+---
+title: Sanitary Sewer Systems (Site)
+category: Sitework
+toc_depth: 3
+description: >
+ When to use: design and construction of site sanitary sewer collection systems for new development and site
+ improvement projects on commercial, institutional, multi-family residential, and light industrial sites - gravity
+ sewer mains and laterals (PVC, HDPE, ductile iron) from the building tie-in point to the public utility connection
+ or on-site treatment; precast concrete, fiberglass, and polymer concrete manholes; cleanouts; service wye/tee
+ connections; pipe bedding and trench backfill; and sanitary lift (pump) stations with wet wells, submersible
+ pumps, valve vaults, force mains, and controls.
+ Not intended for: interior building drain, waste, and vent piping at or inside the foundation wall (use
+ sync/sanitary-waste-and-vent-piping); storm drainage collection, catch basins, and detention (use
+ sync/storm-drainage); general site earthwork and trench compaction independent of utility pipe (use
+ sync/earthwork); dry utilities, water main, gas, electric, and telecom coordination (use sync/site-utilities);
+ wastewater treatment plant process equipment and structures; and public right-of-way sewer extensions governed by
+ municipal standard details (follow the authority having jurisdiction).
+---
+
+# Scope {toc}
+
+## This standard governs the materials, design criteria, fabrication, and installation of the site sanitary sewer collection system from the building service tie-in point to the point of connection at the public sewer main or on-site treatment facility. {note}
+
+## The system covered includes gravity sewer mains and service laterals, sanitary manholes, cleanouts, service wye and tee connections, pipe bedding and trench backfill, and sanitary lift stations with their wet wells, pumps, valve vaults, force mains, and controls. {note}
+
+## Where the public sewer extension within the right-of-way is governed by the authority having jurisdiction (AHJ) standard details, those details govern that segment and this standard governs the on-site portion only. {note}
+
+## The following are outside the scope of this standard. {note}
+
+- Interior building drain, waste, and vent (DWV) piping above or at the foundation wall, covered by [[sync/sanitary-waste-and-vent-piping]].
+- Storm drainage collection, catch basins, storm mains, and detention, covered by [[sync/storm-drainage]].
+- Site earthwork, trench excavation, and backfill compaction independent of utility pipe, covered by [[sync/earthwork]].
+- Site utility coordination and dry utilities (water main, gas, electric, telecom), covered by [[sync/site-utilities]].
+- Wastewater treatment plant (WWTP) process equipment and structures.
+- Public right-of-way sewer extensions subject to municipal standard drawings, which follow the AHJ standard details.
+
+## Site sanitary work is intrinsically a coordination problem before it is a piping problem. {note}
+
+## The invert elevation at the public sewer tap fixes the entire downstream geometry of the on-site system: every upstream invert, manhole rim, and minimum-cover constraint flows backward from that one elevation. The need for a lift station, the achievable pipe slopes, and the conflict clearances with water main and storm are all decided early, in concert with [[sync/site-utilities]], [[sync/storm-drainage]], and [[sync/earthwork]]. Treat the tap invert and the design peak flow as the two anchor values that must be confirmed before pipe materials or structures are selected. {note}
+
+# Referenced Standards {toc}
+
+## Materials, design, and installation 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. {note}
+
+## Where referenced standards conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing. {note}
+
+| Standard | Title |
+|----------|-------|
+| ASTM D3034 | Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings |
+| ASTM F714 | Polyethylene (PE) Plastic Pipe (DR-PR) Based on Outside Diameter |
+| ASTM D3035 | Polyethylene (PE) Plastic Pipe (DR-PR) Based on Controlled Outside Diameter |
+| ASTM D2239 | Polyethylene (PE) Plastic Pipe (SIDR-PR) Based on Controlled Inside Diameter |
+| AWWA C151 / ANSI A21.51 | Ductile-Iron Pipe, Centrifugally Cast |
+| AWWA C150 / ANSI A21.50 | Thickness Design of Ductile-Iron Pipe |
+| ASTM C478 | Precast Reinforced Concrete Manhole Sections |
+| ASTM C443 | Joints for Concrete Pipe and Manholes, Using Rubber Gaskets |
+| ASTM C923 | Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals |
+| ASTM C990 | Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants |
+| ASTM D3753 | Glass-Fiber-Reinforced Polyester Manholes and Wet Wells |
+| ASTM A48 | Gray Iron Castings |
+| ASCE/WEF MOP 60 (WEF FD-5) | Gravity Sanitary Sewer Design and Construction, Second Edition |
+| Ten States Standards | Recommended Standards for Wastewater Facilities (Great Lakes-Upper Mississippi River Board) |
+| NFPA 820 | Fire Protection in Wastewater Treatment and Collection Facilities |
+| ANSI/HI 1.1-1.6 | Rotodynamic (Centrifugal) Pumps - Nomenclature, Definitions, Application, and Operation |
+| NSF/ANSI 14 | Plastics Piping System Components and Related Materials |
+| OSHA 29 CFR 1910.146 | Permit-Required Confined Spaces |
+
+## ASTM F679 has been withdrawn; its scope for large-diameter PVC gravity sewer pipe was consolidated into ASTM D3034, which now covers 3 in. through 60 in. {note}
+
+## Any reference, submittal, or product data citing F679 for sewer pipe shall be updated to D3034. Citing the withdrawn standard creates submittal-review confusion and a potential non-compliance finding by the reviewing utility. {note}
+
+## The Ten States Standards are a state-adopted design-criteria floor, not an ASTM or ASCE numbered product standard. {note}
+
+## The Recommended Standards for Wastewater Facilities are adopted by regulation or policy in most of the continental United States and establish the effective minimum criteria for gravity sewer slope, manhole spacing, and lift station design. Where the local AHJ has adopted a more stringent criterion, the AHJ criterion governs. {note}
+
+# Submittals {toc}
+
+## Action Submittals {toc}
+
+### The Contractor shall submit the following action submittals for review and approval before any sanitary sewer material is ordered or installed: {note}
+
+- Product data for all gravity pipe, fittings, and joints, including material, stiffness class or DR, and NSF/ANSI 14 certification.
+- Product data for force main pipe, fittings, restraints, and air/vacuum release valves.
+- Shop drawings for each manhole, including barrel and cone sections, base, frame and cover, steps, and pipe-penetration connectors.
+- Manufacturer data and certified performance curves for each lift station pump, with the duty point and run-out point marked.
+- Lift station package shop drawings showing wet well, valve vault, piping, level controls, control panel, and access hatches.
+- Electrical and controls shop drawings for the lift station, including the NFPA 820 hazardous-area classification, enclosure NEMA ratings, and conduit seals.
+- Bedding and backfill gradation data with the source and AASHTO classification of the granular bedding material.
+- A proposed testing plan and sequence for low-pressure air, deflection (mandrel), and force main pressure testing.
+
+```datasheet
+label: Action submittals required before fabrication and installation
+type: checkbox
+options:
+ - Gravity pipe, fittings, and joint product data (with NSF/ANSI 14)
+ - Force main pipe, fittings, restraints, and air/vacuum valve data
+ - Manhole shop drawings (sections, base, frame/cover, steps, connectors)
+ - Pump certified performance curves with duty and run-out points
+ - Lift station package shop drawings
+ - Lift station electrical and controls shop drawings
+ - Bedding and backfill gradation with AASHTO classification
+ - Testing plan and sequence
+```
+
+## Closeout Submittals {toc}
+
+### The Contractor shall submit the following closeout submittals before final acceptance of the sanitary sewer system: {note}
+
+- Record drawings showing as-built horizontal alignment, invert elevations at each structure, and lateral tie-in stations and depths.
+- Certified test reports for all low-pressure air, deflection, and pressure tests, including any re-tests after remediation.
+- Manhole vacuum or exfiltration test reports where required by the AHJ.
+- Lift station startup and commissioning report, including pump drawdown test, alternation verification, and alarm function test.
+- Operation and maintenance manuals for the lift station pumps, controls, and valves.
+- Manufacturer warranties for pumps, controls, and pipe materials.
+
+```datasheet
+label: Closeout submittals required before final acceptance
+type: checkbox
+options:
+ - Record drawings with inverts, alignment, and lateral tie-ins
+ - Certified pipe test reports (air, deflection, pressure)
+ - Manhole vacuum or exfiltration test reports
+ - Lift station startup and commissioning report
+ - Lift station O&M manuals
+ - Manufacturer warranties
+```
+
+# Quality Assurance {toc}
+
+## The Contractor shall employ installers experienced in the placement, jointing, and testing of buried gravity and pressure sewer pipe of the materials and sizes specified. {note}
+
+### Pipe and fittings of a given material shall be supplied by a single manufacturer for the project unless the Engineer approves an alternate in writing.
+
+### PVC and HDPE pipe compounds shall carry NSF/ANSI 14 certification where required by the authority having jurisdiction.
+
+### The lift station pumps, controls, and wet well of a packaged station shall be furnished by a single supplier with single-source responsibility for the integrated package.
+
+### Confined-space entry for manholes and wet wells during construction and testing shall comply with OSHA 29 CFR 1910.146.
+
+## I/I prevention is the quality measure that matters most over the life of the system. {note}
+
+## Inflow and infiltration (I/I) is groundwater and stormwater entering the sewer through defective joints, cracked structures, and unsealed pipe penetrations. Excess I/I consumes hydraulic capacity, drives up treatment cost, and is the most common reason a utility rejects or conditionally accepts a new collection system. The single highest-leverage I/I defense is a properly installed flexible boot connector at every pipe-to-manhole penetration; mortared penetrations crack with settlement and are the dominant infiltration path. The testing requirements in this standard exist primarily to verify I/I integrity before backfill makes remediation destructive. {note}
+
+# Gravity Sewer Pipe {toc}
+
+## Material selection {toc}
+
+### The gravity sewer pipe material shall be selected for the burial depth, soil and groundwater conditions, and utility-conflict clearances of the run. {note}
+
+### PVC gasketed sewer pipe is the default gravity material for the great majority of site sanitary runs at normal depth. HDPE is selected where fusion-welded leak-free joints, long deflected pulls, or directional drilling are advantageous. Ductile iron is reserved for shallow-cover crossings, restrained-joint conditions, and the rigid segment at the building connection where loading or proximity to other utilities requires it. {note}
+
+```datasheet
+label: Gravity sewer pipe material
+type: select
+options:
+ - PVC gasketed sewer pipe (ASTM D3034)
+ - HDPE pipe (ASTM F714 / D3035)
+ - Ductile iron pipe (AWWA C151)
+default: PVC gasketed sewer pipe (ASTM D3034)
+```
+
+### PVC gravity sewer pipe and fittings shall conform to ASTM D3034 with integral bell-and-spigot gasketed joints meeting ASTM D3212 and elastomeric gaskets meeting ASTM F477.
+
+### The PVC pipe stiffness class shall be selected for the trench loading and burial depth, with SDR 35 (PS 46) as the standard selection and SDR 26 (PS 115) used at deeper burial or heavier surface loading.
+
+### HDPE gravity sewer pipe shall conform to ASTM F714 or ASTM D3035, joined by butt-fusion or electrofusion, with a dimension ratio selected for the design condition.
+
+### Ductile iron pipe shall conform to AWWA C151 with a pressure class and wall thickness designed per AWWA C150, and shall have a cement mortar or polyethylene lining suitable for sewage service.
+
+```datasheet
+label: PVC gravity pipe stiffness class
+type: select
+options:
+ - SDR 35 (PS 46)
+ - SDR 26 (PS 115)
+default: SDR 35 (PS 46)
+```
+
+### The nominal gravity sewer pipe diameter shall be sized for the design peak flow at the design slope, with a minimum public-lateral main diameter of 8 in.
+
+```datasheet
+label: Gravity main nominal diameter
+type: select
+unit: in
+options:
+ - "6"
+ - "8"
+ - "10"
+ - "12"
+ - "15"
+ - "18"
+ - "21"
+ - "24"
+default: "8"
+```
+
+## Hydraulic design {toc}
+
+### The gravity sewer shall be designed to maintain a self-cleansing velocity of at least 2.0 ft/s when flowing full or half-full at the design peak flow. {note}
+
+### Self-cleansing velocity keeps solids in suspension so the pipe scours itself rather than accumulating a sediment bed that reduces capacity and generates odor. The minimum slope that achieves 2.0 ft/s depends on pipe diameter and the Manning roughness coefficient; smaller pipe needs a steeper slope. A single flat minimum slope applied across all diameters is wrong in both directions: it is non-conservative for 8 in. pipe and grossly over-steep for 6 in. laterals. Compute the minimum slope per diameter. {note}
+
+### The minimum slope for each pipe diameter shall be calculated to achieve a velocity of at least 2.0 ft/s flowing full, using a Manning roughness coefficient appropriate to the pipe material.
+
+### The Manning roughness coefficient (n) used for design shall be no lower than the value below for the selected pipe material, to avoid an optimistic, under-sloped design.
+
+```datasheet
+label: Manning roughness coefficient (n) for gravity design
+type: range
+unit: dimensionless
+min: 0.011
+max: 0.015
+step: 0.001
+setpoints:
+ - 0.013
+```
+
+### The design peak flow shall be computed from the average daily flow multiplied by a peaking factor appropriate to the contributing population or fixture-unit load, plus an infiltration allowance.
+
+```datasheet
+label: Peak flow peaking factor (over average daily flow)
+type: range
+unit: ratio
+min: 2.0
+max: 4.0
+step: 0.1
+setpoints:
+ - 2.5
+```
+
+### Maximum spacing between manholes shall not exceed the value below for cleaning and inspection access, unless the AHJ permits a greater spacing for the installed equipment.
+
+```datasheet
+label: Maximum manhole spacing
+type: range
+unit: ft
+min: 300
+max: 500
+step: 25
+setpoints:
+ - 400
+```
+
+### The minimum cover over the gravity sewer crown shall be maintained per the value below to protect the pipe from surface loading and frost, and shall be coordinated with finish grade [[drawing: profile sheets]].
+
+```datasheet
+label: Minimum cover over pipe crown
+type: range
+unit: ft
+min: 3.0
+max: 5.0
+step: 0.5
+setpoints:
+ - 3.0
+```
+
+### Where the sanitary sewer crosses a water main, the vertical and horizontal separation shall comply with the AHJ separation rule, coordinated with [[sync/site-utilities]].
+
+## Service laterals {toc}
+
+### Each building service lateral shall connect to the main through a factory-molded wye or tee fitting, or an approved manufactured saddle wye where a field connection to an existing main is required. {note}
+
+### Field-cored connections made without a proper manufactured saddle fitting are a leading source of I/I and of structural failure at the connection: a hand-cut hole with a mortared-in pipe stub cracks and admits groundwater. Specify a factory wye on new mains and an approved saddle wye fitting only where tying into an existing main. {note}
+
+### The service lateral tie-in method shall be one of the approved methods below; hand-cored unmanufactured connections are prohibited.
+
+```datasheet
+label: Service lateral tie-in method
+type: select
+options:
+ - Factory-molded wye on new main
+ - Factory-molded tee on new main
+ - Approved manufactured saddle wye on existing main
+default: Factory-molded wye on new main
+```
+
+### The service lateral nominal diameter shall be a minimum of 4 in. for a single building service and 6 in. where required by the fixture-unit load.
+
+```datasheet
+label: Service lateral nominal diameter
+type: select
+unit: in
+options:
+ - "4"
+ - "6"
+ - "8"
+default: "6"
+```
+
+### The service lateral slope shall be a minimum of 2.0 percent (1/4 in. per ft) toward the main unless a flatter slope is approved by the Engineer for a documented depth constraint.
+
+### A cleanout shall be provided at the building face, at the property or easement line, and at intervals along the lateral and at each change of direction exceeding 45 degrees. The location of each cleanout shall be shown on the drawings [[drawing: utility plan]].
+
+# Bedding and Backfill {toc}
+
+## The pipe bedding and trench backfill class shall be selected to support the pipe, protect the joints, and transfer surface loads without overstressing the pipe wall. {note}
+
+## Bedding is the engineered material placed under and around the pipe up to the spring line or pipe crown; it controls pipe deflection and joint integrity far more than the native backfill above it. "Granular fill" with no gradation or AASHTO limit is an open invitation for the contractor to use angular crushed concrete or oversized stone that point-loads and cracks PVC bell joints. Specify the bedding class and the gradation limits explicitly. {note}
+
+### The bedding class shall be selected per the pipe material, manufacturer recommendation, and geotechnical conditions, from the approved classes below.
+
+```datasheet
+label: Pipe bedding class
+type: select
+options:
+ - Class B granular (compacted to spring line)
+ - Class C ordinary (shaped bottom, granular haunching)
+ - Concrete cradle or encasement
+default: Class B granular (compacted to spring line)
+```
+
+### Granular bedding material shall meet a specified gradation and AASHTO classification; crushed concrete and angular oversized aggregate that can damage pipe or joints are prohibited.
+
+```datasheet
+label: Maximum bedding aggregate particle size
+type: range
+unit: in
+min: 0.375
+max: 1.0
+step: 0.125
+setpoints:
+ - 0.75
+```
+
+### Bedding shall be placed and compacted in lifts under and around the pipe up to the spring line, with the haunch zone fully and uniformly supported.
+
+### Concrete cradle or encasement shall be used only where indicated for shallow cover, heavy surface loading, or utility crossings [[drawing: profile and crossing details]].
+
+### Trench backfill above the pipe zone shall be placed and compacted per [[sync/earthwork]], with compaction within paved or trafficked areas meeting the project pavement-subgrade requirement.
+
+### A detectable marking tape or tracer wire shall be installed in the trench above non-metallic pipe to allow later locating.
+
+# Manholes {toc}
+
+## Manhole type and material shall be selected for groundwater, hydrogen sulfide exposure, and traffic loading. {note}
+
+## Precast reinforced concrete manholes per ASTM C478 are the dominant and default type. Fiberglass manholes per ASTM D3753 are selected where high groundwater, corrosive soil, or sustained hydrogen sulfide (H2S) exposure would attack concrete. H2S generation is most severe downstream of force main discharges and in low-velocity reaches; in those locations a corrosion-resistant manhole or a protective lining is warranted. Traffic loading determines the barrel diameter, base thickness, and frame-and-cover load rating. {note}
+
+### The manhole structure type shall be selected from the approved types below for the service condition.
+
+```datasheet
+label: Manhole structure type
+type: select
+options:
+ - Precast reinforced concrete (ASTM C478)
+ - Fiberglass-reinforced polyester (ASTM D3753)
+ - Polymer concrete
+default: Precast reinforced concrete (ASTM C478)
+```
+
+### Precast concrete manhole sections shall conform to ASTM C478, with the barrel, cone, base, and grade rings designed for the imposed earth and surface loads.
+
+### The standard manhole inside diameter shall be 48 in. for mains up to 15 in.; a 60 in. inside diameter shall be used for larger mains, deep structures, or where multiple inflows require working room.
+
+```datasheet
+label: Manhole inside diameter
+type: select
+unit: in
+options:
+ - "48"
+ - "60"
+ - "72"
+default: "48"
+```
+
+### A manhole shall be provided at every change in pipe size, slope, alignment, or material, at every junction of two or more sewers, and at the upstream end of each main run.
+
+## Joints and pipe connections {toc}
+
+### Joints between precast manhole sections shall be sealed with a rubber gasket conforming to ASTM C443 or a preformed flexible butyl sealant conforming to ASTM C990. {note}
+
+### Both jointing methods are accepted; the choice depends on the manufacturer's section design and the groundwater condition. The joint must remain watertight under external hydrostatic head, which is the I/I path most often overlooked because it is below grade and invisible after backfill. {note}
+
+### Each pipe penetration through a manhole wall shall be made with a resilient (flexible boot) connector conforming to ASTM C923; mortared-only penetrations are prohibited.
+
+### The resilient connector shall be cast into the precast wall or installed in a cored opening, and shall accommodate differential settlement between the pipe and the structure without leaking.
+
+```datasheet
+label: Manhole pipe-penetration connector
+type: select
+options:
+ - Cast-in resilient connector (ASTM C923)
+ - Cored-and-installed resilient connector (ASTM C923)
+default: Cast-in resilient connector (ASTM C923)
+```
+
+### The manhole invert channel shall be formed or shaped to provide a smooth hydraulic flow path matching the pipe inverts, with shelves (benches) sloped to drain toward the channel.
+
+## Frame, cover, and grade adjustment {toc}
+
+### The manhole frame and cover shall be gray iron castings conforming to ASTM A48, Class 35B minimum, with a load rating selected for the location. {note}
+
+### A manhole in or near a trafficked area requires an AASHTO H-20 (HS-20) traffic-rated frame and cover; a non-traffic location in landscaping may use a lighter rating. Covers in flood-prone or high-I/I areas should be solid (no vent holes) and may be gasketed or locking. Specify the rating, lid type, and any locking or insert requirement so the contractor orders the correct casting. {note}
+
+### The frame and cover load rating shall be selected for the location from the options below.
+
+```datasheet
+label: Frame and cover load rating
+type: select
+options:
+ - AASHTO H-20 traffic-rated
+ - Non-traffic (landscaped) rated
+default: AASHTO H-20 traffic-rated
+```
+
+### The cover lid configuration shall be selected for the location; solid covers shall be used where inflow through vent holes must be prevented.
+
+```datasheet
+label: Cover lid configuration
+type: select
+options:
+ - Solid, non-vented
+ - Vented (pickhole only)
+ - Solid with gasket
+ - Solid locking
+default: Solid, non-vented
+```
+
+### The frame shall be set to match finish grade using poured-in-place concrete grade rings or precast adjustment rings; the use of excessive stacked shim rings to make up large elevation differences is prohibited.
+
+### The frame-to-structure and frame-to-grade-ring joints shall be sealed against inflow with butyl sealant or an approved external chimney seal.
+
+### Manhole steps, where provided, shall be polypropylene-encased steel or aluminum, corrosion-resistant, and spaced to comply with OSHA confined-space access requirements.
+
+# Lift Stations {toc}
+
+## A lift (pump) station shall be provided only where gravity flow to the public main or on-site treatment is not feasible at the design depth and slope. {note}
+
+## A lift station introduces ongoing energy cost, mechanical maintenance, and a wet-weather failure mode that gravity sewers do not have, so it is an option of last resort. Confirm during early design whether the site can reach the public main by gravity at acceptable cover and slope; if it cannot, the lift station must be sized and located before the collection-system layout is finalized, because the station footprint, electrical service, and force main routing constrain the whole site. The decision threshold is governed by the tap invert elevation, site grades, and the resulting required excavation depth. {note}
+
+### The need for a lift station shall be established from the tap invert, site grades, and design flow before the gravity collection layout is finalized.
+
+### Where a lift station is required, the station configuration shall be selected from the approved configurations below.
+
+```datasheet
+label: Lift station configuration
+type: select
+options:
+ - Submersible duplex (two pumps, prepackaged)
+ - Submersible triplex (three pumps)
+ - Submersible duplex with standby generator
+default: Submersible duplex (two pumps, prepackaged)
+```
+
+## Pumps {toc}
+
+### Lift station pumps shall be submersible non-clog centrifugal solids-handling pumps, applied and selected per ANSI/HI 1.1-1.6, in a duplex (minimum two-pump) arrangement for redundancy. {note}
+
+### A single-pump station has no redundancy: a pump failure backs up the entire tributary system. The duplex arrangement allows either pump to meet the design flow alone with the second pump as standby, alternating to equalize wear. Non-clog impellers and a minimum solids-passing sphere are required because raw sewage carries rags and solids that bind narrow passages. {note}
+
+### Each pump shall be sized so that one pump alone meets the design peak flow with the second pump on standby, and the pumps shall alternate on successive cycles.
+
+### Each pump shall pass a minimum spherical solid of 3 in. to handle sewage solids without clogging.
+
+```datasheet
+label: Minimum solids-passing sphere diameter
+type: range
+unit: in
+min: 2.5
+max: 4.0
+step: 0.5
+setpoints:
+ - 3.0
+```
+
+### Pump selection shall be documented with a certified manufacturer performance curve showing the duty point on the system head curve, with the operating point within the manufacturer's preferred operating region.
+
+```datasheet
+label: Pump duty design total dynamic head
+type: range
+unit: ft
+min: 10
+max: 120
+step: 5
+drawing_ref: "lift station hydraulic profile"
+default: deferred
+```
+
+## Wet well {toc}
+
+### The wet well material and effective volume shall be selected to limit pump cycling and to provide emergency storage. {note}
+
+### Wet well storage volume sets the pump cycle time. Too small a volume causes the pump to start and stop rapidly; frequent starts overheat the motor, accelerate wear, and void the pump warranty. The active volume between the pump-on and pump-off levels must be large enough to hold cycle time within the motor manufacturer's maximum starts-per-hour limit at the design flow. The wet well must also provide reserve storage above the high-level alarm to ride through a short power or pump outage without an overflow. {note}
+
+### The wet well shall be sized so that the pump cycle does not exceed the motor manufacturer's maximum permitted starts per hour at any flow condition.
+
+```datasheet
+label: Maximum pump starts per hour (motor limit)
+type: range
+unit: starts/h
+min: 6
+max: 15
+step: 1
+setpoints:
+ - 10
+```
+
+### The wet well material shall be selected for groundwater and corrosion conditions from the approved options below.
+
+```datasheet
+label: Wet well material
+type: select
+options:
+ - Precast concrete (lined for corrosion service)
+ - Fiberglass-reinforced polyester (ASTM D3753)
+ - Polyethylene
+default: Fiberglass-reinforced polyester (ASTM D3753)
+```
+
+### The wet well shall provide emergency storage above the high-water alarm sufficient to ride through a defined outage at design flow without surcharge or overflow.
+
+### The wet well access hatch shall be an aluminum, traffic- or pedestrian-rated, lockable hatch sized for pump removal and confined-space rescue, located clear of vehicle paths [[drawing: lift station site plan]].
+
+## Controls and electrical {toc}
+
+### The hazardous-area classification of the wet well and valve vault shall be determined per NFPA 820, and the electrical design shall match that classification. {note}
+
+### NFPA 820 classifies the wet well interior and connected spaces as hazardous (typically Class I, Division 1 inside the wet well and Division 2 in the connected valve vault) because of the potential for explosive sewer gas. That classification drives the motor and cable ratings, the conduit sealing fittings, and the ventilation design. Omitting the classification from the documents is a frequent cause of electrical-subcontractor RFIs and rework, because the installer cannot select compliant equipment without it. {note}
+
+### The level-control system shall provide pump-off, lead-on, lag-on, and high-water alarm setpoints, with redundant high-level detection independent of the primary level sensor.
+
+### The high-water condition shall trigger both a local audible/visual alarm and a remote alarm (autodialer or SCADA) to notify operations staff.
+
+### The control panel and electrical enclosures shall carry a NEMA rating suited to their location and the NFPA 820 area classification.
+
+```datasheet
+label: Control panel enclosure NEMA rating
+type: select
+options:
+ - NEMA 4X (outdoor, corrosion-resistant)
+ - NEMA 3R (outdoor, weatherproof)
+ - NEMA 7 (hazardous, Class I Division 1)
+default: NEMA 4X (outdoor, corrosion-resistant)
+```
+
+### Standby power provisions shall be provided for the station, by a permanent standby generator, a portable-generator quick-connect receptacle, or an equivalent approved means.
+
+```datasheet
+label: Standby power provision
+type: select
+options:
+ - Permanent standby generator with automatic transfer switch
+ - Portable generator quick-connect receptacle (manual transfer)
+ - No standby power (gravity emergency storage only)
+default: Portable generator quick-connect receptacle (manual transfer)
+```
+
+## Valve vault and force main {toc}
+
+### A valve vault separate from the wet well shall house the discharge check valves, isolation valves, and force main connection. {note}
+
+### Keeping valves out of the wet well keeps maintenance staff out of the hazardous, gas-laden wet well for routine valve work and keeps the valves above the sewage. Each pump discharge needs a check valve to prevent backflow when it stops and an isolation valve to allow servicing one pump while the other runs. {note}
+
+### Each pump discharge shall be fitted with a check valve and a downstream isolation valve, accessible from the valve vault without entering the wet well.
+
+### The force main material shall be selected for the operating pressure, soil, and installation method from the approved options below.
+
+```datasheet
+label: Force main pipe material
+type: select
+options:
+ - HDPE (ASTM D3035, SDR 11)
+ - PVC pressure pipe (AWWA C900)
+ - Ductile iron (AWWA C151, restrained joint)
+default: HDPE (ASTM D3035, SDR 11)
+```
+
+### The force main shall be sized to maintain a cleansing velocity between 2 and 8 ft/s at the pump operating flow, avoiding both solids deposition at low velocity and excessive head loss at high velocity.
+
+```datasheet
+label: Force main design velocity at pump flow
+type: range
+unit: ft/s
+min: 2.0
+max: 8.0
+step: 0.5
+setpoints:
+ - 5.0
+```
+
+### Air/vacuum release valves shall be provided at each high point of the force main to release accumulated air and admit air on draindown; the location and size of each valve shall be shown on the drawings [[drawing: force main profile]].
+
+### The force main connection at its gravity discharge shall enter a manhole at or above the flow line and shall be detailed to dissipate energy and minimize turbulence and odor release.
+
+## Odor control {toc}
+
+### Odor control shall be evaluated for any lift station or force main discharge in proximity to occupied buildings, building entries, or parking areas. {note}
+
+### Hydrogen sulfide released at the wet well vent or at the force main discharge manhole produces odor complaints and corrosion. A station that vents next to a building entry or a parking area is a post-occupancy liability. Passive venting (a carbon-media canister or a tall vent stack) suffices for low-strength or remote stations; an active carbon or chemical scrubber may be warranted where the station is close to occupied space or the wastewater is septic. {note}
+
+### The odor control method shall be selected based on the station's proximity to occupied space and the expected hydrogen sulfide load.
+
+```datasheet
+label: Odor control method
+type: select
+options:
+ - Passive vent stack (no media)
+ - Passive carbon-media canister
+ - Active carbon or chemical scrubber
+default: Passive carbon-media canister
+```
+
+# Testing {toc}
+
+## All gravity sewer testing shall be completed and accepted before final backfill compaction and surface restoration over the tested segment. {note}
+
+## Test sequencing is a requirement, not a convenience. A low-pressure air test or deflection test run after the trench is fully backfilled and paved makes any failure expensive to find and destructive to repair. The acceptance tests must be scheduled into the construction sequence so they occur on the open or lightly-backfilled trench, with the spec stating the order explicitly so the test is not skipped. {note}
+
+### Gravity sewer mains shall be tested for leakage by low-pressure air test or hydrostatic exfiltration test, with acceptance criteria stated as allowable leakage per inch of pipe diameter per mile per day.
+
+```datasheet
+label: Gravity sewer leakage test method
+type: select
+options:
+ - Low-pressure air test
+ - Hydrostatic exfiltration test
+ - Hydrostatic infiltration test
+default: Low-pressure air test
+```
+
+```datasheet
+label: Maximum allowable leakage
+type: range
+unit: gal/(in-dia mile day)
+min: 50
+max: 200
+step: 10
+setpoints:
+ - 100
+```
+
+### Flexible (PVC and HDPE) gravity pipe shall be tested for vertical deflection by a mandrel (go/no-go) test after backfill, with deflection not exceeding 5 percent of the base inside diameter.
+
+```datasheet
+label: Maximum allowable pipe deflection
+type: range
+unit: percent
+min: 5.0
+max: 7.5
+step: 0.5
+setpoints:
+ - 5.0
+```
+
+### The mandrel deflection test shall be performed no sooner than 30 days after final backfill to capture the deflection that develops after the trench settles.
+
+### Each manhole shall be tested for watertightness by vacuum test or exfiltration test where required by the authority having jurisdiction.
+
+### The force main shall be hydrostatically pressure-tested to a test pressure above the maximum operating pressure, with allowable makeup leakage per the pressure-pipe standard.
+
+```datasheet
+label: Force main hydrostatic test pressure
+type: range
+unit: psi
+min: 50
+max: 150
+step: 10
+drawing_ref: "force main design pressure"
+default: deferred
+```
+
+### The lift station shall be commissioned with a drawdown test verifying each pump's pumping rate, a verification of pump alternation, and a functional test of every level setpoint and alarm.
+
+# Installation {toc}
+
+## Pipe shall be installed to line and grade on a continuously supported, properly bedded trench bottom, with bell ends laid facing upstream. {note}
+
+## Sewer pipe is laid uphill against the flow with the bell facing upstream so the spigot of each joint points downstream into the bell, which keeps the joint from being pried open by flow and bedding movement. Line and grade are non-negotiable on a gravity sewer; small grade errors that create bellies (low spots) trap solids and defeat the self-cleansing design. {note}
+
+### Pipe shall be laid to the line and grade shown, with no reverse grade or sag (belly) that would pond flow [[drawing: profile sheets]].
+
+### Each joint shall be made up clean and fully homed per the manufacturer's instructions, with gaskets lubricated only with the manufacturer-approved lubricant.
+
+### Open trench ends shall be plugged at the end of each work period to prevent entry of debris, animals, and water.
+
+### Connections to existing live sewers shall be coordinated with the utility owner and shall include flow control (plugging or bypass pumping) to prevent spills.
+
+### Excavation, trench safety, dewatering, and shoring shall comply with [[sync/earthwork]] and applicable OSHA excavation requirements.
+
+# Delivery, Storage, and Handling {toc}
+
+## Plastic pipe shall be protected from prolonged ultraviolet exposure and supported to prevent deformation during storage. {note}
+
+## PVC and HDPE pipe degrade and lose impact strength under sustained sunlight, and they take a permanent set if stored unsupported in tall stacks or over point supports. Gaskets and elastomeric connectors must be kept clean and out of the sun. Castings, pumps, and control panels must be kept dry and undamaged until installation. {note}
+
+### Pipe and fittings shall be stored on level dunnage, stacked no higher than the manufacturer's limit, and shielded from prolonged sunlight.
+
+### Gaskets, boots, and resilient connectors shall be stored clean, cool, and out of direct sunlight, and shall be inspected for damage before use.
+
+### Pumps, control panels, and precast structures shall be handled with the manufacturer's lifting points and protected from impact, moisture, and contamination until installed.
+
+# Warranty {toc}
+
+## The Contractor shall warrant the installed sanitary sewer system against defects in materials and workmanship for the project warranty period. {note}
+
+### The Contractor shall warrant the complete installed system, including pipe, structures, and the lift station, against defects in materials and workmanship for a minimum of one year from final acceptance.
+
+### Lift station pumps and controls shall additionally carry the manufacturer's standard warranty, which shall be transferred to the Owner at acceptance.
+
+### Any segment failing a leakage, deflection, or pressure test within the warranty period shall be uncovered, repaired or replaced, and re-tested at the Contractor's expense.
+
+# Spare Parts {toc}
+
+## The Contractor shall furnish the spare parts and special tools needed to keep the lift station in service after acceptance. {note}
+
+### The Contractor shall furnish one spare submersible pump of each type and size installed, or the spare-pump quantity required by the AHJ, for the lift station.
+
+### The Contractor shall furnish a set of spare elastomeric components, including check valve flappers and seals, recommended by the pump and valve manufacturers.
+
+### The Contractor shall furnish the special tools, lifting chains, and guide-rail components required to remove and reinstall a submersible pump without entering the wet well.
+
+```datasheet
+label: Spare parts furnished at acceptance
+type: checkbox
+options:
+ - One spare submersible pump of each type and size
+ - Spare check valve flappers and seals
+ - Spare control relays and level sensor
+ - Pump removal tools, lifting chain, and guide-rail components
+```
+
+# Copyright {toc}
+
+## This standard was independently authored by the SynC Standards Team from public consensus standards, building codes, government guide specifications, and professional engineering knowledge. {note}
+
+## It contains no proprietary guide-specification prose and no CSI MasterFormat numbering. It is published under CC BY-SA. Project-specific requirements are set by the Engineer of Record through the datasheet fields and drawing references above. {note}