455STRUCTURES FOUNDATIONS

455-2.2 1 Modified Quick Test :

455-2.3 Measur ing Apparatus: Provide an apparatus for measuring movement of the

test piles/shafts that consists of all of the following devices:

455-2.4 Load Test Instrumentation :

455-2.5 Support Facilities: Furnish adequate facilities for making load and set tlement

readings 24 hours per day. Provide such facilities for the instrumented area, and include lighting and shelter from rain, wind, and direct sunlight.

455-2.6 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 transportat ion 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, exce pt when the Contract Documents show that the Department will provide these personnel.

455-2.7 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.

455-2.8 Required Reports: Submit a preliminary static load test report to the Engineer

within five days after completing the loa d 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:

455-2.9 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. FY 2023-24 Return to Table of Contents

455-2.10 Disposition of Tested Piles/Shafts: After completing testing, cut off the tested

piles/shafts, which are not to be incorp orated into the final structure, and any reaction piles/shafts at an elevation 24 inches below the finished graded surface or as shown in the Plans . Take ownership of the cut -offs and provide areas for their disposal.

455-3 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. Prior to driving, clearly mark the piles to facilitate inspection. Provide indivi dual straight -line marks at 1 - ft intervals numbered at least every 5 ft. Use markers or lumber crayons or paint marks that can be easily observed by the inspector. Ensure marks are spaced uniformly and perpendicular to the face of the pile. Face pile so th at the pile markings are easily visible to the pile inspector. When set checks or practical refusal checks are required, provide inch marks as directed by the Engineer. 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 th at 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 455 -5.16.5.

455-4 Classificat ion.

The Department classifies piling as follows:

455-5 General Requirements.

455-5.1 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 r equirements 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. FY 2023-24 Return to Table of Contents 12 inch square piles ......................... 15 to 17 inches 14 inch square piles ......................... 18 to 20 inches 18 inch square piles ......................... 22 to 26 inches 20 inch square piles ......................... 24 to 29 inches 24 inch square piles ......................... 30 to 34 inches 30 inch square piles ......................... 36 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 the piling. Maintain the location and vertical alignment within the toleranc es 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 455 -5. 10.1 with clean A -3 sand or sand meeting the requirements of 902 -3.3. In the setting of permanent and test piling, the Contractor may initially predrill holes to a depth up to 20% of the test pile length, unless required otherwise by the Engineer or the Plans. Predrill holes for production piles in the same manner as the te st piles. 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 vibrat ions on existing structures adjacent to the work and/or for other reasons the Contractor proposes.

455-5.2 Underwater Driving : Underwater driving is defined as any driving through

water which is above the pile head at the time of driving. When conductin g 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:

455-5.3 Pile Hammers: All equipment is subject to satisfactory field performance during

and without dynamic testing . 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 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 l oad 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 pr essure 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.

455-5.3 1 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 accu rate 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 bl ows 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.

455-5.3 2 Diesel: Variable energy dies el 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 b y 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 ope n-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 h ammer 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. FY 2023-24 Return to Table of Contents

455-5.3 3 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 min imum and maximum stroke. Supply hammer instrumentation with electronic read out, and control unit that allows the Engineer to monitor, and the operator to read and adjust the hammer energy or equivalent ram stroke. When pressure measuring equipment is r equired to determine hammer energy, calibrate the pressure measuring equipment before use.

455-5.3 4 Vibratory: Vibratory hammers of sufficient capacity (force and

amplitude) may be used to drive steel sheet piles and, with approval of the Engineer, to d rive 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 impa ct 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 vibrat ory hammers to install concrete piles, or to install s upport or reaction piles for a load test.

455-5.4 Cushions and Pile Helmet:

455-5.4 1 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 othe r 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.

455-5.4 2 Pile Cushion: Provide a pile cushion that is adequate to protect the pile

from being overstressed in compr ession 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 th e 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 tensi on or compression. Protect cushions from the weather, and keep them dry. Do not soak the cushions in any liquid. Provide a new cushion for each pile unless approved otherwise by the Engineer after satisfactory field trial during dynamic testing. During dynamic load tests, replace the pile cushion when any of the pile stress measurements exceed the maximum allowed pile stress determined by 455 -5.12.2. When driving a pile without dynamic testing, replace the pile cushion when the cushion is either compress ed more than one -half the original thickness, begins to burn, or as directed by the Engineer after field performance. FY 2023-24 Return to Table of Contents 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.

455-5.4 3 Pile Helmet: Provide a pile helmet suitable for the type and size of

piling being driven. Use a pile helmet d eep 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.

455-5.5 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.

455-5.6 Followers: When using followers, perform dynamic load testing as per 455 -5.14.

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 cross - section 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 cross - sectional area of the pile. Provide a pile helmet at the lower end of the follower sized according to the requirements of 455 -5.4.3. Use followers constructed that maintain the alignment of the pile, follower, and hammer and still allow the pile to be driven within the allowab le 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 455 -5.14 to evaluate the adequacy of the follower and to determine pile capacity .

455-5.7 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 . The Engineer may allow the use of templates attached to a barge if the Contractor demonstrates satisfactory that the pile alignment, and the elevation and horizontal position of the template can be maintained during all pile driving operations . Where prac tical, 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 r equired location and the ground elevation at all piles.

455-5.8 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 Engine er 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. FY 2023-24 Return to Table of Contents 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, ensur e 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 imprac tical, 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.

455-5.9 Penetration Requirements: Measure the penetration of piles from the elevation

of the natural ground , the existing surface , the deepest scour elevation shown in the P ile Data Table, or the bottom of excavation, whichever is lowe st. 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. 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. The Engineer may accept a penetra tion 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 are a as determined by the Dynamic Load Testing (455 -5.12.4). 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 th e Contractor must remove the pile to obtain the required pile penetration, the Department will pay the costs for such removal as Unforeseeable Work.

455-5.10 Preformed Pile Holes:

455-5.10 1 Description: Preformed pile holes serve as a penetration aid w hen 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 adjacen t 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 tha t 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 th e Plans. Determine bearing of the pile after FY 2023-24 Return to Table of Contents 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 902 -3.3, after the pile has achieved the required minimum tip elevation, unless grouting of preformed pil e 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 co st to the Department .

455-5.10 2 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 r equired 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.

455-5.10 3 Conditions Under Which Payme nt 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 penetration without overstressing the pile. The Department considers, but does not limit to, the following conditions as reasons for preformed pile holes :

455-5.10 4 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 suf ficient 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 s traight 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 455 -5.10.1 are satisfied.

455-5.10 5 Grouting of Pile Holes: Clean and g rout preformed pile holes for

bearing pil es, when the Plans require grouting after driving. Use grout that meets the requirements of 455 -40 to 455 -42 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 455-43. LOT size and verification will be in accordance with 455 -43. 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 c logging and to complete the FY 2023-24 Return to Table of Contents 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.

455-5.11 Bearing Requirements :

455-5.11 1 General: Drive piles to provide the bearing required for carrying the

loads shown in the Plans. For all types of be aring 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 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 accep t 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.

455-5.11 2 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 455 -5.12.1. For foundations n ot 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. The Engineer will accep t piles within two Working Days after the final drive is performed, including any instrumented restrikes performed to ensure bearing has been met and that any potential relaxation will not reduce the required capacity to less than the required nominal bear ing resistance (NBR).

455-5.11 3 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.

455-5.11 4 Set-checks and Pile Redrive:

FY 2023-24 Return to Table of Contents

455-5.11 1 and 455-5.11.2.

455-5.11 5 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.

455-5.11 6 Piles with Insufficien t 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, o r, if so ordered by the Engineer, drive additional piles.

455-5.12 Methods to Determine Pile Capacity :

455-5.12 1 General: Dynamic load tests using an externally mounted instrument

system and signal matching analyses or embedded gauges will determine pi le capacity for all structures or projects unless otherwise shown on 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 work ing days prior to placement of piles within FY 2023-24 Return to Table of Contents the template and at least one work ing 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.

455-5.12 2 Wave Equation:

455-5.12 3 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 Spec ialty 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 r esistances 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 3.5.6 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 incl ude the dynamic load test records, all signal matching analysis performed to determine pile capacities and a summary table that indicates the final capacity of every pile.

455-5.12 4 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 455 -5.14.

455-5.12 5 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

455-2.2 1.

455-5.12 6 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 unl ess 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.

455-5.12 7 Structures Without Tes t 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 n ot 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 455 -11.5. 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 pi les in the bent or pier.

455-5.13 Test Piles:

455-5.13 1 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: FY 2023-24 Return to Table of Contents

455-5.13 2 Location of Test Piles: Drive all test piles in the position of

permanent pile s 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 plum b pile for the static load test.

455-5.13 3 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.

455-5.14 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 productio n 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:

455-5.15 Pile Lengths :

455-5.15 1 Test Pile Length: Provide the length of test piles shown in the Plans

or as directed by the Engineer.

455-5.15 2 Production Pile Length :

455-5.15 2.1 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.

455-5.15 2.2 Structures without Tes t 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.

455-5.15 3 Authorized Pile Lengths: The authorized pile leng ths 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, FY 2023-24 Return to Table of Contents dynamic load testing, static load testing, supple mental 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 p iling 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 rep orts, 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 tes t 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, comp leting all load tests, completing all redrives, and receiving all test reports for those designated zones. The Engineer will provide the driving criteria for piles within three working days of furnishing pile lengths. On multiple phase projects, the Eng ineer will not provide pile lengths on subsequent phases until completing the piling on initial phases.

455-5.16 Allowable Driving Tolerances :

455-5.16 1 General: Meet the tolerances described in this Subarticle for the piles

that are free standing with out 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.

455-5.16 2 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.

455-5.16 3 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.

455-5.16 4 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.

455-5.16 5 Deviation from Above Tolerances: When the Contractor has failed

to meet the above tolerances, the Con tractor 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. D o not begin any proposed construction until the redesign has been reviewed for acceptability and approved by the Engineer.

455-5.17 Disposition of Pile Cut -offs, Test Piles, and Load Test Materials:

FY 2023-24 Return to Table of Contents

455-5.17 1 Pile Cut -offs:

455-5.17 2 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 Engin eer, provided that a replacement pile is furnished and driven by the Contractor at no expense to the 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.

455-6 Timber Piling.

455-6.1 Description: Drive timber piles of th e kind and dimensions specified in the Plans

at the locations and to the elevations shown in the Plans, or as directed by the Engineer.

455-6.2 Materials: Meet the timber piling requirements of Section 953. Treat the piles

according to the applicable prov isions of Section 955. Treat all cuts and drilled holes in accordance with 470 -3.

455-6.3 Preparation for Driving :

455-6.3 1 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.

455-6.3 2 Collars: Provide collars or bands to protect piles against splitting and

brooming at no expense to the Department.

455-6.3 3 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.

455-6.4 Storage and Handling: Store and handl e 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.

455-6.5 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.

455-6.6 Build -ups: The Enginee r will not permit splices or build -ups for timber piles.

Extract piles driven below Plan elevation and drive a longer pile.

455-6.7 Pile Heads:

455-6.7 1 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 FY 2023-24 Return to Table of Contents 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. Provid e 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.

455-6.7 2 Fender and Bulkhead Pi les: 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.

455-7 Prestressed Concrete Piling.

455-7.1 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 ex ceeds 120 feet or the maximum length for a 3-point pick-up according to Standard Plans, Index 455-001, and splicing is desired, provide minimal splices. Include the cost of the splices in the cost of the pile.

455-7.2 Manufacture: Fabricate piles in accor dance with Section 450. When embedded

gauges will be used for dynamic load testing, supply and install in square prestressed concrete piles in accordance with Standard Plans Index 455-003. Ensure the embedded gauges are installed by personnel approved by the manufacturer.

455-7.3 Storage and Handling :

455-7.3 1 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 comp ressive strength is equal to or greater than the specified 28 day compressive strength.

455-7.3 2 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.

455-7.3 3 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 con structed 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 thr oughout 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, sign ed 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.

455-7.4 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. FY 2023-24 Return to Table of Contents 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 0.005 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 0.005 inches at the pile head or above ground or water level, and piles with cracks above ground or water level which extend through the cross - sectional area of the pile. The Engineer may require correction of pile damage or pile cracks by cutting down th e concrete to the plane of sound concrete below the crack and rebuilding it to cut - off 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.

455-7.5 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 450 -9.2.1.

455-7.6 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 j ets 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 th e scour zone.

455-7.7 Extensions and Build -ups used to Increase Production Lengths:

455-7.7 1 General: Where splices, extensions and build -ups for concrete piles are

necessary, construct them in accordance with Standard Plans, Index 455-002. These requirements are not applicable to specially designed piling. Make splices for special pile designs as shown in the Plans.

455-7.7 2 Extensions to be Driven or those 21 feet or Longer: Construct

extensions to be driven or extensions 21 feet or longer in le ngth in accordance with the details shown in the Plans and in a manner including the requirements, sequences, and procedures outlined below:

455-7.7 3 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 455 -7.7.2(2) through 455 -7.7.2(9). Apply to the build - ups the same surface treatment or sealant applied to the prestressed piles.

455-7.8 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 455 -3. 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:

455-7.9 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.

455-8 Steel Piling.

455-8.1 Description: Furnish, splice, drive, and cut off structural steel shapes to form

bearing piles. Include in this work the preparation of a smooth and square pile top meeting the requirements of ASTM A252 or A PI 5L prior to driving, installation of structural steel bracing by bolting or welding, construction of splices and the filling of pipe piles with the specified materials specified in 455 -8.9.

455-8.2 Material: For the material in steel piles, p ile bracing, scabs, wedges, and splices,

meet the requirements of Section 962.

455-8.3 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).

455-8.4 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.

455-8.5 Pile Heads and Tips: Cut off all piles at the elevation shown in the Plans. If

using a cutting torch, make t he 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 prote ctors, 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 65-35 heat treated to provide full bearing for the piles. Attach points by welding according to the recommendations of the manufacturer.

455-8.6 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. FY 2023-24 Return to Table of Contents Where piles are not driven int o 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 bracin g at no additional expense to the Department.

455-8.7 Coating: Coat exposed parts of steel piling, wedging, bracing, and splices in

accordance with the provisions for coating structural steel as specified in Section 560.

455-8.8 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.

455-8.9 Filling Pipe Piles: Ensure closed -end pipe piles are watertight. 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 open ended pipes containing water using methods in accordance with 455 -15.9 with modified t remie and pump line sizes. Concrete may be placed directly into pipes which are dry. Construct and place reinforcement cages in accordance with 455 -16 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.

455-9 Sheet Piling.

455-9.1 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.

455-9.2 Materials: Meet the following requirements:

Concrete ................................ ............................. Section 346 Bar Reinforcement ................................ .............Section 931 Prestressing Reinforcement ................................ Section 933 Steel Sheet Piles* ................................ ............... Section 962 *For temporary st eel sheet piles meet the requirements specified in the Plans.

455-9.3 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 handlin g and installation at no additional expense to the Department.

455-9.3 1 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 mean s, 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.

455-9.4 Concrete Sheet Piling:

455-9.4 1 Description: Ensure that concrete s heet piling is of prestressed concrete

construction and manufactured, cured, and installed in accordance with the requirements of the Contract Documents.

455-9.4 2 Manufacture of Piles: Ensure that the piles are fabricated in

accordance with Section 450.

455-9.4 3 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 a nd pressure to freely erode material adjacent to the piles. Where encountering FY 2023-24 Return to Table of Contents 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 roc k as Unforeseeable Work.

455-9.4 4 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 t wo 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. De posit 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.

455-9.5 Storage and Handling: Handle and st ore 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.

455-10 Pile Installation Plan.

455-10.1 General: Submit the completed Pile Driving Installation Plan Form (Form No.

700-020-01) with the following information at the preconstruction conference or no later than 30 days before driving the first pile.

455-10.2 Acceptance of Equipment and Procedures: All equipment and procedures are

subject to satisfactory field p erformance. 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 455-5.14 at no additional compensation.

455-11 Method of Measurement (All Piling).

455-11.1 General:

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.

455-11.2 Prestressed Concrete Piling :

455-11.2 1 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 in accordan ce with 455 -5.15.3 subject to provisions of 455 -11.2.3, 455-11.2.4, 455 -11.8,

455-11 9, 455-11.12, and 455-11.13.

455-11.2 2 Driving of Unplanned Epoxy -Bonded Dowel Splice: If a pile is

driven below cut -off and satisfactory bearing is not obtained, and a dditional 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 re driven.

455-11.2 3 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 Unfore seeable 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. I f 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 Contr actor 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.

455-11.2 4 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:

455-11.3 Steel Piling:

455-11.3 1 Length: The length of steel piles will be considered as the overall

length from head to tip. Final pay length will subject to provisions of 455 -11.8, 455 -11.9, 455- 11.10, 455 -11.12, and 455 -11.13.

455-11.3 2 Point Protectors: The quantity to be paid for will be each for the total of

point protectors authorized, furnished, and properly installed.

455-11.4 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.

455-11.5 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 455 -5.12.7, completed and accepted in accordance with the Contract Documents. No separate payment will be made for dynamic load tests u sed 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 dowel splice. Include all costs associated with dynamically testing production piles with epoxy - bonded dowel splices under Pay Item No. 455-34. No payment will be made for dynamic load tests on test piles. For structures with 100% dynamic testing, t he cost of supplying and installing embedded gauges or attaching external gauges to each p ile 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 embedded gauges or attaching external gauges to each production pile fo r 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 pe rformed when driving using followers. No payment will be made for any dynamic load testing performed on temporary piles.

455-11.6 Steel Sheet Piling: The quantity to be paid for will be the plan quantity area, in

square feet, measured from top of pile ele vation 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 125.

455-11.7 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. FY 2023-24 Return to Table of Contents When the Engineer approves, the Contractor may furnish the con crete 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.

455-11.8 Pile Splices: The quantity to be paid for authorized drivable splices and build-

ups 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. 455-34. 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. 455 -34 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. 455-35.

455-11.9 Set-Checks and Redrives:

455-11.9 1 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 a nd performed within the following working day of initial driving, an additional quantity of 10 feet of piling will be paid.

455-11.9 2 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 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.

455-11.9 3 Redrives: The quantit y 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.

455-11.10 Pile Extraction: Piles authorize d to be extracted by the Engineer and

successfully extracted as provided in 455 -11.2.3 will be paid for as described in 455 -11.2.3. No payment for extraction will be made for piles shown in the Plans to be extracted or piling damaged or mislocated by the C ontractor that are ordered to be extracted by the Engineer.

455-11.11 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 ap plied to piles, completed and accepted in accordance with the Plans and these Specifications.

455-11.12 Preformed Pile Holes: The quantity added to the payment for piling will be

30% of the length of completed preformed pile holes from existing surface 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

455-5.10 3, 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 p enetration. FY 2023-24 Return to Table of Contents

455-11.13 Grouted Preformed Pile Holes: The quantity added to the payment for piling

will be 70% of the length of grouted preformed pile holes from the bottom of preformed hole acceptably provided to the required top of grouting, regardless of the type of pile (test pile or production pile) installed therein. Only those holes required to be grouted, will be included in the measurement for payment.

455-12 Basis of Payment (All Piling).

455-12.1 Treated Timber Piling: Price and payment will be full compensation for all

labor, equipment, and materials required for furnishing , pile marking 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.

455-12.2 Prestressed Concrete Piling: Price and payment will be full compensation for

all labor, equipment, and materials required for furnishing , pile marking and installing all reinforcing steel, predrilled holes, furnishing the m aterial 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.

455-12.3 Steel Piling: Price and payment will be full compensation for all labor,

equipment, and materials req uired for furnishing , marking and installing steel piling, including welding and painting as specified and the cost of predrilling pile holes described in 455 -5.1. The cost of any concrete fill and reinforcing steel in pipe piles will be included in the pr ice 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 460.

455-12.4 Test Piles: Price and payment will be full compensati on 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 no t 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.

455-12.5 Dynamic Load Tests:

455-12.5 1 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.

455-12.5 2 Dynamic Load Tests/Production Piles: Payment will be full

compensation for all costs associated with assisting the Engineer in performing the dynamic load tests.

455-12.6 Steel Sheet Piling:

455-12.6 1 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.

455-12.6 2 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 i nstalling steel sheet piling including preformed holes when shown in the Plans, FY 2023-24 Return to Table of Contents and including wales, anchor bars, dead men, soil anchors, proof tests, performance tests, creep tests, and other incidental items when an anchored wall system is required. Remo val 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 sha ll 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).

455-12.7 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, filter fabric, preformed holes and installation.

455-12.8 Preformed Pile Holes: Payment will be full compensation for all labor,

equipment, casings and materials required to perform this work.

455-12.9 Point Protectors: Price and payment will be full compensation for all labor,

equipment, and materials required for furnishing and installing point protectors .

455-12.10 Static Load Tests: Price and payment will be full compensation for all labor,

equipment, and incidentals required to perform this work , including instrumentation, data collection and professional services to prepare the report .

455-12.11 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.

455-12.12 Payment Items: Payment will be made under:

Item No. 455 - 2- Treated Timber Piling - per foot. Item No. 455 - 14- Concrete Sheet Piling - per foot. Item No. 455 - 34- Prestressed Concrete Piling - per foot. Item No. 455 - 35- Steel Piling - per foot. Item No. 455 - 36- Concrete Cylinder Piling - per foot. Item No. 455 -119- Test Loads - each. Item No. 455 -120- Point Protection - each. Item No. 45 5-133- Sheet Piling - per square foot. Item No. 455 -143- Test Piles (Prestressed Concrete) - per foot. Item No. 455 -144- Test Piles (Steel) - per foot. Item No. 455 -145- Test Piles (Concrete Cylinder) - per foot.

455-13 Description.

Construct drilled shaft foundations consisting of reinforced concrete drilled shafts.

455-14 Materials.

455-14.1 Concrete: Use concrete meet ing the requirements of Section 346, unless

otherwise shown in the Plans.

455-14.2 Reinforcing Steel: Meet the rei nforcing steel requirements of Section 415.

455-14.3 Polymer Slurry: Use a product listed on the Department’s Approved Product

List (APL) meeting the requirements of 932 -5. FY 2023-24 Return to Table of Contents

455-15 Construction Methods and Equipment.

455-15.1 General Requirements :

455-15.1 1 Templates: When drilling from a barge, p rovide a fixed template,

adequate to maintain shaft position and alignment during all excavation and concreting operations. Do not use floating templates (attached to a barge). When the Contractor fails to properly maintain shaft position and alignment without use of a template when drilling on land, the Engineer will require a fixed template, adequate to maintain shaft position and alignment during all excavation and concreting operation s.

455-15.1 2 Drilled Shaft Installation Plan (DSIP): At the preconstruction conference

submit a DSIP for review by the Engineer. Final approval will be subject to satisfactory performance. Include in this plan the following details:

455-15.1 3 General Methods & Equipment: Perform the excavations required

for the shafts, t hrough whatever materials encountered, to the dimensions and elevations shown in the Contract Documents, using methods and equipment suitable for the intended purpose and the materials encountered. Provide drilling tools with a diameter not smaller than on e inch of the shaft diameter required in the Plans . Provide equipment capable of constructing shafts supporting bridges to a depth equal to the deepest shaft shown in the Plans plus 15 foot or plus three times the shaft diameter, whichever is greater, exce pt when the Plans require equipment capable of constructing shafts to a deeper depth. Provide equipment capable of constructing shafts supporting non -bridge structures, including sign , signal, lighting and ITS structures , to a depth equal to the deepest sh aft shown in the Plans plus 5 feet. FY 2023-24 Return to Table of Contents Construct drilled shafts according to the Contract Documents using generally either the dry method, wet method, casing method, or permanent casing method as necessary to produce sound, durable concrete foundation shaf ts free of defects. Use the permanent casing method only when required by the Plans or authorized by the Engineer. When the Plans describe a particular method of construction, use this method except when permitted otherwise by the Engineer, after field tri al. When the Plans do not describe a particular method, propose a method on the basis of its suitability to the site conditions and submit it for approval by the Engineer. Set a suitable temporary removable surface casing from at least 1 foot above the ground surface to at least 1 -1/2 shaft diameters below the ground surface to prevent caving of the surface soils and to aid in maintaining shaft position and alignment. Do not use a temporary casing larger than 12 inches of the shaft diameter. Fill the ove rsized temporary casing with drilled shaft concrete at no additional expense to the Department. Withdraw the surface casing after concrete placement. The Engineer may require predrilling with slurry and/or overreaming to the outside diameter of the casing to install the surface casing at some sites. For drilled shafts installed to support sign, signal, lighting and ITS structures, provide temporary surface casings from at least 1 foot above the ground surface to at least 5 feet below the ground surface. For sign, signal, lighting and ITS structure foundations located within permanent sidewalks or within 5 feet of curb sections, provide temporary surface casings from no lower than the top of sidewalk to at least 5 feet below the ground surface. For drilled shafts installed to support sign, signal, lighting and ITS structures, do not attempt to excavate the shaft using plain water or natural slurry. Do not attempt to excavate the shaft using dry construction method unless specifically indicated in the Pla ns or approved by the Engineer .

455-15.2 Dry Construction Method: Use the dry construction method only at sites

where the ground water table and soil conditions, generally stiff to hard clays or rock above the water table, make it feasible to construct th e shaft in a relatively dry excavation and where the sides and bottom of the shaft are stable and may be visually inspected by the Engineer prior to placing the concrete. In applying the dry construction method, drill the shaft excavation, remove accumulated seepage water and loose material from the excavation and place the shaft concrete in a relatively dry excavation. Use the dry construction method only when shaft excavations, as demonstrated in a test hole, have 12 inches or less of seepage water ac cumulated over a four hour period, the sides and bottom remain stable without detrimental caving, sloughing, or swelling for a four hour period, and the loose material and water can be satisfactorily removed prior to inspection and prior to placing concret e. Use the wet construction method or the temporary casing construction method for shafts that do not meet the requirements for the dry construction method.

455-15.3 Wet Construction Method: Use the wet construction method at all sites where

it is impract ical to provide a dry excavation for placement of the shaft concrete. The wet construction method consists of keeping the shaft excavation filled with fluid (mineral slurry, polymer slurry, natural slurry or water), desanding and cleaning the slurry and final cleaning of the excavation by means of a bailing bucket, air lift, submersible pump or other approved devices and placing the shaft concrete (with a tremie or concrete pump extending to the shaft bottom) which displaces the water or slurry during con creting of the shaft excavation. FY 2023-24 Return to Table of Contents Where drilled shafts are located in open water areas, construct the shafts by the wet method using exterior casings extending from above the water elevation into the ground to protect the shaft concrete from water action during placement and curing of the concrete. Install the exterior casing in a manner that will produce a positive seal at the bottom of the casing so that there is no intrusion or extrusion of water or other materials into or from the shaft excavation.

455-15.4 Temporary Casing Construction Method: Use the temporary casing method

at all sites where it is inappropriate to use the dry or wet construction methods without the use of temporary casings other than surface casings. In this method, the casing is ad vanced prior to excavation and withdrawn after concrete placement. When a formation is reached that is nearly impervious, seal in the nearly impervious formation. Proceed with drilling as with the wet method to the projected depth. Proceed with the placement of the concrete as with the dry method. In the event seepage co nditions prevent use of the dry method, complete the excavation and concrete placement using wet methods. Where drilling through materials having a tendency to cave, advance the excavation by drilling in a mineral or polymer slurry. In the event that a c aving layer or layers are encountered that cannot be controlled by slurry, install temporary removable casing through such caving layer or layers. The Engineer may require overreaming to the outside diameter of the casing. Take whatever steps are required to prevent caving during shaft excavation including installation of deeper casings. If electing to remove a casing and replace it with a longer casing through caving soils, backfill the excavation. The Contractor may use soil previously excavated or soil from the site to backfill the excavation. The Contractor may use other approved methods which will control the size of the excavation and protect the integrity of the foundation soils to excavate through caving layers. Before withdrawing the casing, ensur e that the level of fresh concrete is at such a level that the fluid trapped behind the casing is displaced upward. As the casing is withdrawn, maintain the level of concrete within the casing so that fluid trapped behind the casing is displaced upward out of the shaft excavation without mixing with or displacing the shaft concrete. The Contractor may use the casing method, when approved by the Engineer, to construct shafts through weak caving soils that do not contribute significant shaft shear resistance. In this case, place a temporary casing through the weak caving soils before beginning excavation. Conduct excavation using the dry construction method where appropriate for site conditions and the wet construction method where the dry construction metho d is not appropriate. Withdraw the temporary casing during the concreting operations unless the Engineer approves otherwise.

455-15.5 Permanent Casing Construction Method: Use the permanent casing method

when required by the Plans. In this method, place a casing to the prescribed depth before beginning excavation. If the Contractor cannot attain full penetration, the Engineer may direct the Contractor to excavate through the casing and advance the casing until reaching the desired penetration. In some case s, the Engineer may require the Contractor to overream to the outside diameter of the casing before placing the casing. Construct the shaft in accordance with 455 -15.4 except for cutting the casing off at the prescribed elevation upon reaching the proper construction sequence and leaving the remainder of the casing in place. FY 2023-24 Return to Table of Contents

455-15.5 1 Temporary Extension of Permanent Casing: When the wet method

does not provide enough support to excavate and clean the drilled shaft extension below the permanent casing tip elevations shown in the Plans, the permanent casing may be temporarily extended to an elevation deeper than the tip elevation at no additional expense to the Department. The rock socket length must be extended as specified in 455 -15.7 and the casing ra ised to the original casing tip elevation shown in the Plans after the concrete placement. Include details of this procedure in the DSIP for the Engineer’s review and approval.

455-15.5 2 Temporary Casing to Stabilize Excavation below the Permanent

Casing: To stabilize the excavation below the permanent casing tip elevation, a temporary casing inside an oversized permanent casing may be used at no additional expense to the Department. The permanent casing must have an inside diameter no more than 6 inches larger than the drilled shaft diameter specified in the Plans. The following requirements apply:

455-15.6 Excavations: When pilot holes and/or load tests are performed, the Engineer

will use the pilot hole and/or load test results to determine the authorized tip elevations and/or the authorized installation criteria of the drilled shafts. Drilled shaft construction shall not begin until pilot hole and/or load test reports are approved by the Engineer. Shaft tip elevations based on pilot hole results and/or load tests may vary from the tip elevations presented in the Plans. Extend drilled shaft excavations deeper by extra depth excavation when the Engineer determines the material encountered while drilling the shaft excavation is unsuitable and/or is not the same as anticipated in the design of th e drilled shaft. In the absence of suitable strength tests or load tests to evaluate materials excavated, construct the shafts no higher than the tip elevations shown in the Plans.

455-15.6 1 Pilot Hole: When pilot holes are shown in the Plans core a pil ot hole,

prior to shaft excavation, in accordance with ASTM D2113 Standard Practice for Rock Core Drilling and Sampling of Rock for Site Excavation and the Department’s Soils & Foundations Handbook using a double or triple wall core barrel through part or all of the shaft, to a depth of 3 times the diameter of the drilled shaft below the tip elevation shown in the Plans, as directed by FY 2023-24 Return to Table of Contents the Engineer. The Engineer may require the Contractor to cut any core to a total depth below the bottom of the drilled shaf t excavation of up to 5 times the diameter of the drilled shaft.

455-15.6 2 Cores: Take cores when shown in the Plans or directed by the

Engineer to determine the character of the material directly below the shaft excavation. Provide equipment to retrieve the core from a depth of 5 times the diameter of the drilled shaft below the bottom of the drilled shaft excavation in accordance with ASTM D2113 Standard Practice for Rock Core Drilling and Sampling of Rock for Site Excavation . Cut the cores with an approved core barrel to a minimum depth of 3 times the diameter of the drilled shaft below the bottom of the drilled shaft excavation after completing the shaft excavation, as directed by the Engineer. The Engineer may require the Contractor to cut any core to a total depth below the bottom of the drilled shaft excavation of up to 5 times the diameter of the drilled shaft. For cores or pilot holes, use only a double or triple wall core barrel designed:

455-15.7 Casings: Ensure that casings are metal, of ample strength to withstand handling

and driving s tresses and the pressure of concrete and of the surrounding earth materials, and that they are smooth and water tight. Ensure that the inside diameter of casing is not less than the specified size of shaft except as provided below. The Department will not allow extra compensation for concrete required to fill an oversize casing or oversize excavation. The Engineer will allow the Contractor to supply casing with an outside diameter equal to the specified shaft diameter (O.D. casing) provided additional sha ft length is supplied at the shaft tip. Determine the additional length of shaft required by the following relationship : FY 2023-24 Return to Table of Contents DL )D - D( = Length Additional 22 1 where: D1= casing inside diameter specified = shaft diameter specified D2= casing inside diameter provided (D 2 = D1 minus twice the wall thickness). L= authorized shaft length below ground for temporary casing methods or below casing for permanent casing methods. Bear all costs relating to this additional length including but not limited to the cost of extra excavation, extra concrete, and extra reinforcing steel. Install and remove casing by rotating, exerting downward pressure, or with a vibratory hammer, unless otherwise shown in the Contract Documents. Remove all casings from shaft excavations except those used for the Permanent Casing Method. Ensure that the portion of casings installed under the Permanent Casing Method of construction below the shaft cut -off elevation remains in position as a permanent part of the drilled shaft . The Contractor may leave casings if in the opinion of the Engineer the casings will not adversely affect the shaft capacity in place. When casings that are to be removed become bound in the shaft excavation and cannot be practically removed, drill the sh aft excavation deeper as directed by the Engineer to compensate for loss of capacity due to the presence of the casing. The Department will not compensate for the casing remaining. The Department will pay for the additional length of shaft under Pay Item No. 455-88. If temporary casing is advanced deeper than the minimum top of rock socket elevation shown in the Plans or actual top of rock elevation if deeper, withdraw the casing from the rock socket and overream the shaft. If the temporary casing cannot be withdrawn from the rock socket before final cleaning, extend the length of rock socket below the authorized tip elevation one -half of the distance between the minimum top of rock socket elevation or actual elevation if deeper, and the temporary casing t ip elevation. Form drilled shafts extending through a body of water with permanent casings. When the shaft extends above ground or a body of water, the Contractor may form the exposed portion with removable casing, unless otherwise specified in the Plans . Remove the portion of metal casings between an elevation 2 feet below the lowest water elevation , or 2 feet below ground, whichever is higher and the top of shaft elevation after the concrete is cured. Remove casings to expose the concrete as required ab ove in a manner which will not damage the drilled shaft concrete. Dismantle removable casings in accordance with the provisions of 455 -17.5. When practical, do not start casing removal until completing all concrete placement in the shaft. Extract casing at a slow, uniform rate with the pull in line with the axis of the shaft. Withdraw temporary casings while the concrete remains fluid. When conditions warrant, the Contractor may pull the casing in partial stages. Maintain a sufficient head of concrete a bove the bottom of the casing to overcome the hydrostatic pressure of water outside the casing. At all times maintain the elevation of the concrete in the casing high enough to displace the drilling slurry between the outside of the casing and the edge of the hole while removing the casing. FY 2023-24 Return to Table of Contents The Contractor may use special casing systems in open water areas, when approved, which are designed to permit removal after the concrete has hardened. Design special casings so that no damage occurs to the drilled sha ft concrete during their removal. Expandable or split casings that are removable are not permitted for use below water.

455-15.8 Slurry and Fluid in Excavation :

455-15.8 1 General: Thoroughly premix the slurry in a mixing tank with clean

fresh water p rior to introduction into the shaft excavation. Introduce slurry before the excavation advances below the bottom of the casing. Ensure that the percentage of polymer or mineral admixture used to make the suspension is such as to maintain the stability of t he shaft excavation. Provide adequate water and/or slurry tanks to perform the work in accordance with this Section. The Engineer will not allow excavated pits on projects requiring slurry tanks without the written permission of the Engineer. Take the step s necessary to prevent the slurry from “setting up” in the shaft; including, but not limited, to agitation, circulation, and adjusting the composition and properties of the slurry. Provide suitable offsite disposal areas and dispose of all waste slurry in a manner meeting all requirements pertaining to pollution. For shafts to support sign, signal, lighting, and ITS structures, polymer slurry may be mixed in the casing portion, in accordance with the APL approved instructions if the following conditions a re met:

455-15.8 2 Mineral Slurry: When mineral slurry is used in an excavation, use

only processed attapulgite or bentonite clays with up to 2% (by dry weight) of added polymer. Use mineral slurry having a mineral grain size such that it will remain in suspension and having viscosity and gel characteristics to transport excavated material to a screening system. Use a percentage and specific gravity of the material to make a suspension able to maintain the stability of the excavation and to allow proper placement of concrete. Ensure that the material used to make the slurry is not detrimental to concrete or surrounding ground strata. During construction, maintain the level of the slurry at a height sufficient to prevent caving of the hole. In the event of a sudden significant loss of slurry such that the slurry level cannot be maintained by adding slurry to the hole, backfill the excavation and delay the construction of that foundation until an alternate construction procedure has been approved. Perform the following tests on the mineral slurry supplied to an d in the shaft excavation and ensure that the results are within the ranges stated in the table below: FY 2023-24 Return to Table of Contents Table 455-2 Item to be measured Range of Results at 68ºF fluid temperature Test Method Density 64 to 73 lb/ft3 (in fresh water environment) 66 to 75 lb/ft3 (in salt water environment) Mud density balance: FM 8-RP13B-1 Viscosity 30 to 40 seconds Marsh Cone Method: FM 8-RP13B-2 pH 8 to 11 Electric pH meter or pH indicator paper strips: FM 8-RP13B-4 Sand Content 4% or less FM 8-RP13B-3 The Contractor may adjust the limits in the above table when field conditions warrant as successfully demonstrated in a test hole or with other methods approved by the Engineer. The Engineer must approve all changes in writing before the Contractor can continue to use them. During construction, maintain the level of mineral slurry in the shaft excavation within the excavation and at a level not less than 4 feet above the highest expected piezometric water elevation along the depth of a shaft.

455-15.8 3 Polymer Slurry: A representative of the manufacturer must be on -site

or available for immediate contact to assist and guide the construction of the first three drilled shafts at no additional cost to the Department. This repr esentative must also be available for on-site assistance or immediate contact if problems are encountered during the construction of the remaining drilled shafts as determined by the Engineer. Use polymer slurry only if the soils below the casing are not c lassified as organic, and the pH of the fluid in the hole can be maintained in accordance with the manufacturer’s recommendations. Perform the following tests on the polymer slurry supplied to and in the shaft excavation and ensure that the results are maintained within the ranges stated in the table below: Table 455-3 Mixed Polymer Slurry Properties Item to be measured Range of Results at 68ºF fluid temperature Test Method Density 62 to 65 lb/ft3 (fresh water) 64 to 67 lb/ft3 (salt water) Mud density balance: FM 8-RP13B-1 Viscosity for bridges and main structure foundations 50 seconds to upper limit defined by the APL Marsh Cone Method: FM 8-RP13B-2 Viscosity for miscellaneous structure foundations 50 seconds to upper limit recommended by the manufacturer based on soil type Marsh Cone Method: FM 8-RP13B-2 FY 2023-24 Return to Table of Contents Table 455-3 Mixed Polymer Slurry Properties Item to be measured Range of Results at 68ºF fluid temperature Test Method pH Range published by the manufacturer for materials excavated Electric pH meter or pH indicator paper strips: FM 8-RP13B-4 Sand Content 0.5% or less FM 8-RP13B-3 Premix polymer slurry in accordance with the manufacturer’s published procedures. Do not mix the slurry in the excavation as a means to prepare slurry. When approved by the Engineer, adjustments to slurry properties can be made in the exca vation. During construction, maintain the level of the slurry at a height sufficient to prevent caving of the hole and which should not be lower than 4 feet above the highest expected piezometric water elevation along the depth of the shaft. Ensure th e method of disposal meets the requirements of local authorities.

455-15.8 4 Fluid in Excavation at Time of Concrete Placement: When any

fluid is present in any drilled shaft excavation, including shafts to support sign, signal, lighting and ITS structur es, the applicable test methods and reporting requirements described in

455-15.8 1, 455 -15.8.2 and 455 -15.8.3 apply to tests of fluid in the shaft prior to placing the

concrete. When mineral slurries are used, ensure the properties at the time of concret e placement are within the acceptable ranges indicated in 455 -15.8.2. When polymer slurries are used ensure the properties of the polymer slurry are within the following acceptable ranges at the time of concrete placement: Table 455-4 Polymer Slurry Properties at Time of Concrete Placement Item to be measured Range of Results at 68ºF fluid temperature Test Method Density 62 to 65 lb/ft3 (fresh water) 64 to 67 lb/ft3 (salt water) Mud density balance: FM 8-RP13B-1 Viscosity 50 seconds to upper limit defined by the APL Marsh Cone Method: FM 8-RP13B-2 pH Range published by the manufacturer for materials excavated Electric pH meter or pH indicator paper strips: FM 8-RP13B-4 Sand Content 0.5% or less FM 8-RP13B-3 Test samples of the fluid in the shaft from within 1 inch of the base of the shaft and from the middle of the shaft height for shafts up to 60 feet in depth. Test samples of the fluid in the shaft from within 1 inch of the base of the shaft and at interval s not exceeding 30 feet up the shaft for shafts deeper than 60 feet. Use a sampling tool designed to sample over a depth range of 12 inches or less. Take whatever action is necessary prior to placing the concrete to FY 2023-24 Return to Table of Contents bring the fluid within the specification and reporting requirements, outlined in the tables in

455-15.8 2 and 455 -15.8.3, except as follows:

The Engineer will not require tests for pH or viscosity, nor require the fluid to meet the minimum density specified in 455 -15.8.2 and 455 -15.8.3 when n either polymer nor mineral slurry has been introduced into the shaft excavation.

455-15.9 Tremies and Pumps :

455-15.9 1 General: The requirements of the applicable provisions of

Section 400 will apply when using a tremie or a pump to place drilled shaft concrete.

455-15.9 2 Dry Excavations: Ensure that the tremie for depositing concrete in a

dry drilled shaft excavation consists of a tube of solid construction, a tube constructed of sections which can be added and removed, or a tube of other approved d esign. The Contractor may pass concrete through a hopper at the top of the tube or through side openings as the tremie is retrieved during concrete placement. Support the tremie so that the free fall of the concrete is less than 5 feet at all times. If the free falling concrete causes the shaft excavation to cave or slough, control the movement of concrete by reducing the height of free fall of the concrete and/or reducing the rate of flow of concrete into the excavation.

455-15.9 3 Wet Excavations: Construct the tremie or pump line used to deposit

concrete beneath the surface of water so that it is water -tight and will readily discharge concrete. Construct the discharge end of the tremie or pump line to prevent water intrusion and permit the free flow of concrete during placement operations. Ensure that the tremie or pump line has sufficient length and weight to rest on the shaft bottom before starting concrete placement. During placement operations, ensure that the discharge end of the tremie or pump l ine is within 6 inches of the bottom of the shaft excavation until at least 10 feet of concrete has been placed. Ensure the discharge end of the tremie or pump line is continuously embedded at least 10 feet into the concrete after 10 feet of concrete has b een placed and until the casing is overpoured sufficiently to eliminate all contaminated concrete. Ensure that the free fall of concrete into the hopper is less than 5 feet at all times. Support the tremie so that it can be raised to increase the discharge of concrete and lowered to reduce the discharge of concrete. Do not rapidly raise or lower the tremie to increase the discharge of the concrete. Maintain a continuous flow of concrete and a positive pressure differential of the concrete in the tremie or pump line at all times to prevent water or slurry intrusion into the shaft concrete.

455-15.10 Excavation and Drilling Equipment :

455-15.10 1 General: All shaft excavation is unclassified shaft excavation . The

Engineer will require drilled shaft sidewall overreaming when inspections show it to be necessary. These terms are defined in 455 -15.10.2, 455 -15.10.3, and 455 -15.10.4, respectively. Use excavation and drilling equipment having adequate capacity, including power, torque, and crowd (downthrust), and excavation and overreaming tools of adequate design, size, and strength to perform the work shown in the Plans or described herein. When the material encountered cannot be drilled using conventional earth augers and/or underreaming tools, provide special drilling equipment, including but not limited to rock augers, core barrels, rock tools, air tools, blasting materials, and other equipment a s necessary to continue the shaft excavation to the size and depth required. In the event blasting is necessary, obtain all necessary permits. The Contractor is responsible for the effects of blasting on already completed work and adjacent structures. The Engineer must approve all blasting.

455-15.10 2 Unclassified Shaft Excavation: Unclassified shaft excavation is

defined as all processes required to excavate a drilled shaft of the dimensions shown in the FY 2023-24 Return to Table of Contents Contract Documents to the depth indicated in the Plans plus 15 feet or plus 3 shaft diameters, whichever is deeper, completed and accepted. Include in the work all shaft excavation, whether the material encountered is soil, rock, weathered rock, stone, natural or man -made obstructions, or materials of ot her descriptions.

455-15.10 3 Unclassified Extra Depth Excavation: Unclassified extra depth

excavation is defined as all processes required to excavate a drilled shaft of plan dimensions which is deeper than the limits defined as unclassified shaft excav ation.

455-15.10 4 Drilled Shaft Sidewall Overreaming : Drilled shaft sidewall

overreaming is defined as the unclassified excavation required to roughen its surface or to enlarge the drilled shaft diameter due to softening of the sidewalls or to remove ex cessive buildup of slurry cake when slurry is used. Increase the shaft radius a minimum of 1/2 inch and a maximum of 3 inches by overreaming. The Contractor may accomplish overreaming with a grooving tool, overreaming bucket, or other approved equipment. Meet the limit for depth of sidewall overreaming into the shaft sidewall material and the elevation limits between which sidewall overreaming is required.

455-15.11 Inspection of Excavations :

455-15.11 1 Dimensions and Alignment: Provide equipment for checking the

dimensions and alignment of each permanent shaft excavation. Determine the dimensions and alignment of the shaft excavation under the observation and direction of the Department. Generally , check the alignment and dimensions by any of the fol lowing methods as necessary:

455-15.11 2 Depth: Generally , reference the depth of the shaft during drilling to

appropriate marks on the Kelly bar or other suitable methods. Measure fi nal shaft depths with a suitable weighted tape or other approved methods after final cleaning.

455-15.11 3 Shaft Inspection Device (SID): When shown in the Plans, furnish

all power and equipment necessary for the Engineer to inspect the bottom conditions of a drilled shaft excavation and to measure the thickness of bottom sediment or any other debris using a SID. Provide a means to position and lower the SID i nto the shaft excavation to enable the bell housing to rest vertically on the bottom of the excavation. Include all cost related to the inspection device in the cost of drilled shaft items. Furnish a SID meeting the following requirements:

455-15.11 4 Shaft Cleanliness Requirements: Adjust cleaning operations so a

minimum of 50% of the bottom of each shaft will have less than 1/2 inches of sediment at the time of placement of the concrete. Ensure the maximum depth of sedimen tary deposits or any other debris at any place on the bottom of the shaft excavation does not exceed 1 -1/2 inches. The Engineer will determine shaft cleanliness by visual inspection for dry shafts, using divers or an inspection device or other methods the Engineer deems appropriate for wet shafts. When using slurry, meet the requirements of 455 -15.8 at the time of concrete placement.

455-15.11 4.1 Exceptions for Shafts for Sign, Signal, Lighting and ITS

Structures: Ensure the depth of sedimentary depo sits or other debris does not exceed 1 inch over the bottom of the shaft when installing drilled shafts to support sign, signal, lighting and ITS structures.

455-15.11 5 Time of Excavation: Overream the sidewalls of any unclassified

excavation work using mineral slurry lasting more than 36 hours (measured from the beginning of excavation for all methods except the Temporary or Permanent Casing Method, which begins at the time excavation begins below the casing) before placement of the concrete. Ensure tha t the minimum depth of overreaming the shaft sidewall is 1/2 inch and the maximum depth is 3 inches. Provide any overreaming required at no expense to the Department when exceeding the 36 hour limit unless the time limit is exceeded to accomplish excavatin g deeper than the elevation shown in the Plans as ordered by the Engineer. The Department will pay the Contractor for authorized overreaming when excavating deeper than the elevation shown in the Plans as ordered by the Engineer exceeds the 36 hour time li mit as Extra Work. When using mineral slurry, adjust excavation operations so that the maximum time that slurry is in contact with the bottom 5 feet of the shaft (from time of drilling to concreting) does not exceed 12 hours. If exceeding the 12 hour time limit, overream the shaft socket or the full shaft when socket is not specified, at no additional expense to the Department prior to performing other operations in the shaft.

455-16 Reinforcing Steel Construction and Placement.

455-16.1 Cage Construction and Placement: Completely assemble and place as a unit

the cage of reinforcing steel, consisting of longitudinal bars, ties, and cage stiffener bars, immediately after the Engineer inspects and accepts the shaft excavation and im mediately prior to placing concrete. Tie all intersections of drilled shaft reinforcing steel with cross ties or “figure 8” ties. Use double strand ties, ties with larger tie wire, U -bolts, or similar when necessary. The Engineer will give final approval o f the cage construction and placement subject to satisfactory performance in the field.

455-16.2 Splicing Cage: If the bottom of the constructed shaft elevation is lower than the

bottom of the shaft elevation in the Plans, extend a minimum of one half of the longitudinal bars FY 2023-24 Return to Table of Contents required in the upper portion of the shaft the additional length. Continue the tie bars for the extra depth, spaced on 2 foot centers, and extend the stiffener bars to the final depth. The Contractor may lap splice these bars or use u nspliced bars of the proper length. Do not weld bars to the planned reinforcing steel unless shown in the Contract Documents. For drilled shafts supporting sign, signal, lighting and ITS structures, i f the shaft cleaning operations result in excavating b elow the required tip elevation, the reinforcing steel cage does not need to be extended. The reinforcing steel cage may be spliced to rest on the bottom of the excavation or suspended in place from the top .

455-16.3 Support, Alignment, and Tolerance: Tie and support the reinforcing steel in

the shaft so that the reinforcing steel will remain within allowable tolerances as specified in

455-20 and Section 415.

Ensure concentric spacing for the entire length of the cage. As a minimum, use centering devices consisting of wheels or other approved noncorrosive spacing devices within 3 feet of the bottom, within 6 feet of the top, and intervals not exceeding 10 feet along the cage length. Do not use block or wire type spacers. Ensure no permanent metallic eleme nts will be within the concrete cover space. Use a minimum of one spacer per 30 inches of circumference of cage with a minimum of four at each level. Provide spacers at the bottom of the drilled shaft reinforcing cage as required to maintain the proper pos ition of the cage. For shafts to support sign, signal, lighting and ITS structures, when a casing with an inside diameter (I.D.) larger than the required shaft diameter is used, provide, within the portion of the oversized casing, centering devices speci ally dimensioned or other means to ensure the shaft, the cage and the upright are concentric. Provide spacers within 3 feet of the bottom and at intervals not exceeding 10 feet along the reinforcement, with a minimum of two levels of spacers below the bott om of the casing. Check the elevation of the top of the steel cage before and after placing the concrete. If the cage is not within the specified tolerances, correct, and submit a revised DSIP to the Engineer for approval. Do not construct additional sha fts until receiving approval from the Engineer.

455-16.4 Nondestructive Integrity Testing Access Tubes: Install access tubes full

length in all drilled shafts from the tip of shaft to a point high enough above top of shaft to allow thermal integrity testi ng for drilled shafts (TITDS) and cross -hole sonic logging (CSL) testing, but not less than 30 inches above the top of the drilled shaft, ground surface or water surface, whichever is higher. Equally space tubes around circumference of drilled shaft. Secur ely tie access tubes to the inside of the reinforcing cage and align tubes to be parallel to the vertical axis of the center of the cage. Access tubes from the top of the reinforcing cage to the tip of the shaft shall be NPS 1 -1/2 Schedule 40 black iron or black steel (not galvanized) pipe. Access tubes above the top of the reinforcing cage may be the same black iron or black steel pipe or Schedule 40 PVC pipe. Ensure that the access tubes are free from loose rust, scale, dirt, paint, oil and other foreign material. Couple tubes as required with threaded couplers, such that inside of tube remains flush. Seal the bottom and top of the tubes with threaded caps. The tubes, joints and bottom caps shall be watertight. Seal the top of the tubes with lubricated, th readed caps sufficient to prevent the intrusion of foreign materials. Stiffen the cage sufficiently to prevent damage or misalignment of access tubes during the lifting and installation of the cage. Exercise care in removing the caps from the top of the tu bes after installation so as not to apply excess torque, hammering or other stress which could break the bond between the tubes and the concrete. FY 2023-24 Return to Table of Contents Provide the following number (rounded up to the next whole number of tubes) and configuration of access tube s in each drilled shaft based on the diameter of the shaft. Table 455-5 Shaft Diameter Number of Tubes Required Configuration around the inside of Circular Reinforcing Cage 36 to 48 inches 4 90 degrees apart Greater than 48 inches 1 tube per foot of Shaft Diameter 360 degrees divided by the Number of Tubes Insert simulated or mock probes in each access tube prior to concreting to ensure the serviceability of the tube. Fill access tubes with clean potable water and recap prior to concreting. Repair or replace any leaking, misaligned or unserviceable tubes as in a manner acceptable to the Engineer prior to concreting. For method shafts for bridge foundations, in addition to the access tubes, provide embedded thermal wires equally spaced around the reinforcing cage. For drilled shaft foundations requiring an chor bolts, verify access tubes will not interfere with anchor bolt installation before excavating the shaft. When access tube locations conflict with anchor bolt locations, move the access tube location plus or minus 2 inches along the inner circumference of the reinforcing cage. Notify the Engineer before excavating the shaft if the access tube locations cannot be moved out of conflict with anchor bolt locations. For drilled shafts supporting sign, signal, lighting and ITS structures, if the shaft cleaning operations result in excavating below the required tip elevation, the access tubes do not need to be extended. If the reinforcing steel cage is suspended in place from the top rather than resting on the bottom of the excavation, clearly mark the top of shaft location on each tube . When called for in the Contract Documents, provide embedded thermal wires and equipment to allow TITDS in accordance with ASTM D7949 Method B.

455-17 Concrete Placement.

455-17.1 Gener al: Place concrete in accordance with the applicable portions of

Sections 346 and 400, 455 -15.2, 455-15.3, 455-15.4, 455 -15.5, 455-15.8, 455 -15.9, and the requirements herein. Place concrete as soon as possible after completing all excavation, cleaning t he shaft excavation, inspecting and finding it satisfactory, and immediately after placing reinforcing steel. Continuously place concrete in the shaft to the top of the casing. Continue placing concrete after the casing is full until good quality concrete is evident at the top of the casing. Place concrete through a tremie or concrete pump using approved methods. After the shaft is overpoured sufficiently to eliminate all contaminated concrete, additional concrete may be added to the shaft without the use o f a tremie or pump in accordance with Section 400. If the pressure head is lost during concrete placement for any reason, the Engineer may direct the Contractor to perform integrity testing at no expense to the Department. Immediately after concreting, check the water levels in the CSL access tubes and refill as necessary. If tubes become unserviceable, core new holes in the drilled shaft as directed by the Engineer.

455-17.2 Placement Time Requirements: The elapsed time for placing drilled shaft

concrete includes the concrete mixing and transit time, the concrete placement time, the time FY 2023-24 Return to Table of Contents required to remove any temporary casing that causes or could cause the concrete to flow into the space previously occupied by the casing, and the time to insert any re quired column steel, bolts, weldments, etc. The elapsed time begins at the time the first truck load placed in the shaft is batched. Maintain a minimum slump of 5 inches throughout the elapsed time. Use materials to produce and maintain the required slump through the elapsed time that meets the class of concrete specified. Provide slump loss tests that demonstrate to the Engineer that the concrete will maintain a 5 inch or greater slump for the anticipated elapsed time before beginning drilled shaft constru ction.

455-17.3 Forms: When the top of shaft elevation is above ground or above water, form

the portion of the shaft above ground and the portion of the shaft above water with a removable form or another approved method to the dimensions shown in the Plans except when the Permanent Casing Method is specified.

455-17.4 Riser Blocks: The Contractor may cast a riser block of equal diameter as the

column and of a maximum height of 6 inches at the top of the completed shaft. When this option is chosen, ext end any dowel steel above the top of shaft an additional 6 inches.

455-17.5 Curing: Cure the top surface in accordance with the applicable provisions of

Section 400, and construct any construction joint area as shown in the Plans. Protect portions of drilled shafts exposed to a body of water from the action of water by leaving the forms in place for a minimum of seven days after casting the concrete. The Contractor may remove forms prior to seven days provided the concrete strength has reached 2,500 psi or greater as evidenced by cylinder breaks.

455-17.6 Non -Destructive Testing of Drilled Shaft Integrity:

455-17.6 1 Thermal Integrity Testing for Drilled Shafts (TITDS): Perform all

TITDS in accordance with ASTM D7949. Test method shafts, load test shafts, and all drilled shafts in bridge bents or piers considered nonredundant in the Plans, using TITDS. For all other drilled shafts, perform TITDS only on drilled shafts selected by the Engineer. The minimum number of shafts tested is the number of sha fts indicated in the Plans. The Engineer may increase the number shafts tested as deemed necessary. Engage a qualified Specialty Engineer to supervise the TITDS. The qualified TITDS Specialty Engineer must have a minimum six months experience of TITDS, have a Florida Licensed Professional Engineer and supervise the collection and interpretation of data. The individual performing the TITDS in the field must work for the Specialty Engineer firm and have a minimum of six months experience of TITDS. The Cont ractor shall provide all necessary assistance to the TITDS Specialty Engineer to satisfactorily perform the testing. After acceptance of production shafts by the Engineer, remove all water from the access tubes or core holes and fill the tubes or core h oles with a structural non -shrink grout meeting the requirements of Section 934 from the bottom via tremie tube . Place the grout utilizing enough pressure to fill the tubes or core holes completely. If the Contractor determines at any time during the no n-destructive testing and evaluation of the drilled shaft that the drilled shaft should be replaced, no further testing or evaluation of that shaft is required.

455-17.6 1.1 Equipment: Furnish TITDS test equipment in accordance

with ASTM D7949 as follow s:

455-17.6 1.2 Procedure: For non-bridge structures, p erform TITDS

testing between the minim um and maximum times shown below after the batching time of the first truck load placed in the drilled shaft, unless othe rwise directed by the Engineer. Table 455-6 Shaft Diameter (inches) Minimum time (hours) Maximum time (hours)

36-48 24 54

49-60 24 72

61-72 24 72

73-84 24 90

85-120 24 108 The Contractor may propose modifications in the above table for site specific and special concrete mix conditions, as demonstrated from lab and field testing and instrumentation. The Engineer must approve all changes to the testing times prior to the Contractor use them. For bridges, p rior to production drilled shaft and load test drilled shaft installation , perform TITDS in accordance with ASTM D7949 Method B to determine the temperature variability and time to peak temperature for each project specific concrete mix. Obtain temperature measurements at least every 15 minutes during curing on the method shafts piles. Submit the TITDS results within three working days of performing the tests, in accordance with 455-17, including the proposed temperature peak time established from the TITDS. The Engineer will review the results of the test and concur with the proposed peak time or revise it. After the peak time is established for each mix, perform TITDS in accordance with ASTM D7949 Method A on production drilled shafts and load test shafts, within the following times after batching the first truck: Minimum time (hours) = Peak time (hours) – 8 Maximum time (hours) = Peak time (hours) + 4D Where: D = Drilled shaft diameter in ft. Peak time: Time after batching the first truck load that was placed in the drilled shaft, at which the maximum temperature is observed. Furnish information regarding t he shaft, tube lengths and depths, construction dates, and other pertinent shaft installation observations and details to the Department at the time of testing. Verify access tube lengths and their condition in the presence of the Department, at the end of concrete placement . If the access tubes do not provide access FY 2023-24 Return to Table of Contents over the full length of the shaft, repair the existing tube(s) or core additional hole(s), as directed by the Engineer, at no additional cost to the Department. Just prior to inserting the thermal probe, remove water from the access tubes. Store the removed water in an insulated container for later replacement. Allow the thermal probe to acclimate in accordance with the equipment manufacturer recommendations. Continuously recor d temperatures at depth intervals of 3.0 inches or less from the top to the bottom of each access tube. Repeat the test at each access tube until two sets of data from the same access tube provide similar results. Return the warm water to the access tubes immediately after the testing has been completed. Immediately report any potential defects indicated by low temperature anomalies to the Engineer.

455-17.6 1.3 Required TITDS Reports: Submit the TITDS data and

analysis results to the Engineer in a s igned and sealed report , together with all electronic data, within 48 hours of testing . The report shall include as minimum the following items:

455-17.6 1.4 Evaluation of TITDS Test Results: The Engineer will

evaluate the observations during drilled shaft construction and TITDS results to determine whether or not the drilled shaft construction is acceptable. Drilled shafts not meeting the minimum cover and diameter requiremen ts, or having integrity defects, are not acceptable without an engineering analysis.

455-17.6 1.5 Coring and/or Repair of Drilled Shafts: If the Engineer

determines a drilled shaft is unacceptable based on the TITDS tests and other testing, or observes problems during drilled shaft construction, core the shaft to allow further evaluation and repair, or replace the shaft as directed by the Engineer. If coring to allow further evaluation of the shaft and repair is chosen, one or more core samples shall be taken from each unacceptable shaft for full depth of the shaft or to the depth directed by the Engineer. The Engineer will determine the number, location, and diameter of the cores based on the results of the TITDS. Keep an accurate FY 2023-24 Return to Table of Contents log of cores. Properly mark and place the cores in a crate showing the shaft depth at each interval of core recovery. Submit the coring log and transport the cores to the location designated by the Engineer. Perform strength testing by an AASHTO certified lab on portions of the cores as required by the Engineer. If the TITDS and coring indicate the shaft is defective, propose remedial measures for approval by the Engineer. Such improvement may consist of, but is not limited to correcting defective portions of the shaft, providing straddle shafts to compensate for capacity loss, or providing a replacement shaft. Repair all detected defects and conduct post repair integrity testing using horizontal and offset CSL testing and 3 -D tomographic imaging as described in 455 -17.6.2. Engage a Specialty Engineer to perform gamma -gamma density logging calibrated to 1 -1/2 inch black iron access tubes, prior to and after the repair is performed, to verify the integrity of the shaft outside the reinforcing cage in the same locations where the repair was required. When straddle shafts or replacement shafts are used to correct a deficient foundation perform TITDS in accordance with 455 -17.6.1 through 455 -17.6.3 to verify integrity of these shafts. Submit all results to the Engineer within five days of test completion for approval. Perform all work described in this subarticle at no additional cost to the Department, and with no increase in Contract Time .

455-17.6 2 Cross Sonic Logging (CSL) and Tomography: When required by

the Engineer, perform CSL testing in accordance with ASTM D6760. Engage a qualified Specialty Engineer to perform the CSL testing. The qualified CSL Specialty Engineer must be a Professional Engineer in the State of Florida and have a minimum six months experience of CSL testing, supervising the collection of CSL data and interpretation of CSL results. The individual performing the CLS testing in the field must work for the Specialty Engineer firm and have a minimum of six months experience of CSL testing. The Contractor shall prov ide all necessary access and assistance to the CSL Specialty Engineer to satisfactorily perform the testing. When a shaft contains four tubes, test every possible tube combination. For shafts with five or more tubes, test all pairs of adjacent tubes arou nd the perimeter, and one -half of the remaining number of tube combinations, as chosen by the Engineer. Pull the probes simultaneously, starting from the bottoms of the tubes, over an electronic depth measuring device. Perform the CSL tests with the source and receiver probes in the same horizontal plane. Continuously record CSL signal s at depth intervals of 2 -1/2 inches or less from the bottom of the tubes to the top of each shaft . Remove all slack from the cables prior to pulling to provide accurate depth measurements in the CSL records. When the measurements indicate a 30% or greater reduction in velocity between one or more pairs, take one or two concrete cores to allow further evaluation and repair, or replace the shaft as directed by the Engineer. Dete rmine the location of the concrete cores by performing 3D tomographic analysis using the CSL measurements. The core depths shall be at least 5 feet deeper than the bottom of the anomaly determined by the 3D tomography analysis or full depth if the anomaly is within 5 feet of the bottom of the shaft. The Engineer may accept a drilled shaft without rock cores if an EAR demonstrates that the anomaly does not affect the structural and the geotechnical axial capacity, the structural and geotechnical lateral stab ility, the settlement behavior of the shaft, and that the anomaly will not impact the durability of the foundation. When repairs are done, perform CSL measurements in all tube pair combinations with the source and receiver running at the same horizonal plane and at the vertical offsets of 45 degrees above and below. Perform all measurements including the offset measurements from the point where the higher probe is at least 5 feet below the lower limit of the repaired zone to the point where the lower probe is at least 5 feet above the upper limit of the FY 2023-24 Return to Table of Contents repaired zone. Offset measurements must be as follows: plus 45 degrees (source below receiver) and minus 45 degrees (source above receiver). Use the measurements of these two offsets in combinati on with the horizontal measurements to perform the 3D tomography. Provide the CSL measurements , CSL logs and 3D tomographic analysis at no additional cost to the Depar tment. After acceptance of production shafts by the Engineer, fill the tubes or core holes with a structural non -shrink grout in accordance with 455 -17.6.1. If the Contractor determines at any time during the non -destructive testing and evaluation of the drilled shaft that the drilled shaft should be replaced, no further testing or evaluation of that shaft is required.

455-17.6 2.1 Required CSL Reports: Present the CSL data and analysis

results to the Engineer in a signed and sealed report. Include CSL logs with analyses of first pulse arrival time (FAT) versus depth and pulse energy/ amplitude versus depth. Present a CSL log for each tube pair tested with any defect zones identified on the logs and discussed in the test report as appropriate. When offset measurements are required, perform 3D tomographic analysis using all offset data, and include color coded 3D tomographic images in the report.

455-17.6 2.2 Evaluation of Cross Hole Sonic logging Testing: The

Engineer will evaluate the observations during drilled shaft construction and the CSL test results to determine whether or not the drilled shaft construction is acceptable. Drilled shafts with velocity reduction exceeding 30% are not acceptable without an engineering analysis.

455-17.6 2.3 Coring and/or Repair of Drilled Shafts: If the Engineer

determines a drilled shaft is una cceptable based on the CSL test and other testing, core the shaft to allow further evaluation and repair, or replace the shaft in accordance with 455 -17.6.1.5. If repairs are performed or additional shafts installed to correct a deficient foundation , conduct integrity testing and submit the results to the Engineer in accordance with 455 -17.6.1.5.

455-18 Method Shafts.

The Engineer will use the construction of method shafts (test holes) to determine if the methods and equipment used by the Contractor are sufficient to produce a shaft excavation meeting the requirements of the Contract Documents. During method shaft excavations, the Engineer will evaluate the ability to control dimensions and alignment of excavations within tolerances; to sea l the casing into impervious materials; to control the size of the excavation under caving conditions by the use of slurry or by other means; to properly clean the completed shaft excavation; to construct excavations in open water areas; to determine the e levation of ground water; to place reinforcing steel and concrete meeting the requirements of these Specifications within the prescribed time frame; and to execute any other necessary construction operation. Revise the methods and equipment as necessary at any time during the construction of the method shaft when unable to satisfactorily carry out any of the necessary operations described above or when unable to control the dimensions and alignment of the shaft excavation within tolerances. Construct method shafts out of permanent position at the location shown in the Plans or as directed by the Engineer. Ensure the diameter and depth of the method shaft or holes are the same diameter and maximum depth as the production drilled shafts. Reinfo rce the method shaft unless otherwise directed in the Contract Documents. Fill the method shaft with concrete in the same manner production drilled shafts will be constructed. Backfill method shaft which are not filled with concrete with suitable soil in a manner satisfactory to the Engineer. Leave concreted method shaft in place, except remove the top of the shaft to a depth of 2 feet below the finished FY 2023-24 Return to Table of Contents graded surface . Use the same procedure for shafts constructed in water. Restore the disturbed areas at the sites of method shaft drilled out of position as nearly as practical to their original condition. When the Contractor fails to demonstrate to the Engineer the adequacy of his methods or equipment, and alterations are required, make appropriate modificat ions and provide additional test holes at no expense to the Department. Include the cost of all method shaft in the cost of the drilled shafts. Make no changes in methods or equipment after initial approval without the consent of the Engineer. A separate method shaft is not required for drilled shafts installed under sign, signal, lighting and ITS structures. The first production shaft will serve as a method shaft for determining acceptability of the installation method .

455-19 Test Bells.

Test bells are no longer used.

455-20 Construction Tolerances.

Meet the following construction tolerances for drilled shafts:

455-21 Drilled Shaft Excavations Constructed out of Tolerance.

Do not construct drilled shaft excavations in such a manner that the concrete shaft cannot be completed within the required tolerances. The Contractor may make corrections to an unacceptable drilled shaft excavation by any combination of the following methods:

455-22 Load Tests.

When the Plans include load testing, perform all load tests in accordance with 455 -2 or as shown in the Contract Documents.

455-23 Method of Measurement.

455-23.1 Drilled Shafts: The quantity to be paid for will be the length, in feet, of the

reinforced concrete drilled shaft of the diameter shown in the Plans, completed and accepted. The length will be determined as the difference between the top of shaft elevation as shown in the Plans and the final bottom of shaft elevation as authorized and accepted. When the Contractor elects to provide outside diameter (O.D.) sized casing rather than inside diameter (I.D.) sized casing as allowed in 455 -15.7, the pay quantity measured as descr ibed above will be multiplied by a factor (F) determined as follows: DD - D2 = F 21 2 where: F= factor to adjust pay quantities to compensate for smaller shafts. D1= casing inside diameter specified = shaft diameter specified. D2= casing insi de diameter provided (D 2 = D1 minus twice the wall thickness).

455-23.2 Drilled Shafts (Unreinforced): The quantity to be paid for will be the length,

in feet, of unreinforced concrete drilled shaft of the diameters shown in the Plans, completed and accepted. The length will be determined as the difference between the top of shaft elevation as shown in the Plans and the final bottom of shaft elevation as authorized and accepted. When the Contractor elects to use O.D. casing, the quantity as determined abo ve will be multiplied by the factor “F” determined as described in 455 -23.1.

455-23.3 Unclassified Shaft Excavation: The quantity to be paid for will be the length,

in feet, of unclassified shaft excavation of the diameter shown in the Plans, completed an d FY 2023-24 Return to Table of Contents accepted, measured along the centerline of the shaft from the ground surface elevation after any required excavation per 455 -1.2 to the plan bottom of shaft elevation authorized and accepted plus up to 15 feet or 3 shaft diameters, whichever is deeper, o f additional excavation as authorized by the Engineer. When drilled shafts are constructed through fills placed by the Contractor, the existing surface will be used to determine the quantity of unclassified shaft excavation. When the Contractor elects to u se O.D. casing, the quantity as determined above will be multiplied by the factor “F” determined as described in 455 -23.1.

455-23.4 Unclassified Extra Depth Excavation: When excavation is required by the

Engineer to extend more than 15 feet or 3 shaft diameters, whichever is deeper, below the bottom of the shaft elevation shown in the Plans, the work will be considered as Unforeseeable Work.

455-23.5 Method Shaft s: The cost of all method shafts will be included in the cost of

drilled shafts.

455-23.6 Core (Shaft Excavation): The quantity to be paid for will be the length, in feet,

measured from the bottom of shaft elevation to the bottom of the core -hole, for each authorized core drilled below the shaft excavation, completed and accepted. When the Engineer authorizes pilot holes extending through part or all of the shaft, prior to excavation, to some depth below the shaft bottom, the quantity paid as core (shaft excavation ) will be the length in feet, measured from the top elevation to the bott om elevation authorized by the Engineer, completed and accepted. When SPT tests are substituted for coring or pilot holes as provided in 455 -15.6, the quantity will be determined as described above in this Section.

455-23.7 Casings: The quantity to be pai d for will be the length, in feet, of each size

casing as directed and authorized to be used. The length will be measured along the casing from the top of the shaft elevation or the top of casing whichever is lower to the bottom of the casing at each shaft location where casing is authorized and used, except as described below when the top of casing elevation is shown in the Plans. Casing will be paid for only when the Permanent Casing Method is specified, when the Plans show a casing that becomes a permane nt part of the shaft, or when the Engineer directs the Contractor to leave a casing in place which then becomes a permanent part of the shaft. No payment will be made for casings which become bound or fouled during shaft construction and cannot be practica lly removed. The Contractor shall include the cost of all temporary removable casings for methods of construction other than that of the Permanent Casing Method in the bid price for unclassified shaft excavation item. When the Permanent Casing Method and the top of casing elevation are specified, the casing will be continuous from top to bottom. Authorization for temporary casing will not be given unless the Contractor demonstrates that he can maintain alignment of the temporary upper casing with the lowe r casing to be left in place during excavation and concreting operations. When artesian conditions are or may be encountered, the Contractor shall also demonstrate that he can maintain a positive water -tight seal between the two casings during excavation a nd concreting operations. When the top of casing elevation is shown in the Contract Documents, payment will be from the elevation shown in the Plans or from the actual top of casing elevation, whichever is lower, to the bottom of the casing. When the Con tractor elects to use an approved special temporary casing system in open water locations, the length to be paid for will be measured as a single casing as provided above.

455-23.8 Load Tests: The quantity to be paid for will be the number and type of loa d

tests conducted. FY 2023-24 Return to Table of Contents

455-23.9 Instrumentation and Data Collection: The quantity to be paid for will be at

the lump sum price.

455-23.10 Thermal Integrity Testing for Drilled Shafts and Cross -Hole Sonic

Logging: The quantity of the T ITDS to be paid for will be the number of drilled shafts accepted based on TITDS tests. When TITDS is not performed in accordance with 455 -17.6.1, perform CSL testing at no cost to the Department. No payment will be made for any integrity testing when such testing indicates the s haft cannot be accepted based on the integrity testing itself. No payment will be made for integrity testing performed to evaluate the integrity of post -repair work or for CSL testing not requested by the Engineer. When the Engineer requests CSL tests and the results indicate the shaft is acceptable, the testing will be paid as unforeseen work.

455-24 Basis of Payment.

455-24.1 Drilled Shafts: Price and payment will be full compensation for all drilled

shafts, including the cost of concrete, reinforcing steel , nondestructive integrity testing access tubes, embedded thermal wires when required by the Contract Documents, and including all labor, materials, equipment, and incidentals necessary to complete the drilled shaft . The cost of the reinforcing steel, including lap lengths, to accommodate shaft lengths longer than shown in the Plans is included in the cost of drilled shafts. Costs associated with repairing defects found in the drilled shaft shall be included in the cost of the drilled shaft.

455-24.2 Drilled Shafts (Unreinforced): Price and payment will be full compensation

for all drilled shafts (unreinforced), includi ng the cost of concrete and all labor, equipment, materials, and incidentals necessary to complete the drilled shaft.

455-24.3 Unclassified Shaft Excavation: Price and payment will be full compensation

for the shaft excavation (except for the additional c osts included under the associated pay items for casing); removal from the site and disposal of excavated materials; restoring the site as required; cleaning and inspecting shaft excavations; using slurry as necessary; using drilling equipment; blasting pr ocedures, special tools and special drilling equipment to excavate the shaft to the depth indicated in the Plans; and furnishing all other labor, materials, and equipment necessary to complete the work in an acceptable manner.

455-24.4 Method Shafts: No separate payment will be made for method shafts (test

holes). All cost of method shafts will be included in the cost of drilled shafts.

455-24.5 Core (Shaft Excavation): Price and payment will be full compensation for

drilling and classifying the cores/pil ot hole, delivering them to the Department, furnishing drilled shaft concrete to fill the core/pilot hole, and all other expenses necessary to complete the work. When SPT tests are substituted for cores/pilot holes as provided in 455 -15.6, they will be pai d for at the price per foot for coring.

455-24.6 Casings: Price and payment will be full compensation for additional costs

necessary for furnishing and placing the permanent casing in the shaft excavation above the costs attributable to the work paid for under associated pay items for unclassified shaft excavation .

455-24.7 Load Tests: Price and payment will include all labor, equipment, materials and

incidentals required to perform this work, including instrumentation, data collection and professional se rvices to prepare the report .

455-24.8 Thermal Integrity Testing for Drilled Shafts and Cross -Hole Sonic

Logging: Price and payment will include all costs related to the performance of the TITDS and CSL testing and incidentals to the thermal integrity and cross-hole sonic tests.

455-24.9 Payment Items: Payment will be made under:

Item No. 455 - 88- Drilled Shaft - per foot. FY 2023-24 Return to Table of Contents Item No. 455 -107- Casing - per foot. Item No. 455 -111- Core (Shaft Excavation) - per foot. Item No. 455 -119- Test Loads - each. Item No. 455 -122- Unclassified Shaft Excavation - per foot. Item No. 455 -147- Thermal Integrity Testing for Drilled Shafts - each

455-25 Description.

Construct reinforced concrete spread footing foundations, including dewatering when necessary, excavating to the required limits, compacting the underlying soil as required, and constructing seals when required.

455-26 General Requirements.

Meet the following requirements for all spread footings:

455-27 Monitor Existing Structures.

Monitor existing structures in accordance with Section 108.

455-28 Dewatering.

The Contractor is responsible for the design, installation, and operation of an adequate dewatering system to dewater excavations for spread footings. Use a well point or well system. Submit a dewatering plan to the Engineer for his records before beginning construction. Use well points or wells where the piezometric water level is above an elevation 3 feet below the bottom of the excavation. Maintain the water table 3 feet or more below th e maximum depth of excavation. Provide continuous dewatering until completing construction of the footing and backfill the excavation at least 3 feet above the piezometric water table elevation. Continue dewatering until the Engineer considers conditions s afe to discontinue dewatering. In the event of a dewatering failure, assist the Engineer as required in determining the effects of such a failure on the foundation soils, and take whatever corrective measures are required at no additional expense to the De partment. When the Engineer approves the discontinuing of dewatering, decrease the rate of pumping, allowing the water level to rise slowly. Use a rate, in feet per hour, FY 2023-24 Return to Table of Contents that the water table is allowed to rise equal to the total number of feet the water t able was lowered, divided by ten hours or a rate of 1 foot per hour , whichever is less. Install one piezometer well approximately every 15 feet of footing perimeter. Provide a minimum of two and a maximum of six piezometers at locations within 2 feet from the outside of the footing perimeter. Install piezometer wells to a depth at least 10 feet below the bottom of footing elevation or as directed by the Engineer. Measure water elevation in the piezometer wells prior to excavation and at 12 -hour intervals b etween excavation and discontinuation of dewatering. Maintain the piezometers in working condition throughout the dewatering process, and repair or replace them when damaged at no expense to the Department.

455-29 Excavations :

If the excavation must be ca rried deeper than shown in the Plans to obtain a satisfactory foundation, the Engineer will revise the Plans in accordance with the following:

455-29.1 Dry Excavations: Dry excavations are excavations that can be completed

without the need to lower the piezometric water level. Perform dry excavations when the piezometric water level at the time of construction is and, in the opinion of the Engineer, will remain at least 3 feet below the bottom of the a uthorized excavation or over -excavation. Demonstrate to the Engineer that a stable excavation can be made without dewatering. Make adequate provisions to divert surface runoff and to collect and remove any water entering the excavation. Excavate to the b ottom of footing, to the over -excavation limits shown in the Plans, or as directed by the Engineer. Save any suitable materials for backfill. Provide areas for the disposal of all unsuitable materials, and dispose of them in a satisfactory method. Compact the foundation soils below the footing as shown in the Plans or described herein before constructing the footing.

455-29.2 Dewatered Excavations: Dewatered excavations are excavations made after

first lowering the piezometric water level with wellpoints o r wells. Perform dewatering as described in 455 -28. Excavate in the dry after lowering of the water table. When dewatering is required, the Contractor may excavate within 3 feet of the ground water table before dewatering begins if the dewatering system is operating and the Contractor has demonstrated that the water level has been lowered to and maintained at acceptable limits. Where large excavations require stage lowering of the water table (additional wellpoint systems installed at lower elevations), t he Contractor may continue excavating as long as the water elevation is maintained at least 3 feet below the excavation. Ensure that surface runoff is diverted from the excavation. Compact the foundation soils as shown in the Plans or as described herein before constructing the footing.

455-29.3 Wet Excavations: Wet excavations are excavations made below the existing

water table without prior dewatering. When the Plans show a cofferdam and seal, perform the excavation in the wet. Maintain the water level during excavation at or above the water level outside the cofferdam. FY 2023-24 Return to Table of Contents Place the seal directly upon the foundation soils or rock when using wet excavations. Do not compact foundation soils for wet excavations. Ensure that the foundation soils or rock are disturbed as little as practical. Remove all materials that are determined by the Engineer to be loose or disturbed before placing the seal concrete.

455-30 Fill or Backfill.

In all excavations , including over -excavations below the footing, use only fill or backfill materials considered Select in accordance with Standard Plans, Index 120-001. Ensure the material is free of rubble, debris, or rocks that would prevent uniform placement and compaction. Ensure the material bel ow the top of the footing is free of Recycled Asphalt Pavement ( RAP). Perform sampling and testing in accordance with 120 -10.1.4, except replace FM 1-T99 with FM 1-T180.

455-31 Compaction and Density Requirements.

Compact the bottom of the excavation with suitable equipment. Compact the soil beneath footing excavation (whether dug to the bottom of footing or over -excavated) to a density not less than 95% of the maximum density as determined by FM 1-T180, for a minimum depth of 2 feet below the bottom of th e excavation or to the depth shown in the Plans before backfilling begins. For every 500 feet of excavation or isolated compaction operation, perform two Quality Control (QC) density tests with a 12 inch depth of measurement: one QC density test with the gauge placed at an elevation of 1 foot below the bottom of the excavation and one QC density test with the gauge placed at the bottom of the excavation in accordance with FM 1-T238. Compact the backfill in footing excavations which have been over -excavated to a density not less than 95% of the maximum density as determined by FM 1-T180. Ensure that the maximum lift thickness after compaction does not exceed 6 inches. For every 500 feet of backfill or isolated compaction operation, perform at least one QC den sity test. The Engineer will conduct one density verification test per every 4 QC test, with a minimum of one density test below the bottom of the excavation and one density test in the backfill . Verification comparison criteria and resolution procedures w ill be in accordance with 120 -10.4 except replace FM 1-T99 with FM 1-T180. For compaction, use an approved heavy vibratory roller with a static drum weight of at least 4 tons. Compact each lift to the required density. Also, compact the final lift below t he footing with a suitable sled vibratory compactor to remove any upper disturbance caused by the drum roller. When conditions require use of smaller compaction equipment, obtain the Engineer’s approval for the equipment, and reduce the lift thickness to a chieve the required density. Perform backfilling to the existing surface or finished grade d surface as required by the Plans in the immediate vicinity by approved mechanical compactors weighing less than 1,000 pounds. The Contractor may compact backfill located more than 15 feet away from the exterior periphery of the footing with heavier compactors. Do not place backfill on the footing until the Engineer has given permission and until the concrete is at least seven days old. When the plans indicate spread footing abutments on mechanically stabilized earth (MSE) walls, place and compact the backfill material underneath the footing in accordance with the requirements of 548 -8.5. Meet the density requirements of 548 -9.4. FY 2023-24 Return to Table of Contents

455-32 Forming.

Form spread footings if it cannot be demonstrated that the natural soil or rock is strong enough to prevent caving during construction. For forms, meet the applicable requirements of

400-5 When forms are not required, meet the requirements of 400 -5.4.4.

455-33 Materials.

455-33.1 Concrete: Meet the requirements of Section 346.

455-33.2 Reinforcing Steel: Meet the requirements of Section 415. For spread footing

reinforcing steel, use Grade 60.

455-34 Reinforcing Steel Placement.

Place and fasten reinforcing steel for footings according to the applicable provisions of 415-5.

455-35 Concrete Placement.

455-35.1 Placement: Place all footing concrete in the dry and according to the applicable

provisions of Section 400. Do not construct joints in footings.

455-35.2 Finish: After placing and consolidating the concrete, strike -off the top surface

to the grades shown in the Contract Documents, leaving the surface smooth and free of undesirable cavities and other defects. Do not provide a special finish unless the footing will be visible after construction, in which case, meet the applicable provisions of Section 400.

455-35.3 Curing: Provide continuous -moisture-curing for footings. For cover materials,

use clean sand, sawdust, or other materials meeting the approval of the Engineer. Continuously wet the cover materials for a period of 72 hours.

455-36 Method of Measur ement.

455-36.1 Dewatering: No separate payment will be made for dewatering.

455-36.2 Excavation: No separate payment will be made for backfill or will separate

payment be made for excavation above bottom of footing elevation. The cost of this work will be included in the Contract unit price for concrete (substructure ). For footings with excavation (over-excavation) below the bottom of the footing elevation shown in the Plans, the cost of this excavation, backfilling, and compaction will be included in th e Contract unit price for excavation for structures . The pay quantity will be the volume in cubic yards bounded by vertical planes 12 inches outside of the limits of the footing and parallel thereto and extending from the bottom of the footing elevation to the authorized bottom of over -excavation or within the pay limits shown in the Plans. If the elevation of a footing as shown in the Plans is changed to a higher or lower elevation, the Engineer will not consider such change as a material change to the ori ginal Contract Documents, a waiver of any condition of the Contract, or an invalidation of any of the provisions of the Contract.

455-36.3 Reinforcing Steel: The quantity to be paid for will be the total weight, in

pounds, determined as described in Section 415.

455-36.4 Concrete: The quantity to be paid for will be the volume of the classes shown

in the Plans, in cubic yards, determined as described in Secti on 400.

455-37 Basis of Payment.

455-37.1 Dewatering: No separate payment will be made for dewatering of footing

excavation s, including installing, maintaining, and monitoring piezometer wells. Dewatering will FY 2023-24 Return to Table of Contents be considered Unforeseeable Work when the Eng ineer determines that dewatering deeper than the requirements described in 455 -28 is required .

455-37.2 Excavation: Price and payment will be full compensation for all work related

to over-excavating below the bottom of footing elevation, backfill, and co mpaction as specified.

455-37.3 Reinforcing Steel: Price and payment will be full compensation for all work

required to furnish and place the steel as shown in the Plans and as specified herein.

455-37.4 Concrete: Price and payment will be full compensat ion for all work required to

construct footings and seals as shown in the Plans and described herein. No separate payment will be made for sheeting and shoring required for excavation and footing construction except when a separate pay item for sheeting and shoring is included in the Plans. The cost of all work not specifically mentioned in the other footing items will be included in the price per cubic yard for substructure concrete.

455-37.5 Payment Items: Payment will be made under:

Item No. 125 - 1- Excavation for Structures - per cubic yard. Item No. 400 - 2- Class II Concrete - per cubic yard. Item No. 400 - 3- Class III Concrete - per cubic yard. Item No. 400 - 4- Class IV Concrete - per cubic yard. Item No. 415 - 1- Reinforcing Steel - per pound.

455-38 Description.

Furnish and install auger cast piles (ACP), or augered cast -in-place (ACIP) piles, used for structural support, other than bridge foundations. ACP piles are defined as a foundation made by rotating a hollow -stem auger into the ground to the required pile depth with sufficient crowd (downward thrust) to prevent mining of the soil. A fluid cement grout is injected through the auger shaft under continuous positiv e pressure as the auger is being withdrawn. A reinforcing steel cage, as specified, is inserted into the column of fluid grout following the completion of grout placement.

455-39 General Requirements.

455-39.1 Contractor’s Operations: Submit an Auger Cast Pile Installation Plan in

accordance with 455 -47. Prior to the start of production piles, demonstrate to the satisfaction of the Engineer, the dependability of the equipment, techniques, and source of materials by construction of a demonstration pile.

455-39.2 Monitor Existing Structures: Monitor existing structures in accordance with

Section 108.

455-40 Materials.

Meet the following material requirements: Portland Cement and Blended Cement ..............Section 921 Supplementary Cementitious Materials .............Section 929 Fine Aggregate (Sand)* ................................ .....Section 902 Admixtures ................................ ......................... Section 924 Water ................................ ................................ ..Section 923 FY 2023-24 Return to Table of Contents Fluidifier ** ................................ ...................... ASTM C937 Reinforcing Steel………………………………Section 415 * The Engineer will only permit Silica Sand except as provided in 902 -5.2.3. ** The fluidifier shall not contain chlorides

455-41 Grout Mix Proportions.

Use a grout mix consisting of a mixture of cementitious materials, admixtures, sand and water. Proportion and mix to produce a grout capable of maintaining the solids in suspension without appreciable bleed water which may be pumped without difficulty and will fill open voids in the adjacent soils and rock. The grout mix may include a fluidifier , used in accordance with the manufacturer’s technical representative . Proportion these materials to produce a hardened grout of the required strength.

455-42 Mixing and Pumping Cement Grout.

Meet the following requirements:

455-43 Testing Cement Grout.

Prepare three 4 inches x 8 inches cylinders for each LOT in accordance with ASTM C31, except pour grout in a single lift into cylinders mo lds without rodding. Plastic properties in accordance with ASTM C31 are not required. A LOT is defined as the lesser of 50 cubic yards of cement grout placed or one day of pile placement. Prepare two additional QC “hold” cylinders on the LOT selected by th e Engineer for Verification. Provide curing facilities for all QC and Verification test cylinders in accordance with ASTM C31. Test the cylinders at 28 days, in accordance with ASTM C39. When one of the three QC cylinders from a LOT is lost, missing, dama ged or destroyed, determination of compressive strength will be made by averaging the remaining two cylinders. If more than one QC cylinder from a LOT is lost, missing, damaged or destroyed, core the structure at no additional expense to the Department to determine the compressive strength. Acceptance of LOT may be based on verification data at the discretion of the Engineer. Obtain the approval of the Engineer to core, and of the core location prior to coring. Repair core holes after samples are taken with a product meeting the approval of the Engineer, at no additional cost to the Department. For each QC cylinder that is lost, missing, damaged or destroyed, payment for that LOT will be reduced by $750.00 per 1,000 psi of the specified design strength [Exa mple: For f’c=5,500 psi, and the loss of two auger cast pile grout QC cylinders that have no verification data will require the element to be cored and a pay reduction will be assessed (5,500 psi / 1,000 psi) x $750 x 2 = $8,250]. This reduction will be in addition to any pay adjustment for low strength. The Engineer will cast three verification cylinders and two “hold” cylinders from one of every four consecutive L ots, randomly selected. The Engineer will compare QC and Verification results in accordance with Section 346. If the results do not compare, the Engineer will initiate a Resolution Investigation in accordance with Section 346. Personnel making/curing grout cylinders shall be certified as ACI Concrete Field Testing Technician Grade I. Personnel performing tests on hardened properties of grout, such as strength FY 2023-24 Return to Table of Contents determination of cylinders or beams, shall be certified as ACI Concrete Strength Testing Technician . All low strength cement grout accepted by the Engineer will be subject to red uced payment as follows: $0.80 per cubic yard for each 10 psi of strength test value below the specified minimum strength. The Engineer will use the average compressive strength of the LOT tests for the computation of this pay reduction. The Engineer will compute the volume of grout for which the reduction will be applied as 115% of the theoretical volume of the auger cast pile diameter required in the Contract Documents. Reduction in pay will be applied to the entire length of all piles c ontaining low strength cement grout, in any quantity. The quantity of cement grout affected by the price reduction may exceed the quantity of cement grout contained in the LOT. When separate payment for auger grouted piles is provided, the dollar reductio n will be equated to an equivalent length of pile not to exceed the total pile length constructed utilizing the subject LOT based on the following formula: PLR = RC/UC Where: PLR = Equivalent Pile Length Reduction in feet RC = Total Reduction in p ayment, dollars UC = Unit Cost of pile, dollars /foot When a cement grout acceptance strength test falls more than 500 psi below the specified minimum strength perform one of the following:

455-44 Pile Installation.

Meet the following requirements:

455-45 Construction Tolerances.

Locate piles as shown in the Plans, or as otherwise directed by the Engineer. Locate pile centers to an accuracy of plus or minus 3 inches. Ensure that the top of pile elevation is within an accuracy of plus or minus 3 inches of the plan elevation . Ensure the tolerances in 534 -5.1 can be met.

455-46 Unacceptable Piles.

Repair or replace unacceptable piles, as directed by the Engineer, at no cost to the Department. Unacceptable piles are defined as piles that fail for any reason, including but not limited to the following: piles placed out of position or to improper elevation; piles with reduced cross section, contaminated grout, lack of grout consolidation (honeycombed), or deficient grout strength; and piles with reinforcement, anchor devices or other components cast or placed into the fluid grout out of position . When the Engineer determines that a pile is unacceptable, the Contractor may propose a foundation redesign to add piles into pile caps or footings, at no expense to the Department. The Contractor’s Engineer of Record must perform any redesign, and sign and seal the redesign drawings and calculations. Do not begin any proposed construction until the redesign has been reviewed and approved by the Engineer. FY 2023-24 Return to Table of Contents

455-47 Auger Cast Pile Installation Plan (ACPIP).

At the preconstruction con ference, but no later than 30 days before ACP construction begins, submit an ACPIP for approval by the Engineer. Provide the following detailed information on the plan:

455-48 Inspection and Records.

The Engineer will monitor pile installation.

455-49 Method of Measurement.

455-49.1 Auger Cast Pile: The quantity to be p aid for will be at the Contract unit price

per foot between tip and required pile top elevations for all piles completed and accepted.

455-50 Basis of Payment.

455-50.1 Auger Cast Piles: Price and payment will be full compensation for all labor,

materials, and incidentals for construction of ACP of the sizes and depths indicated on the Contract Document s or as otherwise directed by the Engineer . Price and payment will also include the removal and proper disposal off site of all spoil from the auger operati on and all excess grout displaced from the auger hole, unless otherwise approved by the Engineer. Work to remove and replace unsuitable material when necessary as specified in 455 -44 will be considered Unforeseeable Work.

455-50.2 Payment Items: Payment w ill be made under:

Item No. 455 -112- Auger Grouted Piles - per foot. FY 2023-24 Return to Table of Contents SECTION 458 BRIDGE DECK JOINTS

458-1 Description.

Furnish and install bridge deck joints of the type s and at the locations shown in the P lans. This Section covers the following types of joints: Poured Joint Poured Joint with Backer Rod System Strip Seal Joint System Modular Joint

458-2 Materials.

458-2.1 General: Transport, store and prepare all joint materials and components for all

joint types as per the manufacturer’s recommendations .

458-2.2 Poured Joint: Furnish a Type D silicone seala nt material meeting the

requirements of Section 932 that is listed on the Approved Product List ( APL).

458-2.3 Poured Joint with Backer Rod System: Furnish poured joint with backer rod

systems consisting of Type D silicone sealant material, foam backer rods, sidewalk cover plates (as required) and all associated miscellaneous components. The Type D silicone sealant material used in the system shall be listed on the APL and meet the requirements of Section 932.

458-2.4 Strip Seal Joint System: Furnish strip seal joint systems that are listed on the

APL. Manufacturers seeking evaluation of their product for the APL shall submit an application in accordance with Section 6. Design documentation showing the expansion joint system shall include inst allation details and temporary or sacrificial support brackets, bolts, clamps, etc. that are compatible with decks constructed with or without block -outs. Furnish joint systems consisting of watertight steel edge rails, strip seal glands and all associated miscellaneous components.

458-2.4 1 Strip Seal Joint Systems with elastomeric glands: Product must meet

the requirements of ASTM D5973 and Standard Plans, Index 458-100. Obtain the strip seal elastomeric glands from the edge rail manufacturer.

458-2.4 2 Strip Seal Joint Systems with silicone glands: Product must meet the

requirements of Standard Plans, Index 458 -100. Adhesives must be supplied by the same manufacturer as the glands and must meet ASTM C793 with no cracking, ozone chalking or degradation .

458-2.5 Modular Joint: Furnish modular joints meeting the requirements of this Section.

Submit manufacturer certification that modular joint components meet the following material requirements in Table 458-1. FY 2023-24 Return to Table of Contents