[{"data":1,"prerenderedAt":1951},["ShallowReactive",2],{"contact-global":3,"methods":37,"numbers":122,"whyWorkWithUs":1924},{"addresses":4,"emails":14,"phones":18,"socialLinks":28},[5,8,11],{"address":6,"countryCode":7},"177 Wellington Road, East Brisbane QLD 4169","AUS",{"address":9,"countryCode":10},"250 B Boulevard Saint-Germain, 75007 Paris","FR",{"address":12,"countryCode":13},"188 Quay Street, Auckland Central, Auckland 1010","NZ",[15],{"countryCode":16,"email":17},null,"info@futureproofsolutions.com.au",[19,22,25],{"countryCode":7,"longPhoneNumber":20,"shortPhoneNumber":21},"+61 1300 391 434","1300 391 434",{"countryCode":10,"longPhoneNumber":23,"shortPhoneNumber":24},"+33 01 82 72 61 24","01 82 72 61 24",{"countryCode":13,"longPhoneNumber":26,"shortPhoneNumber":27},"+64 09 973 4119","09 973 4119",[29,33],{"socialNetworkLink":30,"socialNetworkType":31},"https://www.facebook.com/people/Future-Proof-Solutions/100057368412879/",[32],"facebook",{"socialNetworkLink":34,"socialNetworkType":35},"https://au.linkedin.com/company/futureproof-solutions",[36],"linkedin",{"methods":38,"section":119,"seo":121},[39,53,67,80,93,106],{"slug":40,"title":41,"excerpt":42,"background":43,"uhdBackground":44,"backgroundSingle":45,"lead":42,"leadDescription":46,"image":47,"imageDescription":48,"videoTitle":49,"videoDescription":49,"videoList":50,"video":49,"videoSource":51,"videoDescription2":49,"seo":52},"horizontal-directional-drilling","Horizontal Directional Drilling","Steerable, efficient method for installing single or bundled pipes, conduits, and cables. Drilling rig, tools, and fluid used to excavate material from boreholes in various stable ground conditions, before the pipe is typically pulled into the borehole from exit to entry side by the rig.","https://fps.borely.com/wp-content/uploads/2025/06/hdd-small-min.png","https://fps.borely.com/wp-content/uploads/2025/06/hdd-min.png","https://fps.borely.com/wp-content/uploads/2025/06/hdd-2-future-proof-solutions.jpg","\u003Cp>Horizontal Directional Drilling (HDD) is a widely used trenchless construction method for installing pipelines and conduits beneath rivers, roads, railways, and other surface infrastructure with minimal disturbance. The method involves constructing a borehole via iterative drilling passes, commencing with a pilot bore to establish the designed geometry, followed by successive passes of reaming, or opening, to enlarge the pilot hole to the size required to accommodate pullback of the product pipe. Being highly adaptable across ground types and project sizes, HDD is the most commonly used technique for long crossings and large-diameter pipe installations in the trenchless space.\u003C/p>\n\u003Cp>The HDD method typically begins with a surface-launched rig that drills a pilot hole along a pre-designed geometry. Tracking systems as part of the bottom-hole-assembly (BHA), allow operators to monitor and steer the drill head with a high degree of accuracy. Once the pilot hole reaches the planned exit point, a reamer is attached (at either the entry or exit side, depending on the preferred approach), and the borehole is gradually enlarged over a series of reaming passes \u003Cspan data-teams=\"true\">until\u003C/span> it reaches the designed diameter. At this stage a final cleaning pass(s) is performed to remove obstructions from the borehole in anticipation of installing the product pipe. The product pipe is then connected to pullback tooling and pulled into the enlarged borehole, often in a single continuous operation. It should be noted that many variations to this standard process may be employed by a trenchless contractor, such as pilot hole intersections or pipe thrusting for installation of the product pipe. Such adaptability means the method is suitable for a greater breadth of crossing types, site constraints, lengths, and pipe diameters.\u003C/p>\n\u003Cp>Its versatility has made HDD the preferred trenchless method for a wide range of projects, from small-diameter utility conduits to major pipeline river crossings. When appropriately designed and executed, the method is suitable for a broad range of product pipes, including HDPE, steel, and where specifically applicable, PVC or ductile iron. The method is commonly utilised for diameters up to 1,500 mm (60 in.) and for crossing lengths between 100m and 2,000m. Beyond this, in circumstances requiring particularly long or challenging designs, the method lends itself to intersect configurations involving the use of two rigs drilling from alternative sides of a crossing. Utilising this arrangement HDD can achieve crossing lengths beyond 3,000m. Conversely, where suitable equipment is available HDD lends itself to crossing lengths as short as 10m.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">History\u003C/h3>\n\u003Cp>HDD emerged commercially in the 1970s as a trenchless construction adaptation of vertical drilling techniques used to construct oil wells. The method was pioneered by the Californian engineer Martin Cherrington, who completed the first successful HDD crossing in 1971 by installing a 4-inch gas pipeline under the Pajaro River in California, USA. Adoption of the method was initially slow, as by 1979 fewer than 40 crossings had been completed, all of which were located within the United States. However, with key technical advances in the late 1970s which improved drill rig capacity and the guidance systems used to execute more accurate pilot holes, longer crossings at larger diameters became achievable. This led to the successful completion of a 40 in. steel crossing beneath a river in Houston, USA by Titan Contractors in 1979.\u003C/p>\n\u003Cp>Continued technological development throughout the 1980s resulted in wider adoption of HDD and by the mid-1980s more than 175 HDD crossings had been completed worldwide with the practice spreading across Europe, Australasia, South America, and other regions. Initially, HDD was predominantly applied to oil and gas pipelines although with wider uptake by contractors the method quickly became a standard for installing utilities beneath surface obstacles. With this acceptance came an increased number of successful crossing executions, resulting in rapid innovation of the core principles and equipment utilised to perform the method. This advancement opened HDD to a wider array of crossing types, including land-to-sea installations, ground conditions and pipe materials.\u003C/p>\n\u003Cp>Since its inception HDD has been utilised across a multitude of projects around the world, proving it to be capable in a myriad of scenarios involving a vast array of circumstances. In this sense it has developed an extensive history, something which cannot be represented by a particular project. Despite this, select examples standout in illustrating the method’s exceptional adaptability across a range of applications.\u003C/p>\n\u003Cp>Among the longest HDD crossings ever completed:\u003C/p>\n\u003Cul class=\"py-4\">\n\u003Cli>In 2017, LMR Drilling installed a 4,600 m (approx. 15,090 ft) long, 323.9 mm (approx. 12.75 in.) diameter, 12.5 mm (approx. 0.5 in.) wall thickness, steel water pipeline from Den Helder Harbour to Texel Island, NL beneath the Wadden Sea for N.V. PWN Waterleidingbedrijf Noord-Holland.\u003C/li>\n\u003Cli>In 2018, Langfang Huayuan completed twin 5,200 m (approx. 17,060 ft), 508 mm (20 in.) OD, steel aviation fuel pipelines beneath Victoria Harbour in Hong Kong for the Airport Authority Hong Kong, using a dual-rig configuration and pilot-hole intersect method.\u003C/li>\n\u003Cli>In 2019, Michels Corporation installed a 4,038 m (approx. 13,247 ft) long 508 mm (20 in.) steel pipeline beneath Lake Sakakawea in North Dakota, USA, for WBI Energy Transmission.\u003C/li>\n\u003Cli>In 2023, as part of the Indradhanush Gas Grid project in Northeast India, NRP Projects Pvt. Ltd. completed two HDD crossings of the Brahmaputra River, installing one 4,102 m (approx. 13,460 ft) long 610 mm (24 in.) steel gas main and two 4,080 m (approx. 13,390 ft) long 150 mm (6 in.) steel conduit pipes.\u003C/li>\n\u003C/ul>\n\u003Cp>Among the largest-diameter HDD installations worldwide:\u003C/p>\n\u003Cul class=\"pt-4\">\n\u003Cli>In 2004, under the management of Bechtel, Southeast Directional Drilling completed three HDD crossings for the National Gas Company of Trinidad & Tobago and Atlantic LNG. Each crossing measured between 680 m and 766 m, and involved the installation of a 1,422 mm (56 in.) diameter steel gas pipeline beneath the Guapo River, Trinidad.\u003C/li>\n\u003Cli>In 2010, a 1,800 m HDD crossing of a 1,422 mm (56 in.) diameter steel high-pressure gas pipeline was executed beneath the Amu Darya River in Turkmenistan by an international construction team for Turkmengaz.\u003C/li>\n\u003Cli>In 2018, Horizontal Drilling International (HDI) successfully completed a 1,820 m HDD crossing of a 1,219 mm (48 in.) diameter steel gas main beneath the Axios River in Greece as part of the Trans Adriatic Pipeline (TAP) project for TAP AG.\u003C/li>\n\u003Cli>In 2021, The Crossing Company completed a HDD crossing beneath the Murray River in British Columbia, Canada. The 1,347 m long crossing installed a 1,219 mm (48 in.) diameter steel gas pipeline for TC Energy as part of the Coastal GasLink project.\u003C/li>\n\u003C/ul>\n","https://fps.borely.com/wp-content/uploads/2025/06/horizontal-directional-drilling-hdd-trenchless-method-future-proof-solutions.jpg","\u003Ch3 class=\"section-title\">Design and Method Considerations\u003C/h3>\n\u003Cp>Future Proof Solutions delivers HDD designs tailored to the geotechnical, geometric, and logistical requirements specific to a project. Our design approach couples established engineering principles with practical method treatments to ensure each design is safe, constructible and can be executed with a high degree of success.\u003C/p>\n\u003Cp>\u003Cstrong>Geometric Design\u003C/strong> – The geometric configuration of a HDD design must be carefully engineered to ensure the entry angle, bore profile, and exit location are constructible based on the available drilling equipment, geotechnical profile and surface constraints of the crossing. In addition to these inputs the design must factor the minimum allowable bend radii for the selected pipe material, minimum vertical cover, and adequate clearances from existing infrastructure and sensitive features. Consideration must also be given to elevation changes, horizontal curvature, and overall suitability of the borehole geometry to accommodate drill pipe, reaming tools, and product pipe. Due regard for these elements of a design ensures effective management of annular pressure during construction of a borehole and ultimately facilitates a successful pullback.\u003C/p>\n\u003Cp>\u003Cstrong>Tracking and Steering\u003C/strong> – Accurate pilot bore steering is fundamental to the success of HDD installations. Tracking systems may include walkover, wireline, or gyroscopic methods, each selected based on site-specific conditions such as surface access and potential magnetic interference. Specific to the chosen steering method, the design must allow for appropriate tracking intervals and intermediate access points. Additionally, steering tolerances are influenced by planned radii, ground uniformity, and the presence of underground obstructions, all of which must be assessed during the design phase.\u003C/p>\n\u003Cp>\u003Cstrong>Pipe and Material Selection\u003C/strong> – The selection of pipe materials must account for tensile capacity, flexibility, allowable bend radius, coating durability, and compatibility with installation stresses. Typical materials include HDPE, steel, and ductile iron. The design must specify appropriate wall thicknesses, jointing systems, and coatings suited to the expected installation loads. For extended crossings, high-strength steel or pre-welded pipe strings may be required, in which case detailed coating repair protocols must be included in the methodology.\u003C/p>\n\u003Cp>\u003Cstrong>Geotechnical Conditions and Fluid Design\u003C/strong> – Subsurface conditions play a critical role in the design of HDD operations. Soil classification, permeability, cohesion, groundwater presence, and the occurrence of cobbles or boulders all affect tool selection, fluid design, and reaming strategies. These factors also influence the composition of drilling fluids, which must be formulated to stabilize the borehole, transport cuttings, lubricate the drill string, and control annular pressures. Common formulations include bentonite or polymer-based muds, with viscosity and density tailored to the specific geotechnical profile.\u003C/p>\n\u003Cp>\u003Cstrong>Hydrofracture Risk\u003C/strong> – Hydrofracture occurs when annular fluid pressure exceeds the strength of the surrounding ground formation, leading to unintended fluid release beyond the borehole. To mitigate the risk of hydrofracture, designs must incorporate fracture pressure estimates along the planned geometry based on verified geotechnical inputs and appropriate safety margins. Factors such as entry/exit angles, overburden depth, fluid rheology, and drilling sequence must be evaluated in assessing hydrofracture risk. Depending on the level of risk assessed mitigation treatments can then be applied, including pressure relief tools, fluid pressure control, or alignment adjustments.\u003C/p>\n\u003Cp>\u003Cstrong>Settlement Risk\u003C/strong> – While HDD is inherently low-impact, there remains a risk of surface settlement or heave due to fluid loss, over-excavation, or borehole collapse, particularly in unstable soils. This risk increases in soft or shallow ground conditions, or beneath critical infrastructure where settlement tolerances are lower. For this reason, it is critical that designs consider borehole stability, overcutting effects, and filter cake development to avoid unintended settlement or heave in the construction of a borehole. Additionally, for crossings where high-risk conditions are identified, contingency measures and surface monitoring should be incorporated into the construction plan as best practice.\u003C/p>\n\u003Cp>\u003Cstrong>Reaming and Pullback Strategy\u003C/strong> – Boreholes are typically constructed to 1.3 to 1.5 times the product pipe diameter via a series of controlled reaming passes that build upon the initial pilot hole. The tooling, staging and number of reaming passes to achieve the designed borehole diameter are detailed in a reaming strategy, factoring ground conditions, soil characteristics and crossing length. Implementation of a planned reaming strategy ensures a borehole is progressively enlarged to promote install success, without which staging or tooling errors can compromise borehole integrity or incur timeline blowouts. Once the borehole is constructed, a pullback plan is implemented which takes account of proper pipe support, roller spacing, breakover geometry and handling procedures to prevent pipe overstress. Collectively, proper execution of the reaming strategy and pullback plan ensures that torsional and axial forces do not exceed allowable limits for the selected product pipe.\u003C/p>\n\u003Cp>\u003Cstrong>Construction Layout and Pipe Stringing\u003C/strong> – Site layout must accommodate the equipment and various operational requirements of a HDD crossing, including rig positioning, drilling fluid systems, pipe welding and assembly area, and the associated handling equipment. Entry and exit areas must be configured to allow proper rig alignment, anchor/thrust support, and accommodate slurry pits at either side of a crossing. Additionally, the pipe stringing area should provide sufficient length to accommodate the full string layout for the product pipe, or alternatively, support a staged welding arrangement if a continuous layout is not feasible.\u003C/p>\n\u003Cp>\u003Cstrong>Accuracy and Survey Control\u003C/strong> – Maintaining precise geometry and ensuring designs respond to actual tolerance constraints is essential to a successful HDD. Design tolerances must reflect critical spatial constraints and infrastructure clearance requirements and pilot bore tracking must be supplemented with accurate survey data and as-built documentation. As for the tracking system and survey intervals, these should be selected based on alignment complexity, ground conditions and regulatory standards, with allowances for intermediate validation points where necessary.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">Guidelines & Design Standards\u003C/h3>\n\u003Cp>Future Proof Solutions delivers trenchless designs and supporting engineering in accordance with internationally recognised and documented trenchless design standards.\u003C/p>\n\u003Cul class=\"py-4\">\n\u003Cli>PR-277-144507-E01 Installation of Pipelines by HDD, An Engineering Design Guide (2015)\u003C/li>\n\u003Cli>ASTM F1962-2025 Standard Guide for Use of Maxi-HDD for Placement of Polyethylene Pipe or Conduit Under Obstacles, Including River Crossings (2025)\u003C/li>\n\u003Cli>NASTT Horizontal Directional Drilling (HDD) Good Practices Guidelines 5th Ed (2024)\u003C/li>\n\u003Cli>ASCE Manuals and Reports on Engineering Practice No. 108 Pipeline Design for Installation by Horizontal Directional Drilling 3rd Ed (2024)\u003C/li>\n\u003Cli>DCA – Technical Guidelines Information and Recommendation for the Planning, Construction and Documentation of HDD Project (2015)\u003C/li>\n\u003Cli>NASTT Introduction to Trenchless Technology New Installation Methods Good Practices Guidelines 1st Ed (2017)\u003C/li>\n\u003C/ul>\n\u003Cp>Horizontal Directional Drilling (HDD) is the workhorse of trenchless pipeline construction. It is a versatile, precise, and capable method that can be applied across a wide range of installations involving a variety of challenging environments. From under-river crossings to congested urban corridors, HDD offers proven performance with minimal surface disruption and high design flexibility. When designed and executed in accordance with established industry practices HDD offers an risk-balanced solution for trenchless pipeline construction. Future Proof Solutions brings expert engineering and field insight to every HDD project, ensuring alignment, feasibility, and successful delivery from start to finish. Engage with us early to optimise your design, manage your risks, and get your crossing done right. Let us take the risk out of trenchless construction.\u003C/p>\n","",[],{"title":49,"link":49},{"title":41,"description":42,"keywords":49,"imageAlt":49,"imageUrl":49},{"slug":54,"title":55,"excerpt":56,"background":57,"uhdBackground":58,"backgroundSingle":59,"lead":60,"leadDescription":61,"image":62,"imageDescription":63,"videoTitle":49,"videoDescription":49,"videoList":64,"video":49,"videoSource":65,"videoDescription2":49,"seo":66},"horizontal-auger-boring","Horizontal Auger Boring","Steerable/non-steerable method of installing steel or jacking pipe. Pit launched auger boring machine, with rotating auger at cutting face, jacks standard lengths of pipe (welded if required) from launch to receival pits. Spoil mechanically extracted via auger for removal from launch pit. Suitable for various stable/unstable OTR ground conditions.  ","https://fps.borely.com/wp-content/uploads/2025/06/augr-small-min.png","https://fps.borely.com/wp-content/uploads/2025/06/augr-min.png","https://fps.borely.com/wp-content/uploads/2025/09/augr-future-proof-solutions.jpg","Steerable/non-steerable method of installing steel or jacking pipe. Pit launched auger boring machine, with rotating auger at cutting face, jacks standard lengths of pipe (welded if required) from launch to receival pits. Spoil mechanically extracted via auger for removal from launch pit. Suitable for various stable/unstable OTR ground conditions. ","\u003Cp>Horizontal Auger Boring is a trenchless construction method used to install steel casings along a straight, level alignment. A rotating auger, housed inside the casing, removes excavated ground material from the cutting face while the casing is advanced horizontally from a launch pit to a receiving pit using hydraulic jacks or a track system. This method is widely applied for installing gravity and pressure pipelines beneath roads, railways, and other surface infrastructure where open-cut excavation is not feasible.\u003C/p>\n\u003Cp>Horizontal Auger Boring is typically non-steerable, meaning the pipe follows a predetermined alignment without the ability to correct deviations. However, when combined with Pilot Tube techniques, engineers can improve alignment and profile accuracy. When utilising Pilot Tube, a temporary pilot tube using a theodolite or laser-guided system is bored along the proposed design first. Once the pilot bore reaches the target location, the bore is then enlarged by following the pilot tubes with an auger boring assembly with its steel casing.\u003C/p>\n\u003Cp>Horizontal Auger Boring is best suited for short to medium-length crossings of 10 to 100 metres, with extensions of the maximum length possible up to 150 metres depending on site conditions and equipment. They accommodate pipe diameters ranging from 150 mm to 1,800 mm. When used in conjunction with other execution method inclusions, the installed steel casing can also serve as a conduit for thrusting or inserting other pipe materials, such as concrete jacking pipes, composite pipes, or other rigid pipe materials in behind the steel pipe then being removed from the opposing side of the crossing. This creates flexible installation options that may not have been achievable with other trenchless techniques.\u003C/p>\n\u003Cp>Their operational simplicity, compact site footprint, and global availability make Horizontal Auger Boring highly effective in congested urban areas or beneath critical infrastructure. These methods do not require drilling fluid circulation for spoil removal from the cutting face, eliminating the risk of hydrofracture or inadvertent fluid returns associated with other fluid displacement based trenchless methods. As such, Horizontal Auger Boring is often the preferred solution where existing infrastructure protection, bore stability, or groundwater control are key project concerns.\u003C/p>\n","https://fps.borely.com/wp-content/uploads/2025/06/horizontal-auger-boring-augr-trenchless-method-future-proof-solutions.jpg","\u003Ch3 class=\"section-title\">History\u003C/h3>\n\u003Cp>Horizontal Auger Boring was developed in the mid-20th century as a mechanical trenchless technique to install steel casings beneath highways and railways. The method was originally performed using track-mounted boring machines and crude auger assemblies, but evolved significantly with the introduction of hydraulic jacking frames, guidance systems, and modular boring heads.\u003C/p>\n\u003Cp>The Pilot Tube technique was developed later to improve the precision of grade-critical installations. The earliest versions were introduced in the 1990s in Europe and North America to address the need for low-disturbance, high-accuracy trenchless solutions. By combining a guided pilot bore with the mechanical efficiency of auger boring, Pilot Tube method enabled installations to achieve tolerances suitable for gravity sewers and municipal pipelines, where line and grade are critical.\u003C/p>\n\u003Cp>Today, the Horizontal Auger Boring method is used worldwide. With projects and crossings to numerous to mention. Equipment manufacturers such as Akkerman, Barbco, Robbins and Herrenknecht have contributed to the standardisation and enhancement of these technologies, with continuous improvements in cutter head design, spoil handling, and jacking frame control systems.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">Guidelines & Design Standards\u003C/h3>\n\u003Cp>Future Proof Solutions delivers trenchless designs and supporting engineering in accordance with the internationally recognised and documented trenchless design standards.\u003C/p>\n\u003Cul class=\"py-4\">\n\u003Cli>ASCE Manuals and Reports on Engineering Practice No. 106 – ASCE – Horizontal Auger Boring Projects 2nd Ed (2017)\u003C/li>\n\u003Cli>ASCE Manuals and Reports on Engineering Practice No. 133 – Pilot Tube and Other Guided Boring Methods 1st Ed (2017)\u003C/li>\n\u003Cli>NASTT Introduction to Trenchless Technology New Installation Methods Good Practices Guidelines 1st Ed (2017)\u003C/li>\n\u003C/ul>\n\u003Cp>Horizontal Auger Boring, while the simplest of the trenchless pipeline construction methods, is also the most widely used. Its straightforward equipment setup and small crew requirements make it an ideal solution for pipeline crossings beneath roads, rail corridors, and existing services. Its practical success as a trenchless method is significantly enhanced by the proper evaluation of construction risks using trenchless engineering tools and design inputs.\u003C/p>\n\u003Cp>Future Proof Solutions applies a focused, practical risk assessment approach to auger boring, evaluating site-specific conditions, ground characteristics, and project requirements to ensure constructability. Contact us to learn how we can support your next auger boring project with practical designs that deliver results.\u003C/p>\n",[],{"title":49,"link":49},{"title":55,"description":56,"keywords":49,"imageAlt":49,"imageUrl":49},{"slug":68,"title":69,"excerpt":70,"background":71,"uhdBackground":72,"backgroundSingle":73,"lead":70,"leadDescription":74,"image":75,"imageDescription":76,"videoTitle":49,"videoDescription":49,"videoList":77,"video":49,"videoSource":78,"videoDescription2":49,"seo":79},"microtunnelling-pipe-jacking","Microtunnelling, Pipe Jacking","Steerable/non-steerable, accurate method of installing steel or jacking pipe. Pit launched, remotely guided microtunnelling machine with cutting head at face simultaneously excavates and installs standard pipe lengths (welded if required) from launch to receival pit. Cuttings extracted via slurry system inside pipe. Suitable for stable/unstable OTR and rock ground conditions. ","https://fps.borely.com/wp-content/uploads/2025/06/micr-small-min.png","https://fps.borely.com/wp-content/uploads/2025/06/micr-min.png","https://fps.borely.com/wp-content/uploads/2025/09/micr-future-proof-solutions.jpg","\u003Cp>Microtunnelling and Pipe Jacking (also known as Thrust Boring) refer to trenchless construction methods that install pipes using powerful hydraulic jacks to push pre-fabricated pipe sections through the ground behind a shield. These methods allow for the installation of pipelines and conduits with minimal surface disturbance, high precision, and strong structural continuity. Microtunnelling specifically refers to guided pipe jacking in smaller diameters, typically under 1,400 mm, using remote-controlled boring machines with laser guidance systems.\u003C/p>\n\u003Cp>Both methods rely on a reaction frame or thrust wall constructed in a launch shaft to apply force to the pipe string. Excavation is performed simultaneously at the face of the advancing shield, either by manual, mechanical, or automated means. As the pipe string advances, soil is removed via conveyors, slurry systems, or augers, depending on ground conditions and machine configuration. Microtunnelling and Pipe Jacking are highly effective in granular, cohesive, or saturated soils, and can be used for installations beneath roads, railways, rivers, or sensitive surface structures.\u003C/p>\n\u003Cp>Microtunnelling is considered a fully remote-controlled, laser-guided version of pipe jacking. It uses closed-face tunnel boring machines (TBMs) to balance face pressure, maintain alignment, and control settlement. These systems provide continuous ground support and precise excavation while the pipeline is installed in sections from the thrust shaft. Both techniques offer tight tolerances, reduced risk of overbreak, and minimised surface disruption, making them especially suited for deep, long, or grade-critical crossings.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">History\u003C/h3>\n\u003Cp>Pipe thrusting (also known as pipe jacking) emerged in the late 19th century as an early trenchless method, with its first recorded use in 1892 by the Northern Pacific Railroad in the United States. The technique saw significant refinement in the mid-20th century, improving drive lengths and installation accuracy.\u003C/p>\n\u003Cp>Microtunnelling, a remote-controlled trenchless method designed for small-diameter pipeline installation, was pioneered in Japan in the early 1970s to install urban sewer networks with minimal surface disruption to the services and structures above. By the early 1980s, the technique had spread internationally, including to the United Kingdom, Australia, and North America, where the first microtunnelling project was completed in 1984.\u003C/p>\n\u003Cp>In the decades since, engineering developments such as laser guidance systems, intermediate jacking and automated slurry support have expanded the capability, range, and precision of the method. Today, microtunnelling and pipe thrusting are globally recognised construction techniques with 100s of contractors world-wide, installing underground pipelines.\u003C/p>\n","https://fps.borely.com/wp-content/uploads/2025/06/microtunnelling-pipe-jacking-micr-trenchless-method-future-proof-solutions.jpg","\u003Cp>Future Proof Solutions provides detailed design services for Microtunnelling and Pipe Jacking projects, ensuring constructibility, design/as-built accuracy, and safe jacking forces. Our designs account for equipment configuration, ground condition response, pipe material selection, and logistical constraints across the various site conditions and constraints.\u003C/p>\n\u003Cp>\u003Cstrong>Pipe and Shield Selection\u003C/strong> – Pipes used in jacking operations must be specifically designed to resist axial compressive loads, bending forces, and to ensure joint integrity. Common materials include reinforced concrete, vitrified clay, and glass-reinforced plastic (GRP). The selection of the shield or tunnel boring machine (TBM) is governed by ground conditions and pipe diameter, with options including earth pressure balance (EPB), slurry-type, or mixed-ground cutter heads.\u003C/p>\n\u003Cp>\u003Cstrong>Excavation and Spoil Removal Systems\u003C/strong> – Excavation at the face is achieved using mechanical cutter heads, scoops, or slurry-based systems, depending on the application. In microtunnelling, spoil is typically transported to the surface via slurry pipelines linked to a separation plant or using screw conveyors. In simpler thrust boring methods, spoil removal may be performed using augers or, for smaller diameters, manually, depending on the soil type and pipe size.\u003C/p>\n\u003Cp>\u003Cstrong>Guidance and Alignment Control\u003C/strong> – Microtunnelling operations employ a laser guidance system monitored continuously from a control cabin to maintain line and grade. Hydraulic steering capabilities in the shield allow for real-time correction of deviations. In thrust boring, alignment control is typically more limited and depends on accurate initial setup and periodic verification surveys. Real-time monitoring systems track shield position, inclination, and roll to ensure compliance with design tolerances throughout the drive.\u003C/p>\n\u003Cp>\u003Cstrong>Shaft and Thrust Pit Design\u003C/strong> – The launch shaft must be designed to accommodate the jacking frame, thrust wall, TBM, and associated pipe handling systems. The thrust wall must resist high horizontal jacking forces and may require structural reinforcement, piling, or ground improvement in weak soils. Reception shafts must be sized for shield retrieval and final pipe removal, with safe access, ventilation, and dewatering provisions included as needed.\u003C/p>\n\u003Cp>\u003Cstrong>Ground Conditions and Face Stability\u003C/strong> – Microtunnelling and pipe jacking methods are suitable for a wide range of ground conditions, including cohesive clays, granular soils, and saturated sands. Closed-face shields and slurry systems provide face stability and control groundwater ingress. In variable or loose ground conditions, soil conditioning and external lubrication systems may be required to maintain face support, reduce jacking resistance, and control settlement risk. Shaft sealing systems, such as headwalls and bentonite curtains, are used when operating below the water table to mitigate ground loss and inflow.\u003C/p>\n\u003Cp>\u003Cstrong>Jacking Forces and Pipe Load Calculations\u003C/strong> – Accurate prediction of required jacking forces is essential. These include friction along the pipe-soil interface, cutting face resistance, and internal slurry pressures. Total jacking forces may reach several hundred tonnes depending on alignment length, pipe diameter, ground conditions, and installation rate. The jacking pipe must be structurally capable of withstanding maximum thrust without buckling, ovalisation, or joint failure. This requires evaluation of wall thickness, compressive strength, material grade, and joint capacity. If the jacked pipe serves as the final product, the design must also accommodate long-term operational loads, such as internal pressure and external surcharge. Thrust force calculations should incorporate verified geotechnical data and include appropriate safety factors to address construction variability and alignment complexity.\u003C/p>\n\u003Cp>\u003Cstrong>Settlement and Heave Risk\u003C/strong> – Despite the inherent stability provided by the shield and immediate pipe support, settlement or heave may occur under certain conditions, particularly in soft soils, shallow cover zones, or where effective annular support is compromised. Contributing factors include over-excavation, loss of face pressure, void formation, and insufficient filter cake development. The design must assess potential ground movement along the alignment, accounting for pipe-to-borehole clearance, cover depth, and anticipated ground response. Where risks are elevated, monitoring and mitigation measures should be included in the construction strategy.\u003C/p>\n\u003Cp>\u003Cstrong>Construction Logistics and Productivity\u003C/strong> – Microtunnelling and thrust boring operations require significant surface-level logistics, including equipment laydown areas, crane access, pipe storage, slurry separation systems, and ventilation facilities. Daily production rates are highly dependent on ground conditions, shaft depth, and site constraints, but typically range between 5 and 25 metres per day. Drive lengths are planned between intermediate shafts, with productivity influenced by equipment capacity, access, and working space availability.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">Guidelines & Design Standards\u003C/h3>\n\u003Cp>Future Proof Solutions delivers trenchless designs and supporting engineering in accordance with the internationally recognised and documented trenchless design standards.\u003C/p>\n\u003Cul class=\"py-4\">\n\u003Cli>NASTT Pipe Jacking Good Practices Guidelines 1st Ed (2020)\u003C/li>\n\u003Cli>PJA An Introduction to Pipe Jacking and Microtunnelling 1st Ed (2017)\u003C/li>\n\u003Cli>James C.Thomson Pipejacking and Microtunnelling, 1st Ed, (2019)\u003C/li>\n\u003Cli>NASTT Introduction to Trenchless Technology New Installation Methods Good Practices Guidelines 1st Ed (2017)\u003C/li>\n\u003C/ul>\n",[],{"title":49,"link":49},{"title":69,"description":70,"keywords":49,"imageAlt":49,"imageUrl":49},{"slug":81,"title":82,"excerpt":83,"background":84,"uhdBackground":85,"backgroundSingle":86,"lead":83,"leadDescription":87,"image":88,"imageDescription":89,"videoTitle":49,"videoDescription":49,"videoList":90,"video":49,"videoSource":91,"videoDescription2":49,"seo":92},"pipe-hammering-ramming","Pipe Hammering/Ramming","Non-steerable, zero annulus method of installing steel pipe. Surface/pit launched pneumatic hammer directly rams single length of pipe into place via percussive impact. Cuttings removed from pipe interior after installation via water jet/auger. Suitable for stable/unstable OTR ground conditions; unsuitable for rock. ","https://fps.borely.com/wp-content/uploads/2025/06/hamr-small-min.png","https://fps.borely.com/wp-content/uploads/2025/06/hamr-min.png","https://fps.borely.com/wp-content/uploads/2025/09/hamr-future-proof-solutions.jpg","\u003Cp>Pipe Hammering/Ramming is a trenchless installation method that uses percussive energy to drive steel pipes into the ground without the need for pre-excavation of a borehole. The method is executed via the use of a surface mounted pneumatic or hydraulic hammer that transmits dynamic force to the rear of a steel pipe via a series of blows (i.e. hammering) applied in rapid succession. As there is no active soil removed prior to or during hammering, the pipe acts as a full-face bore, displacing and compacting the soil ahead. Once a section of steel pipe is installed, the hammer is removed from the end of the pipe to permit the removal of soil internal to the pipe using compressed air, water flush, auger, or other mechanical excavation method. Following the removal of the soil, a new section of steel pipe is welded to the rear of the installed pipe giving rise to a partially installed pipe string. The hammer is then mounted at the rear of the pipe string and hammering resumes until installation of the above ground section of the string is complete.\u003C/p>\n\u003Cp>Unlike horizontal directional drilling (HDD) or microtunnelling (MT), Pipe Hammering does not require construction of a borehole via pilot holes, successive reaming passes or the use of drilling fluids to facilitate installation of a pipe. The absence of any pre-installation excavation means the installed pipe provides continuous ground support during installation, thereby preventing borehole collapse from occurring. This makes pipe hammering well suited to shallow or constrained environments where fluid loss or over-excavation must be avoided, and for short to medium length infrastructure crossings beneath roads and railways where minimal cover is a requirement.\u003C/p>\n\u003Cp>Similar to direct steerable pipe thrusting (DPST), a critical characteristic of pipe hammering is the requirement to pre-weld a steel pipe string at the entry side of a crossing in advance of commencing installation of the pipe. This is due to the positioning of the installation forces, originating at the rear of the pipe string so as to propel the cutting face downhole towards the exit of the crossing. Likewise, the steel pipe is either pre-welded at the entry side in a continuous string the full length of the crossing or welded section by section as the pipe is hammered along the alignment. Once in position, the hammer incrementally propels the pipe string downhole, pausing only to accommodate the welding of the next section of string or continuing until install of the full crossing.\u003C/p>\n\u003Cp>The need to accommodate and support the pipe string prior to excavation of the borehole significantly influences the design and construction staging of a hammered crossing. This is predominantly due to the requirement to fully support the pipe string along its breakover length both prior to and during installation. Depending on the total crossing length and available entry site construction area, designers need to consider options such as continuous pipe stringing, for which long excavations are a requirement, or staged welding involving smaller excavations. In this regard, the layout of the pipe string typically dictates the construction footprint, excavation volumes, hardstand surface requirements, and the logistical coordination of cranes, welding activities, and coating repairs, the culmination of which impacts the overall construction schedule for a crossing.\u003C/p>\n\u003Cp>\u003Cem>Constraints \u003C/em>\u003C/p>\n\u003Cp>As with DSPT, a notable limitation of pipe hammering is that regardless of project requirements it is inherently restricted to the use of a steel pipe, either as the final product pipe or, alternatively, as an enveloper casing for the subsequent installation of a smaller-diameter product pipe. Additionally, it is a non‑steerable trenchless method in which there is limited recourse to rectify a misalignment once installation has commenced. For this reason, careful review of project specifications against geotechnical data is critical to ensure constructability of a crossing before works commence. These factors also influence breakover configurations and construction staging, along with site establishment requirements to accommodate the staging of long pipe strings, welding zones, crane access, and other support operations. These considerations limit the appeal of pipe hammering for steep entry angle crossings, as the additional resources necessary to facilitate the support and welding requirements of a high breakover angle gives rise to substantial excavations, temporary lifting aids (i.e. cranes or excavators) and semi-permanent support structures. As such, it is critical the logistical and spatial requirements of pipe hammering are suitably accounted for in the early stages of a project to ensure overall constructability and feasibility.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">History\u003C/h3>\n\u003Cp>Pipe Hammering/Ramming has been applied globally for several decades as a reliable trenchless solution for installing steel casings beneath roads, railways, and other infrastructure. Since its early use the method has steadily evolved as a result of close collaboration between equipment manufacturers, such as TRACTO and HammerHead Trenchless, and contractors. Such collaboration has advanced the method’s constructability, improved equipment performance, and expanded the understanding of its limitations in varying ground conditions.\u003C/p>\n\u003Cp>Several recent projects highlight the capacity and versatility of  Pipe Hammering in both geographically and geotechnically complex environments, notably:\u003C/p>\n\u003Cul class=\"py-4\">\n\u003Cli>In 2018, Drill Tech Drilling & Shoring Inc. completed a 76 m (approx. 250 ft) long, 48 in. (1,200 mm) OD pipe hammer beneath the Pacific Coast Highway in Palm Springs, California for the California Department of Transportation.\u003C/li>\n\u003Cli>In 2021, dual over 50 m (approx. 165 ft) long, 96 in. OD (approx. 2,400 mm) steel culverts were installed beneath a railroad track in Lometa, Texas, demonstrating the method’s capacity for large-diameter parallel installations.\u003C/li>\n\u003Cli>In 2024, BTrenchless installed a 76 m (approx. 250 ft) long, 48 in. (1,200 mm) OD casing beneath rail lines in Mountain Green, Salt Lake City for the Wasatch Peaks Resort. The crossing was executed through difficult cobble and boulder ground conditions, showcasing the method’s capability in challenging geology.\u003C/li>\n\u003C/ul>\n\u003Cp>Beyond primary casing installation, pipe hammering also has a rich history as a valuable support tool in other trenchless operations. In particular, it is frequently applied on HDD crossings in the recovery of tools and bottom hole assemblies (BHAs), or for the installation of conductor casing. It also is a staple for temporary works where controlled force application and bore stability are required under challenging site or ground conditions. In this respect Pipe Hammering continues to serve as a dependable and flexible technique within the trenchless construction industry, contributing both as a primary and secondary method of installing subsurface pipes.\u003C/p>\n","https://fps.borely.com/wp-content/uploads/2025/06/pipe-hammering-ramming-hamr-trenchless-method-future-proof-solutions-min.jpg","\u003Ch3 class=\"section-title\">Design and Method Considerations\u003C/h3>\n\u003Cp>Future Proof Solutions delivers pipe hammering designs that combine practical constructability with technical precision. Each design is tailored to specific ground conditions, pipe dimensions, thrust energy, and site access constraints to ensure safe and effective execution of a crossing.\u003C/p>\n\u003Cp>\u003Cstrong>Geometric Design\u003C/strong> – Being a non-steerable trenchless method, designing for pipe hammering does not involve curved alignments or pilot‑hole design. Despite this, factors such as entry angle and grade remain critical to the design process, particularly with reference to the layout and arrangement of the launch pit. This is critical as the launch pit must accommodate alignment jigs/cradles and pipe support structures in configurations that can achieve the designed crossing alignment. As deviations in the crossing cannot be corrected once installation is underway, these factors must be carefully engineered as part of the design phase.\u003C/p>\n\u003Cp>\u003Cstrong>Pipe and Casing Requirements\u003C/strong> – Steel pipe is the only suitable pipe type for use in pipe hammering, regardless of whether its function is the product pipe or as an enveloper for the subsequent installation of internal product pipe/s. In nominating the appropriate pipe specification, the chosen pipe wall thickness must be sufficient to resist deformation under hammering forces. Similarly, the cutting face must be designed to withstand the anticipated ground conditions and, where necessary, reinforced both internally and externally to prevent damage during installation. Where appropriate, design must also account for weeper systems to disperse lubricants or drilling fluids around the external annulus of the pipe to reduce installation loads.\u003C/p>\n\u003Cp>\u003Cstrong>Crossing Length and Diameter Range\u003C/strong> – The majority of crossings range between 60 m and 80 m (approx. 200 to 260 ft) in length, although where required the upper practical limit for this method can be extended up to 150 m (500 ft) depending on construction conditions, pipe specifications, and ground characteristics. In terms of pipe diameter, the upper limit ranges between 200 mm and 1,800 mm (approx. 8 to 71 in.).\u003C/p>\n\u003Cp>\u003Cstrong>Ground Conditions and Suitability\u003C/strong> – Pipe hammering is effective in a wide range of ground conditions, including very soft to dense sands, silts, organic soils, and substrate containing cobbles or boulders smaller than the selected casing diameter. This method otherwise performs poorly in medium to stiff clays, hard soils, or fractured rock, and is unsuitable in solid rock unless the alignment is pre-fractured or pilot punched. In high-friction or boulder-rich ground conditions, lubricant injection can be required to assist the pipe progress along the alignment. For complex ground profiles with varying materials or for longer crossing lengths, the use of telescopic casings may be necessary to ensure successful construction of the crossing.\u003C/p>\n\u003Cp>\u003Cstrong>Thrust Forces and Energy Transfer\u003C/strong> – A multitude of factors are relevant to assessing the thrust forces required to install a crossing. In particular, the pipe specification, including diameter, wall thickness and reinforcement, in combination with the geotechnical profile of the crossing must all be accounted for in assessing the required energy to install a pipe. These factors ultimately determine the applicable force and frequency of percussive blows to be applied by the hammer, with typical frequencies ranging between 200 to 500 strikes per minute. For pipes larger than 600 mm in diameter, it is common to design for the excavation of the internal pipe space as the pipe advances along the alignment. This is achieved using internal augers or flushing systems to remove accumulated ground material from within the pipe.\u003C/p>\n\u003Cp>\u003Cstrong>Accuracy and Control\u003C/strong> – Alignment and profile control cannot be reliably adjusted once ramming commences, particularly once the pipe has advanced beyond the surface. It is therefore critical that accuracy is maintained in establishing the launch pit. This involves careful planning of the shaft setup and alignment of the first pipe segment, which in some cases may involve the use of wedges or shoes to influence minor directional changes. Likewise, it is critical that design tolerances adequately accommodate the potential for drift attributable to variable ground conditions or obstructions, whether in the form of alignment offsets or design tolerances. In this regard, designs should also target uniform ground conditions to promote consistency in the installation process.\u003C/p>\n\u003Cp>\u003Cstrong>Productivity and Construction Scheduling\u003C/strong> – Several factors must be considered when scheduling a crossing constructed using pipe hammering. The first is the rate of penetration, which typically ranges between 50 to 250 mm/min (approx. 2 to 10 in./min) depending on ground conditions. Equally important is the execution plan, as this can greatly influence scheduling where individual segments of a pipe string must be internally excavated post-installation. In such instances time must be allocated for the removal of the hammer, excavation of ground material internal to the pipe, and further management of the corresponding spoil. Beyond these considerations, welding of the pipe string and breakover management can impact construction timelines significantly. This is less so on crossings that require limited crew, however, on larger crossings, or where operational requirements are more onerous, the interplay between cranes, welding activities and fluid/groundwater management control can significantly impact schedule.\u003C/p>\n\u003Cp>\u003Cstrong>Environmental Effects and Settlement/Heave Risk \u003C/strong>– Settlement or heave risk typically dictates the appropriate depth of cover for a crossing, with reference had to the respective service or infrastructure under which the crossing is designed. This is because the vibrations generated from the hammer in combination with the reaction of localised ground types to the hammered pipe give rise to a settlement or heave risk, which although rare, may lead to minor settlement or surface irregularities. As an example, vibrations and ground disturbance may increase when a pipe encounters boulders or dense strata, as these materials transfer movement more so than soft soils or loose sands. It is therefore critical that such variables are evaluated in the design phase through a vibration analysis. This analysis returns the settlement/heave risk of the local environment based on worst-case ground conditions and is applied to predict the maximum impact of the crossing.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">Impact Moling / Pipe Piercing\u003C/h3>\n\u003Cp>Pipe Hammering is often conflated with Impact Moling, or Pipe Piercing, due to similarities in tooling and design, although each is distinct due to notable differences in method. Unlike Pipe Hammering, Impact Moling/Pipe Piercing involves the use of a hammer to construct a borehole in advance of installing a pipe. In this way the hammer acts as a torpedo through the ground, displacing the soil along the crossing as it advances under the propulsion of the hammering forces exerted at the front of the tool and utilising the resistance of the ground to prevent backward movement. In doing so the hammer progresses along the alignment until the borehole is constructed the full length of the crossing. Upon completion of the borehole the hammer is removed at the exit side and the product pipe is pulled through the vacant borehole.\u003C/p>\n\u003Cp>The benefit of this method is that no hammering force is exerted on the pipe, making it suitable for both steel and non-steel pipes, including PVC or HDPE. Conversely, the method is limited to pipe diameters less than 200 mm (approx. 8 in.) and distances of up to 45 m where line of sight exists between entry and exit locations. This is due to the frictional forces on the hammer and the product pipe during installation and the lack of steering available to the method. As with Pipe Hammering, Impact Moling is best suited to soft to medium cohesive soils and loose to medium dense sands. This is because of the way in which the tool displaces ground material (as opposed to excavates) in constructing a borehole.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">Guidelines & Design Standards\u003C/h3>\n\u003Cp>Future Proof Solutions delivers trenchless designs and supporting engineering in accordance with the internationally recognised and documented trenchless design standards.\u003C/p>\n\u003Cul class=\"py-4\">\n\u003Cli>ASCE Manuals and Reports on Engineering Practice No. 115 Pipe Ramming Good Practices Guidelines 2nd Ed (2017)\u003C/li>\n\u003Cli>NASTT Pipe Ramming Good Practices Guidelines 1st Ed (2020)\u003C/li>\n\u003Cli>NASTT Introduction to Trenchless Technology New Installation Methods Good Practices Guidelines 1st Ed (2017)\u003C/li>\n\u003C/ul>\n\u003Cp>Pipe Hammering/Ramming provides a dependable trenchless solution for steel casing installations beneath infrastructure assets, particularly in confined locations with high settlement risk or for fluid sensitive environments. Its simplicity and robustness make it well catered to shallow crossings over short to medium lengths and in soils where spoil and fluid control are paramount. For this reason Pipe Hammering offers an efficient, high ground stability method for pipe installation. At Future Proof Solutions we offer design and engineering to support across all aspects of a pipe hammered crossing, from profile mapping, to risk evaluation and planning support. Engage our team early to minimise risk and ensure constructability of your next pipe hammered crossing. Let us remove the risk from trenchless construction.\u003C/p>\n",[],{"title":49,"link":49},{"title":82,"description":83,"keywords":49,"imageAlt":49,"imageUrl":49},{"slug":94,"title":95,"excerpt":96,"background":97,"uhdBackground":98,"backgroundSingle":99,"lead":96,"leadDescription":100,"image":101,"imageDescription":102,"videoTitle":49,"videoDescription":49,"videoList":103,"video":49,"videoSource":104,"videoDescription2":49,"seo":105},"direct-steerable-pipe-thrusting","Direct Steerable Pipe Thrusting","Steerable method of installing steel pipe. Surface/pit launched thruster and direct pipe cutter machine at cutting face simultaneously excavates borehole and installs single length of pipe, with cuttings extracted via slurry system inside pipe. Suitable for stable and unstable OTR and rock ground conditions.","https://fps.borely.com/wp-content/uploads/2025/06/dspt-small-min.png","https://fps.borely.com/wp-content/uploads/2025/06/dspt-min.png","https://fps.borely.com/wp-content/uploads/2025/09/dspt-future-proof-solutions.jpg","\u003Cp>Direct Steerable Pipe Thrusting (DSPT), or Direct Pipe, is the latest method of trenchless construction utilised in the installation of new product pipes. It combines the advantages of microtunnelling (MT) and traditional horizontal directional drilling (HDD) techniques to overcome challenging installation conditions in areas where traditional open-cut (i.e. trenched) pipeline excavations are not feasible due to environmental, logistical or stakeholder constraints.\u003C/p>\n\u003Cp>DSPT involves an assembly consisting of a slurry-supported tunnel boring machine (TBM) connected to a string of welded steel pipe and one or more pipe thrusters. The TBM is incrementally advanced downhole from a launch pit at surface using the pipe thrusters that apply high jacking forces in short, controlled increments to the steel pipe string. The TBM progressively excavates ground material at its face whilst progressing downhole, with the cuttings transported back to surface via internal umbilical slurry lines housed within the steel pipe. At the surface, the returning slurry is processed by a separation system that isolates reusable drilling fluid from soil cuttings for reuse in the boring process.\u003C/p>\n\u003Cp>A critical characteristic of DSPT is the requirement to pre-weld the steel pipe string in advance of commencing excavation of the borehole. This is due to the function of the pipe string as the connecting medium between the on-surface thrusters and TBM. Once the pipe string is welded in position at the entry side of a crossing, the thrusters will incrementally thrust the TBM downhole, pausing after the installation of a section of pipe string to accommodate the welding of the next section of string before thrusting resumes. This process continues until the TBM reaches the planned exit for the crossing.\u003C/p>\n\u003Cp>The need to accommodate and support the pipe string prior to excavation of the borehole significantly influences the design and construction staging of the crossing. This is in part because the string must be fully supported along its breakover length, both prior to and during installation. Depending on the total crossing length and available workspace, designers need to consider options such as continuous pipe stringing, areas for staged welding, or the use of engineered breakover pipe supports. In this regard, the layout of the pipe string often dictates the construction footprint, excavation volumes, hardstand surface requirements, and the logistical coordination of cranes, welding activities, coating repairs, and the type of slurry separation system for the crossing.\u003C/p>\n\u003Cp>DSPT offers several distinct advantages over other trenchless construction methods. As a single-pass installation process, it delivers high alignment accuracy without requiring the pilot hole, reaming stages, or pullback operations associated with HDD. Similarly, its smaller bore-to-pipe diameter ratio makes it more adaptable than HDD in conditions with limited vertical cover, whilst still offering greater geometric design flexibility compared to microtunnelling. The risk of inadvertent fluid returns or borehole collapse is also minimised due to the constant support provided by the steel jacking pipe and internal slurry system of the TBM, which functions by filling the annular space behind the cutter head as opposed to the annulus of the borehole. Another advantage of DSPT is that it enables surface-to-surface installations without requiring prior access to the exit point of the crossing, making it well-suited for ocean outfalls and marine crossings with challenging access constraints. In such applications, the TBM can be launched from shore and recovered from a pre-excavated seabed trench, significantly reducing the duration and complexity of marine operations.\u003C/p>\n\u003Cp>Despite its benefits, DSPT has notable limitations. Regardless of project requirements it is inherently restricted to the use of a steel pipe, either as the final product pipe or, alternatively, as an enveloper casing for the subsequent installation of a smaller-diameter product pipe. Additionally, DSPT is associated with relatively high execution costs due to its extensive site establishment requirements. In particular, DSPT demands a significant footprint for its launch site to accommodate the staging of long pipe strings, welding zones, crane access, and other support operations. Such factors limit the appeal of DSPT for steep entry angle crossings, as the additional resources necessary to facilitate the support and welding requirements of a high breakover angle give rise to the need for substantial excavation, temporary lifting aids (i.e. cranes or excavators) and semi-permanent support structures. These factors in combination with the limited geographical availability of skilled contractors and the need for specialised equipment to execute the works give rise to high construction costs. It is therefore critical that the logistical and spatial requirements of DSPT are suitably accounted for in the early stages of a project to ensure overall constructability and feasibility.\u003C/p>\n\u003Cp>The main goal of DSPT is to achieve a one-step installation of a product pipe using HDD geometry principles in combination with a slurry TBM, as opposed to conventional multi-pass HDD practices involving iterative phases of pilot drilling and forward/pullback reaming that carry with them an increased hydrofracture risk due to high fluid pressures in the borehole annulus. For this reason, DSPT is typically used for large-diameter, long-length crossings, particularly where a shallow maximum depth of vertical cover is a requirement.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">History\u003C/h3>\n\u003Cp>DSPT technology and equipment was conceived and developed by Dr. Rüdiger Kögler and later manufactured and supplied for the first time by Herrenknecht (Germany) in 2006. Considering this, DSPT has a relatively short history compared to its HDD and microtunnelling counterparts, with few more than 200 total crossings completed worldwide as of early 2025. This represents a considerably shorter history and narrower breadth of completed projects compared to other trenchless new pipe installation methods.\u003C/p>\n\u003Cp>The first completed DSPT crossing took place in September 2007, beneath the Rhine River in Worms, Germany, by Sonntag Baugesellschaft. The crossing was 460 m (approx. 1,521 ft), using a 48-in. steel enveloper pipe to install a pipe bundle comprised of a 600 mm OD HDPE water pipeline and twelve various-sized power and communication HDPE ducts. The method has since been applied to increasingly complex crossings, such as the 1.2 km (approx. 4,038 ft), 48-in. OD steel enveloper pipe for a major industrial utility crossing in Freeport, Texas, completed in 2016 by Michels Corporation, or the 1.5 km (approx. 4,921 ft), 44-in. OD steel enveloper pipe for a gas transmission main beneath the Rhine River, Germany, completed in 2014 by Max Streicher GmbH. Subsequently in 2018, the longest DPST installed crossing was achieved in Army Bay, New Zealand by McConnell Dowell Constructors with the construction of a 1.9 km (approx. 6,233 ft), 48 inch OD steel enveloper pipe to house a 1,100 mm OD HDPE product pipe ocean outfall.\u003C/p>\n\u003Cp>Since 2020, application of the method has expanded further with growing adoption by contractors around the world and the successful completion of various crossing types and product pipe configurations. This is largely due to its continued success, which has fast established DSPT as a proven and viable method for completing trenchless crossings between 750 mm and 1,500 mm OD (approximately 30 to 60 inches) and up to 2,000m in length.\u003C/p>\n","https://fps.borely.com/wp-content/uploads/2025/06/direct-steerable-pipe-thrusting-dspt-trenchless-method-future-proof-solutions.jpg","\u003Ch3 class=\"section-title\">Design and Method Considerations\u003C/h3>\n\u003Cp>Future Proof Solutions delivers DSPT designs that balance technical accuracy with site practicality. Every design is tailored to suit ground conditions, geometry, thrust requirements, and construction needs, enabling the safe and efficient installation of trenchless crossings in alignment with project constraints.\u003C/p>\n\u003Cp>\u003Cstrong>Geometric Design \u003C/strong>\u003Cstrong>– \u003C/strong>Design must consider the thrust forces, maximum allowable radius and geometry features for a crossing to accommodate known pipe material properties and the breakover support limitations of the steel pipe string. Typical geometries use shallow entry and exit profiles with continuous grade control and as DPST allows for tighter horizontal and vertical radii compared to some other methods, it is critical that minimum vertical cover is maintained to manage thrust force and avoid overstressing the pipe.\u003C/p>\n\u003Cp>\u003Cstrong>Entry and Exit Design\u003C/strong> – DSPT installations typically involve a low-angle entry from an entry pit or surface. The geometry must support both the TBM and the pipe string without exceeding breakover limitations. Entry and exit pits should be configured to provide smooth transitions and adequate working space for thrusters, pipe support and TBM handling.\u003C/p>\n\u003Cp>\u003Cstrong>Pipe String Layout and Support \u003C/strong>– DSPT requires pre-welded steel pipe strings located at the entry side. These must be fully supported along their length, including during breakover. Designers must allow for continuous stringing (where possible) or staged welding, with space for breakover, welding and stringing, rollers, cranes, coating repair stations, and safe access. Consideration of this aspect of the crossing is critical as it typically governs the entire site layout for the crossing, which in the majority of cases will determine the design itself.\u003C/p>\n\u003Cp>\u003Cstrong>Ground Conditions and Cutter Head Selection \u003C/strong>– The cutting head must be selected to match the expected geology, including configurations for rock, mixed ground, and soft soil. DSPT is suitable for both stable and unstable ground, but conditions such as cobbles or large boulders (greater than one-third the cutter head diameter) can be problematic. It is also critical that groundwater levels and abrasivity are considered.\u003C/p>\n\u003Cp>\u003Cstrong>Pipe Material and Coating Selection \u003C/strong>– Only steel pipe can be used for DSPT installations, whether it serves as the final product pipe or as an enveloper casing for the installation of a product pipe internally. Coatings commonly used for either enveloper or product pipe installations, such as FBE, PE, PP, or concrete, must first be tested and confirmed as compatible with the intended pipe thruster clamps. In cases where an internal product pipe is to be installed within the steel enveloper, this pipe must also be assessed to ensure it meets the minimum bend radius requirements specified in the alignment geometry and that it satisfies all operational performance criteria for its material properties.\u003C/p>\n\u003Cp>\u003Cstrong>Thrust Forces and Pipe Suitability\u003C/strong> – Accurate estimation of the thrust force required to advance the TBM and connected pipe string is essential for DSPT design. These forces are generated by friction between the outer pipe surface and the borehole wall, resistance at the cutting face, and slurry return pressures. Total jacking force can reach several hundred tonnes depending on bore length, pipe diameter, geology, and installation speed.\u003C/p>\n\u003Cp>The pipe must be structurally capable of withstanding the maximum anticipated thrust force without buckling, experiencing ovality contortion, or sustaining coating damage. This includes evaluating axial compressive capacity, wall thickness, material grade, and joint strength. If the pipe is intended to serve as the final product pipe, additional checks must be performed to assess operational loading conditions such as internal pressure, thermal expansion, and external loading once in service.\u003C/p>\n\u003Cp>Designers must calculate peak and sustained thrust loads across the full alignment, allowing for changes in ground conditions, grade, and curvature. These calculations should be supported by verified geotechnical inputs and installation parameters. Safety factors should be applied to account for construction variances, especially for long crossings or those passing through highly variable ground conditions. If an internal product pipe is to be installed within a steel enveloper, the enveloper must also be evaluated to ensure it can absorb the total thrust load without transferring damaging stresses to the inner pipe or its spacers.\u003C/p>\n\u003Cp>\u003Cstrong>Hydrofracture Risk\u003C/strong> – Hydrofracture risk must be assessed for DSPT crossings, particularly where the TBM is designed to pass through soft or saturated soils, or beneath environmentally or structurally sensitive areas. While DSPT presents a reduced potential for hydrofracture compared to HDD, given the lower fluid pressures and flow rates, the risk of annular pressure exceeding a formation’s limiting pressure still exists and must be actively managed, especially when considering the more confined annular space. The design must establish allowable fluid pressures based on geotechnical parameters and compare these to estimated annular pressures generated during thrusting operations. Factors such as shallow cover, low-cohesion soils, and fine-grained materials increase the risk of fluid escape and surface expression. Pressure control measures, fluid selection, and detailed geotechnical characterisation are all critical to reducing the likelihood of hydrofracture during DSPT construction.\u003C/p>\n\u003Cp>\u003Cstrong>Settlement/Heave Risk\u003C/strong> – Settlement/Heave risk must be assessed for DSPT crossings, particularly where the design passes beneath or near surface infrastructure, utilities, or other sensitive assets. While DSPT significantly reduces the potential for ground movement compared to HDD or unlined (enveloped/cased) trenchless methods due to the continuous support of the borehole by the steel pipe and the stabilising effect of slurry pressure, settlement can still occur under certain conditions. These include soft or loose soils, shallow cover, or ineffective annular support resulting from overcut or loss of fluid pressure. The design must account for potential void formation, material migration, and inadequate filter cake development along the alignment. Depth of cover, pipe-to-borehole clearance, and anticipated ground response must all be evaluated to reduce the likelihood of settlement/heave during DSPT construction.\u003C/p>\n\u003Cp>\u003Cstrong>Accuracy and Survey Control\u003C/strong> – DSPT offers high alignment accuracy through an integrated gyroscope and hydrostatic water leveling system. Designers should plan for control surveys during the bore, typically within the first 60 m and periodically thereafter. This enables real-time steering corrections and ensures alignment within tolerances.\u003C/p>\n\u003Cp>\u003Cstrong>Productivity and Construction Scheduling\u003C/strong> – Installation rates vary depending on ground conditions and logistical setup, typically ranging from 10 to 120 m per day depending on ground conditions and/or stringing and welding area availability. Design planning must include time for welding, non-destructive testing, and the application of protective coating, all of which can materially impact the daily construction timeline for a crossing. Coordination between pipe handling, TBM operation, and fluid management is also essential for maintaining productivity.\u003C/p>\n\u003Ch3 class=\"section-title mt-5\">Guidelines & Design Standards\u003C/h3>\n\u003Cp>Future Proof Solutions delivers trenchless designs and supporting engineering in accordance with internationally recognised and documented trenchless design standards.\u003C/p>\n\u003Cul class=\"py-4\">\n\u003Cli>ASCE Manuals and Reports on Engineering Practice No. 155 Direct Steerable Pipe Thrusting, 1st Ed (2023)\u003C/li>\n\u003C/ul>\n\u003Cp>Direct Steerable Pipe Thrusting is redefining what is possible in trenchless pipeline construction. By combining pinpoint accuracy, ground stability, and one-pass installation, DPST delivers a powerful alternative where HDD or microtunnelling may fall short. With proven performance across complex terrain, shallow covers, and marine outfalls, DSPT is fast becoming the go-to solution for high-stakes crossings. Although as with all construction methods, its success depends on rigorous design and careful planning. To this effect, Future Proof Solutions offers industry-leading expertise across all aspects of DSPT projects, from preliminary assessment and engineering, to on-site quality auditing. To learn more, engage our team early to optimise your alignment, minimise construction risk, and ensure constructability from concept to delivery. Let’s get your crossing designed right.\u003C/p>\n",[],{"title":49,"link":49},{"title":95,"description":96,"keywords":49,"imageAlt":49,"imageUrl":49},{"slug":107,"title":108,"excerpt":109,"background":110,"uhdBackground":111,"backgroundSingle":112,"lead":109,"leadDescription":113,"image":114,"imageDescription":115,"videoTitle":49,"videoDescription":49,"videoList":116,"video":49,"videoSource":117,"videoDescription2":49,"seo":118},"hybrid","Hybrid","Combines two or more trenchless techniques employed sequentially or concurrently, typically involving a steerable pilot bore followed by casing or pipe installation via mechanical or fluid cuttings displacement. Uses adaptable tooling to accommodate variable geotechnical conditions or specific project needs. Suitable for stable/unstable OTR and rock conditions.","https://fps.borely.com/wp-content/uploads/2025/06/hybrid-small-min.png","https://fps.borely.com/wp-content/uploads/2025/06/hybrid-min.png","https://fps.borely.com/wp-content/uploads/2025/06/hybrid-2-future-proof-solutions.jpg","\u003Cp>Hybrid trenchless method refers to crossing installations which combine two or more trenchless techniques, either sequentially or concurrently, to achieve outcomes that would otherwise not be possible using a single method alone. It is an approach that is typically designed to address complex site constraints, mixed ground conditions, or unique engineering challenges by leveraging the advantages of multiple technologies in a coordinated manner.\u003C/p>\n\u003Cp>A trenchless design is categorised hybrid based on the application of multiple methods in combination. Due to the various standalone methods available, there area multitude of combinations which lend themselves to this method category. The most common involves the use of a steerable pilot bore (such as from Horizontal Directional Drilling (HDD), Guided Boring, or Pilot Tube Microtunnelling) to establish an accurate alignment and grade, followed by the installation of a steel casing or product pipe using mechanical force, such as pipe ramming, auger boring, or direct pipe thrusting. The pilot bore provides accurate navigation through difficult or sensitive ground profiles, which in turn ensures accurate installation of the subsequent casing, typically installed in a way that provides structural integrity and ground support during installation. By integrating multiple techniques, hybrid trenchless installation reduces the risk of borehole collapse, allows for tighter tolerances, and provides better control over spoil management and surface impact.\u003C/p>\n\u003Cp>Hybrid methods are highly adaptable and can be configured to suit a range of crossing types, including road, rail, creek, and utility corridor installations. They are particularly effective in scenarios where:\u003C/p>\n\u003Cul class=\"py-4\">\n\u003Cli>Alignment accuracy is critical, but ground conditions prevent HDD or auger boring methods alone.\u003C/li>\n\u003Cli>Vertical cover is limited and requires precise grade control.\u003C/li>\n\u003Cli>Mixed-face or high-resistance soils (e.g. cobbles, fractured rock, saturated sand) would otherwise compromise a single method.\u003C/li>\n\u003Cli>Surface disruption must be minimised due to environmental or third-party constraints. For example, a guided pilot bore may be used to accurately pass beneath an active rail line, after which pipe ramming is used to install a steel casing with minimal vibration and controlled advance.\u003C/li>\n\u003C/ul>\n\u003Cp>As hybrid installations involve the application of multiple trenchless methods, tooling and equipment must be selected to accommodate the transition between the applied methods. This duality in design extends to other components of the crossing, including pipe specification and ground conditions. In particular, the dimensions, wall thickness, and entry angles of the casing pipe must be compatible across all phases of the installation. Similarly, the geotechnical profile of the crossing must be considered in order to anticipate the ground behaviour and its influence on each method and at each stage of the crossing.\u003C/p>\n\u003Cp>Hybrid trenchless designs, integrating multiple methods, require early planning to address construction footprint, staging, and operational needs. Workspace layout, equipment access, pipe stringing, and pit construction must account for variability across methods. Staging plans should accommodate equipment transitions between trenchless techniques, ensuring adequate clearances to prevent conflicts between guided and non-steerable components. Sequencing, method transitions, and equipment setup are primarily driven by ground conditions and geometric constraints, rather than the trenchless method itself.\u003C/p>\n\u003Cp>Though complex to plan and execute, hybrid approaches offer unparalleled flexibility and technical precision in challenging environments where conventional trenchless methods pose unacceptable risks. When properly designed, they combine the accuracy of guided technologies with the reliability of mechanical installation methods for optimal outcomes.\u003C/p>\n","https://fps.borely.com/wp-content/uploads/2025/06/pilot-tube-guided-boring-vacuum-hybrid-trenchless-method-future-proof-solutions.jpg","\u003Ch3 class=\"section-title mb-5\">Guidelines & Design Standards\u003C/h3>\n\u003Cp>Future Proof Solutions delivers trenchless designs and supporting engineering in accordance with the internationally recognised and documented trenchless design standards.\u003C/p>\n\u003Cul class=\"py-4\">\n\u003Cli>ASCE Manuals and Reports on Engineering Practice No. 133 – Pilot Tube and Other Guided Boring Methods 1st Ed (2017)\u003C/li>\n\u003C/ul>\n\u003Cp>Hybrid trenchless methods combine the precision, flexibility, and strength needed to overcome some of the most demanding installation conditions. By integrating multiple techniques into a unified construction process, they allow for accurate, reliable, and low-risk crossings in environments that challenge traditional methods. Future Proof Solutions offers expert hybrid design, sequencing, and construction planning tailored to your project’s technical and operational needs. Let us help you engineer the right combination to deliver your next trenchless crossing with 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