CFS_Ex2 — CFS structural design report

Wall path · AISI S100-16(R2020)+S2/S3, S240-20, S400-20; ASCE 7-22 LRFD · generated 2026-08-16

View model interactive 3D viewer (walls/frames, package D∕C colors, drift/deflection shapes, story forces) — opens in a new tab

1. Design basis

item	value
system	strap_braced
structure kind	wall
analysis fidelity tier	0
SDS / SD1	0.48 / 0.2
R / Cd / Om0	4.0 / 3.5 / 2.0
stories / heights (ft)	6 / [11.5, 9.667, 9.667, 9.667, 9.667, 9.667]
plan (ft)	(204.0, 68.0)
diaphragm	flexible

Model key — where the package IDs live

Slot IDs read wall-<dir>-<line>-s<story> (e.g. wall-X-N-s2 = the labelled X-direction line 'N' at story 2); hold-downs are hd-<dir>-<line>. Blue = chord studs, grey = tracks, orange = panel/strap diagonals; each label's leader points to its wall line. Interactive version: the View model button above.

2. LRFD combinations (enumerated)

combo	role
1.4D
1.2D+1.6L+(0.5Lr or 0.3S)
1.2D+(1.6Lr or 1.0S)+L
(1.2+0.2SDS)D+rho*EX++L+0.15S
(0.9-0.2SDS)D+rho*EX+	uplift/counteracting
(1.2+0.2SDS)D+rho*EX-+L+0.15S
(0.9-0.2SDS)D+rho*EX-	uplift/counteracting
(1.2+0.2SDS)D+rho*EY++L+0.15S
(0.9-0.2SDS)D+rho*EY+	uplift/counteracting
(1.2+0.2SDS)D+rho*EY-+L+0.15S
(0.9-0.2SDS)D+rho*EY-	uplift/counteracting
1.2D+1.0WX++L+(0.5Lr or 0.3S)
0.9D+1.0WX+	NET UPLIFT anchorage case
1.2D+1.0WX-+L+(0.5Lr or 0.3S)
0.9D+1.0WX-	NET UPLIFT anchorage case
1.2D+1.0WY++L+(0.5Lr or 0.3S)
0.9D+1.0WY+	NET UPLIFT anchorage case
1.2D+1.0WY-+L+(0.5Lr or 0.3S)
0.9D+1.0WY-	NET UPLIFT anchorage case
overstrength: (1.2+0.2SDS)D+Om0*E (2.3.6 combo 6; 12.10.2.1)	collectors/transfer/anchorage uplift
overstrength counteracting: (0.9-0.2SDS)D+Om0*E (2.3.6 combo 7)	collectors/transfer/anchorage uplift

3. Seismic (ELF) + distribution

W = 5235 kip; Ta = 0.430 s; Cs = 0.1162; V = 608.3 kip per direction (flexible-diaphragm tributary).

X lines

line	story	V (kip)	v (plf)	Cd*dr/Ie	limit	drift
CN	1	173.8	1810	0.0158	0.02	OK
CN	2	162.1	1688	0.0132	0.02	OK
CN	3	140.9	1468	0.0106	0.02	OK
CN	4	110.1	1146	0.0077	0.02	OK
CN	5	69.5	724	0.0046	0.02	OK
CN	6	19.3	202	0.0013	0.02	OK
CS	1	173.8	1810	0.0158	0.02	OK
CS	2	162.1	1688	0.0132	0.02	OK
CS	3	140.9	1468	0.0106	0.02	OK
CS	4	110.1	1146	0.0077	0.02	OK
CS	5	69.5	724	0.0046	0.02	OK
CS	6	19.3	202	0.0013	0.02	OK
N	1	145.6	1517	0.0133	0.02	OK
N	2	135.8	1415	0.0111	0.02	OK
N	3	118.1	1230	0.0089	0.02	OK
N	4	92.2	961	0.0065	0.02	OK
N	5	58.3	607	0.0039	0.02	OK
N	6	16.2	169	0.0011	0.02	OK
S	1	145.6	1517	0.0133	0.02	OK
S	2	135.8	1415	0.0111	0.02	OK
S	3	118.1	1230	0.0089	0.02	OK
S	4	92.2	961	0.0065	0.02	OK
S	5	58.3	607	0.0039	0.02	OK
S	6	16.2	169	0.0011	0.02	OK

Y lines

line	story	V (kip)	v (plf)	Cd*dr/Ie	limit	drift
Y0	1	53.2	1774	0.0169	0.02	OK
Y0	2	49.6	1655	0.0139	0.02	OK
Y0	3	43.2	1439	0.0111	0.02	OK
Y0	4	33.7	1124	0.0080	0.02	OK
Y0	5	21.3	710	0.0047	0.02	OK
Y0	6	5.9	198	0.0013	0.02	OK
Y1	1	106.5	1774	0.0155	0.02	OK
Y1	2	99.3	1655	0.0129	0.02	OK
Y1	3	86.3	1439	0.0104	0.02	OK
Y1	4	67.4	1124	0.0076	0.02	OK
Y1	5	42.6	710	0.0045	0.02	OK
Y1	6	11.9	198	0.0013	0.02	OK
Y2	1	106.5	1774	0.0155	0.02	OK
Y2	2	99.3	1655	0.0129	0.02	OK
Y2	3	86.3	1439	0.0104	0.02	OK
Y2	4	67.4	1124	0.0076	0.02	OK
Y2	5	42.6	710	0.0045	0.02	OK
Y2	6	11.9	198	0.0013	0.02	OK
Y3	1	106.5	1774	0.0155	0.02	OK
Y3	2	99.3	1655	0.0129	0.02	OK
Y3	3	86.3	1439	0.0104	0.02	OK
Y3	4	67.4	1124	0.0076	0.02	OK
Y3	5	42.6	710	0.0045	0.02	OK
Y3	6	11.9	198	0.0013	0.02	OK
Y4	1	106.5	1774	0.0155	0.02	OK
Y4	2	99.3	1655	0.0129	0.02	OK
Y4	3	86.3	1439	0.0104	0.02	OK
Y4	4	67.4	1124	0.0076	0.02	OK
Y4	5	42.6	710	0.0045	0.02	OK
Y4	6	11.9	198	0.0013	0.02	OK
Y5	1	106.5	1774	0.0155	0.02	OK
Y5	2	99.3	1655	0.0129	0.02	OK
Y5	3	86.3	1439	0.0104	0.02	OK
Y5	4	67.4	1124	0.0076	0.02	OK
Y5	5	42.6	710	0.0045	0.02	OK
Y5	6	11.9	198	0.0013	0.02	OK
Y6	1	53.2	1774	0.0169	0.02	OK
Y6	2	49.6	1655	0.0139	0.02	OK
Y6	3	43.2	1439	0.0111	0.02	OK
Y6	4	33.7	1124	0.0080	0.02	OK
Y6	5	21.3	710	0.0047	0.02	OK
Y6	6	5.9	198	0.0013	0.02	OK

Sheathing + fastener schedule (per line per story)

Demand v is the tributary unit shear incl. the 5% shift; capacity φv_n and the schedule are the agent's S400-grounded design. A wall capacity without its sheathing + fastener schedule is unverifiable.

Wall	Dir	Story	v (plf)	Sheathing	Fasteners	φv_n (plf)	D/C	Cited
wall-X-N-s1	X	1	1517.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.7 kip	0.46	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-N-s2	X	2	1415.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 42.8 kip	0.40	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-N-s3	X	3	1230.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 42.8 kip	0.34	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-N-s4	X	4	961.0	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip	0.40	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-N-s5	X	5	607.0	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip	0.26	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-N-s6	X	6	169.0	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip	0.07	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CN-s1	X	1	1810.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip	0.41	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CN-s2	X	2	1688.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.35	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CN-s3	X	3	1468.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.31	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CN-s4	X	4	1146.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.46	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CN-s5	X	5	724.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.29	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CN-s6	X	6	202.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.08	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CS-s1	X	1	1810.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip	0.41	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CS-s2	X	2	1688.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.35	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CS-s3	X	3	1468.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.31	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CS-s4	X	4	1146.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.46	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CS-s5	X	5	724.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.29	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-CS-s6	X	6	202.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.08	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-S-s1	X	1	1517.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.7 kip	0.46	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-S-s2	X	2	1415.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 42.8 kip	0.40	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-S-s3	X	3	1230.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 42.8 kip	0.34	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-S-s4	X	4	961.0	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip	0.40	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-S-s5	X	5	607.0	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip	0.26	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-X-S-s6	X	6	169.0	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip	0.07	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y0-s1	Y	1	1774.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 36.0 kip	0.49	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y0-s2	Y	2	1655.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.5 kip	0.42	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y0-s3	Y	3	1439.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.5 kip	0.36	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y0-s4	Y	4	1124.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip	0.41	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y0-s5	Y	5	710.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip	0.26	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y0-s6	Y	6	198.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip	0.07	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y1-s1	Y	1	1774.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip	0.40	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y1-s2	Y	2	1655.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.35	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y1-s3	Y	3	1439.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.30	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y1-s4	Y	4	1124.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.45	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y1-s5	Y	5	710.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.28	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y1-s6	Y	6	198.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.08	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y2-s1	Y	1	1774.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip	0.40	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y2-s2	Y	2	1655.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.35	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y2-s3	Y	3	1439.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.30	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y2-s4	Y	4	1124.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.45	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y2-s5	Y	5	710.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.28	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y2-s6	Y	6	198.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.08	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y3-s1	Y	1	1774.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip	0.40	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y3-s2	Y	2	1655.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.35	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y3-s3	Y	3	1439.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.30	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y3-s4	Y	4	1124.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.45	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y3-s5	Y	5	710.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.28	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y3-s6	Y	6	198.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.08	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y4-s1	Y	1	1774.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip	0.40	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y4-s2	Y	2	1655.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.35	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y4-s3	Y	3	1439.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.30	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y4-s4	Y	4	1124.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.45	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y4-s5	Y	5	710.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.28	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y4-s6	Y	6	198.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.08	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y5-s1	Y	1	1774.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip	0.40	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y5-s2	Y	2	1655.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.35	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y5-s3	Y	3	1439.0	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip	0.30	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y5-s4	Y	4	1124.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.45	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y5-s5	Y	5	710.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.28	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y5-s6	Y	6	198.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip	0.08	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y6-s1	Y	1	1774.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 36.0 kip	0.49	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y6-s2	Y	2	1655.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.5 kip	0.42	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y6-s3	Y	3	1439.0	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.5 kip	0.36	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y6-s4	Y	4	1124.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip	0.41	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y6-s5	Y	5	710.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip	0.26	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
wall-Y-Y6-s6	Y	6	198.0	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip	0.07	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)

Hold-down / rod schedule

Cumulative overturning TENSION per line (top-down stack, net of 0.9D) — devices are sized for tension, never shear; beyond the discrete-device bands the design switches to a computed continuous rod (elongation feeds the drift).

ID	Line	Dir	T_cum (kip)	Device/rod	D/C	Cited	Note
hd-X-N	N	X	59.8	rod	0.86	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 59.8 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-X-CN	CN	X	71.4	rod	0.77	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 71.4 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-X-CS	CS	X	71.4	rod	0.77	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 71.4 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-X-S	S	X	59.8	rod	0.86	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 59.8 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-Y-Y0	Y0	Y	69.9	rod	0.75	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-Y-Y1	Y1	Y	69.9	rod	0.76	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-Y-Y2	Y2	Y	69.9	rod	0.76	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-Y-Y3	Y3	Y	69.9	rod	0.76	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-Y-Y4	Y4	Y	69.9	rod	0.76	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-Y-Y5	Y5	Y	69.9	rod	0.76	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
hd-Y-Y6	Y6	Y	69.9	rod	0.75	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED

Stud schedule (cumulative axial by story)

Sections step down with height and are never lighter below; the bracing (sheathing-braced vs unbraced) assumption is declared per line; web crippling (G5) checked at track bearing.

ID	Trib (ft)	P_cum by story (kip)	D/C	Cited
stud-typ-bearing	13.6	L6: 0.44, L5: 3.23, L4: 6.02, L3: 8.81, L2: 11.61, L1: 14.40	0.43	AISI S100-16(R2020) E2 (Eqs. E2-1..4, phi_c=0.85 retrieved) + E3.1 EWM; built-up clusters per I1.2 (I1.2.2 retrieved: interconnection transmits at least 2.5% of available strength; reduced-I Eq. I1.2.2.1-1) -- 2 rows No.10 @ 6 in; sheathing/strap-braced weak axis per S240-20 B1.2.2.1(b)
chord-bay-ends		—	0.86	AISI S100-16(R2020) E2 (Eqs. E2-1..4, phi_c=0.85 retrieved) + E3.1 EWM; built-up clusters per I1.2 (I1.2.2 retrieved: interconnection transmits at least 2.5% of available strength; reduced-I Eq. I1.2.2.1-1) -- 2 rows No.10 @ 6 in; sheathing/strap-braced weak axis per S240-20 B1.2.2.1(b); S400-20 B3.4 demand
truss-floor		—	0.64	AISI S240-20 truss chapter; S100-16 E2/D2 (retrieved)

Collector schedule

ID	Line	Basis	D/C	Cited
collector-CN	CN	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1	0.96	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
collector-CS	CS	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1	0.96	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
collector-Y1	Y1	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1	0.20	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
collector-Y2	Y2	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1	0.20	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
collector-Y3	Y3	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1	0.20	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
collector-Y4	Y4	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1	0.20	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
collector-Y5	Y5	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1	0.20	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)

Drift table (S400 four-term, amplified)

Dir	Line	Story	C_dδ/I_eh	Limit	Status
X	N	1	0.01326	0.02	OK
X	N	2	0.01107	0.02	OK
X	N	3	0.00891	0.02	OK
X	N	4	0.00648	0.02	OK
X	N	5	0.00386	0.02	OK
X	N	6	0.00111	0.02	OK
X	CN	1	0.01581	0.02	OK
X	CN	2	0.0132	0.02	OK
X	CN	3	0.01061	0.02	OK
X	CN	4	0.00771	0.02	OK
X	CN	5	0.00458	0.02	OK
X	CN	6	0.00131	0.02	OK
X	CS	1	0.01581	0.02	OK
X	CS	2	0.0132	0.02	OK
X	CS	3	0.01061	0.02	OK
X	CS	4	0.00771	0.02	OK
X	CS	5	0.00458	0.02	OK
X	CS	6	0.00131	0.02	OK
X	S	1	0.01326	0.02	OK
X	S	2	0.01107	0.02	OK
X	S	3	0.00891	0.02	OK
X	S	4	0.00648	0.02	OK
X	S	5	0.00386	0.02	OK
X	S	6	0.00111	0.02	OK
Y	Y0	1	0.01686	0.02	OK
Y	Y0	2	0.01389	0.02	OK
Y	Y0	3	0.01106	0.02	OK
Y	Y0	4	0.00796	0.02	OK
Y	Y0	5	0.00468	0.02	OK
Y	Y0	6	0.00133	0.02	OK
Y	Y1	1	0.0155	0.02	OK
Y	Y1	2	0.01294	0.02	OK
Y	Y1	3	0.0104	0.02	OK
Y	Y1	4	0.00756	0.02	OK
Y	Y1	5	0.00449	0.02	OK
Y	Y1	6	0.00128	0.02	OK
Y	Y2	1	0.0155	0.02	OK
Y	Y2	2	0.01294	0.02	OK
Y	Y2	3	0.0104	0.02	OK
Y	Y2	4	0.00756	0.02	OK
Y	Y2	5	0.00449	0.02	OK
Y	Y2	6	0.00128	0.02	OK
Y	Y3	1	0.0155	0.02	OK
Y	Y3	2	0.01294	0.02	OK
Y	Y3	3	0.0104	0.02	OK
Y	Y3	4	0.00756	0.02	OK
Y	Y3	5	0.00449	0.02	OK
Y	Y3	6	0.00128	0.02	OK
Y	Y4	1	0.0155	0.02	OK
Y	Y4	2	0.01294	0.02	OK
Y	Y4	3	0.0104	0.02	OK
Y	Y4	4	0.00756	0.02	OK
Y	Y4	5	0.00449	0.02	OK
Y	Y4	6	0.00128	0.02	OK
Y	Y5	1	0.0155	0.02	OK
Y	Y5	2	0.01294	0.02	OK
Y	Y5	3	0.0104	0.02	OK
Y	Y5	4	0.00756	0.02	OK
Y	Y5	5	0.00449	0.02	OK
Y	Y5	6	0.00128	0.02	OK
Y	Y6	1	0.01686	0.02	OK
Y	Y6	2	0.01389	0.02	OK
Y	Y6	3	0.01106	0.02	OK
Y	Y6	4	0.00796	0.02	OK
Y	Y6	5	0.00468	0.02	OK
Y	Y6	6	0.00133	0.02	OK

Connection design (straps, clips, track anchorage, rod hardware)

Agent-derived connection designs from design/calc_package_cfs.json — components, demand, limit state, capacity, D/C, citation.

Joint / item	Selection	Demand	Limit state(s)	Capacity	D/C	Cited
conn-strap-gusset-weld	strap ends WELDED to 10-ga gussets: longitudinal fillets both edges, 10 in per edge (20 in total)	expected strap force RyFyAg = 44.7 kip (8x97 governing)	fillet weld, longitudinal, L/t = 98 >= 25	phi*Pnv = 2.48 kip/in x 20 in = 49.6 kip	0.90	AISI S100-16 J2.6 (retrieved verbatim): Pnv = 0.75tL*Fu (Eq. J2.6-3), phi = 0.50; demand per S400-20 E3.4.1 Method (1) [prior offline cite 'J2.4' was the WRONG clause -- J2.4 is top-arc seam sidelap]
conn-gusset-chord-screws	gusset to chord cluster: 22 No.12 screws	RyFyAg = 44.7 kip	screw shear J4.3.1 (bearing on 97-mil governs: 2.7td*Fu = 3.86 kip; tilting 4.11)	phi*Pnv = 2.12 kip/screw x 22 = 46.7 kip	0.96	AISI S100-16 J4.3.1 Eqs. J4.3.1-1..3, phi = 0.55 (retrieved verbatim; prior offline used 0.50)
conn-track-anchorage	bottom-track shear bolts 3/4-in @ 24 in at braced bays; ACI Ch.17 handoff	Om0-capped expected bay shear 43.4 kip / 12 ft = 3.62 klf	bolt bearing on double 97-mil track (S100 Ch.J)	phi ~ 4.75 klf at 24-in spacing	0.76	AISI S100-16 J3 bolted-connection basis; S400-20 B3.4 demand
conn-uplift-clip	roof-truss clips; NET-UPLIFT 0.9D+1.0W path continuous roof->wall->rod->foundation	net uplift 0.42 kip/truss (115 mph Exp C)	screw shear J4.3.1 (4 No.10)	phi*Pnv = 3.5 kip/clip	0.12	AISI S100-16 J4.3.1 (phi 0.55); ASCE 7-22 Ch.30 (computed)

For the CFS strap-braced wall (S400 E3) (R = 4.0), the required capacity-design and detailing checks are listed below. These are derived by the agent from the AISI S400 RAG — the capacity-design chain propagates EXPECTED strengths, story by story; values populate from the calc package where present.

Required check	Basis	Status
Strap ductility	A_nF_u ≥ A_gF_y (yield before net rupture)	see Appendix A
Strap connections	capacity design from R_yF_yA_g of the strap — ELF-force-only sizing is a FAIL	see Appendix A
Chord studs	expected strap strength resolved into the chords	see Appendix A
Anchorage	expected strap strength into hold-downs/rods and the foundation	see Appendix A

Capacity-design results (from the calc package)

Item

Value

basis

S400-20 B3/B3.4 (retrieved verbatim): capacity-protected components take required strength from the EXPECTED strength of the SFRS, need not exceed the overstrength-level load effect. Expected strap-wall shear = Omega_E*Vn with Omega_E = Ry + 0.2 = 1.3 (Eq. E3.3.3-1, vfinish floor, no finish credit); cap = Om0*E with Om0 = 2.0 (strap-braced; flexible-diaphragm reduction floors at 2.0). Applied PER BAY PER STORY: Ve,k = min(1.3*Vn_k, 2.0*V_ELF,k) -- the Om0 cap governs at every story here (straps sized near D/C 0.8-0.98, so 1.3*Vn > 2.0*V_ELF).

cited

AISI S400-20 B3, B3.4, Eq. E3.3.3-1, E1.4.1.2-analog E3.4; Table A3.2-1

computed

Item

Value

Item	Value
T hd kip	108.8
C chord kip	137.3
Ve by story kip	36.4, 34, 29.5, 23.1, 14.6, 4

Item	Value
T hd kip	131.9
C chord kip	160.4
Ve by story kip	43.5, 40.5, 35.2, 27.5, 17.4, 4.8

Item	Value
T hd kip	131.9
C chord kip	160.4
Ve by story kip	43.5, 40.5, 35.2, 27.5, 17.4, 4.8

Item	Value
T hd kip	108.8
C chord kip	137.3
Ve by story kip	36.4, 34, 29.5, 23.1, 14.6, 4

Item	Value
T hd kip	129
C chord kip	157.5
Ve by story kip	35.5, 33.1, 28.8, 22.5, 14.2, 3.9

Item	Value
T hd kip	129
C chord kip	157.5
Ve by story kip	35.5, 33.1, 28.8, 22.5, 14.2, 3.9

Item	Value
T hd kip	129.1
C chord kip	157.6
Ve by story kip	42.6, 39.7, 34.5, 27, 17, 4.8

Item	Value
T hd kip	129.1
C chord kip	157.6
Ve by story kip	42.6, 39.7, 34.5, 27, 17, 4.8

Item	Value
T hd kip	129.1
C chord kip	157.6
Ve by story kip	42.6, 39.7, 34.5, 27, 17, 4.8

Item	Value
T hd kip	129.1
C chord kip	157.6
Ve by story kip	42.6, 39.7, 34.5, 27, 17, 4.8

Item	Value
T hd kip	129.1
C chord kip	157.6
Ve by story kip	42.6, 39.7, 34.5, 27, 17, 4.8

per line schedules

strap + welded-gusset FASTENER schedules per bay in wall_lines slots; expected strength propagated to chords/rods/collectors

delegated design

Item	Value
item	rod/embed concrete anchorage
criteria	ACI 318-19 Ch.17
interface	T_hd up to 132 kip/bay

Item	Value
item	proprietary composite floor deck
criteria	manufacturer listing
interface	truss reactions per studs slots

Specific hold-down/connector products (the class-envelope bands are representative of commercially available devices), concrete anchorage detailing (ACI 318 Ch. 17) and the C&C cladding-fastener checks are confirmed on the drawings and submittals (delegated). Wind-governed designs still take wall capacities from S400's wind columns.

Supplementary design records (from the calc package)

Agent-authored design records beyond the member/connection/capacity-design tables — rendered verbatim from design/calc_package.json.

Rho

1.0

Rho Basis

ASCE 7-22 12.3.4 (canonical SDC); rho=1.00 is MULTIPLIED into the seeded strength demands below (v_unit_plf, V_kip, T_cum/T_bay, wind-vs-seismic comparison); NOT applied to drift (12.3.4.1 item 2), diaphragm Fpx (item 7), or Omega_0/expected-strength capacity-design seeds (item 5)

Rag Grounding

S400-20 E3.3.1 (Eqs. -1/-2), E3.3.3 (Omega_E = Ry+0.2 with finish floor), E3.4.1 connection methods, B3/B3.4 chain, Table A3.2-1 Ry (row for Fy>=40 partially truncated in chunk -- see RAG_QUALITY)

S100-16 D2/D3, E2, I1.2.2 (2.5% interconnection), J2.6 fillet welds (correct clause; J2.4 is sidelap welds), J4.3.1 (phi 0.55)

S240-20 B1.2.2 bracing basis

Solution Notes

RAG-GROUNDED REDO. Brief (2026-07 revision) feasible as stated. Chain forces from the RETRIEVED B3.4 rule -- Om0-capped expected strength per bay per story (the 2.0*E cap governs every story; T_hd 105-133 kip/bay with the corrected overturning stack -- the engine bug found this session is documented in ISSUES.md). Cite corrections vs offline: welds are J2.6 (phi 0.50 at L/t>=25, not 'J2.4' phi 0.60); screw phi 0.55; Omega_E basis replaces raw Ry*Fy*Ag propagation. Seismic governs both directions (wind ~210/95 kip vs 608). Drift max 0.0169 <= 0.020; gates clean.

Elf Spot Check

Cs cap = SD1/(T*R/Ie) = 0.20/(0.430*4) = 0.1162 GOVERNS (< 0.48/4); V = 0.1162 x 5235 = 608.3 kip -- matches engine

Grounding verification

Whether the design queried the RAG collections its systems require. R = 4.0; light-frame walls present — S100 + S240 + S400 are required TOGETHER (S400 even where wind governs).

Grounding requirement	Applies	Evidence	Status
AISI S100 — member/connection limit states (EWM)	required	0 queries + cited in calc_package	grounded
AISI S240 — framing rules (studs/track/built-up/bracing/trusses)	required	0 queries + cited in calc_package	grounded
AISI S400 — wall/strap/SBMF capacities + capacity design (WIND and seismic columns)	required	0 queries + capacity_design block + cited in calc_package	grounded
Connections grounded (S100 Ch. J / fastener schedules)	required	connections block present / wall fastener schedules filled	grounded

All required RAG grounding is present.

Appendix A — design calculation record

The fully referenced AISI S100/S240/S400 record for every filled slot in design/calc_package_cfs.json — inputs/demand, governing limit state, cited clause, capacity and D/C. This is the record the capacity-design chapter's status column points to.

Wall lines — sheathing / fastener shear design

wall-X-N-s1

Field	Value
direction	X
story	1
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1517.0
V kip	145.6
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.7 kip
DC	0.459
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	288.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-X-N-s2

Field	Value
direction	X
story	2
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1415.0
V kip	135.8
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 42.8 kip
DC	0.397
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	239.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-X-N-s3

Field	Value
direction	X
story	3
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1230.0
V kip	118.1
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 42.8 kip
DC	0.345
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	192.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-X-N-s4

Field	Value
direction	X
story	4
sheathing	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	961.0
V kip	92.2
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip
DC	0.404
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	140.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	22.4

wall-X-N-s5

Field	Value
direction	X
story	5
sheathing	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	607.0
V kip	58.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip
DC	0.256
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	86.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	22.4

wall-X-N-s6

Field	Value
direction	X
story	6
sheathing	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	169.0
V kip	16.2
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip
DC	0.071
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	29.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	22.4

wall-X-CN-s1

Field	Value
direction	X
story	1
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1810.0
V kip	173.8
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip
DC	0.411
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	344.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-X-CN-s2

Field	Value
direction	X
story	2
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1688.0
V kip	162.1
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.355
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	286.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-X-CN-s3

Field	Value
direction	X
story	3
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1468.0
V kip	140.9
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.309
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	229.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-X-CN-s4

Field	Value
direction	X
story	4
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1146.0
V kip	110.1
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.459
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	168.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-X-CN-s5

Field	Value
direction	X
story	5
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	724.0
V kip	69.5
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.290
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	103.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-X-CN-s6

Field	Value
direction	X
story	6
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	202.0
V kip	19.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.080
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	35.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-X-CS-s1

Field	Value
direction	X
story	1
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1810.0
V kip	173.8
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip
DC	0.411
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	344.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-X-CS-s2

Field	Value
direction	X
story	2
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1688.0
V kip	162.1
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.355
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	286.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-X-CS-s3

Field	Value
direction	X
story	3
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1468.0
V kip	140.9
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.309
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	229.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-X-CS-s4

Field	Value
direction	X
story	4
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1146.0
V kip	110.1
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.459
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	168.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-X-CS-s5

Field	Value
direction	X
story	5
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	724.0
V kip	69.5
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.290
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	103.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-X-CS-s6

Field	Value
direction	X
story	6
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	202.0
V kip	19.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.080
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	35.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-X-S-s1

Field	Value
direction	X
story	1
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1517.0
V kip	145.6
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.7 kip
DC	0.459
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	288.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-X-S-s2

Field	Value
direction	X
story	2
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1415.0
V kip	135.8
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 42.8 kip
DC	0.397
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	239.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-X-S-s3

Field	Value
direction	X
story	3
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1230.0
V kip	118.1
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 42.8 kip
DC	0.345
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	192.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-X-S-s4

Field	Value
direction	X
story	4
sheathing	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	961.0
V kip	92.2
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip
DC	0.404
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	140.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	22.4

wall-X-S-s5

Field	Value
direction	X
story	5
sheathing	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	607.0
V kip	58.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip
DC	0.256
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	86.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	22.4

wall-X-S-s6

Field	Value
direction	X
story	6
sheathing	NONE -- X-strap bay, 4in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	169.0
V kip	16.2
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 18.3 kip/strap -> bay shear cap = 2 x 18.3 x cos = 28.5 kip
DC	0.071
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	29.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	22.4

wall-Y-Y0-s1

Field	Value
direction	Y
story	1
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1774.0
V kip	53.2
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 36.0 kip
DC	0.492
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	1011.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-Y-Y0-s2

Field	Value
direction	Y
story	2
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1655.0
V kip	49.6
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.5 kip
DC	0.419
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	840.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-Y-Y0-s3

Field	Value
direction	Y
story	3
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1439.0
V kip	43.2
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.5 kip
DC	0.365
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	673.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-Y-Y0-s4

Field	Value
direction	Y
story	4
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1124.0
V kip	33.7
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip
DC	0.406
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	493.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y0-s5

Field	Value
direction	Y
story	5
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	710.0
V kip	21.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip
DC	0.256
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	302.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y0-s6

Field	Value
direction	Y
story	6
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	198.0
V kip	5.9
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip
DC	0.071
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	103.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y1-s1

Field	Value
direction	Y
story	1
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1774.0
V kip	106.5
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip
DC	0.403
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	1011.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y1-s2

Field	Value
direction	Y
story	2
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1655.0
V kip	99.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.348
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	840.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y1-s3

Field	Value
direction	Y
story	3
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1439.0
V kip	86.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.303
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	673.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y1-s4

Field	Value
direction	Y
story	4
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1124.0
V kip	67.4
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.450
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	493.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y1-s5

Field	Value
direction	Y
story	5
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	710.0
V kip	42.6
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.284
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	302.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y1-s6

Field	Value
direction	Y
story	6
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	198.0
V kip	11.9
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.079
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	103.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y2-s1

Field	Value
direction	Y
story	1
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1774.0
V kip	106.5
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip
DC	0.403
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	1011.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y2-s2

Field	Value
direction	Y
story	2
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1655.0
V kip	99.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.348
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	840.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y2-s3

Field	Value
direction	Y
story	3
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1439.0
V kip	86.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.303
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	673.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y2-s4

Field	Value
direction	Y
story	4
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1124.0
V kip	67.4
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.450
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	493.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y2-s5

Field	Value
direction	Y
story	5
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	710.0
V kip	42.6
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.284
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	302.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y2-s6

Field	Value
direction	Y
story	6
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	198.0
V kip	11.9
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.079
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	103.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y3-s1

Field	Value
direction	Y
story	1
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1774.0
V kip	106.5
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip
DC	0.403
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	1011.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y3-s2

Field	Value
direction	Y
story	2
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1655.0
V kip	99.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.348
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	840.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y3-s3

Field	Value
direction	Y
story	3
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1439.0
V kip	86.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.303
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	673.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y3-s4

Field	Value
direction	Y
story	4
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1124.0
V kip	67.4
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.450
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	493.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y3-s5

Field	Value
direction	Y
story	5
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	710.0
V kip	42.6
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.284
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	302.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y3-s6

Field	Value
direction	Y
story	6
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	198.0
V kip	11.9
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.079
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	103.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y4-s1

Field	Value
direction	Y
story	1
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1774.0
V kip	106.5
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip
DC	0.403
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	1011.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y4-s2

Field	Value
direction	Y
story	2
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1655.0
V kip	99.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.348
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	840.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y4-s3

Field	Value
direction	Y
story	3
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1439.0
V kip	86.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.303
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	673.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y4-s4

Field	Value
direction	Y
story	4
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1124.0
V kip	67.4
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.450
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	493.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y4-s5

Field	Value
direction	Y
story	5
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	710.0
V kip	42.6
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.284
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	302.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y4-s6

Field	Value
direction	Y
story	6
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	198.0
V kip	11.9
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.079
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	103.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y5-s1

Field	Value
direction	Y
story	1
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1774.0
V kip	106.5
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 52.9 kip
DC	0.403
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	1011.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y5-s2

Field	Value
direction	Y
story	2
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1655.0
V kip	99.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.348
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	840.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y5-s3

Field	Value
direction	Y
story	3
sheathing	NONE -- X-strap bay, 8in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1439.0
V kip	86.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 36.6 kip/strap -> bay shear cap = 2 x 36.6 x cos = 57.0 kip
DC	0.303
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	673.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	44.7

wall-Y-Y5-s4

Field	Value
direction	Y
story	4
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1124.0
V kip	67.4
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.450
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	493.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y5-s5

Field	Value
direction	Y
story	5
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	710.0
V kip	42.6
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.284
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	302.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y5-s6

Field	Value
direction	Y
story	6
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	198.0
V kip	11.9
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 30.0 kip
DC	0.079
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	103.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y6-s1

Field	Value
direction	Y
story	1
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1774.0
V kip	53.2
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 36.0 kip
DC	0.492
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	1011.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-Y-Y6-s2

Field	Value
direction	Y
story	2
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1655.0
V kip	49.6
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.5 kip
DC	0.419
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	840.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-Y-Y6-s3

Field	Value
direction	Y
story	3
sheathing	NONE -- X-strap bay, 6in x 97mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1439.0
V kip	43.2
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 27.5 kip/strap -> bay shear cap = 2 x 27.5 x cos = 39.5 kip
DC	0.365
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	673.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	33.6

wall-Y-Y6-s4

Field	Value
direction	Y
story	4
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	1124.0
V kip	33.7
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip
DC	0.406
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	493.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y6-s5

Field	Value
direction	Y
story	5
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	710.0
V kip	21.3
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip
DC	0.256
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	302.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

wall-Y-Y6-s6

Field	Value
direction	Y
story	6
sheathing	NONE -- X-strap bay, 6in x 68mil Gr50 BOTH faces
fastener schedule	strap-to-gusset WELDED (J2.6 fillets, both edges); gusset-to-chord 22 No.12 screws
v unit plf	198.0
V kip	5.9
limit state	strap tension yield (D2 via E3.3.1); tension-only X
capacity	phi_t*Tn = 19.3 kip/strap -> bay shear cap = 2 x 19.3 x cos = 27.7 kip
DC	0.071
cited	AISI S400-20 E3.3.1 (retrieved verbatim): Vn = Tnw/sqrt(h^2+w^2), Tn = AgFy (Eqs. E3.3.1-1/-2; strap yielding is the designated energy-dissipating mechanism); strap available strength via S100-16 D2 (phi_t = 0.90, Eq. D2-1); connections per E3.4.1 Method (1): WELDED, designed for the expected strap strength RyFy*Ag (net-section fracture precluded, An = Ag); Ry = 1.1 per Table A3.2-1 (retrieved)
demand basis	tributary (flexible diaphragm) + 5% shift; includes rho=1.00
v wind plf	103.0
governing basis	seismic (rho=1.00 included in the comparison)
expected kip per strap	23.5

Hold-downs / continuous rods

hd-X-N

Field	Value
direction	X
line	N
selection	1-1/2 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	59.8
T bay seed kip	59.8
T capacity design kip	108.8
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 126.5 kip (1-1/2 in ASTM A449)
DC	0.860
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	304.0
feasibility note	cumulative tension 59.8 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 108.8 kip; engine per-bay seed T_bay = 59.8 kip ELF (no dead relief) consistent
T wind kip	10.0
T cd seed kip	119.6
elongation note	story-1 stretch 0.147 in + 0.05 take-up at ELF T = 59.8 -> k_eq = 304 kip/in >= 270 used in wall_props

hd-X-CN

Field	Value
direction	X
line	CN
selection	1-3/4 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	71.4
T bay seed kip	71.4
T capacity design kip	131.9
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 171.0 kip (1-3/4 in ASTM A449)
DC	0.771
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	399.0
feasibility note	cumulative tension 71.4 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 131.9 kip; engine per-bay seed T_bay = 71.4 kip ELF (no dead relief) consistent
T wind kip	11.9
T cd seed kip	142.7
elongation note	story-1 stretch 0.129 in + 0.05 take-up at ELF T = 71.4 -> k_eq = 399 kip/in >= 270 used in wall_props

hd-X-CS

Field	Value
direction	X
line	CS
selection	1-3/4 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	71.4
T bay seed kip	71.4
T capacity design kip	131.9
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 171.0 kip (1-3/4 in ASTM A449)
DC	0.771
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	399.0
feasibility note	cumulative tension 71.4 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 131.9 kip; engine per-bay seed T_bay = 71.4 kip ELF (no dead relief) consistent
T wind kip	11.9
T cd seed kip	142.7
elongation note	story-1 stretch 0.129 in + 0.05 take-up at ELF T = 71.4 -> k_eq = 399 kip/in >= 270 used in wall_props

hd-X-S

Field	Value
direction	X
line	S
selection	1-1/2 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	59.8
T bay seed kip	59.8
T capacity design kip	108.8
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 126.5 kip (1-1/2 in ASTM A449)
DC	0.860
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	304.0
feasibility note	cumulative tension 59.8 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 108.8 kip; engine per-bay seed T_bay = 59.8 kip ELF (no dead relief) consistent
T wind kip	10.0
T cd seed kip	119.6
elongation note	story-1 stretch 0.147 in + 0.05 take-up at ELF T = 59.8 -> k_eq = 304 kip/in >= 270 used in wall_props

hd-Y-Y0

Field	Value
direction	Y
line	Y0
selection	1-3/4 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	69.9
T bay seed kip	69.9
T capacity design kip	129.0
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 171.0 kip (1-3/4 in ASTM A449)
DC	0.754
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	397.0
feasibility note	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 129.0 kip; engine per-bay seed T_bay = 69.9 kip ELF (no dead relief) consistent
T wind kip	34.9
T cd seed kip	139.9
elongation note	story-1 stretch 0.126 in + 0.05 take-up at ELF T = 69.9 -> k_eq = 397 kip/in >= 270 used in wall_props

hd-Y-Y1

Field	Value
direction	Y
line	Y1
selection	1-3/4 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	69.9
T bay seed kip	69.9
T capacity design kip	129.1
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 171.0 kip (1-3/4 in ASTM A449)
DC	0.755
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	397.0
feasibility note	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 129.1 kip; engine per-bay seed T_bay = 69.9 kip ELF (no dead relief) consistent
T wind kip	34.9
T cd seed kip	139.9
elongation note	story-1 stretch 0.126 in + 0.05 take-up at ELF T = 69.9 -> k_eq = 397 kip/in >= 270 used in wall_props

hd-Y-Y2

Field	Value
direction	Y
line	Y2
selection	1-3/4 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	69.9
T bay seed kip	69.9
T capacity design kip	129.1
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 171.0 kip (1-3/4 in ASTM A449)
DC	0.755
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	397.0
feasibility note	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 129.1 kip; engine per-bay seed T_bay = 69.9 kip ELF (no dead relief) consistent
T wind kip	34.9
T cd seed kip	139.9
elongation note	story-1 stretch 0.126 in + 0.05 take-up at ELF T = 69.9 -> k_eq = 397 kip/in >= 270 used in wall_props

hd-Y-Y3

Field	Value
direction	Y
line	Y3
selection	1-3/4 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	69.9
T bay seed kip	69.9
T capacity design kip	129.1
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 171.0 kip (1-3/4 in ASTM A449)
DC	0.755
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	397.0
feasibility note	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 129.1 kip; engine per-bay seed T_bay = 69.9 kip ELF (no dead relief) consistent
T wind kip	34.9
T cd seed kip	139.9
elongation note	story-1 stretch 0.126 in + 0.05 take-up at ELF T = 69.9 -> k_eq = 397 kip/in >= 270 used in wall_props

hd-Y-Y4

Field	Value
direction	Y
line	Y4
selection	1-3/4 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	69.9
T bay seed kip	69.9
T capacity design kip	129.1
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 171.0 kip (1-3/4 in ASTM A449)
DC	0.755
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	397.0
feasibility note	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 129.1 kip; engine per-bay seed T_bay = 69.9 kip ELF (no dead relief) consistent
T wind kip	34.9
T cd seed kip	139.9
elongation note	story-1 stretch 0.126 in + 0.05 take-up at ELF T = 69.9 -> k_eq = 397 kip/in >= 270 used in wall_props

hd-Y-Y5

Field	Value
direction	Y
line	Y5
selection	1-3/4 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	69.9
T bay seed kip	69.9
T capacity design kip	129.1
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 171.0 kip (1-3/4 in ASTM A449)
DC	0.755
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	397.0
feasibility note	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 129.1 kip; engine per-bay seed T_bay = 69.9 kip ELF (no dead relief) consistent
T wind kip	34.9
T cd seed kip	139.9
elongation note	story-1 stretch 0.126 in + 0.05 take-up at ELF T = 69.9 -> k_eq = 397 kip/in >= 270 used in wall_props

hd-Y-Y6

Field	Value
direction	Y
line	Y6
selection	1-3/4 in ASTM A449 continuous rod, take-up each level, at EVERY bay end
T cum kip	69.9
T bay seed kip	69.9
T capacity design kip	129.0
limit state	rod tension D2/D3 (yield governs)
capacity	phi_t*Tn = 171.0 kip (1-3/4 in ASTM A449)
DC	0.754
cited	AISI S100-16 D2 (phi 0.90)/D3 (phi 0.75), retrieved verbatim; demand S400-20 B3.4; elongation + take-up in the drift anchorage term
device class	rod
k kip in	397.0
feasibility note	cumulative tension 69.9 kip exceeds the discrete hold-down envelope (~20 kip) -- continuous rod system REQUIRED
basis	cumulative overturning tension, top-down stack (includes rho=1.00); sized for TENSION (never the shear force); rods computed PL/AE + take-up; STRAP LINE: design anchorage for the PER-BAY tension seed T_bay_seed_kip (includes rho; the line-level T_cum spreads overturning over the whole line), then apply the S400 E3.3 capacity-design amplification from the SELECTED strap RyFyAg; CAPACITY DESIGN: final demand = min(Omega0-level T_cd_seed_kip, expected-strength Omega_E*Vn stack of the SELECTED assembly) -- NEVER the raw ELF T_cum/T_bay seed (see capacity_design block); chain tension per capacity_design.computed (Om0-capped expected strength, B3.4) = 129.0 kip; engine per-bay seed T_bay = 69.9 kip ELF (no dead relief) consistent
T wind kip	34.9
T cd seed kip	139.9
elongation note	story-1 stretch 0.126 in + 0.05 take-up at ELF T = 69.9 -> k_eq = 397 kip/in >= 270 used in wall_props

Studs, chords and framing members

stud-typ-bearing

Field	Value
section	stories 1-3: back-to-back 2x600S162-54 Gr50 @ 12 in; 4-6: single 600S162-54 @ 16 in (party bearing walls, trusses span 13.6 ft)
demand	story-1 stud Pu = 10.9 kip (1.2D+1.6L, D=55 TRUE dead; partitions in W only)
limit state	compression E2 + E3.1; G5 seating at track; H1 with 5 psf
capacity	phi_c*Pn = 25.3 kip (pair, Fn=39.1, Ae=0.381 each)
DC	0.431
cited	AISI S100-16(R2020) E2 (Eqs. E2-1..4, phi_c=0.85 retrieved) + E3.1 EWM; built-up clusters per I1.2 (I1.2.2 retrieved: interconnection transmits at least 2.5% of available strength; reduced-I Eq. I1.2.2.1-1) -- 2 rows No.10 @ 6 in; sheathing/strap-braced weak axis per S240-20 B1.2.2.1(b)
trib ft	13.6
P cum kip by story	{"6": 0.44, "5": 3.23, "4": 6.02, "3": 8.81, "2": 11.61, "1": 14.4}
note	AGENT: section per story group (never lighter below), sheathing-braced assumption STATED, web crippling G5 at track, interaction H1 \| live reduction n/a (KLL*AT = 272 < 400)

chord-bay-ends

Field	Value
group	strap-bay chords (6x cluster, 3 pairs)
section	6x600S200-97 Gr50, I1.2.2 interconnection (2.5% rule, 2 rows No.10 @ 6 in); stories 4-6 step to 2x600S200-68
demand	Cu = 160.4 kip (Om0-capped expected chain + gravity companion)
limit state	built-up compression E2 + E3.1 (I1.2 basis); capacity-protected (B3)
capacity	phi_c*Pn = 186.9 kip (6x, Fn=39.3, Ae=0.933 each)
DC	0.858
cited	AISI S100-16(R2020) E2 (Eqs. E2-1..4, phi_c=0.85 retrieved) + E3.1 EWM; built-up clusters per I1.2 (I1.2.2 retrieved: interconnection transmits at least 2.5% of available strength; reduced-I Eq. I1.2.2.1-1) -- 2 rows No.10 @ 6 in; sheathing/strap-braced weak axis per S240-20 B1.2.2.1(b); S400-20 B3.4 demand

truss-floor

Field	Value
group	open-web CFS floor trusses ~12 in @ 24 in o.c.
section	chords 362S162-68 Gr50, webs 362S137-43; 13.6-ft party-to-party spans
demand	wu = 352 plf -> Mu = 97.7 kip-in; chord ~9.3 kip
limit state	truss chord E2/E3.1 (Lb = 24 in); webs D2; S240 truss provisions
capacity	chord phi_c*Pn = 14.6 kip
DC	0.637
cited	AISI S240-20 truss chapter; S100-16 E2/D2 (retrieved)
note	composite deck proprietary -- delegated with reactions

Collectors

collector-CN

Field	Value
line	CN
selection	double top track 2x600T200-68 Gr50; splices 16 No.10
demand	story-1 q = 0.85 klf x 12.0-ft gap x Om0 2.0 = 20.4 kip
limit state	collector tension D2 (capacity-protected); splice J4.3.1
capacity	phi*Tn = 44.9 kip; splice 16 x 1.33 = 21.3 kip
DC	0.958
cited	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
basis	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1

collector-CS

Field	Value
line	CS
selection	double top track 2x600T200-68 Gr50; splices 16 No.10
demand	story-1 q = 0.85 klf x 12.0-ft gap x Om0 2.0 = 20.4 kip
limit state	collector tension D2 (capacity-protected); splice J4.3.1
capacity	phi*Tn = 44.9 kip; splice 16 x 1.33 = 21.3 kip
DC	0.958
cited	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
basis	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1

collector-Y1

Field	Value
line	Y1
selection	double top track 2x600T200-68 Gr50; splices 16 No.10
demand	story-1 q = 1.57 klf x 1.3-ft gap x Om0 2.0 = 4.2 kip
limit state	collector tension D2 (capacity-protected); splice J4.3.1
capacity	phi*Tn = 44.9 kip; splice 16 x 1.33 = 21.3 kip
DC	0.197
cited	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
basis	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1

collector-Y2

Field	Value
line	Y2
selection	double top track 2x600T200-68 Gr50; splices 16 No.10
demand	story-1 q = 1.57 klf x 1.3-ft gap x Om0 2.0 = 4.2 kip
limit state	collector tension D2 (capacity-protected); splice J4.3.1
capacity	phi*Tn = 44.9 kip; splice 16 x 1.33 = 21.3 kip
DC	0.197
cited	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
basis	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1

collector-Y3

Field	Value
line	Y3
selection	double top track 2x600T200-68 Gr50; splices 16 No.10
demand	story-1 q = 1.57 klf x 1.3-ft gap x Om0 2.0 = 4.2 kip
limit state	collector tension D2 (capacity-protected); splice J4.3.1
capacity	phi*Tn = 44.9 kip; splice 16 x 1.33 = 21.3 kip
DC	0.197
cited	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
basis	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1

collector-Y4

Field	Value
line	Y4
selection	double top track 2x600T200-68 Gr50; splices 16 No.10
demand	story-1 q = 1.57 klf x 1.3-ft gap x Om0 2.0 = 4.2 kip
limit state	collector tension D2 (capacity-protected); splice J4.3.1
capacity	phi*Tn = 44.9 kip; splice 16 x 1.33 = 21.3 kip
DC	0.197
cited	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
basis	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1

collector-Y5

Field	Value
line	Y5
selection	double top track 2x600T200-68 Gr50; splices 16 No.10
demand	story-1 q = 1.57 klf x 1.3-ft gap x Om0 2.0 = 4.2 kip
limit state	collector tension D2 (capacity-protected); splice J4.3.1
capacity	phi*Tn = 44.9 kip; splice 16 x 1.33 = 21.3 kip
DC	0.197
cited	S400-20 B3.4; S100-16 D2; J4.3.1 (phi = 0.55, retrieved verbatim)
basis	SEEDED: re-entrant/step line -- design with overstrength (Om0) per 12.10.2.1

Connections

conn-strap-gusset-weld

Field	Value
description	strap ends WELDED to 10-ga gussets: longitudinal fillets both edges, 10 in per edge (20 in total)
demand	expected strap force RyFyAg = 44.7 kip (8x97 governing)
limit state	fillet weld, longitudinal, L/t = 98 >= 25
capacity	phi*Pnv = 2.48 kip/in x 20 in = 49.6 kip
DC	0.902
cited	AISI S100-16 J2.6 (retrieved verbatim): Pnv = 0.75tL*Fu (Eq. J2.6-3), phi = 0.50; demand per S400-20 E3.4.1 Method (1) [prior offline cite 'J2.4' was the WRONG clause -- J2.4 is top-arc seam sidelap]

conn-gusset-chord-screws

Field	Value
description	gusset to chord cluster: 22 No.12 screws
demand	RyFyAg = 44.7 kip
limit state	screw shear J4.3.1 (bearing on 97-mil governs: 2.7td*Fu = 3.86 kip; tilting 4.11)
capacity	phi*Pnv = 2.12 kip/screw x 22 = 46.7 kip
DC	0.958
cited	AISI S100-16 J4.3.1 Eqs. J4.3.1-1..3, phi = 0.55 (retrieved verbatim; prior offline used 0.50)

conn-track-anchorage

Field	Value
description	bottom-track shear bolts 3/4-in @ 24 in at braced bays; ACI Ch.17 handoff
demand	Om0-capped expected bay shear 43.4 kip / 12 ft = 3.62 klf
limit state	bolt bearing on double 97-mil track (S100 Ch.J)
capacity	phi ~ 4.75 klf at 24-in spacing
DC	0.762
cited	AISI S100-16 J3 bolted-connection basis; S400-20 B3.4 demand

conn-uplift-clip

Field	Value
description	roof-truss clips; NET-UPLIFT 0.9D+1.0W path continuous roof->wall->rod->foundation
demand	net uplift 0.42 kip/truss (115 mph Exp C)
limit state	screw shear J4.3.1 (4 No.10)
capacity	phi*Pnv = 3.5 kip/clip
DC	0.120
cited	AISI S100-16 J4.3.1 (phi 0.55); ASCE 7-22 Ch.30 (computed)

This scaffold carries DEMANDS and seeded slots only. Every capacity, citation and D/C is derived by the design agent from the grounded standards (S100/S240/S400) and written into calc_package_cfs.json; re-render after filling.