APPENDIX 1 Homework - 20 Problems

Transcription

1 APPENDIX 1 Homework - 20 Problems

2 Florida Department of TRANSPORTATION Homework 1. The scour elevation can normally be found on the bridge hydraulics sheet and in the Pile Data Table. True False 2. The Required Nominal Bearing Resistance will normally be shown in the Pile Data Table. Where is the Pile Data Table found? A. The Contractor s Pile Installation Plan B. The Special Provisions C. The Standard Specifications D. The Plans E. None of the Above Pile Driving Inspector Course

3 Florida Department of TRANSPORTATION Homework 3. On what type of hammer you may see a jump stick and when can it be used for in FDOT projects? A. Air hammer to verify stroke height B. Double acting Diesel to control the pressure C. Single acting Diesel to verify stroke height D. Vibratory hammer to estimate the amount. E. Single acting Diesel but cannot be used to verify stroke height Pile Driving Inspector Course

4 Florida Department of TRANSPORTATION Homework 4. What are the three types of Leads? 5. When using which of the above leads, is a template not required? 6. What are the three basic pile hammer types? Pile Driving Inspector Course

5 Florida Department of TRANSPORTATION Furnished Pile Length = 55 ft. Reference Elevation = +4.0 ft. Cut-off Elevation = ft. Preformed Hole Elevation = ft. Calculate: Homework PROBLEM 7 (PLUMB PILE) Ground Elevation = ft. Scour Elevation = ft. Pile Length Below Ref. Elev. = 43.0 ft. TIP ELEVATION:? PENETRATION:? LENGTH DRIVEN:? Pile Driving Inspector Course

6 Florida Department of TRANSPORTATION Homework 9. A prestressed concrete test pile required a drivable splice, 20 feet long. The splice is required to keep driving and instrumenting the test pile. Determine the additional feet length to be paid for the splice and the splice length. Pile Driving Inspector Course

7 Florida Department of TRANSPORTATION Homework 10. Same Problem as before, but a non-drivable splice was used. It was an end bent test pile that drove below cut-off elevation and accepted by the testing engineer. The splice was used to extend the pile to the cut-off elevation without driving (therefore without testing). Determine the additional feet length to be paid for the splice and the splice length. Pile Driving Inspector Course

8 Florida Department of TRANSPORTATION Homework 11. True or False: If a pile reaches 20 blows in less than 1 inch, it is correct to stop the pile without going to the full inch to consider it practical refusal. True False 12. True or False: If the saximeter TM fails in a production pile driven with and open Diesel hammer, the Contractor can continue driving, and the inspector will estimate the stroke based on a formula that correlates blows per minute vs. stroke, or use the jumpstick. True False Pile Driving Inspector Course

9 Florida Department of TRANSPORTATION Homework 13. The Contractor is normally paid for a preformed pile hole? True False 14. When is the best time to check the hammer cushion? A.At lunch when the Contractor is not working. B.Between piles C.At the end of the day D.When the hammer is apart for repair or maintenance E.None of the above Pile Driving Inspector Course

10 Florida Department of TRANSPORTATION Homework 15. The Contractor is assembling his capblock and you observe him putting a timber hammer cushion into the capblock. What should you do? A. Check the Pile Installation Plan to see if it is the right material B. Inform the Contractor that timber hammer cushions are not permitted by the specifications C. Ask the Contractor to provide the proper documentation to evaluate the timber hammer cushion D. Request the District Geotechnical Engineer to evaluate the change E. The Standard Specifications do not address this. Pile Driving Inspector Course

11 Florida Department of TRANSPORTATION Homework 16. You have just informed the Contractor that he has reached the required blow count and should stop driving. The pile top is three feet above the cut-off elevation. The Contractor wishes to drive the pile to cut-off. What should you do? A. This is the Contractor s option, however, he is not paid for the additional driving. Make note in driving log and in daily report. B. This is not allowed. If the Contractor continues, leave the site immediately and document to the Project Engineer. C. Advise the Contractor that it is not recommended and that if he continues, any damage to the pile including loss of bearing is his responsibility, continue recording and document. D. This is the Contractor s option. If the Inspector permits additional driving, continue to document and pay the Contractor for the additional drive. E. None of the above Pile Driving Inspector Course

12 Florida Department of TRANSPORTATION Homework 17. Compute penetration for the following: Scour El=-20 ft Existing mudline (ground) elevation= -5 ft Preformed Hole elevation= -30 ft Tip elevation at the end of driving= -55 Cut-off elevation= ft Penetration= Pile Driving Inspector Course

13 Florida Department of TRANSPORTATION Furnished Pile Length = Reference Elevation = Cut-off Elevation = Homework PROBLEM 18 (PLUMB PILE) 55 ft ft ft. Ground Elevation = Scour Elevation = Pile Length Below Ref. Elev. = ft. - None ft ft. Compute: TIP ELEVATION:? PENETRATION:? LENGTH DRIVEN:? Pile Driving Inspector Course

14 Florida Department of TRANSPORTATION Furnished Pile Length = Reference Elevation = Cut-off Elevation = Compute: Homework PROBLEM 19: BATTERED PILE (5:2) Ground Elevation = 60 ft. Scour Elevation = ft. Pile Length Below ft. Ref. Elev. = Batter = 5:1 Corr. Factor = ft ft ft. TIP ELEVATION:? PENETRATION:? LENGTH DRIVEN:? Pile Driving Inspector Course

15 Florida Department of TRANSPORTATION Homework 20. The plans do not require a minimum tip elevation for a particular bent. There is no scour. The ground surface was at El +10 ft. The pile was set easily without hammer blows (no capacity) to a tip elevation at El 0.0 ft. After this elevation, the pile was driven through firm bearing material using a pile hammer. Pile Driving Inspector Course

16 Florida Department of TRANSPORTATION Homework For the conditions depicted in the last slide, which of the following piles was stopped correctly? A. Pile A was driven to the blow count driving criteria for the last 2 ft, stopping at El -4 ft. B. Pile B was driven to refusal, achieving a tip elevation at El -1 ft. C. Pile C was driven to a tip Elevation at El -4 ft with practical refusal for the final 2 feet. D. Pile D was driven to El -5 ft meeting the blow count criteria for the last 2 ft with increasing blows. E. Pile E was driven to El -5 ft meeting practical refusal criterion for the last 5 ft. Pile Driving Inspector Course

17 APPENDIX 2 July 2018 Section 108: Monitoring Existing Structures

18 156

19 157

20 158

21 APPENDIX 3 July 2018, Section 455 from to :Piles

22 SECTION 455 STRUCTURES FOUNDATIONS Index A. General through B. Piling through C. Drilled Shafts through D. Spread Footings through E. Structures (Other Than Bridge) Foundations- Auger Cast Piles through A. GENERAL General. The Contractor may examine available soil samples and rock cores obtained during the soil boring operations at the appropriate District Materials Office Monitor Existing Structures: Monitor existing structures in accordance with Section Excavation: Complete all excavation of the foundations prior to installing piles or shafts unless otherwise authorized by the Engineer. After completing pile/shaft installation, remove all loose and displaced materials from around the piles/shafts, leaving a clean, solid surface. Compact the soil surface on which concrete is to be placed or which will support the forming system for the concrete to support the load of the plastic concrete without settling or causing the concrete to crack, or as shown in the Contract Documents Abutment (End Bent) Fill: Place and compact the fill before installing end-bent piling/shafts, except when driving specified test piling in end bents or the Plans show uncased piles through proprietary retaining wall fills. When installing piles/shafts or casing prior to placing fill, take necessary precautions to prevent displacement of piles/shafts during placing and compacting fill materials within 15 feet of the piles/shafts or casing. Reference and check the position of the piles/shafts or casing at three approximately equal intervals during construction of the embankment. Place embankment material in 6 inch loose lifts in the 15 foot area around the piles/shafts or casing. Compact embankment material within the 15 foot area adjacent to the piles/shafts or casing to the required density with compaction equipment weighing less than 1,000 pounds. When installing piles/shafts prior to the completion of the surrounding fills, do not cap them until placing the fills as near to final grade as possible, leaving only the necessary working room for construction of the caps. When shown in the Plans, provide permanent casings installed prior to placement of the fill, for all drilled shafts through mechanically stabilized fills (for example, behind proprietary retaining walls) for shafts installed after fill placement. Install temporary casings through the completed conventional fill when permanent casings are not required. Provide permanent casings, if required, before the fill is placed extending a sufficient distance into the existing ground to provide stability to the casings during construction of the abutment fill.

23 Cofferdams: Construct cofferdams as detailed in the Plans. When cofferdams are not detailed in the Plans, employ a qualified Specialty Engineer to design cofferdams, and to sign and seal the plans and specification requirements. Submit the designs to the Engineer for their records before beginning construction. Provide a qualified diver and a safety diver to inspect the conditions of the foundation enclosure or cofferdam when the Contract Documents require a seal for construction. Equip these divers with suitable voice communications, and have them inspect the foundation enclosure and cofferdam periphery including each sheeting indentation and around each piling or drilled shaft to ensure that no layers of mud or other undesirable materials were left above the bottom of seal elevation during the excavation process. Also have the divers check to make sure the surfaces of the piles or drilled shafts are sufficiently clean to allow bond of the concrete down to the minimum bottom of seal elevation. Ensure that there are no mounds of stone, shell, or unapproved backfill material left after placement and grading. Assist the Engineer as required to ensure that the seal is placed as specified and evaluate the adequacy of the foundation soils or rock. Correct any deficiencies found by the divers. Upon completion of inspection by the divers, the Department may also elect to inspect the work before authorizing the Contractor to proceed with subsequent construction operations. Submit a written report by the divers to the Engineer indicating the results of their underwater inspection before requesting authorization to place the seal concrete Vibrations on Freshly Placed Concrete (Drilled Shafts and Piers): Ensure that freshly placed concrete is not subjected to peak particle velocities greater than 1.5 inches per second from vibration sources located within 30 feet (from the nearest outside edge of freshly placed concrete to the vibration source) until that concrete has attained its final set as defined by ASTM C403 except as required to remove temporary casings before the drilled shaft elapsed time has expired Static Compression Load Tests General: Employ a professional testing laboratory, or Specialty Engineer with prior load test experience on at least three projects, to conduct the load test in compliance with these Specifications, to record all data, and to submit reports of the test results to the Engineer except when the Contract Documents show that the Department will supply a Geotechnical Engineer to provide these services. Perform the load test by applying a load up to the load required in the Contract Documents or to the failure load, whichever occurs first. Do not apply test loads to piles sooner than 48 hours (or the time interval shown in the Plans) after driving of the test pile or reaction piles, whichever occurs last. Allow up to four weeks after the last load test for the analysis of the load test data and to provide all the estimated production tip elevations. If the Contractor is willing to construct production foundation elements in areas designated by the Engineer, tip elevations will be determined in these areas beginning seven days after the receipt of the load test data which represents the designated area. Do not begin static load testing of drilled shafts until the concrete has attained a compressive strength of 3,400 psi. The Contractor may use high early strength concrete to obtain this strength at an earlier time to prevent testing delays. Load test piles/shafts in the order directed by the Engineer. Unless shown otherwise in the Contract Documents, provide all equipment, materials, labor, and technical personnel required to conduct the load tests, including determination of anchor reaction member

24 depths. In this case, provide a loading apparatus designed to accommodate the maximum load plus an adequate safety factor. While performing the load test, provide safety equipment, and employ safety procedures consistent with the latest approved practices for this work. Include with these safety procedures, adequate support for the load test plates and jack to prevent them from falling in the event of a release of load due to hydraulic failure, test pile/shaft failure, or any other cause. Include in the bid the cost of transporting load test equipment and instrumentation supplied by the Department from their storage location to the job site and back. Handle these items with care. The Contractor is responsible for the safe return of these items. After completion of the static load tests, return all Department furnished equipment in satisfactory operating condition. Repair all damage to the test equipment furnished by the Department to the satisfaction of the Engineer. Clean all areas of rust on structural steel items, and recoat those areas in accordance with Section 560. Return all load test equipment supplied by the Department within 30 days after completing the load tests. The Contractor is responsible for the equipment from the time it leaves its storage area until the time it is returned. During this time, insure the equipment against loss or damage for the replacement cost thereof (the greater of $150,000 or the amount shown in the Plans) or for the full insurable value if replacement cost insurance is not available. Notify the Engineer at the preconstruction conference, or no later than 30 days before beginning test pile installation, of the proposed testing schedule so that items supplied by the Department may be reserved. Notify the Department at least ten working days before pick-up or return of the equipment. During pick-up, the Department will complete a checklist of all equipment placed in the Contractor s possession. The Department will later use this checklist to verify that the Contractor has returned all equipment. Provide personnel and equipment to load or unload the equipment at the Department s storage location. Provide lifting tongs or nylon slings to handle Department owned test girders. Do not perform cutting, welding, or drilling on Department owned girders, jacks, load cells, or other equipment Loading Apparatus: Provide an apparatus for applying the vertical loads as described in one of the following: 1. As shown and described in the Contract Documents. 2. As supplied by the Contractor, one of the following devices designed to accommodate a load at least 20% higher than the test load shown in the Plans or described herein for test loads: a. Load Applied by Hydraulic Jack Acting Against Weighted Box or Platform: Construct a test box or test platform, resting on a suitable support, over the pile, and load it with material with a total weight greater than the anticipated maximum test load. Locate supports for the weighted box or platform at least 6 feet or three pile/shaft diameters, whichever is greater, measured from the edge of the pile or shaft to the edge of the supports. Insert a hydraulic jack with pressure gauge between the test pile or shaft and the underside of the reaction beam, and apply the load to the pile or shaft by operating the jack between the reaction beam and the top of the pile or shaft. b. Load Applied to the Test Pile or Shaft by Hydraulic Jack Acting Against Anchored Reaction Member: Construct reaction member anchorages in accordance with article 6.3 of ASTM D1143. Attach a girder(s) of sufficient strength to act as a reaction beam to the upper ends of the anchor piles or shafts. Insert a hydraulic jack with pressure gauges between

25 the head of the test pile/shaft and the underside of the reaction beam, and apply the test load to the pile/shaft by operating the jack between the reaction beam and the pile/shaft head. If using drilled shafts with bells as reaction member anchorages, locate the top of the bell of any reaction shaft anchorage at least three shaft diameters below the bottom of the test shaft. c. Combination Devices: The Contractor may use a combination of devices (a) and (b), as described above, to apply the test load to the pile or shaft. d. Other systems proposed by the Contractor and approved by the Engineer: When necessary, provide horizontal supports for loading the pile/shaft, and space them so that the ratio of the unsupported length to the minimum radius of gyration of the pile does not exceed 120 for steel piles, and the unsupported length to the least cross-section dimension does not exceed 20 for concrete piles or drilled shafts. Ensure that horizontal supports provide full support without restraining the vertical movement of the pile in any way. When required by the Contract Documents, apply a horizontal load to the shaft either separately or in conjunction with the vertical load. Apply the load to the test shaft by hydraulic jacks, jacking against Contractor provided reaction devices. After receiving the Engineer s approval of the proposed method of load application, apply the horizontal load in increments, and relieve it in decrements as required by the Contract Documents Modified Quick Test: 1. Loading Procedure: Apply vertical loads concentric with the longitudinal axis of the tested pile/shaft to accurately determine and control the load acting on the pile/shaft at any time. Place the load on the pile/shaft continuously, in increments equal to approximately 5% of the maximum test load specified until approaching the failure load, as indicated by the measuring apparatus and/or instruments. Then, apply increments of approximately 2.5% until the pile/shaft plunges or attains the limiting load. The Engineer may elect to stop the loading increments when he determines the Contractor has met the failure criteria or when a settlement equal to 10% of the pile/shaft width or diameter is reached. Apply each load increment immediately after taking and verifying the complete set of readings from all gauges and instruments. Apply each increment of load within the minimum length of time practical, and immediately take the readings. Complete the addition of a load increment and the completion of the readings within 5 to 15 minutes. The Engineer may elect to hold the maximum applied load up to one hour. Remove the load in decrements of about 10% of the maximum test load. Remove each decrement of load within the minimum length of time practical, and immediately take the readings. Complete the removal of a load decrement and the taking of the readings within 5 to 15 minutes. The Engineer may also require up to two reloading cycles with five loading increments and three unloading decrements. Record the final recovery of the pile/shaft until movement is essentially complete for a period up to one hour after the last unload interval. 2. Failure Criteria and Nominal Resistance: Use the criteria described herein to establish the failure load. The failure load is defined as the load that causes a pile/shaft top deflection equal to the calculated elastic compression plus 0.15 inches plus 1/120 of the pile/shaft minimum width or the diameter in inches for piles/shafts 24 inches or less in width, and equal to the calculated elastic compression plus 1/30 of the pile/shaft minimum width or diameter for piles/shafts greater than 24 inches in width. Consider the nominal resistance of any pile/shaft so tested as either the maximum applied load or the failure load, whichever is smaller.

26 Measuring Apparatus: Provide an apparatus for measuring movement of the test piles/shafts that consists of all of the following devices: 1. Wire Line and Scale: Stretch a wire as directed by the Engineer between two supports located at a distance at least: a. 10 feet from the center of the test pile but not less than 3.5 times the pile diameter or width. b. 12 feet from the centerline of the shaft to be tested but not less than three shaft diameters. Locate the wire supports as far as practical from reaction beam anchorages. At over-water test sites, the Contractor may attach the wire line as directed by the Engineer to the sides of the service platform. Mount the wire with a pulley on one support and a weight at the end of the wire to provide constant tension on the wire. Ensure that the wire passes across the face of a scale mounted on a mirror attached to the test pile/shaft so that readings can be made directly from the scale. Use the scale readings as a check on an average of the dial readings. When measuring both horizontal and vertical movement, mount separate wires to indicate each movement, horizontal or vertical. Measure horizontal movements from two reference wires set normal to each other in a horizontal. 2. Wooden Reference Beams and Dial Gauges: Attach wooden reference beams as detailed in the Plans or approved by the Engineer to independent supports. For piles, install the greater of 3.5 times the pile diameter or width or 10 feet from the centerline of the test pile. For drilled shafts, install at the greater of three shaft diameters or 12 feet from the centerline of the shaft to be tested. Locate the reference beam supports as far as practical from reaction beam anchorages. For over-water test sites, the Contractor may attach the reference beams as directed by the Engineer between two diagonal platform supports. Attach dial gauges, with their stems resting either on the top of the pile/shaft or on lugs or similar reference points on the pile/shaft, to the fixed beams to record the movement of the pile/shaft head. Ensure that the area on the pile/shaft or lug on which the stem bears is a smooth surface which will not cause irregularities in the dial readings. Provide a minimum of four dial gauges, each with inch divisions and with 2 inch minimum travel, placed at 90 degree intervals for measuring vertical or horizontal movement. 3. Survey Level: As a check on the dial gauges, determine the elevation of a point near the top of the test pile/shaft (on plan datum) by survey level at each load and unload interval during the load test. Unless approved otherwise by the Engineer, level survey precision is foot. Alternately, the surveyor may read an engineer s 50 scale attached near the pile/shaft head. Determine the first elevation before applying the first load increment; make intermediate readings immediately before a load increment or an unload decrement, and after the final unload decrement that completely removes the load. Make a final reading at the time of the last recovery reading or as directed by the Engineer. For over-water test sites, when shown in the Plans or directed by the Engineer, the Contractor shall drive an H pile through a 36 inch casing to provide a stable support for the level and to protect it against wave action interfering with level measurements. Provide a suitable movable jig for the surveyor to stand. Use a jig that has a minimum of three legs, has a work platform providing at least 4 feet width of work area around the casing, and is approved by the Engineer before use. The described work platform may be supported by the protective casing when approved by the Engineer.

27 Load Test Instrumentation: 1. General: The intent of the load test instrumentation is to measure the test load on top of the pile/shaft and, when provided in the Contract Documents, its distribution between side friction and end bearing to provide evaluation of the preliminary design calculations and settlement estimates and to provide information for final pile/shaft length design. Ensure that the instrumentation is as described in the Contract Documents. When requested by the Engineer, provide assistance during installation of any instrumentation supplied by the Department. Supply 110 V, 60 Hz, 30 A of AC electric power in accordance with the National Electric Code (NEC) to each test pile/shaft site during the installation of the instrumentation, during the load testing, and during any instrumented redrives ordered by the Engineer. Place all of the internal instrumentation on the rebar cage before installation in the test shaft. Construct the rebar cage at least two days before it is required for construction of the test shaft. Provide assistance during installation of instrumentation supplied by the Department, including help to string, place, and tie the instrumentation and any assistance needed in moving or repositioning the cage to facilitate installation. Place the rebar cage in one segment complete with its instrumentation. The Engineer may require multiple lift points and/or a suitable stiffleg (length of H pile or other suitable section) to get the cage in a vertical position without causing damage to the instrumentation. Successfully demonstrate the lifting and handling procedures before the installing instrumentation. 2. Hydraulic Jack and Load Cell: Provide hydraulic jack(s) of adequate size to deliver the required test load to the pile/shaft unless shown otherwise in the Plans. Before load testing begins, submit a certificate from a reputable testing laboratory showing a calibration of gauge readings for all stages of jack loading and unloading for jacks provided. Ensure that the jack has been calibrated within the preceding six months unless approved otherwise. Recalibrate the jack after completing load testing if so directed by the Engineer. Ensure that the accuracy of the gauge is within 5% of the true load. Provide an adequate load cell approved by the Engineer that has been calibrated within the preceding six months. Provide an approved electrical readout device for the load cell. Submit a certificate from an independent testing laboratory showing a calibration of readings for all stages of loading and unloading for load cells furnished by the Contractor and obtain the approval of the Engineer before beginning load testing. Ensure that the accuracy of the load cell is within 1% of the true load. 3. Telltales: When shown in the Contract Documents, furnish and install telltales that consist of an unstressed steel rod placed, greased for reducing friction and corrosion, with appropriate clearance inside a constant-diameter pipe that rests on a flat plate attached to the end of the pipe at the point of interest shown in the Contract Documents. Construct telltales in accordance with the Contract Documents. Install dial gauges reading to inch with 1 inch minimum travel as directed by the Engineer to measure the movement of the telltale with respect to the top of the pile/shaft. 4. Embedded Strain Gauges: When shown in the Contract Documents, furnish and install strain gauges in the test shaft to measure the distribution of the load. Ensure that the type, number, and location of the strain gauges are as shown in the Plans or as directed by the Engineer. Use strain gauges that are waterproof and have suitable shielded cable that is unspliced within the shaft.

28 Support Facilities: Furnish adequate facilities for making load and settlement readings 24 hours per day. Provide such facilities for the instrumented area, and include lighting and shelter from rain, wind, and direct sunlight Load Test Personnel Furnished by the Contractor: Provide a certified welder, together with necessary cutting and welding equipment, to assist with the load test setup and to make any necessary adjustments during the load test. Provide personnel to operate the jack, generators, and lighting equipment, and also provide one person with transportation to assist as required during load test setup and conducting of the load tests. Provide qualified personnel, as determined by a Specialty Engineer or testing lab, required to read the dial gauges, take level measurements, and conduct the load test, except when the Contract Documents show that the Department will provide these personnel Cooperation by the Contractor: Cooperate with the Department, and ensure that the Department has access to all facilities necessary for observation of the conduct and the results of the test Required Reports: Submit a preliminary static load test report to the Engineer within five days after completing the load test. When the Contract Documents do not require internal instrumentation, submit the final report within ten days after completing the load test. Submit the final report of test results for internally instrumented shafts within 30 days after completing the load test. Include in the report of the load test the following information: 1. A tabulation of the time of, and the amount of, the load and settlement readings, and the load and recovery readings taken during the loading and unloading of the pile/shaft. 2. A graphic representation of the test results, during loading and unloading of pile/shaft top movement as measured by the average of the dial gauge readings, from wireline readings and from level readings. 3. A graphic representation of the test results, when using telltales, showing pile/shaft compression and pile/shaft tip movement. 4. The estimated failure and safe loads according to the criteria described herein. 5. Remarks concerning any unusual occurrences during the loading of the pile/shaft. 6. The names of those making the required observations of the results of the load test, the weather conditions prevailing during the load test, and the effect of weather conditions on the load test. 7. All supporting data including jack and load cell calibrations and certificates and other equipment requiring calibration. 8. When the Contract Document requires internal instrumentation of the pile/shaft, furnish all of the data taken during the load test together with instrument calibration certifications. In addition, submit a report showing an analysis of the results of axial load and lateral load tests in which soil resistance along and against the pile/shaft is reported as a function of deflection. Submit the necessary reports prepared by the Specialty Engineer responsible for collection and interpretation of the data, except when the Contract Documents show that the Department will provide a Geotechnical Engineer Disposition of Loading Material: Remove all equipment and materials, which remains the Contractor s property, from the site. Clean up and restore the site to the satisfaction of the Engineer.

29 Disposition of Tested Piles/Shafts: After completing testing, cut off the tested piles/shafts, which are not to be incorporated into the final structure, and any reaction piles/shafts at an elevation 24 inches below the finished ground surface or as shown in the Plans. Take ownership of the cut-offs and provide areas for their disposal. B. PILING Description. Furnish and install concrete, steel, or wood piling including driving, jetting, preformed pile holes, cutting off, splicing, dynamic load testing, and static load testing of piling. In the event a pile is broken or otherwise damaged by the Contractor to the extent that the damage is irreparable, in the opinion of the Engineer, the Contractor shall extract and replace the pile at no additional expense to the Department. In the event that a pile is mislocated by the Contractor, the Contractor shall extract and replace the pile, at no expense to the Department, except when a design change proposed by the Contractor is approved by the Department as provided in Classification. The Department classifies piling as follows: 1. Treated timber piling. 2. Prestressed concrete piling. 3. Steel piling. 4. Test piling. 5. Sheet piling. a. Concrete sheet piling. b. Steel sheet piling. 6. Polymeric Piles (see Section 471 for requirements) General Requirements Predrilling of Pile Holes: Predrilled pile holes are either starter holes to the depth described in this Subarticle or holes drilled through embankment/fill material down to the natural ground surface at no additional cost to the Department. When using low displacement steel piling such as structural shapes, drive them through the compacted fill without the necessity of drilling holes through the fill except when the requirements for predrilling are shown in the Plans. When using concrete or other high displacement piles, drill pile holes through fill, new or existing, to at least the elevation of the natural ground surface. Use the range of drill diameters listed below for square concrete piles. 12 inch square piles to 17 inches 14 inch square piles to 20 inches 18 inch square piles to 26 inches 20 inch square piles to 29 inches 24 inch square piles to 34 inches 30 inch square piles to 43 inches For other pile sizes, use the diameter of the drills shown in the Plans or approved by the Engineer. Accurately drill the pile holes with the hole centered over the Plan location of

30 the piling. Maintain the location and vertical alignment within the tolerances allowed for the piling. For predrilled holes required through rock or other hard (i.e. debris, obstructions, etc.) materials that may damage the pile during installation, predrill hole diameters approximately 2 inches larger than the largest dimension across the pile cross-section. Fill the annular space around the piles as described in with clean A-3 sand or sand meeting the requirements of In the setting of permanent and test piling, the Contractor may initially predrill holes to a depth up to 10 feet or 20% of the pile length whichever is greater, unless otherwise shown in the Plans. Where installing piles in compacted fill, predrill the holes to the elevation of the natural ground surface. With prior written authorization from the Engineer, the Contractor may predrill holes to greater depths to minimize the effects of vibrations on existing structures adjacent to the work and/or for other reasons the Contractor proposes Underwater Driving: Underwater driving is defined as any driving through water which is above the pile head at the time of driving. When conducting underwater driving, provide a diver equipped with voice communications to aid in placing the hammer back on the pile for required cushion changes or for subsequent redriving, to attach or recover instrumentation the Engineer is using, to inspect the condition of the pile, or for other assistance as required. Select one of the following methods for underwater driving: 1. Accomplish underwater driving using conventional driving equipment and piling longer than authorized so that the piling will extend above the water surface during final driving. When choosing this option, furnish a pile hammer that satisfies the requirements of this Section for use with the longer pile. 2. Accomplish underwater driving using an underwater hammer that meets the requirements of this Section and is approved by the Engineer. When choosing this option, provide at least one pile longer than authorized at each pile group, extending above the water surface at final driving. At each group location, drive the longer pile first. The Engineer will evaluate the adequacy of the underwater driving system. The Engineer may use the pile tip elevation of the longer pile that the Contractor has driven and the Engineer has accepted, to evaluate the acceptability of the piles driven with the underwater hammer. 3. Accomplish underwater driving using conventional driving equipment with a suitable approved pile follower. When choosing this option, provide at least one pile longer than required at each pile group, extending above the water surface at final driving. At each group location, drive the full length pile first without using the follower. The Engineer will evaluate the adequacy of the follower used for underwater driving. The Engineer may choose to perform a dynamic load test on the first pile the Contractor drives with the follower in each group. The Engineer may use the pile tip elevation of the longer pile, that the Contractor has driven and the Engineer has accepted, to evaluate the acceptability of the piles driven with the follower. Prior to use, submit details of the follower for the Engineer s evaluation and approval along with the information required in Include the weight, cross-section details, stiffness, type of materials, and dimensions of the follower Pile Hammers: All equipment is subject to satisfactory field performance. Use a variable energy hammer to drive concrete piles. Hammers will be rated based on the theoretical energy of the ram at impact. Supply driving equipment which provides the required resistance at

31 a blow count ranging from 3 blows per inch (36 blows per foot) to 10 blows per inch (120 blows per foot) at the end of initial drive, unless approved otherwise by the Engineer after satisfactory field trial. Ensure the hammer is capable of driving to a resistance equal to at least 2.0 times the factored design load plus the scour and down drag resistance shown in the Contract Documents, without overstressing the piling in compression or tension and without reaching or exceeding 20 blows per inch. When the Engineer determines the stroke height or bounce chamber pressure readings do not adequately determine the energy of the hammer, provide and maintain a device to measure the velocity of the ram at impact. Determine the actual hammer energy in the field so that it is consistent with the hammer energy used for each bearing capacity determination. When requested, submit to the Engineer all technical specifications and operating instructions related to hammer equipment Air/steam: Variable energy air/steam hammers shall be capable of providing at least two ram stroke lengths. The short ram stroke length shall be approximately half of the full stroke for hammers with strokes up to 4 feet and no more than 2 feet for hammers with maximum strokes lengths over 4 feet. Operate and maintain air/steam hammers within the manufacturer s specified ranges. Use a plant and equipment for steam and air hammers with sufficient capacity to maintain, under working conditions, the hammer, volume and pressure specified by the manufacturer. Equip the plant and equipment with accurate pressure gauges which are easily accessible to the Engineer. The Engineer will not accept final bearing on piles the Contractor drives with air/steam hammers unless the Contractor operates the hammers within 10% of the manufacturer s rated speed in blows per minute, unless otherwise authorized by the Engineer. Provide and maintain in working order for the Engineer s use an approved device to automatically determine and display the blows per minute of the hammer Diesel: Variable energy diesel hammers shall have at least three fuel settings that will produce reduced strokes. Operate and maintain diesel hammers within the manufacturer s specified ranges. Determine the rated energy of diesel hammers using measured ram stroke length multiplied by the weight of the ram for open end hammers and by methods recommended by the manufacturer for closed end hammers. Provide and maintain in working order for the Engineer s use an approved device to automatically determine and display ram stroke for open-end diesel hammers. Equip closed-end (double acting) diesel hammers with a bounce chamber pressure gauge, in good working order, mounted near ground level so the Engineer can easily read it. Also, submit to the Engineer a chart, calibrated to actual hammer performance within 30 days prior to initial use, equating bounce chamber pressure to either equivalent energy or stroke for the closed-end diesel hammer to be used Hydraulic: Variable energy hydraulic hammers shall have at least three hydraulic control settings that provide for predictable energy or equivalent ram stroke. The shortest stroke shall be a maximum of 2 feet for the driving of concrete piles. The remaining strokes shall include full stroke and approximately halfway between minimum and maximum stroke. Supply hammer instrumentation with electronic read out, and control unit that allows the operator to read and adjust the hammer energy or equivalent ram stroke. When pressure measuring equipment is required to determine hammer energy, calibrate the pressure measuring equipment before use Vibratory: Vibratory hammers of sufficient capacity (force and amplitude) may be used to drive steel sheet piles and, with approval of the Engineer, to drive

32 steel bearing piles a sufficient distance to get the impact hammer on the pile (to stick the pile). The Engineer will determine the allowable depth of driving using the vibratory hammer based on site conditions. However, in all cases, use a power impact hammer for the last 15 feet or more of the final driving of steel bearing piles for bearing determinations after all piles in the bent/pier have been driven with a vibratory hammer. Do not use vibratory hammers to install concrete piles, or to install support or reaction piles for a load test Cushions and Pile Helmet: Capblock: Provide a capblock (also called the hammer cushion) as recommended by the hammer manufacturer. Use commercially manufactured capblocks constructed of durable manmade materials with uniform known properties. Do not use wood chips, wood blocks, rope, or other material which permit excessive loss of hammer energy. Do not use capblocks constructed of asbestos materials. Obtain the Engineer s approval for all proposed capblock materials and proposed thickness for use. Maintain capblocks in good condition, and replace them when charred, melted, or otherwise significantly deteriorated. The Engineer will inspect the capblock before driving begins and weekly or at appropriate intervals determined by the Engineer based on field trial. Replace or repair any capblock which loses more than 25% of its original thickness, in accordance with the manufacturer s instructions, before permitting further driving Pile Cushion: Provide a pile cushion that is adequate to protect the pile from being overstressed in compression and tension during driving. Use a pile cushion sized so that it will fully fill the lateral dimensions of the pile helmet minus one inch but does not cover any void or hole extending through the top of the pile. Determine the thickness based upon the hammer-pile-soil system. For driving concrete piles, use a pile cushion made from pine plywood or oak lumber. Alternative materials may be used with the approval of the Engineer. Obtain the Engineer s approval for all pile cushions. Do not use materials previously soaked, saturated or treated with oil. Maintain pile cushions in good condition and replace them when charred, splintered, excessively compressed, or otherwise deteriorated to the point it will not protect the pile against overstressing in tension or compression. Protect cushions from the weather, and keep them dry. Do not soak the cushions in any liquid. Replace the pile cushion, if during the driving of any pile, the cushion is either compressed more than one-half the original thickness, begins to burn, or as directed by the Engineer after field performance. Provide a new cushion for each pile unless approved otherwise by the Engineer after satisfactory field trial. Reuse pile cushions in good condition to perform all set-checks and redrives. Use the same cushion to perform the set-check or redrive as was used during the initial driving, unless this cushion is unacceptable due to deterioration, in which case use a similar cushion Pile Helmet: Provide a pile helmet suitable for the type and size of piling being driven. Use a pile helmet deep enough to adequately contain the required thickness of pile cushion and to assist in maintaining pile-hammer alignment. Use a pile helmet that fits loosely over the pile head and is at least 1 inch larger than the pile dimensions. Use a pile helmet designed so that it will not restrain the pile from rotating Leads: Provide pile leads constructed in a manner which offers freedom of movement to the hammer and that have the strength and rigidity to hold the hammer and pile in the correct position and alignment during driving. When using followers, use leads that are long enough and suitable to maintain position and alignment of the hammer, follower, and pile throughout driving.

33 Followers: When using followers, perform dynamic load testing as per Obtain the Engineer s approval for the type of follower, when used, and the method of connection to the leads and pile. Use followers constructed of steel with an adequate crosssection to withstand driving stresses. When driving concrete piles, ensure that the cross-sectional area of the follower is at least 18% of the cross-sectional area of the pile. When driving steel piles, ensure that the cross-sectional area of the follower is greater than or equal to the crosssectional area of the pile. Provide a pile helmet at the lower end of the follower sized according to the requirements of Use followers constructed that maintain the alignment of the pile, follower, and hammer and still allow the pile to be driven within the allowable tolerances. Use followers designed with guides adapted to the leads that maintain the hammer, follower, and the piles in alignment. Use information from dynamic load tests described in to evaluate the adequacy of the follower and to determine pile capacity Templates and Ground Elevations: Provide a fixed template, adequate to maintain the pile in proper position and alignment during driving with swinging leads or with semi-fixed leads. Where practical, place the template so that the pile can be driven to cut-off elevation before removing the template. Ensure that templates do not restrict the vertical movement of the pile. Supply a stable reference close to the pile, which is satisfactory in the opinion of the Engineer, for determination of the pile penetration. At the time of driving piles, furnish the Engineer with elevations of the original ground and template at each pile or pile group location. Note the highest and lowest elevation at each required location and the ground elevation at all piles Water Jets: Use jet pumps, supply lines, and jet pipes that provide adequate pressure and volume of water to freely erode the soil. Do not perform jetting without prior approval by the Engineer or unless allowed by the Plans. Do not perform jetting in the embankment or for end bents. Where conditions warrant, with approval by the Engineer, perform jetting on the holes first, place the pile therein, then drive the pile to secure the last few feet of penetration. Only use one jet for prejetting or jetting through piles constructed with a center jet-hole. Use two jets when using external jets. When jetting and driving, position the jets slightly behind the advancing pile tip (approximately 3 feet or as approved by the Engineer). When using water jets in the driving, determine the pile bearing only from the results of driving after withdrawing the jets, except where using jets to continuously eliminate soil resistance through the scour zone, ensure that they remain in place as directed by the Engineer and operating during pile bearing determination. Where practical, perform jetting on all piles in a pile group before driving begins. When large pile groups or pile spacing and batter make this impractical, or when the Plans specify a jet-drive sequence, set check a sufficient number of previously driven piles in a pile group to confirm their capacity after completing all jetting Penetration Requirements: Measure the penetration of piles from the elevation of natural ground, scour elevation shown in the Plans, or the bottom of excavation, whichever is lower. When the Contract Documents show a minimum pile tip elevation, drive the tip of the pile to this minimum elevation. The Engineer will accept the bearing of a pile only if the Contractor achieves the required bearing when the tip of the pile is at or below the specified minimum tip elevation and below the bottom of the preformed or predrilled pile hole.

34 When the Plans do not show a minimum tip elevation, ensure that the penetration is at least 10 feet into firm bearing material or at least 20 feet into soft material unless otherwise permitted by the Engineer. If a scour elevation is shown in the Plans, achieve this penetration below the scour elevation. The Engineer may accept a penetration between 15 feet and 20 feet when there is an accumulation of five consecutive feet or more of firm bearing material. Firm bearing material is any material offering a driving resistance greater than or equal to 30 tons per square foot of gross pile area as determined by the Dynamic Load Testing ( ). Soft material is any material offering less than these resistances. The gross pile area is the actual pile tip cross-sectional area for solid concrete piles, the product of the width and depth for H piles, and the area within the outside perimeter for pipe piles and voided concrete piles. Do not drive piles beyond practical refusal. To meet the requirements in this Subarticle, provide penetration aids, such as jetting or preformed pile holes, when piles cannot be driven to the required penetration without reaching practical refusal. If the Contractor encounters unforeseeable, isolated obstructions that the Contractor cannot practically penetrate by driving, jetting, or preformed pile holes, and the Contractor must remove the pile to obtain the required pile penetration, the Department will pay the costs for such removal as Unforeseeable Work Preformed Pile Holes: Description: Preformed pile holes serve as a penetration aid when all other pile installation methods fail to produce the desired penetration and when authorized by the Engineer to minimize the effects of vibrations on adjacent structures. Preformed pile holes are necessary when the presence of rock or strong strata of soils will not permit the installation of piles to the desired penetration by driving or a combination of jetting and driving, when determined necessary by the Engineer, or when authorized by the Engineer to minimize the effects of vibrations on adjacent existing structures. The Engineer may require preformed holes for any type of pile. Drive all piles installed in preformed pile holes to determine that the bearing requirements have been met. For preformed holes which are required through material that caves during driving to the extent that the preformed hole does not serve its intended purpose, case the hole from the surface through caving material. After installing the pile to the bottom of the casing, remove the casings unless shown otherwise in the Plans. Determine bearing of the pile after removing the casing unless shown otherwise in the Plans. Fill all voids between the pile and soil remaining after driving through preformed holes with clean A-3 sand or sand meeting the requirements of , after the pile has achieved the required minimum tip elevation, unless grouting of preformed pile holes is shown in the Plans. If pile driving is interrupted during sand placement, drive the pile at least 20 additional blows after filling all of the voids between the pile and soil with sand at no additional cost to the Department Provisions for Use of Preformed Pile Holes: The Department generally anticipates the necessity for preformed pile holes and includes directions in the Contract Documents. The Department will pay for preformed pile holes when the Contractor establishes that the required results cannot be obtained when driving the load bearing piles with specified driving equipment, or if jetting is allowed, while jetting the piles and then driving or while jetting the piles during driving Conditions Under Which Payment Will Be Made: The Department will make payment for preformed pile holes shown in the Plans, required by the Engineer or where the Contractor demonstrates that such work is necessary to achieve the required

35 penetration without overstressing the pile. The Department considers, but does not limit to, the following conditions as reasons for preformed pile holes: 1. Inability to drive piles to the required penetration with driving and jetting equipment. 2. To penetrate a hard layer or layers of rock or strong stratum that the Engineer considers not sufficiently thick to support the structure. 3. To obtain greater penetration into dense (strong) material and into dense material containing holes, cavities or unstable soft layers. 4. To obtain penetration into a stratum in which it is desired to found the structure. 5. To minimize the effects of vibrations or heave on adjacent existing structures. 6. To minimize the effects of ground heave on adjacent piles Construction Methods: Construct preformed pile holes by drilling, or driving and withdrawing a suitable punch or chisel at the locations of the piles. Construct a hole that is equal to or slightly greater than the largest pile dimension for the entire length of the hole and of sufficient depth to obtain the required penetration. Carefully form the preformed hole by using a drill or punch guided by a template or other suitable device, and do not exceed the minimum dimensions necessary to achieve the required penetration of the pile. When the Plans call for grouting the preformed pile holes, provide a minimum pile hole dimension 2 inches larger than the largest pile dimension. Construct the holes at the Plan position of the pile and the tolerances in location, and ensure the hole is straight and that the batter is the same as specified for the pile. Loose material may remain in the preformed pile hole if the conditions in are satisfied Grouting of Pile Holes: Clean and grout preformed pile holes for bearing piles, when the Plans require grouting after driving. Use grout that meets the requirements of to and has a minimum compressive strength of 3,000 psi at 28 days or as specified in the Plans. Prepare cylinders and perform QC testing in accordance with LOT size and verification will be in accordance with Pump the grout through three or more grout pipes initially placed at the bottom of the preformed hole. The Contractor may raise the grout pipes when necessary to prevent clogging and to complete the grouting operations. Maintain the grout pipes below the surface of the previously placed grout. Continue grouting until the grout reaches the ground surface all around the pile. Provide divers to monitor grouting operations when the water depth is such that it is impractical to monitor from the ground surface. When grouting is shown in the Plans, include the cost in the price for piles. In the event that the Engineer determines the Contractor must grout and the required grouting is not shown in the Plans, the Department will pay for the grouting work as Unforeseeable Work Bearing Requirements: General: Drive piles to provide the bearing required for carrying the loads shown in the Plans. For all types of bearing piles, consider the driving resistance as determined by the methods described herein sufficient for carrying the specified loads as the minimum bearing which is accepted for any type of piles. Determine pile bearing using the method described herein or as shown in the Plans. For foundations requiring 100% dynamic testing of production piles, the Engineer may accept a driven pile when the pile has achieved minimum penetration and the minimum required bearing for 6 inches of consecutive driving, or when the minimum penetration

36 is achieved, driving has reached practical refusal in firm material and the bearing capacity is obtained in all the refusal blows. For foundations not requiring 100% dynamic testing of production piles, the Engineer may accept a driven pile when the pile has achieved minimum penetration, the blow count is generally the same or increasing and the minimum required bearing capacity obtained for 24 inches of consecutive driving. At the discretion of the Engineer, the driven pile may be accepted when the minimum penetration is achieved and driving has reached practical refusal in firm material. The Engineer may modify the scour resistance shown in the Plans if the dynamic load test is used to determine the actual soil resistance through the scour zone. Also, the Engineer may make modifications in scour resistance when the Contractor proposes drilling and/or jetting to reduce the soil resistance in the scour zone Bearing Criteria: For foundations requiring 100% dynamic testing, the Engineer will determine the bearing of all piles using the data received from dynamic load testing equipment utilizing internally or externally mounted sensors according to the methods described in For foundations not requiring 100% dynamic testing, the Engineer will determine the number of blows required to provide the required bearing according to the methods described herein. Determine the pile bearing by computing the penetration per blow with less than 1/4 inches rebound averaged through 12 inches of penetration. When it is considered necessary by the Engineer, determine the average penetration per blow by averaging the penetration per blow through the last 10 to 20 blows of the hammer Practical Refusal: Practical refusal is defined as 20 blows per inch or less than one inch penetration, with the hammer operating at the highest setting determined by the Engineer and less than 1/4 inches rebound per blow. Stop driving as soon as the Engineer determines that the pile has reached practical refusal Set-checks and Pile Redrive: 1. Set-checks: In the event that the Contractor has driven the pile to approximately 12 inches above cut-off without reaching the required resistance, the Engineer may require the Contractor to interrupt driving to perform a set-check. Provide an engineer s level or other suitable equipment for elevation determinations to determine accurate pile penetration during the set-checks. In the event the results of the initial set-checks are not satisfactory, the Engineer may direct additional set-checks. The Engineer may accept the pile as driven when a set-check shows that the Contractor has achieved the minimum required pile bearing and has met all other requirements of this Section. 2. Pile Redrive: Pile redrive consists of redriving the pile after the following working day from initial driving to determine time effects, to reestablish pile capacity due to pile heave, or for other reasons determined by the Engineer. Redrive piles as directed by the Engineer. 3. Uninstrumented Set-Checks and Uninstrumented Pile Redrive: The Engineer may consider the pile to have sufficient bearing resistance when the specified set-check criteria is met through the last 10 to 20 blows of the hammer at the specified minimum stroke and the total penetration is less than six inches with less than 1/4 inches rebound per blow. When the total penetration is greater than six inches or pile rebound exceeds 1/4 inches per blow, the Engineer may consider the pile to have sufficient bearing resistance when the specified blow count criteria is achieved in accordance with

37 4. Instrumented Set-Checks and Instrumented Pile Redrive: When considered necessary by the Engineer, dynamic load tests using at least 6 hammer blows will determine whether the pile bearing is sufficient. The Engineer may consider the pile to have sufficient bearing resistance when dynamic measurements demonstrate the static pile resistance exceeds the required pile resistance for at least one hammer blow and the average static pile resistance during the next five hammer blows exceeds 95% of the required pile resistance. If the pile is advanced farther, the static pile resistance during all subsequent blows must exceed 90% of the required pile resistance Pile Heave: Pile heave is the upward movement of a pile from its originally driven elevation. Drive the piles in an approved sequence to minimize the effects of heave and lateral displacement of the ground. Monitor piles previously driven in a pile group for possible heave during the driving of the remaining piles. When required by the Engineer, take elevation measurements to determine the magnitude of the movement of piles and the ground surface resulting from the driving process. Redrive all piles that have heaved 1/4 inches or more unless the Engineer determines that the heave is not detrimental to pile capacity. The Department will pay for all work in conjunction with redriving piles due to pile heave under the pile redrive item Piles with Insufficient Bearing: In the case that the Engineer determines that the safe bearing capacity of any pile is less than the required bearing capacity, the Contractor may splice the pile and continue driving or may extract the pile and drive a pile of greater length, or, if so ordered by the Engineer, drive additional piles Methods to Determine Pile Capacity: General: Dynamic load tests using an externally mounted instrument system and signal matching analyses or internal gauges will determine pile capacity for all structures or projects unless otherwise shown in the Plans. When necessary, the Engineer may require static load tests to confirm pile capacities. When the Contract Documents do not include items for static load tests, the Engineer will consider all required static load testing Unforeseeable Work. Notify the Engineer two working days prior to placement of piles within the template and at least one working day prior to driving piles. Do not drive piles without the presence of the Engineer. If the internally mounted system fails to communicate properly with the receiving system, allow the Engineer sufficient time to mobilize back-up equipment for performing dynamic load testing Wave Equation: 1. Use Wave Equation Analysis for Piles (WEAP) programs to evaluate the suitability of the proposed driving system (including the hammer, follower, capblock and pile cushions) as well as to estimate the driving resistance, in blows per 12 inches or blows per inch, to achieve the pile bearing requirements and to evaluate pile driving stresses. Use Wave Equation Analyses to show the hammer meets the requirements described in and maximum allowed pile stresses are not exceeded. 2. Required Equipment For Driving: Hammer approval is based on satisfactory field performance including dynamic load test results. In the event piles require different hammer sizes, the Contractor may elect to drive with more than one size hammer or with a variable energy hammer, provided the hammer is properly sized and cushioned, will not damage the pile, and will develop the required resistance. 3. Maximum Allowed Pile Stresses:

38 a. General: The maximum allowed driving stresses for concrete, steel, and timber piles are given below. In the event dynamic load tests show that the hammer will overstress the pile, modify the driving system or method of operation as required to prevent overstressing the pile. In such cases provide additional cushioning, reduce the stroke, or make other appropriate agreed upon changes. b. Prestressed Concrete Piles: Use the following equations to determine the maximum allowed pile stresses: s apc = 0.7 f 0.75 f (1) c pe 0.5 sapt = 6.5 (f ) f (2a) for piles less than 50 feet long c cpe 0.5 sapt = 3.25(f ) f (2b) for piles 50 feet long and greater c cpe sapt = 500 (2c) within 20 feet of a mechanical splice where: sapc= maximum allowed pile compressive stress, psi sapt= maximum allowed pile tensile stress, psi f c= specified minimum compressive strength of concrete, psi fcpe= effective prestress (after all losses) at the time of driving, psi, taken as 0.8 times the initial prestress force divided by the minimum net concrete cross-sectional area of the pile (fcpe= 0 for dowel spliced piles). c. Steel Piles: Ensure the maximum pile compression and tensile stresses measured during driving are no greater than 0.9 times the yield strength (0.9 fy) of the steel. d. Timber Piles: Ensure the maximum pile compression and tensile stresses measured during driving are no greater than 3.6 ksi for Southern Pine and Pacific Coast Douglas Fir and 0.9 of the ultimate parallel to the grain strength for piles of other wood Temporary Piles: Submit for the Engineers review, an analysis signed and sealed by a Specialty Engineer which establishes the pile lengths for temporary piles. Submit for the Engineers approval, a Wave Equation analysis signed and sealed by a Specialty Engineer which establishes the driving criteria for temporary piles at least five working days prior to driving temporary production piles. The required driving resistance is equal to the sum of the factored design load plus the scour and down drag resistances shown in the Plans, divided by the appropriate resistance factor or the nominal bearing resistance shown in the Plans, whichever is higher. The maximum resistance factor is 0.45 when only wave equation analysis is performed. However, a larger resistance factor may be applicable when additional testing is provided by the Specialty Engineer in accordance with Section of Volume 1 of the FDOT Structures Manual. If the Contractor elects to perform 100% dynamic load testing submit a certification package prepared by the Specialty Engineer. The certification package shall include a signed and sealed letter by the Specialty Engineer that certifies the piles meet the load requirements and have no integrity deficiencies. The package shall also include the dynamic load

39 test records, all signal matching analysis performed to determine pile capacities and a summary table that indicates the final capacity of every pile Dynamic Load Tests: Dynamic load testing consists of estimating pile capacity by the analysis of electronic data collected from blows of the hammer during driving of an instrumented pile in accordance with Static Load Tests: Static load testing consists of applying a static load to the pile to determine its capacity. Use The Modified Quick Test Procedure in accordance with Fender Pile Installation: For piles used in fender systems, regardless of type or size of pile, either drive them full length or jet the piles to within 2 feet of cutoff and drive to cutoff elevation to seat the pile. The Engineer will not require a specific driving resistance unless noted in the Plans. Use methods and equipment for installation that do not damage the piles. If the method or equipment used causes damage to the pile, modify the methods or equipment at no expense to the Department Structures Without Test Piles: For structures without 100% dynamic testing or test piles, the Engineer will dynamically test the first pile(s) in each bent or pier at locations shown in the Plans to determine the blow count criteria for the remaining piles. When locations are not shown in the Plans, allow for dynamic load tests at 5% of the piles at each bent or pier (rounded up to the next whole number). If the Engineer requires additional dynamic load tests for comparison purposes, the Contractor will be paid for an additional dynamic load test as authorized by the Engineer in accordance with Allow the Engineer one working day after driving the dynamic load tested piles to complete the signal matching analyses and determine the driving criteria for the subsequent piles in the bent or pier Test Piles: General: All test piles will have dynamic load tests. Drive piles of the same cross-section and type as the permanent piles shown in the Plans, in order to determine any or all of the following: 1. installation criteria for the piles. 2. nature of the soil. 3. lengths of permanent piles required for the work. 4. driving resistance characteristics of the various soil strata. 5. amount of work necessary to obtain minimum required pile penetration. 6. ability of the driving system to do the work. 7. need for point protection. Because test piles are exploratory in nature, drive them harder (within the limits of practical refusal), deeper, and to a greater bearing resistance than required for the permanent piling. Except for test piles which are to be statically or Statnamically load tested, drive test piles their full length or to practical refusal. Splice test piles which have been driven their full length without achieving the required bearing, and proceed with further driving unless otherwise directed by the Engineer. As a minimum, unless otherwise directed by the Engineer, do not cease driving of test piles until obtaining the required bearing capacity continuously, where the blow count is increasing, for 10 feet unless reaching practical refusal first. Drive test piles which are to be statically or Statnamically load tested as anticipated for the production piles.

40 When test piles attain practical refusal prior to attaining minimum penetration, perform all work necessary to attain minimum penetration and the required bearing. Where practical, use water jets to break the pile loose for further driving. Where jetting is impractical, extract the pile and install a preformed pile hole through which driving will continue. The Department will consider the work of extracting the pile to be Unforeseeable Work. When driving test piles other than low displacement steel test piles, have preforming equipment available at the site and water jets as specified in when jetting is allowed, ready for use, before the test pile driving begins. The Engineer may elect to interrupt pile driving up to four times on each test pile, two times for up to two hours and two additional times during the next working day of initial driving to determine time effects during the driving of test piles Location of Test Piles: Drive all test piles in the position of permanent piles at the designated locations. Ensure that all test piles designated to be statically load tested are plumb. In the event that all the piles are battered at a static load test site, the Engineer will designate an out-of-position location for driving a plumb pile for the static load test Equipment for Driving: Use the same hammer and equipment for driving test piles as for driving the permanent piles. Also use the same equipment to redrive piles Dynamic Load Tests: The Engineer will take dynamic measurements during the driving of piles designated in the Plans or authorized by the Engineer. For concrete piles, install instruments prior to driving and assist the Engineer in monitoring all blows delivered to the pile. For steel production piles, the Engineer may accept instrumented set-checks or redrives. The Engineer will perform dynamic load tests to evaluate any or all of the following: 1. Suitability of the Contractor s driving equipment, including hammer, capblock, pile cushion, and any proposed follower. 2. Pile capacity. 3. Pile stresses. 4. Energy transfer to pile. 5. Distribution of soil resistance. 6. Soil variables including quake and damping. 7. Hammer-pile-soil system for Wave Equation analyses. 8. Pile installation problems. 9. Other. Either install internal gauges in the piles in accordance with Standard Plans, Index or attach instruments (strain transducers to measure force and accelerometers to measure acceleration) with bolts to the pile for dynamic load testing. Make each follower and pile to be dynamically tested with externally attached instruments available to drill holes for attaching instrumentation and for wave speed measurements. Support the pile with timber blocks placed at appropriate intervals. Ensure that the pile is in a horizontal position and does not contact adjacent piles. Provide a sufficient clear distance at the sides of the pile for drilling the holes. The Engineer will furnish the equipment, materials, and labor necessary for drilling holes and taking the wave speed measurements. If the Engineer directs dynamic load testing, instrumented set-checks or instrumented redrives, provide the Engineer safe access to the top of the piles for drilling the attachment holes. After placing the

41 leads provide the Engineer safe access to the piles to attach the instruments and for removal of the instruments after completing the pile driving. The Engineer will monitor the stresses in the piles with the dynamic test equipment during driving to ensure the Contractor does not exceed the maximum allowed stresses. If necessary, add additional cushioning, replace the cushions, or reduce the hammer stroke to maintain stresses below the maximum allowable. If dynamic test equipment measurements indicate non-axial driving, immediately realign the driving system. If the cushion is compressed to the point that a change in alignment of the hammer will not correct the problem, add cushioning or change the cushion as directed by the Engineer. Drive the pile to the required penetration and resistance or as directed by the Engineer. When directed by the Engineer, perform instrumented set-checks or redrives. Do not use a cold diesel hammer for a set-check or redrive unless in the opinion of the Engineer it is impractical to do otherwise. Generally, warm up the hammer by driving another pile or applying at least 20 blows to a previously driven pile or to timber mats placed on the ground Pile Lengths: Test Pile Length: Provide the length of test piles shown in the Plans or as directed by the Engineer Production Pile Length: Structures With Test Piles: When test pile lengths are shown in the Plans, the production pile lengths are based on information available during design and are approximate. The Engineer will determine final pile lengths in the field which may vary significantly from the lengths or quantities shown in the Plans Structures Without Test Piles: Authorized lengths are provided as Production Pile Order Lengths in the Pile Data Table in the Structure Plans. Use these lengths for furnishing the permanent piling for the structure Authorized Pile Lengths: The authorized pile lengths are the lengths determined by the Engineer based on all information available before the driving of the permanent piles, including, but not limited to, information gained from the driving of test piles, dynamic load testing, static load testing, supplemental soil testing, etc. When authorized by the Department, soil freeze information obtained during set checks and pile redrives may be used to determine authorized pile lengths for sites with extreme soil conditions. The Contractor may elect to provide piling with lengths longer than authorized to suit his method of installation or schedule. When the Contractor elects to provide longer than authorized pile lengths, the Department will pay for the furnished length as either the originally authorized length or the length between cut-off elevation and the final accepted pile tip elevation, whichever is the longer length. Within five working days after driving all the test piles, completing all load tests, completing all redrives, and receiving all test reports, the Engineer will provide an itemized list of authorized pile lengths. Use these lengths for furnishing the permanent piling for the structure. If the Contractor is willing to start the pile driving operations in zones consisting of at least four test piles designated by the Engineer, and if the Contractor so requests in writing at the beginning of the test pile program, the Department will provide pile lengths for these designated phases within five working days after driving all the test piles, completing all load tests, completing all redrives, and receiving all test reports for those designated zones. The

42 Engineer will provide the driving criteria for piles within three working days of furnishing pile lengths. On multiple phase projects, the Engineer will not provide pile lengths on subsequent phases until completing the piling on initial phases Allowable Driving Tolerances: General: Meet the tolerances described in this Subarticle for the piles that are free standing without lateral restraint (after the template is removed). After the piles are driven, do not move the piles laterally to force them to be within the specified tolerances, except to move battered piles to overcome the dead load deflections caused by the pile s weight. When this is necessary, submit calculations signed and sealed by a Specialty Engineer that verify the amount of dead load deflection prior to moving any piles Position: Ensure that the final position of the pile head at cut-off elevation is no more than 3 inches, or 1/6 of the diameter of the pile, whichever is less, laterally in the X or Y coordinate from the Plan position indicated in the Plans Axial Alignment: Ensure that the axial alignment of the driven piles does not deviate by more than 1/4 inches per foot from the vertical or batter line indicated in the Plans Elevation: Ensure that the final elevation of the pile head is no more than 1-1/2 inches above, or more than 4 inches below, the elevation shown in the Plans, however in no case shall the pile be embedded less than 8 inches into the cap or footing. For fender piles, cut off piles at the elevation shown in the Plans to a tolerance of plus 0.0 inches to minus 2.0 inches using sawing or other means as approved by the Engineer to provide a smooth level cut Deviation From Above Tolerances: When the Contractor has failed to meet the above tolerances, the Contractor may propose a redesign to incorporate out of tolerance piles into pile caps or footings, at no expense to the Department. Ensure the Contractor s Engineer of Record performs any redesign and signs and seals the redesign drawings and computations. Do not begin any proposed construction until the redesign has been reviewed for acceptability and approved by the Engineer Disposition of Pile Cut-offs, Test Piles, and Load Test Materials: Pile Cut-offs: 1. Steel Piling: Unless shown otherwise in the Plans or directed by the Engineer, take ownership of cut-off sections, or portions of cut-off sections, and unused piling. Remove them from the job, and dispose of them. 2. Other Pile Types: Upon completion of all work under the Contract in connection with piling, unless shown otherwise in the Plan, take ownership of any unused cut-off lengths remaining, and remove them from the right-of-way. Provide areas for their disposal Test Piles: Where so directed by the Plans or the Engineer, cut off, or build-up as necessary, test piles, and leave them in place as permanent piles. Extract and replace test piles driven in permanent position and found not suitable for use due to actions of the Contractor at no expense to the Department. Pull, or cut off at an elevation 2 feet below the ground surface or bottom of proposed excavation, test piles driven out of permanent position, and dispose of the removed portion of the test pile. When test piles are required to be driven in permanent pile positions, the Contractor may elect to drive the test pile out of position, with the approval of the Engineer, provided that a replacement pile is furnished and driven by the Contractor at no expense to the

43 Department in the position that was to be occupied by the test pile. Under this option, the Department will pay for the test pile in the same manner as if it were in permanent position. Unless otherwise directed in the Plans or by the Engineer, retain ownership of test piles that are pulled or cut off and provide areas for their disposal Timber Piling Description: Drive timber piles of the kind and dimensions specified in the Plans at the locations and to the elevations shown in the Plans, or as directed by the Engineer Materials: Meet the timber piling requirements of Section 953. Treat the piles according to the applicable provisions of Section 955. Treat all cuts and drilled holes in accordance with Preparation for Driving: Caps: Protect the heads of timber piles during driving, using a cap of approved type, that will distribute the hammer blow over the entire cross-section of the pile. When necessary cut the head of the pile square before beginning pile driving Collars: Provide collars or bands to protect piles against splitting and brooming at no expense to the Department Shoes: Provide piles shod with metal shoes, of a design satisfactory to the Engineer, at no expense to the Department. Shape pile tips to receive the shoe and install according to the manufacturer s directions Storage and Handling: Store and handle piles in the manner necessary to avoid damage to the piling. Take special care to avoid breaking the surface of treated piles. Do not use cant dogs, hooks, or pike poles when handling and storing the piling Cutting Off: Saw off the tops of all timber piles at the elevation indicated in the Plans. Saw off piles which support timber caps to the exact plane of the superimposed structure so that they exactly fit. Withdraw and replace broken, split, or misplaced piles Build-ups: The Engineer will not permit splices or build-ups for timber piles. Extract piles driven below Plan elevation and drive a longer pile Pile Heads: Piles with Timber Caps: On piles wider than the timber caps, dress off the part of the pile head projecting beyond the sides of the cap to a slope of 45 degrees. Coat the cut surface with the required preservative and then place a sheet of copper, with a weight of 10 ounces per square foot or greater, meeting the requirements of ASTM B370. Provide a cover measuring at least 4 inches more in each dimension greater than the diameter of the pile. Bend the cover down over the pile and fasten the edges with large head copper nails or three wraps of No. 12 copper wire Fender and Bulkhead Piles: Paint the heads of fender piles and of bulkhead piles with preservative and then cover with copper as provided above for piles supporting timber caps Prestressed Concrete Piling Description: Provide prestressed concrete piles that are manufactured, cured, and driven in accordance with the Contract Documents. Provide piles full length without splices when transported by barge or the pile length is less than or equal to 120 feet. When piles are transported by truck and the pile length exceeds 120 feet but is less than the maximum length for a three point pick-up according to Standard Plans, Index , and splicing is desired, provide minimal splices. Include the cost of the splices in the cost of the pile.

44 Manufacture: Fabricate piles in accordance with Section 450. When internal gauges will be used for dynamic load testing, supply and install in square prestressed concrete piles in accordance with Standard Plans, Index Ensure the internal gauges are installed by personnel approved by the manufacturer Storage and Handling: Time of Driving Piles: Drive prestressed concrete piles at any time after the concrete has been cured in accordance with Section 450, and the concrete compressive strength is equal to or greater than the specified 28 day compressive strength Storage: Support piles on adequate dunnage both in the prestress yard and at the job site in accordance with the locations shown in the Standard Plans to minimize undue bending stresses or creating a sweep or camber in the pile Handling: Handle and store piles in the manner necessary to eliminate the danger of fracture by impact or of undue bending stresses in handling or transporting the piles from the forms and into the leads. In general, lift concrete piles by means of a suitable bridge or slings attached to the pile at the locations shown in the Standard Plans. Construct slings used to handle piles of a fabric material or braided wire rope constructed of six or more wire ropes which will not mar the corners or the surface finish of the piles. Do not use chains to handle piles. During transport, support concrete piles at the lifting locations shown in the Standard Plans or fully support them throughout 80% or more of their length. In handling piles for use in salty or brackish water, exercise special care to avoid damaging the surface and corners of the pile. If an alternate transportation support arrangement is desired, submit calculations, signed and sealed by the Specialty Engineer, for approval by the Engineer prior to transporting the pile. Calculations must show that the pile can be transported without exceeding the bending moments calculated using the support locations shown in the Plans Cracked Piles: The Engineer will reject any pile that becomes cracked in handling to the point that a transverse or longitudinal crack extends through the pile, shows failure of the concrete as indicated by spalling of concrete on the main body of the pile adjacent to the crack, which in the opinion of the Engineer will not withstand driving stresses, or becomes damaged during installation. The Engineer will not reject any pile for the occasional minor surface hairline cracking caused by shrinkage. Do not drive piling with irreparable damage, which is defined as any cracks that extend through the pile cross-sectional area that are, or will be, below ground or water level at the end of driving. Remove and replace broken piles or piles cracked to the extent described above at no expense to the Department. The Engineer will accept cracks less than inches which do not extend through the pile. Using approved methods, cut off and splice or build-up to cut-off elevation piles with cracks greater than inches at the pile head or above ground or water level, and piles with cracks above ground or water level which extend through the crosssectional area of the pile. The Engineer may require correction of pile damage or pile cracks by cutting down the concrete to the plane of sound concrete below the crack and rebuilding it to cutoff elevation, or the Engineer may reject the pile. Extract and replace rejected piles that cannot be repaired, at no expense to the Department. Take appropriate steps to prevent the occurrence of cracking, whether due to handling, transporting, or driving Preparation for Transportation: Cut strands flush with the surface of the concrete using an abrasive cutting blade before transporting the piles from the casting yard. Cut and patch the metal lifting devices in accordance with

45 Method of Driving: Unless otherwise directed, drive piles by a hammer or by means of a combination of water jets and hammer when jetting is allowed. When using jets in combination with a hammer, withdraw the jets and drive the pile by the hammer alone to secure final penetration and to rigidly fix the tip end of the pile. Keep jets in place if they are being used to continuously eliminate the soil resistance in the scour zone Extensions and Build-ups Used to Increase Production Lengths: General: Where splices, extensions and build-ups for concrete piles are necessary, construct them in accordance with Standard Plans, Index These requirements are not applicable to specially designed piling. Make splices for special pile designs as shown in the Plans Extensions to be Driven or Those 21 feet or Longer: Construct extensions to be driven or extensions 21 feet or longer in length in accordance with the details shown in the Plans and in a manner including the requirements, sequences, and procedures outlined below: 1. Cast a splice section in accordance with Section 450 with the dowel steel in the correct position and alignment. 2. Drill dowel holes using an approved steel template that will position and align the drill bit during drilling. Drill holes a minimum of 2 inches deeper than the length of the dowel to be inserted. 3. Clean the drilled dowel holes by inserting a high pressure air hose to the bottom of the hole and blowing the hole clean from the bottom upward. Eliminate any oil, dust, water, and other deleterious materials from the holes and the concrete surfaces to be joined. 4. Place forms around joints between the pile sections. 5. Mix the adhesive components in accordance with the manufacturer s directions. Do not mix sand or any other filler material with the epoxy components unless it is prepackaged by the manufacturer for this specific purpose. Use adhesives meeting the requirements of Section 926 for Type AB epoxy compounds. 6. After ensuring that all concrete surfaces are dry, fill the dowel holes with the adhesive material. 7. Insert the dowels of the spliced section into the adhesive filled holes of the bottom section and position the spliced section so that the axes of the two sections are in concentric alignment and the ends of the abutting sections are spaced 1/2 inches apart. The Contractor may use small steel spacers of the required thickness provided they have 3 inches or more of cover after completing the splice. Fill the space between the abutting sections completely with the adhesive. 8. Secure the spliced sections in alignment until the adhesive is cured in accordance with the manufacturer s directions for the time appropriate with the prevailing ambient temperatures. Do not utilize the crane to secure the pile extension during the adhesive cure time. Utilize alignment braces to maintain the proper pile alignment during the epoxy cure time. 9. After curing is completed, remove alignment braces and forms and clean and dress the spliced area to match the pile dimensions. When dowel splices need to be driven, assist the Engineer in performing dynamic instrumentation during the driving of each dowel spliced pile to monitor and control the stresses and verify the splicing integrity. Replace any damaged pile splices in accordance with Provide the Engineer 48 hours advance notification prior to driving spliced piles.

46 Precast Reinforced Non-Drivable Build-ups less than 21 feet: Construct precast reinforced non-drivable build-ups less than 21 feet in accordance with the requirements of this Subarticle, Section 346, and Section 400. Provide the same material for the form surfaces for precast build-ups as was used to form the prestressed piles. Use concrete of the same mix as used in the prestressed pile and dimension the cross-section the same as piling being built up. Install build-ups as specified in (2) through (9). Apply to the buildups the same surface treatment or sealant applied to the prestressed piles Pre-Planned Splices: Construct splices in accordance with the dowel splice method contained in the Standard Plans Indexes or using proprietary splices which are listed on the Department s Approved Product List (APL). Splice test piles in the same manner as the production piles. Include in the pile installation plan, the chosen method of splicing and the approximate locations of the splice. Generally, place the splice at approximately the midpoint between the estimated pile tip and the ground surface, considering scour if applicable. Stagger the splice location between adjacent piles by a minimum of 10 feet. Obtain the Engineer s approval prior to constructing any pile sections. Construct piles which are to be spliced using the dowel splice with preformed dowel holes in the bottom section and embedded dowels in the upper section. When dowel splices need to be driven, assist the Engineer in performing dynamic instrumentation during the driving of each dowel spliced pile to monitor and control the stresses and verify the splicing integrity. Replace any damaged pile splices in accordance with Provide the Engineer 48 hours advance notification prior to driving spliced piles. Mechanical pile splices must be capable of developing the following capacities in the pile section unless shown otherwise in the Plans and capable of being installed without damage to the pile or splice: 1. Compressive strength = (Pile Cross sectional area) x (28 day concrete strength) 2. Tensile Strength = (Pile Cross sectional area) x 900 psi Pile Size (inches) Bending Strength (kip-feet) Pile Cut-offs: After the completion of driving, cut piles off which extend above the cut-off elevation with an abrasive saw. Make the cut the depth necessary to cleanly cut through the prestressed strands. Take ownership and dispose of cut-off sections not used elsewhere as allowed by this Section Steel Piling Description: Furnish, splice, drive, and cut off structural steel shapes to form bearing piles. Include in this work the installation of structural steel bracing by bolting or welding, construction of splices and the filling of pipe piles with the specified materials specified in Material: For the material in steel piles, pile bracing, scabs, wedges, and splices, meet the requirements of Section 962.

47 Pile Splices: Order and use the full authorized pile length where practicable. Do not splice to obtain authorized lengths less than 40 feet except when shown in the Plans. Locate all splices in the authorized pile length in portions of the pile expected to be at least 15 feet below the final ground surface after driving. When it is not practicable to provide authorized pile lengths longer than 40 feet in a single length, use no more than one field splice per additional 40 feet of authorized pile length. Shop splices may be used to join single lengths of pile which are at least 20 feet in length. One shorter segment of pile may be used to achieve the authorized pile length when needed. Where the pile length authorized is not sufficient to obtain the required bearing value or penetration, order an additional length of pile and splice it to the original length. Make all splices in accordance with details shown in the Plans and in compliance with the general requirements of AWS D1.1 or American Petroleum Institute Specification 5L (API 5L) Welding: Make all welded connections to steel piles by electric arc welding, in accordance with details shown in the Plans and in compliance with the general requirements of AWS D1.5. Electroslag welding is not permitted. Welds will be inspected by visual methods Pile Heads and Tips: Cut off all piles at the elevation shown in the Plans. If using a cutting torch, make the surface as smooth as practical. Where foundation material is so dense that the Contractor cannot drive the pile to the required penetration and firmly seat it without danger of crumpling the tip, reinforce the tips with approved cast steel point protectors, as shown in the Plans or required by the Engineer. Construct point protectors in one piece of cast steel meeting the requirements of ASTM A27, Grade heat treated to provide full bearing for the piles. Attach points by welding according to the recommendations of the manufacturer Pile Bent Bracing Members: Place structural steel sway and cross bracing, and all other steel tie bracing, on steel pile bents and bolt or weld in place as indicated in the Plans. Where piles are not driven into position in exact alignment as shown in the Plans, the Engineer may require the use of fills and shims between the bracing and the flanges of the pile. Furnish and place all fills and shims required to square and line up faces of flanges for cross bracing at no additional expense to the Department Coating: Coat exposed parts of steel piling, wedging, bracing, and splices in accordance with the provisions for coating structural steel as specified in Section Storage and Handling: While handling or transporting the piles from the point of origin and into the leads, store and handle in the manner necessary to avoid damage due to bending stresses. In general, lift steel piles by means of a suitable bridge or a sling attached to the pile at appropriate points to prevent damage. Lift the pile from the horizontal position in a manner that will prevent damage due to bending of the flanges and/or web Filling Pipe Piles: When required by the Plans, fill pipe piles with the specified materials. Use clean concrete sands and concrete meeting the requirements of Section 346. Place concrete in pipes containing water using methods in accordance with with modified tremie and pump line sizes. Concrete may be placed directly into pipes which are dry. Construct and place reinforcement cages in accordance with except the minimum number of spacers per level is three. Reinforcement cages may be installed before concrete placement or after concrete placement is completed if proper alignment and position is obtainable.

48 455-9 Sheet Piling Description: Leave permanent piling in place as part of the finished work and remove temporary piling after each construction phase unless otherwise authorized by the Engineer Materials: Meet the following requirements: Concrete...Section 346 Bar Reinforcement...Section 931 Prestressing Reinforcement...Section 933 Steel Sheet Piles*...Section 962 *For temporary steel sheet piles meet the requirements specified in the Plans Steel Sheet Piling: Drive steel sheet piling and cut off true to line and grade. Install steel sheet piling with a suitable hammer. Remove and replace any section damaged during handling and installation at no additional expense to the Department Method of Installation: Where rock or strong material is encountered such that the sheet piles cannot be set to grade by driving, remove the strong material by other acceptable means, such as excavation and backfilling, drilling or by punching. When the Plans do not indicate the existence of rock or strong material, work of removing, drilling or punching the strong material or rock will be paid for as Unforeseeable Work Concrete Sheet Piling: Description: Ensure that concrete sheet piling is of prestressed concrete construction and manufactured, cured, and installed in accordance with the requirements of the Contract Documents Manufacture of Piles: Ensure that the piles are fabricated in accordance with Section Method of Installation: Jet concrete sheet piling to grade where practical. The Engineer will require a minimum of two jets. Provide water at the nozzles of sufficient volume and pressure to freely erode material adjacent to the piles. Where encountering rock or strong material, such that the sheet piles cannot be set to grade by jetting, remove the strong materials by other acceptable means, such as excavation and backfilling, drilling or by punching with a suitable punch. When the Plans do not indicate the existence of rock or strong material and the piles cannot be set by jetting, the Department will pay for the work of removing, drilling or punching the strong material or rock as Unforeseeable Work Grouting and Caulking: Concrete sheet piles are generally detailed to have tongues and grooves on their lower ends, and double grooves on their upper ends. Where so detailed, after installation, clean the grooves of all sand, mud, or debris, and fully grout the grooves. Use approved plastic bags (sheaths) which will meet the shape and length of the groove to be grouted to contain the plastic grout within the double grooves. Provide grout composed of one part cement and two parts sand. Use clean A-3 sand or sand meeting the requirements of Section 902 in this grout. In lieu of sand-cement grout, the Contractor may use concrete meeting the requirements of Section 347, using small gravel or crushed stone coarse aggregate. Deposit the grout through a grout pipe placed within a watertight plastic sheath (bag) extending the full depth of the double grooves and which, when filled, completely fills the slot formed by the double grooves Storage and Handling: Handle and store all sheet piles in a manner to prevent damage. Handle long sheet piles with fabric slings or braided wire rope constructed of six or more wire ropes placed at appropriate lift points to prevent damage due to excessive bending.

49 Pile Installation Plan General: Submit the completed Pile Driving Installation Plan Form (Form No ) with the following information at the preconstruction conference or no later than 30 days before driving the first pile. 1. List and size of proposed equipment including cranes, barges, driving equipment, jetting equipment, compressors, and preformed pile hole equipment. Include manufacturer s data sheets on hammers. 2. Methods to determine hammer energy in the field for determination of pile capacity. Include in the submittal necessary charts and recent calibrations for any pressure measuring equipment. 3. Detailed drawings of any proposed followers. 4. Detailed drawings of templates. 5. Details of proposed load test equipment and procedures, including recent calibrations of jacks and required load cells. 6. Sequence of driving of piles for each different configuration of pile layout. 7. Details of proposed features and procedures for protection of existing structures. 8. Required shop drawings for piles, cofferdams, etc. 9. Methods and equipment proposed to prevent displacement of piles during placement and compaction of fill within 15 feet of the piles. 10. Methods to prevent deflection of battered piles due to their own weight and to maintain their as-driven position until casting of the pile cap is complete. 11. Proposed pile splice locations and details of any proprietary splices anticipated to be used. 12. Methods and equipment proposed to prevent damage to voided or cylinder piles due to interior water pressure. Notify the Engineer of any test pile driving and production pile driving at least one week prior to beginning the installation operations of any pile Acceptance of Equipment and Procedures: All equipment and procedures are subject to satisfactory field performance. Make required changes to correct unsatisfactory field performance. The Engineer will give final acceptance after the Contractor makes necessary modifications. Do not make any changes in the driving system after acceptance without authorization of the Engineer. A hammer repaired on site or removed from the site and returned is considered to have its performance altered (efficiency increased or decreased), which is considered a change in the driving system and is subject to a dynamic load test in accordance with at no additional compensation Method of Measurement (All Piling) General: The quantity to be paid for will be the length, in feet, furnished, placed, and accepted according to the authorized lengths list, including any additions and excluding any deletions thereto, as approved by the Engineer. No adjustments in the length, in feet, of piling will be made if cut-offs are required after the pile has been driven to satisfactory bearing Prestressed Concrete Piling: Length: The length of precast concrete piles will be considered as the overall length from head to tip. Final pay length will be based on the casting length as authorized

50 in accordance with subject to provisions of through , , and Driving of Unplanned Epoxy-Bonded Dowel Splice: If a pile is driven below cut-off and satisfactory bearing is not obtained, and additional driving is required after construction of a satisfactory splice, an additional 10 feet of piling will be paid for the additional driving. This compensation for driving of splice, however, will not be allowed for test piles that are spliced and redriven Extracting Piles: In the event that a pile is driven below cut-off without obtaining the required bearing, and the Engineer elects to have the pile extracted and a longer pile substituted, the pile extraction will be paid for as Unforeseeable Work. In the event a pile is damaged or mislocated, and the damage or mislocation is determined to be the Department s responsibility, and the Engineer elects to have the pile extracted, the pile extraction will be paid for as Unforeseeable Work. If a replacement pile is required, compensation will be made under the item for piling, for both the original pile and replacement pile. Redriving of an extracted and undamaged pile will be paid for at 30% of the Contract unit price for piling. The Contractor may substitute a longer pile in lieu of splicing and building-up a pile. In this event, the Contractor will be paid for the original authorized length of the pile, plus any additional length furnished by the Contractor up to the authorized length of the build-up, as piling. The Contractor will be paid 30 feet of piling as full compensation for extracting the original pile Underwater Driving: When the Contractor selects one of the optional underwater driving methods, payment will be made by selecting the applicable method from the following: 1. Using a pile longer than the authorized length: Measurement for piling will be made only for the authorized length at that location unless the length of pile from cut-off elevation to the final tip elevation is greater than the authorized length, in which case payment for piling will be made from cut-off elevation to final tip elevation. No payment will be made for pile splice, when this option is selected, unless the pile is physically spliced and the splice is driven below cut-off elevation to achieve bearing. 2. Using an underwater hammer or a pile follower: Measurement will be in accordance with Steel Piling - Point Protectors: The quantity to be paid for will be each for the total of point protectors authorized, furnished, and properly installed Test Piles: The quantity to be paid for of test piles of various types, will be the length, in feet, of test piling furnished, driven and accepted, according to the authorized length list, and any extensions thereof as approved by the Engineer. Test piles left in place as permanent piles will be paid for only as test piling. Any extensions necessary to continue driving the pile for test purposes, as authorized by the Engineer, will be paid for as test piles. Other extensions of piles, additional length paid for splicing and build-ups will be included in the quantities of regular piling and will not be paid for as test piling Dynamic Load Tests: Payment will be based on the number of dynamic load tests shown in the Plans, authorized by the Engineer, or required in , completed and accepted in accordance with the Contract Documents. No separate payment will be made for dynamic load tests used to evaluate changes in the Contractor s driving equipment. No payment will be made for dynamic load tests used to evaluate the integrity of a pre-planned epoxy-bonded

51 dowel splice. Include all costs associated with dynamically testing production piles with epoxybonded dowel splices under Pay Item No No payment will be made for dynamic load tests on test piles. For structures with 100% dynamic testing, the cost of supplying and installing internal gauges or attaching external gauges to each pile for dynamic load tests is included in the cost of the pile and no separate payment will be made. For structures without 100% dynamic testing, the cost of supplying and installing internal gauges or attaching external gauges to each production pile for dynamic load testing prior to initial driving, authorized by the Engineer, will be 20 feet of additional pile. No payment will be made for attaching dynamic testing equipment for set-checks or redrives. No payment will be made for dynamic load testing performed when driving using followers. No payment will be made for any dynamic load testing performed on temporary piles Steel Sheet Piling: The quantity to be paid for will be the plan quantity area, in square feet, measured from top of pile elevation to the bottom of pile elevation and beginning and end wall limits as shown in the Plans with no allowance for variable depth surface profiles. Approved alternate support structures would be paid for as plan quantity computed for sheet pile. Sheet piling used in cofferdams and to incorporate the Contractor s specific means and methods, and not ordered by the Engineer, will be paid for as required in Section Concrete Sheet Piling: The quantity to be paid for will be the product of the number of such piles satisfactorily completed, in place, times their lengths in feet as shown in the Plans or authorized by the Engineer. This quantity will be based upon piles 2-1/2 feet wide. When the Engineer approves, the Contractor may furnish the concrete sheet piling in widths wider than shown in the Plans; then the number of piles shall be the actual number of units completed times the width used divided by the width in the Plans Pile Splices: The quantity to be paid for authorized drivable splices and buildups greater than 5 feet in length in concrete piling, and test piling, which are made for the purpose of obtaining authorized pile lengths longer than shown as the maximum length in the Standard Plans Indexes, for obtaining greater lengths than originally authorized by the Engineer, to incorporate test piling in the finished structure, for further driving of test piling, or for splices shown in the Plans, will be 30 feet of additional prestressed concrete piling under Pay Item No For concrete piles and test piles, where the build-up is 5 feet or less in length, the quantity to be paid for will be 9 feet of prestressed concrete piling under Pay Item No as compensation for drilling and grouting the dowels and all other costs for which provision has not otherwise been made. The quantity to be paid for authorized splices in steel piling and test piling for the purpose of obtaining lengths longer than the lengths originally authorized by the Engineer will be 20 feet of additional steel piling under Pay Item No Set-Checks and Redrives: Set Checks/Test Piles: There will be no separate payment for the initial four set-checks performed the day of and the working day following initial driving. For each additional set-check ordered by the Engineer and performed within the following working day of initial driving, an additional quantity of 10 feet of piling will be paid Set Checks/Production Piles: There will be no separate payment for the initial two set-checks performed the day of and the working day following initial driving. For

52 each additional set-check ordered by the Engineer and performed within the following working day of initial driving, an additional quantity of 10 feet of piling will be paid Redrives: The quantity to be paid for will be the number of redrives, each, authorized by the Engineer. Payment for any pile redrive (test pile or production pile) ordered by the Engineer will consist of 20 feet of additional piling Pile Extraction: Piles authorized to be extracted by the Engineer and successfully extracted as provided in will be paid for as described in No payment for extraction will be made for piles shown in the Plans to be extracted or piling damaged or mislocated by the Contractor that are ordered to be extracted by the Engineer Static Load Tests: The quantity to be paid for will be the number of static load tests of the designated tonnages, each, as shown in the Plans or authorized by the Engineer, actually applied to piles, completed and accepted in accordance with the Plans and these Specifications Preformed Pile Holes: The quantity added to the payment for piling will be 30% of the length of completed preformed pile holes from existing ground or the bottom of any required excavation, whichever is lower, to the bottom of preformed hole acceptably provided, complete for the installation of the bearing piles, regardless of the type of pile (test pile or production pile) installed therein. Only those holes authorized to be paid for, as provided in , will be included in the measurement for payment. The Engineer will authorize payment for preformed pile holes only when the pile has been placed in proper position and has achieved the required penetration Basis of Payment (All Piling) Treated Timber Piling: Price and payment will be full compensation for all labor, equipment, and materials required for furnishing and installing all materials, including collars, metal shoes, copper cover sheets, preservatives and tar, and for wrapping pile clusters with wire cable, where so shown in the Plans Prestressed Concrete Piling: Price and payment will be full compensation for all labor, equipment, and materials required for furnishing and installing all reinforcing steel, predrilled holes, furnishing the material for and wrapping pile clusters with wire cable where so shown in the Plans and grouting of preformed pile holes when shown in the Plans Steel Piling: Price and payment will be full compensation for all labor, equipment, and materials required for furnishing and installing steel piling, including welding and painting as specified and the cost of predrilling pile holes described in The cost of any concrete fill and reinforcing steel in pipe piles will be included in the price for steel piling. Bracing and other metal parts attached to or forming a part of piling or bracing and not otherwise classified, will be measured and paid for as provided in Section Test Piles: Price and payment will be full compensation for all incidentals necessary to complete all the work of this item except splices, build-ups, pile extractions and preformed pile holes authorized by the Engineer and paid for under other pay items or payment methods. The cost of all additional work not listed above necessary to ensure required penetration and attain required bearing of the test piles will be included in the price bid per foot of test pile, including driving and all other related costs Dynamic Load Tests: Dynamic Load Tests/ Test Piles: All test piles will require dynamic load tests. Include all costs associated with assisting the Engineer in performing the dynamic load tests in the pay items for test piles.

53 Dynamic Load Tests/ Production Piles: Payment will be full compensation for all costs associated with assisting the Engineer in performing the dynamic load tests Steel Sheet Piling: Permanent Sheet Piling: Price and payment will be full compensation for all labor, equipment, and materials required for furnishing and installing steel sheet piling including preformed holes and coating, but will not include furnishing and placing anchors when an anchored wall system is designed and detailed in the Plans. In such cases, furnishing and installing anchors will be paid separately Temporary Sheet Piling: For critical temporary steel sheet pile walls, walls which are necessary to maintain the safety of the traveling public or structural integrity of nearby structures, roadways and utilities during construction, that are detailed in the Plans, price and payment will be full compensation for all labor, equipment, and materials required for furnishing and installing steel sheet piling including preformed holes when shown in the Plans, and including wales, anchor bars, dead men, soil anchors, proof tests, creep tests, and other incidental items when an anchored wall system is required. Removal of the sheet piling, anchors, and incidentals will be included in the cost per square foot for steel sheet piling (critical temporary). When the temporary steel sheet pile walls are not detailed in the Plans, the cost of furnishing and installation shall be incidental to cost of other related items and no separate payment shall be made. If the wall is not shown in the Plans, but deemed to be critical as determined by the Engineer, then a design shall be furnished by the Department and paid for separately under steel sheet piling (critical temporary) Concrete Sheet Piling: Price and payment will be full compensation for all labor, equipment, and materials required for furnishing and installing concrete sheet piling, including reinforcing steel, grouting, plastic filter fabric, preformed holes and installation Preformed Pile Holes: Payment will be full compensation for all labor, equipment, casings and materials required to perform this work Point Protectors: Price and payment will be full compensation for all labor, equipment, and materials required for furnishing and installing point protectors Static Load Tests: Price and payment will be full compensation for all labor, equipment, and materials required to perform this work Pile Cut-Off: Anticipate all piles will require cutting-off, and include all costs associated with pile cut-off in the pay items for piling Payment Items: Payment will be made under: Item No Treated Timber Piling - per foot. Item No Concrete Sheet Piling - per foot. Item No Prestressed Concrete Piling - per foot. Item No Steel Piling - per foot. Item No Concrete Cylinder Piling - per foot. Item No Test Loads - each. Item No Point Protection - each. Item No Sheet Piling - per square foot. Item No Test Piles (Prestressed Concrete) - per foot. Item No Test Piles (Steel) - per foot. Item No Test Piles (Concrete Cylinder) - per foot.

54 This page left intentionally blank.

55 APPENDIX 4 Standard Plan Index

56 PRESTRESSED CONCRETE PILE NOTES: 1. Work this Index with the Square Prestressed Concrete Pile Splices (Index ), the Prestressed Concrete Pile Standards (Index thru ), the High Moment 0.7L 0.3L L Capacity Square Prestressed Concrete Pile (Index ) and the Pile Data Table in the Structures Plans. 2. Concrete: Pick-up Point A. Piles: Class V (Special), except use Class VI for High Moment Capacity Pile (Index ). L 1-POINT PICK-UP 0.21L 0.58L 2-POINT SUPPORT 0.21L Tie Down and Support Points B. High Capacity Splice Collar: Class V (Special). C. Silica Fume: See GENERAL NOTES in the Structures Plans for locations where the use of silica fume, metakaolin or ultra-fine flyash is required. 3. Concrete strength at time of prestress transfer: A. Piles: 4,000 psi minimum. 0.21L 0.58L 0.21L L B. High Moment Capacity Piles: 6,500 psi minimum. 4. Carbon-Steel Reinforcing: A. Bars: Meet the requirements of Specification Section 415. Pick-up Points B. Prestressing Strands: Meet the requirements of Specification Section 933. C. Protect all strands permanently exposed to the environment and not embedded L 2-POINT PICK-UP 0.145L 0.355L 0.355L 0.145L Tie Down and Support Points 3-POINT SUPPORT under final conditions in accordance with Specification Section Spiral Ties: A. Tie each wrap of the spiral strand to a minimum of two corner strands. B. One full turn required for spiral splices. 6. Pile Splices: Fill dowel holes and form the joint between pile sections with a Type AB 0.145L 0.355L 0.355L 0.145L L Epoxy Compound in accordance with Specification Section 962. Use an Epoxy Bonding Compound or an Epoxy Mortar as recommended by the Manufacturer. Pick-up Points L 0.107L 0.262L 0.262L 0.262L 0.107L Tie Down and Support Points 3-POINT PICK-UP 4-POINT SUPPORT PILE PICK-UP DETAILS STORAGE AND TRANSPORTATION SUPPORT DETAILS TABLE OF MAXIMUM PILE PICK-UP AND SUPPORT LENGTHS D = Square Pile Size (inches) Required Storage and Transportation Detail Pick-Up Detail Maximum Pile Length (Feet) , 3, or 4 point 1 Point 2, 3, or 4 point 2 Point 3 or 4 point 3 Point D 1 4" Max. 1 4" Max. 10/26/2017 8:12:24 AM D 1 4" Max. D 1" Rad. or 3 4" Chamfer (Typ.) 1 4" Max. TYPICAL PILE SHAPE FOR MOLD FORMS 3" Cover 3" Spiral Ties - Cover W4.0 (30" Piles) W3.4 (All others) DETAIL SHOWING TYPICAL COVER LAST REVISION REVISION DESCRIPTION: FY SQUARE PRESTRESSED CONCRETE PILES INDEX SHEET 11/01/16 STANDARD PLANS - TYPICAL DETAILS & NOTES of1

57 APPENDIX 5 Precast Concrete Pile Payment Summary Table

58 PRECAST CONCRETE PILE PAYMENT SUMMARY TABLE Effective ITEM PAYMENT 455 SPEC. Prestressed Concrete Piling Piling bid price, Feet Prestressed Concrete test Piling Piling bid price, Feet Cut-off (remaining piling) No payment and Driving of Test Pile Splice No payment Replacing Piles - Broken and irreparable piling, or mislocated piling and Contractor is responsible-extract and replace - Piling driven below cut-off without achieving bearing and the Engineer elects to extract pile and replace - Broken and irreparable piling, or mislocated piling and Department is responsible extract and replace - Undamaged Pile extracted and driven somewhere else - Damaged or misplaced piling, and replacement is required and Department is responsible - Extracting of original pile to substitute for longer pile in lieu of splicing and build-up of original pile. Set-Checks & Redrives - Test piles; Engineer may elect to interrupt pile driving up to 4 times on each test pile (2 times for up to 2 hours and 2 additional times during the next working day following the initial drive day) and perform set-checks the day of and the working day following the initial driving. - Each additional set check determined necessary by the Engineer after the 4 previously mentioned above and within 1 working day following end of initial driving - Any re-drive after 1 working day following the initial driving day. - Production piles; 2 set-checks within initial driving and the 1 working day following the end of initial driving. - Any additional set check within the 1 working day following the end of initial driving. - Re-drive Production Pile; After 1 working day following the initial driving day. Dynamic Load Tests - Test Piles, production piles to evaluate hammer changes, preplanned spliced piles, followers. - All Piles on 100% dynamic testing - Production piles without 100% dynamic testing: Payment for installing internal gauges or attaching external gauges - Instrumentation on set-checks. Splices (Build-up) 5 feet below cut-off elevation Production and Test Piles: - Materials and labor - Piling Build-up length Splices (Build-up) > 5 feet below cut-off elevation Test Piles - Splice Length Authorized Non-driven - Splice Length Authorized - Driven for test purposes - Splice (Material and Labor) - Driving of unplanned dowel Splice Production Pile - Splice Length Authorized - Driving of production piling splice - Splice (Material and Labor) - No payment - Unforeseeable Work - Unforeseeable Work; pay piling furnished bid price - Paid at 30% of contract unit price for piling - Pay for both original and replacement piling under piling furnished - Pay original pile length + additional authorized build up + 30 ft. of piling furnished for extracting original pile - No payment - 10 feet piling furnished bid price - 20 feet piling furnished bid price - No payment - 10 feet piling furnished bid price - 20 feet piling furnished bid price - No separate payment - No separate payment - 20 feet piling furnished bid price - No Payment - 9 feet of Production Pile - Build up length of Production Pile - Length in feet of Production Pile bid price - Length in feet of Test Pile bid price - 30 feet Production Pile bid price - No payment - Length in feet of Production Pile bid price - 10 feet production piling bid price - 30 feet of Production Pile bid price and Static Load Tests - static Load Tests - Static Load test bid price Preforming - 30% of piling per foot

59 APPENDIX 6 Steel Pile Payment Summary Table

60 STEEL PILE PAYMENT SUMMARY TABLE Effective ITEM PAYMENT 455 SPEC. Steel Piling Piling bid price, Feet Test Piling Piling bid price, Feet Point Protectors Per each authorized, furnished & installed Driving of Test Pile Splice No payment Replacing Piles - Broken and irreparable piling, or mislocated piling and Contractor is responsible-extract and replace - No payment Set-Checks & Redrives - Test piles: Engineer may elect to interrupt pile driving up to 4 times on each test pile (2 times for up to 2 hours and 2 additional times during the next working day following the initial drive day) and perform set-checks the day of and the working day following the initial driving. - Each additional set check determined necessary by the Engineer after the 4 previously mentioned above and within 1 working day following end of initial driving - Any re-drive after 1 working day following the initial driving day. - Production piles: 2 set-checks within initial driving and the 1 working day following the end of initial driving. - Any additional set check within the 1 working day following the end of initial driving. - Re-drive Production Pile; After 1 working day following the initial driving day. Dynamic Load Tests - Test Piles, production piles to evaluate hammer changes and followers - All Piles with 100% dynamic testing - No payment - 10 feet piling furnished bid price - 20 feet piling furnished bid price - No Payment - 10 feet piling furnished bid price - 20 feet piling furnished bid price - No separate payment - No separate payment and Production piles without 100% dynamic testing: Payment for attaching instruments - Instrumentation on set-checks feet piling furnished bid price - No payment Instrumentation on temporary piles - No payment Splices Test Piles - Splice Length Authorized Non-driven - Splice Length Authorized - Driven for test purposes - Splice (Material and Labor) - Length in feet of Production Pile bid price - Length in feet of Test Pile bid price - 20 feet Production Pile bid price Driving of Splice - No payment. NA = Production Pile - Splice Length Authorized - Driving of production piling splice - Splice (Material and Labor) - Length in feet of Production Pile bid price - No payment - 20 feet of Production Pile bid price NA Static Load Tests - Static Load Tests - Static Load test bid price Preforming - 30% of piling per foot

61 APPENDIX 7 Pile Inspector's Checklist

62 PILE INSPECTOR S CHECKLIST The following is a general checklist to follow when driving a Pile. The answer to each of these, if applicable, should yes unless plans, specifications, or specific approval has been given otherwise. CONSULT WITH THE RESPONSIBLE PROJECT ADMINISTRATOR FOR YOUR SPECIFIC PROJECT RESPONSIBILITIES. EARLY REQUIREMENTS Yes No NA 1. Do you have a copy of the Plans including latest revisions & located relevant items? (ex: Pile Date Table) 2. Do you have and reviewed the accepted Pile Installation Plan? 3. Are Dynamic Load Tests required and if so, is the PDA Engineer coordinated with? 4. Do you have the current version of the FDOT Pile Driving Record form? 5. Have you setup Structure Files and Bent/Pier Models in the program? 6. Have you made the Initial Pile Data entries and Standard Notes entries in the program? 7. Have you scheduled or attended a Pre-Driving meeting with the PA/Geotechnical Engineer? TEST PILE PROGRAM 8. Has the Contractor met the requirements of section 108, Monitor Existing Structures (or new 108)? 9. Has the site preparation been completed for footings/excavations/abutments in accordance with & ? 10. Have the requirements of , Vibrations of Freshly Placed Concrete been met? 11. If a Cofferdam is required, does the Contractor have a qualified diver and safety diver for inspections in accordance with , Cofferdams? 12. If underwater diving is required, are the divers equipped with voice communications, per , Cofferdams? 13. Does the Contractor have the hammer equipment indicated in the Pile Installation Plan on-site? a. CLOSED END DIESEL HAMMER - Does the hammer have at least three fuel settings for the rebound stroke? ( ) - Does the Contractor have a Bounce Chamber Pressure Gauge? ( ) - Has the Bounce Chamber been calibrated within the last 30 days and a Chart provided? ( ) b. OPEN END DIESEL HAMMER - Does the hammer have at least three fuel settings for the rebound stroke? ( ) - Has the Contractor provided the hammer manufacturer s chart equating stroke and blows per minute? ( ) - Has the Contractor provided an approved device automatically determine and display ram stroke? ( ) c. AIR/STEAM HAMMER - Does the air plant have gauges that are easy to read? ( ) - Does the hammer have a slide bar capable of a minimum of two stroke height settings? ( ) d. HYDRAULIC HAMMER - Does the hammer have at least three settings for reduced stroke height? ( ) - Has pressure measuring equipment been calibrated? ( ) - Have you been provided a means to determine hammer energy? ( ) 14. Is the cap-block (hammer cushion) in good condition? ( ) 15. Does the cap-block (hammer cushion) match the Contractor s submittal (type, size, thickness, etc.)? ( ) 16. Is the pile cushion new? ( ) 17. Does the pile cushion match the Contractor s submittal (type, size, thickness)? ( ) 18. Does the pile helmet meet the requirements of ? 19. If required, does the template meet the requirements of ? 20. Has the Contractor furnished elevations per ? 21. Is a jet pump at the site, ready for use and of the proper size? ( ) 22. If Predrilling or Preforming to be done, does the drill meet the requirements of and ? 23. Do the leads match the Contractor s submittal and meet the requirements of ? 24. Has the proper type, size, and length of pile and applicable pile documentation been provided? 25. Have you inspected the pile for defects and if observed document and modify the PA? 26. Has the Contractor marked the pile in the applicable increments? 27. Is the test pile located per the plans and meet the requirements of ? 28. Does the test pile meet the axial alignment of ? 29. Have you indicated this is a Test Pile in the Pile Driving Record? 30. If applicable, have you indicated the pile has EDCs installed in the Pile Driving Record? 31. Have you recorded the driving event in the Pile Driving Record? March, 2018

63 PILE INSPECTOR S CHECKLIST- PAGE 2 PRODUCTION PILE DRIVING Yes No NA 32. Do you have the Driving Criteria Letter? 33. If concrete piles, do you have the authorized Production Pile Lengths Letter? 34. Do you have the Accepted Pile Installation Plan? 35. Has the Contractor met the requirements for Monitor Existing Structures? (section 108) 36. Has the site preparation been completed for footings/excavations/abutments in accordance with & ? 37. Have the requirements of , Vibrations of Freshly Placed Concrete been met? 38. If a cofferdam is required, have the requirements of , Cofferdams, been met? 39. Have you inspected the piles of damage, and if observed, document same and notified the PA? (455-6,7,8,9) 40. Does the Contractor s equipment match the accepted Pile Installation Plan or revised Plan from the Test Pile Program? a. cranes b. barges c. hammer system, including: -model, type, serial number -capblock cushion type, thickness -capblock dimensions, inserts, striker plates -variable energy settings -hydraulic control indicator, fuel pump setting indicator -Saximeter -Pile cushion type, thickness -follower d. Leads e. Auger motor and flighting f. Auger leads g. Punches h. Jets and pump i. Templates -Does the template match the Contractor s submittal? -Has a reference been provide to enable determining pile penetration? -Can the pile be driven to the cutoff elevation without requiring movement of the template? 41. Has the Contractor provided an elevation on the template for your use? 42. If Predrilling or Preforming, has the Contractor met the plan requirements and you documented the same? 43. If grouting of Preformed Pile Holes is required, has this been completed per ? 44. Has the Contractor marked the piles in the correct increments? 45. Have you recorded the blows, stroke height/pressure, and applicable notes in the record or program? 46. Did splicing of piles meet the requirements of for concrete and for steel? 47. If specified, has the pile met any Minimum Tip Elevation requirements? 48. If no Minimum Tip is specified, has the pile met the Penetration requirements of , Penetration? 49. Has the pile met the driving criteria specified in the Driving Criteria Letter? 50. Has the pile reached Practical Refusal? ( ) 51. Do you have a Setcheck Criteria? 52. If Setchecks or Redrives are performed, were they documented? 53. Have any of the piles heaved? ( ) 54. If so, were they redriven? POST INSTALLATION 55. Has the Contractor met the tolerances required? ( , Allowable Tolerances) 56. Has the Contractor initiated a plan to protect driven piles from fill placement operations? (455-10) 57. Have you been provided the final post-driving elevations and entered them in the Pile Driving Record? March, 2018

64 This page left intentionally blank.

65 APPENDIX 8 Pile Driving Installation Plan Form

66 STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION PILE DRIVING INSTALLATION PLAN FORM CONSTRUCTION 10/17 Contract No. FIN Project No. Pile Driving Contractor Structure Name or No. County HAMMER COMPONENTS Manufacturer Model Serial No. Type: Diesel Single/Double acting Air Hydraulic Compressor Rated Energy at Length Stroke Ram Weight Anvil Weight (Impact Block) Modifications HAMMER CUSHION (CAPBLOCK) Material Diameter/Width Thickness PILE CAP (HELMET, DRIVING CAP, STRIKER PLATE) Inside Diameter or Width Total Weight Inside Height PILE CUSHION Material Diameter/Width Area Thickness PILE Nominal Bearing Resistance or Ultimate Capacity Type: PCP Cylinder Steel H Steel Pipe: Open-Ended Closed-Ended Taper Timber Length Diameter/Width Area Wall Thickness Bottom Plate Thickness Comments PILE INSTALLATION Crane: Mobile/Crawler Size Leads: Fixed Swinging Semifixed Template (attach sketches) Fixed to Ground Fixed to Existing Structure Comments Barge: Yes No Description Setting Pile: Predrill Preform Water Jet Punch Vibratory hammer Comments Drill/Jet Equipment Drilling Depth & Size Underwater driving: Yes No Follower: (attach sketch) Length Height Special Driving Requirements: Yes No Comments Pile Driving Vibrations: Settlement Monitoring Vibration Monitoring Existing structures survey (Attach details of procedures for protection of existing structures including any special protection measures) Comments Method of Determining Production Pile Capacity Stroke vs. Blows: Saximeter Bounce Pressure Gauge & Chart 100% Dynamic Testing Comments ATTACHMENTS CHECKLIST - Manufacturer s Data sheets for the pile driving hammer attached: Yes No - For Double Acting Diesel hammers, charts and recent pressure gauge calibrations attached: Yes No NA - Details/sketches of followers attached: Yes No NA - Details/sketches of Templates attached: Yes No - Details of Load Test Equipment and procedures including calibrations of jacks and cells attached: Yes No NA - Sequence of Pile Driving for each configuration of pile layout attached: Yes No - Details of Proposed features and procedures for protection of existing structures attached: Yes No NA - Required shop drawings for piles, cofferdams, etc. attached: Yes No - Methods to prevent displacement piles during placement and compaction of fill within 15 ft attached: Yes No - Methods to prevent deflection of battered piles during placement and maintain alignment until pile cap is complete attached: Yes No NA - Proposed splice locations and details of any proprietary splices attached: Yes No NA - Methods and equipment proposed prevent damage voided or cylinder pile attached: Yes No NA

67 APPENDIX 9 Plan Set Sample and PIP sample from Module 3

68 PLAN SET FROM CHAPTER 3

69

70

71 PLAN SET SHEET 2

72 PLAN SET SHEET 2

73 PLAN SET SHEET 3

74 PLAN SET SHEET 3

75 PLAN SET SHEET 4

76 PLAN SET SHEET 4

77 PLAN SET SHEET 5

78

79 PLAN SET SHEET 6

80

81 PLAN SET SHEET 7

82

83 PLAN SET SHEET 8

84 PLAN SET SHEET 8

85 PLAN SET SHEET 9

86 PLAN SET SHEET 9

87 PLAN SET SHEET 10

88 PLAN SET SHEET 10

89 PILE INSTALLATION PLAN SAMPLE

90

91

92

93

94

95

96

97

98

99

100

101

102

103

104

105 APPENDIX 10 PILE DRIVING LOG FDOT Form No Rev 06/18 SAMPLE

106 Excel 2016 (v 16.0) STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION PILE DRIVING LOG Structure No: Construction Jun Page No: 1 of 4 PROJECT No: Date: 7/25/17 Station No: PILE Size/Type: HAMMER Make/Model: APE D36-32 REF Elev: 18" SQ PCP Length (ft): Bent/Pier No: ( REF 1 ) S/N: DRIVING CRITERIA (DC): DC2 Elev: SC criteria (if applic): SCOUR Elev: Pile Activity MIN TIP Elev: Type: Prod - DC DC2 EL LP = 60.5 ft DC Max Stk: Notes: DC comments can be added here. HAMMER CUSHION Thickness & Material: Date (5) 4:46 PM Pile Tip EL > DC2 EL Stop Time DRIVE Pile 7/25/17 2:46 PM 3:29 PM DRIVE Pile Min Stk req'd for PR: 9.50 PILE CUSHION Thickness & Material: 7/27/17 Start Time 4:41 PM ft Stk (1) (2) (3) (4) Rated Energy (ft-lbs): DC1 sunny 40.9K- 83.9Kxxxx ft, 7.00 ft, Weather sunny (6) EB-1L PILE CUTOFF Elev: ft, (7) 12" plywood 2" nylon 95 Operating Rate (BPM): Pile Tip EL DC2 EL ft, (9) 40 DC Varies 8.50 ft, ft, 8.00 ft, (10) Temp o F 93 (8) 45 PILE No: Notes ft, ft, ft, PILE DATA: PAY ITEM No: WORK ORDER No: MANUFACTURED By: Durastress MFR's PILE No: HH21 DATE CAST: 7/19/17 TBM/BM Elev: TBM/BM Rod Read: 5.00 H.I. Elev: PRE-DRILLED Elev: GROUND Rod Read: 6.00 GROUND Elev: PREFORMED Elev: Bottom of Excav Rod Read: Bottom of Excav Elev: PILE HEAD Rod Read: PILE HEAD Elev: PILE TIP Elev: PH Elev: H.I. EL - PH Rod Read = +48 REF - (LP x R) + PL = Top of SOIL PLUG Elev (for Open Ended Pipe Piles & H-piles): Natural Ground Elev: SPLICE / EACH 0 PREFORMED HOLE 1 DYNAMIC LOAD TEST 0 PAY SET CHECK NO PAY SET CHECK Pile PENETRATION (ft), below: 0 REDRIVE EXTRACTION CTQP Trainee (supervised by the Qualified Inspector) experiencing the full pile installation & log inspection: 0 PILE TYPE CODE 0 1 GROUND: ft Pile PENETRATION (FDOT spec ) (ft) Manual Input 12 : Natural Ground: ft TIN: Signature: PILE LENGTH (ft) ORIGINAL FURNISHED TOTAL LENGTH WITH EXTENSION PT EL PH EL - RxPL = AUTHORIZED (ft) Input 'Natural Ground EL' ONLY when natural ground surface is below embankment/fill material. Otherwise, leave this cell BLANK 0 Qualified Inspector - I certify the Pile Driving Log content, and as applicable, the above CTQP Trainee's participation during this pile installation: 0 DRIVING OF SPLICE Plumb or Batter? (click & select) BATTER Name: Name & TIN: Bottom of Excav: ft B. Hipworth H EXTENSION/BUILD UP ACTUAL (ft) SCOUR: ft

107 DC: DC1: 80 6 ft stk, 6.5, 7, 7.5, 8, 8, DC2: ft stk, 9, 9.5, 10, 10.5, STATE OF FLORIDA DOT PILE DRIVING LOG Page No: Min Tip 2 1 ft to c/o c/o Construction of 4 Jun-18 Structure No.: Depth Table Extended (ft): 20 Bent/Pier No.: EB-1L Pile No.: 7 Depth Input Start LP 0.00 R E F Blows Stroke Notes 1 Depth R E F Blows Stroke Notes Depth R E F Blows Stroke Notes DC Stk! DC1 pr? Stk! DC DC

108 STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION PILE DRIVING LOG Construction Jun-18 Structure No: Page No: 3 of 4 REF inputs & Notes PROJECT No: Bent/Pier No: EB-1L PILE No.: 7 REF Input No. REF EL *Calculated LP values for each REF used LP min tip LP c/o-1 LP c/o Input REF description (template, stringline, etc.) for each REF used: Std. Notes: Note 1: Note 2: Note 3: Note 4: Note 5: Note 6: Note 7: Note 8: Note 9: Note 10: Note 11: Note 12: Note 13: Note 14: Note 15: Note 16: Note 17: Note 18: Note 19: Note 20: Note 21: Note 22: Note 23: Note 24: Note 25: Note 26: Note 27: Note 28: Standard Notes & Note No.'s 1-28 = Pile Ran, F1, F2, F3, F4 = (Fuel Settings 1-4), ST = stop, CC = cushion change, HR = high rebound, TP = Test Pile, DC = Driving Criteria, PR = Practical Refusal, SC = set check, DLT = Dyn. Load Test Predrill & set pile in pile hole. Starting LP = 20

109 STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION PILE DRIVING LOG Construction Jun-18 PROJECT No: 80 Structure No: Page No: 4 of 4 Sketch Bent/Pier No: EB-1L PILE No.: 7 FPN: Struct. No.: Bent EB-1L Pile No.: 7 60 Pile Head EL = Pile c/o EL = Elevation (ft) Ground EL = +24 Bottom of Excav EL = +20 Natural Ground EL = +15 Min Tip EL = -20 REF 1 EL = +25 Scour EL = +10 Pre-Drill EL = Pile Tip EL = Pile Bearing: ( click on yellow shaded cell below, and select basis for Pile Bearing acceptance that applies ) Click here to select applicable bearing capacity related input: If none of the conditions below applies, type condition under which the pile was accepted. Pile Penetration: PLUMB pile, as depicted in this Pile Sketch Pile Tip EL bottom EL of Preformed or Predrilled pile hole, meets Current Pile Tip EL Min Tip EL in plans, meets Min Tip EL is input on the log. Therefore, the ft of penetration into firm/soft material, in accordance with , does not apply.

110 This page left intentionally blank.

111 APPENDIX 11 PILE DRIVING LOG FDOT Form No Rev 06/18 INSTRUCTIONS

112 PILE DRIVING LOG The Pile Driving Log (FDOT Form No ) is an Excel spreadsheet which is to be used to record inspection of all test and production pile driving installations. The spreadsheet includes 6 sheets, with additional hidden sheets entitled Notes (available for additional Notes input, if needed), Survey Sketch (survey instr.), and Excel to PDF Instr. The individual sheets can be accessed by clicking on the associated sheet tabs displayed across the bottom of the Excel screen. Depending upon the number of pile log table sheets, and whether or not the additional Notes sheet is used, a complete Pile Driving Log spreadsheet may include from 4 to 7 sheets total. The Pile Driving Log spreadsheet includes the following sheets: - Pile Log Pg 1 (project and pile information sheet) - Pile Log Pg 2, 3 & 4 (1, 2 or 3 pile driving log table sheets, as needed) - REF input & Notes (input up to 5 References & Note No. s 1-28, as needed) - Notes (available for additional Note No. s input, as needed) - Sketch provides automatic summary sketch of completed pile installation. The individual sheets within a Pile Driving Log Excel spreadsheet (workbook) are accessed by clicking the corresponding sheet tab located at the bottom of the Excel screen view: Note: If you are currently using an older version of Excel (ex. Excel 2007 or Excel 2010), it is recommended that you upgrade to a more current version (ex. to Excel 2013, or later). It has been reported that if Excel 2007 or Excel 2010 are used, the pile Sketch sheet graph will lose some functionality. When an inspector opens the current version of the Excel Pile Driving Log on their computer, on the Pile Log Pg 1 sheet (top left corner of the sheet), the year/version of the Excel software installed on their computer will be automatically displayed. If the Excel version is older than 2016 (v 16.0), some Pile Driving Log features may not work properly. If a log is converted to and submitted as a pdf, the Excel year/version will be displayed on the pdf copy. If the Excel year/version is older, a warning message will appear below the displayed Excel year/version. The warning message can be turned on or off using the Pile Log Pg 1, cell BN6 On/Off switch (yellow shaded) provided off to the right (to the right of the Page No. area). Input of On or Off into cell BN6 can be accomplished by clicking on BN6 and manually inputting (typing in On or Off ), or by selecting On or Off from the included drop-down list. 2

113 I. INSTRUCTIONS for the "Pile Log Pg 1" sheet 3

114 Following below are the definitions and instructions for all the fields to be input in Pile Pg 1 of the workbook: 1. Structure No. Structure Number of bridge, as indicated on the bridge plans. 2. Project No. FIN Project ID Number, as indicated on the plans. 3. Date Date that pile is driven. If pile driving takes more than 1 day, record details on the Pile Activity table below (see log items 20 26). 4. Station Number Station location of the pile driven to the nearest measured unit. 5. Pile Size/Type Size and type of pile driven, as indicated on the bridge plans. A drop-down list is included, providing a list of the most frequently used pile sizes & types for the inspector s review and selection. Click on the cell to view the list, and then click on the pile size & type that applies to the pile to be driven, or manually input if preferred or if the plan pile size/type is not included on the drop-down list. 6. Length (ft) Actual/Authorized Pile Length. Any deviation in the length from the authorized pile length should be explained in the summary table (table located above inspector Name & Signature area, includes log items 46-61). Note 1: The pile Length input is used during the spreadsheet s automatic Pile Log table generation on Pile Log Pg s 2-4. The table could be just 1 sheet, or extend to 2 or 3 sheets, depending upon: pile Length, REF, c/o, table starting footmark, and Depth Table Extended input. In addition to pile Length, the table generation function considers the REF and c/o elevations to provide enough table capacity (foot increments) to record pile data to the point where the pile head is driven to c/o, where the c/o elevation may be <, =, or > the REF elevation. If additional table length is needed, the user can easily extend the table (Pile Log Pg 2-4 table) by inputting the desired table extension length (ft) to the Depth Table Extended cell AD8 located on the Pile Log Pg 2 sheet. Note 2: For spliced piles - if, for example, an epoxy 30-ft pile splice is installed on a 100-ft production pile, the initial pile Length input could be revised by input of either 130, or consider input in equation form = For the = input, when you click on this block, the component lengths (100 & 30) would then be displayed within the equation at the top of the screen display. Either approach will result in, and display, the same pile Length value, ft, in this cell (Pile Log Pg 1, cell AE12). The splice information should be noted on the next available Note No. (Ex. Note No. 1-28, or 29-66), with the corresponding Note No. applied to the table at the LP footmark increment at which the driving was stopped to perform the splice. For planned mechanical splices, the full spliced length (ex. 1st pile section length + splice section length) could be input initially to generate the full pile table, applying a table Note at the LP footmark at which the driving of the 1st pile section was stopped to install the splice section. Splice data may also need to be input onto the summary table, as applicable. Pile Length (PL) is also used in some other sheet calcs, for example: PILE HEAD Elev = REF LP + PL PILE TIP Elev = PILE HEAD Elev PL 7. Bent/Pier No. Bent/Pier Number assigned to the bent or pier, as indicated in the bridge plans. 8. PILE No. Pile Number of the pile to be driven within a bent or pier, as indicated in the plans, or assigned by the project engineer. 4

115 9. Hammer Make/Model Hammer Make/Model (including manufacturer name and model number) used to drive the pile. If this Hammer Make/Model differs from that which is included and accepted in the Pile Installation Plan (PIP), or as included in the Driving Criteria letter, explain in the notes section of the log (within the inspector generated Notes). 10. S/N Hammer Serial Number. 11. Rated Energy As accepted in the PIP. Note any changes from the PIP in the notes section. This input has recently been revised to provide more room for Rated energy input. 12. Operating Rate As approved in the PIP. Note any changes from the PIP in the notes section. 13. REF Elev. Reference Elevation. A REF (Reference) (ex. template, template component, string line, etc.), and its surveyed Elev value, provide a means for the inspector to monitor and quantify vertical pile position and movement (ex. LP Length of Penetration below REF, etc.). The REF & the associated REF Elev, along with pile table LP (foot marks at REF) and PL (total Pile Length), provide one way to calculate the PILE TIP Elev, & then the PILE HEAD Elev, during and/or at the End of Drive (EOD). References must be fixed and vertically stable, and be located such that the pile movement (visually monitoring LP footmark movement relative to the REF) can be accurately observed by the inspector and recorded on the log. IMPORTANT spreadsheet instructions for when there is a REF change during pile driving: The Pile Driving Log can accommodate up to five (5) individual REF inputs, including the initial default REF ( REF 1 ), & up to four REF changes (from REF 1 to REF 2, to REF 3, to REF 4 & to REF 5, as needed). To support Pile Driving Log workbook calculations, the REF Elev values used must be input on the REF inputs & Notes sheet - cells H17, H19, H21, H23 & H25. Corresponding REF descriptions for REF 1-5 on the REF inputs & Notes are optional inputs, for information only, and do not appear or function elsewhere in the workbook. Prior to starting a pile drive, the inspector would input REF 1 onto the REF inputs & Notes sheet - REF EL table, cell H17. Then going back to the Pile Log Pg 1 sheet, the inspector would input the REF 1 numerical value into REF Elev, cell H18 - once a value is input on the REF inputs & Notes sheet, the Pile Log Pg 1 REF Elev input is most easily accomplished by using the cell H18 drop-down list. With only REF 1 input on the REF inputs & Notes sheet, the drop-down list will only provide the REF 1 value. As other REF X values are input on the REF inputs & Notes sheet (REF 2, 3, 4 & 5, as applicable), the Pile Log Pg 1 REF Elev drop-down list will populate with REF 1 value at the top, and the last REF X input at bottom (max of 5 values to cover REF 1-5). The current active REF Elev being used (numerical elevation value) associated with REF 1, 2, 3, 4 or 5, as applicable) must also be input on the Pile Log Pg 1 sheet, in the REF Elev cell H18). The starting foot mark or LPstart Depth start location on a Pile Log table foot increment, where a particular REF Elev (REF X) takes effect, has to have that REF No (REF X, ex. 1, 2, 3, 4 or 5 ) applied replacing the dash - in the Depth REF column on the Pile Log Pg 2-4 log table, at the corresponding foot mark/lp to visually & functionally indicate the point at which the REF change occurred (ex. REF change from REF 1 to REF 2). For example, for a change from start-up REF 1 (default input on a Forms site downloaded log at the initial table increment see the default 1 input in Pile Log Pg 2 cell F17 applying REF 1 at table start) to a new REF 2 (ex. after driving using the REF 1 from the start of pile drive through the ft increment). The next 1-ft increment, displayed on the table would 5

116 then be prior to changing from REF 1 to REF 2. To change to REF 2, input the REF 2 (numerical elevation value) on the REF input & Notes sheet (cell H19), and then replace REF 1 with REF 2 elevation on the Pile Log Pg 1 REF Elev cell H18 (use drop-down list, the 2 nd value on the list would then be REF 2). Then, go to the next 1-ft increment on the table, and replace the dash - between the current 30 & 31 with a 2 (the 2 applies REF 2 from that point forward on the table). Once the new REF 2 flag is input in place of the dash -, the LP table will then automatically calculate and adjust the displayed table LP numbers (foot increments) from the point of the change to REF 2, going forward towards the EOD - the automatic LP revision may take a few seconds to complete after the 2 is input). For example, if REF 2 was 1.0 ft lower than the initial REF 1, that table increment would then display instead of the original that was displayed prior to replacing the - with the 2 ). The automatic table LP adjustment maintains pile tip elevation continuity between the LPend using REF 1 (30) to the next foot increment s LPstart using REF 2 (revised from 30 to 29). The dash - cells (Depth REF column on the log table) each include a drop-down list to select & apply REF No 1, 2, 3, 4 or 5 (applied & displayed only at the 1-ft increment where that REF X starts to apply). Once input on the REF inputs & Notes sheet, the 1-digit X for REF X (where X = 1, 2, 3, 4 or 5) can be input using the included drop-down list, or the can be manually input. On the pile log Depth table, the last REF No. X applied will continue to apply going forward to subsequent foot increments, down the log table, even though the REF number is not visible/displayed. Unless the REF X is changed, the current REF X will remain in-place as functional REF through the EOD. Only displaying the REF X flags pnce helps to more easily see where the REF changes occurred on the table. Typically, a Pile Log will only use one or two REF during a pile drive. The last REF Elev input on the REF inputs & Notes sheet and also applied to the Pile Log Pg 1 cell H18 (active REF X at the end of drive) and the ending LP footmark are used for the final pile table pile elevation calcs. If the HI/Rod Reading survey method is utilized, the Pile Tip Elevation results should be similar, and the inspector can consider and decide which is most accurate and reliable. 14. Min Tip Elev. Minimum Tip Elevation as indicated in the plans, or authorized by the engineer. Not applicable in all cases. 15. Pile Cutoff Elev. Pile Cutoff Elevation as authorized by the engineer, or as indicated in the plans. Note: As noted previously, if the Pile Cutoff ( c/o ) EL is below the REF EL, the difference would contribute to the needed table length during the spreadsheet s automatic Pile Log table generation (to provided enough table length capacity to record pile driving data down to where the Pile Head approaches the c/o EL. 16. Driving Criteria (DC) Note: Just referring to a DC letter is not acceptable. This area has been developed for the inspector to input the main requirements of the District or Consultant Geotechnical Engineer s Driving Criteria (DC) letter. The left side of area 16 includes the following fields: a. Type (of DC): It could be Test pile, production pile DC or a dynamic load test on a production pile. There is a drop-down box that allows you to choose between these three options. b. DC2 elevation: Input only when two driving criteria (DC1 & DC2), are included in the letter. When there are two driving criteria: DC1 driving criteria applies when the pile tip elevation is > the DC2 elevation. DC2 driving criteria applies when the pile tip elevation is < or = the DC2 elevation. c. DC Max Stk: Maximum stroke allowed by the DC letter. d. Min. Stk req d for PR (practical refusal): Minimum stroke required to consider refusal. 6

117 At the right side of area 16, there are two tables to input the blows and stroke as presented in the driving criteria letter. The most typical criteria letters require only one blow count criteria (DC1). In this case, input only the values for DC1 and leave the blows & stroke input cells for DC2 blank. If the letter presents two blow count criteria tables, then input the values indicated in the letter for both DC1 and DC2. Remember, if there are two driving criteria, DC1 is always the upper criteria. DC1 applies when the pile tip elevation is above the input DC2 elevation, which is input at top left side of Driving Criteria area 16. Here is an example of how this Driving Criteria area 16 would look after input: Note: When a DC2 Elev is input, the spreadsheet will show (below the DC2 Elev input block), in blue, the depth of the pile below reference, LP, at which the change of driving criteria would be applied. When there is only one blow count criterion, input values under the DC1 heading and leave the input table values under DC2 blank. The information that is input in the DRIVING CRITERIA area, along with other pile log data, facilitates the determination and display of the optional automatic Driving Alert Notes, which will be covered later in these Instructions (pg. 18). 17. Scour EL Scour Elevation as indicated in the plans. Note: When applicable/input, and Min Tip EL is not included in the plans, the Scour EL is considered, in accordance with Std Spec Penetration Requirements, when determining where pile penetration is to be measured from. 18. Pile Cushion Thickness and Material Measured pile cushion thickness & material. Compare to that which is included in the approved PIP for the initial Test Pile (TP) program, or as refined during the TP program installation(s), and included on the applicable production pile DC letter(s). Non-routine pile cushion details (ex. adding to pile cushion thickness, used cushion utilized for a set-check, etc.) must be added in the notes section (next available Note No. 1-66) and the corresponding Note No. (ex. 1, 2 66 ) would be applied at the associated foot mark/lp on the log table s Notes area of the pile log table. For a routine production pile cushion change cc (ex. when the pile cushion is changes in accordance with the DC letter requirements), the abbreviated Standard Note cc can be applied in the Notes area of the pile log table by using the Notes drop-down list or by manual input of the cc. 19. Hammer Cushion Thickness & Material As accepted in the PIP. Note any changes in the "Notes" section. Typically, the hammer cushion (thickness, material, and condition) is initially inspected prior to the start of the Test Pile (TP) program. As necessary, the hammer cushion can be re-inspected during the production pile program. Pile Activity Table: Items 20 26: 20. Pile Activity record an abbreviated title for the particular Pile Activity (ex. Driving, Splicing, Set-checks, etc.). Either manually input or use current drop-down list (if an item adequately 7

118 describing the Pile Activity is included on the current drop-down list). 21. Date Input the date when the pile activity indicated above happened. 22. Start Time actual Pile Activity (pile driving, set-check, re-driving, etc.) start time. 23. Stop Time actual Pile Activity (pile driving, set-check, re-driving, etc.) end time. 24. Weather Record weather conditions at the time of Pile Activity (ex. partly cloudy, cloudy, clear, etc.). 25. Temperature The ambient (air) temperature at the time the activity being documented. 26. Notes As necessary, include note(s) relating to the Pile Activity - either manually input notes (either short notes that will fit here, or apply Note No. corresponding to Note manually input onto the REF inputs & Notes sheet for example, input of 1 refer to Note 1, etc.), or use the included drop-down list if the list includes adequate note(s) to meet the inspector s needs. 27. PAY ITEM Number As indicated by contract documents. 28. WORK ORDER No. The number of the transfer or release form certified by authorized personnel inspecting the pile casting operation. Concrete pile only. 29. MANUFACTURED By Name of the company that manufactured the pile being driven. 30. MFR s PILE No. Manufacturer s Pile Number as shown on the work order described in number 28. Should match the number on the pile. 31. DATE CAST As shown on the work order described in number should match the date shown on the pile. 32. TBM/BM Elev. The elevation of the temporary benchmark (TBM) or benchmark (BM) used to determine all pertinent elevations. 33. TBM/BM Rod Read Actual level rod reading of shot taken while the survey rod is held (plumb) on top of the TBM or BM. 34. H.I. Elev. The Height of Instrument Elev (level/tripod) for the instrument used to shoot the Pile Log Pg 1 the Rod Readings (ex. for GROUND, Bottom of Excav, PILE HEAD). Note: sheet calc.: H.I. Elev = TBM/BM EL + TBM/BM Rod Read (incl. + or -, as applic.). If the H.I. is located below the PILE HEAD, the shot would be obtained via what is referred to as an inverted (neg. - ) Rod Reading. The - Rod Reading input into the sheet calc (ex. H.I. Elev PILE HEAD Rod Read) will then produce the correct PILE HEAD Elev, above (greater than) the H.I. Elev. Once TBM/BM Elev and TBM/BM Rod Read have been input, the drop-down list included in this cell will provide the sheet calc value for the user s consideration and/or selection. If an H.I. Elev is manually input which does not match the sheet calc value, the sheet will alert the user with a message, and the font color will be black. If the input matches the sheet calc value on the drop-down list, the font color would be blue, and there would be no sheet alert. 35. PRE-DRILLED Elev. - Actual elevation of the bottom of the Pre-Drilled hole. If the final Pile Tip Elev (cell BB63 input, Item 44 here) is above (>) the Pre-Drilled Elev (if applicable), a red font comment will appear to alert the user (ref Penetration Requirements). 8

119 36. GROUND Rod Read Actual level rod reading of the ground shot taken beside the pile. 37. GROUND Elev. Actual elevation of ground at the base of the driven pile. Note: Sheet calc: GROUND Elev = H.I. Elev GROUND Rod Read (incl. + or -, as applic.) This GROUND Elev cell includes a drop-down list that provides a sheet calc value for GROUND Elev, once H.I. Elev and GROUND Rod Read are both input. GROUND Elev font will be blue when the input matches the drop-down list value, or black (with an alert message displayed) if a manually input value does not match the sheet calc value. 38. PREFORMED Elev. Actual elevation of the bottom of the Preformed hole. If the final Pile Tip Elev (cell BB63 input, Item 44 here) is above (>) the Pre-Formed Elev (if applicable), a red font comment will appear to alert the user (ref Penetration Requirements). 39. Bottom of Excavation Rod Reading For pier pile groups in which the proposed pile cap is below ground, actual survey rod reading taken at the bottom of the pile cap/footing excavation. 40. Bottom of Excavation Elev. Actual elevation of the bottom of the pile cap excavation. Note: Sheet calc: Bottom Excav Elev = H.I. Elev Bottom of Excav Rod Read (incl. + or - as applicable) Note: When applicable/input, and Min Tip EL is not included in the plans, the Bottom of Excavation EL is considered, in accordance with Std Spec Penetration Requirements, when determining where pile penetration is to be measured from. This Bottom of Excav Elev cell includes a drop-down list that provides a sheet calc value for Bottom of Excav Elev, once H.I. Elev and the Bottom of Excav Rod Read are both input. Bottom of Excav Elev font will be blue when the input matches the drop-down list value, or black (with an alert message displayed) if a manually input value does not match the sheet calc value. 41. PILE HEAD Rod Reading Actual survey rod reading taken while rod is resting on top of the pile after driving. When the pile head is too high for a conventional rod reading to be taken, but low enough to be able to use a tape measure or an inverted rod, an inverted instrument/level reading from top down may be obtained and input as a negative - rod reading. The negative - rod reading allows the correct PILE HEAD Elev to be calculated by the sheet (the surveyed PILE HEAD Elev = H.I. EL PILE HEAD Rod Read). For an inverted neg - PILE HEAD Rod Read, PILE HEAD Elev = H.I. Elev - (- PILE HEAD Rod Read) = H.I. Elev + PILE HEAD Rod Read. If the Pile Log table calculates the PILE HEAD Elev to be above the H.I. Elev, the sheet will generate a red font alert message if the inspector inputs PILE HEAD Rod Read that is not neg -, as an inverted rod reading ( - value) would be required & anticipated when the PILE HEAD is above H.I. 42. PILE HEAD Elev. Actual elevation of the pile head after driving. Note: sheet calc: PILE HEAD Elev = H.I. Elev. PILE HEAD Rod Read (for an EL, incl. + or -, as applic.). If the necessary PILE HEAD Elev associated data is input on the log sheet, the sheet will calculate and provide 1 or 2 PILE HEAD Elev drop-down calc values to review, consider or select for input: one value is based upon survey related level/rod data (H.I. Elev & PILE HEAD Rod Read), and the other based upon pile penetration (LP) below REF to calculate PILE TIP Elev, and then adding PL (pile Length) to calculate PILE HEAD Elev. PL is the pile Length input on the Pile Log Pg 1, cell AE12. For the table based PILE HEAD Elev calc, the LP (Length of Penetration) for the foot where the last blow count ( Blows ) was input, provides the applicable LP value (LPend for that foot increment) used in the calc during the drive or at the EOD (end of drive). For Plumb piles, the table based PILE HEAD Elev = REF LP + PL. PILE TIP Elev = REF LP. If the PILE HEAD Elev is blank (ex. no value has been input), and there are drop-down list calc(s) available, the displayed alert comment will identify which Elev value is based upon survey data and which Elev value is based upon the pile table. The 9

120 current table based PILE HEAD & PILE TIP Elev s are displayed off to the right of the table sheets, on the Pile Log Pg s 2-4, changing foot-by-foot during the drive, through the last foot LP at the EOD. Some Pile Driving Log calculations are affected by Batter. For those calcs, the current Batter Ratio/Correction Factor R will influence the calculated result. If the pile is Batter, the calculated 3-digit R Correction Factor (for example for a 12:1 batter ratio) would be used. For a Plumb pile, the R=1.000 is still included in the equations, but it has no impact on the calculation result. For all piles, whether Plumb or Batter, the following calcs can be used: Using the Pile Table PILE HEAD Elev = REF (LPxR) + (PLxR) If Pile Head Elev is determined by survey (Pile Head Elev = HI Pile Head Rod Read), then Pile Tip Elev = Pile Head Elev (PL x R) The Sketch will display the table-generated PILE HEAD & PILE TIP Elev s during the drive, but the Pile Log Pg 1 input of PILE HEAD & PILE TIP Elev s (via either the survey data, log table or other source) will override and be applied to the Sketch, once they have been input. Similar to other Elev cells, blue font indicates the Elev input value matches one of the dropdown list calc values, while manual inputs not matching the current sheet calcs will be displayed in black font, to alert the inspector. 43. PILE TIP Elev. Actual elevation of the pile tip after driving. The initial method to determine PILE TIP Elev would be the Pile Log table based calc: PILE TIP Elev = REF Elev (LPxR) The sheet uses the REF Elev & LP that applied either at a particular LP during the drive (to obtain a Pile Tip Elev during the drive), or final REF Elev & final LP at the EOD to calculate the final PILE TIP Elev. The survey based calc method to determine the final PILE TIP Elev: PILE TIP Elev = surveyed PILE HEAD Elev (total Pile Length x R) (incl. + or -, for PILE HEAD Elev value, as applic.). If the PILE HEAD Elev is input or changed, the PILE TIP Elev drop-down list will provide the corresponding sheet calc value for consideration and input. As with other Elev cells, blue font is displayed if the current value matches one of the sheet calc(s), and value will be in black font if the current or manual input does not match the drop-down sheet calc value. If the inspector is hand-calculating the Pile Tip EL for a Batter pile, remember and be careful to include the batter Correction Factor R in your hand-calcs. The sheet calcs will automatically account for batter, as applicable, when BATTER is applied (cell AB79 dropdown, on Pile Log Pg 1) and the Batter Ratio V:H values, V & H are input (V:H are used in a sheet calc to determine the Correction Factor R - either for Plumb a pile, or 0.XXX for a Batter pile). Pile Log Pg 1, blocks 34, 37, 40, 42, 43 and 45: Some or all of the input Elev values may, or may not, be computed by the various sheet calcs. For example, if the inspector opts to manually input an alternate elevation value (ex. Pile Tip based upon a later survey of the PILE HEAD, etc.) into these input blocks, and the input value does not match the corresponding sheet calculated value, the sheet may display a light gray font message below that block to alert the inspector that the manually input value is not exactly equal to the current sheet calculated value. The current sheet calculated Elev value(s) can be easily accessed and re-applied by clicking on the cell and selecting the value, or one of the values, that appear on the drop-down list. Some of the light gray font messages provide descriptions, which are particularly useful when multiple value options are included in a drop-down list. 10

121 44. Top of SOIL PLUG Elev. (for Open ended Pipe Piles & H-piles) The elevation of the of the soil plug in feet (ex. measure Soil Plug depth using weighted tape, and then calculate Elev.). 45. Natural Ground Elev. Elevation of the natural ground below embankment/fill material. This applies, for example, to end bent/abutment piles that are placed through embankment materials. This elevation can be obtained from the plans (cross sections, elevations, etc.). In case of doubt request or confirm this information with the Engineer of Record. Note: When applicable/input, and Min Tip EL is not included in the plans, the Natural Ground EL is considered, in accordance with Std Spec Penetration Requirements, when determining where pile penetration is to be measured from. Pile Summary Table: Items 46 61: 46. Splice Each The number of pile splices, as applicable. 47. Preformed Hole Indicate the length in feet of the preformed hole 48. Dynamic Load Test Indicate use of full length dynamic load test (DLT) instrumentation with a one (1). For nonuse of full instrumentation (which includes no DLT or just instrumented setchecks/redrive), indicate a zero (0). Indicate in a note later on, whether instrumented setchecks/redrive were performed. To assist the inspector with selection & input, a drop-down list is included. 49. Pay Set Check Number of set checks to be paid as per specifications as additional pile length. 50. No. Pay Set Check Number of set checks performed that do not incur in additional compensation as per specifications 51. Redrive Indicate the number of redrives performed. 52. Extraction If the pile is extracted, indicate with a (1). If not, indicate with a zero (0). Note details of any extraction in the Notes section. To assist the inspector with selection & input, a drop-down list is included. 53. Driving of Splice If splice was driven indicate with (1), if not, indicate with a zero (0). To assist the inspector with selection & input, a drop-down list is included. 54. Pile Type Code: Place the corresponding number in this field Prestressed Concrete 2. - Steel 5. - Concrete Cylinder Pile 3. - Composite 4. Timber Note: To assist the inspector with selection & input, a drop-down list is included. 55. Plumb or Batter The cell drop-down list includes 3 input/display choices: PLUMB, BATTER and Select. The default input/display is Select, to serve as a reminder input the correct pile orientation. The inspector should review the bridge foundation plans prior to pile driving to determine which pile orientation applies to the pile that is to be driven, either PLUMB or BATTER, and click to select and apply to the log. 56. Fields 56a and 56 b- If the pile is BATTER, then there are two cells below 55 (56a & 56b) that include drop-down boxes to select and apply standard Batter Ratio V:H (V vertical input in 56a, and H horizontal input in 56b) components used to calculated the batter Correction Factor R. If there is an non-standard batter ratio V:H, which is not included it in the drop- 11

122 down list, manually input the V and H components in these cells 56a & 56b. If Batter option is applied in this cell, the sheet calculations will include the batter. If Select is displayed, or accidentally left in-place, the sheet calcs will be performed as if the pile was PLUMB. 56. Original Furnished Pile Length The total length of the pile as furnished, including planned splices, and excluding pile extensions/build-ups. 57. Total Pile Length with Extension Total length includes the original pile length and the extension/build-ups. To two decimal places. 58. Pile PENETRATION - below GROUND Elev, Natural Ground Elev, Bottom of Excav Elev or SCOUR Elev, as applicable The actual length of the pile installed below these elevations, to two decimal places. For this Pile Driving Log, Penetration is the length of pile that is below the lowest of the following 4 Penetration referenced elevations, down to the final Pile Tip Elev: 1. GROUND Elev 2. Natural GROUND Elev 3. Bottom of Excavation Elev 4. SCOUR Elev If one or more of these 4 Penetration reference elevations is not in the plans, and therefore the data (ex. Scour Elev) could not be input, then the corresponding Penetration for that elevation (ex. pile Penetration below Scour EL) could not be calculated, and therefore, would not be displayed in the comment (row 81, below the Pg 1 table), and would not be included in the cell AS80 Penetration input drop-down list. If Min Tip EL is included in the plans, the Engineer will accept the bearing of a pile only if the pile tip is driven to, or below the Min Tip EL, and below the bottom of the predrilled or preformed pile hole (if a predrilling or preforming applies). When there is no Min Tip EL or Scour EL in the plans, pile Penetration is the length of pile that is below the lowest of the following 3 elevations, as applicable: 1. GROUND 2. Natural GROUND 3. Bottom of Excavation The pile Penetration must also be in accordance with the FDOT spec requirements for penetration into soft or firm bearing material, unless otherwise permitted by the Engineer. To assist the inspector with Penetration review, selection & input, a drop-down list and descriptions with calculated Penetrations (ft) are included. Once the above instruction 59 items 1-4 Penetration reference input data is added to the log, as applicable, and the final Pile Tip EL is input, the applicable sheet-calculated PENETRATION values will appear including descriptions (GROUND, Natural GROUND, Bottom of Excav & SCOUR) and corresponding penetrations (ft). The general PENETRATION (ft) calc: PENETRATION = (GROUND or Natural Ground or Bottom of Excav or SCOUR) Elev - PILE TIP Elev. The PENETRATION header description in the Pg 1 table will automatically be revised to reflect which Penetration reference is being utilized to determine the currently selected/input PENETRATION value (ft). 12

123 If an input Penetration value matches a sheet calc value (ex. appearing on the drop-down list), the value will be displayed in blue font. If the input value does not match any of the displayed (also incl. on the drop-down list) sheet calc value(s), the font will be black. 59. Extension/Build up, Authorized - The total length of the extension and/or buildup authorized by the engineer. To two decimal places. 60. Extension/Build up, Actual - The actual total length of the extension and/or buildup provided. To two decimal places. 61. CTQP Trainee Name A person inspecting the pile under full supervision of a qualified inspector, in order to meet the experience requirements of the CTQP qualification. 62. CTQP Trainee TIN Training Identification Number of CTQP technician. 63. Qualified Inspector - Name and TIN Printed name of the CTQP qualified inspector or present, inspecting the driving of the pile and supervising a trainee (if any). 64. Qualified Inspector - Signature Signature of qualified inspector. II. INSTRUCTIONS for the Pile Log Pg 2-4 sheets (Pg 3 & 4, only used if needed) 1. Depth start The chosen Depth Start LP (Pile Log Pg 2, just below green shaded block) is the starting depth from which the table is automatically generated forward to cover the Pile Log Pg 1 input pile Length, etc. In addition to the pile Length input, the log will also provide additional table length capacity if the input REF EL is above c/o EL, and/or the inspector manually extends the table by Depth Table Extended input (Pile Log Pg 2, cell AD8, located top center of sheet.). A Depth Start LP = 0.00 will likely be the most common table start-up approach. However, for example, if the starting pile foot mark/lp at REF 1 is 20-ft, the initial Depth Start LP input to start the table could also be ft, rather than 0.00-ft. 13

124 The standard Depth incremental ( Depth start Depth end, on each row of the Depth column) is 1-ft. For special situations (ex. set-checks, re-drive, reference changes, etc.) the standard 1-ft increment can be adjusted by manual input to revise the Depth end value(s), as needed. After the initial Depth Start LP is decided upon, and input, all other Depth from values on the log s table are automatically generated. The initial Depth Start LP (cell B17) is the only Depth start cell that the user can input. All other Depth start values on Pg 2-4 Depth start columns are locked and cannot be input or revised by the user. The Depth start Depth end increment adjustment (ex. for set checks) is accomplished by revision of the Depth end value(s), as needed, by adding inch(es) to the Depth end value(s). For example, adding 1 (1/12 =.08 ft), adding 2 (2/12 =.17 ft) for 2-inch, for set-checks, etc. After input of the initial Depth Start LP, no manual adjustment to any of the Depth start table value(s) is necessary, Depth start value generation and adjustments is automatic. Caution: Once the Start LP is input, the table is generated, and pile driving data is input (Blows, Stroke, Notes), the inspector should not revise the Start LP. If it is revised, the table foot mark increments (LPs) will change, but the data will remain in the original position on the table. Therefore, the data would then be out-of-sequence with the original LP/foot increments. If the inspector wants to extend the table beyond the Pg 1 input pile Length (ex. when the pile is driven below REF), the Depth Table Extended cell AD8 (on this Pile Log Pg 2 only) provides an easy way to extend the table. The inspector can use the included drop-down list, or just manually input the desired table extension length (ft). 2. Depth end End of Depth range (Depth below current REF at that point in the pile log table), after the applicable single increment [typically 1-ft, but may be revised to inch(es)] of pile driving. After the Depth start Start LP (Pile Log Pg 2, cell B17, light green shaded) is decided upon, and input on the Pile log Pg 2 sheet, the Depth start and Depth end values for the table are automatically generated and displayed to cover from the initial Depth start (Depth Start LP) to accommodate the full pile Length (Length as input on Pile Log Pg 1), and if applicable, additional length. As noted earlier, the spreadsheet will add table Depth range when the REF EL is above c/o EL - the reason for this is to provide enough table foot increments to record data (blow count, stroke, etc.) to a depth below c/o that equals the full pile Length. Extending Depth Table: If the resultant pile log table needs to be extended to display additional Depth range (for example, if the pile head is driven below the c/o EL when authorized by the Engineer, etc.), the inspector can simply input XX ft into the Depth Table Extended input block (or use the included drop-down list), which is only located and available at the top of the Pile Log Pg 2 sheet. The resultant table extension of the Depth range could flow from Pile Log Pg 2 towards/onto Pg 3, and onto Pg 4, depending upon the following: input pile Length (Pg 1), initial Depth start Start LP (Pg 2), relationship between REF EL and c/o EL, and Depth Table Extension (Pg 2) input/magnitude, if used. Note: Depth end values cells on Pile Log Pg 2-4 tables contain unlocked formulas. Leaving these cells unlocked allows the inspector to manually input tailored Depth end values to establish Depth start-to-end increments less than 1-ft (ex. 1, 2, etc.), as needed. These inputs will replace the original equations that generated the originally displayed Depth end values. If the inspector makes an error and wants to re-establish the original equations and 14

125 table, any original Depth end cell equation [above or below the revised Depth end cell(s)] could be copied down or up the Depth end column over the revised Depth end cells, until the original Depth end 1-ft increment table is re-established. The inspector needs to be aware that adjusting table Start LP should not be done after any table data (ex. REF no. 2-5 flags, blow count, stroke, notes) is input. If table Depths are shifted after data has already been input, the data (ex. blow count, stroke, Notes) would then end up out-of-alignment with the original Depth location(s) that applied. Similarly, if table is adjusted for set-checks, etc., there should not be any data in the table, or beyond that point, at the time the set-check increments are applied and the table Depth values shift. The best approach would be to adjust the table first, then apply any notes to the adjusted table, at the applicable Depth increment(s). Pile Driving Logs used as a template to prepare multiple generic logs ahead of time (ex. using Excel sheet move-copy function), should start with a current Pile Driving Log form which has all the original Depth end equations in-place. 3. Blows The number of blows required to drive the pile down a distance equal to the corresponding incremental depth, which is equal to Depth end - Depth start (ft). Usually, the unit of incremental depth for recording blows, stroke/pressure & Notes would be 1-foot, unless there is a set-check, which would have incremental log depths of less than 1-ft (ex. inches & fractions of an inch). For example, set-check increments may be: ¼, ½, 1, 2 inches, as required by the District or Consultant Geotechnical Engineer and the dynamic testing Consultant, etc. 4. Stroke/Pressure Only one number need be entered here. This number should be the total length of stroke for a single-acting diesel hammer, or either the stroke length or the gauge pressure for an air/steam hammer. It may be also the equivalent stroke for hydraulic hammers. Use the "Notes" section to document any change in the fuel setting or stroke. 5. Notes When notable events occur during pile driving that warrant the generation of a note, first consider whether or not one or more of the currently provided abbreviated Std Notes will be adequate. The Std Notes legend is on the REF inputs & Notes sheet, and are also included in the table Notes header, in the 3 Notes cells comments. To view the Std Notes and their descriptions, just place cursor onto any of these 3 Notes header cells. In addition, the unlocked upper Notes cell (1 wide upper Notes cell is provided for manual input at each foot increment - light grey shaded cell) includes an abbreviated Std Notes drop-down list. For input of a single abbreviated Std Note, you could apply the Std Note by selecting it directly from the drop-down list. If you need to input more than 1 abbreviated Std Note, the drop-down list could then be used as a reference for your review, and then manually input the abbreviated Std Notes, as applicable. For example, after looking over the drop-down list of abbreviated Std Notes, you decide on inputting the notes: F1 and cc. You could then just type in F1,cc if you have 3 or 4 abbreviated Notes to fit in the Notes cell, placing a comma between with no spacing, may help to fit them all in. Once you click on one of the unlocked Notes cells, the Formula Bar (located at the top of the Excel sheet), is a convenient place to input, review and edit abbreviated Std Notes content. 15

126 If you want to copy/paste the down arrow ( Pile Ran ) into Notes cell(s), the REF input & Notes abbreviated Std Notes list (rows 30 & 31) has been left unlocked the can be copy/pasted from row 30 by clicking & copying the on the Formula Bar, as needed. If the Std Notes are inadequate to cover the event note detail, manually generate a tailored note. To simplify manual numbered note input and review, the inspector should keep the notes short and precise. The Notes detail is input into the block adjacent to the next available Note No. on the REF inputs & Notes sheet (for Notes 1 28), or the Notes sheet (when more than 28 notes are needed for a pile drive). The Std Notes symbols/abbreviations, and all Note No. s (1 60) available to use, are all included on each of the unlocked Notes cell drop-down lists (Pg 2-4 table Notes columns). The applicable note(s) for that foot increment (Std Notes &/or Note No s) would then be input into the Notes cells on the pile log table in the upper Notes block provided for each foot/increment. 6. REF - Number to identify any reference elevation changes, if the REF changes from the initial REF 1 to 2 etc. During the pile drive, the REF could then change from 2 to 3, 3 to 4 and 4 to 5, as applicable. For any change of reference elevation input the REF 1-digit No. at the depth the reference change occurs. REF changes are applied to the Depth table and the Depth location and the associated REF EL value are utilized in the sheet calculations to generate the Min Tip & Cut-off alerts/foot mark targets (LPmin tip, Loco/0-1 & LPc/o) that are automatically displayed on the Pile Log. More details on how to handle reference changes are explained later. 7. Depth Table Extended If any of the following applies, input of a Depth Table Extension value here will provide additional pile log table capacity - REF is above the c/o EL, pile is authorized by the Engineer to be driven below c/o, unplanned pile splice, etc. Partial depth segment: If a particular segment is not driven a full foot (for example a set-check or a refusal check), indicate the actual foot depth mark under column 2 ( Depth end ) at the particular depth range this happens. The depth table will be regenerated automatically for proper recording of the blows for that partial foot increment. At the bottom of the table there is an input box (Input inches Output = fractions of a foot) provided to aid the inspector when converting inches into foot fractions. For example if you need to drive only 2 inches, if you use the aid box you will get: This will be the fraction of a foot you would add to the Depth start, to enter into the column 2 Depth end cell. If this occurred at Depth start of 50.00, would replace original Depth end of (and replace the cell equation that created the original 51.00). If for example the inspector wanted to record these 2 inches of blows/stroke data in individual 1-inch increments, from the point at which the pile stopped at a Depth start = ft, two consecutive column 2 Depth end values would have to be input. The first Depth end = and the next Depth end = to check for practical refusal (20 bpi). After the two 1-inch table increments, the next increment Depth start to Depth end will be 16

127 50.17 to 51.00, to complete the remaining 0.83 ft (10 inches) of the foot. The table would then resume the full standard 1-foot increments going forward from that point. Reference Changes and Pile Interruptions: When pile driving is interrupted (for example: to change pile cushion, remove template to drive deeper, mark inches for set-checks, etc.), it is usually most easily accomplished and managed if the stop is on a full foot mark at the current REF. If a REF is to be changed during a stoppage (for example, lowered to a string line after template removal, etc.), stopping on a full foot mark generally simplifies the REF change, and in particular simplifies revision of the Pile Log Pg 2-4 Depth table prior to resumption of pile driving. The REF EL and Description for each REF used must be input on the REF inputs & Notes sheet, starting with the initial REF, REF 1. The REF 1 elevation would also be simultaneously input on the Pile Log Pg 1 sheet, in the REF Elev cell. If the REF is changed during the pile drive, the user would then input the REF 2 EL & Description on the REF input & Notes sheet, and the Pile Log Pg 1 REF Elev would be updated to display the current REF 2 elevation. Initially, the sheet applies/displays the REF No. 1 (REF 1) at the table start (between the input Depth Start LP and the Depth end on that 1st table row. The REF 1 is indicated by the red font 1 in the dash - column (input item 6 in the above sketch) of the Depth table). So, the 1 will not need to be input by the inspector. If there is a change of REF during pile driving, the next REF number (for example 2, for REF 2) would have to be input between columns 1 Depth start) and 2 (Depth end), under the REF column (where the dash - is located). The red font 2 is applied at the depth at which the REF changed occurred, from the previous REF, REF 1, to the next REF, REF 2. Similarly, the log can accommodate REF changes up to REF 5. Each REF No. (1 5) applied to the log table (red font), applies to all subsequent table Depth start to Depth end increments, until such time that the REF is changed again, as applicable. Example: A pile, 100 ft long with a minimum tip elevation at El -60, started driving and the reference (or template) elevation when it started was El +10. This value would be input in the upper table under the Input REF EL column of the REF Inputs & Notes spreadsheet. When the pile reached the foot mark 58 feet, the Contractor stopped the driving and moved the template down few feet. The new reference elevation was determined to be El You will input in the REF El column. This is how this table it will look now: The REF inputs & Notes spreadsheet have computation aids at the right side that helps you verify and compute the elevation vs. the foot mark you should be reading after the reference change. In 17

128 Pile Log Pg 2 you will input (or click in the drop-down box) 2. After this, the table depths update automatically. In the example, after the ref elevation is properly input and the red number 2 has been properly entered, the depths table should look as follows: Notice how after the 58 depth, the table updated itself to reflect the change of reference. Since the change in elevation was = 4.30 feet, then this is reflected in the depth readings. When we were measuring 58 feet for the Ref El of +10, now we should be reading 53.7 feet for the new reference elevation. At this point, the new reference elevation, +5.70, should also be input in the REF Elev input field (page 1): Driving Criteria: The Driving Criteria (DC) summary information input on Pile Log Pg 1 is then automatically transferred to and displayed at the top part and at the upper right side of the table (Pile Log Pg s 2-4) to provide for convenient review for the inspector without having to leave the active pile log table sheet (Pg 2, 3 or 4) to review the Pg 1 input summary information. Remember to input functional DC information on the first page, not just a reference to a DC letter. There should be enough DC information included to eliminate the need to refer back to the DC letter during active pile driving. Driving Alerts: In Pile Log Pg 2, next to the upper right side of the table, cell BK 10, there is a switch button (named DC/PR alert). See figure below. 18

129 The default value of the switch is Off. However, this can be turned On or Off by the drop-down box next to it. Having the switch On may create a delay after you enter the blows and stroke, before going to the next increment. When the switch is On, Spreadsheets Pile Log Pg 2 through 4 will provide automatic warnings (alerts Notes) to the inspector. The alert Notes for each increment will appear as applicable in the lower light grey shaded Notes space (locked cell), when the following happens: Up to three (3) warning alerts (1 each from the following 3 categories) may be triggered to appear in each of the incremental lower Notes cells, as applicable: (1) Stk! (2) pr?, PR- or PR (3) DC1 or DC2 If no warning alerts are triggered for a foot/increment, the corresponding Notes cells would remain blank. Stk! The maximum stroke allowed by the DC letter and entered in page 1, has been exceeded. pr? When 180 blows per foot or higher happened. The inspector may then decide to mark in inches to check for or verify the refusal condition. The pr? warning alert Note will be displayed only if the minimum stroke for refusal is met, and the Blows per foot is from 180-to-239 blows. Consider revising sketch below to current configuration, which includes 2 large Note cells. Here is an example of the warning alert mentioned above. The Driving Criteria input corresponds to the one illustrated before on page 7. In this case the inspector had input 10.5 as the maximum stroke allowed, and the minimum stroke for refusal was 9.5 feet. Therefore, the spreadsheet warns/alerts the inspector about the high stroke (10.6 ft, avg stroke) between depths of 36 and 37 ft (see alert Note Stk!). From depth 37 to 38 ft, the spreadsheet warns/alerts the inspector about the relatively high blow count (>180 blows, see alert note pr?). It also warns that the Stk! Is greater than the stroke exceeded the maximum DC stroke. However, notice that the pr? warning did not show up for depth 39 to 40 ft, because the average stroke (9 ft) was less than the minimum stroke required (9.5 ft) for refusal. PR- When practical refusal is observed (20 blows/in) but the pile tip is above the minimum tip elevation PR When practical refusal is observed (20 blows/in) and the pile tip has met the minimum tip elevation requirements. DC1 When a foot of blow count criteria DC1 is met, the minimum tip elevation has been met and pile tip elev > DC2 elev. DC2 When a foot of blow count criteria DC2 is met, the min tip elevation has been met and the pile tip elev < or = DC2 elev. When multiple warning alerts are triggered for a single foot increment, all of the applicable alerts (up to 3 total alert Notes) will be displayed in the incremental alert Notes cell (lower grey shaded cell). 19

130 Here, from 86 to 87 ft, there is no refusal warning, since the minimum stroke for refusal is 9.5 ft. Between 86 to 88 ft, there are no DC2 warnings because the minimum stroke entered for this criteria was 8.5 ft. Between 88 and 89 ft, there is a DC2 warning, indicating that the blow count and stroke for this foot increment meets the blow count and stroke of the driving criteria 2 (DC2), presented in the Between 89 and ft, there is a practical driving refusal criteria warning, letter. PR and driving criteria warning DC2. As can be seen, more than one warning alert Note could be displayed in a single alert Note cell, when applicable. Note: We do not encourage to drive all the way to 240 blows per foot in or near refusal conditions. This was just an example to illustrate how the spreadsheet works. When the pile inspector experiences hard driving, he is advised to stop driving, apply mark inches to the pile, and check for practical refusal (20 blows/in). The intent of the warnings included here is to assist the inspector in making decisions. It is not the intent of these aids to replace the inspector s judgement. It will be up to the inspector to use these warnings properly to apply the specifications and the intent of the driving criteria letter correctly. There may be limitations and special cases not covered by the functions included in the spreadsheets. For example, the DC1 and DC2 warnings will show up whether the blow count is increasing or decreasing. Turning the alert Notes On and Off to improve input performance: If the input of Blows & Strokes on the Pg 2-4 tables is processing slowly (ex. a few seconds delay) with the alert Notes function turned On, the alert Notes can be turned Off by the inspector to improve Blows and Stroke input/processing speed. To turn off the alert Notes function, go to the Pile Log Pg 2 tab sheet, and click on cell BK10 (yellow shaded cell). Using the drop-down list, or by manual input (ex. typing in: On, on, Off or off ), you can enter On or Off to switch alert Notes function on or off. If you attempt to input something other than On or Off, the sheet will stop you, and display a message to remind the user to only input On or Off. Turning the alert Notes Off would be especially useful if the pile is moving quickly, and as a result, the time between blows to input blows & strokes, and process the data, would be limited. The data input rate must be able to keep up with incremental rate of pile movement. Once the pile s incremental rate of pile movement slows down, the alert Notes could then be turned back On. Now, with suficient time for input and processing, the input delay would be less of a concern, and all of the Pile Log Pg 2-4 alert Notes would then be revealed/displayed up to that point in the pile drive. If the rate of pile movement increases later in the drive, the alert Notes function could be turned off again until such time that pile movement slows down again. Footmark Targets: This Pile Driving Log spreadsheet computes the min tip target LP min tip (footmark at which the pile tip reaches the input Pg 1 Min Tip elevation), set-check target (LP c/o-1) (footmark 1-ft prior to pile head reaching cut-off elevation input on Pg 1) and pile cut-off footmark (LP c/o) (foot mark at which the pile head is at the cut-off elevation input on Pg 1). The LP (pile foot mark or Length of Penetration) at REF indicated the length of pile driven below the active REF. These LP depths are coded in blue, yellow and red (pink) respectively, and the calculated LP values vary depending on the REF EL that applies. For example on a pile log, the LPmin tip (blue shaded) may occur while REF 1 applied, and if not yet reached during driving while REF 1 applied, LPc/o-1 (yellow shaded) 20

131 and LPc/o (light red) would occur after a REF change, while REF 2 applies, at revised depth values for LPc/o and LPc/o-1. For each REF EL input (REF 1, 2, 3, 4 & 5), the sheet automatically calculates the corresponding three (3) LP values (LP for min tip, c/o and c/o-1) and provides the corresponding color shaded LPend targets to the pile log table. When a REF change is made, for example from REF 1 to REF 2, the REF 2 Elev is input on the REF inputs & Notes sheet (and Pile Log Pg 1, cell H18), and the corresponding REF change is applied at the correct foot increment (LP start to LP end) on the pile table with the input of the changed REF No, for example input 2 for REF 2 replacing the dash - between LP start and LP end on the Depth table. The input REF 2 will display in red font as 2 on table. Due to the elevation difference between REF 1 and REF 2, once the 2 is input, the LP end and LP start will both be automaticallt be revised. This occurs because pile tip penetration must be maintained at the moment REF changes from 1 to 2, prior to continued pile driving. So, LP end (for last foot driven using REF 1) and the corresponding REF 1 elevation must result in a pile tip equal to the pile tip that would be calculated using LP start (for first foot using REF 2) and the REF 2 elevation. For example, if REF 1 = ft, with LP end = ft. Now if REF 2 was 5 ft lower (REF 2 = is input), LP start would be revised to ft for the 1st foot driven using REF 2 (increment at which 2 was added to the table). For each case, pile tip is the same ( ft): = = For the inspector s reference, the footmark target calculated LP values (for LPmin tip, LPc/o-1 and LPc/o), for each REF used, are displayed in a table that is included on all log sheets, except Pile Log Pg 1 sheet. 21

132 III. INSTRUCTIONS for the REF inputs & Notes sheet Input REF EL and Input REF description columns: Input REF EL and REF description data into the table, starting with REF 1. The LP target values (for min tip & c/o) are automatic sheet calculations. Maintain the current/latest REF Elev on the Pile Log Pg 1 sheet also. If more REF s are used, input REF EL and REF description data on the table using REF No. 2 row next, and so on. Typical FDOT pile driving would use only 1 or 2 References (ex. REF 1 and REF 2). Notes There are two Notes sheets: REF inputs & Notes and Notes (hidden tab that can be unhidden if necessary). There are two types of notes included on the REF inputs & Notes : Abbreviated Std Notes (standard commonly used notes) and other manually input notes, Notes The current reference list (legend) of Std Notes is located in the Notes area of the REF inputs & Notes sheet, including notes which are commonly/frequently applied to pile logs). The other type of notes that require detail input not adequately covered by the current Std Notes would require a manual input Note. The Note No (1-28) corresponding to a particular note is applied to the pile log table (Pile Log Pg 2-4, as needed) at the corresponding foot mark/lp increment at which the Note applies. If more than 28 Notes are needed, additional Notes, Notes 28-60, may be input on the Notes sheet. To do this, the Notes sheet needs to be unhidden by the user. See the unhide instructions located at the bottom of the REF inputs & Notes sheet. 22

133 Note events, settings, interruptions, set-checks, reference changes, etc. during the driving of the pile. Depending on the length of pile, and the associated length of the table needed, this REF input & Notes sheet may be Page No. 3, 4 or 5. Page numbering is mostly automatic the only Pg No inputs by the user are for Pile Log Pg 3 & 4 (the 2 nd and 3 rd table sheets that may or may not be used). The Note sheet will only be included in the page numbering sequence after Note(s) are input on that sheet. Additional Pile Activity entries: If the 4 Pile Activity informational data entry rows provided in the Pile Activity area of the Pile log Pg 1 sheet are not enough, there are 6 additional Pile Activity rows available on the hidden Notes sheet. To reveal & access the hidden Notes sheet, right click on any sheet tab on Excel screen, select Unhide, and then select Notes from the list of 3 hidden sheets. The other 2 hidden sheets, Survey Sketch and Excel to PDF Instr are also included in the list of hidden tab sheets, for your information. If you want to hide an unhidden sheet, after reviewing, you can hide the sheet by right clicking on that sheet s tab, and then select Hide. The sheet s tab will then no longer appear in the Excel displayed row of tabs. IMPORTANT: Do not delete any of the sheets (tabs) provided, including the optional sheets or hidden sheets, as these will affect formulas in the workbook. If you don t need to show or print a sheet because it was not used and has no data, just hide it (or keep it hidden), but do not delete it. 23

134 IV. INSTRUCTIONS for the Sketch sheet This Sketch sheet will display a graphical view of the final pile installation indicating Pile Head Elevation, Pile Tip Elevation, Ground Elevation, REF Elevation(s) (REF Elevation that are used), Pre-drill Elevation, Pre-form Elevation, Scour Elevation and Min Tip Elevation. See sample below: 24

135 The only input in this section on the Sketch sheet is in the wide cell under Pile Bearing (see light yellow shaded cell within the green border below): Click cell to enter how the pile was accepted. This would be the inspector s perceived basis for this pile s Pile Bearing acceptance. Select from the drop down box which criterion applied. The following 6-options list will appear when you click the drop-down box: Click here to select applicable bearing capacity related input: If none of the conditions below applies, type condition under which the pile was accepted. Pile meets Driving Criteria blow count/stroke. Pile bearing determined based on set-check criteria (Note that a set-check criteria, separate from the Initial Driving Criteria, must be available). Pile reached Practical Refusal and met minimum tip elevation/penetration requirements. Pile bearing capacity determined by Dynamic Testing. Pile bearing capacity < plan NBR. EOR review & acceptance recommendation - coordinated with project management (ex. PA, DB team, Dynamic Testing consultant, etc.), as applicable. If none of the options above (on the drop-down list) applies, the inspector must type in the condition or criterion under which the pile was accepted. Note: The drop-down list may not display the entire Pile Bearing option text that you need to review (1 st, 3 rd and 6 th items) for consideration and selection. This is due to the length of the text included for these 3 listed items, and the display limits of the Excel s drop-down function. If you re considering one of those 3 longer list items, as your basis for Pile Bearing acceptance, you can just click and select the item on the Pile Bearing list to review the complete text. If it doesn t fit your Pile Bearing basis for acceptance, just review and select from the other listed items, or manually input, as noted above. Pile Penetration: The log will automatically review pile log input data and calcs against the FDOT Std Spec Penetration Requirements to determine the status of the pile s penetration relative to the specs. The first feedback relates to Pile Tip EL as compared to input Pre-drill EL and Preform EL. The second feedback relates whether or not Min Tip EL applies, and if it does, whether or not the Pile Tip EL is < or = Min Tip EL. The third feedback is for when Min Tip EL is not applied, and provides feedback in accordance with the Std Spec (10-20 ft of firm/soft material, as applicable, etc.). The sheet calculates and plots the current pile penetration as the pile is driven, compares it to the Penetration Requirements, and provides the appropriate feedback to assist the inspector. For BATTER piles, the Batter Ratio and the associated Correction Factor R information, as applied on Pile Log Pg 1, will be displayed below the Sketch in red font for the reviewer s 25

136 information and reference. The pile Sketch will not visually depict pile batter. However, the sketch will indicate that the pile is batter and will include the batter information. See figure below: 26