Calcs- Shelm Meadows- Plan 1623 CypressLGI Homes - WA
12951 Bel Red Rd
Bellevue, Washington 98005
Shelm Meadows
PLAN 1623 CYPRESS
INDEX TO STRUCTURAL CALCULATIONS
Design Criteria SHEET 1
Vertical Analysis SHEETS 2-33
Lateral Analysis SHEETS L1-L27
OWNERSHIP OF DOCUMENTS: CALCULATIONS, DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN
THE PROPERTY OF THE ENGINEER. THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY
AGREEMENT IN WRITING WITH THE APPROPRIATE COMPENSATION TO FELTEN GROUP, INC.
WA-FE25-001100
130730
18325 N. ALLIED WAY, SUITE #200 * PHOENIX, AZ 85054 * PHONE: 602.867.2500 * FAX: 602.867.2503
02/07/25
2018
SHINGLE OR MEMBRANE
PSF PSF
12.00 7.00
27.00 (MAX)
GOVERNING CODE AND LATERAL LOAD CRITERIA:
3 SEC GUST (MPH):
BUILDING CODE:
MUNICIPALITY: Thurston County, WA
85/110
ROOF LOADS:
ROOF FRAMING DEAD LOAD PSF
10.00NON-CONCURRENT ATTIC LL WITHOUT STORAGE (PSF) =
LESS THAN 4:12 SLOPE ROOF LL (PSF) =
4:12 SLOPE AND GREATER TOTAL ROOF LL (PSF) = 16.00
20.00
15.00
ROOF FRAMING LIVE LOAD
TOTAL ROOF DL (PSF) =
DECK FRAMING LIVE LOAD
TOTAL DECK LL (PSF) = 60.00
TOTAL FLOOR DL (PSF) = 10.00
WITH PARTITION WALLS (PSF) = +5.00
SEISMIC DESIGN CATEGORY:
EXPOSURE AT MWFRS:
EXPOSURE AT C & C:
D2
C
C
TOTAL WALL DL (PSF) =
INTERIOR WALL DEAD LOAD
WITH TILE (PSF) = +5.00
EXTERIOR WALL DEAD LOAD
WALL DEAD LOADS:
FLOOR FRAMING LIVE LOAD
TOTAL FLOOR LL (PSF) = 40.00
IBC/IRC
TOTAL WALL DL (PSF) =
TOTAL WALL DL W/ STONE VENEER (PSF) =
SNOW LOAD
TOTAL SNOW LOAD (PSF) = 20.00
FLOOR LOADS:
FLOOR FRAMING DEAD LOAD PSF
"Where quality engineering leads to lower costs."
2021
CLIENT:
PROJECT:
FELTENGROUP
ARCHITECTURE I ENGINEERING I FORENSICS
I
ROOF FRAMING
DATE: SHEET OF
BY:
CLIENT:
PROJECT:
I
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
®�I
11R
-
11
0"M-W01111
11�1111
III
_
11
�. �
!V!
II
11�1
ICI
®
II
'�I''�'11■IMCA
Ell
8
ROOF FRAMING
IN
BY:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
CLIENT:
PROJECT:
1
1 II
`L
r
I
iF
m
i
r
�m
4
��r
�
I
FLOOR FRAMING PLAN
0
DATE: SHEET OF
BY:
0
UPPER FLOOR/ LOWER ROOF
FRAMING PLAN
STAIR FRAMING PLAN
CLIENT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
PROJECT: BY:
CLIENT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
PROJECT: BY:
SHEET 7 OF
BY
D 60 60 0.000 16.250
S 100 100 0.000 16.250
1300 1300
488 488
D 15 15 0.000 6.000
S 25 25 0.000 6.000
D 45 45 0.000 3.000
S 75 75 0.000 3.000
D 488 4.000 122 122 5.000 6.000
S 813 4.000 203 203 5.000 6.000
850 1375
319 515
PROJECT:PLAN 1623- VERTICAL jem
G1
CLIENT:LGI HOMES
16.250
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 16.250No
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
Hanger Hanger
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Hanger To Hanger
To Hanger To Hanger
6.000
G2
No 2x Roof 6.000No
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
D D
5.5 Hanger
9.083
Hem-Fir Stud (2" to 4" wide)
(0) 2x6 POSTS
To Framing Below To Hanger
To Framing Below To HangerFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
16.25'
160 160
6'
1300
160 160 40 40
365365
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 8 OF
BY
D 15 15 0.000 26.500
S 25 25 0.000 26.500
D 45 45 0.000 9.250
S 75 75 0.000 9.250
D 515 10.250 15 15 11.250 26.500
S 859 10.250 25 25 11.250 26.500
2465 1690
924 634
D 15 15 0.000 8.000
S 25 25 0.000 8.000
D 488 2.000 45 45 0.000 1.000
S 813 2.000 75 75 0.000 1.000
D 634 4.000 199 199 5.000 8.000
S 1056 4.000 331 331 5.000 8.000
2391 2629
896 986
PROJECT:PLAN 1623- VERTICAL jem
G3
CLIENT:LGI HOMES
26.500
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 26.500No
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
Hem-Fir Stud (2" to 4" wide)
D D
5.5 Hanger
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional To Hanger
9.083
Edge
(1) 2x6 POSTS
14
2500
18
711
NO FTG REQ'D To Hanger
8.000
G4
No 2x Roof 8.000No
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
D D
5.5 Hanger
9.083
Hem-Fir Stud (2" to 4" wide)
(1) 2x6 POSTS
To Framing Below To Hanger
To Framing Below To HangerFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
26.5'
1375
160 160
40 40 80 80
8'
1300 1690
160160 40 40
570 570
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 9 OF
BY
D 38 38 0.000 8.000
S 63 63 0.000 8.000
400 400
150 150
D 15 15 0.000 30.000
S 25 25 0.000 30.000
D 986 26.500 15 15 0.000 25.500
S 1643 26.500 25 25 0.000 25.500
D 150 27.000 15 15 28.000 30.000
S 250 27.000 25 25 28.000 30.000
1536 3793
576 1423
PROJECT:PLAN 1623- VERTICAL jem
G5
CLIENT:LGI HOMES
8.000
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 8.000No
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
Hem-Fir Stud (2" to 4" wide)
D D
5.5 Hanger
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Hanger
9.083
(0) 2x6 POSTS
To Framing Below To Hanger
30.000
G6
No 2x Roof 30.000No
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
D D
5.5 5.5
9.083 18.66
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
Edge Edge
(0) 2x6 POSTS (3) 2x6 POSTS
Conventional Conventional
2500 2500
711 755
NO FTG REQ'D NO FTG REQ'DFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
18 18
14 14
8'
100 100
30'
2629400
80 80
40 40
80 80
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 10 OF
BY
Left Support Right Support
Rleft (#)Rright (#)
Vd Mmax
fb F'b
CD fv F'v
CL Δactual Δmax
CF/CV
Cr Use:
213 213
100 0.000 4.250 183 226 5.5 5.5
442 1459 8.000 8.000
1.15 26 173 9.083 9.083 N/A N/A N/A N/A
0.995 0.053 0.170 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.500 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
263 263
100 0.000 5.250 217 345 5.5 5.5
273 1259 8.000 8.000
1.15 20 173 9.083 9.083 N/A N/A N/A N/A
0.990 0.032 0.210 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.300 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
1073 1073
660 0.000 3.250 770 871 5.5 5.5
691 1263 8.000 8.000
1.15 70 173 9.083 9.083 N/A N/A N/A N/A
0.994 0.031 0.130 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.300 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
743 743
660 0.000 2.250 550 418 5.5 5.5
818 1462 8.000 8.000
1.15 79 173 9.083 9.083 N/A N/A N/A N/A
0.997 0.027 0.090 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.500 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
113 113
100 0.000 2.250 83 63 5.5 5.5
124 1462 17.660 17.660
1.15 12 173 18.666 18.666 N/A N/A N/A N/A
0.997 0.004 0.090 Hem-Fir #2 (2" to 4" wide)Hem-Fir #2 (2" to 4" wide)N/A N/A N/A N/A
1.500 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
377 127
400 0.250 110 1.250 2.200 77 94 5.5 5.5
75 1266 17.000 17.000
1.15 7 173 18.500 18.500 N/A N/A N/A N/A
0.996 0.001 0.088 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.300 (2) 2x6 KS (2) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
PROJECT:PLAN 1623- VERTICAL jem
Beam / Header Design and Loading
CLIENT:LGI HOMES
Point Loads Uniform Loads Results Left Support Right Support
Id Span (ft)
P (#)x (ft)w (plf)
Unbraced
Length(ft)
King Stud Height (ft)Slab Thickness (in)Bearing Pressure (psf)
Trimmer and King Stud Material Standard Width (in)Standard Depth (in)
start (ft)stop (ft)
Bearing Length (in) / Hanger Support Condition
Trimmer or Post Height (ft)Location Of Support
H1 4.250 To Framing Below To Framing Below
N/A N/A
Material Type Member Size King Studs Uniform Load (plf)Point Load (#)
Dual Spec Material Type Dual Spec Member Size Trimmers/ Hangers Size (in)
H2 5.250 To Framing Below To Framing Below
N/A N/A
4.250
Hem-Fir #2 Common Sizes 2-2x4
Hem-Fir #2 (2" to 4" wide)2x4 To Framing Below To Framing Below
H3 3.250 To Framing Below To Framing Below
N/A N/A
5.250
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x6 To Framing Below To Framing Below
H4 2.250 To Framing Below To Framing Below
N/A N/A
3.250
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x8 To Framing Below To Framing Below
H5 2.250 To Framing Below To Framing Below
N/A N/A
2.250
Hem-Fir #2 Common Sizes 2-2x4
Hem-Fir #2 (2" to 4" wide)2x6 To Framing Below To Framing Below
H6 2.200 To Framing Below To Framing Below
N/A N/A
2.250
Hem-Fir #2 Common Sizes 2-2x4
Hem-Fir #2 (2" to 4" wide)2x4 To Framing Below To Framing Below
2.200
Hem-Fir #2 Common Sizes 2-2x6
Select Material To Framing Below To Framing Below
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 11 OF
BY
CLIENT:LGI HOMES
PROJECT:PLAN 1623- VERTICAL jem
Multi-Span Girder Key
Girder Loading
Point Loads Uniform Loads
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)Total Length (ft)
Span 3
(ft)
Left
Right
xstart (ft)xstop (ft)
Span 1
(ft)
Span 2
(ft)Cantilever Data Truss Type
Span 4
(ft)Girder Ply Requirements Based on Crushing
Post Height Post Height
Support Material Type Support Material Type Support Material Type Support Material Type Support Material Type
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Max/Min
Reaction
R1 (lb)
Load Combo
Max/Min
Reaction
R2 (lb)
Load Combo
Max/Min
Reaction
R3 (lb)
Post Height Post Height
Posts / Hanger Posts / Hanger Posts / Hanger Posts / Hanger
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Support Condition Support Condition Support Condition Support Condition Support Condition
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
Post Height
Posts / Hanger
Support Location Support Location Support Location Support Location Support Location
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)
Support Width (in)Support Width (in)Support Width (in)Support Width (in)Support Width (in)
Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Girder Diagram
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Support Size Support Size Support Size Support Size Support Size
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 12 OF
BY
D 45 45 0.000 11.500
S 75 75 0.000 11.500
690 690
259 259
PROJECT:PLAN 1623- VERTICAL jem
G7
CLIENT:LGI HOMES
11.500
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 11.500No
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
D D
5.5 5.5
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
9.083 9.083
Edge Edge
(0) 2x6 POSTS (0) 2x6 POSTS
14 14
2500 2500
18 18
360 360
NO FTG REQ'D NO FTG REQ'D
No 2x RoofNo
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
11.5'
120 120
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 13 OF
BY
D 30 30 0.000 15.000
L 80 80 0.000 15.000
D 43 43 15.000 18.500
L 113 113 15.000 18.500
1033 1163
282 317
D 139 139 0.000 3.750
L 370 370 0.000 3.750
D 15 15 0.000 8.000
S 25 25 0.000 8.000
D 110 110 0.000 8.000
S 50 50 0.000 8.000
D 113 113 3.750 8.000
L 300 300 3.750 8.000
2426 2235
1025 973
PROJECT:PLAN 1623- VERTICAL jem
FG1
CLIENT:LGI HOMES
18.500
Cantilever Data Truss Type Total Length (ft)
No 4x Floor 18.500No
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
D D
3.125 3.125
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Framing Below
To Framing Below To Framing Below
To Framing Below To Framing Below
8.000
REF
No 4x Floor 8.000No
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
D D
3.125 5.5
9.083
Hem-Fir Stud (2" to 4" wide)
Edge
To Framing Below (1) 2x6 POSTS
To Framing Below Conventional
2500
200
To Framing Below NO FTG REQ'DFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
18
800
14
18.5'
110 110 156 156
8'
709 709 612 612
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 14 OF
BY
Lub,top (ft)TL (L/x)
Lub,bot (ft)LL (L/x)
Cr
Ci
CM
CT Dmax (in)
CLtop Dcant (in)
CLbot Left dn (in)Dmax (in)
CF/Cvtop Right dn (in)Dcant (in)
CF/Cvbot
CLIENT:LGI HOMES
PROJECT:PLAN 1623- VERTICAL jem
Multi-Span Header / Beam Key
Allowable
StressPoint Loads Uniform Loads Deflection Data Results Load Combo Actual
Stress
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft)
Header/Beam Loading Unbraced
Lengths
Span 1
(ft)
NDS
Factors
Cantilever Data M+max
(lb-ft)M+fb+ (psi)F'b+ (psi)
Left DTL Limit
xstop (ft)
DL Creep
Factor
Vmax
(lb)V fv (psi)F'v (psi)
M-max
(lb-ft)M-fb- (psi)F'b- (psi)
Total Length, L (ft)DLL
Span 4
(ft)
Material Type Member Size
Dual Spec Material Type Dual Spec Member Size
Span 2
(ft)
Right DLL Limit Deflections
DTL
Span 3
(ft)
Scarf Cut Data DTL
DLL
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Max/Min
Reaction
R1 (lb)
Load Combo
Max/Min
Reaction
R2 (lb)
Load Combo
Max/Min
Reaction
R3 (lb)
Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height
Support Material Type Support Material Type Support Material Type
Trimmer or Post Height Trimmer or Post Height
King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Support Material Type Support Material Type
Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger
Support Condition
Support Location Support Location Support Location Support Location Support Location
King Studs King Studs King Studs King Studs King Studs
Support Condition Support Condition Support Condition Support Condition
Support Depth (in)Support Depth (in)Support Depth (in)
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)
Support Size Support Size Support Size Support Size Support Size
Beam/Header Diagram
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Support Width (in)Support Width (in)Support Width (in)Support Width (in)Support Width (in)
Support Depth (in)Support Depth (in)
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 15 OF
BY
D 119 119 0.000 3.250 240
L 317 317 0.000 3.250 360
D 135 135 0.000 3.250 Factors
S 50 50 0.000 3.250 No
1.000
No
MC<=19%
T<=100 -0.027
0.996 0.000
1.000 No -0.015
1.000 No 0.000
1.000
933 933
418 418
D 119 119 0.000 6.250 240
L 317 317 0.000 6.250 360
D 135 135 0.000 6.250 Factors
S 50 50 0.000 6.250 No
1.000
No
MC<=19%
T<=100 -0.077
0.985 0.000
1.000 No -0.042
1.000 No 0.000
1.000
1801 1801
810 810
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
B1 1.000 670 D + L 61 150
1100
No
0 D 0 994
Cantilever Data 758 D + L 601
No Deflections
3.250
Scarf Cut Data
L 3.250
D + L
5.5 5.5
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x8
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
9.083 9.083
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
845 845
NOT REQ'D NOT REQ'D
B2
6.250
Cantilever Data 2813 D + L 789
1.000 1368 D + L 74 150
921
No Deflections
No
0 D 0 842
Scarf Cut Data
L 6.250
D + L
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Hem-Fir #2 Common Sizes 2-2x10
Doug-Fir #2 (2" to 4" wide)4x8
8 8
9.083 9.083
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
845 845
NOT REQ'D NOT REQ'D
3.25'
620 620
6.25'
620 620
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 16 OF
BY
D 119 119 0.000 5.250 240
L 317 317 0.000 5.250 360
D 135 135 0.000 5.250 Factors
S 50 50 0.000 5.250 No
1.000
No
MC<=19%
T<=100 -0.079
0.991 0.000
1.000 No -0.044
1.000 No 0.000
1.000
1510 1510
677 677
D 314 314 0.000 2.917 240
L 800 800 0.000 2.917 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.034
0.996 0.000
1.000 No -0.024
1.000 No 0.000
1.000
1629 1629
462 462
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
B3 1.000 1162 D + L 80 150
1011
No
0 D 0 918
Cantilever Data 1981 D + L 905
No Deflections
5.250
Scarf Cut Data
L 5.250
D + L
5.5 5.5
Hem-Fir #2 Common Sizes 2-2x8
Select Material
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
9.083 9.083
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
845 845
NOT REQ'D NOT REQ'D
B4
2.917
Cantilever Data 1188 D + L 943
1.000 1117 D + L 102 150
1101
No Deflections
No
0 D 0 994
Scarf Cut Data
L 2.917
D + L
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x10
8 8
9.083 9.083
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
1225 1225
NOT REQ'D NOT REQ'D
5.25'
620 620
2.9167'
1114 1114
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 17 OF
BY
D 119 119 0.000 4.250 240
L 317 317 0.000 4.250 360
D 317 0.250 139 139 1.250 4.250 Factors
L 846 0.250 370 370 1.250 4.250 No
1.000
No
MC<=19%
T<=100 -0.055
0.993 0.000
1.000 No -0.040
1.000 No 0.000
1.000
2569 1992
707 550
D 128 128 0.000 18.750 2.000 240
L 340 340 0.000 18.750 360
D 59 59 0.000 8.583 Factors
L 53 53 0.000 8.583 No
S 21 21 0.000 8.583 1.000
D 23 23 8.583 18.750 No
S 38 38 8.583 18.750 MC<=19%
D 110 110 8.583 18.750 T<=100 -0.652
S 50 50 8.583 18.750 1.000 0.000
1.000 No -0.389
0.989 No 0.000
1.000
5649 5742
2111 2450
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
B5 1.000 1639 D + L 113 150
1012
No
0 D 0 918
Cantilever Data 2090 D + L 954
No Deflections
4.250
Scarf Cut Data
L 4.250
D + L
3.5 5.5
Hem-Fir #2 Common Sizes 2-2x8
Hem-Fir #2 (2" to 4" wide)
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(2) 2x4 POSTS (1) 2x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below Conventional
Edge
2500
14
18
800
To Framing Below NOT REQ'D
B6
18.750
Cantilever Data 26721 D + L 1668
1.000 4972 D + L 97 265
2374
No Deflections
No
0 D 0 1665
Scarf Cut Data
L 18.750
D + L
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Glu-Lam (24F-1.8E)5 1/8 x 15 GLB
Select Material
9 10
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(2) 2x6 POSTS (2) 2x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
2235
200 200
NOT REQ'D NOT REQ'D
4.25'
1163
435435
944 944
18.75'
601 601 688 688
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 18 OF
BY
D 126 126 0.000 7.167 240
L 27 27 0.000 7.167 360
S 54 54 0.000 7.167 Factors
D 53 53 7.167 16.250 No
S 38 38 7.167 16.250 1.000
No
MC<=19%
T<=100 -0.319
0.955 0.000
1.000 No -0.105
1.000 No 0.000
1.000
1316 941
904 607
D 1025 0.500 15 15 0.000 2.500 240
L 1401 0.500 40 40 0.000 2.500 360
D 226 226 0.000 2.500 Factors
S 300 0.500 202 202 0.000 2.500 No
D 26 26 0.000 2.500 1.000
S 44 44 0.000 2.500 No
MC<=19%
T<=100 -0.005
0.995 0.000
1.000 No -0.002
1.000 No 0.000
1.000
2449 1068
1160 545
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
B7 1.000 1136 D + 0.75(L + S)43 207
1087
No
0 D 0 891
Cantilever Data 4500 D + S 731
No Deflections
16.250
Scarf Cut Data
S 16.250
D + S
5.5 5.5
Doug-Fir #2 (2" to 4" wide)4x12
Select Material
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + S
D D
10.04 10.04
(2) 2x6 KS (2) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
500 500
NOT REQ'D NOT REQ'D
B8
2.500
Cantilever Data 1126 D + L 316
1.000 1408 D + L 76 150
930
No Deflections
No
0 D 0 842
Scarf Cut Data
0.75(L + S)2.500
D + 0.75(L + S)
3.5 3.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
Hem-Fir #2 Common Sizes 2-2x10
Doug-Fir #2 (2" to 4" wide)4x8
8 8
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(2) 2x4 POSTS (1) 2x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Framing Below
To Framing Below To Framing Below
16.25'
207 207
90 90
2.5'
2726
553 553
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 19 OF
BY
D 111 111 0.000 4.250 240
S 169 169 0.000 4.250 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.017
0.991 0.000
1.000 No -0.010
1.000 No 0.000
1.000
604 604
244 244
D 77 77 0.000 4.000 240
L 205 205 0.000 4.000 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.030
0.995 0.000
1.000 No -0.022
1.000 No 0.000
1.000
570 570
160 160
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
B9 1.000 432 D + S 30 173
1163
No
0 D 0 918
Cantilever Data 641 D + S 293
No Deflections
4.250
Scarf Cut Data
S 4.250
D + S
3.5 5.5
Hem-Fir #2 Common Sizes 2-2x8
Select Material
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x4 POSTS (1) 2x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
200 500
NOT REQ'D NOT REQ'D
B10
4.000
Cantilever Data 570 D + L 452
1.000 439 D + L 40 150
1100
No Deflections
No
0 D 0 994
Scarf Cut Data
L 4.000
D + L
Select Support Select Support
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Hem-Fir #2 Common Sizes 2-2x6
Select Material
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
4'
282 282
4.25'
280 280
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 20 OF
BY
D 90 90 0.000 8.000 240
S 150 150 0.000 8.000 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.182
0.983 0.000
1.000 No -0.112
1.000 No 0.000
1.000
976 976
376 376
D 128 128 0.000 18.750 2.000 240
L 340 340 0.000 18.750 360
D 59 59 0.000 8.500 Factors
L 53 53 0.000 8.500 No
S 21 21 0.000 8.500 1.000
D 23 23 8.500 18.750 No
S 38 38 8.500 18.750 MC<=19%
D 140 140 8.500 18.750 T<=100 -0.670
S 100 100 8.500 18.750 1.000 0.000
1.000 No -0.389
0.989 No 0.000
1.000
5734 5966
2198 2676
200 365
NOT REQ'D NOT REQ'D
18 18
2235
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(2) 2x6 POSTS (2) 2x6 POSTS
9
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Glu-Lam (24F-1.8E)5 1/8 x 15 GLB
Select Material
9
Scarf Cut Data
L 18.750
D + L
265
2374
No Deflections
No
0 D 0 1665
B12
18.750
Cantilever Data 27510 D + L 1718
1.000 5160 D + L 101
200
NOT REQ'D 9" DIA. x 8" DEEP NO REBAR
18
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Isolated Footing
Edge
2500 2500
14
Hem-Fir Stud (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
(1) 2x6 POSTS 4x4 POSTS
Hem-Fir #2 Common Sizes 2-2x8
Select Material
9 9
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
D + S
5.5 3.5
1952 D + S 891
No Deflections
8.000
Scarf Cut Data
S 8.000
B11 1.000 829 D + S 57 173
1153
No
0 D 0 918
Cantilever Data
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
8'
240 240
18.75'
601 601 768 768
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 21 OF
BY
D 45 45 0.000 4.000 240
S 75 75 0.000 4.000 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.006
0.992 0.000
1.000 No -0.003
1.000 No 0.000
1.000
248 248
98 98
D 98 0.000 45 45 0.000 11.500 240
S 150 0.000 75 75 0.000 11.500 360
D 98 11.500 Factors
S 150 11.500 No
1.000
No
MC<=19%
T<=100 -0.394
0.973 0.000
1.000 No -0.238
1.000 No 0.000
1.000
961 961
380 380
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
B13 1.000 173 D + S 12 173
1163
No
0 D 0 918
Cantilever Data 248 D + S 113
No Deflections
4.000
Scarf Cut Data
S 4.000
D + S
Hanger 5.5
Hem-Fir #2 Common Sizes 2-2x8
Select Material
9
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
Hem-Fir Stud (2" to 4" wide)
(1) 2x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Hanger Conventional
Edge
2500
14
18
360
To Hanger NOT REQ'D
B14
11.500
Cantilever Data 2051 D + S 936
1.000 641 D + S 44 173
1141
No Deflections
No
0 D 0 918
Scarf Cut Data
S 11.500
D + S
3.5 3.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
Hem-Fir #2 Common Sizes 2-2x8
Select Material
9 9
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x4 POSTS 4x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
120 120
NOT REQ'D NOT REQ'D
4'
120 120
11.5'
248248
120 120
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 22 OF
BY
D 139 139 0.000 3.750 1.000 240
L 370 370 0.000 3.750 360
D 15 15 0.000 8.000 Factors
S 25 25 0.000 8.000 No
D 110 110 0.000 8.000 1.000
S 50 50 0.000 8.000 No
D 113 113 3.750 8.000 MC<=19%
L 300 300 3.750 8.000 T<=100 -0.034
0.996 0.000
1.000 No -0.019
1.000 No 0.000
1.000
2467 2274
1066 1012
240
360
Factors
No
No
MC<=19%
T<=100
No
No
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Scarf Cut Data
No Deflections
No
Cantilever Data
1.000
200
To Framing Below NOT REQ'D
18
800
2500
14
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below Conventional
Edge
To Framing Below
Hem-Fir Stud (2" to 4" wide)
(1) 2x6 POSTS
9
3.125 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Glu-Lam (24F-1.8E)3 1/8 x 15 GLB
Select Material
Scarf Cut Data
L 8.000
D + L
No Deflections
2390
No
0 D 0 1665
8.000
Cantilever Data 4725 D + L 484
B15 1.000 1671 D + L 53 265
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
8'
709 709 612 612
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 23 OF
BY
D 24 24 0.000 30.000 1.000 240
L 64 64 0.000 30.000 10.000 360
Factors
Yes
1.150
No
MC<=19%
T<=100 -0.084
0.991 0.000
0.902 No -0.059
1.000 No 0.000
1.000
362 996 996 362
106 292 292 106
D 12 12 0.000 11.167 1.000 240
L 32 32 0.000 11.167 360
D 183 183 0.000 3.500 Factors
S 50 50 0.000 3.500 No
1.000
No
MC<=19%
T<=100 -0.012
0.989 0.000
0.947 No -0.011
1.000 No 0.000
1.000
378 734 134
298 472 31
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
J1 1.000 471 D + L 51 150
1065
No
-906 D + L 508 970
Cantilever Data 725 D + L 407
10.000 No Deflections
10.000
10.000
Scarf Cut Data
L 30.000
D + L
D
Hem-Fir #2 (2" to 4" wide)2x10
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L D + L
D D D
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
J2
3.500
Cantilever Data 289 D + S 162
1.000 317 D + L 34 150
1064
7.667 No Deflections
No
-345 D + L 194 886
Scarf Cut Data
L 11.167
D + L
Select Support Select Support Select Support
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + 0.75(L + S)D + L
D D D + S
Hem-Fir #2 (2" to 4" wide)2x10
Select Material
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
10'10'10'
88 88
3.5'7.667'
277 277
44 44
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 24 OF
BY
D 20 20 0.000 11.500 1.000 240
L 53 53 0.000 11.500 360
Factors
Yes
1.150
No
MC<=19%
T<=100 -0.231
0.991 0.000
1.000 No -0.162
1.000 No 0.000
1.000
435 435
130 130
D 38 38 0.000 11.500 1.000 240
L 100 100 0.000 11.500 360
D 160 3.667 176 176 3.667 7.333 Factors
L 410 3.667 300 300 3.667 7.333 Yes
1.150
No
MC<=19%
T<=100 -0.028
0.991 0.000
0.969 No -0.019
1.000 No 0.000
1.000
463 3152 317
136 1041 95
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
J3 1.000 376 D + L 41 150
1065
No
0 D 0 968
Cantilever Data 1250 D + L 701
No Deflections
11.500
Scarf Cut Data
L 11.500
D + L
Hem-Fir #2 (2" to 4" wide)2x10
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
J4
5.500
Cantilever Data 761 D + L 427
1.000 1284 D + L 139 150
1065
6.000 No Deflections
No
-1427 D + L 801 1042
Scarf Cut Data
L 11.500
D + L
Select Support 3.5 Select Support
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L
D D D
Hem-Fir #2 (2" to 4" wide)2x10
Select Material
4
Doug-Fir #2 (2" to 4" wide)
4x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing
2500
16" DIA. x 8" DEEP NO
REBAR
11.5'
73 73
5.5'6'
570
138 138
613 613
138 138
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 25 OF
BY
D 38 38 0.000 11.500 1.000 240
L 100 100 0.000 11.500 6.000 360
D 707 7.167 182 182 0.000 7.167 Factors
L 1862 7.167 317 317 0.000 7.167 No
1.150
No
MC<=19%
T<=100 -0.024
0.999 0.000
0.997 No -0.018
1.000 No 0.000
1.000
1197 5885 739
445 1884 209
240
360
Factors
No
No
MC<=19%
T<=100
No
No
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
J5 1.000 3027 D + L 109 150
1074
No
-3166 D + L 592 1073
Cantilever Data 1833 D + L 343
6.000 No Deflections
5.500
Scarf Cut Data
L 11.500
D + L
3.5
Hem-Fir #2 (2" to 4" wide)3-2x10
Select Material
8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L
D D D
Doug-Fir #2 (2" to 4" wide)
4x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing
2500
21" DIA. x 9" DEEP NO
REBAR
Cantilever Data
1.000
No Deflections
No
Scarf Cut Data
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
5.5'6'
2569
636 636
138 138
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 26 OF
BY
D 13 13 0.000 7.750 1.000 240
L 80 80 0.000 7.750 360
S 33 33 0.000 7.750 Factors
Yes
1.150
Yes
MC>19%
T<=100 -0.131
0.993 0.000
1.000 No -0.111
1.000 No 0.000
1.000
387 387
58 58
D 7 7 0.000 7.750 1.000 240
L 40 40 0.000 7.750 360
S 17 17 0.000 7.750 Factors
Yes
D 90 90 2.125 5.625 1.150
L 240 240 2.125 5.625 Yes
MC>19%
T<=100 -0.118
0.999 0.000
1.000 No -0.086
1.000 No 0.000
1.000
783 783
208 208
To Hanger To HangerFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Hanger To Hanger
Hanger Hanger
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Hem-Fir #2 (2" to 4" wide)3-2x8
Select Material
Scarf Cut Data
L 7.750
D + L
146
797
No Deflections
No
0 D 0 718
J8
7.750
Cantilever Data 2131 D + L 649
1.000 751 D + L 35
To Hanger To Framing BelowFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Hanger To Framing Below
To Framing Below
Hem-Fir #2 (2" to 4" wide)2x8
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
D + 0.75(L + S)
Hanger 3.125
713 D + L 652
No Deflections
7.750
Scarf Cut Data
0.75(L + S)7.750
J7 1.000 311 D + L 43 146
792
No
0 D 0 718
Cantilever Data
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
7.75'
63 63
393 393
63 63
7.75'
126 126
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 27 OF
BY
D 188 188 0.000 14.000 240
L 500 500 0.000 14.000 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.011
0.997 -0.012
0.997 No -0.008
1.000 No -0.009
1.000
3103 3502 3103
865 977 865
D 108 108 0.000 6.833 2.000 240
L 288 288 0.000 6.833 360
D 1160 2.000 267 267 4.500 6.833 Factors
L 1171 2.000 40 40 4.500 6.833 No
S 548 2.000 246 246 4.500 6.833 1.000
D 545 4.500 No
L 330 4.500 MC<=19%
S 368 4.500 T<=100 -0.054
D 160 6.833 0.998 0.051
L 410 6.833 0.997 No -0.028
1.000 No 0.025
1.000
4865 2532
2121 1142
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
C1 1.000 1387 D + L 82 180
1166
Yes 120
-1473 D + L 577 1166
Cantilever Data 737 D + L 288
5.000 Yes 180 Deflections
2.000
5.000
Scarf Cut Data D + L
L 14.000L
D + L
D
3.5 3.5 3.5
2.000 Doug-Fir #2 (2" to 4" wide)4x8
Select Material
4 4 4
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L
D D
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x4 POSTS 4x4 POSTS 4x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing Isolated Footing Isolated Footing
2500 2500 2500
16" DIA. x 8" DEEP NO
REBAR
17" DIA. x 8" DEEP NO
REBAR
16" DIA. x 8" DEEP NO
REBAR
C2
2.000
Cantilever Data 2271 D + L 889
1.000 1593 D + 0.75(L + S)94 207
1168
4.833 No 180 Deflections
Yes 120
-803 D + L 314 1167
Scarf Cut Data D + 0.75(L + S)
0.75(L + S)6.8330.75(L + S)
D + 0.75(L + S)
3.5 3.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + 0.75(L + S)
D D
Doug-Fir #2 (2" to 4" wide)4x8
Select Material
4 4
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x4 POSTS 4x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing Isolated Footing
2500 2500
19" DIA. x 8" DEEP NO
REBAR
14" DIA. x 8" DEEP NO
REBAR
2'5'5'2'
688 688
2'4.833'
2879 1243 570
395 395
948 948
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 28 OF
BY
D 129 0.000 39 39 0.000 10.000 1.330 240
L 103 0.000 236 236 0.000 10.000 360
S 98 98 0.000 10.000 Factors
No
D 376 0.000 1.000
S 600 0.000 Yes
MC>19%
T<=100 -0.101
0.998 0.000
1.000 No -0.085
1.000 No 0.000
1.000
2521 1489
742 237
240
360
Factors
No
No
MC<=19%
T<=100
No
No
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Scarf Cut Data
No Deflections
No
Cantilever Data
1.000
14" SQ. x 8" DEEP w/ (2) #4
EA. WAY
11" SQ. x 8" DEEP w/ (2) #4
EA. WAYFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing Isolated Footing
2500 2500
Doug-Fir #2 (5"x5" & larger)Doug-Fir #2 (5"x5" & larger)
4x6 POSTS 4x6 POSTS
Doug-Fir #2 (2" to 4" wide)4x12
Select Material
20 20
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
D + 0.75(L + S)
5.5 5.5
3542 D + L 576
No Deflections
10.000
Scarf Cut Data
0.75(L + S)10.000
C3 1.000 1157 D + L 44 175
672
No
0 D 0 606
Cantilever Data
PROJECT:PLAN 1623- VERTICAL jem
CLIENT:LGI HOMES
10'
1208
374 374
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 29 OF
BY
D 110 1.000 15 15 0.000 1.000
S 50 1.000 25 25 0.000 1.000
D 15 15 1.000 3.000
L 40 40 1.000 3.000
156 115
96 59
PROJECT:PLAN 1623- VERTICAL jem
REF1
CLIENT:LGI HOMES
3.000
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 3.000No
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
No 2x RoofNo
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
3'
160
4040 55 55
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 30 OF
BY
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D 26 D 0.90 26 77 0 77
L D + L 1.00 26 86 0 86
Lr D + Lr 1.25 26 108 0 108
S 44 D + S 1.15 70 99 0 99
R D + R 1.25 26 108 0 108
0.6W D + 0.75L + 0.75Lr 1.25 26 108 0 108
E D + 0.75L + 0.75S 1.15 59 99 0 99
D + 0.75L + 0.75R 1.25 26 108 0 108
2x6 D + 0.6W 1.60 26 138 0 138
SPF/HF D + 0.7E 1.60 26 138 0 138
2 D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 26 138 0 138
.131 x 3"D + 0.75(0.6W) + 0.75L + 0.75S 1.60 59 138 0 138
Normal D + 0.75(0.6W) + 0.75L + 0.75R 1.60 26 138 0 138
1 D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 26 138 0 138
24 in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 59 138 0 138
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 26 138 0 138
in.
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D 39 D 0.90 39 248 0 248
L 236 D + L 1.00 276 276 0 276
Lr D + Lr 1.25 39 345 0 345
S 98 D + S 1.15 138 317 0 317
R D + R 1.25 39 345 0 345
0.6W D + 0.75L + 0.75Lr 1.25 217 345 0 345
E D + 0.75L + 0.75S 1.15 290 317 0 317
D + 0.75L + 0.75R 1.25 217 345 0 345
2x8 D + 0.6W 1.60 39 441 0 441
SPF/HF D + 0.7E 1.60 39 441 0 441
2 D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 217 441 0 441
1/4" x 4 1/2" SDS D + 0.75(0.6W) + 0.75L + 0.75S 1.60 290 441 0 441
Normal D + 0.75(0.6W) + 0.75L + 0.75R 1.60 217 441 0 441
1 D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 217 441 0 441
16 in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 290 441 0 441
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 217 441 0 441
in.
jem
L1 Load
Type w (plf)
Conn Placement:
Ledger Size:
Ledger Material:
No. of Connectors:
Type of Connector:
CLIENT:LGI HOMES
PROJECT:PLAN 1623- VERTICAL
Conn Placement:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
L2 Load
Type w (plf)
Ledger Size:
Ledger Material:
No. of Connectors:
Type of Connector:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 31 OF
BY
S1 2
3.00 180 NO
1.50 0.7 NO
ROOF
TYPE:15.00 8.08
30.00 10.00
1.00 25.00
16.00
6.89
FLOOR
TYPE:10.04
15.83 40.00 10.00
TARGET
WALL
7.92
17.51 10.04 SPECIES TITLE
11.08 10.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
9.67 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)
CD
0.90 147.53 " o.c.
1.00 84.25 " o.c.
1.25 172.55 " o.c.
1.15 80.25 " o.c.
1.25 172.55 " o.c.
1.25 105.21 " o.c.
1.15 68.10 " o.c.
1.25 105.21 " o.c.
1.60 58.80 " o.c.
1.60 83.04 " o.c.
1.60 54.24 " o.c.
1.60 42.48 " o.c.GOVERNS
1.60 54.24 " o.c.
1.60 68.40 " o.c.
1.60 51.12 " o.c.
1.60 68.40 " o.c.
1.60 48.24 " o.c.
1.00 " o.c.
24 " o.c.
C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
CLIENT:LGI HOMES
PROJECT:PLAN 1623- VERTICAL jem
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE NO ROOF ASSEMBLY TYPE
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
SIMPLE
MAIN SPAN L WEIGHT (PSF)
TOTAL TRIB.
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
1200000 20.797
ASCE7 LOAD COMBINATIONS
AXIAL (NDS Section 3.7)
Emin = 440000 Le/d = 21.09 <= 50 c = 0.80
Fce = 0.822Emin'/(Le/d)^2 = 0.822(440000psi)/21.09^2 = 813.36psi
F*c = Fc(Cd)(Cfc) = 800(1.60)(1.00) = 1280.00psi
Fce/F*c = 813.36psi/1280.00psi = 0.64
A1 = (1 + Fce/F*c)/2c = 1.64/1.60 = 1.02
A2 = (Fce/F*c)/c = 0.64/0.80 = 0.79
Cp = A1-[A1^2-A2]^0.5 = 1.02-[1.04-0.79]^0.5 = 0.52
F'c = F*c(Cp) = 1280.00psi(0.52) = 667.72psi
P = 825.85plf*2.00ft = 1651.69#
fc = P/A = 1651.69#/8.25in^2 = 200.20psi
BENDING (NDS Section 3.3)
Le = 10.04ft - (3.00in + 1.50in)(1ft/12in) = 9.67ft
M = 194.06#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(194.06#-ft)/7.56in^3 = 307.94psi
INTERACTION EQUATION (NDS Section 3.9.2)
(200.20psi/667.72psi)^2 + (1/(1-(200.20psi/813.36psi)))(307.94psi/1242.00psi) = 0.42
= 0.419 < 1.000 O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C.
D
D + L
D + LR
D + S
0.6C&C
D + L (NON-CONCURRENT)
DESIRED SPACING FOR CALCULATIONS:
STOP (FT)800 1.15 8.250
WALL WIDTH (IN)START (FT)440000 0.80 7.563
D + 0.75(0.6W) + 0.75L + 0.75LR
D + 0.75(0.6W) + 0.75L + 0.75S
D + 0.75(0.6W) + 0.75L + 0.75R
D + 0.75(0.7E) + 0.75L + 0.75LR
D + 0.75(0.7E) + 0.75L + 0.75S
D + 0.75(0.7E) + 0.75L + 0.75R
D + R
D + 0.75L + 0.75LR
D + 0.75L + 0.75S
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 32 OF
BY
S2 2
3.00 180 NO
1.50 0.7 NO
ROOF
TYPE:
FLOOR
TYPE:15.00 9.08
15.83 40.00 7.00
TARGET
WALL
7.92
9.08 SPECIES TITLE
7.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
8.71 FC (PSI)CR A (IN2)
3.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)
CD
0.90 152.44 " o.c.
1.00 50.14 " o.c.
1.25 161.03 " o.c.
1.15 159.19 " o.c.
1.25 161.03 " o.c.
1.25 62.47 " o.c.
1.15 61.76 " o.c.
1.25 62.47 " o.c.
1.60 165.42 " o.c.
1.60 55.44 " o.c.
1.60 64.18 " o.c.
1.60 64.18 " o.c.
1.60 64.18 " o.c.
1.60 36.60 " o.c.GOVERNS
1.60 36.60 " o.c.GOVERNS
1.60 36.60 " o.c.GOVERNS
1.60 1200.00 " o.c.
1.00 " o.c.
16 " o.c.
C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
CLIENT:LGI HOMES
PROJECT:PLAN 1623- VERTICAL jem
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
D HEIGHT (FT)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE NO ROOF ASSEMBLY TYPE
0.6*WUPLIFT
LR WEIGHT (PSF)
S
TOTAL TRIB.R
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
SIMPLE
MAIN SPAN L WEIGHT (PSF)
TOTAL TRIB.
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x4 HEM-FIR STUD GRADE STUDS
0.6*W (PSF)WEIGHT (PSF)NO 1.10 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.05 3.50
1200000 5.359
ASCE7 LOAD COMBINATIONS
AXIAL (NDS Section 3.7)
Emin = 440000 Le/d = 29.86 <= 50 c = 0.80
Fce = 0.822Emin'/(Le/d)^2 = 0.822(440000psi)/29.86^2 = 405.75psi
F*c = Fc(Cd)(Cfc) = 800(1.60)(1.05) = 1344.00psi
Fce/F*c = 405.75psi/1344.00psi = 0.30
A1 = (1 + Fce/F*c)/2c = 1.30/1.60 = 0.81
A2 = (Fce/F*c)/c = 0.30/0.80 = 0.38
Cp = A1-[A1^2-A2]^0.5 = 0.81-[0.66-0.38]^0.5 = 0.28
F'c = F*c(Cp) = 1344.00psi(0.28) = 376.46psi
P = 388.03plf*1.33ft = 517.38#
fc = P/A = 517.38#/5.25in^2 = 98.55psi
BENDING (NDS Section 3.3)
Le = 9.08ft - (3.00in + 1.50in)(1ft/12in) = 8.71ft
M = 47.39#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.10) = 1366.20psi
fb = (12in/1ft)(47.39#-ft)/3.06in^3 = 185.70psi
INTERACTION EQUATION (NDS Section 3.9.2)
(98.55psi/376.46psi)^2 + (1/(1-(98.55psi/405.75psi)))(185.70psi/1366.20psi) = 0.25 =
0.248 < 1.000 O.K.
THEREFORE, USE 2x4 HEM-FIR STUD GRADE STUDS AT 16in O.C.
D
D + L
D + LR
D + S
0.6C&C
D + L (NON-CONCURRENT)
DESIRED SPACING FOR CALCULATIONS:
STOP (FT)800 1.15 5.250
WALL WIDTH (IN)START (FT)440000 0.80 3.063
D + 0.75(0.6W) + 0.75L + 0.75LR
D + 0.75(0.6W) + 0.75L + 0.75S
D + 0.75(0.6W) + 0.75L + 0.75R
D + 0.75(0.7E) + 0.75L + 0.75LR
D + 0.75(0.7E) + 0.75L + 0.75S
D + 0.75(0.7E) + 0.75L + 0.75R
D + R
D + 0.75L + 0.75LR
D + 0.75L + 0.75S
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 33 OF
BY
S3 1
3.00 180 NO
1.50 0.7 YES
ROOF
TYPE:15.00 18.67
30.00 10.00 TARGET
WALL
1.00 25.00
16.00
6.89
15.87 18.67 SPECIES TITLE
11.08 10.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
18.29 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)
CD
0.90 85.41 " o.c.
1.00 85.93 " o.c.
1.25 86.83 " o.c.
1.15 39.33 " o.c.
1.25 86.83 " o.c.
1.25 86.83 " o.c.
1.15 45.54 " o.c.
1.25 86.83 " o.c.
1.60 26.64 " o.c.
1.60 36.60 " o.c.
1.60 31.44 " o.c.
1.60 22.20 " o.c.GOVERNS
1.60 31.44 " o.c.
1.60 41.28 " o.c.
1.60 27.00 " o.c.
1.60 41.28 " o.c.
1.60 24.33 " o.c.
1.00 " o.c.
16 " o.c.
C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
CLIENT:LGI HOMES
PROJECT:PLAN 1623- VERTICAL jem
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE YES ROOF ASSEMBLY TYPE
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir #2 (2" to 4" wide)2x6 HEM-FIR #2 GRADE STUDS
0.6*W (PSF)WEIGHT (PSF)NO 1.30 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)850 1.10 5.50
1300000 20.797
ASCE7 LOAD COMBINATIONS
AXIAL (NDS Section 3.7)
Emin = 470000 Le/d = 36.58 <= 50 c = 0.80
Fce = 0.822Emin'/(Le/d)^2 = 0.822(470000psi)/36.58^2 = 288.69psi
F*c = Fc(Cd)(Cfc) = 1300(1.60)(1.10) = 2288.00psi
Fce/F*c = 288.69psi/2288.00psi = 0.13
A1 = (1 + Fce/F*c)/2c = 1.13/1.60 = 0.70
A2 = (Fce/F*c)/c = 0.13/0.80 = 0.16
Cp = A1-[A1^2-A2]^0.5 = 0.70-[0.50-0.16]^0.5 = 0.12
F'c = F*c(Cp) = 2288.00psi(0.12) = 280.83psi
P = 550.65plf*1.33ft = 734.20#
fc = P/A = 734.20#/8.25in^2 = 88.99psi
BENDING (NDS Section 3.3)
Le = 18.67ft - (3.00in + 1.50in)(1ft/12in) = 18.29ft
M = 463.37#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 850(1.60)(1.15)(1.30) = 2033.20psi
fb = (12in/1ft)(463.37#-ft)/7.56in^3 = 735.26psi
INTERACTION EQUATION (NDS Section 3.9.2)
(88.99psi/280.83psi)^2 + (1/(1-(88.99psi/288.69psi)))(735.26psi/2033.20psi) = 0.62 =
0.623 < 1.000 O.K.
THEREFORE, USE 2x6 HEM-FIR #2 GRADE STUDS AT 16in O.C.
D
D + L
D + LR
D + S
0.6C&C
D + L (NON-CONCURRENT)
DESIRED SPACING FOR CALCULATIONS:
STOP (FT)1300 1.15 8.250
WALL WIDTH (IN)START (FT)470000 0.80 7.563
D + 0.75(0.6W) + 0.75L + 0.75LR
D + 0.75(0.6W) + 0.75L + 0.75S
D + 0.75(0.6W) + 0.75L + 0.75R
D + 0.75(0.7E) + 0.75L + 0.75LR
D + 0.75(0.7E) + 0.75L + 0.75S
D + 0.75(0.7E) + 0.75L + 0.75R
D + R
D + 0.75L + 0.75LR
D + 0.75L + 0.75S
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
SHEET 34 OF
BY
S4 2
3.00 180 NO
1.50 0.7 NO
ROOF
TYPE:
FLOOR
TYPE:15.00 9.08
17.25 40.00 10.00
14.75 TARGET
WALL
20.10
17.51 9.08 SPECIES TITLE
11.08 10.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
8.71 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)
CD
0.90 170.74 " o.c.
1.00 55.11 " o.c.
1.25 207.27 " o.c.
1.15 198.40 " o.c.
1.25 207.27 " o.c.
1.25 75.70 " o.c.
1.15 72.46 " o.c.
1.25 75.70 " o.c.
1.60 66.24 " o.c.
1.60 104.28 " o.c.
1.60 46.92 " o.c.GOVERNS
1.60 46.92 " o.c.GOVERNS
1.60 46.92 " o.c.GOVERNS
1.60 59.04 " o.c.
1.60 59.04 " o.c.
1.60 59.04 " o.c.
1.60 59.42 " o.c.
1.00 " o.c.
24 " o.c.
C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
CLIENT:LGI HOMES
PROJECT:PLAN 1623- VERTICAL jem
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
D HEIGHT (FT)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE NO ROOF ASSEMBLY TYPE
0.6*WUPLIFT
LR WEIGHT (PSF)
S
TOTAL TRIB.R
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
CONTINUOUS D HEIGHT (FT)
CONTINUOUS
LONG SPAN L WEIGHT (PSF)
SHORT SPAN
TOTAL TRIB.
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
1200000 20.797
ASCE7 LOAD COMBINATIONS
AXIAL (NDS Section 3.7)
Emin = 440000 Le/d = 19.00 <= 50 c = 0.80
Fce = 0.822Emin'/(Le/d)^2 = 0.822(440000psi)/19.00^2 = 1001.96psi
F*c = Fc(Cd)(Cfc) = 800(1.60)(1.00) = 1280.00psi
Fce/F*c = 1001.96psi/1280.00psi = 0.78
A1 = (1 + Fce/F*c)/2c = 1.78/1.60 = 1.11
A2 = (Fce/F*c)/c = 0.78/0.80 = 0.98
Cp = A1-[A1^2-A2]^0.5 = 1.11-[1.24-0.98]^0.5 = 0.60
F'c = F*c(Cp) = 1280.00psi(0.60) = 769.73psi
P = 949.84plf*2.00ft = 1899.67#
fc = P/A = 1899.67#/8.25in^2 = 230.26psi
BENDING (NDS Section 3.3)
Le = 9.08ft - (3.00in + 1.50in)(1ft/12in) = 8.71ft
M = 157.54#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(157.54#-ft)/7.56in^3 = 249.97psi
INTERACTION EQUATION (NDS Section 3.9.2)
(230.26psi/769.73psi)^2 + (1/(1-(230.26psi/1001.96psi)))(249.97psi/1242.00psi) = 0.35
= 0.351 < 1.000 O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C.
D
D + L
D + LR
D + S
0.6C&C
D + L (NON-CONCURRENT)
DESIRED SPACING FOR CALCULATIONS:
STOP (FT)800 1.15 8.250
WALL WIDTH (IN)START (FT)440000 0.80 7.563
D + 0.75(0.6W) + 0.75L + 0.75LR
D + 0.75(0.6W) + 0.75L + 0.75S
D + 0.75(0.6W) + 0.75L + 0.75R
D + 0.75(0.7E) + 0.75L + 0.75LR
D + 0.75(0.7E) + 0.75L + 0.75S
D + 0.75(0.7E) + 0.75L + 0.75R
D + R
D + 0.75L + 0.75LR
D + 0.75L + 0.75S
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
Printed by Larissa.anaya on 02/12/2025 at 09:37
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\Vertical Book1.xlsm
CLIENT:
FELTENGROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
BY:
MAIN FLOOR UPPER FLOOR
BRACED/SHEAR WALL PLAN BRACED/SHEAR WALL PLAN
CLIENT:SHEET L3 OF
PROJECT:BY
110 mph
C (Section 26.7)
II (Table 1.5-1)
0.85 (Table 26.6-1)
1.00 (Section 26.8.2)
100 (Section 26.9)Ke = 1.00 (Table 26.9-1)
0.6 (Section 2.4.1)
Roof Truss Heel Height:0.333 ft
Upper Plate Height:8.083 ft
Floor Truss Depth:1.583 ft
Lower Plate Height:9.083 ft
Length (Dim. Perp. to Truss Span):32.000 ft
Width (Dim. Parallel to Truss Span):30.000 ft
Roof Pitch:5.00 in/12 in
Roof Angle:22.620 deg
Mean Roof Height:22.207 ft
Ridge Height:25.332 ft
Design Edge Strip (a):3.000 ft
Design End Zone (2a):6.000 ft
Velocity Pressure Coefficient (Kz):0.918 (Table 26.10-1)
0.6*qz (Velocity Pressure):14.44 psf (Equation 26.10-1)
0.6*Pcc,wall (Maximum Volume Wall):15.79 psf (Equation 30.3-1)
0.6*Pcc,wall (Maximum Story Wall):17.42 psf (Equation 30.3-1)
0.6*Pez (End Zone Stud Design Pressure):13.74 psf Load Case A
0.6*Piz (Int. Zone Stud Design Pressure):10.37 psf Load Case A
0.6*Pp (Parapet Pressure 1.5WW and -1.0LW):21.67 psf Windward and -14.44 psf Leeward
LGI HOMES
PLAN 1623- WIND LA
Elevation Label:
Basic Wind Speed (3 sec gust):
Exposure:
Risk Category:
Wind Directionality (Kd):
Design Code:ASCE 7-16
Design Method:Low-Rise Building (Section 28.3.1)
Topographic Factor (Kzt):
Ground Elevation Factor (ft) (Ke):
ASD Load Combination Factor for W:
TWO STORY DIAPHRAGM WIND LOADS FOR ASD LOAD COMBINATIONS
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L4 OF
PROJECT:BY
p = 0.6 * qz * [GCpf - GCpi](Equation 28.3-1)
GCpf interpolated from Figure 28.3-1
GCpi 0.18 enclosed buildings Table 26.13-1
(GCpi acts either inward or outward at any one time)
GCpf GCpi
Zone 1:0.54 -0.18
Zone 2:-0.45 0.18
Zone 3:-0.47 0.18
Zone 4:-0.41 -0.18
Zone 1E:0.77 -0.18
Zone 2E:-0.72 0.18
Zone 3E:-0.65 0.18
Zone 4E:-0.60 -0.18
GCpf GCpi
Zone 1:-0.45 -0.18
Zone 2:-0.69 0.18
Zone 3:-0.37 0.18
Zone 4:-0.45 -0.18
Zone 5:0.40 -0.18
Zone 6:-0.29 -0.18
Zone 1E:-0.48 -0.18
Zone 2E:-1.07 0.18
Zone 3E:-0.53 0.18
Zone 4E:-0.48 -0.18
Zone 5E:0.61 -0.18
Zone 6E:-0.43 -0.18
Note: Plus and minus signs signify pressures acting toward and away from the surfaces, respectively.
Gable End Loading
Load Case A Load Case B
LGI HOMES
Hip End Loading
Load Case A Load Case B
Load Case A Pressures
0.6*qz*GCpf (psf)0.6*qz*GCpi (psf)Pressure (psf)
PLAN 1623- WIND LA
-6.74 2.60 -9.34
-5.98 -2.60 -3.38
7.77 -2.60 10.37
-6.56 2.60 -9.16
-9.36 2.60 -11.96
-8.64 -2.60 -6.04
11.14 -2.60 13.74
-10.38 2.60 -12.98
-9.97 2.60 -12.57
-5.34 2.60 -7.94
Load Case B Pressures
0.6*qz*GCpf (psf)0.6*qz*GCpi (psf)Pressure (psf)
-6.50 -2.60 -3.90
-4.19 -2.60 -1.59
-6.93 -2.60 -4.33
-6.50 -2.60 -3.90
5.78 -2.60 8.38
-6.93 -2.60 -4.33
8.81 -2.60 11.41
-15.46 2.60 -18.06
-7.66 2.60 -10.26
-6.21 -2.60 -3.61
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L5 OF
PROJECT:BY
Case A 7.28 psf 7.23 psf
Case B 11.00 psf 5.78 psf
GCpf GCpf
6.38 psf 4.61 psf
GCpf GCpf
8.40 psf 6.48 psf
GCpi GCpi
2.60 psf 2.60 psf
14.88 psf 10.98 psf
0.00 psf
9.86 psf 10.99 psf
6925 #5821 #
5088 #
Case A 7.28 psf 7.23 psf Case B 9.12 psf 7.66 psf
GCpf GCpf GCpf GCpf
8.40 psf 6.48 psf 5.93 psf 4.29 psf
GCpi GCpi
2.60 psf 2.60 psf
14.88 psf 10.22 psf
0.00 psf 0.00 psf
9.86 psf 10.99 psf
6925 #4841 #
Load Cases A & B total pressures are determined by using a weighted average of end zone total
plus interior zone total. This number is then compared to the code required 16psf minimum for the
horizontal direction. Roof uplift for the left and right sides of the roof are determined using a weighted
average of end zone plus interior zone and then the total roof uplift is the average of the left and right
sides. GCpi assumed to act inward for wall design, outward for roof uplift design.
TWO STORY DIAPHRAGM GABLE END WIND LOADS FOR ASD LOAD COMBINATIONS
LGI HOMES
PLAN 1623- WIND LA
Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall =
CASE A CASE B
GCpf Windward GCpf Leeward
∴Use 14.88|0.00 psf Wall|Roof Horizontal Pressure at Case A ∴Use 10.98 psf Horizontal Pressure at Case B
∴Use 11.00 psf at Wall for Windward Only Case (0.6*W)∴Use 8.98 psf at Wall for Windward Only Case (0.6*W)
Total Horizontal Pressure at Roof =
Total Uplift Pressure at Roof =Total Uplift Pressure at Roof =
Total Base Shear Due to Wind Loads =Total Base Shear Due to Wind Loads =
Total Base Shear Due to 0.6*16psf at Wall
and 0.6*8psf at Roof =5427 #Total Base Shear Due to 0.6*16psf =
Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall =
Total Horizontal Pressure at Roof =Total Horizontal Pressure at Roof =
Total Uplift Pressure at Roof =Total Uplift Pressure at Roof =
TWO STORY DIAPHRAGM HIP END WIND LOADS FOR ASD LOAD COMBINATIONS
Load Case A Load Case B
GCpf Windward GCpf Leeward GCpf Windward GCpf Leeward
∴Use 11.00 psf at Wall for Windward Only Case (0.6*W)∴Use 8.53 psf at Wall for Windward Only Case (0.6*W)
4998 #
∴Use 14.88|0.00 psf Wall|Roof Horizontal Pressure at Case A ∴Use 9.60|4.80 psf Wall|Roof Horizontal Pressure at Case B
Total Base Shear Due to Wind Loads =Total Base Shear Due to Wind Loads =
Total Base Shear Due to 0.6*16psf at Wall
and 0.6*8psf at Roof =4977 #Total Base Shear Due to 0.6*16psf at Wall
and 0.6*8psf at Roof =
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L6 OF
BY
WALL ROOF PARAPET TRIB. WALL HEEL TRIB. RIDGE PARAPET
SHEAR DISTANCE PRESSURE PRESSURE PRESSURE HEIGHT HEIGHT TO HEEL HEIGHT UNIFORM START STOP
#FT PSF PSF PSF FT FT FT FT PLF FT FT
10.98 10.98 4.042 0.333 3.125
2ND FLOOR
1ST FLOOR
10.98 10.166
1236 0.000
1ST FLOOR
10.98 10.166
642 0.000
1236 18.500
1ST FLOOR
PROJECT:PLAN 1623- WIND LA
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
SHEAR
(#)
CHORD
(#)
WINDWARD INFORMATION
LEEWARD INFORMATION
NEXT
LINE
FROM
NEXT
CHORD
DIST.
FT
SOURCE LINE NEXT
LINE
#
TARGET
LINE
TO
TARGET
LINE
SPACING
FT
POINT SHEAR FROM
OTHER LINES
UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE TARGET
LINE
#
1236
1236 290
0
0
82 0.000
B
0.00%
32.000
0
30.000
A 30.000
1236
12360
1236 0
STORY CALC DESCRIPTION
0
0
0 0
0
0
0 0
0.00%0
0
0 0
STORY CALC DESCRIPTION
A 11.500
#A ABOVE 112 0.000 11.500
1878
1878 53
0
642
1878 0
A.5*
0.00%
35.000
0
0
642 0
STORY CALC DESCRIPTION
A.5 18.500
#A.5*112 0.000 18.500
1675
1675 136
0
2268
1675 0
B
0.00%
35.000
#B ABOVE 0
STORY CALC DESCRIPTION
0
2268 0
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L7 OF
BY
WALL ROOF PARAPET TRIB. WALL HEEL TRIB. RIDGE PARAPET
SHEAR DISTANCE PRESSURE PRESSURE PRESSURE HEIGHT HEIGHT TO HEEL HEIGHT UNIFORM START STOP
#FT PSF PSF PSF FT FT FT FT PLF FT FT
14.88 0.00 4.042 0.333 6.250
14.88 0.00 4.042 0.333 5.521
14.88 0.00 4.042 0.333 3.368
2ND FLOOR
1ST FLOOR
14.88 10.166
1107 0.000
1ST FLOOR
14.88 10.166
1135 0.000
14.88 0.00 4.542 0.333 2.396
1107 19.000
1ST FLOOR
PROJECT:PLAN 1623- WIND LA
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
SHEAR
(#)
CHORD
(#)
WINDWARD INFORMATION
LEEWARD INFORMATION
NEXT
LINE
FROM
NEXT
CHORD
DIST.
FT
SOURCE LINE NEXT
LINE
#
TARGET
LINE
TO
TARGET
LINE
SPACING
FT
POINT SHEAR FROM
OTHER LINES
UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE TARGET
LINE
#
1107
1107 314
65 30.000 32.000
65
65 0.000
32.000 34.000
3
0.00%
30.000
0
30.000
1 34.000
1107
11070
1107 0
STORY CALC DESCRIPTION
0
0
0 0
0
0
0 0
0.00%0
0
0 0
STORY CALC DESCRIPTION
1 15.000
#1 ABOVE 151 0.000 15.000
2242
2242 142
0
1135
2242 0
2*
0.00%
30.000
0
0
1135 0
STORY CALC DESCRIPTION
2 22.000
#2*151 0.000 19.000
2934
2934 357
73 19.000 22.000
2400
2934 0
3
0.00%
30.000
#3 ABOVE 0
STORY CALC DESCRIPTION
0
2400 0
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L8 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.21 2 1 C 6.25 8 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.30 0.78 0.90 1.00 1.00 1.00 1.00 1.00 1.00 5.00 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)9.17 3.67 4.00
ADJ. H (ft)
LCONT. (ft)9.17 3.34 4.00 16.51
110 22.21 2 1 C 6.25 8 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.300 0.775 0.900 1.000 1.000 1.000 1.000 1.000 1.000 5.000 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP
L (ft)19.67 7.33
ADJ. H (ft)
LCONT. (ft)19.67 7.33 27.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
CLIENT:LGI HOMES
PROJECT:PLAN 1623- WIND LA
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
A
4.53
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
16.51>=4.53 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
B
4.53
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
27.00>=4.53 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
METHOD CS-WSP (INCLUDES CS-G & CS-PF)METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOORBASEMENT
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L9 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.21 2 2 C 6.25 9 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.30 0.89 0.95 1.00 1.00 1.00 1.00 1.00 1.00 9.50 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP
L (ft)15.83 7.50
ADJ. H (ft)
LCONT. (ft)15.83 7.50 23.33
110 22.21 2 2 C 6.25 9 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.300 0.888 0.950 1.000 1.000 1.000 1.000 1.000 1.000 9.500 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP
L (ft)35.00
ADJ. H (ft)
LCONT. (ft)35.00 35.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
CLIENT:LGI HOMES
PROJECT:PLAN 1623- WIND LA
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
A
10.41
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
23.33>=10.41 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
B
10.41
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
35.00>=10.41 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
METHOD CS-WSP (INCLUDES CS-G & CS-PF)METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOORBASEMENT
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L10 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==1675 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 19.50 9.00 2x6 1.4E+06 1677 1.000 86 324 2.00 10.00 15.00 0.00 15093 22815
2
3
4
5
6
1677
1 72 72
2
3
4
5
6
V ==#
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1
2
3
4
5
6
1
2
3
4
5
6
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
VTOTAL (#) =
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
0.073
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1623- WIND LA
A.5 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L11 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.21 2 1 C 6.25 8 2 NO YES NO NO 0.00 0.00 34.00 0.00
1.30 0.78 0.90 1.00 1.00 1.00 1.00 1.00 1.00 5.60 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP
L (ft)20.25
ADJ. H (ft)
LCONT. (ft)20.25 20.25
110 22.21 2 1 C 6.25 8 2 NO YES NO NO 0.00 0.00 34.00 0.00
1.300 0.775 0.900 1.000 1.000 1.000 1.000 1.000 1.000 5.600 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)3.92 5.42 3.00
ADJ. H (ft)
LCONT. (ft)3.84 5.42 2.25 11.51
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
CLIENT:LGI HOMES
PROJECT:PLAN 1623- WIND LA
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
1
5.08
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
20.25>=5.08 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
3
5.08
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
11.51>=5.08 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
METHOD CS-WSP (INCLUDES CS-G & CS-PF)METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOORBASEMENT
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L12 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.21 2 2 C 6.25 9 3 NO YES NO NO 0.00 0.00 15.00 0.00
1.30 0.89 0.95 1.30 1.00 1.00 1.00 1.00 1.00 5.00 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)4.00 4.75 4.25
ADJ. H (ft)
LCONT. (ft)4.00 4.75 4.25 13.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
CLIENT:LGI HOMES
PROJECT:PLAN 1623- WIND LA
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
1
7.12
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
13.00>=7.12 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
METHOD CS-WSP (INCLUDES CS-G & CS-PF)METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOORBASEMENT
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L13 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2934 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 14.67 9.08 2x6 1.4E+06 2934 1.000 200 324 20.00 10.00 15.00 0.00 26641 42052
2
3
4
5
6
2934
1 96 96
2
3
4
5
6
V ==1424 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1 4 24 4.33 9.08 2x6 1.4E+06 1426 0.988 329 468 2.00 10.00 15.00 0.00 12948 1134
2
3
4
5
6
1426
1 CONC EXT CORNER 6 CRKD 800 2351 E CONC EXT CORNER 6 CRKD 800 2351 E
2
3
4
5
6
LA
2
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1623- WIND
0.172
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
3
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE
VTOTAL (#) =
0.479
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
TDESIGN
(#)HOLDOWN
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L14 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==976 #
977 #
1.000
9.000
10.000
D =0.457 in
Door Height (ft) =
Pier Height (ft) =
Left Pier (ft)
1.500
APA PORTAL FRAME PER TT-100H
0.430 0.93 Beam Height (ft) =
Number of Piers
1
VALLOW =
Specific Gravity SG Reduction
CLIENT:LGI HOMES
PROJECT:PLAN 1623- WIND LA
3 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/04/2025 at 11:17
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L15 OF
PROJECT:BY
SEISMIC LOAD CALCULATIONS PER ASCE 7-16
*USING BASIC LOAD COMBINATIONS PER SECTION 2.4*
ALL LOAD COMBINATIONS USE: 0.7*E
E = Eh + Ev (EQN 12.4-1 and EQN 12.4-3)
Eh = ρQE (EQN 12.4-3)
ρ = 1.30 (SECTION 12.3.4.2.a)
QE = V (SECTION 12.4.2.1)
Ev = 0.2SDSD (EV = 0 IF SDS <= 0.125)(EQN 12.4-4a)
II (TABLE 1.5-1)
D (PER PROJECT SOILS REPORT OR TABLE 20.3-1)DEFAULT
22.207 (MEAN ROOF HEIGHT OF STRUCTURE)
1.288 (MAPPED MCE SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS)
0.465 (MAPPED MCE SPECTRAL RESPONSE ACCELERATION AT A PERIOD OF 1 s)
Fa =1.200 (TABLE 11.4-1)
Fv =1.835 (TABLE 11.4-2)
SMS = FaSs =1.546 (EQN 11.4-1)
SM1 = FvS1 =0.853 (EQN 11.4-2)
SDS = 2/3SMS =1.030 (EQN 11.4-3)
SD1 = 2/3SM1 =0.569 (EQN 11.4-4)
1.000 (TABLE 1.5-2)
0.552 (SECTION 11.4.6)
SDC BASED ON SDS =D (TABLE 11.6-1)**EXCEPTION IN SECTION 11.6 CAN BE CHECKED S1<0.75 AND Ta<0.8Ts
SDC BASED ON SD1 =N/A (TABLE 11.6-2)
DESIGN SDC =D (SECTION 11.6)
R FRONT/BACK =6.500 R SIDE/SIDE =6.500 (TABLE 12.2-1 (A.15))
0.020 (TABLE 12.8-2)
x =0.750 (TABLE 12.8-2)
0.205 (EQN 12.8-7)
TL =6.000 (TABLE 22-14)
V = CSW (EQN 12.8-1)
CS = SEISMIC RESPONSE COEFFICIENT (SECTION 12.8.1.1)
W = EFFECTIVE SEISMIC WEIGHT (SECTION 12.7.2)
FRONT/BACK SIDE/SIDE
CS =SDS/(R/IE) =0.159 CS =SDS/(R/IE) =0.159
GOVERNS Csmax = SD1/(T(R/IE)) =0.428 GOVERNS Csmax = SD1/(T(R/IE)) =0.428
Csmax = SD1TL/(T2(R/IE)) =12.544 Csmax = SD1TL/(T2(R/IE)) =12.544
GOVERNS Csmin = 0.044*SDS*IE>=0.01 0.045 GOVERNS Csmin = 0.044*SDS*IE>=0.01 0.045
Csmin = 0.5S1/(R/IE) =0.036 Csmin = 0.5S1/(R/IE) =0.036
EQN 12.8-2 GOVERNS AND QE = V = 0.159 *W EQN 12.8-2 GOVERNS AND QE = V = 0.159 *W
SDS SDS
EV =0.206 *D 0.7*EV =0.144 *D EV =0.206 *D 0.7*EV =0.144 *D
LGI HOMES
PLAN 1623- SEISMIC LA
Elevation Label:
Ct=
RISK CATEGORY =
SITE CLASS =
hn (ft) =
Ss =
S1 =
IE=
Ts=
**USE TABLE 11.6-1 ALONE IF RIGID DIAPHRAGM AND T<Ts OR WHEN
USING BRACING TABLES FOR IRC DESIGN
Ta = Cthn
x =
}0.428 }0.428
}0.045 }0.045
> 0.125, THEREFORE > 0.125, THEREFORE
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L16 OF
PROJECT:
Mass Calculations
Area
(ft2)
Load
(psf)
Weight
(lb)
Total
Length
(ft)
Load
(psf)
Weight
(lb)
Total
Length
(ft)
Load
(psf)
Weight
(lb)
Roof 8.083 985 15 14775 128 10 5173 125 7 3536 23484
Floor 1 9.083 1.5 1119 10 11190 134 10 11259 70 7 5762 28210
0 0 0 0
25965 16432 9298 51695
Base
Shear ASD
Eh
(lb)
Eh * 0.7
(lb)Level wx
(lb)
hx
(ft)
wxhx
(lb-ft)
wxhx
k
∑wihi
k
(%)
Fx
(lb)
Fx
Ax
(psf)
10653 7457 Roof 23484 18.7 438360 0.595 4436 4.50
Floor 1 28210 10.6 298550 0.405 3021 2.70
0 0.0 0 0.000 0 0.00
51695 736911 7457
Base
Shear ASD
Eh
(lb)
Eh * 0.7
(lb)Level wx
(lb)
hx
(ft)
wxhx
(lb-ft)
wxhx
k
∑wihi
k
(%)
Fx
(lb)
Fx
Ax
(psf)
10653 7457 Roof 23484 18.7 438360 0.595 4436 4.50
Floor 1 28210 10.6 298550 0.405 3021 2.70
0 0.0 0 0.000 0 0.00
51695 736911 7457
LGI HOMES
PLAN 1623- SEISMIC
Total Mass
Level
Plate
Height
(ft)
Floor
Depth
(ft)
Diaphragm Exterior Walls Interior Walls Total
Weight
(lb)
ρ
1.30
Redundancy Front/Back Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
ρ
1.30
Redundancy Side/Side Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L17 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
2ND FLOOR
1ST FLOOR
2221 0.000
1ST FLOOR
625 0.000
2216 18.500
1ST FLOOR
PROJECT:PLAN 1623- SEISMIC LA
LINE
CALLOUT % CANT.SEISMIC DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
NEXT
LINE
FROM
NEXT
CHORD
DIST.
FT
SOURCE LINE NEXT
LINE
#
SEISMIC LOAD SEISMIC DEPTH PARALLEL TO DIRECTION
PSF
TARGET
LINE
TO
TARGET
LINE
SPACING
FT
POINT SHEAR FROM
OTHER LINES UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE
TARGET
LINE
#
A 30.000
4.50 30.000
4.50 34.000
3.500
2221
2221 498
153 3.500 19.666
30.000
FT
SHEAR
(#)
CHORD
(#)
2221 4.50 32.000 144 19.666
135 0.000
0
STORY CALC DESCRIPTION
0
22160B
0.00%
34.000
2216
0
0 0
0
0
0 0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
2692
2692 43
31 0.000 7.333
0
A 11.500
#A ABOVE 2.70 16.000
2.70 11.500
2692 2.70 49.000 132 7.333 11.500
43 0.000 7.333
0
STORY CALC DESCRIPTION
6250A.5*
0.00%
35.000
625
1787
1787 140
94 7.833 18.500
0
A.5 18.500
#A.5*2.70 43.000
2.70 35.000
1787 2.70 8.000 22 0.000 9.670
116 0.000 7.833
0
STORY CALC DESCRIPTION
31810B
0.00%
35.000
#B ABOVE
3181
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L18 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
2ND FLOOR
1ST FLOOR
2290 0.000
48.5989 0.000
1ST FLOOR
607 0.000
2147 19.000
124.197 22.000
1ST FLOOR
PROJECT:PLAN 1623- SEISMIC LA
LINE
CALLOUT % CANT.SEISMIC DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
NEXT
LINE
FROM
NEXT
CHORD
DIST.
FT
SOURCE LINE NEXT
LINE
#
SEISMIC LOAD SEISMIC DEPTH PARALLEL TO DIRECTION
PSF
TARGET
LINE
TO
TARGET
LINE
SPACING
FT
POINT SHEAR FROM
OTHER LINES UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE
TARGET
LINE
#
1 34.000
4.50 30.000
4.50 26.500
30.000
2290
2290 647
119 30.000 32.000
34.000
FT
SHEAR
(#)
CHORD
(#)
2290 4.50 16.160 73 32.000
135 0.000
0
STORY CALC DESCRIPTION
0
214703
0.00%
30.000
2147
0
0 0
0
0
0 0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
2946
2946 76
0
0
1 15.000
#1 ABOVE 2.70 30.000
#PATIO
2946 0
81 0.000 15.000
0
STORY CALC DESCRIPTION
60702*
0.00%
30.000
607
2342
2342 404
31 20.000 22.000
0
2
20.00%
22.000
#2*2.70 30.000
2.70 11.500
2342 0
81 0.000 20.000
0
STORY CALC DESCRIPTION
2219#PORCH 03
20.00%
30.000
#3 ABOVE
2219
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L19 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2221 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 9.17 8.00 2x6 1.4E+06 954 1.000 104 232 16.00 10.00 15.00 0.14 9573 13454
2 3 24 13.67 18.50 2x6 1.4E+06 547 1.000 40 232 16.00 10.00 15.00 0.14 15845 39686
3 3 24 3.67 8.00 2x6 1.4E+06 352 0.978 96 227 16.00 10.00 15.00 0.14 3127 2155
4 3 24 4.00 8.00 2x6 1.4E+06 388 1.000 97 232 16.00 10.00 15.00 0.14 3473 2560
5
6
2241
1 800 0 800 0
2 800 0 800 0
3 800 20 800 20
4 800 4 800 4
5
6
V ==2216 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 19.67 8.08 2x6 1.4E+06 1632 1.000 83 232 16.00 10.00 15.00 0.14 22135 62035
2 3 24 7.33 8.08 2x6 1.4E+06 587 1.000 80 232 16.00 10.00 15.00 0.14 5987 8625
3
4
5
6
2219
1 800 0 800 0
2 800 0 800 0
3
4
5
6
LA
A
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1623- SEISMIC
0.080
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
B
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE
VTOTAL (#) =
0.063
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM WOOD/
CONC
LEFT END RIGHT END
CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021
IRC1.xlsm
SHEET L20 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2145 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 7.50 9.00 2x6 1.4E+06 675 1.000 90 232 1.00 10.00 15.00 0.14 6501 2953
2 3 24 15.83 9.00 2x6 1.4E+06 1488 1.000 94 232 1.00 10.00 15.00 0.14 15291 13161
3
4
5
6
2163
1 800 151 800 151
2 800 0 800 0
3
4
5
6
V ==1787 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 19.50 9.00 2x6 1.4E+06 1794 1.000 92 232 2.00 10.00 15.00 0.14 19437 22815
2
3
4
5
6
1794
1 800 0 800 0
2
3
4
5
6
LA
A
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1623- SEISMIC
0.080
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
A.5
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE
VTOTAL (#) =
0.078
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM WOOD/
CONC
LEFT END RIGHT END
CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021
IRC1.xlsm
SHEET L21 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==3181 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 35.00 9.08 2x6 1.4E+06 3185 1.000 91 232 1.00 10.00 15.00 0.14 38268 64803
2
3
4
5
6
3185
1 0 0
2
3
4
5
6
V ==#
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1
2
3
4
5
6
1
2
3
4
5
6
LA
B
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1623- SEISMIC
0.077
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE
VTOTAL (#) =
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM WOOD/
CONC
LEFT END RIGHT END
CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021
IRC1.xlsm
SHEET L22 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2290 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 20.25 8.08 2x6 1.4E+06 1883 1.000 93 232 2.00 10.00 15.00 0.14 18492 22717
2 3 24 4.75 8.08 2x6 1.4E+06 409 1.000 86 232 2.00 10.00 15.00 0.14 3485 1250
3
4
5
6
2292
1 800 0 800 0
2 800 96 800 96
3
4
5
6
V ==#
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1
2
3
4
5
6
1
2
3
4
5
6
LA
1
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1623- SEISMIC
0.070
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE
VTOTAL (#) =
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM WOOD/
CONC
LEFT END RIGHT END
CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021
IRC1.xlsm
SHEET L23 OF
BY
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==993 #
993 #
2.00 15.00 0.14 993 #
1.083
→→
←←
5.000
→→
←←
2.000
→→→
←←←
3.000 5.000 2.333
D =0.149 in
CLIENT:LGI HOMES
PROJECT:PLAN 1623- SEISMIC LA
3
→ VALLOW =
Left Header Strap
Force (#)
Stud Spacing
(inches o.c.)
Right Header
Strap Force (#)CS20
ATRIB. (ft) =Roof DL (psf) =0.7*0.2*SDS =← VALLOW =
CS20 Top Pier (ft) =
709 24 551
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
Material Material Wall Weight (psf)
1030 1030 709 551
Left Holdown Right Holdown
Window (ft) =
Location Location 10
Stem Stem 709 551
709 551
Position Position Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Left Holdown
Strap Force (#)
Max. Shear Panel
Force (plf)
Right Holdown
Strap Force (#)Bottom Pier (ft) =
Concrete Concrete
Name / Value (#) / D Name / Value (#) / D
Left Restraint
(#)
Right Restraint
(#)Left Pier (ft) =Window (ft) =Right Pier (ft) =
800 800
250 250 208 252 0
0.000 0.000 0 252 208
WOOD
252
Left Uplift from
Above (#)
Right Uplift from
Above (#)
0 0
Type of Shear
(Wall/Value (plf))
3
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==1154 #
1275 #
2.00 15.00 0.14 1275 #
→→→→
←←←←
Left Right
Window Window
→→→→
←←←←
→→→
←←←
D =0.076 in
PR
O
J
E
C
T
:
CL
I
E
N
T
:
PL
A
N
1
6
2
3
-
S
E
I
S
M
I
C
LG
I
H
O
M
E
S
3
→ VALLOW =
ATRIB. (ft) =Roof DL (psf) =0.7*0.2*SDS =← VALLOW =
Left Window
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))Left Header Strap
Force (#)
Right Header
Strap Force (#)
Left Header Strap
Force (#)
Right Header
Strap Force (#)NO STRAP NO STRAP Top Pier (ft)Top Pier (ft)
1.083 162 252 329 292 1.083
252 252 162 252 329
CS20 CS20 10
292
Right Window
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))Wall Weight (psf)
1030 1030
Left Holdown Right Holdown Window (ft) Window (ft)
Material Material 5.000 Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Left Sill Strap
Force (#)
292
Right Sill Strap
Force (#)
5.000
Location Location 162 252 329 292
Position Position
Left Holdown
Strap Force (#)
Shear Panel
Force (plf)
162 252 329
Right Holdown
Strap Force (#)Stem Stem Bottom Pier (ft)Bottom Pier (ft)
2.000 0 207
Name / Value (#) / D Name / Value (#) / D
0 2.000
Concrete Concrete 0 207 0
Right Window (ft)Right Pier (ft)
2.833 2.000 4.416 3.000 3.916
250 250
0.000 0.000
Left Restraint
(#)
Right Restraint
(#)
800 800
Left Uplift from
Above (#)
Right Uplift from
Above (#)
0 0
Left Pier (ft)Left Window (ft)Middle Pier (ft)
OF
BY
:
SH
E
E
T
:
Type of Shear
(Wall/Value (plf))
Stud Spacing
(inches o.c.)
3 24 LA
L2
4WOOD
252
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L25 OF
BY
LATERAL LOAD ANALYSIS: PERFORATED SHEAR WALLS (PSW) SDPWS 4.3.2.3
V ==2946 #
7.92 10.00 15.00 0.14 26754 94296
1 4.000 0 0
2 3.000
3 4.750
4 4.250 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0.710 4 322 3253 >=2946 OK
∑Afhs =145.280 ∑AO =∑bi =14.235
V ==#
1
2
3
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0
∑Afhs =∑AO =∑bi =
∑MOT = Vh ∑MR = [DLATRIB.+WWALLh][LTOT]2/2
Wall Length, LTOT (ft)Wall Height, h (ft)Stud Spacing (in)TDESIGN = [∑MOT-(0.6-0.7*0.2*SDS)∑MR]/[CO∑bi]-(0.6-0.7*0.2*SDS)WINT.WALL+T2nd FLOOR {EQN 4.3-8}
CLIENT:LGI HOMES
PROJECT:PLAN 1623- SEISMIC LA
1
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*0.2*
SDS
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
30.000 9.080 24 LEFT END RIGHT END
Full Height Wall
Segment, Li (ft)
Openings Adjusted
Segment, bi (ft)
WOOD/
CONC
TDESIGN
(#)HOLDOWN
STEM CONCRETE WINT.WALL
(#)STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)LOCATION POSITION
TDESIGN
(#)HOLDOWN
Height (ft)Width (ft)Area, AO (ft2)
T2nd FLOOR
(#)
4.500 3.000 13.500 3.524
6.833 6.000 40.998 1.982
WOOD/
CONC
5.000 5.000 25.000 4.750
3.979
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
∑MOT = Vh ∑MR = [DLATRIB.+WWALLh][LTOT]2/2
Wall Length, LTOT (ft)Wall Height, h (ft)Stud Spacing (in)TDESIGN = [∑MOT-(0.6-0.7*0.2*SDS)∑MR]/[CO∑bi]-(0.6-0.7*0.2*SDS)WINT.WALL+T2nd FLOOR {EQN 4.3-8}
79.498
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*0.2*
SDS
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
24 LEFT END RIGHT END
Full Height Wall
Segment, Li (ft)
Openings Adjusted
Segment, bi (ft)
WOOD/
CONC
TDESIGN
(#)HOLDOWN
STEM CONCRETE WINT.WALL
(#)STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)LOCATION POSITION
TDESIGN
(#)HOLDOWN
Height (ft)Width (ft)Area, AO (ft2)
T2nd FLOOR
(#)
WOOD/
CONC
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
V
(#)
DESIGN
CHECK
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd
FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm
SHEET L26 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2342 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 14.67 9.00 2x6 1.4E+06 2347 1.000 160 232 20.00 7.00 10.00 0.14 25205 28300
2
3
4
5
6
2347
1 800 81 800 81
2
3
4
5
6
V ==1522 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 5 24 4.33 9.08 2x6 1.4E+06 1525 0.988 352 430 2.00 10.00 15.00 0.14 14011 1134
2
3
4
5
6
1525
1 CONC EXT MIDWALL 6 CRKD 800 2596 F CONC EXT CORNER 6 CRKD 800 2596 F
2
3
4
5
6
LA
2
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1623- SEISMIC
0.136
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
3
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE
VTOTAL (#) =
0.454
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM WOOD/
CONC
LEFT END RIGHT END
CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book 2021
IRC1.xlsm
SHEET L27 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==697 #
698 #
1.000
9.000
10.000
D =0.457 in
CLIENT:LGI HOMES
PROJECT:PLAN 1623- SEISMIC LA
3
1
VALLOW =
Specific Gravity SG Reduction
0.430 0.93 Beam Height (ft) =
Number of Piers
Door Height (ft) =
Pier Height (ft) =
Left Pier (ft)
1.500
APA PORTAL FRAME PER TT-100H
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:28
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1623\00 - Engineering\Structural Calculations\PLAN 1623- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm