⚠ Legacy pipe — verify in field.
Cast iron pipe in the ground may not perfectly match published dimensions. ODs varied by foundry, era, and local spec — especially pre-1953 pipe where OD varied by pressure class. Always confirm with field measurement before ordering fittings or repair clamps.

Quick reference:
• DIP (Ductile Iron, AWWA C151) is today's standard for new water/sewer mains
• CIP centrifugal (AWWA C106 — legacy) widely in service in older systems; same OD as DIP for 3"–12"
• CIP pit cast (AWWA C102 — post-1953 legacy) older still; 3" OD slightly different (3.80" vs 3.96")
• CIP pit cast 1908 AWWA Class A/B/C/D — pre-1953 cast iron water main where OD varies by class. A 4" Class B/C/D pipe has OD 5.00" (not 4.80"!). Common in old water systems being dug up today
• DIPS matches DIP/CIP OD; IPS matches steel OD — fittings are NOT interchangeable
• PVC C900 uses DIPS OD; PVC SDR-35 has its own gravity-sewer OD
• CISP (cast iron soil pipe, ASTM A74/A888) is for non-pressure DWV inside buildings
• RCP is sized by ID; OD = ID + 2×wall, where wall A=ID/12, B=A+1", C=A+1.75"
• Same nominal ≠ same OD! A 6" DIP/CIP = 6.90" OD; 6" steel = 6.625" OD; 6" CISP hubless = 6.30" OD

Field tips:
• Wrap tape perpendicular to the pipe axis — tilted = wrong reading
• Pull tape snug but don't stretch · single overlap, no slack
• Add ~1/8" if pipe has thick coating (epoxy, polywrap, etc.)
• Verify match by checking color, markings, and condition (DIPS commonly cement-lined; HDPE black/blue/yellow; PVC blue/green/white)
• Pi-tape (D-tape) trivia: Those tools work by using a tape with marks spaced at π × distance, so 1" of tape = 1" of OD. This calc does the same math.
• OD = Circumference ÷ π · Circumference = OD × π

Precast Manhole Reference:
• Barrel ID: typically 4 ft (48") or 5 ft (60") · larger up to 8 ft for deep MHs
• Top opening: 24" (2 ft) std frame · 30" (2.5 ft) for traffic-rated HD
• Cone height: 2 ft typical for concentric · 1.5 ft for shallow covers
• Concentric vs eccentric cone — same internal volume; eccentric just offsets the opening

← swipe for more options →

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Need spec compliance, class names, or factor verification?
Use Pipe Bedding (Standards) →

Generic Rigid Pipe (all standards visible) VCP — Vitrified Clay (sanitary sewer) RCP — Reinforced Concrete (storm/sanitary) DIP — Ductile Iron (water main) PVC / HDPE — Flexible (no bedding factor)

⚠️ Flexible pipe — uses different design method.
PVC and HDPE pipe use ASTM D2321 embedment classes (Class I–V) based on soil type and compaction, NOT load factors. Common embedment is Class I (crushed rock) or Class II (coarse-grained soil) at 85–95% compaction. Volume calculations below still work for material ordering — just be aware the listed factors apply to rigid pipe only. For full deflection-based structural design, refer to ASTM D2321 or AWWA M23.

ℹ️ Ductile iron pipe (DIP):
Full AWWA C150 Type 1-5 laying conditions are coming in v1.1. For now, ASTM C12 classes provide reasonable approximations of bedding volume — but for structural design, refer to AWWA C150/C151 and your pipe manufacturer's installation guide.

🇺🇸 ASTM C12 Clay/Generic 🇬🇧 BS 9295 UK Rigid 🛣️ AASHTO Type 1-4 (RCP)

← swipe for more options →

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Sources: JM Eagle, US Pipe, McWane Ductile, Diamond Plastics, ICONIX Waterworks, AWWA C151/C900/C906, ASTM D3034/F679/F714/C76, ACPA. Always verify with supplier data sheet for the exact spec being installed.

AWWA C651 Procedure:
1. Pre-flush the main with potable water at ≥ 2.5 fps to remove debris
2. Inject chlorine while filling — keep dose uniform throughout main
3. Hold chlorinated water in main for ≥ 24 hours
4. After 24 hr, residual must be ≥ 10 ppm at all sample points (re-dose if not)
5. Flush until chlorine residual matches surrounding system (typically < 1 ppm)
6. Bacteriological test — 2 consecutive negative samples 24 hr apart per AWWA C651 Sec. 5

Notes: Always neutralize / dechlorinate flushed water before discharge to environment. Use AWWA C655 field dechlorination methods (sodium thiosulfate, sodium bisulfite). Coordinate with local water authority.

Common Uses: Pipe-in-pipe installations · Casing grouting for directional bore · Sewer liner annular space · Micro-tunnel carrier pipe
Note: Enter diameters in inches. The calc converts to radius automatically. Length in feet.

Calculate Aggregate Amount

Field Notes — Millings as Surface:
• Typical application: 3–4" compacted depth for driveways / alleys
• Haul roads and temp surfaces: 4–6" compacted
• Millings bind under traffic — performs better in warm weather
• Cost 50–80% less than new HMA · accepted in lieu of cold patch on many municipal jobs
• Not suitable where project specs require HMA — always verify with owner/engineer

Material	lbs/ft³	lbs/yd³
#57 Stone / Pea Gravel	100	2,700
#89 Stone / Crushed Stone	105	2,835
Stone Dust / Screenings	120	3,240
Concrete Sand	100	2,700
Limerock Base	110	2,970
Dense Grade Agg. (DGA)	130	3,510
Asphalt (Hot Mix)	145	3,915
Topsoil	75	2,025

Calculate Aggregate Amount

Mix Design Reference (ACI 211):
• 2500 psi — patios, walkways, non-structural slabs
• 3000 psi — standard residential: driveways, sidewalks, walls
• 4000 psi — commercial slabs, structural elements, footings
• 5000 psi — industrial floors, heavy load, prestressed work
Aggregate values are typical ACI proportions. Confirm with your batch plant for project-specific mix designs.

⚠ Volume estimate only. This computes concrete quantity from the block dimensions you enter. It does not size the block for thrust resistance. Get block dimensions from your engineer's thrust-block table/detail (based on pipe size, test pressure, fitting type & soil bearing).

Grout / CLSM Mix Reference:
• Re-excavatable CLSM (50–100 psi): Use for utility corridors where future excavation is anticipated
• Structural CLSM (100–150 psi): Permanent abandonment, not re-excavatable
• Neat cement grout: For smaller pipes where pressure grouting is specified
• Typical unit weight: 115–125 lbs/ft³ (~3,100–3,375 lbs/CY wet)

Measure h, d → angle Predict CY → pile size Setback depth → cut back

Field Reference:
• 1:1 rule — for every 1 ft of depth, cut back 1 ft (matches typical 45° granular AoR)
• OSHA spoil pile setback — minimum 2 ft from trench edge (1926.651). More if loose/soft.
• AoR varies widely with moisture, particle size, and compaction. Values shown are typical mid-range.
• Not a substitute for geotechnical analysis — for design-critical work, use lab data and licensed engineering review.

How to read results:
🔴 Net Haul needed = more cut than fill — you have excess material to truck away.
🟢 Net Borrow needed = more fill than cut — you need to import fill material.
⚖️ Balanced = cut and fill are equal — no import/export needed.

🎯 CONVERT AN ELEVATION

From NAVD88 civil / GPS From Local structural From FF± architect From NGVD29 old drawings

Field Reference:
• NAVD88 — current US standard (1991+). Civil drawings, GPS, FEMA flood maps.
• NGVD29 — old US standard. Still on legacy drawings, older GIS data.
• Local / Site Datum — project-specific reference, often "FF = 0" or "FF = 100". What structural & arch usually work in.
• FF± — same as Local but always relative to FF (e.g. "−4.30" = 4.30 ft below finished floor).
• NAVD88 − NGVD29 offset varies by location (typical US ranges):
  Northeast: +0.85 to +1.0 · Midwest: +0.5 to +0.7 · Southeast: +0.5 to +0.9
  West Coast: 0 to +0.3 · Mountain West: +0.3 to +0.7
  Get exact value from surveyor's title block or NOAA VERTCON tool.
• Conversion only as accurate as your anchors — verify against a known point.

Trapezoid Sloped sides Rectangle Vertical walls V-Ditch Triangular Custom Areas direct

↑ Reference cross-section · enter dimensions below for each station

Reference:
• Mean Area — quick estimate. Accurate when cross-sections vary linearly between stations.
• Prismoidal — industry standard for pay-quantity calculations (AASHTO, FHWA, state DOT). Required when sections change non-linearly (peaks, valleys, transitions).
• Use prismoidal for billing/contract quantities. Mean area for quick field estimates.
• Side slope ratio = horizontal per 1 vertical (e.g., 1.5 = 1.5H : 1V slope, common for granular soil).

Convert STA ↔ ft Distance A → B Offset A + ft = ?

Reference:
• Station notation — "12+50" means 12 hundred + 50 = 1,250 ft from origin (Station 0+00)
• 1 STA = 100 ft — standard US civil engineering convention
• Used on plan-and-profile drawings for roads, sewers, pipelines, and any linear infrastructure
• Negative offset distances go backward (toward station 0+00)

Min Velocity Reference:
• Sanitary sewer: 2.0 ft/s minimum (self-cleaning)
• Storm drain: 2.0–3.0 ft/s (varies by agency)
• Water main: no minimum — pressure-driven
• Max recommended: 10 ft/s (scour prevention)

⚠ Estimate only. Fluid volume varies with ground conditions, reamer type, pump output, and mud rheology. This produces a planning estimate — mud engineer's experience and downhole pressure monitoring govern actual usage. Always have extra on site.
📐 Depth note: Bore length here is the horizontal span (entry-to-exit). If you enter a Max Depth, the calc computes the arc length of the actual drilled tube using a smooth-parabola approximation, and uses that for volume. Leave depth blank if you already know the actual drilled length. Real bores have compound curves and straight tangents — this is a planning estimate, not a precise as-built.

Field tips:
• Use reamer diameter, not pilot hole — pullback is what fills the annulus
• Have at least 20% extra mixed and ready before pullback starts
• Reactive clays absorb fluid rapidly — bump the ratio if returns get thick
• Cobble/rock with poor returns: switch to polymer additive, not just more bentonite

⚠ Estimate only. Actual returns vary widely — fractures, void spaces, and inadvertent returns at the surface all affect how much slurry comes back. Plan for the higher figure and confirm disposal pricing with your hauler before mobilizing.
📐 Depth note: Bore length here is the horizontal span. Enter Max Depth to have the calc compute the arc length (the actual drilled tube length) using a smooth-parabola approximation, then use that for volume. Leave depth blank if you already know actual drilled length.

Disposal notes:
• 1 CY = 201.97 gallons · 1 vac truck (3000 gal) ≈ 14.9 CY
• Solidified slurry is heavier than the gallon count suggests — check landfill weight limits
• Most landfills require solidified mud (add hydrated lime or commercial solidifier)
• Some jurisdictions allow on-site dewatering pits — check local rules

INSTRUMENT SETUP

FORESIGHT SHOTS

✅ Report copied to clipboard

Material	Max Loose	Comp'd ~
Common Earth	12"	8"
Sandy Fill	12"	9"
Heavy Clay	8"	6"
Crushed Stone	12"	9"
Pipe Zone (spec)	6"	4"

CLSM Mix Reference:
• Excavatable (50–100 psi): 1 sack cement + sand + water — can be re-excavated
• Structural (100–150 psi): 1.5–2 sack — permanent, not re-excavatable
• Typical wet unit weight: ~115–120 lbs/ft³ (~3,100–3,240 lbs/CY)

Trench Dimensions

Zone 1 — Bedding (trench bottom up to pipe invert)

Zone 2 — Initial Backfill (haunch + 12" above pipe crown)

Zone 3 — Final Backfill (12" above pipe to subgrade)

── Totals ──

Per ASTM D2321: Bedding sits BELOW pipe (no pipe in this zone). Initial backfill SURROUNDS the pipe (haunch through 12" above crown). Final backfill is from 12" above pipe to subgrade. Min trench width = greater of (pipe OD + 16") or (1.25 × pipe OD + 12").

End ElevationStart + Length + Slope SlopeMH-to-MH tie-in Required FallLength + Slope Max Run LengthAvail. drop + min slope

Field Reference:
• Invert = flow line / bottom inside of pipe (what civil drawings typically show)
• Slope = fall per run, where positive = downhill in flow direction
• Station = civil engineering format: 12+50 means 1,250 ft along alignment
• Minimum slopes (10 States Standards, 2 fps self-cleansing velocity):
  4"=1.00% · 6"=0.60% · 8"=0.40% · 10"=0.28% · 12"=0.22% · 15"=0.15%
  18"=0.12% · 21"=0.10% · 24"=0.08% · 30"=0.058% · 36"=0.046%
• Max slope = 10% (above this, solids separate from liquid flow)
• Always verify against local code + project spec before installation.

Nominal	ID (in)	OD (in)	Wall (in)
4"	4.19	4.80	0.25
6"	6.28	6.90	0.25
8"	8.31	9.05	0.28
10"	10.31	11.10	0.29
12"	12.31	13.20	0.31
16"	16.31	17.40	0.34
20"	20.31	21.60	0.36
24"	24.31	25.80	0.38

Nominal	ID (in)	OD (in)	Wall (in)
4"	3.88	4.215	0.120
6"	5.84	6.275	0.179
8"	7.78	8.400	0.240
10"	9.72	10.500	0.300
12"	11.65	12.500	0.357
15"	14.56	15.300	0.437
18"	17.48	18.701	0.534

Nominal	ID (in)	OD (in)	Wall (in)
12"	12.0	16.0	2.0
15"	15.0	19.5	2.25
18"	18.0	23.0	2.5
24"	24.0	30.0	3.0
30"	30.0	37.5	3.5
36"	36.0	44.5	4.0
48"	48.0	58.0	5.0
60"	60.0	72.0	6.0

Parameter	Spec
Heater plate temp	400 – 450 °F (204 – 232 °C)
Interfacial fusion pressure	60 – 90 psi (414 – 621 kPa)
Heat soak force	Zero (no force, just contact)
Cool time under pressure	11 min per inch of wall
Additional cooldown (no stress)	+30 min after machine release
Hot ambient (>100 °F)	Add cool time
Min heat soak (14"+ pipe)	4.5 min per inch of wall

Pipe OD	Min Bead
< 1.315"	Use socket fusion instead
1.315" – 3.500"	1/16"
> 3.500" to 8.625"	3/16"
> 8.625" to 12"	1/4"
> 12" to 24"	7/16"
> 24" to 36"	9/16"
> 36"	3/4"

Parameter	Spec
Heater face temp	500 °F ± 10 °F (260 °C ± 5 °C)
Cold ring	Required (alignment + insertion depth)
Cool on tool	Min 30 sec under pressure
Cool off tool	Min 30 sec before removing cold ring

Pipe Size	Heat Time	Cool (held)
1/2" CTS	6 sec	30 sec
3/4" CTS / IPS	8 sec	30 sec
1" IPS	10 sec	30 sec
1.25" IPS	12 sec	30 sec
1.5" IPS	14 sec	45 sec
2" IPS	18 sec	60 sec
3" IPS	25 sec	90 sec
4" IPS	30 sec	120 sec

Parameter	Spec
Voltage (typical)	39.5 V or 80 V
Fusion time	10 – 2,000 sec (per fitting label)
Cool time	Per fitting barcode (typ. 10–60 min)
Pre-fusion scraping	REQUIRED — remove oxide layer
Pipe ovality	≤ 1.5% (use re-rounding clamps if needed)

📋 Operator Qualification: Per 49 CFR 192.285 (gas) and various state water utility codes, all heat-fusion operators on PE gas distribution piping must be qualified per a documented procedure. Most US utilities reference ASTM F2620 + manufacturer specs. Maintain training records.

🌡️ Cold weather (< 40 °F): Provide windbreaks · pre-warm pipe ends · allow extended heat soak · longer cool times. Sub-freezing? Tent and heat the work area.

📚 References: ASTM F2620-20 · ASTM F1055-22 · PPI TR-33 (butt) · PPI TR-41 (saddle) · 49 CFR 192 Subpart F

WHEN PROTECTION IS REQUIRED

MAXIMUM ALLOWABLE SLOPES (29 CFR 1926 App B)

TRENCH BOX (SHIELD) — WHEN REQUIRED

Use a trench box when sloping is not feasible due to:
• Tight ROW — no room to slope without impacting adjacent structures or utilities
• Type C soil at depth where sloping would require excessive excavation width
• Adjacent structures — surcharge loads from buildings, traffic, or spoil piles
• Water accumulation — saturated or seeping conditions degrade soil classification
• Deep trenches (>12–15 ft) — sloping often impractical; box + shoring common

⚠️ Trench box does NOT shore the walls — it shields workers. It can be moved as work progresses.

ACCESS & EGRESS (29 CFR 1926.651)

SPOIL PILE, WATER & DAILY INSPECTION

Ref: OSHA 29 CFR 1926.650–.652 · Subpart P Appendices A–F
This table is a field reference summary. It does not replace a competent person on-site evaluation. Soil classification must be performed by visual and manual testing per Appendix A. Local jurisdictions may have more stringent requirements.

USCS — UNIFIED SOIL CLASSIFICATION

AASHTO CLASSIFICATION (M 145)