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Materials

f′c concrete

MPa

fy main bars

MPa

fyt stirrups

MPa

Concrete type, λ

Material limits: f′c ≥ 17 MPa (21 MPa for special frames); longitudinal fy ≤ 550 MPa (420 MPa for special frames). Special lightweight f′c ≤ 35 MPa. Stirrup stress in shear is capped at 420 MPa.

Section

Width, b

mm

Total depth, h

mm

Clear cover

mm

Cover exposure (cast-in-place)

Max aggregate

mm

Reinforcement

Main bar Ø

Stirrup Ø

Stirrup legs

Detailing

Beams default to Special Moment Frame design. Confirm the actual span arrangement. Special and intermediate frames include capacity-design shear and confined end zones (NSCP 418.6 and 418.4). Select gravity-only explicitly only for a member outside the moment frame.

Span and loads

Clear span, ℓn

m

Support condition

Superimposed dead, D

kN/m

Live load, L

kN/m

Include beam self-weight (23.6 kN/m³) Confirmed for continuous beams: two or more spans, adjacent spans within 20%, uniform load, prismatic beam (NSCP 406.5.1)

Factored torsion, Tu

kN·m

wu = max(1.4D, 1.2D + 1.6L) = 38.25 kN/m (self-weight 3.54 kN/m). NSCP 406.5 moments: supports wuℓn²/16 and wuℓn²/10, midspan wuℓn²/14. Coefficients give gravity moments only; for beams in a lateral-force-resisting frame, enter the factored envelope moments from the frame analysis instead.

Sections and stirrup layout

Concrete Main bars Stirrups / hoops Confined end zone

Incomplete: beam checks not verified

Calculated gravity checks pass, but 2 mandatory checks cannot be verified with the data provided: coefficient method conditions; seismic design demands. The NSCP 406.5 coefficients contain no earthquake moments or moment reversal: enter the frame-analysis envelope under “Enter Mu, Vu” to verify the implemented beam checks. External joint, column and drift verification remains required. Complete frame compliance has not been established.

Flexure, left support0.85

Demand 86.1 kN·m against capacity 101.1 kN·m

Flexure, midspan0.97

Demand 98.4 kN·m against capacity 101.1 kN·m

Flexure, right support0.94

Demand 137.7 kN·m against capacity 146.8 kN·m

Shear, governing zone (1,090 mm from face)0.77

Demand 118.0 kN against capacity 153.9 kN

Effective depth, d440 mm

β₁0.850

φVc89.1 kN

Design shear Ve153.2 kN

Bars per layer3 max

wu38.25 kN/m

Design by location

Location	Mu, kN·m	Top bars	Bottom bars	φMn, kN·m	εt	Ratio
Left support	86.1 (−)	2-20 T	2-20	101.1	0.0222	0.85
Midspan	98.4 (+)	2-20	2-20 T	101.1	0.0222	0.97
Right support	137.7 (−)	3-20 T	2-20	146.8	0.0181	0.94

T = tension face. Strengths include the bars on the other face as compression steel (strain compatibility).

Joint-face strength ratio (NSCP 418.6.3.2, special moment frame)

Support face	Mn⁻, kN·m	Mn⁺, kN·m	Required 0.50 Mn⁻	Mn⁺/Mn⁻	Result	Adjustment
Left support	112.3	112.3	56.1	1.00	PASS	—
Right support	163.1	112.4	81.6	0.69	PASS	—

Nominal strengths of the bars provided (strain compatibility, compression steel included). This capacity rule is separate from the reversal demand checks (Mu⁺ ≤ φMn⁺).

Stirrup schedule (both ends, from each support face)

Zone from face	Spacing	Design Vu for zone	φVn
0–100 mm	2 @ 50	153.2 kN	374.2 kN
100–1,090 mm	9 @ 110	150.0 kN	218.6 kN
1,090–3,000 mm	rest @ 220	118.0 kN	153.9 kN

Design shear includes capacity-design shear and the supplied or calculated demand envelope.

Code checks

Check	NSCP 2015	Provided	Required / limit	Result
Minimum concrete cover	Table 420.6.1.3.1	40 mm	40 mm minimum; cast-in-place, protected from weather and ground	PASS
Flexure, left support (top bars)	421.2, 422.2	φMn 101.1 kN·m	Mu 86.1 kN·m	PASS
Net tensile strain, left support	409.3.3.1	0.0222	≥ 0.0040	PASS
Flexure, midspan (bottom bars)	421.2, 422.2	φMn 101.1 kN·m	Mu 98.4 kN·m	PASS
Net tensile strain, midspan	409.3.3.1	0.0222	≥ 0.0040	PASS
Flexure, right support (top bars)	421.2, 422.2	φMn 146.8 kN·m	Mu 137.7 kN·m	PASS
Net tensile strain, right support	409.3.3.1	0.0181	≥ 0.0040	PASS
Minimum flexural steel	409.6.1.2	628 mm²	440 mm²	PASS
Bars per layer	425.2.2	3 (1 layer)	max 3 per layer	PASS
Bar clear spacing	425.2.1	70.0 mm	50.0 mm	PASS
Crack control spacing (c–c)	424.3.2	180.0 mm	255.0 mm	PASS
Shear strength, φVn ≥ Vu	422.5.1.1	153.9 kN	118.0 kN (Ve, 418.6.5)	PASS
All stirrup zones: strength and spacing	409.7.6, 418.4, 418.6	Every zone passes	Strength and applicable spacing limits at every zone	PASS
Section size for shear, Vs ≤ 0.66√f′c·bw·d	422.5.1.2	85.5 kN req’d	461.0 kN	PASS
Hoop spacing within 2h = 1,000 mm of each support	418.6.4.4, 418.6.4.1	110 mm max; first hoop 50 mm from the face; spacing ≤ limit to 1,090 mm	110 mm max; first hoop ≤ 50 mm; over ≥ 2h = 1,000 mm	PASS
Stirrup spacing	409.7.6.2.2	220 mm	220 mm max (d/2, 600 mm)	PASS
Minimum shear reinforcement	409.6.3.3	157 mm²	84 mm² at 220 mm	PASS
Tension steel ratio, ρ ≤ 0.025	418.6.3.1	0.0071	0.0250	PASS
Beam width and proportions	418.6.2.1	b = 300 mm, b/h = 0.60	b ≥ 250 mm, b/h ≥ 0.30	PASS
Clear span ≥ 4d	418.6.2.1	6,000 mm	1,760 mm	PASS
Positive moment strength at joint face, left support	418.6.3.2	Mn⁺ 112.3 kN·m (2-20 bottom); Mn⁺/Mn⁻ = 1.00	Mn⁺ ≥ 0.50 × Mn⁻ 112.3 = 56.1 kN·m	PASS
Positive moment strength at joint face, right support	418.6.3.2	Mn⁺ 112.4 kN·m (2-20 bottom); Mn⁺/Mn⁻ = 0.69	Mn⁺ ≥ 0.50 × Mn⁻ 163.1 = 81.6 kN·m	PASS
Continuous bars top and bottom	418.6.3.1, 418.6.3.2	2 top, 2 bottom: Mn 112.3 kN·m	≥ 2 each and Mn ≥ ¼ × 163.1 = 40.8 kN·m	PASS
Torsion threshold, Tu ≤ φTth	422.7.1.1	0.00 kN·m	4.63 kN·m	PASS
Coefficient method limit, L ≤ 3D	406.5.1(c)	L/D = 0.54	3.00 max	PASS
Coefficient method conditions	406.5.1(a), (b), (d), (e)	not confirmed	prismatic beam, uniformly distributed load, two or more spans, longer of adjacent spans ≤ 1.2 × shorter	INCOMPLETE
Minimum depth without deflection calc	Table 409.3.1.1	500 mm	324 mm (ℓ/18.5)	PASS
Skin reinforcement	409.7.2.3	h = 500 mm	required only when h > 900 mm	N/A
Seismic design demands (load combinations with E)	418.6.3, 405.3	gravity coefficients only (no E)	engineer-confirmed factored envelope including earthquake combinations; analysis is not independently verified here	INCOMPLETE

Required external verification

Responsibility	NSCP 2015	Module coverage	Required verification	Status
External frame verification required	418.7, 418.8 (columns/joints); drift: governing building code	outside the beam module; not evaluated	separate joint shear and anchorage, column strength and confinement (strong column–weak beam for special frames), and story drift verification	INFO

Show calculation steps

Loads and moments

D = 18.54 kN/m, wu = 38.25 kN/m, gravity for capacity shear 1.2D + 1.0L = 32.25 kN/m

Face shears: 114.7 kN / 132.0 kN

Flexure (strain compatibility, εcu = 0.003, β₁ = 0.850)

Left support: 2 top + 2 bottom bars; c = 52.4 mm, d = 440 mm, εt = 0.0222, φ = 0.900, φMn = 101.1 kN·m ≥ Mu = 86.1

Midspan: 2 top + 2 bottom bars; c = 52.4 mm, d = 440 mm, εt = 0.0222, φ = 0.900, φMn = 101.1 kN·m ≥ Mu = 98.4

Right support: 3 top + 2 bottom bars; c = 62.6 mm, d = 440 mm, εt = 0.0181, φ = 0.900, φMn = 146.8 kN·m ≥ Mu = 137.7

Shear

Vc = 0.17λ√f′c·bw·d = 118.7 kN; Av = 2 × π(10)²/4 = 157.1 mm²; Vs = Av·fyt·d/s (fyt ≤ 420 MPa)

Probable strengths (1.25fy, φ = 1) at both ends: (Mₗ + Mᵣ)/ℓn = 56.4 kN; Ve = 56.4 + 1.2D+1.0L × ℓn/2 = 153.2 kN; Vc included

Required spacing s = Av·fyt·d/(Vu/φ − Vc), limited by min(d/4, 6db, 150) within 2h and d/2 elsewhere and by Av,min.

Torsion threshold

Tth = 0.083λ√f′c·Acp²/pcp = 6.18 kN·m; φTth = 4.63 kN·m

Recommended beam arrangement

Incomplete beam arrangement: 300 × 500 mm beam, f′c 28 MPa, fy 420 MPa, special moment frame (NSCP 418.6)

External frame verification required. External joint, column and drift verification remains required. Complete frame compliance has not been established.

At left support	2-20 mm Ø top (tension)	2-20 mm Ø bottom (compression)
At right support	3-20 mm Ø top (tension)	2-20 mm Ø bottom (compression)
At midspan	2-20 mm Ø top (continuous)	2-20 mm Ø bottom (tension)
Stirrups	10 mm Ø closed hoops, 2 legs: 2 @ 50, 9 @ 110, rest @ 220 mm O.C., both ends

Not yet adoptable: mandatory checks are incomplete. coefficient method conditions; seismic design demands (see INCOMPLETE in the code checks).
Preliminary frame layout. Gravity coefficients do not include earthquake or wind demands or moment reversal. Use “Enter Mu, Vu” with the frame-analysis envelope to verify the implemented beam checks.
Not yet adoptable. Tick the NSCP 406.5.1 confirmation once the spans and loads qualify for the moment coefficients, or enter the analysis results under “Enter Mu, Vu”.
2-20 mm top and 2-20 mm bottom bars run continuous through the span (NSCP 418.6.3.1).
Extra top bars at the supports extend ℓn/3 = 2.00 m past the face (typical cut-off; not less than ℓd = 983 mm).
Within 2h = 1,000 mm of each support use closed hoops with seismic hooks; no lap splices there (NSCP 418.6.3.3, 418.6.4).

Scope and basis. For preliminary design and checking of rectangular non-prestressed beams: flexure at the supports and midspan, shear and stirrup spacing (including NSCP 418.4 and 418.6 capacity-design shear and end-zone hoops), and the torsion threshold. Moments from loads use the NSCP 406.5 coefficients (gravity only); for frame beams enter the envelope moments from your analysis. Not covered: torsion design, T-beam flange action, exact bar cut-off points and lap splice design, joint shear, and deflection calculations. Results must be reviewed and signed by a licensed civil engineer. Design basis: NSCP 2015 Volume I (Chapter 4 follows ACI 318M-14). Standalone source file, not a published, build-stamped release.

Column type

Section and confinement

Seismic role

Tied columns use φ = 0.65 for compression-controlled sections and Pn,max = 0.80P₀ (NSCP 421.2.2, 422.4.2.1).

Materials

f′c concrete

MPa

fy main bars

MPa

fyt ties / spiral

MPa

Concrete type, λ

Ordinary-column material limits: f′c ≥ 17 MPa; longitudinal fy ≤ 550 MPa; transverse fyt ≤ 550 MPa for ties or 700 MPa for spirals. Shear uses at most 420 MPa.

Section

Width, b (along x)

mm

Depth, h (along y)

mm

Clear cover

mm

Cover exposure (cast-in-place)

Max aggregate

mm

Reinforcement

Longitudinal bar Ø

Bars per b-face

incl. corners

Bars per h-face

incl. corners

Tie Ø

Tie spacing, s

mm

Tie legs resisting shear

8 bars of 20 mm Ø, Ast = 2,513 mm², ρg = 1.57%

Factored loads

Axial load, Pu (compression +)

kN

Mux, about x

kN·m

Muy, about y

kN·m

Shear, Vu

kN

Mux and Muy are the larger end moments (M₂) from analysis. Mux bends the column across its depth h. For circular columns the resultant moment is used.

Slenderness

Unsupported length, ℓu

m

Effective length factor, k

End moment ratio, M₁/M₂

Sustained load ratio, βdns

For k < 1.0: confirmed by frame analysis using the applicable cracked member stiffnesses (ACI 318M-14 §6.6.4.4.3).

Use k = 1.0 for the conservative non-sway assumption. This model supports braced k ≥ 0.5; sway k must be ≥ 1.0. Unsupported length must be positive.

M₁/M₂ is negative for single curvature and positive for double curvature (NSCP 406.2.5, 406.6.4.5.3). Use the same k and ℓu about both axes.

Column cross-section

Concrete Longitudinal bars Ties

Adequate

All strength, slenderness and detailing checks pass for an ordinary column. Special moment frame column requirements (NSCP 418.7: confinement, strong column–weak beam, capacity-design shear) are not checked.

P–M interaction0.91

Bresler reciprocal load

Axial, Pu / φPn,max0.60

1,500 kN against 2,498 kN

Shear, Vu / φVn0.29

60.0 kN against 208.3 kN

Gross area, Ag160,000 mm²

Steel ratio, ρg1.57%

P₀4,804 kN

Design Mcx120.0 kN·m

Design Mcy40.0 kN·m

φ (compression)0.65

P–M interaction diagram

About x: solid φPn–φMn, dashed nominal Pn–MnAbout y: solid φPn–φMn, dashed nominal Pn–MnCircles are factored demand points, including second-order moments

Design aid

Lightest bar arrangement that passes8 pcs 16 mm Ø 3 per b-face, 3 per h-face; Ast 1,608 mm², ρg 1.01%, ratio 0.98

Tie spacing10 mm Ø @ 300 mm Limit min(16db, 48dt, least dimension) = 320 mm

Balanced point (about x)φPb 987 kN Mb 291.0 kN·m nominal; above Pb the section is compression-controlled

Code checks

Check	NSCP 2015	Provided	Required / limit	Result
Minimum concrete cover	Table 420.6.1.3.1	40 mm	40 mm minimum; cast-in-place, protected from weather and ground	PASS
Axial capacity, Pu ≤ φPn,max	422.4.2.1	1,500 kN	2,498 kN	PASS
P–M interaction (Bresler reciprocal load)	422.4, 422.2	ratio 0.91	≤ 1.00	PASS
Longitudinal steel ratio, ρg	410.6.1.1	1.57%	1% to 8%	PASS
Minimum number of bars	410.7.3.1	8	4	PASS
Longitudinal bar clear spacing	425.2.3	120.0 mm	40.0 mm	PASS
Tie bar size	425.7.2.2	10 mm	10 mm min	PASS
Tie spacing	425.7.2.1	200 mm	320 mm max	PASS
Tie legs resisting shear	422.5.10.5.5, 425.7.2.3	2 legs	≤ 3 (each leg engages a bar on the b-face)	PASS
Lateral support of bars (crossties)	425.7.2.3	corner ties only	every corner and alternate bar held by a tie corner (≤ 135°); no bar more than 150 mm clear from a held bar	PASS
Shear strength, φVn ≥ Vu	422.5.1.1, 422.5.6.1, 422.5.10.5.3	208.3 kN	60.0 kN	PASS
Shear reinforcement spacing	410.6.2.1, 410.7.6.5.2	200 mm	not required (Vu ≤ 0.5φVc)	N/A
Slenderness about x, kℓu/r	406.2.5	25.0	40.0 to neglect	PASS
Slenderness about y, kℓu/r	406.2.5	25.0	40.0 to neglect	PASS

Show calculation steps

Section

Ag = 160,000 mm²; Ast = 8 × π(20)²/4 = 2,513 mm²; ρg = 0.0157; β₁ = 0.850

Axial capacity

P₀ = 0.85f′c(Ag − Ast) + fy·Ast = 4,804 kN

φPn,max = 0.65 × 0.8 × P₀ = 2,498 kN

Slenderness

Effective length factor supplied for the selected frame model. ACI 318M-14 §6.6.4.4.3.

About x: r = 120.0 mm; kℓu/r = 1.00 × 3,000 / 120.0 = 25.0; limit 40.0 → short column

About y: r = 120.0 mm; kℓu/r = 1.00 × 3,000 / 120.0 = 25.0; limit 40.0 → short column

Interaction

Method: Bresler reciprocal load

φPnx = 1,895 kN, φPny = 2,498 kN, φP₀ = 3,122 kN

1/φPni = 1/φPnx + 1/φPny − 1/φP₀ → φPni = 1,646 kN; Pu/φPni = 0.91

Shear

Vc = 0.17(1 + Nu/14Ag)λ√f′c·bw·d = 204.3 kN (bw = 400 mm, d = 340 mm)

Vs = Av·fyt·d/s = 73.4 kN (Av = 157.1 mm²); φVn = 208.3 kN

Recommended design

Adopt: 400 × 400 mm tied column, f′c 28 MPa, fy 420 MPa

Section	400 × 400 mm (b × h)
Main bars	8-20 mm Ø (3 per b-face, 3 per h-face, corners counted once; ρg 1.57%)
Ties	10 mm Ø @ 200 mm (perimeter tie only; 2 legs)

First tie no more than half a spacing above the footing or slab, last tie no more than half a spacing below the lowest beam or slab bars above.
Seismic confinement and shear for special moment frames (NSCP 418.7) and lap splices are not designed here.

Scope and basis. For preliminary design and checking of non-prestressed columns in gravity, ordinary and special moment frames. Biaxial bending of rectangular columns uses the Bresler reciprocal load method (or the load contour method below 0.1f′cAg). Special moment frame columns (NSCP 418.7) are checked for strong column–weak beam at the joint above the column (from the entered beam strengths), confinement over ℓo, hoop spacing, capacity-design shear from Mpr of this column, and Class B lap splices in the centre half, with hoops and crossties engaging every bar. Not covered: the beam–column joint (NSCP 418.8), shear limited by the beam Mpr, columns supporting discontinued stiff members (NSCP 418.7.5.6), mechanical and welded splices, and lap splices of ordinary columns. Results must be reviewed and signed by a licensed civil engineer. Design basis: NSCP 2015 Volume I (Chapter 4 follows ACI 318M-14). Standalone source file, not a published, build-stamped release.

Foundation type

Type

A single column on a square or rectangular pad, centred or off the centre along L (offset, or at a property line). Handles moment about one axis, including partial contact when e > L/6.

Materials

f′c concrete

MPa

fy bars

MPa

Concrete type, λ

Bottom cover

mm

Bottom-cover basis: cast against and permanently in contact with ground; minimum 75 mm.

Concrete unit weight

kN/m³

Material limits: f′c ≥ 17 MPa; flexural fy ≤ 550 MPa. Concrete unit weight must be positive.

Soil

Allowable bearing, qa

kPa

Soil unit weight

kN/m³

Depth to base, Df

m

Surcharge

kPa

Bearing capacity and soil unit weight must be positive; base depth and surcharge may be zero. This model includes backfill weight above the footing; zero soil weight is not an omission option.

qa is the gross allowable pressure from the geotechnical report. The app deducts footing and backfill weight to get the net pressure.

Column

c₁ (along L or x)

mm

c₂ (along B or y)

mm

Column bars or dowels into footing

pcs

Their bar Ø

Max aggregate size (column bar spacing, 425.2.3)

mm

Service loads

Dead, PD

kN

Live, PL

kN

Dead moment, MD

kN·m

Live moment, ML

kN·m

Service (unfactored) loads. Every check is made for both 1.4D and 1.2D + 1.6L (NSCP 203.3.1) and the worse result is reported. Wind and seismic combinations are not included.

Wind and earthquake

Include wind and earthquake load combinations

Tick to design for wind and earthquake combinations. Otherwise confirm under Dimensions that they are checked separately.

Dimensions

Size automatically (plan, thickness and bar spacing) Confirmed: lateral load combinations (wind, earthquake), overturning and sliding are checked separately or do not govern. This module designs for gravity combinations only.

Width, B

m

Length, L

m

Column position along L

L/B ratio for sizing

Thickness, h

mm

Service loads with net allowable pressure; thickness from punching and one-way shear.

Reinforcement

Bars along L, Ø

Spacing

mm

Bars along B, Ø

Spacing

mm

Plan and section

FootingColumnPunching perimeter at d/2One-way shear at d

Incomplete: not a complete design check

Calculated checks pass, but 1 mandatory check cannot be verified with the data provided: lateral loads.

Bearing, qmax / qnet0.98

118.1 kPa against 120.5 kPa

Punching, vu / φvc0.97

1.264 MPa against 1.310 MPa

One-way shear0.60

Governing direction

Flexure, Mu / φMn0.91

Governing direction

Footing B × L3.05 × 3.05 m

Thickness, h450 mm

Average d359 mm

Net allowable, qnet120.5 kPa

Pu1,360 kN

qu,max160.6 kPa

Design aid

Long bars (along L)16 mm Ø @ 175 mmAs required 3,094 mm² over B = 3.05 m

Short bars (along B)16 mm Ø @ 175 mmAs required 3,026 mm² over L = 3.05 m

Least thickness for shear at this plan450 mmFooting 3.05 × 3.05 m; net allowable pressure 120.5 kPa

Code checks

Check	NSCP 2015	Provided	Required / limit	Result
Minimum concrete cover	Table 420.6.1.3.1	75 mm	75 mm minimum; cast-in-place, cast against and permanently in ground	PASS
Load combinations	203.3.1	1.2D + 1.6L governs overall	1.4D and 1.2D + 1.6L both checked, each check enveloped; wind and seismic combinations are not included	INFO
Lateral loads, overturning and sliding	413.2.6.1, 203.3.1	not checked (gravity combinations only)	foundation proportioned for all factored load combinations, including wind and earthquake, with stability against overturning and sliding	INCOMPLETE
Soil bearing, qmax ≤ qnet	413.3.1.1	118.1 kPa	120.5 kPa	PASS
Eccentricity, e ≤ L/6	413.3.1.1	0.050 m	0.508 m	PASS
Depth above bottom bars, d ≥ 150 mm	413.3.1.2	351 mm	150 mm	PASS
Two-way (punching) shear at d/2	422.6.4.1, 422.6.5.2	vu 1.264 MPa	φvc 1.310 MPa · 1.2D + 1.6L	PASS
One-way shear, long direction	413.2.7.2, 422.5	456.0 kN	φVc 755.2 kN · 1.2D + 1.6L	PASS
One-way shear, short direction	413.2.7.2, 422.5	434.3 kN	φVc 722.3 kN · 1.2D + 1.6L	PASS
Flexure at column face, long bars	413.2.7.1, 422.2	φMn 461.4 kN·m	Mu 418.8 kN·m · 1.2D + 1.6L	PASS
Flexure at column face, short bars	413.2.7.1, 422.2	φMn 440.7 kN·m	Mu 391.4 kN·m · 1.2D + 1.6L	PASS
Minimum steel, long bars	408.6.1.1	3,418 mm²	2,471 mm²	PASS
Minimum steel, short bars	408.6.1.1	3,418 mm²	2,471 mm²	PASS
Short bars in central band of width B	413.3.3.3	square footing	applies to rectangular footings only	N/A
Bar spacing	407.7.2.3	175 / 175 mm	450 mm max	PASS
Development length, long bars	425.4.2.2, 425.4.3.1	1,250 mm available	ℓd 605 mm straight, or ℓdh 213 mm with standard hooks	PASS
Development length, short bars	425.4.2.2, 425.4.3.1	1,250 mm available	ℓd 605 mm straight, or ℓdh 213 mm with standard hooks	PASS
Column bearing on footing	422.8.3.2	1,360 kN	φBn 4,950 kN · 1.2D + 1.6L	PASS
Minimum dowel area into footing	416.3.4.1	8-20 mm Ø = 2,513 mm²	800 mm² (0.005 × column area)	PASS
Column bars or dowels fit round the column	425.2.3	120.0 mm clear (8-20 mm Ø evenly round the column, 3 per face along c2, centres 60.0 mm inside the faces)	40.0 mm (greatest of 40 mm, 1.5db and 4/3 × 20 mm aggregate)	PASS
Column–footing interface: axial force and moment	416.3.1.2, 416.3.3.1, 416.3.3.3, 422.4	ratio 0.31 (Pu 1,360 kN, Mu 68.0 kN·m)	≤ 1.00: φNn 950 kN in tension, φMn 219.9 kN·m at the point of greatest φMn (P = 635 kN; higher compression is carried by bearing); 8-20 mm Ø evenly around the column · 1.2D + 1.6L	PASS

Show calculation steps

Bearing (service loads)

P = 1,000 kN, M = 50.0 kN·m, e = 0.050 m

qnet = qa − γc·h − γs(Df − h) − surcharge = 120.5 kPa

qmax = 118.1 kPa, qmin = 96.9 kPa

Factored loads (1.2D + 1.6L)

Pu = 1,360 kN, Mu = 68.0 kN·m; qu,max = 160.6 kPa

Punching shear

d = 359 mm; bo = 2(c₁ + d) + 2(c₂ + d) = 3,036 mm; Vu = 1275.8 kN; γv = 0.400

vu = Vu/(bo·d) + γv·M·c/Jc = 1.264 MPa; vc = min of three 422.6.5.2 expressions = 1.746 MPa

One-way shear and flexure

Long: dL = 367 mm, Vu = 456.0 kN, Mu = 418.8 kN·m; As,req = 3,094 mm², provided 17–16 mm = 3,418 mm²

Short: dS = 351 mm, Vu = 434.3 kN, Mu = Pu(B − c₂)²/8B = 391.4 kN·m; As,req = 3,026 mm², provided 17–16 mm = 3,418 mm²

Recommended design

Incomplete: 3.05 × 3.05 m isolated footing, 450 mm thick, f′c 28 MPa, fy 420 MPa

Plan and thickness	B 3.05 m × L 3.05 m, h = 450 mm
Bars along L	17-16 mm Ø @ 175 mm, bottom (outer layer)
Bars along B	17-16 mm Ø @ 175 mm, bottom
Column bars or dowels	8-20 mm Ø across the column–footing joint

Not yet adoptable: mandatory checks are incomplete. Provide the missing data or complete these checks: lateral loads (see INCOMPLETE in the code checks).
Bottom cover 75 mm. Column bars or dowels across the interface: at least 800 mm² (NSCP 416.3.4.1), developed on both sides.
Column–footing joint: concrete surface clean, free of laitance and intentionally roughened to a full amplitude of about 6 mm (NSCP 422.9.1.4, Table 422.9.4.2(b)); dowels or column bars developed on both sides of it (NSCP 422.9.5.1).

Scope and basis. For preliminary design of shallow footings and pile caps under gravity loads. Isolated footings can also be checked for wind and earthquake (NSCP 203.3.1 and 203.4): bearing, overturning and sliding at service level, strength with partial soil contact, and top bars, for moment about one axis. The column may be off the footing centre along L (offset, or at a property line): moments about the footing centre include the column load × its offset, bearing uses the gross pressure, each cantilever is checked at its own face, and punching uses the three-sided perimeter to the edge (αs = 30) where that governs. Soil and pile capacities, friction and sliding resistance must come from a geotechnical investigation. Development lengths use the simplified expressions of NSCP 425.4.2.2 (clear spacing and cover at least db, bars of 20 mm and smaller in the smaller-bar group); use 425.4.2.3 where these conditions are not met. Column bars or dowels into isolated footings are checked for the tension, moment and base shear they transfer (NSCP 416.3.1.2, 416.3.3; shear friction with a roughened joint), with the bars evenly round the column, and must fit round it (clear spacing with the aggregate size); pile caps check the 0.005Ag minimum and the same fit, and other footing types the 0.005Ag minimum only. Strap footings tie an edge column (in line) or a corner column (one diagonal strap, with the corner footing centred on the strap line) to an interior column, with a rigid strap that carries no soil reaction, under gravity loads; a strap less than twice as stiff as the footing at column 1 is INCOMPLETE until the rigid-strap model is verified separately, and each face of the strap takes one layer of bars. Not covered: wind and earthquake combinations for wall, combined, pile cap and mat foundations, biaxial lateral moments, columns offset across B or in both directions, two-strap corner layouts, a flexible strap, strap beams under wind and earthquake, passive soil resistance, the special seismic combinations with Em (203.5), column bar development into the footing (418.13.2.1, 418.13.2.2) except for isolated footings checked for wind and earthquake, the design of confining hoops for a column near the footing edge (418.13.2.3: the isolated footing gives it as a detailing instruction, not a calculation), settlement, tie beams (308.3), pile structural design, and strut-and-tie design of deep pile caps (NSCP 423). Results must be reviewed and signed by a licensed civil engineer. Design basis: NSCP 2015 Volume I (Chapter 4 follows ACI 318M-14). Standalone source file, not a published, build-stamped release.

For preliminary design of shallow footings and pile caps under gravity loads. Isolated footings can also be checked for wind and earthquake (NSCP 203.3.1 and 203.4): bearing, overturning and sliding at service level, strength with partial soil contact, and top bars, for moment about one axis. The column may be off the footing centre along L (offset, or at a property line): moments about the footing centre include the column load × its offset, bearing uses the gross pressure, each cantilever is checked at its own face, and punching uses the three-sided perimeter to the edge (αs = 30) where that governs. Soil and pile capacities, friction and sliding resistance must come from a geotechnical investigation. Development lengths use the simplified expressions of NSCP 425.4.2.2 (clear spacing and cover at least db, bars of 20 mm and smaller in the smaller-bar group); use 425.4.2.3 where these conditions are not met. Column bars or dowels into isolated footings are checked for the tension, moment and base shear they transfer (NSCP 416.3.1.2, 416.3.3; shear friction with a roughened joint), with the bars evenly round the column, and must fit round it (clear spacing with the aggregate size); pile caps check the 0.005Ag minimum and the same fit, and other footing types the 0.005Ag minimum only. Strap footings tie an edge column (in line) or a corner column (one diagonal strap, with the corner footing centred on the strap line) to an interior column, with a rigid strap that carries no soil reaction, under gravity loads; a strap less than twice as stiff as the footing at column 1 is INCOMPLETE until the rigid-strap model is verified separately, and each face of the strap takes one layer of bars. Not covered: wind and earthquake combinations for wall, combined, pile cap and mat foundations, biaxial lateral moments, columns offset across B or in both directions, two-strap corner layouts, a flexible strap, strap beams under wind and earthquake, passive soil resistance, the special seismic combinations with Em (203.5), column bar development into the footing (418.13.2.1, 418.13.2.2) except for isolated footings checked for wind and earthquake, the design of confining hoops for a column near the footing edge (418.13.2.3: the isolated footing gives it as a detailing instruction, not a calculation), settlement, tie beams (308.3), pile structural design, and strut-and-tie design of deep pile caps (NSCP 423). Results must be reviewed and signed by a licensed civil engineer.

Slab type

Spans one direction onto beams or walls. Use when the panel is more than twice as long as it is wide, or when it is supported on two opposite sides only.

Materials

f′c concrete

MPa

fy bars

MPa

Concrete type, λ

Clear cover

mm

Cover exposure (cast-in-place)

Concrete unit weight

kN/m³

Material limits: f′c ≥ 17 MPa; flexural fy ≤ 550 MPa. Concrete unit weight must be positive; dead and live load intensities must be nonnegative.

Loads

Superimposed dead

kPa

Live load

kPa

Superimposed dead covers finishes, ceiling, utilities and partitions. Live load per NSCP Table 205-1, for example 1.9 kPa residential, 2.4 kPa offices, 4.8 kPa assembly. Self-weight is added automatically.

Span

Clear span, ℓn

m

Span condition

Moments use NSCP 406.5 coefficients (“End span” assumes the exterior support is built integrally with a spandrel beam (M⁺ = ℓn²/14, exterior M⁻ = ℓn²/24); choose “exterior end on masonry wall” when the slab rests on a wall (M⁺ = ℓn²/11); first interior support uses ℓn²/10 for three or more spans, ℓn²/9 for two).

Thickness and bars

Use least thickness that passes

Slab thickness, h

mm

Main bar Ø

Temperature bar Ø

Bar spacings are designed for you and listed in the reinforcement schedule.

Elevation and moments

SlabMoment diagram

Adequate

All thickness, shear, flexure and detailing checks pass.

Thickness, hmin / h1.00

150 mm minimum without deflection calculation

Shear, Vu / φVc0.16

13.3 against 83.7 kN/m

Thickness, h150 mm

Effective depth, d124 mm

Self-weight3.54 kPa

wu9.69 kPa

Span / h20.0

Main bars12 mm Ø

Reinforcement schedule

Location	Coefficient	Mu, kN·m/m	As req’d, mm²/m	Bars
Midspan (bottom)	wuℓn²/8	10.9	270	12 mm Ø @ 400 mm
Temperature bars, perpendicular	0.0018·b·h	—	270	10 mm Ø @ 275 mm

Spacing limit 450 mm for main bars and 450 mm for temperature bars. Top bars extend ℓn/4 to ℓn/3 past the support face; this is a detailing choice for the drawings.

Code checks

Check	NSCP 2015	Provided	Required / limit	Result
Minimum concrete cover	Table 420.6.1.3.1	20 mm	20 mm minimum; cast-in-place, protected from weather and ground	PASS
Minimum thickness without deflection calculation	Table 407.3.1.1	150 mm	150 mm (ℓn/20)	PASS
One-way shear at d from support	422.5.5.1	13.3 kN/m	φVc 83.7 kN/m	PASS
Positive moment, bottom bars	422.2, 407.3.3.1	12 mm @ 400 mm (φMn 13.0 kN·m/m, εt 0.0604)	Mu 10.9 kN·m/m; εt ≥ 0.004	PASS
Minimum flexural steel	407.6.1.1	283 mm²/m (least provided)	270 mm²/m	PASS
Main bar spacing	407.7.2.3	400 mm (widest)	450 mm max (3h, 450 mm)	PASS
Shrinkage and temperature bars	424.4.3.2, 424.4.3.3	10 mm @ 275 mm	270 mm²/m, s ≤ 450 mm	PASS

Show calculation steps

Loads

Self-weight = 3.54 kPa; D = 5.54 kPa; wu = max(1.4D, 1.2D + 1.6L) = 9.69 kPa

Moments and shear (1 m strip)

d = h − cover − db/2 = 124 mm

M⁺ = wuℓn²/8 = 10.90 kN·m/m; M⁻ = — = 0.00 kN·m/m

Vu at d = 13.3 kN/m; φVc = 0.75 × 0.17λ√f′c·b·d = 83.7 kN/m

Deflection (for information)

Ec = 24,870 MPa; Ig = 281.3×10⁶ mm⁴; Mcr = 12.30 kN·m; Icr = 27.2×10⁶ mm⁴

ΔD = 0.84 mm, ΔL = 0.29 mm, long-term = 2.0ΔD + ΔL = 1.96 mm

Recommended design

Adopt: 150 mm one-way slab, f′c 28 MPa, fy 420 MPa

Thickness	150 mm (clear span 3.00 m)
Bottom bars, midspan	12 mm Ø @ 400 mm
Temperature bars	10 mm Ø @ 275 mm, perpendicular to the main bars

Bottom bars run into the supports.

Scope and basis. For preliminary design of solid, non-prestressed slabs under uniform gravity load. One-way slabs use the approximate moment coefficients of NSCP 406.5; two-way slabs use the Direct Design Method of NSCP 408.10. Not covered: beams supporting the slab, moment transfer and punching at edge columns of flat plates, drop panels, openings, concentrated loads, and two-way deflection calculations. Results must be reviewed and signed by a licensed civil engineer. Design basis: NSCP 2015 Volume I (Chapter 4 follows ACI 318M-14). Standalone source file, not a published, build-stamped release.

Wall type

Cross-section

Seismic category

A plain rectangular (planar) wall. Strong in its own plane, weak out of plane.

Materials

f′c concrete

MPa

fy vertical bars

MPa

fyt horizontal / hoops

MPa

Concrete type, λ

Clear cover

mm

Cover exposure (cast-in-place)

Max aggregate size

mm

Material limits: f′c ≥ 17 MPa (21 MPa for special walls); vertical fy ≤ 550 MPa (420 MPa for special walls). Special lightweight f′c ≤ 35 MPa. Horizontal/hoop fyt ≤ 550 MPa (700 MPa for special confinement); shear uses at most 420 MPa.

Geometry

Web length, ℓw

mm

Web thickness, tw

mm

Total wall height, hw

m

Story (unsupported) height

m

Lengths are overall, outside to outside. The web runs along x; flanges and lips run as drawn in the section.

Reinforcement

Vertical bars Ø

Vertical spacing

mm

Horizontal bars Ø

Horizontal spacing

mm

Curtains (layers)

Bars per end zone

pcs

End zone bar Ø

Boundary hoop Ø

End zones are the free edges and corners of the section (shaded in the drawing). Distributed bars fill the rest.

Factored loads at the critical section

Axial load, Pu (compression +)

kN

Mu along web (x)

kN·m

Mu along y

kN·m

Vu along web (x)

kN

Vu along y

kN

Design top displacement, δu (0 = use stress method)

mm

Confirmed: these factored actions are from the structural analysis and include the earthquake load combinations (E). Required for the special-wall seismic checks; without it they are reported as INCOMPLETE and no shear amplification is applied.

“Mu along web” bends the wall in its own plane, compressing one end of the web. Both moment signs are checked.

Wall cross-section

ConcreteEnd zonesEnd zone barsDistributed bars

Incomplete: not a complete design check

Calculated checks pass, but 1 mandatory check cannot be verified with the data provided: special boundary elements.

P–M interaction0.92

Biaxial, linear (Mux/φMnx + Muy/φMny)

Axial, Pu / φPn,max0.27

4,000 kN against 14,748 kN

In-plane shear, Vu / φVn0.57

1,200 kN against 2,100 kN

Shear along y0.18

100 kN against 551 kN

Gross area, Ag1.000 m²

hw / ℓw7.50

ρg1.15%

c at Pu (in-plane)1,040 mm

ρℓ / ρt0.0045 / 0.0045

Bars52

P–M interaction diagram

Along web (x): solid φPn–φMn, dashed nominalAlong y: solid φPn–φMn, dashed nominalCircles are the factored demand for both moment signs

Design aid

Bars per end zone for flexure10 pcs 20 mm ØWith distributed 12 mm Ø @ 200 mm, 2 curtains; flexure ratio now 0.92

Distributed barsV 12 mm @ 350 mm, H 12 mm @ 350 mmMinimum ρℓ 0.0025, ρt 0.0025 (418.10.2.1); horizontal spacing also covers Vu = 1,200 kN

Boundary elementsNot evaluated (E not confirmed)Neutral axis depth c = 1,040 mm at Pu (in-plane);

Code checks

Check	NSCP 2015	Provided	Required / limit	Result
Axial capacity, Pu ≤ φPn,max	422.4.2.1	4,000 kN	14,748 kN	PASS
Flexure and axial (Biaxial, linear (Mux/φMnx + Muy/φMny))	422.2, 422.4	ratio 0.92	≤ 1.00	PASS
In-plane shear, φVn ≥ Vu	418.10.4	φVn 2,100 kN	Vu 1,200 kN (entered actions; not a seismic design shear)	PASS
Shear along y (out-of-plane, one-way shear)	422.5, 418.10.4	φVn 551 kN	Vu 100 kN	PASS
Distributed vertical steel, ρℓ	418.10.2.1	0.0045	0.0025	PASS
Distributed horizontal steel, ρt	418.10.2.1	0.0045	0.0025	PASS
ρℓ ≥ ρt for squat walls (hw/ℓw ≤ 2)	418.10.4.3	hw/ℓw = 7.50	applies only when hw/ℓw ≤ 2	N/A
Vertical bar spacing	418.10.2.1	200 mm	450 mm max	PASS
Horizontal bar spacing	418.10.2.1	200 mm	450 mm max	PASS
Number of curtains	418.10.2.2	2	2 required (hw/ℓw ≥ 2)	PASS
Minimum concrete cover	Table 420.6.1.3.1	40 mm	20 mm minimum; cast-in-place, protected from weather and ground	PASS
Bar layout fits the section	425.2.3, 425.2.1, 420.6.1	52 bars, full bars and transverse reinforcement fit the entered cover	clear cover 40 mm to transverse reinforcement; full bars inside exposed faces; clear spacing ≥ max(40 mm, 1.5db, 4/3 aggregate) between end-zone bars, ≥ max(50 mm, db, 4/3 aggregate) otherwise (aggregate 20 mm)	PASS
Minimum wall thickness	411.3.1.1	250 mm	120 mm (Table 411.3.1.1, mandatory only for the simplified method of 411.5.3; not used here, so advisory)	INFO
Special boundary elements	418.10.6.2	not evaluated: actions not confirmed to include E	evaluation under the load combinations including E (displacement or stress method)	INCOMPLETE
Horizontal bars at wall ends	418.10.6.5(b)	standard hooks around the edge bars (in the design)	hooked around the edge reinforcement, or U-stirrups of the same size and spacing spliced to them	INFO

Show calculation steps

Section

Ag = 1,000,000 mm²; centroid at x = 0, y = 0 mm from the web center; Ast = 11,511 mm² (52 bars, ρg = 0.0115)

hw/ℓw = 7.50; ρℓ = 0.0045, ρt = 0.0045 (web)

Flexure and axial (strain compatibility, εcu = 0.003)

φPn,max = 0.65 × 0.80 × P₀ = 14,748 kN (P₀ = 28,361 kN)

Along web: ratio 0.52 (worse of the two signs); along y: ratio 0.50; governing 0.92 by biaxial, linear (mux/φmnx + muy/φmny)

In-plane shear

αc = 0.170; Vn = Acv(αcλ√f′c + ρt·fy) ≤ 0.66Acv√f′c; φ = 0.75

Vc term = 900 kN, steel term = 1,900 kN, Vn = 2,800 kN, φVn = 2,100 kN

Boundary elements

c at Pu = 1,040 mm; ; σmax = Pu/Ag + Mu·c/I = 20.20 MPa

Required length max(c − 0.1ℓw, c/2) = 640 mm; bc = 170 mm; s from Ash = 117 mm, so = 150 mm, 6db = 120 mm

Recommended design

Incomplete: special structural wall, f′c 28 MPa, fy 420 MPa

Section	250 mm × 4,000 mm
End zones	14-20 mm Ø at each end zone (2 zones: the free edges and corners)
Boundary elements	Not evaluated: confirm that the factored actions include E (seismic checks INCOMPLETE)
Vertical bars	12 mm Ø @ 200 mm, each face (2 curtains)
Horizontal bars	12 mm Ø @ 200 mm, each face (2 curtains)

Not yet adoptable: mandatory checks are incomplete. Provide the missing data or complete these checks: special boundary elements (see INCOMPLETE in the code checks).
Designed at one critical section. Reinforcement for the upper storeys, coupling beams, openings and lap splices is not designed here.

Scope and basis. For preliminary design of cast-in-place structural walls at one critical section. Flexure and axial load use strain compatibility on the full flanged section; biaxial bending is combined linearly, which is conservative. Not covered: coupling beams, wall piers, openings, lap splices and development lengths, capacity-design shear amplification, and the height over which boundary elements extend. Results must be reviewed and signed by a licensed civil engineer. Design basis: NSCP 2015 Volume I (Chapter 4 follows ACI 318M-14). Standalone source file, not a published, build-stamped release.

Project members

No members yet. A single-member check needs no project: design in any tab and print its report. To collect members, use Add to project in a tab; each member keeps its own inputs and result, and members can pass values to each other (slab loads to beams, beam strengths to special-frame columns, column size and bars to footings).

Mark	Member	Design	Result	Uses	Actions

Sections and stirrup layout

Design by location

Joint-face strength ratio (NSCP 418.6.3.2, special moment frame)

Stirrup schedule (both ends, from each support face)

Code checks

Required external verification

Loads and moments

Flexure (strain compatibility, εcu = 0.003, β₁ = 0.850)

Shear

Torsion threshold

Recommended beam arrangement

Column cross-section

P–M interaction diagram

Design aid

Code checks

Section

Axial capacity

Slenderness

Interaction

Shear

Recommended design

Plan and section

Factored shear and moment along the footing

Design aid

Code checks

Bearing (service loads)

Factored loads (1.2D + 1.6L)

Punching shear

One-way shear and flexure

Recommended design

Elevation and moments

Reinforcement schedule

Code checks

Loads

Moments and shear (1 m strip)

Deflection (for information)

Recommended design

Wall cross-section

P–M interaction diagram

Design aid

Code checks

Section

Flexure and axial (strain compatibility, εcu = 0.003)

In-plane shear

Boundary elements

Recommended design

Project members