Dead & Live Loads — Roof, Ceiling & 2nd Floor

Dead & Live Loads

ASCE 7-22 — Minimum Design Loads

Select the dead loads in this project:

Roof dead load

Select a predefined assembly (Light, Typical, or Heavy), or edit one to make it User-defined.

Asphalt shingles2.00

Plywood (per 1/8 in. thickness) (0.5 in. total)1.60

Rigid insulation, 1/2 in.0.75

2 x 8, 16 in. spacing (psf)6.00

Total dead load D10.35 psf

Ceiling dead load

Select a predefined assembly (Light, Typical, or Heavy), or edit one to make it User-defined.

Gypsum board (per 1/8 in. thickness) (0.5 in. total)2.20

Mechanical duct allowance4.00

Suspended steel channel system2.00

2 x 6, 16 in. spacing (psf)5.00

Total dead load D13.20 psf

Floor dead load

Floor 1

Select a predefined assembly (Light, Typical, or Heavy), or edit one to make it User-defined.

Gypsum board (per 1/8 in. thickness) (0.5 in. total)2.20

Mechanical duct allowance4.00

Hardwood flooring, 7/8 in.4.00

Subflooring, 3/4 in.3.00

2 x 10, 16 in. spacing (psf)6.00

Total dead load D19.20 psf

Interior wall dead load

Select a predefined assembly (Light, Typical, or Heavy), or edit one to make it User-defined.

Wood or steel studs, 1/2 in. gypsum board each side8.00

Total dead load D8.00 psf

Exterior wall dead load

Select a predefined assembly (Light, Typical, or Heavy), or edit one to make it User-defined.

2 x 6 @ 16 in., 5/8 in. gypsum, insulated, 3/8 in. siding12.00

Windows, glass, frame, and sash8.00

Total dead load D20.00 psf

Load the standard Residential set, or open the table and pick your own to make it User-defined.

The Live Load Reduction Permitted? (Section No.) column shows where the ASCE 7-22 §4.7 reduction is allowed — that reduction is not applied by this suite; selections carry through as the tabulated L_o. If a member qualifies and you take it, enter the reduced L in that member's design module.

The handrail / guard row's 50 lb/ft and 200 lb values come from ASCE 7-22 §4.5.1 (with its occupancy exceptions).

Selected live loads

Floor — living and similar areas40 (1.92)

Floor — sleeping areas30 (1.44)

Roof — ordinary (Lr basis)20 (0.96)

Ceiling joist / uninhabitable attic (no storage)10 (0.48)

Uninhabitable attic (with storage)20 (0.96)

Stairs — one- and two-family40 (1.92)

Balconies and decks1.5 times the live load for the area served. Not required to exceed 100 psf (4.79 kN/m2)

Handrails / guards (residential)See Section 4.5.1

Seismic Loads — Base Shear & Story Forces

Steps to Determine Seismic Loads — EQUIVALENT LATERAL FORCE (ELF) PROCEDURE

ASCE 7-22 Section 12.8

Wind Loads — MWFRS Design Pressures

Steps to Determine Wind Loads on MWFRS

ASCE 7-22 Tables 27.2-1, 28.2-1

Beam B-1 — 2nd Floor @ Grid B/2–B/3

Wood beam — Design per 2024 NDS

National Design Specification for Wood Construction

Floor Joists FJ-1 — 2nd Floor, Grid 1–3

Floor/Ceiling Joist & Rafter — Design per 2024 IBC

International Building Code Chapter 23 — prescriptive span tables (Tables 2308.8 & 2308.11), plus Trus Joist® TJI® engineered I-joist spans

Post P-2 — 1st Floor @ Grid C/2

Wood column — Design per 2024 NDS

NDS 2024 Ch. 3 — Solid columns (3.6.2.1) per Section 3.7

Shear Wall SW-1 — Line A, 1st Floor

Wood-Frame Shear Wall — Design per SDPWS 2021

Special Design Provisions for Wind and Seismic

Footing F-1 — Steel Column @ Grid C/3

Isolated & Strip Footing Design

ACI 318-25 & ASCE 7-22

Retaining Wall RW-1 — East Property Line

Cantilever retaining wall — Design per ACI 318-25 & IBC 2024

ACI 318-25, IBC 2024 §1807.2 & ASCE 7-22

Level	wx (lb) effective seismic weight	hx (ft) height above base	hsx (ft) story height
2	40,000	20.00	10.00
1	40,000	10.00	10.00
W = Σwx	80,000

Ss	1.00 g
SDS	0.667 g
SD1	0.400 g
S1	0.60 g
TL	8.0 s

Seismic Force-Resisting System	ASCE 7 Section Where Detailing Requirements Are Specified	Response Modification Coefficient, R^a	Overstrength Factor, Ω₀^b	Deflection Amplification Factor, C_d^c	Structural System Limitations Including Structural Height, h_n, Limits (ft)^d
					Seismic Design Category (SDC)
					h_n (ft)	B	C	D^e	E^e	F^f
A. BEARING WALL SYSTEMS
16. Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance	14.5	6.5	3	4	6 1/2	NL	NL	65	65	65

hn (ft)	20.00
Approximate Fundamental Period Ta = Ct·hn^x	0.189 s

Parameter	E, strength design	0.7E, allowable stress design
Cs	0.1026 (T = 0.189 s < Ts = 0.600 s)
V	8,209 lb	5,746 lb

Structural Calculation Report

Sections on this cover sheet

Table of contents

Dead & Live Loads

Steps to Determine Seismic Loads — EQUIVALENT LATERAL FORCE (ELF) PROCEDURE

Steps to Determine Wind Loads on MWFRS

Wood beam — Design per 2024 NDS

Floor/Ceiling Joist & Rafter — Design per 2024 IBC

Wood column — Design per 2024 NDS

Wood-Frame Shear Wall — Design per SDPWS 2021

Isolated & Strip Footing Design

Cantilever retaining wall — Design per ACI 318-25 & IBC 2024

Structural Calculation Report

Table of contents

Dead & Live Loads — Roof, Ceiling & 2nd Floor

Seismic Loads — Base Shear & Story Forces

Wind Loads — MWFRS Design Pressures

Beam B-1 — 2nd Floor @ Grid B/2–B/3

Floor Joists FJ-1 — 2nd Floor, Grid 1–3

Post P-2 — 1st Floor @ Grid C/2

Shear Wall SW-1 — Line A, 1st Floor

Footing F-1 — Steel Column @ Grid C/3

Retaining Wall RW-1 — East Property Line

Occupancy or Use	Uniform, Lo psf (kN/m2)	Live Load Reduction Permitted? (Section No.)	Multiple-Story Live Load Reduction Permitted? (Section No.)	Concentrated lb (kN)
Floor — living and similar areas	40 (1.92)	Yes (4.7.2)	Yes (4.7.2)	—
Floor — sleeping areas	30 (1.44)	Yes (4.7.2)	Yes (4.7.2)	—
Roof — ordinary (Lr basis)	20 (0.96)	Yes (4.8.2)	—	—
Ceiling joist / uninhabitable attic (no storage)	10 (0.48)	Yes (4.7.2)	Yes (4.7.2)	—
Uninhabitable attic (with storage)	20 (0.96)	Yes (4.7.2)	Yes (4.7.2)	—
Stairs — one- and two-family	40 (1.92)	Yes (4.7.2)	Yes (4.7.2)	300 (1.33)
Balconies and decks	1.5 times the live load for the area served. Not required to exceed 100 psf (4.79 kN/m2)	Yes (4.7.2)	Yes (4.7.2)	—
Handrails / guards (residential)	50 lb/ft (0.73 kN/m), except per ASCE 7-22 Section 4.5.1.1 exceptions	—	—	200 lb (0.89 kN) concentrated (ASCE 7-22 Section 4.5.1)

Level	E, strength design			0.7E, allowable stress design
Level	Fx (lb)	Vx (lb)	Mx (lb·ft)	Fx (lb)	Vx (lb)	Mx (lb·ft)
2	5473	5473	0	3831	3831	0
1	2736	8209	54728	1915	5746	38310

Plan dimension parallel to ridge	250.00 ft
Plan dimension normal to ridge	200.00 ft
Roof Angle	18.43° (4:12 rise:run)
Eave Height	20.00 ft
Mean Roof Height, h	36.67 ft
Ridge Height	53.33 ft

H — height of hill/escarpment (ft)	60
Lh — distance upwind to elev. H/2 below crest (ft)	200
x — distance from crest (ft)	100
z — height above ground (ft)	36.666
Hill/escarpment shape	2D Ridge
Location	Downwind of crest
Kzt = (1 + K1·K2·K3)²	1.36

z (ft)	Kz
53.33 (ridge height)	1.10
50.00	1.09
40.00	1.04
36.67 (mean roof height)	1.02
30.00	0.98
25.00	0.94
20.00 (eave height)	0.90
15.00	0.85

Design material	Wood — NDS 2024 (ASD)
Configuration	Pinned support — 14 ft span — Pinned support

D — Dead load (self-weight)	Uniform 7.9 plf, full span
D — Dead load	Uniform 25 plf, full span
L — Live load	Uniform 100 plf, full span
S — Snow load	Uniform 50 plf, full span
L — §4.7 reduction	ASCE 7-22 §4.7 live-load reduction: not applied — enter reduced L if taken (Eq. 4.7-1).

Species and commercial grade	Size classification	Design values in pounds per square inch (psi)							Specific Gravity	Grading Rules Agency
		Bending	Tension parallel to grain	Shear parallel to grain	Compression perpendicular to grain	Compression parallel to grain	Modulus of Elasticity		Specific Gravity
		F_b	F_t	F_v	F_c⊥	F_c	E	E_min	G
Douglas Fir-Larch
No. 2	2" & wider	900	575	180	625	1,350	1,600,000	580,000	0.50	PLIB WWPA

Nominal Size	Dressed Size (S4S) b × d (in.)	Area A (in.²)	X-X Axis		Y-Y Axis
Nominal Size	Dressed Size (S4S) b × d (in.)	Area A (in.²)	S_xx (in.³)	I_xx (in.⁴)	S_yy (in.³)	I_yy (in.⁴)
Dimension Lumber & Decking
4 x 10	3.5 × 9.25	32.38	49.91	230.8	18.89	33.05

Adjustment factor	Condition	F_b	F_t	F_v	F_c⊥	F_c	E	E_min
C_M (wet service)	Dry (MC ≤ 19%)	1.0	1.0	1.0	1.0	1.0	1.0	1.0
C_t (temperature)	T ≤ 100°F	1.0	1.0	1.0	1.0	1.0	1.0	1.0
C_i (incising)	Not incised	1.0	1.0	1.0	1.0	1.0	1.0	1.0
C_r (repetitive member)	Repetitive (3+ members ≤ 24″ o.c.)	1.15	—	—	—	—	—	—
C_F (size)	Section 4x10	1.2	—	—	—	—	—	—
C_fu (flat use)	Edgewise use	1.0	—	—	—	—	—	—
C_L (beam stability)	Compression edge continuously braced (NDS 3.3.3.3)	1.0	—	—	—	—	—	—
C_D (load duration)	Governing combination D + L — Ten years (floor live, occupancy)	1.0	1.0	1.0	—	1.0	—	—

Deflection limit	Floors — L/360 (live), L/240 (total)
Bearing length	3.5 in — Fc⊥ check enabled (NDS 3.10.2)
Bearing Fc⊥ basis	Douglas Fir-Larch No. 2 (support material; the lower Fc⊥ governs the check)
Lateral support (CL)	Compression edge continuously braced — CL = 1.0 (NDS 3.3.3.3)

Controlling Load	Moment check	Shear check	Deflection check	Bearing check
Combination	D/C ratio	D/C ratio	D/C ratio	D/C ratio
D + L	0.630	0.239	0.502	0.121

Check	Governing combination	Result
Flexure	D + L	M_max = 3256 lb-ft, M_min = 0 lb-ft
Shear	D + L	V_max = 930 lb, V_min = -930 lb
Deflection	L (live load) — L/360	δ_max = 0.2341 in

Member type	Floor Joist
Design basis	Common lumber species
Span	14 ft 0 in.

Live load	30 psf, L/Δ = 360
Dead load	10 psf
Joist spacing	16 in. o.c.
Joist size	2 × 8
Species / Grade	Douglas Fir-Larch #2

Result	✓ PASS per Table 2308.8.2.1(1)
Maximum span (table)	14 ft 1 in.
Entered span	14 ft 0 in.

Design material	Wood — NDS 2024 (ASD)
Height	10 ft
Unbraced length per axis	L_x = 10 ft; L_y = 5 ft
Ke_x (strong, x-x)	1.00 (Pinned-Pinned, no sway)
Ke_y (weak, y-y)	1.00 (Pinned-Pinned, no sway)
Le_x; Le_y	10.0 ft; 5.0 ft

D — Dead load (self-weight)	47 lb (4.7 plf × 10 ft)
D — Dead load	6,000 lb
L — Live load	3,500 lb
W — Wind load — uniform lateral	150 plf (strong-axis bending)
L — §4.7 reduction	ASCE 7-22 §4.7 live-load reduction: not applied — enter reduced L if taken (Eq. 4.7-1).

Le/d	21.8 (strong) / 17.1 (weak) — governs on strong axis. Le/d_max = 21.8 ≤ 50 ✓ (NDS 3.7.1.4)
CP	0.376 (governing combination D + 0.75L + 0.75×0.6W, CD = 1.6)

Controlling Load	P (lb)	f (psi)	F′ (psi)	Axial check	Combined M+P (3.9.2)	Result
Combination	P (lb)	f (psi)	F′ (psi)	D/C ratio	Combined M+P (3.9.2)	Result
D + 0.75L + 0.75×0.6W	8,672	450	894	0.504	0.811	PASS

Shown case	D + 0.75L + 0.75×0.6W (governing)
Axial load	8,672 lb
Lateral load (strong axis)	0.45×W = 67.5 plf
M_max = w·h²/8	844 lb-ft
Section	4x6

Load	Description	Value
W — Wind load	Horizontal at top of wall line	4500 lb
E — Earthquake load	Horizontal at top of wall line (before ρ)	3800 lb
D — Dead load	Uniform on all walls	800 plf
L — Live load	Uniform on all walls	400 plf
ρ — Redundancy factor	Eh = ρ × E (ASCE 7-22 Sec. 12.3.4)	1
SDS — Design spectral acceleration	Short-period parameter (ASCE 7-22 Sec. 11.4.4); Ev = 0.2 × SDS × D	0.667
Ev — Vertical seismic	0.2 × SDS × D (line, ASCE 7-22 Sec. 12.4.2.2)	1494 lb
Collector amplification	Light-frame exception — Ω₀ not applied (ASCE 7-22 Sec. 12.10.2.1)	1.0 × E
Collector delivery	Diaphragm shear delivered uniformly along the full diaphragm line	Uniform (standard)

Sheathing Material	MinimumNominal PanelThickness(in.)	Minimum NailBearing Length inFraming Memberor Blocking, l_m(in.)	Nail Type & Size⁹ Length (in.) x Shankdiameter (in.) x Headdiameter (in.)	Panel Edge Nail Spacing (in.)
				6
				V_n(plf)	G_a(kips/in.)
					OSB	PLY
Wood Structural Panels - Structural I^4,5	7/16	1-3/8	8d common nail	715	16	13

Model No.	Dimensions (in.)				Allowable Tension Loads (lb.)
	Stem Wall Width	Diameter	Length	Min. Embed. (l_e)	SDC C-F
	Stem Wall Width	Diameter	Length	Min. Embed. (l_e)	Middle	Corner	End
SABR5/8X24	6	5/8	24	18	8,630	6,300	5,575

Structural Calculation Report

Sections on this cover sheet

Table of contents

Dead & Live Loads

Steps to Determine Seismic Loads — EQUIVALENT LATERAL FORCE (ELF) PROCEDURE

Step 1: Building geometry and weightsLevelwx (lb)effective seismic weighthx (ft)height above basehsx (ft)story height240,00020.0010.00140,00010.0010.00W = Σwx80,000

Step 2: Site Classification and Spectral ParametersSite Classv̄s Calculated Using Measured or Estimated Shear Wave Velocity Profile (ft/s)D. Medium dense sand or stiff clay>700 to 1,000Ss1.00 gSDS0.667 gSD10.400 gS10.60 gTL8.0 s

Step 5: Period DeterminationStructure TypeCtxAll other structural systems0.02 (0.0488)0.75hn (ft)20.00Approximate Fundamental Period Ta = Ct·hn^x0.189 s

Step 6: Seismic Response Coefficient Cs and Base Shear VParameterE, strength design0.7E, allowable stress designCs0.1026 (T = 0.189 s < Ts = 0.600 s)V8,209 lb5,746 lb

Step 7: Vertical and Horizontal DistributionLevelE, strength design0.7E, allowable stress designFx (lb)Vx (lb)Mx (lb·ft)Fx (lb)Vx (lb)Mx (lb·ft)2547354730383138310127368209547281915574638310

Step 8: Diaphragm Design ForcesLevelE, strength design0.7E, allowable stress designFpx (lb)Fpx (lb)254733831153363735

Step 9: Force DiagramsFx, Vx, Mx, Fpx diagrams — 2 levels at E (strength design)

Steps to Determine Wind Loads on MWFRS

Step 1: Select Design ProcedureChapter 27 — Wind Loads on Buildings: Main Wind Force Resisting System (Directional Procedure)

Step 2: Geometry & ConfigurationPlan dimension parallel to ridge250.00 ftPlan dimension normal to ridge200.00 ftRoof Angle18.43° (4:12 rise:run)Eave Height20.00 ftMean Roof Height, h36.67 ftRidge Height53.33 ft

Step 3: Determine risk category of building;Risk CategoryUse or Occupancy of Buildings and StructuresIIAll buildings and other structures except those listed in Risk Categories I, III, and IV.

Step 4: Determine the basic wind speed, V, for applicable risk category;Basic Wind Speed, V115 mph

Step 6: Determine velocity pressure exposure coefficient, Kz or Kh;z (ft)Kz53.33 (ridge height)1.1050.001.0940.001.0436.67 (mean roof height)1.0230.000.9825.000.9420.00 (eave height)0.9015.000.85

Step 7: Determine velocity pressure, qz or qh,from Equation (26.10-1).

Step 8: Determine external pressure coefficient, (GCpf),Figure 27.3-1 external pressure coefficients

Step 9: Calculate wind pressure, p, on each building surfaceEquation (27.3-1) — design wind pressure on each surface

Step 10: Evaluate design wind load casesSection 27.3.5 and Figure 27.3-8

Step 11: Pressure & Force DiagramsComplete the steps above (through velocity pressure and geometry); the pressure and force diagrams appear here.

Wood beam — Design per 2024 NDS

Step 1: Geometry & ConfigurationDesign materialWood — NDS 2024 (ASD)ConfigurationPinned support — 14 ft span — Pinned support

Step 5: Hanger SelectorOptionalOptional — select a Simpson Strong-Tie hanger

Step 6: Design VerificationControlling LoadMoment checkShear checkDeflection checkBearing checkCombinationD/C ratioD/C ratioD/C ratioD/C ratioD + L0.6300.2390.5020.121

Step 7: VisualizationCheckGoverning combinationResultFlexureD + LMmax = 3256 lb-ft, Mmin = 0 lb-ftShearD + LVmax = 930 lb, Vmin = -930 lbDeflectionL (live load) — L/360δmax = 0.2341 in

Floor/Ceiling Joist & Rafter — Design per 2024 IBC

Step 1: Geometry & ConfigurationMember typeFloor JoistDesign basisCommon lumber speciesSpan14 ft 0 in.

Step 2: Loads & SectionLive load30 psf, L/Δ = 360Dead load10 psfJoist spacing16 in. o.c.Joist size2 × 8Species / GradeDouglas Fir-Larch #2

Step 3: Hanger SelectorOptionalOptional — select a Simpson Strong-Tie hanger

Step 4: Design VerificationResult✓ PASS per Table 2308.8.2.1(1)Maximum span (table)14 ft 1 in.Entered span14 ft 0 in.

Wood column — Design per 2024 NDS

Step 1: Geometry & End ConditionsDesign materialWood — NDS 2024 (ASD)Height10 ftUnbraced length per axisLx = 10 ft; Ly = 5 ftKex (strong, x-x)1.00 (Pinned-Pinned, no sway)Key (weak, y-y)1.00 (Pinned-Pinned, no sway)Lex; Ley10.0 ft; 5.0 ft

Step 5: Design VerificationControlling LoadP (lb)f (psi)F′ (psi)Axial checkCombined M+P (3.9.2)ResultCombinationD/C ratioD + 0.75L + 0.75×0.6W8,6724508940.5040.811PASSBearing (NDS 3.10.2, 3.10.4): D/C = 0.717 (PASS) — Fc⊥ of Douglas Fir-Larch

Step 6: VisualizationShown caseD + 0.75L + 0.75×0.6W (governing)Axial load8,672 lbLateral load (strong axis)0.45×W = 67.5 plfMmax = w·h²/8844 lb-ftSection4x6

Wood-Frame Shear Wall — Design per SDPWS 2021

Step 1: Geometry & ConfigurationWallh (ft)b (ft)h/bSpacing to next wall (ft)SW1981.134SW2961.50—Diaphragm extents: 6 ft left offset · 2 ft right offset · diaphragm line 26 ft

Isolated & Strip Footing Design

Step 1: Geometry & ConfigurationFooting typeIsolated footing (column)Footing size12×12 ft (plan)Thicknesst = 36 inOverlying fill2 ftSlab over footing6 inPedestal2×2×2 ft (Lx×Ly×H)EccentricityeX = 3 in, eY = 3 in

4. Design Verification (ACI 318-25)Bearing (sizing)OK (D/C 0.85)One-way shearOK (D/C 0.38)Two-way shearOK (D/C 0.49)FlexureOK (D/C 0.52)Bearing (loaded area)OK (D/C 0.29)DowelsOKDevelopmentOK (D/C 0.94)OverturningSR 12.97 ≥ 1.5 (5a. D + 0.6W) — OKSlidingSR 8.57 ≥ 1.0 (7a. 0.6D + 0.6W) — OK

Step 5: VisualizationPlan view, side views, pressure, DCR

Cantilever retaining wall — Design per ACI 318-25 & IBC 2024

Step 1: Geometry & ConfigurationStem height10.00 ftRetained height10.00 ftStem thickness12 inToe length3.00 ftHeel length6.00 ftFooting thickness18 inFooting width B10.00 ftSoil cover over toe1.00 ftBackfill slope βLevelShear key12 × 24 in

Step 5: VisualizationCross-section with lateral earth pressure, passive resistance, and bearing distribution.

Structural Calculation Report

Table of contents

Dead & Live Loads — Roof, Ceiling & 2nd Floor

Seismic Loads — Base Shear & Story Forces

Wind Loads — MWFRS Design Pressures

Beam B-1 — 2nd Floor @ Grid B/2–B/3

Floor Joists FJ-1 — 2nd Floor, Grid 1–3

Post P-2 — 1st Floor @ Grid C/2

Shear Wall SW-1 — Line A, 1st Floor

Footing F-1 — Steel Column @ Grid C/3

Retaining Wall RW-1 — East Property Line

Wall	Governing load combination	Sheathing (line shear D/C)	Hold-down (overturning T D/C)	End post (compression C D/C)	End post (net-section T D/C)	Anchor bolts — stem wall SDC C-F
Wall	Governing load combination	Sheathing (line shear D/C)	Hold-down (overturning T D/C)	End post (compression C D/C)	End post (net-section T D/C)	Middle	Corner	End
SW1	10. 0.6D − 0.7Ev + 0.7Eh	74%	5%	31%	0%	1%	1%	2%
SW2	10. 0.6D − 0.7Ev + 0.7Eh	74%	27%	25%	2%	6%	8%	9%

Check	Governing combination	Result
Sheathing (line shear)	D + 0.7Ev + 0.7Eh	D/C 74% (2660 / 3575 lb)
SW1 hold-down tension	0.6D − 0.7Ev + 0.7Eh	T = 89 lb, D/C 5%
SW2 hold-down tension	0.6D − 0.7Ev + 0.7Eh	T = 494 lb, D/C 27%
End posts	6x6 · Douglas Fir-Larch No. 2
SW1 end-post compression	D + 0.525Ev + 0.525Eh + 0.75L	C = 5907 lb, D/C 31%
SW2 end-post compression	D + 0.525Ev + 0.525Eh + 0.75L	C = 4751 lb, D/C 25%
SW1 end-post tension (net section)	0.6D − 0.7Ev + 0.7Eh	T = 89 lb, D/C 0%
SW2 end-post tension (net section)	0.6D − 0.7Ev + 0.7Eh	T = 494 lb, D/C 2%
Collector drag	D + 0.6W	max F = 623 lb at SW1 left end

Footing type	Isolated footing (column)
Footing size	12×12 ft (plan)
Thickness	t = 36 in
Overlying fill	2 ft
Slab over footing	6 in
Pedestal	2×2×2 ft (Lx×Ly×H)
Eccentricity	eX = 3 in, eY = 3 in

f'c	4000 psi
fy	60 ksi
qa	6000 psf
Density class (λ)	Normalweight — λ = 1.0
Sliding μ	μ = 0.35; passive = 8 kips
Concrete unit wt (footing)	150 pcf
Soil unit wt	120 pcf
Concrete (slab) unit wt	150 pcf
Reinf. (X)	12–#9 @ 12.4 in o.c.
Reinf. (Y)	12–#9 @ 12.4 in o.c.
Mat layering	Bottom = X-direction bars — d, X mat = 32.44 in; d, Y mat = 31.31 in
Cover	3 in

D — Dead load	P = 340.00 kips
L — Live load	P = 200.00 kips
W — Wind load	P = 0.00 kips; Vx = 20.00 kips, My = 60.00 kip-ft; Vy = 20.00 kips, Mx = 60.00 kip-ft
Self-weight	footing + pedestal + soil + slab included in D
SDC	D

Bearing (sizing)	OK (D/C 0.85)
One-way shear	OK (D/C 0.38)
Two-way shear	OK (D/C 0.49)
Flexure	OK (D/C 0.52)
Bearing (loaded area)	OK (D/C 0.29)
Dowels	OK
Development	OK (D/C 0.94)
Overturning	SR 12.97 ≥ 1.5 (5a. D + 0.6W) — OK
Sliding	SR 8.57 ≥ 1.0 (7a. 0.6D + 0.6W) — OK

Stem height	10.00 ft
Retained height	10.00 ft
Stem thickness	12 in
Toe length	3.00 ft
Heel length	6.00 ft
Footing thickness	18 in
Footing width B	10.00 ft
Soil cover over toe	1.00 ft
Backfill slope β	Level
Shear key	12 × 24 in

Design lateral soil load	45 psf/ft — IBC 2024 Table 1610.1 (SM)
Pressure condition	Active
Soil unit weight	120 pcf
Surcharge	100 psf
Surcharge nature	Variable — weight is L (excluded from resisting)
Sliding resistance	μ = 0.35
Passive resistance	200 psf/ft
Allowable bearing	3000 psf
Seismic earth pressure	Included — ΔP_AE as earthquake load E (ASCE 7-22 §15.6.1 / §11.8.3)
Seismic method	Seed-Whitman simplified increment
S_DS	0.67 g
k_h basis	Yielding wall — k_h = S_DS/2.5 = 0.267 g
Wall self-weight inertia	Included — F_wi = k_h·(W_stem + W_footing + W_key)

Concrete f'c	3000 psi
Steel fy	60000 psi
Concrete unit weight	150 pcf
Density class	normalweight
Covers	stem 2.0 / bottom 3.0 / top 2.0 in
Stem vertical bars	#6 @ 8 in
Stem horizontal bars	#4 @ 9 in
Heel top bars	#6 @ 8 in
Toe bottom bars	#6 @ 12 in
Footing longitudinal bars	#5 @ 9 in

Overall	✓ PASS — all checks satisfied
Stability — IBC 1807.2.3 (1.0 × nominal loads, FS vs required)
Overturning FS	4.93 vs 1.5 (D + H + surcharge (lateral only))
Sliding FS	1.79 vs 1.5 (D + H + surcharge (lateral only))
Bearing	q_max = 1356 psf ≤ 3000 psf (D + H + surcharge)
Seismic overturning FS	2.89 vs 1.1 (D + H + 0.7E)
Seismic sliding FS	1.15 vs 1.1 (D + H + 0.7E)
Seismic bearing (ASD)	q_max = 2006 psf ≤ 3000 psf (1.0D + 0.7E + H)
Member strength — ACI 318-25 (D/C, governing combination; seismic per ASCE 7-22 §2.3.6)
Stem flexure at the stem–footing interface	D/C = 0.56 (1.2D + 1.6H + 1.6L ≡ 0.9D + 1.6H) — ✓ PASS
Stem shear at the stem–footing interface	D/C = 0.44 (1.2D + 1.6H + 1.6L ≡ 0.9D + 1.6H) — ✓ PASS
Heel design (flexure & shear at the back face of the stem)	D/C = 0.76 (1.2D + 1.6L) — ✓ PASS
Toe design (flexure & shear from net upward bearing)	D/C = 0.23 (1.2D + 1.6H + 1.6L governs) — ✓ PASS
Shear key design (flexure & shear at the key–footing junction)	D/C = 0.26 (1.6H — passive bearing on the key face) — ✓ PASS
Seismic earth pressure increment (ΔP_AE)	ΔP_AE = 1588 lb/ft at 0.60·H — Seed-Whitman simplified increment
Stem strength under the seismic combinations	D/C = 0.91 (1.2D + Ev + Eh + L + 1.6H ≡ 0.9D - Ev + Eh + 1.6H) — ✓ PASS
Heel & toe strength under the seismic combinations	D/C = 0.81 (1.2D + Ev + Eh + L + 1.6H, heel governs) — ✓ PASS
Detailing & minimums — ACI 318-25
Development of reinforcement (hooks, laps, straight development)	D/C = 1.00 — ✓ PASS
Minimum & interface reinforcement (shrinkage + temperature)	✓ PASS