718 - Drilled Shafts
Drilled shaft foundations are also referred to caissons, drilled piers, or bored piles, and consist of circular shafts of varying diameter, drilled to a design depth, reinforced with a steel rebar cage, and filled with concrete. Drilled shaft foundations can support large loads, and are used when driving steel piles is not feasible, or surrounding structures or utilities are too sensitive to survive the vibrations from steel foundation pile driving operations. Like steel foundation piles, loads from the superstructure transfer into the drilled shafts, which transfer loads to soil layers through side friction, end bearing, or a combination of the two. Drilled shafts are used for bridge foundations, and other ancillary structure foundations such as sign cantilevers and trusses, and signal strain poles.
Drilled shafts can be constructed in the dry, or in the wet, and can also include a steel casing.
Dry construction methods are generally used when the water table is below the bottom of the shaft, and the existing soils are stiff enough as not to sloughing or caving into the hole during drilling operations. Any accumulated water greater than 3 inches at the bottom of the shaft must be pumped out prior to rebar and concrete placement, and during concrete placement, water cannot flow into the shaft at a rate greater than 12 inches within 1 hour.
Typical issues with dry construction methods are if the soils are unstable, or the water table is too high, but the Contractor attempts to force dry shaft construction. In this scenario, soil caving problems will lead to soil inclusions in the shaft concrete, affecting the shaft integrity. If any problems like this arise during construction, contact the Geotechnical Services area.
Another issue to watch for is if the Contractor leaves the excavation open for too long prior to reinforcement cage and concrete placement. Soils that were capable of maintaining hole stability during the drilling operations may shrink or swell over time and slowly lose that ability, resulting in caving leading to soil inclusions in the shaft concrete affecting the shaft integrity.
Wets construction methods are generally used where a dry excavation cannot be maintained during drilling, or shaft concrete placement. This typically occurs in areas of high water tables, and sandy soils that would otherwise slough or cave into the shaft during drilling operations. Water or a polymer slurry is used to contain water seepage, and maintain stability of the shaft excavation. Polymer slurry must be de-sanded and cleaned if used. Temporary surface casings are typically used to ensure shaft alignment. The rebar cage is lowered into the shaft, and concrete is placed using a tremie tube, or concrete pump capable of reaching the bottom of the shaft.
Typical issues with wet construction methods are inexperienced Contractors that do not understand the mechanics of polymer slurry construction, and the need to ensure proper suspension of sediment and cuttings for removal, and control of caving. This can lead to shafts not being properly cleaned of sediment, resulting in voids, or inclusions in the concrete, affecting the shaft integrity.
Dry temporary cased construction methods are generally used where caving soils occur, over soil or rock deformations are expected, but the casing can maintain a dry and stable excavation. The casing is advanced simultaneously with the excavation. After placement of the rebar cage, the casing is then withdrawn slowly during concrete placement until removed at the top of shaft.
Wet temporary cased construction methods are generally used where caving soils occur, and a dry excavation cannot be maintained, the soils are too permeable, and the groundwater is higher than the bottom of the shaft. The casing is advanced simultaneously with the excavation, but it is important that no drilling occur outside the casing through any caving soil layers. After placement of the rebar cage, the concrete is placed using a tremie tube or concrete pump capable of reaching the bottom of the shaft. The water in the casing is not to be pumped out, rather it is to be displaced by the concrete placement.
It is important to ensure the Contractor maintains a positive fluid pressure head in the shaft above the ground water elevation, or material from the side walls of the shaft will be pulled into the bottom of the shaft.
For both the wet and dry casing methods, the casing is typically installed in a telescoping fashion, where the top casings may be larger than the drilled shaft diameter as called for on the plans. The depth of the hole will also dictate how many sections of casing are to be used. Ensure the contractor does not telescope the casings down to a diameter less than the design diameter as shown on the plans.
Ensure concrete materials are in accordance with section 701 of the Standard Specifications for Construction, except modifications for the slump requirements per subsection 718.02 of the Standard Specifications for Construction. Concrete Grade S2 is to be used for dry construction, and Concrete Grade T is to be used for wet construction.
Ensure steel reinforcement bars are in accordance with section 905 of the Standard Specifications for Construction. Check the plans and specifications for epoxy rebar requirements.
Ensure steel casing materials are in accordance with section 919.10 of the Standard Specifications for Construction. Permanent casing will also require Buy America certification, temporary casings will not, unless left in place.
Review the plans for temporary casing-left in place cut off elevations. The Contractor is required to provide casing to be smooth and watertight, and capable of withstanding the pressure of concrete and the lateral earth pressures exerted down the length of the shaft. Ensure the outside diameter of the casing is at least equal to the diameter of the shaft as called for on the plans.
Temporary casings should come equipped with hook holes, or other attachments to aid in the removal as the concrete pour advances. The concrete placement is to be complete prior to complete removal of the casing. The casings should be removed slowly, and with pull forces being in line with the shaft axis. Do not allow the contractor to pull shaft casings with equipment offset from the centerline of the shaft, as this will either disrupt the already placed concrete, or case caving of soil materials into the plastic concrete.
When wet construction methods are required, polymer type slurry is required. Bentonite slurry is prohibited. Ensure the polymer slurry is of sufficient specific gravity to ensure stability of the excavation during drilling operations, and allows for concrete placement. The Geotechnical Services area will typically review and approve the Contractor’s proposed polymer slurry materials.
Ensure any polymer slurry used meets the requirements of Table 718-1 from the Standard Specifications for Construction. Ensure the Contractor maintains the height of polymer slurry to prevent the side walls of the excavation from caving, and the bottom from heaving.
Ensure the contractor pre-mixes the polymer slurry materials with clean, fresh water, and allow time for hydration prior to pumping into shaft excavation. The polymer slurry should be agitated to prevent setting up in the shaft.
If de-sanding is required, ensure the Contractor provides the appropriate equipment. Prior to placement of shaft concrete, take polymer slurry samples with a polymer slurry test kit to determine if heavily contaminated polymer slurry at the bottom of the shaft is to be removed. Ensure the Contractor controls and collects polymer slurry exiting the excavation as the concrete displaces the volume. Review the plans for polymer slurry handling and disposal requirements.
Ensure the contractor is using appropriate equipment to drill the shafts given the site conditions reported in the soil borings, and geotechnical subsurface exploration report. See Figure 1 for a typical drill rig set up. The major components of drill rig include:
- Crawler or truck mounted auger
- Auger of the appropriate type – rock auger, single or double flight earth auger. See Figure 2 for a double flight earth auger, see Figure 3 for a single flight rock auger.
- Muck or clean out bucket – see Figures 4 and 5 for a muck bucket example.
- Rock core barrel – see Figure 6 for a rock core barrel example.
To track drilled shaft operations, use MDOT form 1988 – DRILLED SHAFT INSPECTION RECORD FOR HIGHWAY SIGNS, LUMINAIRES, AND TRAFFIC SIGNALS.
The Contractor is required to submit a Drilled Shaft Installation plan, per subsection 718.03.A of the Standard Specifications for Construction. This plan is to detail all equipment to be used, the construction sequence, rebar and concrete placement, etc. The Geotechnical Services area will review and approve the Drilled Shaft Installation plan. Review and understand the following:
- Proposed equipment, including cranes, drills, augers, core barrels, bailing buckets, cleaning equipment, polymer slurry pumps and cleaning equipment, tremie tubes or concrete pumps, and casing.
- Construction sequence, including methods to ensure a stable excavation, and removal of materials at the bottom of the shaft prior to rebar cage placement.
- Shaft excavation methods, including proposed excavation methods through supporting and caving soil layers.
- Method to mix, circulate and de-sand polymer slurry for wet construction methods.
- Reinforcement placement, including support and centering methods.
- Concrete placement, including free fall, tremie, or concrete pumping procedures.
- Methods to prevent drilled shaft excavation spoils from entering waterways, wetlands and floodplains.
- Fall protection plan conforming to MIOSHA Construction Safety Standards, including a rescue plan for shafts with a diameter of at least 30 inches, and at least 6 feet deep. This must be in place prior to commencement of any drilling operations.
- Conformance with shaft diameter and rebar requirements based on details shown in the plans.
Ensure the Contractor has brought all of the proposed equipment as stated in their approved Drilled Shaft Installation plan.
If the shaft is to be constructed during the wet method, verify if the Contractor is allowed to use water as the drilling fluid, or if polymer slurry is required. Typically, Contractors will want to use water, but water will not prevent caving in deeper shafts. The use of bentonite slurry is prohibited.
Ensure the Contractor performs the following:
- Check the drilled shaft dimensions and the alignment with reference stakes and plumb bob.
- Check the dimensions and alignment of the casing inserted in the excavation.
- Insert a rigid rod assembly with several 90-degree offsets equal to the shaft diameter into the shaft excavation to ensure required diameter.
- Construction Method Log: The Contractor is required to submit a daily construction method log during drilled shaft excavation and construction per subsection 718.03.5 of the Standard Specifications for Construction. Ensure the following information is shown on the logs:
- Start dates and completions dates
- Drilled shaft identification number
- Actual top and bottom elevation of drilled shaft
- Shaft diameter
- Final centerline location at top of shaft
- Variation of drilled shaft from plumb
- Top and bottom elevation of any permanent casing
- Description of each soil and rock material encountered during excavating and the top and bottom depths or elevations
- Depth drilled into bearing stratum
- Top and bottom elevations of obstructions encountered
- Amount of obstruction time
- Depth or elevation of encountered seepage of groundwater
- Actual volume of concrete placed, compared to the theoretical concrete volume to detect any large void or intrusions of extraneous materials
- Any remarks to better describe operations.
Ensure the Contractor maintains the required drilling fluid or polymer slurry levels to prevent caving.
Construction tolerances – Ensure the drilled shafts are within 3 inches horizontally of centerlines shown on the plans, and the drilled shaft is no more than 1 percent out of plumb, as measured horizontally from the actual center of the shaft at the shaft design top elevation.
Ensure the Contractor cleans each shaft so at least 50% of the base contains less than ½ inch of sediment. The shaft bottom should have no more than 1 ½ inches of debris above the required bottom elevation. Use a weighted tape to check the bottom of the shaft excavation for debris.
Marks on the Kelly Bar should be checked to ensure the required bottom of shaft elevation. Monitor the excavation to ensure the expected amount of materials are removed by the auger, if not, caving soils are present.
Ensure the top elevation of the drilled shaft is from +1 inch to -3 inches from the top of the shaft elevation shown on the plans. For shafts outside of this tolerance range, contact the Geotechnical Services area for recommendations as to corrections. Subsection 718.03.C.4 of the Standard Specifications for Construction dictates contractual obligations of the contractor to correct out of tolerance shafts.
Verify the soil cuttings as they are removed from the auger, and notify the Geotechnical Services area if soil cuttings appear different than those shown on the soil borings. Ensure the Contractor stores soil cuttings away from the drill shaft locations.
Obstructions are to be removed per subsection 718.03.F.2 of the Standard Specifications for Construction. Obstructions may include old concrete foundations, abandoned utilities, or boulders and cobbles. Ensure the Contractor uses tools and procedures as approved by the Geotechnical Services Section to remove the obstructions. Special procedures and tools include:
- Boulder breakers
- Core barrels
- Air tools
- Hand excavation
- Temporary casing
- Enlarging the drilled shaft diameter
Removal of obstructions that require special equipment or tools will be measured and paid for as extra work per subsection 718.04.D of the Standard Specifications or Construction. A budget amount will be established to pay for removing obstructions. If the Contractor and the Engineer cannot agree on a lump sum price, the Engineer will direct the work to be done on a force account basis.
Check the plans and specifications to verify the Contractor is using the correct size longitudinal bars and lateral or spiral reinforcement, and correct bar lap lengths if used.
Reinforcing cage – maintain the top of the reinforcing steel cage no greater than 1 inch above, and no greater than 3 inches below the required position. Measure the distance between the top of shaft and the top of reinforcing cage with a straight edge, and direct the Contractor to correct the position if out of tolerance.
Ensure the Contractor provides a fully assembled steel reinforcement cage for inspection at least two working days before the start of construction. Ensure all longitudinal bars and lateral or spiral reinforcement is properly tied. Ensure plastic spacers are tied at the quarter points around the cage perimeter, but no greater than 30 inches apart.
Ensure the plastic spacers are spaced at intervals no greater than 5 feet along the length of the cage for #8 bar or smaller, and 10’ for bars larger than #8 to ensure a minimum annular space of 3 inches between the outside of the cage and the side of the excavation or casing. See Figure 7 for an example of plastic spacers on the rebar cage.
Ensure the Contractor does not use concrete blocks, wood blocks, or metal chairs as spacers, as these will not retain the required spacing, and will shift out of position during cage lowering, or during the concrete pour.
The Contractor may use concrete blocks at the bottom of the shaft to maintain concrete cover over the reinforcement. Ensure the Contractor picks and lowers the reinforcement cage into the shaft in a controlled manner, as not to cause racking or distorting of the tied cage. See Figure 8 for a typical reinforcement cage being lowered into the completed shaft.
Ensure the Contractor holds down the cage to control vertical displacement during concrete placement or casing extraction.
Ensure the Contractor places concrete as soon as possible after the excavation and reinforcement cage placement. If too much time has elapsed, loose or soft materials may accumulate at the bottom of the shaft, thus affecting the structural integrity. If this happens, direct the Contractor to remove the reinforcement cage, and remove loose or soft materials.
Use lighting to inspect the reinforcement cage and side of excavation for dry method construction. Ensure loose materials and groundwater is removed prior to placement of concrete.
Inspect by probing and measuring the shaft for wet method construction. The Contractor is required to place the concrete in one continuous operation starting from the bottom of the shaft. Once concrete reaches the top of the shaft, inspect the concrete for contaminants, and direct the Contractor to continue concrete placement until good quality concrete flows over the top of the shaft. The concrete should not be vibrated. Ensure the Contractor uses a sump or channel adjacent to the shaft to transmit displaced fluid and concrete away from the shaft opening. If polymer slurry is used, ensure the Contractor collects and disposes of the drilling fluids or polymer slurry appropriately.
Track the volume of concrete going into the shafts based on tickets, and perform theoretical concrete volume calculation based on the diameter and the length of the shaft. If the numbers vary by too much, it is possible a void is present.
Free fall concrete placement can only be done in a dry shaft excavation.
The falling concrete cannot strike the sides of the excavation or the reinforcing cage. Ensure the Contractor uses a centering drop chute at least 3 feet long. If concrete strikes the sides of the excavation or the reinforcing cage, direct the Contractor to reduce the height of free fall, the rate of concrete flow, or both. The free fall height limit is 80 feet.
Ensure the Contractor is using a tremie tube of at least 10 inches in diameter. Inspect the bottom of the Contractor’s tremie tube to ensure there is a bottom plate, valve, or plug so no water can get into the tube and contaminate the concrete prior to placement.
The tremie tube must be placed at the bottom of the shaft, and once the plate or plug is removed, or valve is opened, ensure the Contractor keeps the discharge end 5 feet to 10 feet immersed in concrete before raising the tremie tube.
It is ideal for the concrete to be placed continuously until complete, however, should the Contractor need to withdraw the tremie tube from the concrete, ensure the discharge end is re-sealed, charged with concrete, and inserted back into the concrete at least 10 feet before continuing with the concrete placement.
For cased shafts, it is important discharge keep a head of concrete above the bottom of casing to be removed, and then remove the casing slowly, to allow the concrete to fill the annular space created by the case thickness. If the concrete level goes down during case extraction, direct the Contractor to stop the extraction, and add more concrete.
The concrete must be placed in a timely fashion, so the slump does not go below 4”, as the concrete will not properly envelope the rebar cage, or fill the shaft to the required diameter. See Figure 9 for an example of concrete not filling the required shaft diameter.
Allow the concrete to continue flowing at the top of the shaft, until quality concrete displaces all drilling fluid. Drilling fluid at the top of the shaft may have to be pumped of.
Ensure the Contractor provides a hand floated surface finish at the top of the shaft concrete per subsection 706.06.M.2 of the Standard Specifications for Construction.
- Do not remove the tremie tube from the concrete to take concrete QA samples.
Concrete can be pumped for by dry and wet shaft excavations, however, for use in wet excavations, ensure the Contractor provides a pump discharge tube with watertight joints.
Pumped concrete is very similar to tremie concrete in terms of operations. The main issue to watch is the sway and movement of the pumping pipes during concrete placement. Ensure the Contractor guides or anchors the pumping pipes as to not disturb already placed fresh concrete.
Check the plans and specifications for any type of post construction integrity testing to be done on the completed shaft. There are several methods of non-destructive testing:
This type of test involves setting an ultrasonic transducer on the surfaces of the concrete, which send wave pulses through the material. Wave pulses will continue through solid concrete until a concrete to air interface, at which time the pulse is reflected back to the transducer, and a depth can be measured. In the presence of voids, the wave would reflect back sooner than expected given the overall thickness of the materials.
This type of test involves the attachment of steel access tubes to the vertical cage rebar prior to concrete placement. The concrete is then placed and allowed to cure. Immediately after concrete placement, the steel access tubes are to be filled with water to protect from concrete infiltration. After curing, a sound source and a received are lowered into the steel access tubes, and while keeping them at the same elevation, sonic pulses are emitted from the sound source, and the wave generated is picked up by the receiver. Based on the speed the wave propagates through the material, the receiver maps the integrity of the surrounding concrete, and voids are reported where the wave returns to the receiver at faster rates than sound areas.
These types of tests are typically performed by a skilled technician, or MDOT prequalified consultant. The Geotechnical Services Section will be present during integrity testing to help analyze and interpret results.
Coring is a destructive test to remove cores of concrete from the finished shaft, and perform testing to determine concrete quality. Coring may also be done when voids are identified during non-destructive tests to reach the detected void. Grout can then be used to fill the void, and the core holes.
Below is a list with definitions of common earth retaining structures utilized by MDOT:
- Abutment – A structure located at the end of a bridge span that supports the vertical loads from the bridge superstructure, and resists lateral loads from fill material on which the roadway rests immediately adjacent to the bridge.
- Anchored Wall – An earth retaining system typically composed of the same elements as non-gravity cantilevered walls and that derive additional lateral resistance from one or more tiers of anchors.
- Mechanically Stabilized Earth (MSE) Wall – A soil-retaining system, employing either strip or grid-type, metallic, or polymeric tensile reinforcements in the soil mass, and a facing element that is either vertical or nearly vertical.
- Segmental Block Retaining Wall – A soil-retaining system, typically employing polymeric tensile reinforcements in the soil mass attached to a facing element that consists of segmental blocks. Segmental blocks are typically dry cast blocks.
- Modular Block Retaining Wall – A soil-retaining system that consists of modular blocks stacked to form a gravity wall with a vertical or nearly vertical face. Modular blocks are typically large precast concrete blocks.
- Non-Gravity Cantilever Retaining Wall – A soil-retaining system that derives lateral resistance through embedment of vertical wall elements and supports retained soil with facing elements. Vertical wall elements may consist of discrete elements (piles, drilled shafts, etc.) or a continuous system (sheet piles, tangent drilled shafts, etc.).
- Rigid Gravity and Semi-Gravity Retaining Wall – A structure that provides lateral support for a mass of soil and that owes its stability primarily to its own weight and to the weight of any soil located directly above its base.
Some of these elements may not be detailed on the plans, and may require shop drawing submittals for approval. See 707 of the MDOT Construction Manual for shop drawing requirements.
MDOT utilizes the following types of abutments:
- Curtainwall Abutment (see rigid-gravity retaining wall below);
- Cantilevered Abutment (see semi-gravity retaining wall below)
- Integral and Semi-Integral Abutments – Integral and semi-integral abutments are detailed in the MDOT Bridge Design Guides 6.20.04, 6.20.04B, 6.20.04D.
Integral abutments are designed to be supported on a single row of piles that are oriented with their webs parallel to the bridge reference line to allow weak axis bending to accommodate superstructure articulation due to thermal gradient and live loading. Splices for piles in integral abutments must be complete joint penetration (CJP). Alternative mechanical splicer channels are not permitted.
Anchored walls can consist of ground anchors or tie backs. Verification load testing and proof load testing of the ground anchors is typically performed on all anchors to ensure the actual lateral pullout resistance is within the design tolerances. The verification load testing procedures will be detailed in the contract documents.
Below are the basic components of a mechanically stabilized earth (MSE) wall system and a summary of items to review during construction:
- A. Subgrade Preparation – The Region Soils Engineer must be contacted to inspect the reinforced soil mass area plus 3 feet after the subgrade is prepared and before the wall is constructed. Subgrade undercutting may be required, depending on the recommendations from the Region Soils Engineer, and quantities in the contract documents.
- B. Precast Concrete Facing Panels, Corners and Copings – The Structural Fabrication Unit will coordinate with the project office to determine if these panels will be shop inspected. If they are shop inspected then each panel will have the MDOT approved for use stamp on them and they will be completely inspected (including material certifications and Buy America) by the Structural Fabrication Unit. If they are not shop inspected then verification of project requirements is the responsibility of the project office.
- Field inspectors must perform a visual inspection on the elements as soon as they are unloaded to check for signs of shipping or handling damage. The panels must also be properly stored on-site to prevent damage.
- C. Wire Facing Panels – Wire facing panels are typically specified for temporary MSE walls during Stage I construction. The walls end up being buried into the final structure and are not removed. The wire facing panels in this temporary application are usually black steel due to the short duration of use.
- D. Soil Reinforcement – MDOT permits the use of steel strip-type (bar or welded wire fabric ladder) reinforcement. Soil reinforcement must be placed as close to perpendicular from the wall face as practical. The reinforcement is permitted to be skewed around piling or other obstructions, but should be done so to not only reduce the skew, but also the number of skewed reinforcement strips. Reinforcement should not be in contact with other reinforcement. For skewed reinforcement soil must be placed between overlapping reinforcement.
- E. Bolts – Bolts are typically positioned with the head at the bottom side of the connection lug and the washer and nut on the top side. This allows the inspector to visually inspect that the washers and nuts have been installed as the reinforced soil is constructed behind the wall.
- F. Concrete Facing Panel Joint Material – Geotextile fabric is used to prevent soil particles from moving through the concrete facing panels. If the facing panel joints start to open up then the contractor should double the geotextile over the joints in question to provide additional protection.
- G. Backfill for Reinforced Soil Mass – Granular soil, typically Granular Material Class II, whic is free draining and meets the required strength and electro-chemical properties. This material must be tested and approved prior to placement.
- H. Leveling Pad – Is a non-reinforced concrete pad that provides a level starting point for constructing the precast concrete facing panels. A leveling pad is not needed for a wire faced MSE wall.
- I. Impervious Membrane – A polyvinylchloride (PVC) liner that prevents chloride laden runoff from penetrating into the reinforced soil mass and corroding the steel reinforcement. The liner must be shingle-lapped or seam welded and is positioned to slope away from the front of the wall and extend a minimum distance beyond the end of the soil reinforcement.
- J. CIP Copings – These copings are typically used as closure pours, but can also run up to 20 feet in length and can overlap adjacent panels without the need for a bond breaker. Expansion joint material is needed when butting CIP coping up to precast coping.
- K. Foundation Underdrains – Are strategically placed to transport water from the reinforced soil mass to a location far away from the wall. MSE walls are generally not designed for hydrostatic pressure. Foundation underdrains are to be installed at the locations indicated on the plans. The lower foundation underdrains are to be located as low as possible but still drain to either a ditch or a drainage structure.
MSE Wall Construction Considerations
- During the wet cure for the concrete bridge deck the water coming off of the deck needs to be collected and discharged away from the MSE wall. Water runoff from the deck may saturate the MSE backfill and cause wall movement.
- Groundwater needs to be controlled to prevent hydrostatic forces from acting on the wall. If groundwater is encountered during construction the location/number of foundation underdrains may need to be reevaluated.
- Compaction of the Select Backfill and any subgrade undercuts is important in order to limit any future settlement of the MSE wall fill.
Examples of on-gravity cantilevered retaining walls are listed below:
- Tangent piles or drilled shafts;
- Drilled shafts or auger-cast piles spanned by structural facing (lagging, panels or shotcrete);
- Steel sheet piling (see Section 704 – Steel Sheet Piling and Cofferdams).