1 Scope
NOTE This standard covers the design, furnishing, installation, monitoring, and removal of temporary and permanent excavation support systems and the associated groundwater control (dewatering) required to construct deep excavations. (1.1)
NOTE This standard applies to excavations exceeding 5 ft in depth, and to any excavation in soil or groundwater conditions that requires an engineered protective system regardless of depth. (1.2)
NOTE Excavation support systems within scope include sloping and benching, trench boxes and shields, aluminum hydraulic shoring, soldier pile and lagging walls, steel sheet piling, secant and tangent pile walls, soil-mixed walls, slurry (diaphragm) walls, and soil nail walls. (1.3)
NOTE Lateral support systems within scope include cantilevered walls, internal bracing (struts, rakers, cross-lot and corner bracing), and tieback ground anchors with their proof, performance, and creep testing. (1.4)
NOTE Groundwater control within scope includes sump pumping, wellpoint systems, deep well systems, eductor (vacuum) well systems, cut-off walls used for hydraulic control, and the discharge handling and permitting associated with each. (1.5)
NOTE Instrumentation and monitoring within scope includes inclinometers, settlement monuments, piezometers, tiltmeters, survey benchmarks, and vibration monitoring, together with the trigger, action, and abort levels that govern the response to observed movement. (1.6)
1.7The Contractor shall retain a licensed professional engineer to design every support and dewatering system that this standard or the governing code requires to be engineered.
1.8The excavation support and dewatering systems shall be designed using the site-specific geotechnical investigation report prepared for the Project.
1.9Excavation support and dewatering are means and methods that remain the Contractor's responsibility unless the Contract Documents assign a specific permanent system to the design of record.
NOTE Soil nail walls occupy the boundary between temporary support and permanent retaining construction. (1.9.1)
NOTE A soil nail wall built only to permit excavation and removed or abandoned at completion is within this standard; a soil nail wall that serves a permanent retaining function is outside this standard and shall be designed and detailed under
Retaining Walls.
(1.9.2) 2 Referenced Standards
2.1Materials, design, installation, and testing shall comply with the latest adopted edition of each of the following unless a specific edition is cited or the authority having jurisdiction adopts a different edition.
2.2Where referenced standards conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
| Standard |
Title |
| 29 CFR 1926 Subpart P |
OSHA Excavations (1926.650-1926.652, Appendices A-F) |
| IBC 2021 |
International Building Code (Section 1803 Geotechnical Investigations; Section 1805 Foundation Design) |
| ASCE 7-22 |
Minimum Design Loads and Associated Criteria for Buildings and Other Structures |
| ASTM A328/A328M |
Steel Sheet Piling |
| ASTM A572/A572M |
High-Strength Low-Alloy Columbium-Vanadium Structural Steel |
| ASTM A36/A36M |
Carbon Structural Steel |
| ASTM D1785 |
Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120 |
| ASTM D1587 |
Thin-Walled Tube Sampling of Fine-Grained Soils for Geotechnical Purposes |
| ASTM D4044 |
Field Procedures for Instantaneous Change in Head (Slug) Tests for Aquifer Properties |
| ASTM D4050 |
Field Procedure for Withdrawal and Injection Well Tests for Aquifer Properties |
| ASTM D4700 |
Soil Sampling from the Vadose Zone |
| PTI DC35.1 |
Recommendations for Prestressed Rock and Soil Anchors |
| PTI DC80.3 |
Specification for Unbonded Single Strand Tendons |
| FHWA NHI-14-007 |
Geotechnical Engineering Circular No. 4 - Ground Anchors and Anchored Systems |
| FHWA NHI-06-006 |
Geotechnical Engineering Circular No. 7 - Design and Construction of Driven Pile Foundations |
| FHWA SA-97-073 |
Manual on Design and Construction Monitoring of Soil Nail Walls |
3 Submittals
3.1 Action Submittals
3.1.1The Contractor shall submit the following action items for review before any excavation support or dewatering work begins:
- Excavation support system design drawings and calculations sealed by the design engineer
- Dewatering system design, including predicted drawdown, flow rate, and well or wellpoint layout
- Tieback ground anchor design, including bond length, unbonded length, inclination, and lock-off load
- Internal bracing design, including strut and raker sizing, preload values, and bracing sequence
- Excavation and bracing or anchoring sequence drawings
- Instrumentation and monitoring plan with trigger, action, and abort levels
- Mill certificates for sheet piling, soldier piles, wales, struts, and anchor tendons
- Dewatering discharge plan and applicable discharge permit or permit application
☑ Support system design drawings and calculations (PE sealed)
☑ Dewatering system design (drawdown, flow, layout)
☐ Tieback anchor design (bond, unbonded length, lock-off)
☐ Internal bracing design (sizing, preload, sequence)
☑ Excavation and support sequence drawings
☑ Instrumentation and monitoring plan
☐ Mill certificates for steel and tendons
☐ Dewatering discharge plan and permit
3.2.1The Contractor shall submit the following informational items:
- Qualifications of the design engineer and the specialty support and dewatering subcontractors
- Pre-excavation condition survey of adjacent structures, utilities, and pavements, including photographs and crack mapping
- Utility location records for the work area and the zone of influence
- Anchor testing program describing proof, performance, and creep test procedures and acceptance criteria
- Manufacturer data for trench boxes, shields, and hydraulic shoring, including tabulated capacities and depth ratings
☑ Designer and subcontractor qualifications
☑ Pre-excavation adjacent condition survey
☑ Utility location records
☑ Anchor testing program and acceptance criteria
☑ Manufacturer data for shields and shoring
3.3 Closeout Submittals
3.3.1The Contractor shall submit the following closeout items:
- Record drawings showing as-built support system geometry and any anchors or elements left in place
- Final monitoring data report with movement and settlement history through completion
- Tieback load test reports and lock-off load records with load cell verification
- Dewatering operation log, including discharge volumes and any treatment performed
- Documentation of anchor or wall steel left permanently in the ground and its location relative to property lines
☑ As-built record drawings (system and elements left in place)
☑ Final monitoring data report
☑ Tieback load test and lock-off records
☑ Dewatering operation and discharge log
☑ Record of elements left permanently in ground
4 Quality Assurance
4.1 Design Responsibility
4.1.1Excavations deeper than 20 ft shall have their protective system designed by a registered professional engineer, as required by OSHA 1926.652(b)(1)(ii).
4.1.2OSHA Appendix B tabulated shoring data is valid only to a depth of 20 ft and shall not be used to justify a system deeper than 20 ft.
4.1.3The support system design engineer shall be licensed in the jurisdiction of the Project.
4.1.4The dewatering system design shall be prepared by an engineer experienced in groundwater control and based on the measured or estimated hydraulic conductivity of the affected strata.
4.2 Geotechnical Basis of Design
NOTE A site-specific geotechnical investigation report is required by IBC Section 1803 and by every engineered support and dewatering design; selecting a system without it is the most common and most consequential omission on deep-excavation projects. (4.2.1)
4.2.2The support and dewatering designs shall reference the boring logs, soil classification, groundwater elevations, and hydraulic conductivity values from the Project geotechnical report.
4.2.3Soil sampling supporting the geotechnical report shall follow ASTM D1587 for thin-walled tube samples and ASTM D4700 for vadose-zone sampling.
4.2.4Where the dewatering design depends on aquifer properties, those properties shall be established by slug testing per ASTM D4044 or pumping testing per ASTM D4050.
4.3 Soil Classification
NOTE OSHA classifies soil for sloping and shoring selection as Type A (cohesive, unconfined compressive strength ≥ 1.5 tsf, no fissures), Type B (0.5 to 1.5 tsf or granular), and Type C (less than 0.5 tsf, or submerged or otherwise unstable). (4.3.1)
NOTE Maximum allowable slope by OSHA soil type, for excavations to 20 ft, is 3/4H:1V for Type A, 1H:1V for Type B, and 1.5H:1V for Type C. (4.3.2)
4.3.3A competent person shall classify the soil before each shift and reclassify it whenever conditions change.
○ Type A (cohesive, ≥ 1.5 tsf)
● Type B (0.5 to 1.5 tsf or granular)
○ Type C (< 0.5 tsf, submerged, or unstable)
4.4 Inspection
4.4.1A competent person shall inspect the excavation, the adjacent areas, and the protective systems daily, before each shift, and after every rainstorm or other hazard-increasing event, as required by OSHA 1926.651(k).
4.4.2The support system design engineer shall observe the installation of each new wall or bracing level and confirm conformance with the design before excavation proceeds below that level.
5 Environmental and Service Conditions
5.1 Protection of Adjacent Construction
NOTE Lateral wall movement and dewatering drawdown both transmit settlement to adjacent structures, utilities, and pavements; the support and dewatering systems share one job, which is to keep that settlement below the tolerance of the adjacent construction. (5.1.1)
5.1.2A pre-excavation condition survey of adjacent structures, utilities, and pavements shall be performed and documented with photographs and crack mapping before any work begins.
5.1.3Underground utilities within the work area and within the zone of influence shall be located and marked before excavation.
5.1.4The support system shall limit lateral movement so that the angular distortion of adjacent framed construction does not exceed L/500, and of adjacent load-bearing masonry does not exceed L/750.
● L/500 (framed construction)
○ L/750 (load-bearing masonry)
○ L/1000 (settlement-sensitive or historic structure)
5.2 Corrosion and Service Life
NOTE A temporary support element removed or abandoned at completion has a short design life and needs no permanent corrosion protection; a permanent element carries load for the structure's service life and shall be protected accordingly. (5.2.1)
5.2.2Permanent ground anchors and permanent wall steel shall be protected against corrosion by galvanizing, epoxy coating, or full encapsulation appropriate to the soil chemistry.
● Temporary (construction duration only)
○ Permanent (incorporated into the structure)
None (temporary system)
Hot-dip galvanizing
Fusion-bonded epoxy coating
Double-corrosion-protection encapsulation
6 Support System Selection
NOTE The choice among open-cut sloping, a disposable or reusable shield, and an engineered shoring wall is driven by excavation depth, soil and groundwater conditions, and how close the cut comes to structures or property lines. (6.1)
NOTE Sloping or benching is the simplest system but consumes the most lateral space; it is rarely feasible on a constrained urban site. (6.2)
NOTE A trench box or shield protects workers inside a trench but provides no support to the trench walls themselves and does not control settlement outside the box. (6.3)
NOTE An engineered shoring wall is required where the excavation is deep, the soil is unstable, or settlement-sensitive construction is close enough that an unsupported or sloped cut would damage it. (6.4)
6.5The excavation support system shall be selected to suit the geotechnical conditions, the excavation depth and geometry, and the proximity and sensitivity of adjacent construction.
○ Sloping or benching (open cut)
● Trench box or shield
○ Aluminum hydraulic shoring
○ Engineered shoring wall
6.6 Shoring Wall Type
NOTE Shoring wall selection turns mainly on soil permeability and the settlement sensitivity of what is nearby: an open system such as soldier pile and lagging is economical in firm soils above the water table, while a closed system such as sheet piling, secant piles, or a slurry wall is needed where groundwater or settlement control demands a continuous, low-permeability face. (6.6.1)
NOTE Soldier pile and lagging is an open wall: vertical steel piles at intervals with lagging spanning between them, leaving gaps that pass soil and water unless they are sealed. (6.6.2)
NOTE Steel sheet piling is a continuous interlocking wall well suited to high groundwater and to sites needing a water cut-off. (6.6.3)
NOTE Secant and tangent pile walls are continuous walls of overlapping bored piles, used for deep excavations next to settlement-sensitive structures. (6.6.4)
NOTE A soil-mixed wall is built by overlapping auger-mixed soil-cement columns with steel sections inserted while the mix is fluid. (6.6.5)
NOTE A slurry (diaphragm) wall is a continuous reinforced-concrete wall cast in a bentonite-supported trench, used for the deepest and most settlement-critical excavations. (6.6.6)
6.6.7The selected shoring wall type shall provide a face whose permeability and stiffness suit the groundwater regime and the settlement tolerance of the adjacent construction.
Soldier pile and timber lagging
Soldier pile and precast concrete lagging
Soldier pile and shotcrete lagging
Steel sheet piling
Secant pile wall
Tangent pile wall
Soil-mixed wall (SMW)
Slurry (diaphragm) wall
Soil nail wall (temporary)
6.7 Lateral Support Method
NOTE A wall may stand as a cantilever, lean on internal bracing, or be held by tieback anchors; the choice is set by depth, by the room available for struts inside the cut, and by whether anchors may extend beyond the property line. (6.7.1)
NOTE A cantilevered wall needs no bracing or anchors but is limited to shallow excavations because deflection grows quickly with depth. (6.7.2)
NOTE Internal bracing keeps all work within the site but obstructs the excavation and complicates the permanent structure built around it. (6.7.3)
NOTE Tieback anchors leave the excavation clear but extend beyond the wall and require subsurface easement rights wherever they cross a property line. (6.7.4)
6.7.5Tieback anchors shall not be installed beyond the property line unless a subsurface easement or right-of-entry has been secured from the affected adjacent owner.
6.7.6The lateral support method shall be designed for the lateral earth pressures and surcharge loads determined in accordance with ASCE 7-22 and the Project geotechnical report.
○ Cantilevered (no bracing or anchors)
○ Internal bracing (struts and rakers)
● Tieback ground anchors
○ Combined bracing and anchors
7 Soldier Pile and Lagging Walls
NOTE A soldier pile and lagging wall is the economical default in firm soils above the water table, but its open lagging gaps are also its principal weakness where groundwater is present. (7.1)
7.2Soldier piles shall be ASTM A572 Grade 50 or ASTM A36 wide-flange (H-pile) sections, installed by drilling and grouting or by driving.
NOTE Soldier pile spacing typically ranges from 6 to 10 ft on center, with 8 ft on center a common starting point in medium-dense granular soils. (7.3)
● ASTM A572 Grade 50 (Fy = 50 ksi)
○ ASTM A36 (Fy = 36 ksi)
● Drilled and concreted in place
○ Driven
7.4 Lagging
NOTE Lagging spans horizontally between soldier piles to retain the soil exposed as the excavation advances. (7.4.1)
7.4.2Timber lagging shall be a minimum 3 in. nominal thickness for spans up to 8 ft in Type B soils, and a minimum 4 in. nominal thickness in Type C or soft conditions.
NOTE Open lagging in high-groundwater conditions allows soil and water to migrate through the gaps; unless the gaps are sealed, the wall loses ground behind it and adjacent settlement follows. (7.4.3)
7.4.4Where groundwater is present behind a soldier pile and lagging wall, the gaps between lagging boards shall be sealed with filter fabric or lean-mix grout to prevent soil and water migration.
Rough-sawn timber (Douglas fir or southern yellow pine)
Precast concrete panels
Shotcrete
● 3 in. (spans to 8 ft, Type B)
○ 4 in. (Type C or soft conditions)
8 Steel Sheet Piling
NOTE Steel sheet piling forms a continuous interlocking wall that both retains soil and cuts off groundwater, which makes it the common choice below the water table. (8.1)
8.2Sheet piling shall conform to ASTM A328 with a minimum yield strength of 38.5 ksi, or to ASTM A572 Grade 50 where higher strength is specified.
8.3Sheet piles shall be installed with their interlocks fully engaged for the full driven length to maintain wall continuity and the water cut-off.
NOTE Vibratory or impact driving of sheet piles transmits ground vibration that can crack masonry and damage buried utilities, so driving near existing structures shall be monitored rather than assumed safe. (8.4)
8.5Where sheet piles are driven within the influence zone of existing structures or utilities, vibration monitoring shall be performed and driving shall stop if the measured peak particle velocity exceeds the established limit.
PZ / PZC hot-rolled Z-section
PS hot-rolled straight-web section
AZ cold-formed Z-section
● Vibratory driving
○ Impact driving
○ Press-in (silent) installation
● Required (structures or utilities within influence zone)
○ Not required (no adjacent structures)
9 Tieback Ground Anchors
NOTE Tieback ground anchors hold a wall by transferring its lateral load through a prestressed tendon to a grouted bond zone in competent soil or rock, leaving the excavation clear of internal bracing. (9.1)
9.2Tieback design and testing shall conform to PTI DC35.1 and FHWA NHI-14-007; unbonded single-strand tendons shall additionally conform to PTI DC80.3.
NOTE An anchor has a bond length that develops capacity in competent ground and an unbonded (free) length that transfers load past the failure surface; placing the bond zone short of competent ground is the classic anchor design error. (9.3)
9.4The unbonded length shall extend at least 5 ft beyond the theoretical failure plane into competent material, with typical unbonded lengths between 15 and 40 ft.
9.5Anchors shall be locked off at 80 percent of the design load unless the design engineer specifies otherwise.
● Strand tendon (prestressing strand)
○ Bar tendon (threaded bar)
9.6 Anchor Testing
NOTE Anchor testing exists because a grouted bond zone cannot be inspected; the load test is the only proof that the anchor will hold, so the acceptance criteria and the remedy for a failed anchor shall both be stated explicitly. (9.6.1)
9.6.2Every production anchor shall be proof tested to a minimum of 1.33 times its design load.
9.6.3Selected anchors shall be performance tested over five load cycles to a minimum of 1.5 times the design load, in the quantity and locations directed by the design engineer.
9.6.4Anchors in creep-susceptible soils shall be subjected to an extended creep test, with the acceptable creep movement limited per PTI DC35.1.
9.6.5An anchor that fails its proof or performance test shall be re-grouted and re-tested, or replaced, to the satisfaction of the design engineer.
9.6.6Each accepted anchor's lock-off load shall be documented and verified with a load cell or equivalent measurement.
Proof test (1.33 x design load)
Performance test (1.5 x design load, 5 cycles)
Extended creep test
1.21.5
Default: 1.33 x design load
10 Internal Bracing
NOTE Internal bracing supports a wall with compression members inside the excavation when anchors are precluded by property lines or subsurface obstructions, accepting the obstruction the bracing creates inside the cut. (10.1)
10.2Cross-lot struts, corner braces, and rakers shall be ASTM A572 Grade 50 or ASTM A36 wide-flange or pipe sections sized by the design engineer for the design lateral load.
10.3Struts shall be preloaded to the value shown on the bracing design to engage the wall and limit deflection before further excavation proceeds below the strut level.
Cross-lot struts (wall to wall)
Corner braces and corner wales
Rakers to base footings
Combined struts and rakers
11 Aluminum Hydraulic Shoring and Shields
NOTE Pre-engineered trench shields and aluminum hydraulic shoring protect workers in trenches without a full engineered wall, within the depth and soil limits of the manufacturer's tabulated data. (11.1)
11.2Trench shields and shoring shall be selected from the manufacturer's tabulated capacities for the actual trench depth and OSHA soil type, and shall not be used beyond their rated depth.
11.3Aluminum hydraulic shoring cylinders shall develop a minimum axial capacity of 18,000 lb for 2 in. cylinders and 30,000 lb for 3 in. cylinders, per OSHA 1926 Subpart P Appendix D.
● Trench box (steel)
○ Trench box (aluminum)
○ Slide-rail shield system
○ Aluminum hydraulic shoring
● 2 in. (min 18,000 lb axial)
○ 3 in. (min 30,000 lb axial)
12 Dewatering
NOTE Dewatering lowers the groundwater table so the excavation can be made and the subgrade kept stable and dry; the method that fits a site is governed first by the soil's hydraulic conductivity and then by the required drawdown depth. (12.1)
NOTE The available methods, ordered by the soil permeability and drawdown each suits, are: (12.2)
- Sump pumping collects water in a pit and pumps it out; it suits high-permeability gravels where hydraulic conductivity exceeds about 10^-2 cm/s.
- Wellpoint systems use closely spaced shallow wells on a vacuum header and suit sands with hydraulic conductivity from about 10^-4 to 10^-2 cm/s, but a single stage can lower water only about 15 to 18 ft.
- Deep well systems use individually pumped boreholes and can lower water 30 to 100 ft or more, making them the choice for deep drawdown in permeable soils.
- Eductor (vacuum) well systems use a high-pressure circulating water loop with no moving parts in the well and reach into low-permeability silts from about 10^-6 to 10^-4 cm/s where wellpoints lose suction.
- Electro-osmosis dewaters very low permeability clays by applying a direct current; it is a specialty method rarely used in standard commercial construction and is included here only for completeness.
12.3The dewatering method shall be selected to suit the hydraulic conductivity of the dewatered strata and the required drawdown depth, as established by the Project geotechnical and aquifer testing data.
Sump pumping (gravels, k > 1e-2 cm/s)
Wellpoint system (sands, k 1e-4 to 1e-2 cm/s)
Deep well system (permeable, deep drawdown)
Eductor / vacuum well (silts, k 1e-6 to 1e-4 cm/s)
Cut-off wall (hydraulic exclusion)
12.4 Wellpoint Systems
12.4.2Where the required drawdown exceeds the single-stage limit of about 15 to 18 ft, the wellpoint system shall be installed in multiple stages.
12.4.3Wellpoint and header materials in contact with groundwater shall be PVC conforming to ASTM D1785 or equivalent corrosion-resistant material.
12.5 Deep Well Systems
12.5.1Deep wells shall be drilled to a diameter of 6 to 12 in. and fitted with a slotted PVC or HDPE screen sized to the surrounding soil gradation.
12.5.2Each deep well shall be equipped with an electric submersible turbine pump set 3 to 5 ft above the bottom of the screen.
12.6 Dewatering Discharge
NOTE Pumped groundwater is a regulated discharge; failing to secure the discharge permit and treatment before mobilizing is a frequent cause of project delay. (12.6.1)
12.6.2Dewatering discharge shall be covered by an NPDES stormwater permit, a local municipal permit, or a sewer discharge agreement, as required by the authority having jurisdiction, before pumping begins.
12.6.3Where the discharge requires treatment, the water shall be treated for sediment, turbidity, and pH to the permit limits before it leaves the site.
12.6.4The discharge point, route, and pump capacity shall be coordinated with the civil site drainage so a pump failure does not flood the excavation or adjacent property.
NPDES-permitted surface water discharge
Municipal storm sewer (permitted)
Sanitary sewer (discharge agreement)
On-site infiltration or recharge
☑ Sedimentation (settling tank or basin)
☐ pH adjustment
☐ Turbidity reduction (filtration or flocculation)
13 Instrumentation and Monitoring
NOTE Instrumentation turns wall and ground movement from an after-the-fact discovery into a measured trend; the value of the program is the pre-set trigger, action, and abort levels that tell the team when to slow down, intervene, or stop. (13.1)
13.2A monitoring program shall be established with inclinometers to measure lateral wall movement, settlement monuments on adjacent structures and grade, and piezometers to track groundwater response.
13.3Trigger, action, and abort levels shall be defined for each instrument, with the response to each level stated in the monitoring plan.
13.4Inclinometers shall be read daily during active excavation within one excavation width of the wall, and weekly during bracing or anchor installation.
13.5A trigger level of 0.5 in. and an action level of 1.0 in. of lateral movement shall apply unless the design engineer specifies project-specific levels.
13.6Settlement monuments at adjacent structures shall trigger review at an angular distortion of L/500 for framed construction and L/750 for load-bearing masonry.
13.7Where drawdown occurs near existing buildings founded in fine-grained soils, settlement monitoring shall be performed because consolidation settlement from dewatering can damage adjacent structures on shallow foundations.
☑ Inclinometers (lateral wall movement)
☑ Settlement monuments (adjacent structures and grade)
☑ Piezometers (groundwater response)
☐ Tiltmeters (adjacent structure rotation)
☑ Survey benchmarks (reference)
☐ Vibration monitors (during driving)
14 Installation
14.1 Sequence of Construction
NOTE The excavation and support sequence ties together every system in this standard: the wall, the bracing or anchors, and the dewatering are installed in an interleaved order that keeps the cut stable at every stage. (14.1.1)
14.1.2Excavation shall not proceed below any bracing or anchor level until that bracing or anchor has been installed, preloaded or stressed, and accepted.
14.1.3Dewatering shall achieve and demonstrate the required drawdown before excavation proceeds below the groundwater table.
14.1.4Where staged berms are used to support a wall during raker or anchor installation, the berms shall be maintained until the supporting elements are in place and accepted.
● Top-down (support installed as excavation descends)
○ Bottom-up (open cut, then build)
○ Berm-staged (perimeter berm retained during support installation)
14.2 Dewatering Acceptance
14.2.1The dewatering system shall demonstrate stable drawdown to the required elevation for a continuous period of 24 to 48 hours before excavation proceeds below the groundwater table.
14.2.2Standby pumping capacity and backup power shall be provided so that a pump or power failure does not allow the groundwater to rebound into the open excavation.
15 Delivery, Storage, and Handling
15.1Steel sheet piling, soldier piles, wales, struts, and anchor tendons shall be stored off the ground on dunnage and protected from damage that would impair interlock engagement, straightness, or coating.
15.2Prestressing tendons and their corrosion-protection sheathing shall be protected from mechanical damage, kinking, and contamination before installation.
15.3Dewatering pumps, wellpoints, and header pipe shall be stored to keep screens and interlocks free of debris that would reduce flow.
16 Removal and Restoration
16.1Temporary support elements no longer needed shall be removed unless the Contract Documents permit them to be cut off and abandoned in place.
16.2Elements left permanently in the ground shall be documented on the record drawings with their location relative to the property lines, particularly tieback anchors that extend beyond the site boundary.
16.3Voids left by extracted sheet piles, soldier piles, or wellpoints shall be backfilled and compacted to prevent surface settlement, in accordance with Earthwork. 16.4Dewatering shall be discontinued in a controlled manner that allows the groundwater to recover without inducing uplift on the completed permanent construction.
● Fully removed
○ Cut off below subgrade and abandoned in place
○ Incorporated into permanent structure
17 Warranty
17.1The Contractor shall warrant the excavation support and dewatering systems against failure to perform their protective function for the duration of the excavation and until the permanent construction provides equivalent support and groundwater control.
17.2Permanent support elements incorporated into the structure shall carry the warranty applicable to the permanent work into which they are incorporated.