Sample Calc Report

ENCANTO ENGINEERING, LLC

Structural Calculation Package · US Wood-Frame Residential / ADU

PRELIMINARY — NOT FOR CONSTRUCTION

26-041 · Mitchell ADU

Section 1 · Cover

STRUCTURAL ENGINEERING CALCULATIONS

PRELIMINARY — NOT FOR CONSTRUCTION

Mitchell ADU

1248 Elm Street, San Jose, CA 95126

Job No. 26-041 · State: CA · Status: PRELIMINARY — NOT FOR CONSTRUCTION · Rev 0 · Date: October 28, 2026

1.1 Governing Design Code & Basis Statements (Engine Cover Module)

Building Code Basis (B15)	Designed in accordance with the 2025 California Building Code (CBC).
Wind Load Basis (B17)	96 mph under Exposure Category C.
Seismic Design Basis (B18)	Seismic Design Category D, utilizing the default Site Class D rating.
Soil Bearing Basis (B28)	Assumed minimum allowable soil bearing pressure is 1500 psf (per 2025 CBC Ch.18). Subject to final approval of local Building Dept. ASSUMED — no geotechnical report

Building Geometry & Framing

Number of Stories	1
Plan Footprint (L × B)	26'-6" × 19'-6" (26.50 ft × 19.50 ft)
Peak Roof Height	12.25 ft
1st Floor Plate Height	8.00 ft
Allowable Soil Bearing	1,500 psf ASSUMED — no geotechnical report
Assumed Footing (W × D)	12 in × 18 in

Hazard & Lateral Parameters (ASCE 7-22)

Basic Wind Speed V / Exposure	96 mph · Exp C
Site Ground Elevation	90.0 ft
Mapped Spectral S_S / S₁	2.595 g / 0.600 g
Design Spectral S_DS / S_D1	1.730 g / 0.980 g
R / I_e / SDC	R = 6.5 · I_e = 1.00 · SDC D
Governing Seismic C_s	0.2662 g

Engineer of Record — stamp & signature

Engineer of Record

Dante Flores-Alva

License: CA C 85792 · Professional Civil Engineer

Signature

Date

License exp.

General Notes

Connections, anchorage and base plates are by others unless specifically shown in these calculations.
Software output must be reviewed by the Engineer of Record.

Special Inspections

Item	Type
Hold-downs and anchor bolts	Periodic

ENCANTO ENGINEERING, LLC

Structural Calculation Package · US Wood-Frame Residential / ADU

PRELIMINARY — NOT FOR CONSTRUCTION

26-041 · Mitchell ADU

Section 2 · Table of Contents

Key plan

Sec. 12 · Shear Walls

Schematic — not to scale

ENCANTO ENGINEERING, LLC

Structural Calculation Package · US Wood-Frame Residential / ADU

PRELIMINARY — NOT FOR CONSTRUCTION

26-041 · Mitchell ADU

Section 3 · Vertical Loads

3.1 Vertical Loads — Gravity Load Assemblies (ASCE 7-22 Ch. 3 & 4)

Assembly	Component Take-Downpsf	Dead Loadpsf	Live Loadpsf	Snow Loadpsf
Roof Framing	Comp Roofing: 4 psf · Plywood Sheathing -1/2": 1.5 psf · Roof Framing: 2.5 psf · R-19 Batt Insulation: 2 psf · Gyp. Board: 3 psf · Miscellaneous (Lighting, Mechanical, etc.): 2 psf	15.0 psf	20.0 psf	0.0 psf
Vaulted Roof Framing	Comp Roofing: 4 psf · Plywood Sheathing -1/2": 1.5 psf · Roof Framing: 2.5 psf · R-19 Batt Insulation: 2 psf · Gyp. Board: 3 psf · Miscellaneous (Lighting, Mechanical, etc.): 2 psf	15.0 psf	20.0 psf	0.0 psf
Ceiling Framing	R-19 Batt Insulation: 2 psf · Gyp. Board: 3 psf	5.0 psf	10.0 psf	—
Interior Wood Floor Framing	Floor Covering: 4 psf · 3/4" Plywood: 4 psf · Floor Framing: 2 psf · Gyp. Board: 3 psf · Miscellaneous (Lighting, Mechanical, etc.): 2 psf	15.0 psf	40.0 psf	—
Exterior Wood Frame Walls	Siding: 7 psf · 1/2" Plywood: 1.5 psf · 2x Studs @ 16" o.c.: 1.5 psf · R-19 Batt Insulation: 2 psf · 5/8" Gyp. Board: 3 psf	15.0 psf	—	—
Interior Wood Frame Walls	2x Studs @16" O.C.: 1.5 psf · Miscellaneous: 2.5 psf · Gyp.Board (Both sides): 6 psf	10.0 psf	—	—

3.2 Wood Stud Framing Unit Weight Schedule (@ 16" o.c.)

Stud Size	Widthin	Depthin	Areasq ft	Linear Wtplf	Unit Wtpsf	Roundedpsf	Total Assemblypsf
2x4	1.50 in	3.50 in	0.0365	1.14 plf	0.85 psf	1.0 psf	4.19 psf
2x6	1.50 in	5.50 in	0.0573	1.79 plf	1.34 psf	1.5 psf	4.76 psf
2x8	1.50 in	7.25 in	0.0755	2.36 plf	1.77 psf	2.0 psf	5.26 psf
2x10	1.50 in	9.25 in	0.0964	3.01 plf	2.25 psf	2.5 psf	5.82 psf
2x12	1.50 in	11.25 in	0.1172	3.66 plf	2.74 psf	3.0 psf	6.39 psf

ENCANTO ENGINEERING, LLC

Structural Calculation Package · US Wood-Frame Residential / ADU

PRELIMINARY — NOT FOR CONSTRUCTION

26-041 · Mitchell ADU

Section 4 · Beams

4.1 Beams

Basis: NDS 2024 ASD; ASCE 7-22 §2.4.1 gravity combinations; simply supported between A/B with optional free overhangs

Dry service, normal temperature. Bracing is as entered below; missing confirmation remains INCOMPLETE. Sawn sizes are nominal; engineered sizes are actual inches per ply. All load and extrema coordinates are from the left member end.

Unit loads from Vertical Loads (psf)

Roof D	Roof Lr	Roof S	Floor D	Floor L	Exterior wall D
15.00	20.00	0.00	15.00	40.00	15.00

Inputs — tributaries in ft; extra uniform loads in plf

Beam / member	Span A–Bft	Roof / floor / wall trib	Extra D / L / Lr / S / R	Ev / self wt.
H1 · 4X8 DFL#2	6.00	10.00 / 0.00 / 0.00	0.00 / 0.00 / 0.00 / 0.00 / 0.00	0.000 / Yes
B1 · 6X10 DF No.1	13.25	9.75 / 0.00 / 0.00	0.00 / 0.00 / 0.00 / 0.00 / 0.00	0.000 / Yes
H2 · 4X10 DFL#2	8.00	10.00 / 0.00 / 0.00	0.00 / 0.00 / 0.00 / 0.00 / 0.00	0.000 / Yes

Ev = 0.2·SDS = 0.346 when enabled; applies only to dead unit loads. Legacy roofLiveOrSnow maps to one case only (S when snow is present without Lr; otherwise Lr), unless explicitly selected.

Member options, overhangs and deflection limits

Beam	Left / right OHft	Bracing	Grade stamp / classification	TL / LL / roof limits
H1	0.00 / 0.00	Fully braced (confirmed)	Auto by dimensions / dimension	L/240 / L/360 / L/240
B1	0.00 / 0.00	Fully braced (confirmed)	Auto by dimensions / beamsStringers	L/240 / L/360 / L/240
H2	0.00 / 0.00	Fully braced (confirmed)	Auto by dimensions / dimension	L/240 / L/360 / L/240

D-only (LC1) always participates. L/Lr regional patterns are enabled unless explicitly disabled. Repetitive member, legacy roof and rain options:

H1: Cr requested No; live patterns Enabled; legacy case Auto, extra 0.00 plf; roof rain 0.00 psf; rain CD 1.15 (assumed two months; confirm).

B1: Cr requested No; live patterns Enabled; legacy case Auto, extra 0.00 plf; roof rain 0.00 psf; rain CD 1.15 (assumed two months; confirm).

H2: Cr requested No; live patterns Enabled; legacy case Auto, extra 0.00 plf; roof rain 0.00 psf; rain CD 1.15 (assumed two months; confirm).

Results — demand / allowable

Beam	Ra / Rblb	M / M′allowft-lb	V / V′allowlb	Ratio	Status
H1	1,066 / 1,066	1,600 / 3,737	852 / 3,806	0.428	OK
B1	2,336 / 2,336	7,737 / 11,634	2,057 / 7,402	0.665	OK
H2	1,428 / 1,428	2,856 / 5,615	1,153 / 4,856	0.509	OK

Strength combinations and applied adjustment factors

Beam	Governing strength combination	CD / size / CL applied	M max xft	Stability
H1	LC3a: D+Lr	CD 1.250 · CF 1.300 · CL 1.000 · applied bending factor 1.300	3.000	OK
B1	LC3a: D+Lr	CD 1.250 · CF 1.000 · CL 1.000 · applied bending factor 1.000	6.625	OK
H2	LC3a: D+Lr	CD 1.250 · CF 1.200 · CL 1.000 · applied bending factor 1.200	4.000	OK

Beam-side bearing — NDS §3.10.2 / §3.10.4; no CD on Fc⊥

Beam / support	Length / contact widthin	Required lengthin	Reaction / capacitylb	Cb / F′c⊥psi	Ratio / combo	Status
H1 / A	3.00 / 3.50	0.49	1,066 / 6,563	1.000 / 625	0.163 / LC3a	OK
H1 / B	3.00 / 3.50	0.49	1,066 / 6,563	1.000 / 625	0.163 / LC3a	OK
B1 / A	3.00 / 5.50	0.68	2,336 / 10,313	1.000 / 625	0.227 / LC3a	OK
B1 / B	3.00 / 5.50	0.68	2,336 / 10,313	1.000 / 625	0.227 / LC3a	OK
H2 / A	3.00 / 3.50	0.65	1,428 / 6,563	1.000 / 625	0.218 / LC3a	OK
H2 / B	3.00 / 3.50	0.65	1,428 / 6,563	1.000 / 625	0.218 / LC3a	OK

Deflection results — demand / allowable (in); exact extrema x (ft)

Beam	Δ TL / x	Δ LL / x	Δ roof / x	Governing check & combo
H1	0.058 / 0.300 @ 3.000	0.000 / 0.200 @ 0.000	0.033 / 0.300 @ 3.000	M · LC3a: D+Lr; TL LC3a
B1	0.389 / 0.663 @ 6.625	0.000 / 0.442 @ 0.000	0.215 / 0.663 @ 6.625	M · LC3a: D+Lr; TL LC3a
H2	0.089 / 0.400 @ 4.000	0.000 / 0.267 @ 0.000	0.050 / 0.400 @ 4.000	M · LC3a: D+Lr; TL LC3a

Ra/Rb: unfactored D + L + selected Lr/S/R. M/V: governing strength combination. Δ TL: ASD envelope; Δ LL: L patterns; Δ roof: Lr / 0.7S / R envelope. Extrema are solved by the engine across the entire member, including overhangs. For glulam, the applied bending factor is min(CV, CL).

Governing summaryOK

H1 4X8 DFL#2: ratio 0.43 (M) → OK · LC3a: D+Lr · Numeric checks: PASS

B1 6X10 DF No.1: ratio 0.67 (M) → OK · LC3a: D+Lr · Numeric checks: PASS

H2 4X10 DFL#2: ratio 0.51 (M) → OK · LC3a: D+Lr · Numeric checks: PASS

H1 notes:

Exact piecewise elastic extrema; downward load/deflection positive, sagging moment positive.
D-only always checked; S is ASCE 7-22 strength-level with 0.7 applied once in ASD/service combinations.
Legacy UDL shear reduction assumes NDS 2024 §3.4.2.2(a) bearing/load-face conditions.
Reference values: 2024 NDS Supplement, Table 4A, DF-L / No.2 / dimension / PLIB, WWPA.
Dry service, normal temperature, unincised rectangular edgewise bending assumed. Self-weight density is an explicit legacy assumption; verify project weight.
Bearing checks cover the beam-side contact only; design the support material and connections separately.

B1 notes:

Exact piecewise elastic extrema; downward load/deflection positive, sagging moment positive.
D-only always checked; S is ASCE 7-22 strength-level with 0.7 applied once in ASD/service combinations.
Legacy UDL shear reduction assumes NDS 2024 §3.4.2.2(a) bearing/load-face conditions.
Reference values: 2024 NDS Supplement, Table 4D, DF-L / No.1 / beamsStringers / PLIB, WWPA.
Dry service, normal temperature, unincised rectangular edgewise bending assumed. Self-weight density is an explicit legacy assumption; verify project weight.
Bearing checks cover the beam-side contact only; design the support material and connections separately.

H2 notes:

Exact piecewise elastic extrema; downward load/deflection positive, sagging moment positive.
D-only always checked; S is ASCE 7-22 strength-level with 0.7 applied once in ASD/service combinations.
Legacy UDL shear reduction assumes NDS 2024 §3.4.2.2(a) bearing/load-face conditions.
Reference values: 2024 NDS Supplement, Table 4A, DF-L / No.2 / dimension / PLIB, WWPA.
Dry service, normal temperature, unincised rectangular edgewise bending assumed. Self-weight density is an explicit legacy assumption; verify project weight.
Bearing checks cover the beam-side contact only; design the support material and connections separately.

ENCANTO ENGINEERING, LLC

Structural Calculation Package · US Wood-Frame Residential / ADU

PRELIMINARY — NOT FOR CONSTRUCTION

26-041 · Mitchell ADU

Section 5 · Posts & Columns

5.1 Posts & Columns

NDS 2024 ASD / ASCE 7-22 gravity. Concentric or supported eccentric wood posts; fasteners and connections require separate design. Nominal snow is reduced once by the engine.

P1 · P1 · B1 end B post

4x4 · DFL#2 · 1 ply · solid · H = 8.00 ft

Actual per-ply section 3.50 × 3.50 in. Self weight: includedInSources; 0.00 lb.

Bracing: axis1: 8 ft, ke 1, Top/bottom positive post cap & base connection; axis2: 8 ft, ke 1, 2x6 wall framing & sheathing restraint

Service: dry, 70 °F, incised no. Eccentricity 0 / 0 in.

Uncombined D / L / Lr / S / R (lb): 1,043.91 / 0.00 / 1,291.88 / 0.00 / 0.00

Governing: D · slenderness-axis1 · DCR 0.549 · Member OK · Bearing OK

Footing: 18x18x12 in, q = 1,188 / 1,500 psfOK(Embedment 18 in · Cover / Jurisdiction (2025 CBC Ch. 18))

NDS 2024 · 2024 NDS Supplement, 4A, DF-L / No.2 / dimension / PLIB, WWPA · 2024; addenda reviewed through 2026-09-17

Bearing P1:top (top): DFL#2, perpendicular, 3.5 × 3.5 in; end distance 0 in.

Bearing P1:bottom (bottom): DFL#2, perpendicular, 3.5 × 3.5 in; end distance 0 in.

Combination	CD	CP 1 / 2	P (lb)	P allow (member) (lb)	Checks / governing
D	0.900	0.400 / 0.400	1,043.91	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.15 1,044 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+L	0.900	0.400 / 0.400	1,043.91	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.15 1,044 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+Lr	1.250	0.301 / 0.301	2,335.78	7,148.27	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.33 2,336 / 7,148 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.10 2,336 / 23,773 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.31 2,336 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.10 2,336 / 23,773 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.31 2,336 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+0.75L+0.75Lr	1.250	0.301 / 0.301	2,012.81	7,148.27	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.28 2,013 / 7,148 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.08 2,013 / 23,773 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.26 2,013 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.08 2,013 / 23,773 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.26 2,013 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+0.7S	0.900	0.400 / 0.400	1,043.91	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.15 1,044 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+0.75L+0.525S	0.900	0.400 / 0.400	1,043.91	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.15 1,044 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+R	0.900	0.400 / 0.400	1,043.91	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.15 1,044 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+0.75L+0.75R	0.900	0.400 / 0.400	1,043.91	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.15 1,044 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.06 1,044 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.14 1,044 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4

P2 · P2 · B1 + H2 shared post

4x4 · DFL#2 · 1 ply · solid · H = 8.00 ft

Actual per-ply section 3.50 × 3.50 in. Self weight: includedInSources; 0.00 lb.

Bracing: axis1: 8 ft, ke 1, Pinned-pinned, full height; axis2: 8 ft, ke 1, Pinned-pinned, full height

Service: dry, 70 °F, incised no. Eccentricity 0 / 0 in.

Uncombined D / L / Lr / S / R (lb): 1,671.97 / 0.00 / 2,091.88 / 0.00 / 0.00

Governing: D · slenderness-axis1 · DCR 0.549 · Member OK · Bearing OK

Footing: 24x24x12 in, q = 1,091 / 1,500 psfOK(Embedment 18 in · Cover / Jurisdiction (2025 CBC Ch. 18))

NDS 2024 · 2024 NDS Supplement, 4A, DF-L / No.2 / dimension / PLIB, WWPA · 2024; addenda reviewed through 2026-09-17

Bearing P2:top (top): DFL#2, perpendicular, 3.5 × 3.5 in; end distance 0 in.

Bearing P2:bottom (bottom): DFL#2, perpendicular, 3.5 × 3.5 in; end distance 0 in.

Combination	CD	CP 1 / 2	P (lb)	P allow (member) (lb)	Checks / governing
D	0.900	0.400 / 0.400	1,671.97	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.24 1,672 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+L	0.900	0.400 / 0.400	1,671.97	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.24 1,672 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+Lr	1.250	0.301 / 0.301	3,763.84	7,148.27	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.53 3,764 / 7,148 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.16 3,764 / 23,773 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.49 3,764 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.16 3,764 / 23,773 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.49 3,764 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+0.75L+0.75Lr	1.250	0.301 / 0.301	3,240.87	7,148.27	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.45 3,241 / 7,148 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.14 3,241 / 23,773 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.42 3,241 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.14 3,241 / 23,773 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.42 3,241 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+0.7S	0.900	0.400 / 0.400	1,671.97	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.24 1,672 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+0.75L+0.525S	0.900	0.400 / 0.400	1,671.97	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.24 1,672 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+R	0.900	0.400 / 0.400	1,671.97	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.24 1,672 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4
D+0.75L+0.75R	0.900	0.400 / 0.400	1,671.97	6,849.18	slenderness-axis1 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 slenderness-axis2 OK0.55 27 / 50 ratio · NDS 2024 §3.7.1.3 / §15.3.2.3 axial OK0.24 1,672 / 6,849 lb · NDS 2024 §§3.6.3,3.7.1 / §15.3.2 bearing-top-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-top-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4 bearing-bottom-post-end OK0.10 1,672 / 17,116 lb · NDS 2024 §3.10.1.2 bearing-bottom-receiving OK0.22 1,672 / 7,656 lb · NDS 2024 §§3.10.2,3.10.4

Post Pad Footings (ASCE 7-22 ASD Bearing · ACI 318-19 §§22.5, 22.6 LRFD Shear)

Square isolated pad footings (6 in increments, min 18×18 in, concrete 150 pcf, f'c = 2,500 psi default, LRFD 1.2D + 1.6L for concrete shear).

Post	Size (B×L×h)	Depth (in)	Gov. ASD Load (incl. pad wt) (lb)	q / q_allow (psf)	Bearing DCR	One-way Vu / φVc (lb)	Punching Vu / φVc (lb)	Status
P1	18×18×12 in (2.25 ft²)	18	D+Lr: 2,673 (338)	1,188 / 1,500	0.792	0 / 11,475 (0.000)	1,844 / 61,200 (0.030)	OK
P2	24×24×12 in (4.00 ft²)	18	D+Lr: 4,364 (600)	1,091 / 1,500	0.727	390 / 15,300 (0.026)	4,015 / 61,200 (0.066)	OK

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Section 6 · ASCE Hazard Report

6.1 ASCE Hazard Report

Attach ASCE Hazard Report

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Section 7 · Wind

7.1 Wind — MWFRS Directional Procedure (ASCE 7-22 Ch. 27)

Basic Wind Speed V96 mph (Exp C)

Mean Roof Height h10.13 ft

Factors K_e / K_zt / K_d / G0.997 / 1.00 / 0.85 / 0.85

Mean Roof Velocity Pressure q_h19.96 psf

Longitudinal Wind Direction

Level	zft	Trib Htft	L / B	K_z	q_zpsf	WW qGC_ppsf	LW q_hGC_ppsf	Net ppsf	Line Loadplf
Level 1	8.00 ft	8.25 ft	1.36	0.849	19.96 psf	11.54 psf	-6.18 psf	17.71 psf	146.14 plf

Transverse Wind Direction

Level	zft	Trib Htft	L / B	K_z	q_zpsf	WW qGC_ppsf	LW q_hGC_ppsf	Net ppsf	Line Loadplf
Level 1	8.00 ft	8.25 ft	0.74	0.849	19.96 psf	11.54 psf	-7.21 psf	18.75 psf	154.69 plf

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Section 8 · Seismic Cs

8.1 Seismic Cs — Seismic Response Coefficient C_s (ASCE 7-22 §12.8.1)

Seismic Check / Equation	Code Reference	Value
Base Response Coefficient C_s,base = S_DS / (R / I_e)	ASCE 7-22 Eq. 12.8-2	0.2662 g
Maximum Upper Bound C_s,max	ASCE 7-22 Eq. 12.8-3 / 12.8-4	0.3015 g
Minimum C_s,min1 = max(0.044 · S_DS · I_e, 0.01)	ASCE 7-22 Eq. 12.8-5	0.0761 g
Near-Fault Minimum C_s,min2 (S₁ ≥ 0.6g: YES)	ASCE 7-22 Eq. 12.8-6	0.0462 g
Governing Final Seismic Response Coefficient C_s	ASCE 7-22 §12.8.1.1	0.2662 g

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Section 9 · Lateral Load

9.1 Lateral Load

Lateral load plan — from structural plan

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Section 10 · Floor Weight

10.1 Floor Weight — Effective Seismic Weight & Vertical Force Distribution (ASCE 7-22 §12.7.2 & §12.8.3)

Approx. Period T_a / Exponent k0.112 s · k = 1.00

Total Seismic Weight W15,855 lbs

Seismic Coefficient C_s0.2662 g

Seismic Base Shear V = C_s · W4,220 lbs

Row / Level	Areasq ft	Q_floor + Q_partpsf	Floor Wtlbs	Trib Wall Htft	Perimft	Wall Wtlbs	Total Level Wtlbs
Row 6 (A) · Roof	516.8	15.0 + 5.0 psf	10,335 lbs	4.00 ft	92.0 ft	5,520 lbs	15,855 lbs

Story / Section	h_xft	w_xlbs	C_vx	F_xlbs	Diaphragm Areasq ft	Unit Seismic Load Q_epsf
Story 1 · Sec A	8.00 ft	15,855 lbs	1.000	4,220 lbs	516.8	8.17 psf

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Section 11 · Shear Line

11.1 Shear Line Tributary Loads (ASCE 7-22 §12.3)

Basis: ASCE 7-22 §12.3 & §12.8 (seismic), Ch. 27 (wind MWFRS); ASD load combinations 0.7E and 0.6W; tributary-area distribution to shear lines.

Inputs

Seismic base shear V (Floor Weight)	4,220 lbs
Longitudinal shear lines	A.1, C.1
Transverse shear lines	1.1, 3.1
Tributary segment rows (long. / tran.)	2 / 2

Shear line totals

Longitudinal direction

Shear Line	Seismic Elbs	Wind Wlbs	ASD 0.7Elbs	ASD 0.6Wlbs
A.1	2,110	1,425	1,477	855
C.1	2,110	1,425	1,477	855

Transverse direction

Shear Line	Seismic Elbs	Wind Wlbs	ASD 0.7Elbs	ASD 0.6Wlbs
1.1	2,110	2,050	1,477	1,230
3.1	2,110	2,050	1,477	1,230

ResultsOK

Longitudinal governing: seismic Line A.1 = 2,110 lbs; wind Line A.1 = 1,425 lbs.

Transverse governing: seismic Line 1.1 = 2,110 lbs; wind Line 1.1 = 2,050 lbs.

Tributary checks: all rows OK

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Section 12 · Shear Walls

12.1 Wood-Frame Shear Wall Schedule (SDPWS 2021 §4.3)

Basis: SDPWS 2021 §4.3 (wood structural panel shear walls), ASD; ASCE 7-22 §12.8 (seismic, ρ = 1.30, 0.7E) & Ch. 27 (wind, 0.6W, 1.4 duration factor); aspect ratio reduction 2b/h per SDPWS §4.3.4.

Inputs — design parameters

S_DS	1.730 g	Redundancy ρ	1.30	Overstrength Ω₀	2.50
Deflection amp. C_d	4.00	LARR reduction	1.00	Wood E	1,600,000 psi
End post thickness	3.50 in	Footing width (epoxy HD)	12 in	Epoxy HD capacity	3,081 lbs

Inputs — longitudinal line totals (from Shear Line)

Line	Σ Lft	Seismiclbs	Seismicplf	Windlbs	Windplf
A.1	13.17	2,110	160	1,425	108
C.1	11.00	2,110	192	1,425	130

Inputs — transverse line totals (from Shear Line)

Line	Σ Lft	Seismiclbs	Seismicplf	Windlbs	Windplf
1.1	16.00	2,110	132	2,050	128
3.1	16.00	2,110	132	2,050	128

Shear wall schedule

Longitudinal walls

Line	Wall	Lft	hft	h/b	v E,ASDplf	v W,ASDplf	Allow. vplf	Net upliftlbs	SW	HD	Strap
A.1	1 (X1)	8.17	8.00	0.98	146	65	200	778	SW1	HDUE3	CS16
A.1	2 (X2)	5.00	8.00	1.60	146	65	200	928	SW1	HDUE3	CS16
C.1	3 (X3)	11.00	8.00	0.73	175	78	200	872	SW1	HDUE3	CS16

Transverse walls

Line	Wall	Lft	hft	h/b	v E,ASDplf	v W,ASDplf	Allow. vplf	Net upliftlbs	SW	HD	Strap
1.1	1 (Y1)	16.00	8.00	0.50	120	77	200	531	SW1	HDUE3	CS16
3.1	2 (Y2)	12.00	8.00	0.67	120	77	200	638	SW1	HDUE3	CS16
3.1	3 (Y3)	4.00	8.00	2.00	120	77	200	853	SW1	HDUE3	CS16

ResultsOK

Line A.1, Wall 1 (8.17 ft) → SW1, HDUE3, CS16
Line A.1, Wall 2 (5 ft) → SW1, HDUE3, CS16
Line C.1, Wall 3 (11 ft) → SW1, HDUE3, CS16
Line 1.1, Wall 1 (16 ft) → SW1, HDUE3, CS16
Line 3.1, Wall 2 (12 ft) → SW1, HDUE3, CS16
Line 3.1, Wall 3 (4 ft) → SW1, HDUE3, CS16

12.2 Diaphragm Loads & Capacity (SDPWS 2021 §4.2)

Basis: SDPWS 2021 §4.2 (wood structural panel diaphragms), ASD; ASCE 7-22 §12.10.1.1 (F_px = 0.2·S_DS·w_px min / 0.4·S_DS·w_px max); demand = max(0.7E, 0.6W) / 2 per diaphragm end.

Inputs — story forces

Section	w_pxlbs	F_ilbs	F_px,minlbs	F_px,maxlbs	q_Epsf	Wind long.plf	Wind tran.plf
A	15,855	4,220	5,486	10,972	10.62	146.1	154.7

Diaphragm demand vs. capacity

Sec	L × Bft	v long.plf	v tran.plf	Selected sheathing	Cap. long.plf	Cap. tran.plf	Chord long. / tran.lbs	Status
A	26.5 × 19.5	98	72	8d @ 6" o.c., 15/32 Struct. I, Unblocked (Roof Only)	180	240	652 / 353	OK

ResultsOK

All diaphragm sections OK (capacity > demand in both directions).

Section A: 8d @ 6" o.c., 15/32 Struct. I, Unblocked (Roof Only) → OK

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Section 13 · Footings

13.1 Footings — Pad & Continuous Spread Footings (ACI 318 / 2025 CBC Ch. 18)

Basis: ACI 318-19 (minimum flexural steel 0.0018·b·h), 2025 CBC Ch. 18 (allowable soil bearing, ASD service loads); load combinations D, D+L, D+L_r, D+0.75L+0.75L_r, D+S, D+0.75L+0.75S (ASCE 7-22 §2.4.1).

13.1 Pad footings

Pad footing schedule — inputs

Footing depth

18 in

Allowable soil bearing q

1,500 psf

Pad footing schedule — results

Mark	Sizein	Depthin	Rebar each way	Net bearing cap.lbs	A_s,minin²	Req. bars	Status
P1	18 × 18	18	(3) #4	2,869	0.58	3	OK
P2	24 × 24	18	(3) #5	5,100	0.78	3	OK
P3	30 × 30	18	(4) #5	7,969	0.97	4	OK
P4	36 × 36	18	(4) #5	11,475	1.17	4	OK
P5	42 × 42	18	(5) #5	15,619	1.36	5	OK
P6	48 × 48	18	(6) #5	20,400	1.56	6	OK
P7	54 × 54	18	(6) #5	25,819	1.75	6	OK
P8	60 × 60	18	(7) #5	31,875	1.94	7	OK
P9	66 × 66	18	(7) #5	38,569	2.14	7	OK

Results — pad footingsOK

9 pad sizes scheduled (P1 – P9), 18 in deep at q = 1,500 psf. Provided rebar ≥ required for all pads.

13.2 Continuous spread footings

Spread footing — unit loads (inputs)

Load type	Dpsf	L_rpsf	Lpsf
Roof	10.0	20.0	0.0
Floor	15.0	0.0	40.0
Ceiling	5.0	0.0	10.0
Exterior Wall	15.0	0.0	0.0
Interior Wall	10.0	0.0	0.0
Floor	15.0	0.0	40.0
Deck/Balcony	15.0	0.0	60.0

Spread footing — per-line loads (allowable soil bearing 1,500 psf)

Grid line	Dplf	L_rplf	Lplf	Splf	D + L_rplf	Governingplf	Control combo	qpsf
A (gov.)	489	195	218	0	684	799	D+0.75L+0.75Lr	1,082
1	448	80	280	0	528	728	D+L	1,025

Results — spread footingOK

Governing line: A — max D + L_r = 684 plf.

Footing: base width × thickness = 15 in × 9 in (stem 6 in wide × 6 in deep). Project criteria: 12 in × 18 in.

Source: Assumed minimum allowable soil bearing pressure is 1500 psf (per 2025 CBC Ch.18). Subject to final approval of local Building Dept..

Bearing pressure q = 1,082 psf vs. allowable 1,500 psf → OK; required concentric width 6.4 in → OK.

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Section 14 · Gravity Studs

14.1 Gravity Studs — Concentric Wood Studs (NDS 2024 §3.9.2)

ST1 · typical

1 × 2x6 · DFL#2 · H = 8 ft · spacing 16 in · strong axis

l1 / l2 / lu = 8 / 1 / 1 ft; ke1 / ke2 = 1 / 1. 15/32 WSP exterior + 1/2 gypsum interior (sample)

Group D / L / Lr / S = 195.00 / 0.00 / 260.00 / 0.00 lb; wind tributary width 1.33 ft. Axial self weight must be included by designer.

Finish brittle; limit L/360. Service dry, 70 °F; incised no.

System sdpwsStud; eligible members 3; equal sharing confirmed; distribution confirmed; SDPWS confirmed. 2x6 @ 16 in. o.c. sheathed exterior wall (sample)

Wind W-OOP: 18.75 psf ultimate (signed), service factor 0.6; ASCE/SEI 7 · 7-22 · Project wind out-of-plane pressure (sample) · 2022

Governing: Service / stability · windDeflection.

Scope: Concentric simple-span uniaxial dimension-lumber interaction and immediate wind deflection only. R/E/WT and other hazards are not applicable to this input contract; they require separate analysis. Lr duration assumes seven-day loading (CD=1.25). All axial loads include self-weight supplied by the caller. Separate checks: shear, bearing, connections, eccentricity, biaxial.

OK0.12

0.031 / 0.267 in · Immediate wind deflection · project finish criterion

NDS · 2024 · §§3.3, 3.5, 3.7, 3.9.2; Table 4.3.1 · 2024; March 2026 errata

NDS Supplement · 2024 · Tables 1A, 4A (pp. 32, 34-35) · 2024; addenda through 2026-09-17

ASCE/SEI 7 · 7-22 · §2.4.1, combinations 1a–7a · 2022

2024 NDS Supplement · 2024 · 4A: DF-L / No.2 / dimension / PLIB, WWPA · 2024; addenda reviewed through 2026-09-17

SDPWS · 2021 · §3.1.1.1 / Table 3.1.1.1 · 2021

Combination	P (lb)	M signed (lb-in)	CD / CP / CL	Fc′ / Fb′ (psi)	Interaction / checks
D	195.00	0.00	0.900 / 0.743 / 1.000	992.42 / 1,210.95	OK0.00 0.001 / 1 · NDS 2024 §3.9.2 Compression 0.024 · bending 0.000
D+L	195.00	0.00	0.900 / 0.743 / 1.000	992.42 / 1,210.95	OK0.00 0.001 / 1 · NDS 2024 §3.9.2 Compression 0.024 · bending 0.000
D+Lr	455.00	0.00	1.250 / 0.629 / 1.000	1,168.20 / 1,681.87	OK0.00 0.002 / 1 · NDS 2024 §3.9.2 Compression 0.047 · bending 0.000
D+0.7S	195.00	0.00	0.900 / 0.743 / 1.000	992.42 / 1,210.95	OK0.00 0.001 / 1 · NDS 2024 §3.9.2 Compression 0.024 · bending 0.000
D+0.75Lr	390.00	0.00	1.250 / 0.629 / 1.000	1,168.20 / 1,681.87	OK0.00 0.002 / 1 · NDS 2024 §3.9.2 Compression 0.040 · bending 0.000
D+0.525S	195.00	0.00	0.900 / 0.743 / 1.000	992.42 / 1,210.95	OK0.00 0.001 / 1 · NDS 2024 §3.9.2 Compression 0.024 · bending 0.000
D+0.75L	195.00	0.00	0.900 / 0.743 / 1.000	992.42 / 1,210.95	OK0.00 0.001 / 1 · NDS 2024 §3.9.2 Compression 0.024 · bending 0.000
D+0.75L+0.75Lr	390.00	0.00	1.250 / 0.629 / 1.000	1,168.20 / 1,681.87	OK0.00 0.002 / 1 · NDS 2024 §3.9.2 Compression 0.040 · bending 0.000
D+0.75L+0.525S	195.00	0.00	0.900 / 0.743 / 1.000	992.42 / 1,210.95	OK0.00 0.001 / 1 · NDS 2024 §3.9.2 Compression 0.024 · bending 0.000
D+0.6W:W-OOP	195.00	1,440.00	1.600 / 0.535 / 1.000	1,271.87 / 2,527.20	OK0.08 0.077 / 1 · NDS 2024 §3.9.2 Compression 0.019 · bending 0.075
0.6D+0.6W:W-OOP	117.00	1,440.00	1.600 / 0.535 / 1.000	1,271.87 / 2,527.20	OK0.08 0.076 / 1 · NDS 2024 §3.9.2 Compression 0.011 · bending 0.075
D+0.45W:W-OOP	195.00	1,080.00	1.600 / 0.535 / 1.000	1,271.87 / 2,527.20	OK0.06 0.058 / 1 · NDS 2024 §3.9.2 Compression 0.019 · bending 0.057
D+0.45W+0.75Lr:W-OOP	390.00	1,080.00	1.600 / 0.535 / 1.000	1,271.87 / 2,527.20	OK0.06 0.060 / 1 · NDS 2024 §3.9.2 Compression 0.037 · bending 0.057
D+0.45W+0.525S:W-OOP	195.00	1,080.00	1.600 / 0.535 / 1.000	1,271.87 / 2,527.20	OK0.06 0.058 / 1 · NDS 2024 §3.9.2 Compression 0.019 · bending 0.057
D+0.75L+0.45W:W-OOP	195.00	1,080.00	1.600 / 0.535 / 1.000	1,271.87 / 2,527.20	OK0.06 0.058 / 1 · NDS 2024 §3.9.2 Compression 0.019 · bending 0.057
D+0.75L+0.45W+0.75Lr:W-OOP	390.00	1,080.00	1.600 / 0.535 / 1.000	1,271.87 / 2,527.20	OK0.06 0.060 / 1 · NDS 2024 §3.9.2 Compression 0.037 · bending 0.057
D+0.75L+0.45W+0.525S:W-OOP	195.00	1,080.00	1.600 / 0.535 / 1.000	1,271.87 / 2,527.20	OK0.06 0.058 / 1 · NDS 2024 §3.9.2 Compression 0.019 · bending 0.057

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Section 15 · Stud Wall

15.1 Stud Wall — Wood Stud Axial + Bending Check (NDS 2024 §3.9)

Basis: NDS 2024 §3.9.2 (combined bending and axial compression, interaction f_c/F′_c + (f_b/F′_b)² ≤ 1.0) with §3.6 (column stability) and ASCE 7-22 §2.4.1 ASD combinations; wind per Ch. 30 components & cladding.

Inputs

Stud size	2x4	Spacing	16 in o.c.	Height L	8.00 ft
Grade	No. 2	Footing grid line	A	Wind pressure p	-26.43 psf
P_D / P_Lr	653 / 260 lbs	P_L / P_S	290 / 0 lbs	Wind w per stud	21.14 plf

Results

Governing axial P_a	1,065 lbs	Governing combo (axial)	D+0.75L+0.75Lr
f_c / F′_c	203 / 584 psi	Compression DCR	0.348
f_b / F′_b	663 / 2,484 psi	Bending DCR	0.267
Slenderness l_e/d	27.4 (< 50 OK)	Wind deflection / L/360	0.159 / 0.267 in
Interaction ratio (max)	0.380	Governing combo (interaction)	D+0.75L+0.75(0.6W)+0.75Lr

ResultsOK

2x4 studs @ 16" o.c., 8.00 ft: interaction ratio = 0.380 (≤ 1.00) → PASS.

Pre-export check

Export — Calculation Package (26-041 · Mitchell ADU)

1.1 Governing Design Code & Basis Statements (Engine Cover Module)

Table of Contents

Key plan

3.1 Vertical Loads — Gravity Load Assemblies (ASCE 7-22 Ch. 3 & 4)

3.2 Wood Stud Framing Unit Weight Schedule (@ 16" o.c.)

4.1 Beams

5.1 Posts & Columns

P1 · P1 · B1 end B post

P2 · P2 · B1 + H2 shared post

Post Pad Footings (ASCE 7-22 ASD Bearing · ACI 318-19 §§22.5, 22.6 LRFD Shear)

6.1 ASCE Hazard Report

7.1 Wind — MWFRS Directional Procedure (ASCE 7-22 Ch. 27)

8.1 Seismic Cs — Seismic Response Coefficient C_s (ASCE 7-22 §12.8.1)

9.1 Lateral Load

10.1 Floor Weight — Effective Seismic Weight & Vertical Force Distribution (ASCE 7-22 §12.7.2 & §12.8.3)

11.1 Shear Line Tributary Loads (ASCE 7-22 §12.3)

Shear line totals

12.1 Wood-Frame Shear Wall Schedule (SDPWS 2021 §4.3)

Shear wall schedule

12.2 Diaphragm Loads & Capacity (SDPWS 2021 §4.2)

Diaphragm demand vs. capacity

13.1 Footings — Pad & Continuous Spread Footings (ACI 318 / 2025 CBC Ch. 18)

13.1 Pad footings

13.2 Continuous spread footings

14.1 Gravity Studs — Concentric Wood Studs (NDS 2024 §3.9.2)

ST1 · typical

15.1 Stud Wall — Wood Stud Axial + Bending Check (NDS 2024 §3.9)

Pre-export check

Export — Calculation Package (26-041 · Mitchell ADU)

1.1 Governing Design Code & Basis Statements (Engine Cover Module)

Table of Contents

Key plan

3.1 Vertical Loads — Gravity Load Assemblies (ASCE 7-22 Ch. 3 & 4)

3.2 Wood Stud Framing Unit Weight Schedule (@ 16" o.c.)

4.1 Beams

5.1 Posts & Columns

P1 · P1 · B1 end B post

P2 · P2 · B1 + H2 shared post

Post Pad Footings (ASCE 7-22 ASD Bearing · ACI 318-19 §§22.5, 22.6 LRFD Shear)

6.1 ASCE Hazard Report

7.1 Wind — MWFRS Directional Procedure (ASCE 7-22 Ch. 27)

8.1 Seismic Cs — Seismic Response Coefficient Cs (ASCE 7-22 §12.8.1)

9.1 Lateral Load

10.1 Floor Weight — Effective Seismic Weight & Vertical Force Distribution (ASCE 7-22 §12.7.2 & §12.8.3)

11.1 Shear Line Tributary Loads (ASCE 7-22 §12.3)

Shear line totals

12.1 Wood-Frame Shear Wall Schedule (SDPWS 2021 §4.3)

Shear wall schedule

12.2 Diaphragm Loads & Capacity (SDPWS 2021 §4.2)

Diaphragm demand vs. capacity

13.1 Footings — Pad & Continuous Spread Footings (ACI 318 / 2025 CBC Ch. 18)

13.1 Pad footings

13.2 Continuous spread footings

14.1 Gravity Studs — Concentric Wood Studs (NDS 2024 §3.9.2)

ST1 · typical

15.1 Stud Wall — Wood Stud Axial + Bending Check (NDS 2024 §3.9)

8.1 Seismic Cs — Seismic Response Coefficient C_s (ASCE 7-22 §12.8.1)