new york city housing authority 250 … · multiple pile capacities are specified the code section...

SHOLA OLATOYE CHAIR & CHIEF EXECUTIVE OFFICER

NEW YORK CITY HOUSING AUTHORITY 250 BROADWAY NEW YORK, NY 10007

TEL: (212) 306-3000 http://nyc.gov/nycha

ADDENDUM #5

Date: October 17, 2017 Return Receipt Requested THE BID OPENING IS SCHEDULED FOR: 10/20/2017 AT 11:00AM has been extended to

10/27/2017 AT 11:00AM RFQ NUMBER: 66010 CONTRACT NUMBER: GR1429267 FOR: (CDBG-DR) RESTORATION ASSOCIATED WITH THE SANDY RECOVERY

PROGRAM AT ISAACS HOUSES BOROUGH: MANHATTAN The following items shall be incorporated into the bid documents:

1. The bid opening has been extended to 10/27/2017 AT 11:00AM.

2. Answers to Questions submitted by bidders (attached).

3. Revisions added to the Table of Contents and Specifications (attached).

This is the end of the Addendum #5 dated 10-17-2017 ________________________________________________________________10/17/2017_________

SHOLA OLATOYE CHAIR & CHIEF EXECUTIVE OFFICER

NEW YORK CITY HOUSING AUTHORITY 250 BROADWAY NEW YORK, NY 10007

TEL: (212) 306-3000 http://nyc.gov/nycha

Date: October 17, 2017

Subject: RFQ 66010 Contract GR1429267 Answers to questions submitted by contractors concerning the Restoration Associated with the Sandy Recovery Program at Isaacs Houses.

Questions and Answers

1. Addendum 4 par. 1.12.a.2 calls for lateral load testing for one pile of each type. Building code par.1808.4.3 states “A minimum of two piles shall be tested for every area of similar subsurface conditions.”Does it mean that it requires two tests for each size with total of 4 piles minimum?Response:Based on Building Code section 1808.4.3-lateral load test "A minimum of two piles shall be tested forevery area of similar subsurface conditions in accordance with ASTM D3966". For conditions wheremultiple pile capacities are specified the code section 1808.2.5 requires that load test shall applyseparately and distinctly to each different capacity of piling. Therefore, the project requires two loadtests for each capacity of piles with a total of four load tests are required.

2. Addendum 4 par. 1.13.b calls for drilling depth into rock as per drawings. Building code par. 1802.5.1 callsfor “Where the foundation design relies on rock to support footings, piles or caisson sockets, a sufficientnumber of rock corings shall extend at least 10 feet (3048 mm) below the lowest level of bearing toprovide assurance of the rock soundness.” It appears that corings were not done as required.Response:Prior to our geotechnical investigations, the previous boring logs from 1961 were obtained and used aspart of our investigation and analyses. Those boring logs performed near the vicinity of the proposedstructure showed sufficient amount of rock coring (10 to 30 feet rock coring). Our recent boringsincluding rock coring confirmed similar subsurface conditions. The previously performed boring logsalong with locations are attached for your use.

Page 1 of 1 RFQ 66010 - Q&A October 17, 2017

NYCHA ISAACS HOUSESNORTH UTILITY BUILDING NO. 5 AND BUILDING NO. 2

SPEC # SPEC TITLE DESCRIPTION OF CHANGE

TABLE OF CONTENTS REVISED TO SHOW ADDED INFORMATION31 63 16 DRILLED MICROPILE FOUNDATIONS PAR. 1.12 A 2 REVISEDAPPENDIX B ISAACS HOUSES SOIL BORINGS 1961 ADDED

ADDENDUM NO. 5ISSUE DATE: 10/17/2017

CHANGES TO THE SPECIFICATIONS

This Addendum forms part of the Contract Documents and modifies the original Construction Documents dated 08/14/2017, as described below. Acknowledge receipt of this Addendum in the space provided on the Bid Form. Failure to do so may subject the bidder to disqualification. These changes supersede all previously issued related to the specific changes addressed in this Addendum.

Isaacs Houses North Utility Building #5 & Building #2 Contract No. GR1429267

Issued For Bid Page 1 of 6 Table of Contents 08/14/2017 (Add. 5, 10/17/2017)

Table of Contents

Division 01 General Requirements addendum 01 00 00 General Requirements 01 11 00 Summary of Work 01 14 00 Work Restrictions 01 22 00 Unit Prices 01 25 00 Substitution Procedures 01 26 00 Contract Modification Procedures 01 29 00 Payment Procedures 01 30 00 Administration of Contracts and Project Procedures 01 31 00 Project Management and Coordination 01 32 00 Construction Progress Documentation 01 32 13 Construction Scheduling 01 32 29 Contractor’s Superintendent 01 32 33 Photographic Documentation 01 33 00 Submittal Procedures 01 35 33 Site Safety and Security 01 36 00

Electronic Project Management 01 41 00 Regulatory Requirements 01 42 16 Definitions and Omissions 01 43 39 Sample Installations 01 45 00 Quality Control 01 50 00 Temporary Facilities Controls 01 53 16 Sidewalk Sheds and Safety 01 54 23 Scaffolding, Hoisting, Cranes and Derricks 01 56 16 Dust Control 01 56 26 Temporary Chain Link Fence 01 56 39 Tree Protection 01 57 16 Pest Control 01 58 13 Project Sign 01 60 00 Product Requirements 01 73 00 Execution 01 74 13 Cleaning 01 74 16 Site Maintenance 01 74 19 Construction Waste Management 01 77 00 Close-out Procedures 01 78 23 Operation and Maintenance Data 01 78 36 Warranties 01 78 39

Project Record Documents

Isaacs Houses North Utility Building #5 & Building #2 Contract No. GR 1429267


01 79 00

Training 01 91 13 General Startup Requirements Division 02 Existing Conditions 02 41 19 Selective Demolition Division 03 Concrete 03 30 00 Cast-in-Place Concrete Division 04 Masonry 04 20 00 Unit Masonry 04 22 00 Concrete Unit Masonry

Add. 2

Division 05 Metal 05 12 00 Structural Steel Framing 05 31 00 Steel Decking 05 50 00 Metal Fabrications 05 51 19 Metal Grate Stairs 05 52 13 Pipe Railings 05 53 13 Bar Gratings 05 70 00 Decorative Metal Division 06 Wood, Plastics and Composites 06 16 00 Sheathing Division 07 Thermal and Moisture Protection 07 13 26 Self-Adhering Sheet Waterproofing 07 14 00 PMMA Cold Applied Liquid Roofing Add. 3 07 14 16 Cold Fluid-Applied Waterproofing 07 17 00 Bentonite Waterproofing 07 21 13 Board Insulation 07 22 20 Roof Deck Insulation Add. 2 07 42 13 Metal Wall Panels Add. 2 07 62 00 Sheet Metal Flashing and Trim 07 72 00 Roof Accessories 07 81 00 Applied Fireproofing 07 81 23 Intumescent Fireproofing 07 84 13 Penetration Fire-stopping 07 84 46 Fire-Resistive Joint Systems 07 90 00 Fire Rated Preformed Joint Seals 07 92 00 Joint Sealants Division 08 Openings 08 11 13 Hollow Metal Doors and Frames 08 39 20 Waterproof Doors and Flood Barriers Add. 2 08 71 00

Door Hardware 08 91 19 Fixed Louvers Add. 2



08 95 16 Wall Vents Division 09 Finishes 09 22 16 Non-structural Metal Framing 09 29 00 Gypsum Board 09 51 33 Acoustical Metal Pan Tile Ceilings Add. 2 09 84 33 Sound Absorbing Wall Units Add. 2 09 91 13 Exterior Painting 09 91 23 Interior Painting 09 96 00 High Performance Coatings Division 10 Specialties 10 14 23 Panel Signage 10 44 16 Fire Extinguishers Division 22 Plumbing 22 05 13 Common Motor Requirements for Plumbing Equipment 22 05 17 Sleeves and Sleeve Seals for Plumbing Piping 22 05 18 Escutcheons for Plumbing Piping 22 05 19 Meters and Gages for Plumbing Piping 22 05 23.12 Ball Valves for Plumbing Piping 22 05 23.14 Check Valves for Plumbing Piping 22 05 23.15 Gate Valves for Plumbing Piping 22 05 29 Hangers and Supports for Plumbing Piping Equipment 22 05 53 Identification for Plumbing Piping and Equipment 22 07 19 Plumbing Piping Insulation 22 11 16 Domestic Water Piping 22 11 19 Domestic Water Piping Specialties 22 11 22 Facility Natural – Gas Piping 22 13 16 Sanitary Waste and Vent Piping 22 13 19 Sanitary Waste Piping Specialties 22 13 29 Sanitary Sewerage Pumps 22 14 23 Storm Drainage Piping Specialties 22 14 29 Sump Pumps 22 35 00 Domestic Water Heat Exchangers Division 23 Heating, Ventilating and Air Conditioning 23 05 00 Common Work Results for HVAC 23 05 13 Common motor requirements of HVAC Equipment 23 05 17 Sleeves and sleeve seals for HVAC piping 23 05 18 Escutcheons for HVAC Piping

23 05 19 Meters and Gages for HVAC Piping 23 05 23 General Duty Valves for HVAC

23 05 29 Hangers and supports for HVAC piping and equipment



23 05 48 Vibration and Seismic Controls for HVAC 23 05 48.13 Vibration Controls for HVAC 23 05 53 Identification for HVAC piping and equipment 23 05 93 Testing, Adjusting, and Balancing for HVAC 23 07 13 Duct Insulation Add. 2 23 07 19 HVAC piping insulation 23 07 13 Duct Insulation Add. 2 23 09 00 Instrumentation and control for HVAC 23 09 93 Sequences of Operation 23 22 13 Steam And Condensate Heating Piping 23 22 16 Steam and Condensate Piping Specialties 23 22 23 Steam Condensate Pumps 23 31 13 Metal Ducts 23 33 00 Air Duct Accessories 23 34 23 HVAC Power Ventilators 23 37 13 Diffusers, Registers, And Grilles 23 51 00 Generator Exhaust 23 82 39.19 Wall and Ceiling Unit Heaters Division 26 Electrical 26 05 00 Common Work Results for Electrical 26 05 19 Low-Voltage Electrical Power Conductors and Cables 26 05 26 Grounding And Bonding For Electrical Systems 26 05 29 Hangers And Supports For Electrical Systems 26 05 33 Raceways And Boxes For Electrical Systems 26 05 43 Underground Ducts and Raceways for Electrical Systems 26 05 44 Sleeves And Sleeve Seals For Electrical Raceways And Cabling 26 05 48 Seismic Controls for Electrical Systems 26 05 53 Identification For Electrical Systems 26 05 73 Overcurrent Protective Device Coordination Study 26 09 23 Lighting Control Devices 26 24 13 Switchboards 26 24 16 Panel Boards 26 27 26 Wiring Devices 26 28 13 Fuses 26 28 16 Enclosed Switches And Circuit Breakers 26 29 13 Enclosed Controllers 26 32 13 Natural Gas Generators 26 36 00 Transfer Switches 26 43 13 Surge Protection for Low Voltage Electrical Power Circuits 26 51 00 Interior Lighting



26 56 00 Exterior Lighting Division 31

Earthwork 31 10 00

Site Cleaning 31 20 00 Earth Moving 31 23 16-13 Trenching 31 23 19 Dewatering Add. 2 31 25 00 Erosion Controls 31 50 00 Excavation Support and Protection Add. 2 31 62 23 Composite Piles

31 63 16 Drilled Micropile Foundations Add. 2, Add. 3, Add. 5

Division 32 Exterior Improvements 32 12 16 Asphalt Paving 32 13 13 Concrete Paving 32 31 13 Chain Link Fences and Gates 32 92 00 Turf and Grasses Appendix A Asbestos Report and Lead-Based Paint Inspection Add. 2 Supplemental Limited ACM Survey Dated September 26, 2017 Add.2 Supplemental Limited Lead-Based Paint Inspection Report Dated

September 18, 2017 Add.2

Asbestos Abatement Specification with Hand Marked Drawings Dated September 28, 2017

Add. 2

Appendix B Soil Report Add. 2 Geotechnical Report Clarification Issued September 27, 2017 Add. 2 Existing Borings dated 1960 at Pit-Vault Location Add. 2 Existing Borings dated 1960 Add. 5



This Page Left Blank Intentionally


Issued Bid 08/14/2017 Page 1 of 15 Section 31 63 16 (Add. 5, 10/17/2017) Drilled Micropile Foundation

SECTION 316316 – DRILLED MICROPILE FOUNDATIONS

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. The work of this Section consists of furnishing all design, labor, equipment, and materials, and performing all operations necessary to install Drilled Micropiles at the locations shown on the Contract Drawings and to the capacities specified herein.

B. Contractor shall be responsible for designing and constructing Drilled Micropiles that will provide the design load capacity as shown on the Contract Drawings. Contractor shall engage and pay for a Professional Engineer, registered in the State of New York, to select the Drilled Micropiles diameter, total length, bond length, grouting pressures, equipment, procedures and methods of installation in accordance with the requirements specified herein, so that each pile meets the pile acceptance criteria specified herein and can support the design loads shown on the Contract Drawings. The selected pile diameter, bond length, and grouting pressure shall be in conformance with the minimum dimensions shown on the Contract Drawings and specified herein and satisfy the criteria for installation determined from the pile load tests. Static load tests shall be performed to verify the procedures for installation and the allowable determination of load bearing capacity of the Drilled Micropiles.

1.3 DEFINITIONS:

A. Bond Length: The pressure grouted, or post-grouted, length of a grouted zone in contact with the soil or weathered rock that provides the pile’s capacity, as shown on the Contract Drawings.

B. Drilled Micropiles: A grouted cast-in-place friction pile formed by advancing into the ground an approximately 8 -5/8 in diameter ½ in wall and 12- ¾ in diameter ½ in wall steel casing using non-vibratory and non-displacement methods to create a cased open, cylindrical hole in the ground. The casing is subsequently withdrawn over the bond length while pressure grouting a neat cement grout.

C. Design Load: The working load permitted on a pile, as shown on the Contract Drawings.

D. Duplex Drilling: A method of progressing and cleaning out a hole for installing a Drilled Micropiles in which the outer casing is progressed simultaneously with an inner drill rod string. The casing is cleaned using reverse circulation using water. Intimate contact between the soil and an outer casing is maintained during drilling.



E. Positive Circulation or Flush: A method of progressing and cleaning out a hole for a Drilled Micropile wherein water is injected into the hole and returns upward along the outside of the drill casing.

F. Post-Grouting: A method used to increase pile capacity after the grout column has reached initial set. Grout is pumped at very high pressure (up to 1,000 psi) through a sleeved port pipe (post-grout tube), fracturing and expanding the grout column. A positive displacement piston pump with a liquid filled pressure gauge located near the pile head is used to pump the grout, and packers are used to isolate the grout ports.

G. Pressure Grouting: A method used to develop pile capacity wherein controlled pressure is applied continuously to the top of the fluid grout column using a grout pump to inject additional grout, and is applied continuously within the bond length.

H. Production Pile: A pile that will be incorporated into the structure foundation.

I. Recirculation: A method of handling drill fluid where the fluid coming back out of the hole is captured in a pan or other containment and reused.

J. Reverse Circulation: A method of cleaning the inside of casing. Water is circulated down through the drill rods and returns upward through the inside of the casing to flush the casing clean.

K. Test Pile: Test pile shall consist of Drilled Micropiles installed using this same equipment, methods, and materials as production pile.

L. Tremie Grouting: A method used to place grout in a wet hole. A 1/2-inch to 1-inch inside diameter grout tube is placed to the bottom of the drill hole. While keeping the tube opening submerged in the grout, grout is pumped into the hole and displaces the drill fluid.

M. Ultimate Load: The design load multiplied by the required design safety factor. The required design safety factor is 2 for compression loads.

1.4 QUALITY ASSURANCE

A. The work of this Section is specialized. Contractor or its approved Subcontractor performing this work shall be a reputable firm regularly engaged in the design and installation of bored piles. Contractor or its approved Subcontractor shall have successfully completed at least 5 projects of similar size and complexity using this type of pile installation. Contractor or approved Subcontractor shall have experience installing and designing bored piles of high capacity (design load capacity of 40 tons or greater), installing piles through obstructions, using duplex and non-displacement drilling techniques, and load testing experience of similar capacity piles.

B. Contractor or its approved Subcontractor shall identify the design consultant and the owner for each referenced project for which this type of work was performed. Contractor or its approved Subcontractor shall provide documentation to the Architect of each project no later than 15 calendar days after Award. Such evidence shall include the name and location of the project, client name and address, and the name and telephone number of a representative of the consultant and owner for whom the work was performed and who can attest to successful completion of the work.



C. A project summary shall be included for each referenced project. The project summary shall contain the start date and completion date of the project, total contract amount for the bored piles and a detailed description of the project, site conditions, and subsurface conditions. The project description shall include the nature of the project, details of the bored pile design, installation techniques, total length of bored piles installed, design capacity and load test capacity, individual length of pile installed, and any other information relevant to demonstrating Contractor’s or its Subcontractor’s qualifications.

D. Assign an experienced, full-time supervisor who has been in responsible charge of supervising bored pile operations for at least 5 projects in the last 3 years. The supervisor shall be present at the work site at all times during bored pile operations. Provide written verification of the supervisor’s experience. The qualifications of the supervisor will be subject to review and approval by the Engineer.

1.5 UNIT PRICES

A. Contract Sum: Base Contract Sum on number and dimensions of piles from tip to pile cut-off elevation.

B. Work of this Section is affected as follows:

1. Pile Length: Additional payment for pile lengths in excess of that indicated, and credit for pile lengths less than that indicated, is calculated at unit prices stated in the Contract, based on net addition or deduction to total pile length as determined by Architect and measured to nearest 12 inches (305 mm).

2. Number of Piles: Additional payment for number of piles in excess of that indicated, and credit for number of piles less than that indicated, is calculated at unit prices stated in the Contract.

3. Unit prices include labor, materials, tools, equipment, and incidentals for excavation, grout fill, reinforcement, testing and inspection, and other items for complete pile installation.

4. Test piles that become part of permanent foundation system are considered as an integral part of the Work.

5. No payment is made for rejected piles, including piles out of specified tolerance or defective piles.

C. Test Piles: Same unit price as indicated for production piles.

1.6 CITED STANDARDS

A. ASTM A 252 – Welded and Seamless Steel Pipe Piles.

B. ASTM A 2615 – Deformed and Plain Billet Steel Bars for Concrete Reinforcement.

C. ASTM A 722 – Uncoated High Strength Steel Bar for Pre-stressing Concrete (150 ksi)

D. ASTM A 615 - Uncoated High Strength Steel Bar for Pre-stressing Concrete (75 ksi)

E. ASTM C 109 – Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in or 50-mm Cube Specimens).



F. ASTM C 150 – Portland Cement.

G. ASTMC 404 – Aggregate for Masonry Grout.

H. ACI 304 – Recommended Practice for Measuring, Mixing, Transporting, and Placing Concrete.

1.7 NOTED RESTRICTIONS

A. Each rig must complete a bored pile including placement of cement grout before beginning drilling for the next bored pile.

B. Restrict drilling adjacent piles with wet grout.

1.8 PROJECT CONDITIONS

A. Contractor shall review the existing boring and groundwater monitoring as shown in the Project’s Geotechnical Reports.

B. The subsurface information at the site is presented on the boring logs. Contractor shall be aware that the subsurface conditions may include the presence of boulders, cobbles, and other obstructions that must be penetrated by the Micro piles.

C. Contractor shall protect nearby structures from damage. All methods of protection shall be submitted to the Architect for approval. All construction-induced damage shall be repaired to the satisfaction of the Architect at no additional expense.

D. Contractor shall inspect the site to evaluate the conditions affecting the work. No claim for additional costs will be allowed because of lack of knowledge of any existing conditions discernible from observation at the site, adjoining property, and available sources of information.

E. Contractor shall visit the site to review all details of the work and working conditions, to verify dimensions in the field including headroom and interference from adjacent or existing structures, and shall advise the Architect of any discrepancy before performing any work.

F. Contractor shall consult Contract Drawings and official records of existing utilities, both surface and subsurface, and excavate test pits at work locations to observe existing conditions and limitations as they apply to this work and its relation to other construction work.

G. Contractor shall protect existing utilities to remain within the pile installation work zone in accordance with the requirement of authorities having jurisdiction over same. Contractor shall repair or replace any construction-induced damage to the satisfaction of the utility owners at no additional expense.

1.9 PREINSTALLATION MEETINGS

A. Preinstallation Conference: Conduct conference at Project site.



1.10 SUBMITTALS

A. Contractor shall submit computations and shop drawing signed and sealed by a Professional Engineer registered in the State of New York that include:

1. All calculations and shop drawings shall be signed and dated by the originator and checker. Both the originator and checker shall be Professional Engineers registered in the State of New York.

2. Pile details including, but not limited to, nominal diameter, length, size, and length of permanent casing, reinforcement, post-grout tube, and grouting pressure.

3. Details of equipment and procedures for pile installation including, but not limited to, consecutive steps and the approximate time required for each step.

4. Procedures for advancing through the soil, boulders, and other obstructions.

5. Methods to be used to control and verify pile position and alignment.

6. Procedures for control and removal of all spoil.

7. Shop drawings shall show the required working areas as site conditions warrant for installing the piles at the locations shown on the Contract Drawings.

8. Procedures and equipment for placing grout.

9. Details for post-grouting including the method, procedure, and equipment to be used.

10. Layout drawings showing the proposed sequence of pile installation. Coordinate this sequence with the proposed phasing and scheduling.

11. Methods to flush the drilled hole and methods and equipment for measuring volumes of grout placed in each hole.

12. Include details of placement, splicing and centering devices for steel reinforcing.

B. Contractor shall submit a detailed description of the proposed construction procedure to the Engineer for review. This shall include consecutive steps and the approximate time required for each step, and a labor and equipment usage schedule.

C. Contractor shall submit bored pile installation details giving:

1. Pile number designations.

2. Pile design load capacity.

3. Pile diameter, size, strength and length of permanent steel casing.

4. Type and size of reinforcing steel. Include method of centralizing reinforcement, type and size of centralizing devices, and locations on reinforcing bars.

5. Minimum bond length.



6. Total Pile length.

7. Pile to pile cap detail.

8. Post-grouting, if required.

D. Contractor shall submit certified mill test reports properly marked, for the reinforcing steel and steel pipe to the Architect for review. The ultimate strength, yield strength, elongation, and material properties composition shall be submitted.

E. Contractor shall submit the grout mix design, documentation from an independent testing laboratory, and the procedures for placing the grout to the Engineer for review before use.

F. Contractor shall submit manufacturer’s information, model, size, and type of equipment to be used for installing piles with appropriate manufacturer’s literature for the Architect’s review.

G. Work shall not begin until the appropriate submittals have been received, reviewed, and approved in writing by the Engineer. Contractor shall allow the Architect 14 working days to review the shop drawing submittal after a complete set has been received.

H. Static Pile Tests: Include arrangement of static test pile reaction frame, test and anchor piles, equipment, and instrumentation. Submit structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

I. Contractor shall prepare and submit to the Engineer installation records for each pile installed. The records shall be submitted within 24 hours after installation is completed for the pile. The records shall include the following minimum information:

1. Pile number designation.

2. Pile materials and dimensions.

3. Elevation of top of pile.

4. Elevation of the top of the bond length.

5. Bond length.

6. Pile drilling duration.

7. Final tip elevation.

8. Cut-off elevation.

9. Design load capacity

10. Description of unusual installation behavior or conditions

11. Grout pressures attained.

12. Post-grouting details if required.



13. Grout quantities pumped.

14. Time required for each operation.

J. Upon the completion of the pile installation, as-built drawings showing the location of the piles, their depth and inclination shall be prepared and submitted by a professional land surveyor licensed in state of New York.

1.11 CLOSEOUT SUBMITTALS

A. Record Drawings.

B. Certified Pile Survey: Submit within seven days of pile installation completion.

1.12 PRECONSTRUCTION TESTING

A. Test Piles: Construct of diameter, depth, and at locations indicated on Drawings or, if not indicated, of same diameter and depth as production piles (8 5/8 in and 12 ¾ in piles) and at locations selected by Architect, to confirm allowable load of piles and demonstrate Installer's construction methods, equipment, standards of workmanship, and tolerances, testing of piles shall be in accordance of NYC 2014 Building Code.

1. If Architect determines that test pile does not comply with requirements, install another until it is accepted.

2. Tests: Arrange and perform the following pile tests as required by NYC Building Code.(1 each):

a. Axial Compressive Static Load Test: ASTM D 1143/D 1143M

b.a. Lateral Load Test: ASTM D 3966.

3. Equip each test pile with three telltale rods, according to ASTM D 1143/D 1143M, for measuring deformation during load test.

4. Provide pile reaction frame, anchor piles, equipment, and instrumentation with enough reaction capacity to perform tests. Notify Architect at least 48 hours in advance of performing tests. On completion of testing, remove testing structure, anchor piles, equipment, and instrumentation.

5. Approval Criteria: Allowable load shall be the load acting on the test pile when the lesser of the following criteria are met, divided by a factor of safety of 2:

a. Net settlement of not more than 0.01 inch/ton (0.25 mm/907 kg) of test load.

b. Total settlement of 1 inch (25 mm) provided the load settlement curve shows no sign of failure.

c. A plunging failure or sharp break in the load settlement curve.



6. Test Pile Records: Prepare records for each test pile, compiled and attested to by a qualified professional engineer. Include same data as required for permanent piles.

7. Test piles that comply with requirements, including location tolerances, may be used on Project.

1.13 GENERAL REQUIREMENTS

A. The casing shall be drilled through the existing fill and overburden soil and the casing should be seated into the relatively dense weathered mica-schist (class 1d) so that the socket can be constructed approximately equal to the inside diameter of the casing.

B. The socket shall be drilled minimum into the weathered mica-schist (class 1d) as shown on drawings.

C. The casing shall be permanent. Reinforcing steel bars shall be installed as required to transfer load into the casing and into the pile cap.

D. Estimated pile lengths as shown on drawings.

1.14 FIELD CONDITIONS

A. Protect structures, underground utilities, and other construction from damage caused by pile installation.

B. Site Information: A geotechnical report has been prepared for this Project and is it in appendix “B” of this specifications.

C. Survey Work: Engage a qualified land surveyor or professional engineer to perform surveys, layouts, and measurements for drilled micropiles. Before excavating, lay out each pile to lines and levels required. Record actual measurements of each pile's location, shaft diameter, bottom and top elevations, deviations from specified tolerances, and other specified data.

1. Record and maintain information pertinent to each pile and indicate on record Drawings. Cooperate with Owner's testing and inspecting agency to provide data for required reports.

PART 2 - PRODUCTS

2.1 PERFORMANCE REQUIREMENTS

A. Delegated Design: Engage a qualified professional engineer, licensed in the State of New York to design piles, including comprehensive engineering analysis of installation methods.

1. Design Loads: As indicated on Drawings.



2.2 STEEL CASING

A. Provide new steel casing conforming to ASTM-A252 Grade 2 steel. Drill casing shall be of the flush joint type with a minimum outside diameter of 8-5/8 inches and 12-3/4 inch, and shall be of appropriate thickness (1/2” min.) to withstand the stresses associated with advancing into the ground, in addition to the stresses due to hydrostatic, earth pressures and unsupported length in the excavation.

2.3 CEMENT GROUT

A. The grout shall consist of a non-shrinking mixture of Portland cement, mineral filler, plasticizer, sand and water so proportioned and mixed as to provide a grout capable of maintaining the solids in suspension without appreciable water gain, yet which will laterally penetrate and fill any voids in foundation material. The materials shall be so proportioned as to provide a hardened grout having minimum compressive strength of 5,000 psi at 28 days.

B. Cement shall conform to ASTM C 150, Type I or II.

C. Sand shall conform to ASTM C 404, Size No. 1.

D. Mixing water for cement grout shall be clean and potable.

E. Mineral filler shall be finely powdered siliceous material that possesses the property of chemically reacting in the presence of moisture with calcium hydroxide at ordinary temperatures to from compounds possessing cementitious properties.

F. Plasticizer shall be a compound possessing characteristics that will increase the flow ability of the mixture, assist in the dispersal of cement grains, and neutralize the setting shrinkage of the cement mortar.

G. Storage: Materials shall be stored in accordance with ACI 304.

H. Molding and testing of grout specimens shall be in accordance with ASTM C 109.

2.4 STEEL REINFORCEMENT

A. Single Bar Reinforcing: ASTM A 615/A 615M, Grade 75, high strength, threaded.

1. Mechanical Couplings: Screw-on type, capable of supporting the minimum ultimate tensile strength of the coupled bars.

B. Centralizers: Devices to center steel reinforcement in excavation; spaced not less than 10 feet o.c..

2.5 FABRICATING REINFORCEMENT

A. Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."



2.6 GROUT MIXING

A. Ready-Mixed Grout: Measure, batch, mix, and deliver according to ASTM C 94/C 94M, and furnish batch ticket information.

1. Temperature Limits: Comply with ACI 305.1 for hot weather and ACI 306.1 for cold weather.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, and other hazards created by drilling operations.

B. Fully examine the existing site conditions to ensure that all equipment can operate properly for the intended purpose.

3.2 DRILLING AND PUMPING EQUIPMENT

A. Drilling Rig: Capable of advancing casing to depths 20 percent greater than design depths; with stabilizing arm at bottom of leads to prevent rotation, and middle guide for casing greater than 40 feet (12 m) in length.

1. Mark leads at maximum 60-inch (1500-mm) intervals to facilitate measurement of penetration.

B. Grout Pump: Positive-displacement pump with a known volume per stroke. Minimum displacement pressure at pump of 350 lbf/sq. in. (2.4 MPa) or as required by Contractor’s design.

3.3 PILE INSTALLATION

A. Pile Drilling and Excavation:

1. Position and align the drill casing at the bored pile location.

2. Pre-drilling more than 1 hole in advance of pressure grouting shall not be permitted. Once a pile is drilled to the proper depth, it shall be immediately pressure grouted.

3. Advance the hole using duplex drilling methods and reverse circulation within the drill casing. Positive circulation or flushing, a method of progressing and cleaning out a hole for a bored hole wherein water is injected into the hole and returned upward along the outside of the drill casing will not be allowed. The use of air to clean the casing will not be allowed.

4. Perform drilling and excavation in such a manner to prevent collapse of the hole. The drill tool shall be kept no farther than 6 inches away from the end of the drill casing at all times. The cutting shoe used for advancing the casing, the cutting shoe diameter shall not exceed



the outer diameter of the casing plus 0.25 inch. Drill fluid and cuttings shall be controlled by diverters, or other methods approved by the Architect, that produce a closed system allowing all drill spoil to be placed in settling tanks for separation of fluid and solids for eventual disposal. It is Contractor’s responsibility to provide drilling methods and equipment capable of attaining the required pile depth and capacity. Use of bentonite or polymer slurry will not be permitted.

5. If obstructions, such as boulders, are encountered during excavation for a pile, progress through them by means of coring, using a tri-cone roller bit, or appropriate timber cutting bit. Use of drop-type-impact hammers and blasting will not be permitted.

6. The vibration level induced by any approved equipment must not exceed the ambient vibration level.

7. Control the procedures and operations to preclude undermining, disturbance, or settlement to adjacent structures or utilities. If any disturbance occurs, halt operations and modify the equipment and/or procedures so that no further disturbance occurs. Repair any disturbance to the satisfaction of the Architect and at no additional cost to the Contracting Party.

8. Control the procedures and operations so as to prevent the soil at the bottom of the hole from flowing into the pile. Maintain the fluid level inside the pile above the groundwater level at all times during installation and cleaning out. Monitor and record the rate of fluid flow used to progress the hole.

9. Waste and spoil shall be disposed of in an appropriate manner. Deposition of waste and spoil on local streets and in sewers will not be permitted.

B. Complete drilling and install steel casing to the required depths. Clean hole with water before installing reinforcing steel or grout and until all contaminated water, drilling fluid, and cuttings are removed and a clean return is observed.

C. Tremie Grouting: Place grout by means of a tremie pipe extending to the bottom of the pile and pump upward to displace the drill fluid until grout returns at the top of the pile.

D. Reinforcement and Centralizer Placement: The steel reinforcement and centralizers shall be lowered into the tremie-grouted cased holes to the desired depth without difficulty. Partially inserted reinforcing bars shall not be driven or forced into the hole. A centralizer shall be located a maximum of 5 feet below the cut-off level from the top of the pile, and the bottom most centralizer shall be located a maximum of 5 feet from the bottom of the pile. The maximum spacing of the centralizer shall be as shown on the Contract Drawings. The centralizers shall permit the free flow of grout without misalignment of the reinforcement. Install post-grouting tube alongside the steel reinforcing bars if required, alternately allow for bar to be in hole along with grout tubing.

E. Pressure Grouting and Partial Casing Removal:

1. After tremie grouting has been completed and the grout still remains fluid, additional grout shall be injected under pressure while the steel casing is simultaneously withdrawn.

2. Pressure is usually applied by attaching a pressure cap to the top of the drill casing or drilling head and injecting additional grout into the casing under controlled pressure. The



minimum pump pressure at the top of the steel casing shall be 50 psi. The pressure gauge for grout pressure monitoring shall be capable of measuring pressure of at least 200 psi or twice the actual grout pressure to be used by Contractor, whichever is greater.

3. In an effort to avoid pumping grout into undesirable locations, such as utilities, a maximum net grout take of 0.5 cubic feet per linear foot shall be permitted over each 1-foot length of the bored piles. Net take is defined as the volume of grout injected into the grout hole in excess of its neat volume. The neat volume of the hole is computed by the product of the cross-sectional area of the casing shoe bit (using its largest outside diameter) and the considered length of the hole. Should this occur, pressure grouting shall be immediately stopped until an evaluation is made of whether grout is being pumped into an undesirable location. Contractor shall take whatever action is necessary to prevent further pumping of grout into these locations.

4. Closely control the rate of drill casing removal so that the grout level remains at the top of the casing. Perform pressure grouting and simultaneous casing withdrawal until the required bond length is achieved. Maintain a positive flow of grout into the pile after withdrawal of each length of casing.

5. After the required bond length is achieved, the steel casing shall be then pushed back down a minimum 5 feet into the bond length for permanent seating.

6. Maintain the grout level at the top of the pile until the grout has set.

7. Calculate and record the initial volume of grout required to fill the hole. Record the grout pressures and volume pumped during pressure grouting.

8. Grouting of a pile shall be completed on the same day that the pile is drilled.

F. Post-Grouting (If Required):

1. Provide the equipment and materials to perform post-grouting in all test piles. Post-grout load test piles if required to achieve the design capacity. If the load test program determines that post-grouting is required to achieve the design capacity, then equipment and material to perform post-grouting shall be installed and performed for all production piles.

2. Perform post-grouting after the grout for the bored pile has hardened.

3. The work consists of pumping grout under pressure into a post-grout tube cast into the pile. The grout will exit the post-grout tube one port at a time, with the port being isolated using a packer system.

4. Record the pressure at which the grout was pumped and the volume pumped through each port.

G. Construction Tolerances:

1. Install the piles so that the center of each bored pile does not vary from the plan location by more than 3 inches. Do not allow the bored pile to vary from the vertical by more than 1/8 inch per foot, as measured above ground, or plumbness shall be within 2 percent from vertical.



2. Cut off the top of the pile within 1 inch of the elevation shown on the Contract Drawings or where ordered by the Engineer.

3. If the soil is post-grouted, monitor the elevation of the pile top during post-grouting. Do not permit pile uplift to exceed 1/4 inch.

H. Unacceptable Piles: Unacceptable piles are piles that are rejected by the Architect because of damage, failure to advance through obstructions, dislocation, misalignment, failure to meet load test acceptance criteria, failure to install the pile using the approved equipment and procedures, or failure to install the pile to the proper depth. Submit a written plan to action to the Architect for approval, showing how to correct the problem and prevent its reoccurrence. Repair or augment the pile to the satisfaction of the Architect to make it acceptable. To mitigate and/or to remedy unaccepted piles, Contractor may be required to provide additional piles or supplement piles to meet specified requirements. Any associated work required due to unacceptable piles shall be at no additional cost to the Contracting Party.

3.4 FIELD QUALITY CONTROL

A. Special Inspections: Owner will engage a qualified special inspector to perform the following special inspections:

1. Pile installation, placement, and testing.

2. Steel reinforcement.

B. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.

C. Grout Tests: Testing of samples of fresh grout obtained according to ASTM C 939 and ASTM C109 shall be performed according to the following requirements:

1. Flow Rate: ASTM C 939 and ASTM C 109/C 109M using a flow cone with 0.75-inch (19-mm) opening.

2. Compressive Strength: ASTM C 109/C 109M with cube specimens restrained from expansion according to ASTM C 942.

a. Testing Frequency: Obtain six 2-inch (101-mm) cubes for each 5 cu. yd. or fraction thereof of grout placed, but not less than two sets (12 cubes) for each pile. Obtain an additional set (12 cubes) of cubes from each truck during test pile placement.

b. The samples shall be molded, cured in a properly constructed curing box supplied by Contractor

c. Test two cubes at 7 days, two cubes at 28 days, and hold two cubes in reserve.

d. Strength of each grout mixture is satisfactory if every average of any three consecutive compressive-strength tests equals or exceeds specified 28 day compressive strength and no compressive-strength test value falls below specified compressive strength by more than 500 psi (3.4 MPa).



e. If the required design strength is not attained after 28 days, then Contractor shall install replacement pile(s) as required. Any associated work required due to unacceptable piles shall be at no additional cost to the Contracting Party.

f. The Architect may also require Contractor to modify the mix design if an excessive amount of grout is lost from a pile hole into voids in the in-place materials. Materials shall be accurately measured by weight or volume before mixing.

g. Report test results in writing to Architect, grout manufacturer, and Contractor within 48 hours of testing. List Project identification name and number, date of placement, name of testing and inspecting agency, location of grout batch in Work, design compressive strength at 28 days, grout mixture proportions and materials, compressive breaking strength, and type of break for both 7- and 28-day tests in reports of compressive-strength tests.

h. Additional Tests: Testing and inspecting agency to make additional tests of grout if test results indicate that compressive strengths or other requirements have not been met, as directed by Architect.

i. Perform additional testing and inspecting, at Contractor's expense, to determine compliance of replaced or additional work with specified requirements.

j. Correct deficiencies in the Work that test reports and inspections indicate do not comply with the Contract Documents.

D. Low-Strain Integrity Testing: Performed and reported according to ASTM D 5882 on 3 percent of piles and reported for each pile.

E. Pile Inspection Reports: Prepare inspection reports for each pile as follows:

1. Pile number designation.

2. Pile materials and dimensions.

3. Elevation of top of pile.

4. Elevation of the top of the bond length.

5. Bond length.

6. Pile drilling duration.

7. Final tip elevation.

8. Cut-off elevation.

9. Design load capacity

10. Description of unusual installation behavior or conditions

11. Grout pressures attained.



12. Post-grouting details if required.

13. Grout quantities pumped.

14. Time required for each operation.

F. Certified Piles Survey: Prepared by a qualified land surveyor or professional engineer showing final location of piles in relation to the property survey and existing benchmarks.

1. Notify Architect when deviations from locations exceed allowable tolerances.

G. Piles shall be considered defective if they do not pass tests and inspections.

3.5 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off Owner's property.

END OF SECTION 316316