO DEPARTMENT OF AVIATION
PROJECT NO. H7095.12-00
LOCATIONPROJECT
REPLACEMENT - GENERATORS 1 - 6
EMERGENCY AND STANDBY POWER SYSTEM
O'HARE INTERNATIONAL AIRPORT
GINGER S. EVANS
COMMISSIONER
Commissioner
Ginger S. Evans
CONTRACT AND SPECIFICATION NO. 135580
30 AUGUST 2016
ADDENDUM NO. 6
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DEMOLISH CATWALKMEZZANINE ANDSTRUCTURE
ENCLOSE ROOF OPENING AFTERSTACKS HAVE BEEN DEMOLISHED,TYP. MATCH EXISTING ROOF SYSTEM
ENCLOSE ROOF OPENING AFTERSTACKS HAVE BEEN DEMOLISHED,
TYP. MATCH EXISTING ROOF SYSTEM
8'-6
"
8'-6" 25'-6" 34'-0" 29'-9" 25'-6" 29'-9"
25'-6
"25
'-6"
8'-6
"
GENERAL NOTES:
1. CONTRACTOR SHALL CHECK WITH CDA ON ROOFWARRANTY BEFORE DOING ANY WORK.
2. BASED ON AVAILABLE AS-BUILT DOCUMENTATIONAND CASUAL FIELD OBSERVATIONS, THE H&R ROOFIS A 4 PLY BUILT UP ROOF, WITH APPROXIMATELY 4"OF RIGID INSULATION.
DEMOLISH EXISTING EQUIPMENTAND CONCRETE PAD. REPAIRFLOOR OPENINGS
REMOVE EXISTING THINSETQUARRY TILE FLOORING,EXISTING CONCRETE TOPPINGTO REMAIN
DEMOLISH EXISTING STACKS ANDREPAIR ROOF OPENINGS
T/EXISTING DECK
EXISTING ROOF ASSEMBLY TO REMAIN
EXISTING ROOF DECK
NEW STEEL DECK SUPPORTAROUND ROOF INFILL
V.I.F
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NEW ROOF DECK, MATCH EXISTING
MATCH EXISTING ROOF SYSTEMTYP.
6"
TYP.
4"
NEW VAPOR BARRIER
V.I.
F
LEAVE 6" OF EXISTING VAPOR BARRIER &MOP IN W/ NEW VAPOR BARRIER ALLAROUND NEW ROOF INFILL
O'HARE INTERNATIONAL AIRPORT
EMERGENCY AND STAND BY POWERSYSTEM REPLACEMENT - GENERATORS 1-6
EPSTEIN PROJECT NUMBER: 12282
MAYOR
CHICAGO DEPARTMENT OF AVIATION
O'HARE INTERNATIONAL AIRPORTCITY OF CHICAGO
RAHM EMANUEL
GINGER S. EVANSCOMMISSIONER
DATEREV DESCRIPTION
DATE:
SHEET NO. REVISION
PROJECT NO.:
DESIGNED: DRAWN: CHECKED:
H7095.12-00
SHEET TITLE:
PROJECT NAME:
APPROVED AS WORKING PLANBY:
12345678
12345678
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CCJM Engineers, Ltd.Engineering Infrastructure SolutionsTwo North Riverside Plaza, Suite 1050Chicago, Illinois 60606-2600312.669.0609 312.669.0525 Faxe-mail: [email protected]
600 W. FULTONCHICAGO, IL. 60661T 312.454.9100 F 312.559.1217
CONSULTANT
SUB-CONSULTANTS
CONCOURSE
TERMINAL 2 TERMINAL 3
CONCOURSE
TERMINAL 1
" F "
" E "
CONCOURSE
" G " " H "
CONCOURSE
" K "
CONCOURSE
CONCOURSE
" L "
H&R
TERMINAL
" 5 "
GENERATOR BLDG
CONCOURSE
" B "
CONCOURSE
" C "
" M "
CONCOURSE
HILTON
4
08/30/2016
A 02 001
ARCHITECTURAL DEMOLITION
WE WE JR
SCALE: 1/8" = 1'-0"1 H&R DEMOLITION PLAN
1 THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION BETWEEN ALL SUB-CONTRACTORS.2 THE CONTRACTOR SHALL BE RESPONSIBLE FOR VISITING THE SITE TO BECOME FAMILIAR WITH AND VERIFY THE EXISTING CONDITIONS. THESE DEMOLITION DRAWINGS SHALL SERVE TO AID THE CONTRACTOR IN THEIR
EVALUATION OF THE EXTENT OF DEMOLITION; BUT SHALL NOT BE HELD TO BE ALL INCLUSIVE.3 THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ALL DEMOLITION REQUIRED FOR THE INSTALLATION OF NEW CONSTRUCTION AND AS NECESSARY TO FULFILL THE PURPOSE AND INTENT OF THE FINISHED WORK,
WHETHER OR NOT IT IS SPECIFICALLY SHOWN OR NOTED IN THESE DOCUMENTS.4 THE CONTRACTOR SHALL FIELD INSPECT ALL DEMOLITION WORK PRIOR TO ITS REMOVAL, TO INSURE SUCH REMOVAL DOES NOT IMPAIR THE STRUCTURAL INTEGRITY OF THE EXISTING BUILDING. IF THE INSPECTION
INDICATES THAT THE STRUCTURAL INTEGRITY MAY BE IMPAIRED, NOTIFY THE ARCHITECT IMMEDIATELY.5 THE CONTRACTOR SHALL VERIFY IN FIELD THE EXISTING CONDITIONS AND RELATED DIMENSIONS INDICATED IN THE DESIGN DOCUMENTS PRIOR TO IMPLEMENTING THE WORK, INCLUDING ORDERING MATERIALS. ANY
DISCREPANCIES THAT DIFFER FROM THAT INDICATED IN THE DESIGN DOCUMENTS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW PRIOR TO IMPLEMENTING THE WORK.6 THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN ALL REQUIRED MEANS OF EGRESS CONTINUOUSLY DURING CONSTRUCTION. IF ANY MEANS OF EGRESS WILL BE AFFECTED BY CONSTRUCTION THE CONTRACTOR IS TO
SUBMIT A CONSTRUCTION PLAN TO THE ARCHITECT AND THE OWNER TO DEMONSTRATE THAT ALL MEANS OF EGRESS WILL BE MAINTAINED CONTINUOUSLY DURING CONSTRUCTION.7 THE CONTRACTORS SHALL BE RESPONSIBLE FOR PROVIDING, INSTALLING AND MAINTAINING DUST TIGHT TEMPORARY CONSTRUCTION BARRIERS TO ALL AREAS WITHIN THE CONSTRUCTION LIMIT LINES, DURING THE
CONSTRUCTION PROCESS. LOCATIONS SHALL BE COORDINATED WITH THE OWNER. THE BARRIERS THERMALLY PERFORM TO MATCH THAT OF THE EXISTING CONSTRUCTION WHEN BARRIER IS TO SEPARATES EXTERIORAND INTERIOR CONDITIONS.
8 ANY SITUATION THAT IN THE OPINION OF THE OWNER, THEIR STAFF, AND/OR REPRESENTATIVE OF THE OWNER, CONSTITUTES A HAZARD TO THE EXISTING OPERATION WHETHER IT BE NOISE, DUST, ODOR OR IN ANY WAYAFFECTS THE OWNERS OPERATIONS, WILL UPON REQUEST OF THE OWNER IMMEDIATELY CEASE UNTIL THE SITUATION IS RECTIFIED. NO ADDITIONAL COMPENSATION WILL BE PAID OR CONSIDERED IF WORK IS STOPPEDFOR ANY OF THE ABOVE REASONS.
9 ALL WORK DEEMED DISRUPTIVE BECAUSE OF NOISE, DUST, ODORS OR GENERALLY AFFECTS EXISTING OPERATIONS WILL UPON REQUEST OF THE OWNER IMMEDIATELY CEASE AND BE PERFORMED AT NIGHT. THE HOURSFOR NIGHT WORK WILL BE DETERMINED ON A CASE BY CASE BASIS AND BE APPROVED BY THE OWNER. NO ADDITIONAL COMPENSATION WILL BE PAID OR CONSIDERED IF WORK IS STOPPED FOR ANY OF THE ABOVEREASONS.
10 UNLESS NOTED OTHERWISE ALL DEMOLITION AND EXCAVATED MATERIAL BECOMES THE PROPERTY OF THE CONTRACTORS AND IS TO BE REMOVED FROM THE PROPERTY, IN A LEGAL MANNER. NO STOCKPILING OF THESEMATERIALS WILL BE ALLOWED ON THE PROPERTY OR WITHIN THE PROJECT AREA. THE OWNER RESERVES THE RIGHT AND SHALL BE GIVEN THE OPPORTUNITY TO CLAIM ITEMS, WHETHER OR NOT THOSE ITEMS WERESPECIFICALLY NOTED IN THE DRAWINGS.
11 IN THE EVENT THAT UNEXPECTED REGULATED SUBSTANCES ARE ENCOUNTERED DURING THE WORK, THE CONTRACTOR SHALL COMPLY WITH APPLICABLE STATE AND LOCAL REGULATIONS/LAWS.12 PROTECT FROM DEMOLITION AND CONSTRUCTION WORK, ALL “EXISTING TO REMAIN” FIXTURES AND EQUIPMENT REQUIRED TO REMAIN IN PLACE DURING CONSTRUCTION.13 REMOVE EXISTING FINISHES AS REQUIRED TO INSTALL NEW FINISHES. PREPARE SURFACES TO RECEIVE NEW FINISH AS PER MANUFACTURER’S PRINTED INSTRUCTIONS.14 ALL WALLS, PARTITIONS, CEILINGS, FLOORS AND ROOFS TO REMAIN THAT NEED TO BE REMOVED TO GAIN ACCESS FOR NEW OR DEMOLITION WORK OF ANY BUILDING SYSTEM SHALL BE PATCHED TO MATCH ADJUNCT
EXISTING CONDITIONS. ALL WORK TO APPEAR UNNOTICEABLE AFTER COMPLETION.15 OPENINGS IN WALLS, FLOORS, CEILINGS, ETC THAT REMAIN UNUSED FROM THE REMOVAL OF DUCTS, PIPES, CONDUIT, ETC. ARE TO BE FILLED. ALL FILLED AND PATCHED WORK TO MATCH EXISTING ADJACENT MATERIAL
AND FINISHES. ALL WORK TO APPEAR UNNOTICEABLE AFTER COMPLETION.16 WHEN ITEM(S)/SYSTEM(S) ARE INDICATED TO BE REMOVED/DEMOLISHED ALL COMPONENTS OF THE ITEM(S)/SYSTEM(S) (INCLUDED BUT NOT LIMITED TO ANCHORS, CLIPS, HANGERS, SUPPORT) ARE TO BE
REMOVED/DEMOLISHED. CAP AS NECESSARY
DEMOLITION NOTES
0ft
Scale: 1/8" = 1'-0"
8'-0" 16'-0" 24'-0"
1 05/13/2016 ISSUED FOR BID2 05/20/2016 ISSUED FOR PERMIT3 08/10/2016 ADDENDUM NO.44 08/30/2016 ADDENDUM NO.6
SCALE: 1 1/2" = 1'-0"2 ROOF INFILL DETAIL
480V, 3Φ, 4W, 400A BUS
400AS
TRF24001112.5kVA4160V-480/277V 3P, 4W
TO EXISTINGFUSED SWITCH
FED FROMCECO NC-5603
VIA METER140300535
EMDP-50L1
TO CPP-165NLOCATED IN F5
VAULT
TO EMDP-50L2(EM LIGHTING)
1ATSIB-200-B-002
150A
1ATS-200-B-001
100A
ESB-24001
4160V FEEDER FROM SHEET E 05 025 4160V FEEDER TO TRF20002SEE SHEET E 05 031
TO EXISTING PANELC1TY-DP-50AL
LOCATED INBASEMENT
SWITCHGEAR ROOM
3ATS-200-B-002
100A
CONCOURSE E &FWASHROOMS
100AS70AF
3ATS-200-B-001
600A
TOTENANT/CONCESSIONS
SWITCHBOARDLOCATED INTHE LOWERLEVEL APEXELECTRICAL
ROOM
ESB-24002
TO CEM-165NLOCATED IN F5
VAULT (EM LTG &SUMP PUMPS)
600AS600AF
TRF240024160V-480/277V 3P, 4W500kVA
DATEREV DESCRIPTION
1
DATE:
SHEET NO. REVISION
SHEET TITLE:
PROJECT NAME:
2345678
12345678
$FIL
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APPROVED AS WORKING PLANBY:
PROJECT NO.:
DESIGNED: DRAWN: CHECKED:
$DA
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$TIM
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08.10.2016
O'HARE INTERNATIONAL AIRPORT
H7095.12-00
EMERGENCY AND STAND BY POWERSYSTEM REPLACEMENT - GENERATORS 1-6
EPSTEIN PROJECT NUMBER: 12282
MAYOR
CHICAGO DEPARTMENT OF AVIATION
O'HARE INTERNATIONAL AIRPORTCITY OF CHICAGO
RAHM EMANUEL
CCJM Engineers, Ltd.Engineering Infrastructure SolutionsTwo North Riverside Plaza, Suite 1050Chicago, Illinois 60606-2600312.669.0609 312.669.0525 Faxe-mail: [email protected]
600 W. FULTONCHICAGO, IL. 60661T 312.454.9100 F 312.559.1217
CONSULTANT
SUB-CONSULTANTS
GINGER S. EVANSCOMMISSIONER
E 05 029
T2 EM & STANDBY SINGLELINE - NC-5603 - NEW
GENERAL NOTES:
A. UNLESS NOTED OTHERWISE ALLEQUIPMENT SHOWN IS EXISTINGTO REMAIN.
B. REFER TO CONTROLS DRAWINGSFOR ALL NEW ATS CONTROLWIRING.
C. REFER TO E 01 002 FOR FEEDERSCHEDULE.
D. EXISTING EQUIPMENT ANDCIRCUITING SHOWN IS BASED ONTHE BEST AVAILABLE AS-BUILTDOCUMENTATION AND CASUALFIELD OBSERVATIONS AT THETIME OF DESIGN. ANYDISCREPANCIES BETWEEN THEDRAWINGS AND THE EXISTINGFIELD FIELD CONDITIONS SHALLBE REPORTED TO THE ENGINEERAND COMMISSIONER PRIOR TODISTURBING THE EXISTINGINSTALLATION.
E. REFER TO NOTES ON SHEETS E01 002 AND SHEETS G 01 002-G 01005 FOR ADDITIONALREQUIREMENTS.
KEYNOTES:
1. PROVIDE NEW ATS ANDCONNECT AS SHOWN.
2. PROVIDE MODULAR SPLICESYSTEM EQUAL TO 3M 5815SERIES AND USE TO SPLICEFEEDER IN JUNCTION BOX INTERMINAL 2 AND FEEDEQUIPMENT AS SHOWN. REFERTO NOTE 5 ON E 03 014 FORAPPROXIMATE LOCATION OFSPLICE.
3. PROVIDE NEW SWITCH ANDTRANSFORMER AS SHOWN ANDUSE TO FEED NEWDISTRIBUTION. PROVIDEADDITIONAL LUGS IN ESB24002AS REQUIRED TOACCOMMODATE NEW FEEDERSEGMENTS. LOCATE NEWEQUIPMENT IN RING TUNNEL ATAPEX.
4. USE EXISTING SPARE 800 AFBREAKER IN SWITCHGEAR ANDUSE TO FEED NEW ATS ASSHOWN. MODIFY EXISTING TRIPUNIT AS REQUIRED FOR A 600AT.REFER TO SHEET E 03 014 FORLOCATION OF LOWER LEVELAPEX ELECTRICAL ROOM.
5. TO ATSC-200-B-002 LOCATED INTERMINAL 2 APEX LOWER LEVELELECTRICAL ROOM.
6. SEE DETAIL 2 ON E 05 063 FORCONTINUATION.
7. DISCONNECT EXISTING BRANCHCIRCUITS IN EXISTING PANELSC1TY 5KL3, LP-25026, C1TY 5KL4,LP25027 AND EXTEND TO NEWPANEL AS SHOWN.
8. PROVIDE NEW 50A/3P CIRCUITBREAKER IN EXISTING PANELC1TY DP-50A1 AND USE TO FEEDNEW ATS AS SHOWN.
9. TO ATSC-121-B-002 LOCATED INVAULT 10.
JR JR MS
4
1 ISSUED FOR BID2 ISSUED FOR PERMIT3 ADDENDUM NO. 44 ADDENDUM NO. 6
SUBSURFACE EXPLORATION AND
GEOTECHNICAL ANALYSIS REPORT
O’Hare International Airport
Emergency and Standby System Generator Building
Chicago, Illinois 60666
Prepared for
City of Chicago Department of Aviation 10510 W. Zemke Road Chicago, Illinois 60666
August 19, 2014
August 19, 2014 Mr. Joe Romano, P.E. Project Engineer Epstein 600 West Fulton Street Chicago, IL 60661 Subsurface Exploration and Geotechnical Analysis Report O’Hare International Airport Emergency and Standby System Replacement – Generator Building Chicago, Illinois 60666 Dear Mr. Romano: Attached is a copy of the Subsurface Exploration and Geotechnical Analysis Report for the above referenced project. The report provides a detailed description of the site investigation, the subsurface and groundwater conditions encountered, recommendations regarding foundation type and allowable bearing capacity, the estimated settlement, geotechnical engineering parameters for foundation design, and construction considerations. Based on the soil conditions encountered, the proposed building may be supported on a shallow foundation system consisting of conventional spread and continuous footings. Should you have any questions or require additional information, please call us at 312‐733‐6262. Sincerely, Dawn Edgell, P.E. Ala E Sassila, Ph.D., P.E. Senior Engineer Principal
855 West Adams Street, Suite 200 Chicago, IL 60607
Integrity | Quality | Reliability
Table of Contents
1.0 INTRODUCTION ................................................................................................................. 1
1.1 Project Information ............................................................................................... 1
1.2 Purpose and Scope of Services .......................................................................... 1
2.0 FIELD INVESTIGATION ..................................................................................................... 2
2.1 Field Investigation ................................................................................................ 2
2.2 Sampling Procedures ........................................................................................... 2
2.3 Existing Site Conditions ....................................................................................... 3
2.4 Subsurface Soil Conditions ................................................................................. 3
2.5 Groundwater Conditions ...................................................................................... 4
3.0 GEOTECHNICAL ANALYSIS AND RECOMMENDATIONS ............................................. 5
3.1 Foundation Analysis and Design ........................................................................ 5
3.2 Lateral Earth Pressure – Below Grade Vault ................................................................ 7
3.3 Floor Slab .............................................................................................................. 8
3.4 Pavement Design .................................................................................................. 9
4.0 CONSTRUCTION CONSIDERATIONS ............................................................................ 11
4.1 Site Stripping and Grubbing .............................................................................. 11
4.2 Existing Utilities .................................................................................................. 11
4.3 Subgrade Preparation ........................................................................................ 11
4.4 Wet/Unstable Subgrade Mitigation .................................................................... 12
4.5 Floor Slab Preparation ....................................................................................... 12
4.6 General Excavation ............................................................................................. 13
4.7 Approved Fill Material and Placement .............................................................. 13
4.8 Drainage and Groundwater Control .................................................................. 15
5.0 LIMITATIONS ................................................................................................................... 16
ATTACHMENTS
Exhibit 1 Site Location Plan
Exhibit 2 Boring Location Plan
Appendix A Site Photos
Appendix B Soil Boring Logs
Page - 1 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
1.0 Introduction
This report presents the results of the subsurface exploration and geotechnical analysis by GSG
Consultants, Inc. (GSG) for the construction of the proposed Emergency and Standby Generator
building. The site is located as shown in Exhibit 1.
1.1 Project Information
GSG understands that the proposed project will consist of the construction of a building to house
six emergency and standby system generators, as well as fuel tanks, switchgear units, and a
storage area. Based on information provided by Epstein, the building will consist of a one-story
high roof structure approximately 25 feet tall. The building will also have a below grade vault
area covering approximately the western 1/3 of the building. This below grade vault will be
approximately 11 feet below finished grade. Preliminary design drawings indicate that the
proposed finished floor elevation of the main building will be 100 feet. Minor grading and
earthwork is anticipated for the site; preliminary grading plans show the finished floor elevation
will be at elevation 657 feet.
1.2 Purpose and Scope of Services
The purpose of the subsurface exploration and geotechnical analysis was to characterize the
subsurface soil conditions and to provide information regarding the physical characteristics and
engineering properties of the subsurface soils within the investigation area. The site
investigation included advancing a total of five (5) soil borings to evaluate the subsurface soil for
the proposed building foundations.
Page - 2 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
2.0 Field Investigation
2.1 Field Investigation
The subsurface soil investigation was conducted on July 10th, 2014, and included advancing a
total of five (5) soil borings; 4 to a depth of approximately 20 feet below the existing surface
grade, and 1 to approximately 25 feet below the existing surface grade. The locations of the soil
borings were provided by GSG and staked in the field by representatives of Chicago Department
of Aviation (CDA). Borings B-3 was offset in the field due to existing landscaping features.
The remaining borings were drilling where accessible and clear of utilities. The locations of the
actual completed soil borings are shown on the Soil Boring Location Map (Exhibit 2).
Geo Services Inc. was contracted to perform the field exploration activities by the CDA. The
soil borings were advanced using a D-25 drill rig equipped with 2¼-inch I.D. hollow-stem
augers using standard penetration test procedures in accordance with the ASTM D1586,
“Penetration Test and Split-barrel Sampling of Soil.” Water level measurements were made in
each boring when evidence of free groundwater was detected on the drill rods or in the samples.
The boreholes were also checked for free water immediately after auger removal, and before
filling the open boreholes with soil cuttings. For safety reasons, the boreholes were not left open
for long term observations.
2.2 Sampling Procedures
GSG collected representative soil samples from each of the soil borings using standard
penetration test procedures. In this procedure, a 2 inch O.D. split-spoon sampler is driven 18
inches into undisturbed soil using 140 pound hammer dropped 30 inches. The number of
hammer drops (Blow Counts) was recorded at six (6) inch intervals for each sample collected.
The upper six inches are ignored for “seating” of the sampler. The number of blows needed to
advance the sampler the remaining 12 inches is called the standard penetration test (SPT). The
blow counts recorded during field activities are shown on the Soil Boring Logs (Appendix B).
GSG’s field representative visually classified the soils according to the Unified Soil
Classification System (ASTM 2487), performed pocket penetrometer and Rimac tests on all
cohesive soil samples to estimate their unconfined compressive strength, and obtained relatively
undisturbed samples for laboratory testing. The results of the unconfined compressive strength
tests are shown on the boring logs.
2.0 Field Investigation
Page - 3 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
2.3 Existing Site Conditions
The site is currently a landscaped grass area with large trees, shrubs, and flowers across from the
O’Hare Airport Rescue facility. The site slopes up in the middle to form a hill with about 6 feet
of change in grade from the surrounding streets. Photographs of the area and the boring
locations are included in Appendix A.
2.4 Subsurface Soil Conditions
The surface of the borings encountered topsoil thicknesses ranging from 12 to 48 inches. Below
the topsoil, each of the borings encountered fill materials that typically consisted of clay with
trace gravel and/or trace organics, and gravel which extended to depths of about 2 to 8.5 feet
below the existing ground surface. In all of the borings except B-4, the fill materials were
underlain by layers of very stiff to very hard, brown and gray clay and silty clay, which extended
to the boring termination depths of 20 and 25 feet below existing grade. Below the fill in B-4,
the boring encountered loose, brown sand material to a depth of 12 feet below grade. The sand
was then underlain by stiff to hard, brown and gray clay and silty clay to the boring termination
depth of 20 feet.
The Soil Boring Logs (Appendix B) provide specific conditions encountered at each boring
location. The soil boring logs include soil descriptions, stratifications, penetration resistances,
location of the samples, and laboratory test data. The stratification shown on the boring logs
represent the conditions only at the actual borings locations. The stratification represents the
approximate boundary between subsurface materials; however the actual transition may be
gradual. The following table summarizes the range of results from the field and laboratory
testing programs. Please refer to the attached boring logs for more specific information.
2.0 Field Investigation
Page - 4 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
SOIL STRATA
App
roxi
mat
e D
epth
R
ange
, fee
t
RANGE OF PROPERTY VALUES
Stan
dard
P
enet
rati
on, N
(bpf
)
Moi
stur
e C
onte
nt, %
Tot
al U
nit
Wei
ght,
pcf
Unc
onfi
ned
Com
pres
sive
Str
engt
h,
Qu
(tsf
)
Liq
uid
Lim
it, %
Pla
stic
Lim
it, %
Undocumented Fill 2.5-8 8-20 16-28 - 2 – 5 - -
Lean Clay and Silty Clay (CL)
2.5-25 9-35 13-22 135 2.5 – 9.5 37-40 16-18
Poorly Graded Sand (SP) – B-4 only 5-12 4-5 5-6 - - - -
2.5 Groundwater Conditions
GSG measured the groundwater levels during the drilling activities and immediately after
completing the drilling activities. Groundwater was not encountered in any of the boring
locations.
It is anticipated that the long term water table is at least 18 feet below the existing ground surface
approximately near elevation 640 feet, based on the change in the color of the soils from brown
and gray to gray. The brown color of the soil is typically due to oxidation which occurs above
water table. A long period of time is typically required for a water level to develop and stabilize
in a predominately cohesive subsurface profile, such as encountered at the site. Long term
observations in cased borings or piezometers would be necessary to more accurately evaluate
groundwater conditions at the site. In general, it should be noted that groundwater level may
fluctuate based on seasonal precipitation, evaporation, surface run-off and other factors.
Page - 5 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
3.0 Geotechnical Analysis and Recommendations
This section presents GSG’s geotechnical engineering analysis and foundation recommendations
for the site, which are based on the results of the field exploration program, laboratory results,
and project information provided by the client.
3.1 Foundation Analysis and Design
The type of foundation utilized for a structure is normally dependent upon soil type, soil
consistency, magnitude of loads, and anticipated settlement based on the selected foundation
system. The existing fill and topsoil materials observed within the borings are not considered
suitable for support of new foundations. The proposed floor slab may be supported on exiting
fill provided it is tested and evaluated in accordance with the recommendations herein. The
proposed building foundations should be supported upon the native soil encountered below the
fill materials.
3.1.1 Building Foundation Based on preliminary design information provided by Epstein, the proposed building will consist
of a high-roof single story structure. The western 1/3 of the building will have a below grade
vault area approximately 11 feet below finished floor elevation of the main building. The
remainder of the building will be supported at or near existing grade.
Based on the results of the subsurface investigation and the design information provided, the
proposed building could be supported upon conventional shallow spread and continuous footing
foundation system, bearing on the native very stiff to very hard clay encountered below the fill
materials. The existing fill materials are not considered suitable for support of foundations.
Foundations bearing on the native clays or new engineered fill backfilled to design elevation
could be designed for net allowable bearing capacity of 4,000 psf. An assumed allowable total
settlement of one inch and an allowable differential settlement of one half inch were used while
calculating the bearing capacity. If any of the assumptions or design loading information above
is not correct or has been changed, GSG should be contacted to re-evaluate the foundation design
recommendations.
Where the existing fill materials are encountered at design elevations, these soils should be over-
excavated and replaced with granular structural fill to the proposed footing grade elevation.
Based on the depth of the existing fill materials encountered in the borings and the anticipated
design elevation of the foundations, undercuts of up to 3 feet may be anticipated, particularly
along the eastern wall, in order to reach native bearing soils. The foundations could then either
3.0 Geotechnical Analysis and Recommendations
Page - 6 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
be designed at the lower elevation, or the over excavation should be backfilled to the bearing
grade with granular structural fill. The lateral limit of engineered fill placed beneath the footing
should extend a minimum 1 foot beyond the outside edges of the footing and from that point
outward laterally 1 foot for every 2 feet of fill thickness below the footing. The granular
structural fill should be placed in accordance with the Construction Considerations Section 4.0 of
this report.
The minimum depth of the foundation bearing grade should be 3.5 feet below the final exterior
grade to alleviate the effects of frost. Spread footings should have a minimum plan dimension of
4 feet and should be at least 12 inches thick. Continuous footings should have a minimum width
of 2 feet and should be at least 10 inches thick. The actual footing thickness and reinforcement
should be determined by a structural analysis of the individual footings with chosen plan
dimensions.
Boring Number
Depth to Termination (feet bgs) 1
Approx. Ground
Elevation2
Suitable Bearing Soil (4,000 PSF) 3
Depth to Top of
Suitable Soil (Feet,
bgs)
Elevation of
Top of Suitable
Bearing Soil
Soil Type4
Estimated Unconfined
Compressive Strength (TSF) 6
SPT 'N' Value7,8
B-01 20.0 659.5 4 655.5 Brown and Gray CLAY
3.5 9 to 15
B-02 20.0 657.5 2.5 655.0 Brown SILTY CLAY
6 15 to 22
B-03 20.0 658.9 8.5 650.4 Brown SILTY CLAY
6 12 to 20
B-04 20.0 660.05 12 648.0 Brown and Gray SILTY CLAY
6 11 to 19
B-05 25.0 658.53 6.5 652 Brown and Gray CLAY
9 19 to 35
Notes:
1 'bgs' means Below Ground Surface.
2 Ground elevations at the boring locations were provided at the staked locations.
3 Suitable bearing soil defined as soil with a bearing capacity of 4,000 pounds per square foot.
3.0 Geotechnical Analysis and Recommendations
Page - 7 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
4 Additional details of soils encountered are provided on the Soil Boring Logs.
5 United Soil Classification System (USCS) designation derived from a visual inspection of soil samples and is based on the textural assessment of the observed samples.
6 Unconfined Compressive strength estimated in tons per square foot (TSF) using a calibrated, hand-held penetrometer.
7 See Soil Boring Logs for blow counts obtained from Standard Penetration Tests performed at each sampling interval.
8 'N' value is the total number of blows required to advance the split spoon sampler the last 12 inches of each 18-inch sampling interval.
3.1.2 Lateral Load Resistance for Shallow Foundations Resistance to lateral loads can be provided by a combination of friction at the foundation base
and slab-on-grade, and by passive resistance acting against the vertical faces of foundation
elements. A coefficient of friction of 0.40 may be used for footings. For passive resistance, an
equivalent fluid pressure of 275 pounds per cubic foot (pcf) acting against the footing may be
used. Passive resistance in the upper one foot of soil should be neglected unless the area is
covered by concrete or pavement. The friction and passive resistance may be used concurrently
provided the passive resistance is reduced by 50%.
3.2 Lateral Earth Pressure – Below Grade Vault
The proposed below grade vault walls should be designed to retain lateral earth pressures using
the following design parameters. Lateral earth pressure is normally influenced by the structural
design of the walls, restrained condition of the wall, and strength of materials being restrained.
The active earth pressure is normally used for the design of freestanding cantilever retaining
walls, and assumes wall movement. The at‐rest condition assumes no wall rotation and is
usually applicable for basement walls and elevator pits. The actual earth pressure on the walls
will vary based on type of backfill materials used and how backfill is compacted. Temporary
and permanent surcharge loads should be also included with the earth and hydrostatic lateral
pressures applied to the walls. This may include sidewalks, floor slabs, construction equipment,
and loads due to any adjacent shallow footings that are placed within a zone of influence, which
includes a 45 degree line extending upward and outward from the base of the wall. The
following table presents recommended design criteria for retaining walls and subsurface
structures.
3.0 Geotechnical Analysis and Recommendations
Page - 8 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
Vertical surcharge loads should be multiplied by the factor of 0.5 for at‐rest case to calculate
lateral earth pressure. It is recommended that wall be designed for the drained condition. For
the drained wall condition, GSG recommends placing free‐draining granular backfill, such as CA‐
7, behind the walls to provide proper drainage. The free‐draining backfill should extend
horizontally a minimum of 2 feet from the back of the wall, and should extend from the bottom
of the wall to within 2 feet of the final surface grade. A drain tile consisting of perforated, rigid
plastic pipe should be installed at the base of the wall to prevent hydrostatic loading on the
wall. The drain tile should be surrounded by clean, well graded granular materials, and be
wrapped with a geotextile filter fabric. The drain tile system should be tied into a sump pit with
automatic pumping system. The granular fill should be placed in 8‐inch lifts and compacted to
95% of the material’s Standard Proctor maximum dry density according to ASTM D698. GSG
recommends compacting the materials directly behind the wall with the use of light, hand held
compactors. Heavy compaction and grading equipment should not be allowed to operate
within 15 feet of the wall during backfilling to avoid developing excessive lateral earth pressure
that may damage the wall.
3.3 Floor Slab
3.3.1 Slab-on-Grade Design Floor slab-on-grade should be structurally independent of the rest of the foundation system, and
should be designed based on the anticipated use and loading. Concrete floor slabs should be
supported on a layer of compacted granular fill consisting of a minimum of 8 inches of CA-6
stone placed upon a minimum of 4 inches of free draining stone such as IDOT CA-7. The free
draining stone will act as a capillary cutoff layer and may reduce the potential for soil moisture
migrating upwards toward the slab, and thus will provide drainage and minimize dampness in the
floor slab.
Backfill
Configuration
Earth
Pressure
Earth
Pressure
Coefficient
Insitu Unit
Weight of
Backfill
Equivalent Fluid
Density (pcf)
(Drained Condition)
Level At Rest 0.50 120 60
Level Passive 3.00 120 360
3.0 Geotechnical Analysis and Recommendations
Page - 9 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
After the initial site preparation and topsoil removal, the existing fill materials at the exposed
subgrade level should be tested and observed. Based on the topsoil thicknesses encountered and
the finished floor elevation, approximately 1 to 2 feet of new engineered fill will likely be
necessary to reach subgrade elevation. It is anticipated then some of the existing fill materials
will remain in place below the proposed at-grade floor slab for the eastern portion of the
building. The fill materials present at the exposed subgrade level should be evaluated during
construction, and any unsuitable material should be removed in accordance with the
Construction Considerations Section 4.0 of this report. Prior to the placement of any granular
fill, the subgrade should also be prepared in accordance with the procedures outlined in the
Construction Considerations section of this report.
The slab-on-grade should be designed using a coefficient of vertical subgrade reaction (modulus
of subgrade reaction) of 100 pounds per cubic inch (pci) based on Terzaghi’s recommended
values, which are based on a 1 foot by 1 foot square plate resting granular on medium dense sand
soils. The above value is based on the fact the slab will be supported upon structural fill
materials. This recommendation is for the use of the floor slab design, which should be
uniformly loaded.
3.4 Pavement Design
For any paved areas where vehicular traffic will be light to moderate, GSG recommends
supporting the pavement on a minimum 8 inches of granular fill consistent with IDOT CA-6
gradation. The pavement for the parking lot could be designed using the Illinois Department of
Transportation’s pavement design procedures using an assumed CBR/IBR value of 3. It is
recommended that the minimum pavement section should consist of 1.5 inches of bituminous
surface course and 2.0 inches of binder course.
For pavement areas that may experience heavier loads, such as those from buses, delivery trucks,
or garbage trucks, it is recommended that the minimum pavement section should consist of 2.5-
inch of surface course and 3.5-inch of binder course over the 12-inch granular base course. As
an alternative, the pavement section may consist of a 6-inch layer of concrete, reinforced with
welded wire fabric, over a 6-inch lift of granular base course.
In the borings completed on the east side of the site, the existing fill and topsoil materials
extended to depths of between 3 and 8 feet below the existing grade. Based on the proposed
grading for the drive areas, it is anticipated that most of these materials will be removed. Where
existing fill materials are anticipated to be left in place below the proposed new pavements,
3.0 Geotechnical Analysis and Recommendations
Page - 10 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
additional observation and testing of the materials will be necessary. Any significant organic
materials and existing topsoil should be removed and replaced with new engineered fill. The
remaining fill materials should be evaluated according to the recommendations provided in
Section 3.3.3 Subgrade Preparation.
All pavement materials and construction procedures should conform to the Illinois Department
of Transportation Standard Specification for Roadway and Bridge Construction. The granular
fill should be placed in 8 inch maximum thickness loose lifts, and should be compacted using
vibratory drum equipment to a minimum of 95% of the material’s modified maximum dry
density (Modified Proctor - ASTM D-1557).
Based on the existing soil conditions consisting predominantly of low permeable clay soils, little
to no infiltration of stormwater is anticipated. Therefore, surface and subsurface drainage of the
pavement section should be provided to prevent standing water from developing on the
pavement or within the base course. Standing water will cause softening of the subgrade and
deterioration of the pavement. The subgrade should be prepared in accordance with the
Construction Considerations section of this report.
Page - 11 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
4.0 Construction Considerations
4.1 Site Stripping and Grubbing
GSG recommends removing all existing landscaping features (i.e. trees, vegetation, topsoil, etc.)
top soil, root mats, and any soft or unsuitable/deleterious materials from the proposed building
area. After any unsuitable material is removed from the site, the exposed subgrade soils should
be observed and evaluated, and any remaining unsuitable/deleterious material should be
removed. It is anticipated that the thickness of topsoil to be removed could extend to up to 4
feet, particularly on the eastern side of the site.
4.2 Existing Utilities
It is recommended that any abandoned underground utility lines should be completely removed
from beneath the proposed building area. Existing utility lines that are to be abandoned should
be removed to the property line, and should be plugged with a minimum of 2 feet of cement
grout. All excavations resulting from removal activities should be cleaned of loose and disturbed
materials, including all previously-placed backfill, and backfilled with suitable fill materials in
accordance with the requirements of this section.
4.3 Subgrade Preparation
Following site stripping, grubbing, and any required over-excavation, GSG recommends that the
exposed subgrade for all areas where engineered fill is to be placed, as well as areas that will
support at-grade building slabs, should be scarified to a minimum depth of 8 inches, moisture-
conditioned to within 2% of the optimum moisture content (as established by geotechnical
laboratory testing), and compacted to 95% of the material’s maximum dry density as determined
by the modified proctor method (ASTM D1557).
After completing the scarification and compaction activities, the subgrade should then be proof-
rolled using a loaded tandem axle dump truck or similar rubber tire vehicle weighing at least 25
tons. The purpose of the proof-rolling is to detect the presence of unsuitable or unstable soil that
may exist within a few inches of the subgrade level. Areas which are observed to rut or deflect
excessively under the moving load should be investigated to determine the extent of the unstable
material. The unsuitable soils should then be removed and replaced with structural fill. The
structural fill should be placed in 8 inches thick loose lifts and should be compacted to a
minimum of 95% of the material’s modified maximum dry density (ASTM D-1557).
4.0 Construction Considerations
Page - 12 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
No foundation concrete or structural fill should be placed upon wet or frozen subgrade soils. If
the subgrade or structural fill for the footings, slab floor, or parking lot becomes frozen,
desiccated, wet, disturbed, softened, or loose prior to placement of concrete, sub-base, structural
fill, or asphalt pavement; the affected materials should be scarified, dried and moisture
conditioned, and compacted to the full depth of affected area or the soils should be removed
prior to the placement of the proposed material. Rainfall and runoff can soften soils and affect
the load bearing capacity of the soils. All water entering foundation excavation should be
removed prior to placement backfill materials above the footings.
4.4 Wet/Unstable Subgrade Mitigation
Wet and unstable conditions could seriously delay site grading if encountered during
construction activities. Typical remedial measures include discing and aerating the soils during
dry weather, mixing the soils with dry materials, removing and replacing the soils with an
approved fill material, stabilization with a geotextile fabric or grid, or mixing the soils with an
approved hydrating agent such as a lime or cement products. GSG should be consulted prior to
implementing any remedial measure to observe the unstable subgrade condition and provide site-
specific recommendations.
If construction is to proceed during the winter and spring months, one way to reduce the
exposure of the building pad subgrade soils, and thus reduce potential repairs, is to leave the
subgrade at least 1 foot above the proposed subgrade elevation, and then excavate down to the
design grade immediately before placing the floor slab.
4.5 Floor Slab Preparation
The floor section typically consists of a concrete slab supported on an aggregate base course. It
is recommended that the proposed floor slab base course layer consist of a minimum of 12 inches
of granular fill (see Section 3.3 Floor Slab above). Fill soils were encountered in all of the
borings. The fill materials extended to a depth between 2 and 8.5 feet below the existing grade
in the building borings. If any fill soils are encountered at exposed subgrade level, they should
be evaluated during construction. The over excavation should backfilled with CA-6 gradation
crushed stone. It is recommended that the structural fill consist of CA-6 gradation crushed stone,
placed in 8-inch loose lifts, and compacted to 95% of the materials modified maximum dry
density (ASTM D1557).
4.0 Construction Considerations
Page - 13 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
4.6 General Excavation
The contractor will be responsible to provide a safe excavation during the construction activities
of the project. All excavations should be conducted in accordance with applicable federal, state,
and local safety regulations, including, but not limited to the Occupational Safety and Health
administration (OSHA) excavation safety standards. Excavation stability and soil pressures on
temporary shoring are dependent on soil conditions, depth of excavations, installation
procedures, and the magnitude of any surcharge loads on the ground surface adjacent to the
excavation. The sides of the building excavation should be sloped until a stable position is
attained. Footing excavation greater than 4 feet in depth should not be steeper than (1) vertical to
(1.5) horizontal. Surcharge loads from the excavated materials, construction equipment, and
vehicles should be included in the design of the excavation system. Excavation near existing
roadways, and underground utilities should be performed with extreme care to avoid
undermining existing features.
If water seepage occurs during footing excavation or where wet conditions are encountered such
that the water cannot be removed with conventional sumping, GSG recommends placing open
grade stone similar to IDOT CA-7 to stabilize the bottom of the excavation below the water
table. The CA-7 stone should be placed to 12 inches above the water table, in 12-inch lifts, and
should be compacted with the use of a heavy smooth drum roller or heavy vibratory plate
compactor until stable. The remaining portion of the excavation beneath the footings should be
backfilled using approved structural fill consisting of granular materials such as IDOT CA-6.
4.7 Approved Fill Material and Placement
Suitable structural fill should have the following soil properties:
1. A maximum dry density greater than 100 pounds per cubic foot (pcf) when determined in
accordance with ASTM D1557, Modified Proctor.
2. Shall not contain organic material in excess of 3% when tested in accordance with ASTM
D2974.
3. Suitable fine-gained soils include materials that comply with ASTM D 2487 soil
classification group CL.
4. Suitable coarse-grained soils include materials that comply with ASTM-D2487 soil
classification groups GW, GP, GM, SW, SP and SC.
5. Should not contain deleterious material, should be within 4% of optimum moisture
content, and have a maximum particle size of three inches.
6. Shall consist of a locally available material.
4.0 Construction Considerations
Page - 14 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
Suitable structural fill materials shall be of a nature that will compact and develop stability
satisfactory to the geotechnical engineer. Structural fill is recommended beneath buildings and
other similar structures or equipment sensitive to settlement. It is recommended that structural fill
generally consist of crushed limestone or recycled concrete consistent with IDOT CA-6 gradation or
silty clays of medium plasticity. Materials to be used as structural fill shall be inorganic, free of
waste and debris, and shall not contain frozen material or any material which, by decay or
otherwise, might cause settlement. Structural fill shall be placed in lifts not to exceed 8 inches in
loose thickness, and should be compacted to a minimum of 95% of the material’s modified
proctor maximum dry density obtained according to the ASTM D1557 method.
Materials unsatisfactory for use as a structural include soils classified as silt or organic silt (ML,
MH, PT, OL, and OH) in the Unified Classification System (ASTM D2847). Soils with these
classifications may be used for general purpose landscaping or in areas where fill will not
support structures and uncontrolled settlement is acceptable. Topsoil material shall be relatively
free from large roots, sticks, weeds, brush, stones larger than 1 inch in diameter, and other litter
or waste products. It shall be a loamy mixture having at least 90% passing the no. 10 sieve.
Frozen materials should not be used and fill materials should not be placed on frozen subgrade.
If fill is to be placed during cool, wet seasons, the use of granular fill may be necessary since
weather conditions will make compaction of cohesive soils more difficult. If water seepage
while excavating and backfilling procedures, or where wet conditions are encountered such that
the water cannot be removed with conventional sump and pump procedures, GSG recommends
placing open grade stone similar to IDOT CA-7 to stabilize the bottom of the excavation below
the water table. The CA-7 stone should be placed to 12 inches above the water table, in 12-inch
lifts, and should be compacted with the use of a heavy smooth drum roller or heavy vibratory
plate compactor until stable. The remaining portion of the excavation should be backfilled using
approved engineered fill. Fill materials shall be compacted in accordance with the following
specified requirements:
Building Area: Compact the top 8 inches of subgrade and each layer of fill material to a
minimum of 85% relative density for free-draining cohesionless soils (ASTM D4253 &
D4254) and 95% maximum dry density for cohesive soils and well graded granular soil,
as determined by the modified proctor method (ASTM D-1557).
4.0 Construction Considerations
Page - 15 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
Pavement areas: Compact the top 8 inches of subgrade and each layer of fill material to a
minimum of 80% relative density for free-draining cohesionless soils (ASTM D4253 &
D4254) and 95% maximum dry density for cohesive soils and well graded granular soil,
as determined by the modified proctor method (ASTM D-1557).
Unpaved areas: Compact the top 8 inches of subgrade and each successive layer of fill
material to a minimum of 75% relative density for free-draining cohesionless soils
(ASTM D4253 & D4254) and 85% maximum density for cohesive soil material, as
determined by the modified proctor method (ASTM D-1557). Backfill in unpaved areas
should be placed in maximum 12 inch thick lifts.
GSG recommends that the foundation excavation, subgrade preparation, and structural fill
placement and compaction be inspected by GSG’s geotechnical engineer to verify the type and
strength of soil materials present at the site and their conformance with the geotechnical
recommendations in this report.
4.8 Drainage and Groundwater Control
Groundwater was not encountered in any of the borings during drilling. It is anticipated that the
long term water table is at an elevation of 640 feet (approximately 18 feet), due to the change in
the color of the soils from brown and gray to gray. GSG does not anticipate groundwater related
issues during construction activity; however, water may become perched in the fill material
encountered at the surface. If rainwater run-off or perched water is accumulated at the base of
excavation, the contractor should remove accumulated water using conventional sump pit and
pump procedures, and maintain a dry and stable excavation. The location of the sump should be
determined by the contractor based on field conditions. During earthmoving activities at the site,
grading should be performed to ensure that drainage is maintained throughout the construction
period. Water should not be allowed to accumulate in the foundation area either during or after
construction. Undercut and excavated areas should be sloped toward one corner to facilitate
removal of any collected rainwater or surface run-off. Grades should be sloped away from the
building excavation to minimize runoff from entering the building area excavation.
Page - 16 Subsurface Exploration and Geotechnical Analysis Report
O’Hare International Airport - Emergency and Standby System Generator Building
Chicago, Illinois 60666
5.0 Limitations GSG has prepared this report in accordance with generally accepted geotechnical engineering
practices to aid in the evaluation of the site subsurface soils. No other warranty expressed or
implied is made. The scope of this report is limited to the specific project and location described
herein, and our description of this project represents our understanding of the project. The
geotechnical engineering analysis and foundation recommendations presented herein were
developed based on the information obtained during the subsurface investigation. It should be
noted that the borehole data reflects the subsurface conditions only at the specific locations at the
particular time designated on the borehole logs, and that soil and groundwater conditions could
vary widely throughout the site. The nature and extent of any variation in the borehole may not
become evident until subsurface exposure, during construction activities. If variations do appear,
it may become necessary to re-evaluate the recommendations of this report. All field
construction activities shall be inspected by GSG’s geotechnical engineer to verify the type and
strength of soil materials present at the site and their conformance with the geotechnical
recommendations in this report.
EXHIBIT 1
SITE LOCATION PLAN
EXHIBIT 2
BORING LOCATION PLAN
APPENDIX A
SITE PHOTOS
GSG CONSULTANTS, INC. 855 West Adams, Suite 200, Chicago, IL 60607; Phone: (312) 733-6262 _______________________________________________________
Project Number: 14- 2001 Project Site: O’Hare Emergency Generator Building
1
Date: 07/10/14
Boring Location B-2
Date: 07/10/14
Boring Location B-3
GSG CONSULTANTS, INC. 855 West Adams, Suite 200, Chicago, IL 60607; Phone: (312) 733-6262 _______________________________________________________
Project Number: 14- 2001 Project Site: O’Hare Emergency Generator Building
2
Date: 07/10/14
Boring Location B-2
Date: 07/10/14 Boring Location B-1
GSG CONSULTANTS, INC. 855 West Adams, Suite 200, Chicago, IL 60607; Phone: (312) 733-6262 _______________________________________________________
Project Number: 14- 2001 Project Site: O’Hare Emergency Generator Building
3
Date: 07/10/14
Boring Location B-4
APPENDIX B
SOIL BORING LOGS
12 inches of Topsoil
FILL: CLAY, trace gravel - Brown and Black - Moist
CLAY, trace gravel (CL) - Brown - Very Stiff - Moist
CLAY, trace gravel (CL) - Brown and Gray - Very Stiff - Moist
SILTY CLAY, trace gravel (CL-ML) - Brown and Gray - Hard -Moist
Bottom of borehole at 20.0 feet.
SS1
SS2
SS3
SS4
SS5
SS6
SS7
SS8
5-7-8(15)
3-5-5(10)
3-5-8(13)
1-5-6(11)
4-3-6(9)
4-7-8(15)
3-4-7(11)
3-4-5(9)
3.12
3.54
6.66
5.5
2.50
3.33
4.17
5.00
94
89
89
83
78
100
78
89
NOTES
GROUND ELEVATION 659.5 ft
LOGGED BY CDJ
DRILLING METHOD HSA
HOLE SIZE 2.25
DRILLING CONTRACTOR Geo Services GROUND WATER LEVELS:
CHECKED BY DE
DATE STARTED 7/10/14 COMPLETED 7/10/14
AT TIME OF DRILLING --- None
AT END OF DRILLING --- None
AFTER DRILLING --- NA
GR
AP
HIC
LOG
MATERIAL DESCRIPTION
SA
MP
LE T
YP
EN
UM
BE
R
BLO
WC
OU
NT
S(N
VA
LUE
)
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N(t
sf)
Moisture Content10 20 30 40
SPT N VALUE20 40 60 80
DE
PT
H(f
t)
0
5
10
15
20
Unconfined Compression (tsf)2 4 6 8
RE
CO
VE
RY
(%)
PAGE 1 OF 1BORING NUMBER B-1
PROJECT NAME Emergency & Standby Power
PROJECT LOCATION O'Hare International Airport
CLIENT Epstein
PROJECT NUMBER 14-2001/CDA H7095.12-00
GE
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H B
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GSG Consultants Inc.855 West Adams, Suite 200Chicago, Illinois 60607
12 inches of Topsoil
FILL: CLAY, with gravel - Brown and Gray - Moist
FILL: GRAVEL - Gray - MoistSILTY CLAY, trace gravel (CL-ML) - Brown - Very Stiff to VeryHard - Moist
CLAY (CL) - Gray - Very Stiff - Moist
Bottom of borehole at 20.0 feet.
SS1
SS2
SS3
SS4
SS5
SS6
SS7
SS8
2-5-15(20)
3-7-8(15)
3-6-9(15)
3-9-13(22)
5-7-7(14)
4-5-6(11)
3-5-7(12)
5-5-7(12)
2.0
5.83
8.33
9.37
3.54
2.71
2.08
3.12
83
89
94
100
100
100
94
100
NOTES
GROUND ELEVATION 657.52 ft
LOGGED BY CDJ
DRILLING METHOD HSA
HOLE SIZE 2.25
DRILLING CONTRACTOR Geo Services GROUND WATER LEVELS:
CHECKED BY DE
DATE STARTED 7/10/14 COMPLETED 7/10/14
AT TIME OF DRILLING --- None
AT END OF DRILLING --- None
AFTER DRILLING --- NA
GR
AP
HIC
LOG
MATERIAL DESCRIPTION
SA
MP
LE T
YP
EN
UM
BE
R
BLO
WC
OU
NT
S(N
VA
LUE
)
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N(t
sf)
Moisture Content10 20 30 40
SPT N VALUE20 40 60 80
DE
PT
H(f
t)
0
5
10
15
20
Unconfined Compression (tsf)2 4 6 8
RE
CO
VE
RY
(%)
PAGE 1 OF 1BORING NUMBER B-2
PROJECT NAME Emergency & Standby Power
PROJECT LOCATION O'Hare International Airport
CLIENT Epstein
PROJECT NUMBER 14-2001/CDA H7095.12-00
GE
OT
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GSG Consultants Inc.855 West Adams, Suite 200Chicago, Illinois 60607
4 feet of Topsoil
FILL: CLAY, trace gravel (CL) - Brown and Gray - Hard - Moist
SILTY CLAY (CL-ML) - Brown - Hard to Very Hard - Moist
CLAY (CL) - Brown and Gray - Very Stiff - Moist
CLAY (CL) - Gray - Very Stiff - Moist
Bottom of borehole at 20.0 feet.
SS1
SS2
SS3
SS4
SS5
SS6
SS7
SS8
2-2-3(5)
2-5-11(16)
4-5-7(12)
4-9-11(20)
5-8-11(19)
5-7-9(16)
5-7-8(15)
4-5-7(12)
2.0
5.0
4.0
9.5
6.0
3.33
2.71
2.71
50
72
89
100
89
100
100
100
NOTES
GROUND ELEVATION 658.9 ft
LOGGED BY CDJ
DRILLING METHOD HSA
HOLE SIZE 2.25
DRILLING CONTRACTOR Geo Services GROUND WATER LEVELS:
CHECKED BY DE
DATE STARTED 7/10/14 COMPLETED 7/10/14
AT TIME OF DRILLING --- None
AT END OF DRILLING --- None
AFTER DRILLING --- NA
GR
AP
HIC
LOG
MATERIAL DESCRIPTION
SA
MP
LE T
YP
EN
UM
BE
R
BLO
WC
OU
NT
S(N
VA
LUE
)
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N(t
sf)
Moisture Content10 20 30 40
SPT N VALUE20 40 60 80
DE
PT
H(f
t)
0
5
10
15
20
Unconfined Compression (tsf)2 4 6 8
RE
CO
VE
RY
(%)
PAGE 1 OF 1BORING NUMBER B-3
PROJECT NAME Emergency & Standby Power
PROJECT LOCATION O'Hare International Airport
CLIENT Epstein
PROJECT NUMBER 14-2001/CDA H7095.12-00
GE
OT
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H B
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GSG Consultants Inc.855 West Adams, Suite 200Chicago, Illinois 60607
2 feet of Topsoil
FILL: CLAY - Black - Moist
SILTY CLAY (CL-ML) - Brown - Hard - Moist
SAND (SP) - Brown - Loose - Moist
CLAY (CL) - Brown - Very Stiff - Moist
SILTY CLAY (CL-ML) - Brown and Gray - Hard - Moist
CLAY (CL) - Brown and Gray - Stiff - Moist
Bottom of borehole at 20.0 feet.
SS1
SS2
SS3
SS4
SS5
SS6
SS7
SS8
2-3-11(14)
5-7-8(15)
2-2-2(4)
2-2-2(4)
2-2-3(5)
4-7-8(15)
6-9-10(19)
4-5-6(11)
2.29
6.87
3.54
6.0
6.46
1.87
78
100
78
67
78
78
100
94
NOTES
GROUND ELEVATION 660.05 ft
LOGGED BY CDJ
DRILLING METHOD HSA
HOLE SIZE 2.25
DRILLING CONTRACTOR Geo Services GROUND WATER LEVELS:
CHECKED BY DE
DATE STARTED 7/10/14 COMPLETED 7/10/14
AT TIME OF DRILLING --- None
AT END OF DRILLING --- None
AFTER DRILLING --- NA
GR
AP
HIC
LOG
MATERIAL DESCRIPTION
SA
MP
LE T
YP
EN
UM
BE
R
BLO
WC
OU
NT
S(N
VA
LUE
)
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N(t
sf)
Moisture Content10 20 30 40
SPT N VALUE20 40 60 80
DE
PT
H(f
t)
0
5
10
15
20
Unconfined Compression (tsf)2 4 6 8
RE
CO
VE
RY
(%)
PAGE 1 OF 1BORING NUMBER B-4
PROJECT NAME Emergency & Standby Power
PROJECT LOCATION O'Hare International Airport
CLIENT Epstein
PROJECT NUMBER 14-2001/CDA H7095.12-00
GE
OT
EC
H B
H P
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S -
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TD
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.GD
T -
8/4
/14
14:1
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S.G
PJ
GSG Consultants Inc.855 West Adams, Suite 200Chicago, Illinois 60607
2.5 feet of Topsoil
FILL: CLAY, trace gravel - Brown and Black - Moist
FILL: CLAY, trace organics - Brown - Moist
FILL: GRAVEL - Gray - MoistCLAY (CL) - Brown and Gray - Hard to Very Hard - Moist
SILTY CLAY (CL-ML) - Gray - Very Stiff - Moist
Bottom of borehole at 25.0 feet.
SS1
SS2
SS3
SS4
SS5
SS6
SS7
SS8
SS9
SS10
3-3-5(8)
3-4-6(10)
7-7-9(16)
11-17-18(35)
9-12-15(27)
6-10-15(25)
5-8-11(19)
5-7-8(15)
4-5-8(13)
4-5-6(11)
2.0
3.5
8.75
9.58
8.95
7.91
9.79
3.54
2.08
2.50
61
44
78
72
100
94
83
100
89
89
NOTES
GROUND ELEVATION 658.53 ft
LOGGED BY CDJ
DRILLING METHOD HSA
HOLE SIZE 2.25
DRILLING CONTRACTOR Geo Services GROUND WATER LEVELS:
CHECKED BY DE
DATE STARTED 7/10/14 COMPLETED 7/10/14
AT TIME OF DRILLING --- None
AT END OF DRILLING --- None
AFTER DRILLING --- NA
GR
AP
HIC
LOG
MATERIAL DESCRIPTION
SA
MP
LE T
YP
EN
UM
BE
R
BLO
WC
OU
NT
S(N
VA
LUE
)
UN
CO
NF
INE
DC
OM
PR
ES
SIO
N(t
sf)
Moisture Content10 20 30 40
SPT N VALUE20 40 60 80
DE
PT
H(f
t)
0
5
10
15
20
25
Unconfined Compression (tsf)2 4 6 8
RE
CO
VE
RY
(%)
PAGE 1 OF 1BORING NUMBER B-5
PROJECT NAME Emergency & Standby Power
PROJECT LOCATION O'Hare International Airport
CLIENT Epstein
PROJECT NUMBER 14-2001/CDA H7095.12-00
GE
OT
EC
H B
H P
LOT
S -
GIN
T S
TD
US
.GD
T -
8/4
/14
14:1
2 -
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S02
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ES
TIN
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BO
RIN
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\O'H
AR
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EN
ER
AT
OR
S.G
PJ
GSG Consultants Inc.855 West Adams, Suite 200Chicago, Illinois 60607
Unified Soil Classification Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as: clays, if they are plastic, and silts if they are slightly Plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the basis of their relative in-place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM).
Drilling & Sampling Symbols
SS : Split Spoon Water Level (ft) ST : Thin-Walled Tube While Drilling
HA: Hand Auger After Drilling
AU: Auger Sample 24-hour
HS: Hand Sample Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD split spoon, except where noted.
Major Divisions Group
Typical Names Consistency of Cohesive Soil Symbols
Coa
rse
Gra
ined
Soi
ls
(Mor
e th
an H
alf
of m
ater
ial i
s la
rger
than
No.
200
sie
ve s
ize)
Gravels (More than hall of
coarse fraction is larger than No. 4
sieve size)
Cle
an G
rave
ls
(Lit
tle o
r no
fin
es)
GW
Well graded gravels, gravel- sand mixtures, little or no fines
Unconfined Compressive
strength, Qu, tsf N-
Blows/ft. Consistency
GP Poorly graded gravels, gravel-sand mixtures, little or no fines
< 0.25 Below 2 < Very Soft
0.25 - 0.50 2-4 - Soft
Gra
vels
wit
h
fin
es
(App
reci
able
amou
nt o
f fi
nes)
GM d Silty gravels, gravel-sand-
clay mixtures 0.50 - 1.0 4-8 - Medium Stiff
u 1.0 - 2.0 8-15 - Stiff
GC Clayey gravels, gravel-sand- clay mixtures 2.0 - 4.0 15-30 - Very Stiff
4.0 - 8.0 30-50 - Hard
Sands (More than hall of
coarse fraction is smaller than No.
4 sieve size)
Cle
an S
and
s
(Lit
tle o
r no
fin
es)
SW Well graded sands, gravelly sands, little or no fines > - 8.0 > 50 - Very Hard
SP
Poorly graded sands, gravelly sands, little or no fines
Relative Density of Coarse-Grained Soils
San
ds
wit
h
fin
es
(App
reci
able
amou
nt o
f fi
nes)
SM d Silty sands, sand-silt
mixtures N-Blows/ft. Relative Density u 0-3 Very Loose
SC Clayey sands, sand-clay mixtures 4-10 Loose
11-29 Medium Dense
Fin
e G
rain
ed S
oils
Mor
e th
an h
alf
of m
ater
ial i
s sm
alle
r th
an N
o. 2
00 s
ieve
siz
e)
Silts and Clays
(liquid limit less than 50)
ML
Inorganic silts and very fine sands, rock flour, silty or claye fine sands or clayey silts with slight plasticity
30-49 Dense
50-80 Very Dense
CL
Inorganic clay of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays
>80 Extremely Dense
Description Term(s) of Components Present in Sample
OL Organic silts and organic silty clays of low plasticity
Trace < 10% Little 10-19% Some 20-34% And 35-50%
Silts and Clays
(liquid limit greater than 50)
MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts
CH Inorganic clays of high plasticity, fat clays
OH Organic clays of medium to high plasticity, organic silts
Highly
Organic Soils
Pt
Peat and other highly organic soils