1 Scope
NOTE This standard covers the design basis, materials, installation, and field testing of foundation drainage systems serving below-grade structures. (1.1)
NOTE The system encompasses the perimeter footing drain, the prepared open-graded aggregate envelope around that drain, the nonwoven geotextile filter fabric separating the envelope from adjacent soil, prefabricated dimpled drainage composites installed against waterproofed foundation walls, the sub-slab granular drainage layer beneath slabs on grade in hydrostatic conditions, cleanouts and observation ports, sump pits with simplex or duplex pumps where gravity discharge is not feasible, and the discharge piping to its approved outlet — daylight, a dry well, or a storm drainage system. (1.2)
NOTE Foundation drainage and below-grade waterproofing are complementary, not interchangeable. (1.3)
NOTE Waterproofing keeps water out of the structure; drainage relieves hydrostatic head before water reaches the waterproofing. (1.4)
NOTE An assembly that omits drainage and relies on the waterproofing membrane alone forces the membrane to resist standing head over its full service life, which is a service condition that drives down membrane reliability and shortens the useful life of the assembly. (1.5)
NOTE Conversely, an assembly that omits or undersizes the waterproofing and relies on drainage alone will fail under any condition that overwhelms the drainage capacity (clogged outlet, heavy storm event, pump failure, frozen daylight discharge, rising groundwater table). (1.6)
NOTE The correct design approach for any below-grade assembly subject to hydrostatic or intermittently hydrostatic conditions is a complete system: waterproofing plus drainage plus a redundant interior collection or sump capacity. (1.7)
1.9 The Engineer of Record shall establish the design groundwater elevation and the expected seasonal high water table elevation from a site-specific geotechnical investigation.
1.10 The drainage system shall be designed for the seasonal high water condition, not for the average groundwater elevation.
NOTE A perimeter drain sized for average conditions will be overwhelmed during the spring thaw or extended rain events that produce the design loading the system exists to manage. (1.11)
1.12 Coordinate site grading, backfill, and the structural compaction zone with Earthwork; coordinate the drainage envelope aggregate gradation with Aggregate Base Course; coordinate the downstream piping and outlet point with Storm Drainage. 2 Referenced Standards
2.1 Materials, testing, and installation shall comply with the current edition of the following standards.
NOTE Where contract documents or referenced standards conflict, the more stringent requirement governs unless the Engineer of Record directs otherwise in writing. (2.2)
| Standard |
Title |
| IBC Section 1805.4 |
Foundation Drainage (International Building Code) |
| IRC Section R405 |
Foundation Drainage (International Residential Code) |
| ASTM F405 |
Standard Specification for Corrugated Polyethylene (PE) Pipe and Fittings (3 in. through 6 in.) |
| ASTM F667 |
Standard Specification for 3 through 24 in. Corrugated Polyethylene Pipe and Fittings |
| ASTM F758 |
Standard Specification for Smooth-Wall Poly(Vinyl Chloride) (PVC) Plastic Underdrain Systems for Highway, Airport, and Similar Drainage |
| ASTM D3034 |
Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings |
| ASTM F949 |
Standard Specification for Poly(Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings |
| AASHTO M252 |
Standard Specification for Corrugated Polyethylene Drainage Pipe |
| AASHTO M294 |
Standard Specification for Corrugated Polyethylene Pipe, 12 in. to 60 in. Diameter |
| ASTM D7001 |
Standard Specification for Geocomposites for Pavement Edge Drains and Other High-Flow Applications |
| ASTM D6707 |
Standard Specification for Circular-Knit Geotextile for Use in Subsurface Drainage Applications |
| ASTM D7140 |
Standard Test Method to Measure Resistance of Geosynthetic Drainage Composites to Compressive Creep |
| ASTM D4716 |
Standard Test Method for Determining the (In-Plane) Flow Rate per Unit Width and Hydraulic Transmissivity of a Geosynthetic Using a Constant Head |
| ASTM D5101 |
Standard Test Method for Measuring the Filtration Compatibility of Soil-Geotextile Systems (Gradient Ratio) |
| ASTM D4491 |
Standard Test Methods for Water Permeability of Geotextiles by Permittivity |
| ASTM D4751 |
Standard Test Methods for Determining Apparent Opening Size of a Geotextile |
| ASTM D4632 |
Standard Test Method for Grab Breaking Load and Elongation of Geotextiles |
| ASTM D4833 |
Standard Test Method for Index Puncture Resistance of Geomembranes and Related Products |
| ASTM D698 |
Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort |
3 Submittals
3.1 Action Submittals
3.1.1 The Contractor shall submit the following for the Engineer's review and approval prior to procurement or installation of any foundation drainage materials.
3.1.2 No portion of the drainage installation shall proceed until the corresponding submittals have been reviewed and returned.
- Manufacturer's product data sheets for drain pipe, fittings, cleanouts, drainage composite, geotextile filter fabric, and sump pump assemblies, including published flow capacity, perforation pattern, joint type, and chemical resistance
- Aggregate gradation report from the supplier confirming compliance with the specified open-graded gradation, dated within 6 months of delivery
- Geotextile filter fabric test reports demonstrating compliance with the specified AOS (ASTM D4751), permittivity (ASTM D4491), grab tensile (ASTM D4632), and puncture resistance (ASTM D4833)
- Drainage composite test reports demonstrating in-plane transmissivity at the design overburden pressure (ASTM D4716) and compressive creep resistance (ASTM D7140)
- Filtration compatibility evaluation per ASTM D5101 (gradient ratio) where in-situ soils are fine-grained, dispersive, or otherwise of questionable compatibility with the proposed filter fabric
- Sump pump cut sheets including curve, motor data, controls, float and alarm system, and basin or pit dimensions
- Shop drawings showing perimeter drain alignment, invert elevations at corners and cleanouts, slope, cleanout locations, sump pit location, discharge piping routing, and daylight or connection point to the storm drainage system
- Installer qualifications
☑ Product data for drain pipe, fittings, cleanouts
☐ Aggregate gradation report (dated within 6 months)
☐ Geotextile test reports — AOS, permittivity, tensile, puncture
☐ Drainage composite test reports — transmissivity and creep
☐ Filtration compatibility evaluation per ASTM D5101
☐ Sump pump cut sheets and control diagram
☐ Shop drawings — alignments, inverts, cleanouts, discharge
☐ Installer qualifications
3.2 Closeout Submittals
3.2.1 The Contractor shall provide the following at substantial completion before the foundation drainage system is accepted.
- Record drawings showing as-installed perimeter drain alignment, invert elevations at corners and cleanouts, cleanout locations, sump pit location, and discharge point
- Functional flow test report signed by the testing technician
- Sump pump start-up report, including pump down test, alarm verification, and float setpoint documentation
- Manufacturer's written warranty for sump pumps, controls, and check valves running to the Owner
- Operation and maintenance manual covering sump pump operation, cleanout access locations, recommended inspection intervals, and discharge outlet inspection procedure
☐ Record drawings — as-installed alignment, inverts, cleanouts, discharge
☑ Functional flow test report signed by testing technician
☐ Sump pump start-up report — pump down test, alarm, float setpoints
☐ Manufacturer's written warranty for sump pumps, controls, check valves
☑ Operation and maintenance manual
4 Quality Assurance
4.1 Installer Qualifications
4.1.1 Foundation drainage shall be installed by a Contractor experienced in below-grade drainage work who can demonstrate completion of similar projects of comparable scope and groundwater conditions.
4.1.2 The Contractor responsible for sump pump and electrical control installation shall be a licensed plumbing and electrical subcontractor where required by the Authority Having Jurisdiction.
4.2 Pre-Installation Conference
4.2.1 A pre-installation conference shall be held on-site before drainage installation begins.
4.2.2 The conference shall include the Owner's Representative or Engineer, the General Contractor, the excavation and earthwork subcontractor, the waterproofing subcontractor, and the drainage installer.
4.2.3 Conference topics shall include sequencing between excavation, waterproofing, drainage envelope placement, and backfill; coordination of the perimeter drain invert with the bottom-of-footing elevation; protection of the waterproofing membrane during drainage installation; cleanout locations; sump and discharge tie-in; and the functional flow test plan.
4.2.4 Minutes shall be recorded and distributed.
NOTE The pre-installation conference is the most cost-effective quality step in foundation drainage; the most common failure modes — backfall, fines migration into the envelope, an envelope that ends short of the perimeter without daylight, and a sump never wired to its alarm — are sequencing and coordination errors that surface at this conference if it is held. (4.2.5)
4.3 Regulatory Inspection
4.3.1 The installed foundation drainage system, including the perimeter drain, aggregate envelope, and filter fabric, shall be available for inspection by the Authority Having Jurisdiction before being covered by backfill.
4.3.2 The Contractor shall coordinate inspection timing so that the inspector can verify pipe slope, invert elevation, envelope dimensions, fabric coverage, and cleanout location before any concealing work proceeds.
5 Design Basis
5.1 Hydrostatic Condition
NOTE The design groundwater condition established for the
Below Grade Waterproofing scope governs the drainage system design.
(5.1.1) 5.1.2 The drainage system shall be sized for the seasonal high water table elevation reported in the geotechnical investigation, not the average elevation.
5.1.3 Design Groundwater Condition Datasheet
○ Non-hydrostatic — groundwater table is at least 6 ft below lowest slab; perimeter drain is a code-required protection against perched water and roof/grade runoff
● Intermittently hydrostatic — seasonal high water table reaches below-grade assembly; perimeter drain is the primary head-relief system
○ Continuously hydrostatic — groundwater table is at or above the lowest slab elevation; full drainage envelope plus sub-slab drainage layer required
Per drawings
5.2 Discharge Method
NOTE The single most important decision in foundation drainage system layout — after the decision to provide drainage at all — is the discharge method. (5.2.1)
NOTE IRC Section R405.1 and IBC Section 1805.4 require the perimeter drain to discharge by gravity or mechanical means into an approved drainage system. (5.2.2)
NOTE The three viable discharge methods are gravity discharge to daylight, gravity discharge to a storm sewer or storm drainage system, and pumped discharge from a sump pit. (5.2.3)
NOTE Local jurisdiction rules vary on which methods are permitted and on whether sump discharge to a sanitary sewer is allowed (it is generally prohibited). (5.2.4)
NOTE Gravity discharge is always preferred over pumped discharge where the site permits, because a gravity outlet has no moving parts, no power dependency, and no service life limit, whereas a pumped outlet depends on a sump pump of finite service life (typically 5 to 10 years for a residential simplex pump and longer for commercial duplex units), on continuous electrical service, and on the alarm system being maintained. (5.2.5)
NOTE Pump failure is one of the most common causes of below-grade water entry; pump backup (battery, generator, or duplex) is therefore mandatory in any application where flooding from pump failure would result in significant property loss. (5.2.6)
5.2.7 Discharge Method Datasheet
○ Gravity discharge to daylight — perimeter drain outlets to a daylit grade outside the foundation footprint, freeze-protected
● Gravity discharge to storm drainage system — perimeter drain ties into project storm sewer or municipal storm sewer at an approved connection
○ Pumped discharge from sump pit — perimeter drain collects to a sump pit, pumped through a discharge line to daylight or storm drainage
○ Combination — gravity-flow segment to a low-point sump pit at the foundation, pumped from the pit to the discharge destination
Per drawings
5.2.8 Sump pump discharge to a sanitary sewer is prohibited in nearly all jurisdictions and shall not be specified or installed.
5.2.9 Discharge shall be made only to an approved storm drainage system, to daylight, or to a dry well sized and permitted by the local Authority Having Jurisdiction.
5.2.10 The Contractor shall verify the permitted discharge method with the local jurisdiction before procurement of sump or pump materials.
5.3 Freeze Protection of Daylight Discharge
5.3.1 Where the discharge is to daylight, the outlet point shall be located below the local frost depth or protected from freezing.
NOTE An outlet that freezes shut during winter conditions converts the perimeter drain into a sealed system holding water against the foundation — the exact condition the drain exists to prevent. (5.3.2)
5.3.3 Daylight outlets shall include a rodent and debris screen and shall be visibly accessible for routine inspection.
5.3.4 Daylight Outlet Freeze Protection Datasheet
● Outlet located below local frost depth, with insulated and freeze-protected riser
○ Outlet at daylit grade, freeze-protected by heat tape on the riser
○ Outlet at daylit grade, climate confirms no winter freeze (warm climate zones only)
○ Not applicable — discharge is to a buried storm system or pumped
Per drawings
6 Materials
6.1 Perimeter Drain Pipe
6.1.1 The perimeter drain pipe shall be a perforated thermoplastic pipe of sufficient diameter and stiffness to carry the design flow and to resist construction and backfill loads.
6.1.2 Three thermoplastic pipe types are accepted by this standard for foundation drainage service: corrugated polyethylene (PE) pipe, smooth-wall high-density polyethylene (HDPE) pipe, and smooth-wall poly(vinyl chloride) (PVC) pipe.
6.1.3 Perimeter Drain Pipe Type Datasheet
● Perforated corrugated polyethylene (PE) pipe conforming to ASTM F405 / AASHTO M252 — typical for residential and light commercial foundation drainage
○ Perforated smooth-wall HDPE pipe — improved flow characteristics and lower hydraulic loss, preferred for long runs or low slope conditions
○ Perforated smooth-wall PVC pipe conforming to ASTM F758 (Type PS 28 or PS 46) — preferred where root intrusion, abrasion, or long service life is a priority
○ Perforated PVC sewer pipe conforming to ASTM D3034 SDR 35 — acceptable where coordinated with downstream storm sewer of the same material and joint system
Per drawings
6.1.4 The minimum nominal pipe diameter for foundation drainage shall be 4 in. for residential and light commercial applications.
6.1.5 Larger diameters shall be used where the design flow, the total run length, or the available pipe slope requires additional hydraulic capacity.
6.1.6 The pipe diameter shall be sized by the Engineer.
NOTE Specifying the minimum 4-in. diameter on a long, low-slope run with multiple inlet points is a hydraulic shortcut that produces a hydraulically inadequate system. (6.1.7)
6.1.8 Pipe Diameter and Slope Datasheets
4 in. (minimum, typical residential and light commercial)
6 in. (long runs, low slope, or multiple inlet points)
8 in. (commercial buildings with high design flow or shared building loop)
Per drawings
0.5 percent (1/16 in. per ft, minimum for smooth-wall pipe with verified hydraulic capacity)
1.0 percent (1/8 in. per ft, recommended minimum for smooth-wall pipe)
2.0 percent (1/4 in. per ft, recommended minimum for corrugated PE pipe to compensate for higher friction loss)
Per drawings
6.1.9 Pipe perforations shall be sized and patterned to admit water from the surrounding aggregate envelope without admitting the envelope aggregate itself.
NOTE Two perforation patterns are commonly available: small circular perforations (typically 3/8 in. diameter) arrayed in rows, and longitudinal slots; where a fine-grained envelope or marginal-gradation backfill is in use, slot perforations sized to the envelope gradation reduce the rate of fines intrusion compared to large circular perforations. (6.1.10)
6.1.11 The pipe shall be installed with the perforations oriented downward unless the manufacturer's installation instructions specifically direct otherwise.
NOTE Downward orientation allows water to enter throughout the entire surrounding envelope and keeps the upper pipe surface available as a freeboard reservoir during peak flow. (6.1.12)
6.1.13 Perforation Pattern and Orientation Datasheets
● Circular perforations, 3/8-in. diameter, in rows (typical for PE corrugated pipe)
○ Longitudinal slots, sized for envelope gradation (preferred where envelope gradation is fine or marginal)
○ Per manufacturer's standard pattern — confirm slot or hole size is compatible with envelope and filter fabric AOS
● Perforations down (preferred — uses full pipe diameter as flow capacity reserve)
○ Perforations up (only where manufacturer's installation instructions specifically require)
○ Per manufacturer's installation instructions
6.1.14 A factory-installed geotextile sock around corrugated PE pipe is acceptable as a fines-exclusion device in clean granular soils but shall not be substituted for the perimeter aggregate envelope and the field-installed filter fabric in fine-grained or marginal soils.
NOTE A sock alone in silty or clayey backfill is a known failure mode; the sock clogs from the outside in, the perimeter drain loses inflow capacity, and the system fails silently. (6.1.15)
6.2 Drainage Aggregate Envelope
6.2.1 The drainage aggregate envelope around the perimeter drain pipe shall be a clean, washed, open-graded crushed stone of sufficient void space to convey water freely to the pipe and of sufficient particle size to be retained by the pipe perforations without entering the pipe.
NOTE The two most common gradations accepted by this standard are AASHTO #57 (nominal 1 in. top size) and AASHTO #67 (nominal 3/4 in. top size); both are washed open-graded materials available throughout the US construction market. (6.2.2)
6.2.3 Drainage Envelope Aggregate Gradation Datasheet
● AASHTO #57 — nominal 1-in. top size, washed, open-graded (typical)
○ AASHTO #67 — nominal 3/4-in. top size, washed, open-graded (preferred where #57 is locally unavailable or where pipe perforations are larger than 3/8 in.)
○ Project-specific gradation per geotechnical engineer — gradation must be open-graded and compatible with pipe perforation size
6.2.4 The aggregate shall be washed at the source to remove fines (material passing the No. 200 sieve).
6.2.5 Unwashed pit-run stone with significant fines content shall not be used in the drainage envelope, even where the parent gradation envelope is correct.
6.2.6 The aggregate gradation report submitted before delivery shall confirm both the size gradation and the percent passing the No. 200 sieve (which should be less than 2 percent).
6.2.7 Envelope Dimension Datasheets
6 in. on all sides (IRC R405 minimum)
8 in. on all sides (recommended for hydrostatic conditions)
12 in. on all sides (recommended for high-flow conditions or fine-grained native soil)
Per drawings
12 in. beyond outside edge of footing (IRC R405 minimum)
18 in. beyond outside edge of footing (recommended for hydrostatic conditions)
Per drawings
6.3 Filter Fabric
6.3.1 A nonwoven needle-punched geotextile filter fabric shall be installed around the drainage aggregate envelope, separating it from the native soil or backfill on all sides.
6.3.2 The fabric shall pass water freely from the soil into the envelope while retaining soil fines that would migrate into and clog the envelope under groundwater flow.
NOTE The fabric is the long-term protection that determines whether the drainage envelope retains its design void space through the service life of the building; an aggregate envelope without filter fabric, or with the wrong filter fabric, is a one-season drainage system. (6.3.3)
6.3.4 Filter Fabric Type Datasheet
● Nonwoven needle-punched geotextile, minimum 8 oz/sq yd
○ Nonwoven needle-punched geotextile, minimum 6 oz/sq yd (acceptable where mechanical protection is provided by adjacent assembly)
○ Circular-knit geotextile conforming to ASTM D6707 (sock applications around pipe only — not for envelope wrap)
6.3.5 The fabric shall meet the following performance properties, with test reports submitted before installation.
0.43 mm maximum (#40 sieve equivalent) — coarse to medium granular soils
0.25 mm maximum (#60 sieve equivalent) — fine sand and silty soils
0.18 mm maximum (#80 sieve equivalent) — fine-grained or silty soils
0.3 sec⁻¹ minimum (low-flow conditions, fine-grained soils)
0.5 sec⁻¹ minimum (typical foundation drainage applications)
1.0 sec⁻¹ minimum (high-flow conditions or where rapid drawdown is required)
120 lb minimum (light duty)
157 lb minimum (typical foundation drainage)
200 lb minimum (heavy duty, mechanical protection role)
50 lb minimum
75 lb minimum
100 lb minimum
6.3.7 Where the in-situ soil is fine-grained, dispersive, internally unstable (gap-graded), or otherwise of questionable filter compatibility with the proposed AOS, a soil-geotextile gradient ratio evaluation per ASTM D5101 shall be performed before fabric selection is finalized.
NOTE The gradient ratio test identifies clogging potential and piping potential that are not predictable from AOS and permittivity alone. (6.3.8)
6.3.9 A gradient ratio greater than 3 indicates clogging risk and the fabric specification shall be revised before installation.
6.3.10 The geotechnical engineer is responsible for identifying soils that require this evaluation, and the Contractor shall not waive this requirement on the basis of a "standard" fabric specification.
6.3.11 Gradient Ratio Evaluation Datasheet
○ Yes — fine-grained, dispersive, or marginal-gradation native soil per geotechnical engineer
● No — clean granular native soil with confirmed filter compatibility
6.4 Drainage Composite (Walls)
6.4.1 A prefabricated drainage composite, also termed a drainage board or geocomposite drainage panel, shall be installed against the waterproofed face of below-grade walls where the design groundwater condition is hydrostatic or intermittently hydrostatic.
NOTE The composite consists of a dimpled or molded HDPE core that provides an open flow channel against the wall, faced on the soil side by a nonwoven geotextile filter fabric that retains backfill fines, and serves three functions: a high-transmissivity vertical drainage path conveying groundwater downward to the perimeter drain, relief of hydrostatic pressure against the waterproofing membrane, and protection of the membrane from mechanical damage during backfill. (6.4.2)
6.4.3 Drainage Composite Requirement Datasheet
● Yes — drainage composite required on all waterproofed walls in hydrostatic or intermittently hydrostatic conditions
○ Yes — drainage composite required on all waterproofed walls regardless of groundwater condition (recommended)
○ No — free-draining granular backfill (less than 5 percent passing No. 200 sieve) of sufficient width substituted for drainage composite (acceptable only in confirmed non-hydrostatic conditions)
Per drawings
6.4.4 Drainage Composite Core and Transmissivity Datasheets
3/8 in. (minimum for residential and light commercial)
1/2 in. (typical commercial)
5/8 in.
1 in. (high-flow conditions, deep walls, or high overburden pressure)
5 gpm/ft minimum
10 gpm/ft minimum
15 gpm/ft minimum (high-flow conditions, deep walls)
6.4.5 Compressive creep resistance per ASTM D7140 shall be considered for deep walls where soil overburden produces sustained pressure on the composite core.
NOTE A core that loses thickness under sustained load loses the void space that provides its drainage capacity, and a single transmissivity report at low pressure is not a sufficient design basis for deep applications. (6.4.6)
6.4.7 The drainage composite face filter fabric shall meet the same performance properties specified in the Filter Fabric section above.
6.4.8 Compatibility of the composite manufacturer's factory-laminated fabric with the in-situ backfill soil shall be confirmed before specification.
NOTE The factory fabric is fixed when the composite is ordered and cannot be field-substituted. (6.4.9)
6.4.10 The composite shall be installed with the dimpled core against the wall and the fabric face outward (against the soil).
6.4.11 The bottom edge of the composite shall terminate at or extend slightly below the top of the perimeter drain aggregate envelope so that water collected in the composite is conveyed directly into the envelope, not deposited at the soil-envelope interface where fabric clogging can occur.
6.4.12 Drainage Composite Bottom Termination Datasheet
● Composite bottom edge terminates within the perimeter drain aggregate envelope, behind the envelope filter fabric wrap
○ Composite bottom edge terminates 2 in. above the top of the aggregate envelope (alternative — relies on wall-face flow to transition into envelope)
Per drawings
6.5 Sump Pit and Pump Assembly
6.5.1 Where gravity discharge is not feasible — typically because no point on the perimeter drain is high enough above an available outlet to maintain positive slope — collected water shall be conveyed to a sump pit and pumped through a discharge line to the discharge destination.
6.5.2 The sump pit shall be sized to receive the design flow at peak conditions and to provide sufficient working volume between pump-on and pump-off setpoints to limit pump cycling.
NOTE A pump that cycles excessively due to an undersized pit fails prematurely. (6.5.3)
6.5.4 Minimum pit interior diameter for residential applications is 18 in., and commercial applications shall be sized by the Engineer to the design flow and the pump curve.
6.5.5 Sump Pit Diameter Datasheet
18 in. (residential simplex)
24 in. (light commercial simplex)
30 in. (commercial duplex)
36 in. or larger — sized to design flow, pump curve, and minimum cycle time
Per drawings
6.5.6 Sump Pump Configuration Datasheet
○ Simplex (single pump) — acceptable for residential and where a flooded basement from pump failure would not result in significant property loss
● Duplex (two pumps with alternating duty) — required for commercial, institutional, and any finished basement application
○ Simplex primary with battery-backup secondary pump — acceptable residential alternative to duplex, providing backup against pump or power failure
NOTE A pump that does not have backup against its own failure or against utility power failure is a pump that has not been protected against its two most common failure modes. (6.5.7)
6.5.8 Battery backup, generator backup, or duplex configuration shall be provided for any sump serving a finished or occupied below-grade space.
6.5.9 Sump Pump Backup and Alarm Datasheets
● Battery-backup secondary pump (acceptable residential)
○ Building emergency generator (commercial and institutional)
○ Duplex pumps with shared backup power supply
○ None — non-critical use, occasional groundwater inflow only
● Yes — local audible alarm with visible indicator at sump
○ Yes — local audible alarm plus remote notification to building management system or to a monitored alarm service
○ No — non-critical use only
6.5.10 A high-water alarm float independent of the pump on/off floats shall be provided in every sump pit so that a pump failure is detected before water level reaches a flooding elevation.
6.5.11 The alarm shall be audible at the sump and shall, for commercial and institutional buildings, report to the building management system or to a monitored alarm service.
6.5.12 The pump discharge piping shall include a check valve to prevent backflow of discharged water into the pit when the pump cycles off, and a union or other dismantling connection to permit pump removal for service without cutting the discharge piping.
6.5.13 The check valve shall be installed in a horizontal or near-vertical orientation per manufacturer instructions and shall be accessible for service.
6.5.14 Sump Discharge Check Valve Datasheet
○ Swing check valve, full-port, accessible for service
● Spring-loaded silent check valve (preferred where pump cycling produces water hammer)
7 Subgrade Preparation
7.1 The perimeter drain trench shall be excavated to provide a continuous slope from the high point of the loop (or from the building corner farthest from the outlet) to the outlet point or sump pit.
7.2 The bottom of the trench shall be smooth, free of large rocks or debris that would create high points in the pipe alignment, and stable enough to support the pipe and envelope without settlement.
7.3 Soft, organic, or saturated subgrade shall be over-excavated and replaced with compacted granular fill before the drainage envelope is placed.
7.4 The bottom of the perimeter drain pipe shall be at or below the top of the footing per IRC R405 and IBC 1805.4, so that water collected by the drain is below the lowest interior floor elevation it is protecting.
7.6 Perimeter Drain Invert Datasheet
At top of footing (IRC R405 minimum)
At bottom of footing (preferred for hydrostatic conditions)
2 in. to 4 in. below bottom of footing (recommended for hydrostatic conditions with finished basement)
Per drawings
8 Drain Pipe Installation
8.2 Pipe joints shall be made with the manufacturer's couplings or fittings, and field-cut pipe ends shall be deburred and cleaned before assembly.
8.3 Mechanical wraps of duct tape, plastic sheeting, or other field-improvised joint methods shall not be used.
8.4 Pipe slope shall be continuous from the high point to the outlet, without sags or backfall.
8.5 The installer shall check the slope with a level or laser at intervals not exceeding 10 ft and shall correct any sag before the aggregate envelope is placed.
NOTE A 1-in. sag in a 4-in.-diameter drain pipe is a substantial loss of flow capacity at that point; a sag deep enough to hold water is a sediment trap that will become permanently obstructed within the first few groundwater inflow events. (8.6)
8.7 Changes in direction shall be made with manufactured fittings (sweeps or elbows), not with field-cut miters or notches.
8.8 At 90-degree corners of the building footprint, two 45-degree fittings with a short straight pipe between them are preferred over a single 90-degree elbow because the gentler turn maintains flow capacity and provides a rodding access point for cleanout maintenance.
8.9 Cleanouts
8.9.1 Cleanouts shall be provided at the high point of every drain run, at every change of direction greater than 45 degrees, and at maximum 100-ft intervals along straight runs.
NOTE A perimeter drain without accessible cleanouts is a perimeter drain that cannot be maintained, and an unmaintainable drain that has accumulated 10 years of sediment is functionally a sealed pipe. (8.9.3)
8.9.4 Cleanout Spacing and Location Datasheets
☑ High point of every drain run
☐ Every change of direction greater than 45 degrees
☐ Each building corner
☐ At maximum spacing along straight runs per cleanout spacing setting
☐ At sump pit connection
9 Aggregate Envelope
9.1 The drainage aggregate envelope shall be placed around the drain pipe to the dimensions specified above.
9.2 The pipe shall be bedded on a minimum 2-in. layer of envelope aggregate before placement of the pipe, the aggregate shall be placed evenly around and over the pipe, and the envelope shall be brought to its specified depth before any cover material is placed.
9.3 Envelope aggregate shall be placed by hand or by light equipment in a manner that does not displace the drain pipe from its set alignment or slope.
NOTE Direct dumping of aggregate from a loader bucket onto an unsupported drain pipe is a common installation error that pushes the pipe out of alignment, breaks pipe joints, or punctures the pipe. (9.4)
10 Filter Fabric Installation
10.1 The nonwoven filter fabric shall be installed in a continuous wrap around the entire aggregate envelope, with seam laps of not less than 12 in., shingled to shed water away from the building face.
10.2 The fabric wrap shall be continuous along the full length of the perimeter drain.
10.3 The fabric shall be installed against the trench wall (on the outside face of the aggregate envelope) so that the envelope is fully enclosed by the fabric and the soil cannot contact the envelope aggregate directly at any point.
10.4 The fabric shall extend up the trench wall and shall be lapped over the top of the envelope before backfill is placed.
10.5 Where backfill is placed in lifts, the top fabric lap shall remain in place until the first lift of backfill is placed to hold the fabric down.
10.6 Filter Fabric Seam Lap Datasheet
12 in.
18 in.
24 in. (recommended where significant differential settlement is anticipated)
NOTE A common installation error is to wrap the perimeter drain pipe in fabric (a "sock") and omit the envelope wrap; the sock alone clogs from the outside in when fine-grained soil contacts the fabric, even where envelope aggregate is provided around the sock, whereas the correct installation is fabric wrapped around the entire aggregate envelope with the aggregate acting as the primary filter and the fabric as the fines barrier between aggregate and soil. (10.7)
11 Drainage Composite Installation (Walls)
11.1 The drainage composite shall be installed against the waterproofed wall face after the waterproofing membrane has cured, after the membrane has passed any required flood testing or electronic leak detection per Below Grade Waterproofing, and after the protection course (where required by the waterproofing manufacturer) has been installed. 11.2 The composite shall be installed before backfill is placed against the wall.
11.3 The composite shall be installed with the dimpled core against the wall (or against the protection course) and the geotextile fabric face outward toward the soil.
11.4 Adjacent panels shall be installed with side laps in accordance with the manufacturer's instructions, typically with the geotextile flap of one panel overlapping the dimpled core of the adjacent panel to provide continuous filtration across the seam.
11.5 Panels shall be fastened to the wall using the manufacturer's specified adhesive, mastic tabs, or mechanical fasteners, and fasteners that penetrate the waterproofing membrane shall not be used.
11.6 The bottom edge of the composite shall terminate within the perimeter drain aggregate envelope, behind the envelope filter fabric wrap, so that water flowing down the composite face discharges directly into the aggregate envelope without crossing a fabric layer that could clog over time.
11.7 The top edge of the composite shall terminate at the design termination height (typically at or just below finished grade) with a termination strip that prevents the entry of soil, root material, and debris into the composite core from the top.
11.8 The geotextile fabric face shall extend slightly above the dimpled core at the top termination and shall be sealed against the wall with the manufacturer's termination strip or with a compatible sealant.
11.9 Drainage Composite Top Termination Datasheet
● Manufacturer's prefabricated termination strip, sealed to wall with compatible sealant
○ Geotextile face wrapped over top edge of core and adhered to wall above core
○ Top edge buried below finished grade, geotextile only at top edge (acceptable where surface water entry is precluded by other site grading)
Per drawings
12 Sub-Slab Drainage
12.1 Where the design groundwater condition is hydrostatic or intermittently hydrostatic, a continuous open-graded granular drainage layer shall be installed beneath the slab on grade, connected to the perimeter drain at the slab edge.
NOTE The sub-slab drainage layer relieves hydrostatic pressure beneath the slab, provides a capillary break against moisture migration into the slab, and provides a drainage path that conveys sub-slab water to the perimeter drain. (12.2)
12.3 Sub-Slab Drainage Layer Datasheet
○ Yes — minimum 4-in. open-graded granular drainage layer, connected to perimeter drain (non-hydrostatic conditions where Engineer requires capillary break)
● Yes — minimum 6-in. open-graded granular drainage layer, connected to perimeter drain (intermittently hydrostatic conditions)
○ Yes — minimum 8-in. open-graded granular drainage layer with internal collector pipes connected to sump (continuously hydrostatic conditions)
○ No — non-hydrostatic condition, structural sub-base only (coordinate moisture protection with below-slab vapor barrier scope)
Per drawings
12.4 The sub-slab drainage layer aggregate shall be the same washed open-graded gradation specified for the perimeter envelope, or another open-graded gradation approved by the Engineer.
12.5 Pit-run sand, recycled concrete fines, or graded structural sub-base materials with significant fines content shall not be substituted, because they do not have the void space required to function as a drainage layer.
NOTE A large slab over a continuous drainage layer without internal collectors relies on lateral flow across the slab footprint to reach the perimeter drain; this lateral flow is hydraulically limited and is insufficient under design hydrostatic conditions in large-footprint buildings. (12.7)
12.8 Coordinate the sub-slab drainage layer placement with the underslab waterproofing membrane placement per Below Grade Waterproofing. 12.9 Where an underslab waterproofing membrane is specified, the drainage layer shall be placed beneath the membrane, not between the membrane and the slab.
13 Crawl-Space Drainage
13.1 Where a crawl space is below the level at which adjacent grade can drain to daylight, a perimeter drain shall be installed within or just outside the crawl-space wall, conforming to the perimeter drainage requirements of this standard.
13.2 Where the crawl-space floor is below the available daylight elevation, an interior sump pit and pump shall be provided per the Sump Pit and Pump Assembly requirements above.
13.3 The crawl-space ground surface shall be graded to drain toward the sump pit, covered with a vapor retarder per the project's vapor retarder scope, and provided with sufficient access to permit periodic inspection of the sump and the perimeter drain cleanouts.
14 Discharge
14.1 The discharge point of the foundation drainage system shall conform to the design basis selection (daylight, dry well, or storm drainage system), shall comply with the local Authority Having Jurisdiction rules, and shall be detailed on the contract drawings.
14.2 Discharge to daylight shall be located such that the discharged water does not flow back toward the building foundation, does not cross adjacent properties without an easement, and does not discharge onto public right-of-way without permit.
14.3 A minimum horizontal distance of 10 ft from the foundation is required by most jurisdictions, with greater distance preferred where site conditions permit.
14.4 The daylight outlet shall be protected against rodent and debris entry with a screened cover and shall be located for visual inspection accessibility, daylight outlet point and rodent screen as shown on civil grading drawings. 14.5 Discharge to a storm drainage system shall be made through a positive connection at an approved junction structure (catch basin, manhole, or junction box) rather than by an unconnected outlet pipe into a storm pipe.
14.6 The connection elevation shall be above the design hydraulic grade line of the storm system at the connection point, and the connection shall be coordinated with Storm Drainage. NOTE A foundation drain that connects below the storm system's hydraulic grade line will be backflooded during storm events, defeating the foundation drainage function. (14.7)
14.8 Discharge to a dry well or infiltration structure shall be permitted by the local Authority Having Jurisdiction and shall be sized for the design flow.
NOTE Dry wells are not appropriate in low-percolation soils or where the seasonal high water table is at or near the dry well bottom elevation; in those conditions a dry well becomes a passive reservoir against the foundation rather than an infiltration outlet. (14.9)
14.10 Discharge Distance and Sanitary Sewer Datasheets
10 ft
20 ft
Per local jurisdiction requirement (verify before installation)
● Prohibited — foundation drainage shall not discharge to sanitary sewer
15 Coordination with Waterproofing
15.1 The drainage system and the below-grade waterproofing system are interdependent and shall be sequenced and detailed so that each system performs its function without interfering with the other.
15.2 The waterproofing membrane shall be installed and shall have passed any required field testing per Below Grade Waterproofing before the drainage composite is installed against it. NOTE Drainage composite installed over an unverified membrane traps any membrane defects under the composite, where they cannot be located or repaired without removing the composite. (15.3)
15.4 The drainage composite shall not be fastened with penetrating mechanical fasteners that breach the waterproofing membrane.
15.5 Only adhesive, mastic-tab, or termination-bar attachment methods specified by the waterproofing manufacturer and the drainage composite manufacturer for use together shall be used.
15.6 The perimeter drain aggregate envelope shall be in place and the filter fabric wrap shall be partially placed before the drainage composite is installed, so that the drainage composite bottom edge can be terminated within the envelope under the fabric wrap.
15.7 The fabric wrap shall then be completed over the composite-envelope intersection.
15.8 The sub-slab drainage layer shall be installed beneath the underslab waterproofing membrane where one is specified, not between the membrane and the slab.
15.9 The underslab waterproofing scope and the sub-slab drainage scope shall be coordinated in the pre-installation conference.
NOTE The most common error is installation of the drainage layer after the membrane, which both compromises the membrane and traps the drainage layer in the wrong elevation. (15.10)
16 Testing
16.1 Functional Flow Test
16.1.1 A functional flow test shall be performed on the installed perimeter drain system after pipe installation and envelope placement but before final backfill, and again after backfill at the discharge outlet.
NOTE The test verifies that water introduced at the high point of the drain (or at a cleanout) flows by gravity to the outlet at the design flow rate and that no segment of the drain is plugged, sagged, or misaligned. (16.1.2)
16.1.3 Functional Flow Test Procedure Datasheet
● Introduce clean water at high-point cleanout at a rate of at least 5 gpm; verify continuous discharge at outlet within 5 minutes
○ Introduce clean water at high-point cleanout at a rate equal to design flow; verify continuous discharge at outlet within 10 minutes
○ Camera inspection of full pipe length (preferred for long runs or where access is critical)
16.1.4 The Contractor shall introduce clean water at the high-point cleanout at a controlled rate and shall observe the discharge at the outlet point.
16.1.5 The time from water introduction to discharge appearance, the visible discharge rate, and any observed surface flooding along the pipe alignment shall be recorded.
16.1.6 If discharge does not appear at the outlet within the test duration, or if the discharge rate is materially lower than the introduction rate, the system shall be camera-inspected to locate the obstruction, the obstruction shall be corrected, and the test shall be repeated.
16.1.7 Where the discharge is pumped from a sump, the pump shall be exercised through at least three on-off cycles using clean water introduced to the pit.
16.1.8 The pump-on float setpoint, the pump-off float setpoint, the high-water alarm float setpoint, and the alarm signal (audible and remote, where specified) shall be verified during the test.
16.1.9 The check valve shall be verified to prevent backflow into the pit when the pump cycles off.
16.1.10 Sump Pump Test Datasheets
3 on-off cycles minimum
5 on-off cycles minimum
Manufacturer-recommended start-up procedure plus 3 cycles
☑ Pump-on float setpoint
☐ Pump-off float setpoint
☐ High-water alarm float setpoint
☐ Audible alarm signal
☐ Remote alarm signal to BMS or monitoring service (where specified)
☐ Check valve prevents backflow into pit
☐ Discharge piping watertight at all joints
16.2 Visual Inspection Before Backfill
16.2.1 The installed perimeter drain, aggregate envelope, and filter fabric wrap shall be visually inspected before backfill begins.
16.2.2 The inspection shall confirm pipe alignment and slope, envelope dimensions, full fabric coverage with seam laps, cleanout locations, and connection of the drainage composite (where present) to the envelope.
16.2.3 Deficiencies shall be corrected before backfill is permitted.
17 Cleaning and Final Acceptance
17.1 After successful completion of the functional flow test and sump pump test (where applicable), the Contractor shall flush the perimeter drain system with clean water at each cleanout to remove construction sediment, shall verify that the discharge outlet is clear of debris, and shall confirm that all cleanout covers are accessible at finished grade.
17.2 The Contractor shall submit the closeout submittals listed above.
17.3 Final acceptance of the foundation drainage system shall be contingent on satisfactory functional flow test results, satisfactory sump pump test results (where applicable), and acceptance of the record drawings showing as-installed conditions.
18 Common Errors and Risk Areas
NOTE This section summarizes the conditions and installation practices that most frequently generate RFIs, change orders, warranty claims, and basement water-entry complaints in foundation drainage projects. (18.1)
NOTE These are documented patterns from field investigations, not theoretical risks. (18.2)
NOTE No filter fabric, or fabric only around the pipe ("sock") in fine-grained soil, is the most common installation error: the aggregate envelope clogs from the outside in within the first few years of service and the drain stops functioning. (18.3)
18.4 Fabric shall wrap the entire envelope, with the aggregate acting as the primary filter and the fabric acting as the fines barrier between aggregate and soil.
NOTE Backfall (sag) in the drain pipe holds water permanently, traps sediment, and reduces flow capacity at that point. (18.5)
18.6 Slope shall be verified with a level or laser at intervals not exceeding 10 ft before envelope placement.
NOTE Unwashed pit-run stone substituted for washed open-graded aggregate clogs the envelope from within and degrades drainage from the first day. (18.7)
18.8 The aggregate gradation report shall confirm percent passing the No. 200 sieve is less than 2 percent.
NOTE A sump pump with no battery or generator backup has no protection against the most common cause of pump failure during a flood event — utility outage during a storm. (18.9)
18.10 Battery backup, generator backup, or duplex pumps shall be provided for any sump serving a finished or occupied below-grade space.
NOTE A high-water alarm not installed or not wired leaves pump failures silent until the water is on the floor. (18.11)
18.12 A high-water alarm float independent of the pump on/off floats shall be provided in every sump pit.
18.13 Discharge of foundation drainage to a sanitary sewer is prohibited in nearly all jurisdictions and shall not be specified or installed.
18.14 Discharge shall be made only to an approved storm drainage system, to daylight, or to a permitted dry well.
NOTE A daylight outlet that is not freeze-protected can freeze shut during winter and convert the perimeter drain into a sealed pressurized system holding water against the foundation. (18.15)
18.16 Outlets shall be located below frost depth or shall be heat-traced.
NOTE Cleanouts omitted or buried below finished grade leave a drain that cannot be flushed or camera-inspected and that accumulates sediment until it is functionally a sealed pipe. (18.17)
18.18 Cleanouts shall be provided per the spacing requirements above and shall terminate at finished grade with a removable cover.
NOTE Drainage composite installed over an untested waterproofing membrane traps any membrane defects under the composite where they cannot be located or repaired. (18.19)
18.20 Waterproofing testing shall be complete before composite installation.
NOTE A drainage composite bottom edge terminated above the envelope rather than within it relies on the soil-side fabric to convey water into the envelope and clogs over time at that localized high-flow zone. (18.21)
18.22 The composite bottom edge shall terminate within the envelope, behind the envelope filter fabric wrap.
NOTE A perimeter drain connected to a storm system below the storm hydraulic grade line is backflooded during the exact storm events the drain is supposed to protect against. (18.23)
18.24 The connection elevation shall be above the design hydraulic grade line of the storm system at the connection point.
NOTE Pipe perforations facing up in clean granular soil leave the pipe invert full of standing water and reduce the effective flow capacity. (18.25)
18.26 Perforations shall face downward unless the manufacturer's installation instructions specifically require otherwise.
NOTE A sump pit undersized for the design flow forces the pump to cycle on and off rapidly during inflow events, shortening pump motor life and prematurely failing the pump. (18.27)
18.28 The pit shall be sized for the design flow and the pump curve to limit cycling to manufacturer-recommended frequency.