Calcs- Shelm Meadows- Plan 1843 HawthornLGI Homes - WA
12951 Bel Red Rd
Bellevue, Washington 98005
Shelm Meadows
Plan 1843 HAWTHORN
INDEX TO STRUCTURAL CALCULATIONS
Design Criteria SHEET 1
Vertical Analysis SHEETS 2-30
Lateral Analysis SHEETS L1-L31
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-FE25-001103
130733
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:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
ROOF FRAMING PLAN
DATE: SHEET OF
BY:
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
ROOF FRAMING PLAN
DATE: SHEET OF
BY:
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
BY:
UPPER FLOOR/LOWER ROOF
FLOOR FRAMING PLAN FRAMING PLAN
SHEET 5 OF
BY
CLIENT:
PROJECT:PLAN 1843- VERTICAL LA
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
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Support Condition Support Condition Support Condition Support Condition Support Condition
Gi
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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
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SHEET 6 OF
BY
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
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)
Fo
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Support Condition Support Condition Support Condition Support Condition Support Condition
Gi
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De
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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)
Max/Min
Reaction
R7 (lb)
Load Combo
Max/Min
Reaction
R8 (lb)
Post Height Post Height
Posts / Hanger Posts / Hanger Posts / Hanger Posts / Hanger
Support Size Support Size Support Size Support Size Support Size
Post Height Post Height
Support Material Type Support Material Type Support Material Type Support Material Type Support Material Type
Load Combo
Max/Min
Reaction
R9 (lb)
Load Combo
Max/Min
Reaction
R10 (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
R6 (lb)
Load Combo
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)
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)
Posts / Hanger Posts / Hanger Posts / Hanger
Fo
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Support Condition Support Condition Support Condition Support Condition Support Condition
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)
Post Height Post Height Post Height
Support Material Type Support Material Type Support Material Type Support Material Type Support Material Type
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Load Combo
Max/Min
Reaction
R3 (lb)
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Span 8
(ft)
Span 9
(ft)
Gi
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Max/Min
Reaction
R1 (lb)
Load Combo
Max/Min
Reaction
R2 (lb)
Post Height Post Height
Posts / Hanger Posts / Hanger
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft)
Total Length, L (ft)
Left
Right
Span 4
(ft)Girder Ply Requirements Based on Crushing
xstop (ft)
Span 1
(ft)
Span 2
(ft)
Span 3
(ft)
Cantilever Data Truss Type
Span 5
(ft)
Span 6
(ft)
Span 7
(ft)
CLIENT:
PROJECT:PLAN 1843- VERTICAL LA
Single Multi-Span Girder Key
Girder Loading
Point Loads Uniform Loads
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SHEET 7 OF
BY
D 60 60 0.000 14.000
S 100 100 0.000 14.000
0.6W -44 -44 0.000 14.000
1120 1120
-54 -54
D 60 60 0.000 8.000
S 100 100 0.000 8.000
0.6W -44 -44 0.000 8.000
D 45 45 0.000 3.000
S 75 75 0.000 3.000
0.6W -33 -33 0.000 3.000
D 420 4.000 105 105 5.000 8.000
S 700 4.000 175 175 5.000 8.000
0.6W -306 4.000 -77 -77 5.000 8.000
1650 1950
-80 -94
To Framing Below To HangerFo
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D
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(0) 2x6 POSTS
To Framing Below To Hanger
9.083
Hem-Fir Stud (2" to 4" wide)Gi
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De
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D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
0.6D + 0.6W 0.6D + 0.6W
5.5 Hanger
No 2x Roof 8.000No
Cantilever Data Truss Type Total Length (ft)
8.000
G2
To Hanger To Hanger
Hanger Hanger
Fo
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D
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To Hanger To Hanger
Gi
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De
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D + S D + S
0.6D + 0.6W 0.6D + 0.6W
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 14.000No
PROJECT:PLAN 1843- VERTICAL LA
G1
CLIENT:
14.000
14'
116 116
8'
814
203 203 116 116
320 320
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SHEET 8 OF
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D 15 15 0.000 30.000
S 25 25 0.000 30.000
0.6W -11 -11 0.000 30.000
D 60 60 0.000 5.000
S 100 100 0.000 5.000
0.6W -44 -44 0.000 5.000
D 731 6.000 15 15 7.000 19.000
S 1219 6.000 25 25 7.000 19.000
0.6W -533 6.000 -11 -11 7.000 19.000
D 731 20.000 60 60 21.000 30.000
S 1219 20.000 100 100 21.000 30.000
0.6W -533 20.000 -44 -44 21.000 30.000
4031 3789
-198 -187
Fo
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Gi
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770 770
NOT REQ'D NOT REQ'D
18 18
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Conventional Conventional
Edge Edge
2500 2500
14 14
(1) 2x6 POSTS (1) 2x6 POSTS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
5.5 5.5
Gi
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D + S D + S
0.6D + 0.6W 0.6D + 0.6W
9.083 9.083
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 30.000No
G3
30.000
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
30'
1417 1417
145 145
29 29 58 58 29 29
145 145
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SHEET 9 OF
BY
Left Support Right Support
Rleft (#)Rright (#)
Vd Mmax
fb F'b
CD fv F'v
CL Δactual Δmax
CF/CV
Cr Use:
191 191
90 0.000 4.250 165 203 5.5 5.5
398 1459 7.000 7.000
1.15 24 173 8.083 8.083 N/A N/A N/A N/A
0.995 0.047 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
281 281
90 0.000 6.250 240 439 5.5 5.5
349 1256 7.000 7.000
1.15 22 173 8.083 8.083 N/A N/A N/A N/A
0.988 0.057 0.250 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
1056 1056
650 0.000 3.250 758 858 5.5 5.5
681 1263 8.000 8.000
1.15 69 173 9.083 9.083 N/A N/A N/A N/A
0.994 0.030 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
Select Support Select Support
Use:
Select Support Select Support
Use:
Select Support Select Support
Use:
PROJECT:PLAN 1843- VERTICAL LA
Beam / Header Design and Loading
CLIENT:
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 6.250 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
6.250
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x6 To Framing Below To Framing Below
3.250
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x8 To Framing Below To Framing Below
Select Material
Select Material
Select Material
Select Material
Select Material
Select Material
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SHEET 10 OF
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D 30 0.667 230 230 0.667 3.833
L 98 0.667 613 613 0.667 3.833
D 130 130 0.000 0.667
L 347 347 0.000 0.667
1499 1617
404 440
D 112 112 0.000 3.167
L 150 150 0.000 3.167
415 415
178 178
PROJECT:PLAN 1843- VERTICAL LA
FG1
CLIENT:
3.833
Cantilever Data Truss Type Total Length (ft)
No 4x Floor 3.833No
Gi
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D + L D + L
D D
Hanger Hanger
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To Hanger To Hanger
To Hanger To Hanger
3.167
FG2
No 4x Floor 3.167No
Cantilever Data Truss Type Total Length (ft)
Gi
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De
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D + L D + L
D D
Hanger Hanger
To Hanger To Hanger
To Hanger To HangerFo
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3.167'
262 262
3.833'
128
477477 843 843
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SHEET 11 OF
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D 178 7.500 30 30 0.000 7.500
L 238 7.500 80 80 0.000 7.500
D 15 15 7.500 18.958
L 40 40 7.500 18.958
483 1259 128
141 404 30
D 95 95 0.000 2.500
L 40 40 0.000 2.500
D 45 45 0.000 2.500
S 75 75 0.000 2.500
354 212
219 131
PROJECT:PLAN 1843- VERTICAL LA
FG3
CLIENT:
9.625
9.333 Cantilever Data Truss Type Total Length (ft)
No 4x Floor 18.958No
Gi
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D + L D + L D + L
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
D D D
3.125 3.5 5.5
Fo
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To Framing Below Conventional To Framing Below
9.083 9.083
Edge
To Framing Below (0) 2x4 POSTS (0) 2x6 POSTS
14
2500
18
200
To Framing Below NO FTG REQ'D To Framing Below
0.500
FG4
Yes 4x Floor 2.500No
2.000 Cantilever Data Truss Type Total Length (ft)
Gi
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D + 0.75(L + S)D + 0.75(L + S)
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
D D
3.125 3.125
To Framing Below To Framing Below
To Framing Below To Framing Below
To Framing Below To Framing BelowFo
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9.625'9.333'
415
110 110
55 55
0.5'2'
255 255
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SHEET 12 OF
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D 30 30 0.000 2.667
L 80 80 0.000 2.667
D 228 0.000
S 113 0.000
532 60
329 -48
D 404 0.500 30 30 0.000 17.625
L 1094 0.500 80 80 0.000 17.625
2425 1012
657 276
PROJECT:PLAN 1843- VERTICAL LA
FG5
CLIENT:
0.500
2.167 Cantilever Data Truss Type Total Length (ft)
Yes 4x Floor 2.667No
Gi
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De
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D + 0.75(L + S)D + L
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
D D + S
3.125 3.125
Fo
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S
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D
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To Framing Below To Framing Below
To Framing Below To Framing Below
To Framing Below To Framing Below
17.625
FG6
No 4x Floor 17.625No
Cantilever Data Truss Type Total Length (ft)
Gi
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De
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D + L D + L
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
D D
3.5 3.5
9.083 9.083
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(2) 2x4 POSTS (0) 2x4 POSTS
To Framing Below To Framing Below
To Framing Below To Framing BelowFo
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0.5'2.167'
340
110 110
17.625'
1499
110 110
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SHEET 13 OF
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D 95 95 0.000 2.500
L 40 40 0.000 2.500
D 75 75 0.000 2.500
S 125 125 0.000 2.500
461 277
266 159
D 30 30 0.000 2.667
L 80 80 0.000 2.667
D 280 0.000
S 200 0.000
677 48
394 -80
PROJECT:PLAN 1843- VERTICAL LA
FG7
CLIENT:
0.500
2.000 Cantilever Data Truss Type Total Length (ft)
Yes 4x Floor 2.500No
Gi
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De
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D + S D + S
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
D D
3.125 3.125
Fo
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d
a
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S
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D
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To Framing Below To Framing Below
To Framing Below To Framing Below
To Framing Below To Framing Below
0.500
FG8
Yes 4x Floor 2.667No
2.167 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 + 0.75(L + S)D + L
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
D D + S
3.125 3.125
To Framing Below To Framing Below
To Framing Below To Framing Below
To Framing Below To Framing BelowFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
0.5'2'
335 335
0.5'2.167'
480
110 110
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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
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)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 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
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
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
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
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
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft)
Header/Beam Loading Unbraced
Lengths
CLIENT:
PROJECT:PLAN 1843- VERTICAL LA
Multi-Span Header / Beam Key
Allowable
StressPoint Loads Uniform Loads Deflection Data Results Load Combo Actual
Stress
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\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\1843 HAWTHORN- Vertical Book.xlsm
SHEET 15 OF
BY
D 155 155 0.000 3.250 240
S 125 125 0.000 3.250 360
Factors
D 162 162 0.000 3.250 No
L 367 367 0.000 3.250 1.000
D 15 15 0.000 3.250 No
S 25 25 0.000 3.250 MC<=19%
T<=100 -0.034
0.996 0.000
1.000 No -0.018
1.000 No 0.000
1.000
1175 1175
544 544
D 49 49 0.000 6.000 240
S 81 81 0.000 6.000 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.072
0.992 0.000
1.000 No -0.044
1.000 No 0.000
1.000
399 399
156 156
699
6" DIA. x 8" DEEP NO REBAR NOT REQ'D
18
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing Conventional
Edge
2500 2500
14
Doug-Fir #2 (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
4x4 POSTS (1) 2x6 POSTS
9
3.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x8
9
Scarf Cut Data
S 6.000
D + S
173
1260
No Deflections
No
0 D 0 994
B2
6.000
Cantilever Data 599 D + S 475
1.000 338 D + S 31
699 699
NOT REQ'D NOT REQ'D
18 18
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
(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
Hem-Fir #2 Common Sizes 2-2x6
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 + 0.75(L + S)
D D
9.083 9.083
D + 0.75(L + S)
5.5 5.5
927 D + L 735
No Deflections
3.250
Scarf Cut Data
0.75(L + S)3.250
B1 1.000 819 D + L 74 150
1100
No
0 D 0 994
Cantilever Data
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
6'
130 130
3.25'
849 849
Printed by larissa.anaya on 02/06/2025 at 14:45
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\1843 HAWTHORN- Vertical Book.xlsm
SHEET 16 OF
BY
D 110 110 0.000 5.250 240
S 50 50 0.000 5.250 360
Factors
D 160 160 0.000 5.250 No
L 360 360 0.000 5.250 1.000
No
MC<=19%
T<=100 -0.042
0.987 0.000
1.000 No -0.024
1.000 No 0.000
1.000
1667 1667
722 722
D 110 110 0.000 6.250 240
S 50 50 0.000 6.250 360
Factors
D 160 160 0.000 6.250 No
L 360 360 0.000 6.250 1.000
No
MC<=19%
T<=100 -0.085
0.985 0.000
1.000 No -0.048
1.000 No 0.000
1.000
1985 1985
860 860
658 658
NOT REQ'D NOT REQ'D
18 18
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
(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
8
9.083 9.083
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
Select Material
8
Scarf Cut Data
L 6.250
D + L
150
921
No Deflections
No
0 D 0 842
B4
6.250
Cantilever Data 3101 D + L 870
1.000 1509 D + L 82
658 658
NOT REQ'D NOT REQ'D
18 18
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
(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
Hem-Fir #2 Common Sizes 2-2x10
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
D + L
5.5 5.5
2188 D + L 614
No Deflections
5.250
Scarf Cut Data
L 5.250
B3 1.000 1191 D + L 64 150
923
No
0 D 0 842
Cantilever Data
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
5.25'
680 680
6.25'
680 680
Printed by larissa.anaya on 02/06/2025 at 14:45
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SHEET 17 OF
BY
D 338 338 0.000 2.917 240
L 900 900 0.000 2.917 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.016
0.994 0.000
1.000 No -0.012
1.000 No 0.000
1.000
1812 1812
499 499
D 110 110 0.000 6.000 1.000 240
S 50 50 0.000 6.000 360
Factors
D 139 139 0.000 20.000 No
L 370 370 0.000 20.000 1.000
D 15 15 0.000 5.000 No
S 25 25 0.000 5.000 MC<=19%
D 131 6.000 -22 -22 7.000 20.000 T<=100 -0.839
L 38 6.000 82 82 7.000 20.000 1.000 0.000
S 70 6.000 -26 -26 7.000 20.000 1.000 No -0.600
0.983 No 0.000
D 690 20.000 1.000
L 434 20.000
S 394 20.000
6255 7066
2182 2201
770 658
NOT REQ'D NOT REQ'D
18 18
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
10
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
10
Scarf Cut Data
L 20.000
D + L
265
2359
No Deflections
No
0 D 0 1665
B6
20.000
Cantilever Data 30129 D + L 1881
1.000 5444 D + L 106
1301 1301
NOT REQ'D NOT REQ'D
18 18
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
(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
Hem-Fir #2 Common Sizes 2-2x8
Hem-Fir #2 (2" to 4" wide)2x10
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
D + L
5.5 5.5
1321 D + L 603
No Deflections
2.917
Scarf Cut Data
L 2.917
B5 1.000 1087 D + L 75 150
1014
No
0 D 0 918
Cantilever Data
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
2.917'
1238 1238
20'
239 1518
709 709 669669 509509 543 543
Printed by larissa.anaya on 02/06/2025 at 14:45
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\1843 HAWTHORN- Vertical Book.xlsm
SHEET 18 OF
BY
D 155 155 0.000 6.000 1.000 240
S 125 125 0.000 6.000 360
Factors
D 139 139 0.000 20.000 No
L 370 370 0.000 20.000 1.000
D 15 15 0.000 5.000 No
S 25 25 0.000 5.000 MC<=19%
D 159 6.000 -34 -34 7.000 20.000 T<=100 -0.842
L 38 6.000 82 82 7.000 20.000 1.000 0.000
S 117 6.000 -46 -46 7.000 20.000 1.000 No -0.600
0.983 No 0.000
D 690 20.000 1.000
L 434 20.000
S 394 20.000
6453 7010
2380 2145
D 30 30 0.000 3.125 1.000 240
S 50 50 0.000 3.125 360
Factors
D 266 4.125 394 394 5.125 16.250 No
L 63 4.125 131 131 5.125 16.250 1.000
S 195 4.125 246 246 5.125 16.250 No
MC<=19%
D 20 20 0.000 16.250 T<=100 -0.589
0.995 0.000
1.000 No -0.234
1.000 No 0.000
1.000
3355 5333
2029 3204
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
B6.1 1.000 5589 D + L 109 265
2359
No
0 D 0 1665
Cantilever Data 30164 D + L 1883
No Deflections
20.000
Scarf Cut Data
L 20.000
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
10 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
770 658
NOT REQ'D NOT REQ'D
B7.1
16.250
Cantilever Data 20120 D + 0.75(L + S)2060
1.000 4479 D + 0.75(L + S)143 305
2746
No Deflections
No
0 D 0 1665
Scarf Cut Data
0.75(L + S)16.250
D + 0.75(L + S)
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 + 0.75(L + S)D + 0.75(L + S)
D D
Glu-Lam (24F-1.8E)3 1/8 x 15 GLB
Select Material
10 10
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 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
9 9
200 699
NOT REQ'D NOT REQ'D
20'
314 1518
829 829 789789 509509 511 511
16.25'
523
100 100 20 20
791 791
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SHEET 19 OF
BY
D 30 30 0.000 3.125 1.000 240
S 50 50 0.000 3.125 360
Factors
D 219 4.125 329 329 5.125 16.250 No
L 63 4.125 131 131 5.125 16.250 1.000
S 117 4.125 138 138 5.125 16.250 No
MC<=19%
D 20 20 0.000 16.250 T<=100 -0.469
0.995 0.000
1.000 No -0.168
1.000 No 0.000
1.000
2720 4238
1746 2717
D 155 155 0.000 5.250 240
S 125 125 0.000 5.250 360
Factors
D 141 3.166 56 56 0.000 2.166 No
L 342 3.166 150 150 0.000 2.166 1.000
D 135 135 4.166 5.250 No
L 360 360 4.166 5.250 MC<=19%
D 40 40 0.000 5.250 T<=100 -0.073
S 25 25 0.000 5.250 0.991 0.000
1.000 No -0.035
1.000 No 0.000
1.000
1311 1527
690 764
699
To Framing Below NOT REQ'D
18
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
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 POSTS (1) 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 + 0.75(L + S)D + 0.75(L + S)
D D
Hem-Fir #2 Common Sizes 2-2x8
Select Material
9
Scarf Cut Data
0.75(L + S)5.250
D + 0.75(L + S)
173
1011
No Deflections
No
0 D 0 918
B8
5.250
Cantilever Data 1631 D + L 745
1.000 1012 D + 0.75(L + S)70
200 699
NOT REQ'D NOT REQ'D
9 9
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)
(1) 2x6 POSTS (1) 2x6 POSTS
Glu-Lam (24F-1.8E)3 1/8 x 15 GLB
Select Material
10 10
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
16013 D + 0.75(L + S)1640
No Deflections
16.250
Scarf Cut Data
0.75(L + S)16.250
B7 1.000 3099 D + L 99 265
2746
No
0 D 0 1665
Cantilever Data
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
16.25'
398
100 100 20 20
619 619
5.25'
483
551 551 345 345
840840
Printed by larissa.anaya on 02/06/2025 at 14:45
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\1843 HAWTHORN- Vertical Book.xlsm
SHEET 20 OF
BY
D 320 320 0.000 2.250 240
S 400 400 0.000 2.250 360
Factors
D 40 40 0.000 2.250 No
L 40 40 0.000 2.250 1.000
No
MC<=19%
T<=100 -0.032
0.998 0.000
1.000 No -0.017
1.000 No 0.000
1.000
857 857
407 407
D 338 338 0.000 5.250 240
L 900 900 0.000 5.250 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.058
0.993 0.000
1.000 No -0.042
1.000 No 0.000
1.000
3268 3268
905 905
To Framing Below 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 Framing Below To Framing Below
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 POSTS (1) 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
Doug-Fir #2 (2" to 4" wide)4x10
Select Material
9
Scarf Cut Data
L 5.250
D + L
180
1072
No Deflections
No
0 D 0 972
B10
5.250
Cantilever Data 4289 D + L 1031
1.000 2334 D + L 108
770 770
NOT REQ'D NOT REQ'D
18 18
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
(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
Hem-Fir #2 Common Sizes 2-2x4
Hem-Fir #2 (2" to 4" wide)2x6
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
9.083 9.083
D + S
5.5 5.5
482 D + S 945
No Deflections
2.250
Scarf Cut Data
S 2.250
B9 1.000 635 D + S 91 173
1463
No
0 D 0 1148
Cantilever Data
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
2.25'
800 800
5.25'
1238 1238
Printed by larissa.anaya on 02/06/2025 at 14:45
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SHEET 21 OF
BY
D 24 24 0.000 29.750 1.000 240
L 64 64 0.000 29.750 360
Factors
Yes
1.150
No
MC<=19%
T<=100 -0.079
0.991 0.000
0.907 No -0.056
1.000 No 0.000
1.000
357 991 991 357
105 291 291 105
D 404 6.250 24 24 0.000 10.250 1.000 240
L 855 6.250 64 64 0.000 10.250 360
Factors
No
1.150
No
MC<=19%
T<=100 -0.180
0.999 0.000
1.000 No -0.122
1.000 No 0.000
1.000
982 1258
320 409
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
J1 1.000 465 D + L 50 150
1065
No
-894 D + L 501 976
Cantilever Data 703 D + L 394
10.000 No Deflections
9.875
9.875
Scarf Cut Data
L 29.750
D + L
D
5.125 3.125 3.125 5.125
Hem-Fir #2 (2" to 4" wide)2x10
Select Material
He
a
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B
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p
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De
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D + L D + L D + L D + L
D D D
To Framing Below To Framing Below To Framing Below To Framing Below
Fo
u
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d
a
t
i
o
n
S
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p
p
o
r
t
D
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s
i
g
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To Framing Below To Framing Below To Framing Below To Framing Below
To Framing Below To Framing Below To Framing Below To Framing Below
J2
10.250
Cantilever Data 4268 D + L 798
1.000 1185 D + L 43 150
1074
No Deflections
No
0 D 0 968
Scarf Cut Data
L 10.250
D + L
5.125 5.125
He
a
d
e
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/
B
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p
o
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De
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D + L D + L
D D
Hem-Fir #2 (2" to 4" wide)3-2x10
Select Material
To Framing Below To Framing Below
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
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To Framing Below To Framing Below
To Framing Below To Framing Below
9.875'10'9.875'
88 88
10.25'
1259
88 88
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SHEET 22 OF
BY
D 56 56 0.000 2.833 240
L 150 150 0.000 2.833 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.002
0.963 0.000
1.000 No -0.002
1.000 No 0.000
1.000
295 295
83 83
D 11 11 0.000 2.833 1.000 240
L 30 30 0.000 2.833 360
Factors
No
1.000
No
MC<=19%
T<=100 0.000
0.991 0.000
1.000 No 0.000
1.000 No 0.000
1.000
62 62
19 19
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
J3 1.000 135 D + L 15 150
901
No
0 D 0 842
Cantilever Data 209 D + L 117
No Deflections
2.833
Scarf Cut Data
L 2.833
D + L
Hanger Hanger
Hem-Fir #2 (2" to 4" wide)2x10
Select Material
He
a
d
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/
B
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a
m
S
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p
p
o
r
t
De
s
i
g
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D + L D + L
D D
Fo
u
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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
J4
2.833
Cantilever Data 44 D + L 25
1.000 28 D + L 3 150
926
No Deflections
No
0 D 0 842
Scarf Cut Data
L 2.833
D + L
Hanger Hanger
He
a
d
e
r
/
B
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a
m
S
u
p
p
o
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t
De
s
i
g
n
D + L D + L
D D
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
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To Hanger To Hanger
To Hanger To Hanger
2.833'
206 206
2.833'
41 41
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SHEET 23 OF
BY
D 19 1.250 1.000 240
L 42 1.250 360
D 83 2.750 Factors
L 212 2.750 No
D 905 4.333 1.150
L 2363 4.333 No
D 905 9.500 MC<=19%
L 2363 9.500 T<=100 -0.028
0.999 0.000
D 24 24 0.000 10.499 0.995 No -0.020
L 64 64 0.000 10.499 1.000 No 0.000
1.000
34 5057 2805
18 1438 790
D 19 1.250 1.000 240
L 42 1.250 360
D 83 2.750 Factors
L 212 2.750 Yes
1.150
D 24 24 0.000 10.250 No
L 64 64 0.000 10.250 MC<=19%
T<=100 -0.247
0.991 0.000
1.000 No -0.175
1.000 No 0.000
1.000
734 551
214 161
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
J5 1.000 2737 D + L 99 150
1074
No
-1408 D + L 263 1070
Cantilever Data 2754 D + L 515
6.166 No Deflections
4.333
Scarf Cut Data
L 10.499
D + L
5.125 3.5 5.125
Hem-Fir #2 (2" to 4" wide)3-2x10
Select Material
4
He
a
d
e
r
/
B
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a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L
D D D
To Framing Below To Framing Below
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
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n
To Framing Below Isolated Footing To Framing Below
2500
To Framing Below 20" DIA. x 9" DEEP NO
REBAR To Framing Below
J6
10.250
Cantilever Data 1675 D + L 940
1.000 664 D + L 72 150
1065
No Deflections
No
0 D 0 968
Scarf Cut Data
L 10.250
D + L
5.125 5.125
He
a
d
e
r
/
B
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a
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S
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p
p
o
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t
De
s
i
g
n
D + L D + L
D D
Hem-Fir #2 (2" to 4" wide)2x10
Select Material
To Framing Below To Framing Below
Fo
u
n
d
a
t
i
o
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S
u
p
p
o
r
t
D
e
s
i
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To Framing Below To Framing Below
To Framing Below To Framing Below
4.333'6.166'
62 295 3268 3268
88 88
10.25'
62 295
88 88
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SHEET 24 OF
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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
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
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D
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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)
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 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
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
R9 (lb)
Load Combo
Max/Min
Reaction
R10 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
He
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Max/Min
Reaction
R6 (lb)
Load Combo
Max/Min
Reaction
R7 (lb)
Load Combo
Max/Min
Reaction
R8 (lb)
Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height
Support Material Type Support Material Type Support Material Type
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
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)
Support Location
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Fo
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d
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D
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Support Condition Support Condition Support Condition Support Condition Support Condition
Support Location Support Location Support Location Support Location
Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)
Support Width (in)Support Width (in)Support Width (in)
Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger
King Studs King Studs King Studs King Studs King Studs
Support Material Type Support Material Type Support Material Type Support Material Type Support Material Type
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height
Span 5
(ft)
Span 6
(ft)
Span 7
(ft)
Span 8
(ft)
Max/Min
Reaction
R3 (lb)
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Span 9
(ft)
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Max/Min
Reaction
R1 (lb)
Load Combo
Max/Min
Reaction
R2 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger
King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height
Scarf Cut Data DTL
DLL
DLL
Span 4
(ft)Material Type Member Size
Total Length, L (ft)
Allowable
StressPoint Loads Uniform Loads
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft)
Header/Beam Loading Unbraced
Lengths Deflection Data Results Load Combo Actual
Stress
Span 1
(ft)
NDS
Factors
Cantilever Data M+max
(lb-ft)M+fb+ (psi)
Left
Span 3
(ft)
CLIENT:
PROJECT:PLAN 1843- VERTICAL LA
Single Multi-Span Header / Beam Key
F'v (psi)
F'b+ (psi)
fb- (psi)F'b- (psi)
DTL Limit M-max
(lb-ft)M-
xstop (ft)
DL Creep
Factor
Vmax
(lb)V fv (psi)
Span 2
(ft)
Right DLL Limit Deflections
DTL
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SHEET 25 OF
BY
D 188 188 0.000 16.666 1.000 240
L 500 500 0.000 16.666 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.023
0.999 0.013
0.996 No -0.017
1.000 No 0.010
1.000
3237 5107 3237
908 1432 908
Fo
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D
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Fo
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D
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16" DIA. x 8" DEEP NO
REBAR
20" DIA. x 9" DEEP NO
REBAR
16" DIA. x 8" DEEP NO
REBAR
0 0 0
2500 2500 2500
Isolated Footing Isolated Footing Isolated Footing
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
3.5 3.5 3.5
4 4 4
He
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D + L D + L D + L
D D D
4x4 POSTS 4x4 POSTS 4x4 POSTS
Scarf Cut Data D + L
L 16.666L
1.833 Doug-Fir #2 (2" to 4" wide)4x10
Select Material
742 1076
6.500 Yes 180 Deflections
D + L
6.500
1.833
Cantilever Data 1606 D + L 386 1079
Yes 120
-3086 D + L
C1 1.000 1989 D + L 92 180
PROJECT:PLAN 1843- VERTICAL LA
CLIENT:
1.833'6.5'6.5'1.833'
688 688
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SHEET 26 OF
BY
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D 41 D 0.90 41 232 0 232
L D + L 1.00 41 258 0 258
Lr D + Lr 1.25 41 323 0 323
S 69 D + S 1.15 110 297 0 297
R D + R 1.25 41 323 0 323
0.6W D + 0.75L + 0.75Lr 1.25 41 323 0 323
E D + 0.75L + 0.75S 1.15 93 297 0 297
D + 0.75L + 0.75R 1.25 41 323 0 323
2x8 D + 0.6W 1.60 41 413 0 413
SPF/HF D + 0.7E 1.60 41 413 0 413
3 D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 41 413 0 413
.131 x 3"D + 0.75(0.6W) + 0.75L + 0.75S 1.60 93 413 0 413
Normal D + 0.75(0.6W) + 0.75L + 0.75R 1.60 41 413 0 413
2 D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 41 413 0 413
24 in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 93 413 0 413
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 41 413 0 413
in.
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D D 0.90 0 0 0 0
L D + L 1.00 0 0 0 0
Lr D + Lr 1.25 0 0 0 0
S D + S 1.15 0 0 0 0
R D + R 1.25 0 0 0 0
0.6W D + 0.75L + 0.75Lr 1.25 0 0 0 0
E D + 0.75L + 0.75S 1.15 0 0 0 0
D + 0.75L + 0.75R 1.25 0 0 0 0
D + 0.6W 1.60 0 0 0 0
D + 0.7E 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75S 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75R 1.60 0 0 0 0
D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 0 0 0 0
in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 0 0 0 0
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 0 0 0 0
in.
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D D 0.90 0 0 0 0
L D + L 1.00 0 0 0 0
Lr D + Lr 1.25 0 0 0 0
S D + S 1.15 0 0 0 0
R D + R 1.25 0 0 0 0
0.6W D + 0.75L + 0.75Lr 1.25 0 0 0 0
E D + 0.75L + 0.75S 1.15 0 0 0 0
D + 0.75L + 0.75R 1.25 0 0 0 0
D + 0.6W 1.60 0 0 0 0
D + 0.7E 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75S 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75R 1.60 0 0 0 0
D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 0 0 0 0
in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 0 0 0 0
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 0 0 0 0
in.
Conn Placement:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
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:
Load
Type
Conn Placement:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
Load
Type w (plf)
Ledger Size:
Ledger Material:
No. of Connectors:
Type of Connector:
CLIENT:
PROJECT:PLAN 1843- VERTICAL LA
L1 Load
Type w (plf)
Conn Placement:
Ledger Size:
Ledger Material:
No. of Connectors:
Type of Connector:
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SHEET 27 OF
BY
S1 2
3.00 180 YES
1.50 0.7 NO
ROOF
TYPE:15.00 8.08
2.00 12.00
1.00 25.00
2.00
10.91
FLOOR
TYPE:15.00 9.08
18.00 40.00 12.00
TARGET
WALL
9.00
17.42 9.08 SPECIES TITLE
8.98 12.00 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
0.90 196.82 " o.c.
1.00 99.40 " o.c.
1.25 245.82 " o.c.
1.15 201.60 " o.c.
1.25 245.82 " o.c.
1.25 132.64 " o.c.
1.15 118.40 " o.c.
1.25 132.64 " o.c.
1.60 84.24 " o.c.
1.60 117.12 " o.c.
1.60 75.00 " o.c.
1.60 72.36 " o.c.
1.60 75.00 " o.c.
1.60 92.28 " o.c.
1.60 88.44 " o.c.
1.60 92.28 " o.c.
1.60 59.77 " o.c.GOVERNS
1.00 " o.c.
24 " o.c.
1 Per Table IBC 1604.3 footnote f, for ASD the wind load for deflection shall be taken as 0.42 times the C&C loading. The 0.42 factor is a conversion from Ultimate loads to service loads (0.6W) and then further
multiplied by 0.7 to adjust for the 10 year mean return interval. Therefore, 0.6 * 0.7 = 0.42
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
1200000 20.797
ASCE7 LOAD COMBINATIONS
C & C LOADING
BENDING (NDS Section 3.3)
Le = 9.08ft - (3.00in + 1.50in)(1ft/12in) = 8.71ft
M = 330.01#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(330.01#-ft)/7.56in^3 = 523.65psi
DEFLECTION (NDS Section 3.5.1)
DELTA = 0.10in
BENDING AND DEFLECTION CAPACITY CHECK
523.65psi/1242.00psi = 0.422 < 1.000 O.K.
0.10in < 0.58in O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C.
D
D + L
D + LR
D + S
0.6C&C1
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
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
SIMPLE
MAIN SPAN L WEIGHT (PSF)
TOTAL TRIB.
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
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 C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
CLIENT:
PROJECT:PLAN 1843- VERTICAL LA
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
Printed by larissa.anaya on 02/06/2025 at 14:45
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SHEET 28 OF
BY
S2 2
3.00 180 YES
1.50 0.7 NO
ROOF
TYPE:15.00 8.08
30.00 12.00
1.00 25.00
16.00
9.79
FLOOR
TYPE:15.00 9.08
2.00 40.00 12.00
TARGET
WALL
1.00
17.42 9.08 SPECIES TITLE
10.93 12.00 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
0.90 153.24 " o.c.
1.00 150.61 " o.c.
1.25 191.38 " o.c.
1.15 91.61 " o.c.
1.25 191.38 " o.c.
1.25 178.23 " o.c.
1.15 100.31 " o.c.
1.25 178.23 " o.c.
1.60 76.20 " o.c.
1.60 103.20 " o.c.
1.60 87.24 " o.c.
1.60 65.52 " o.c.
1.60 87.24 " o.c.
1.60 111.72 " o.c.
1.60 78.72 " o.c.
1.60 111.72 " o.c.
1.60 59.77 " o.c.GOVERNS
1.00 " o.c.
24 " o.c.
1 Per Table IBC 1604.3 footnote f, for ASD the wind load for deflection shall be taken as 0.42 times the C&C loading. The 0.42 factor is a conversion from Ultimate loads to service loads (0.6W) and then further
multiplied by 0.7 to adjust for the 10 year mean return interval. Therefore, 0.6 * 0.7 = 0.42
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
1200000 20.797
ASCE7 LOAD COMBINATIONS
C & C LOADING
BENDING (NDS Section 3.3)
Le = 9.08ft - (3.00in + 1.50in)(1ft/12in) = 8.71ft
M = 330.01#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(330.01#-ft)/7.56in^3 = 523.65psi
DEFLECTION (NDS Section 3.5.1)
DELTA = 0.10in
BENDING AND DEFLECTION CAPACITY CHECK
523.65psi/1242.00psi = 0.422 < 1.000 O.K.
0.10in < 0.58in O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C.
D
D + L
D + LR
D + S
0.6C&C1
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
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
SIMPLE
MAIN SPAN L WEIGHT (PSF)
TOTAL TRIB.
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
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 C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
CLIENT:
PROJECT:PLAN 1843- VERTICAL LA
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
Printed by larissa.anaya on 02/06/2025 at 14:45
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SHEET 29 OF
BY
S3 2
3.00 180 YES
1.50 0.7 NO
ROOF
TYPE:15.00 8.08
30.00 12.00
1.00 25.00
16.00
9.79
FLOOR
TYPE:15.00 12.00
2.00 40.00 12.00
TARGET
WALL
1.00
17.42 12.00 SPECIES TITLE
10.93 12.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
11.63 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)
CD
0.90 117.41 " o.c.
1.00 112.27 " o.c.
1.25 132.72 " o.c.
1.15 66.54 " o.c.
1.25 132.72 " o.c.
1.25 123.95 " o.c.
1.15 72.71 " o.c.
1.25 123.95 " o.c.
1.60 42.72 " o.c.
1.60 59.28 " o.c.
1.60 49.32 " o.c.
1.60 37.92 " o.c.
1.60 49.32 " o.c.
1.60 64.92 " o.c.
1.60 46.80 " o.c.
1.60 64.92 " o.c.
1.60 33.51 " o.c.GOVERNS
1.00 " o.c.
24 " o.c.
1 Per Table IBC 1604.3 footnote f, for ASD the wind load for deflection shall be taken as 0.42 times the C&C loading. The 0.42 factor is a conversion from Ultimate loads to service loads (0.6W) and then further
multiplied by 0.7 to adjust for the 10 year mean return interval. Therefore, 0.6 * 0.7 = 0.42
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
1200000 20.797
ASCE7 LOAD COMBINATIONS
C & C LOADING
BENDING (NDS Section 3.3)
Le = 12.00ft - (3.00in + 1.50in)(1ft/12in) = 11.63ft
M = 588.54#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(588.54#-ft)/7.56in^3 = 933.88psi
DEFLECTION (NDS Section 3.5.1)
DELTA = 0.31in
BENDING AND DEFLECTION CAPACITY CHECK
933.88psi/1242.00psi = 0.752 < 1.000 O.K.
0.31in < 0.78in O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C.
D
D + L
D + LR
D + S
0.6C&C1
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
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
SIMPLE
MAIN SPAN L WEIGHT (PSF)
TOTAL TRIB.
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
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 C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
CLIENT:
PROJECT:PLAN 1843- VERTICAL LA
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
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SHEET 30 OF
BY
S4 2
3.00 180 YES
1.50 0.7 NO
ROOF
TYPE:
FLOOR
TYPE:15.00 9.08
18.50 40.00 7.00
18.00 TARGET
WALL
22.82
9.08 SPECIES TITLE
7.00 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
0.90 166.52 " o.c.
1.00 52.26 " o.c.GOVERNS
1.25 207.97 " o.c.
1.15 197.52 " o.c.
1.25 207.97 " o.c.
1.25 73.49 " o.c.
1.15 69.79 " o.c.
1.25 73.49 " o.c.
1.60 237.01 " o.c.
1.60 107.76 " o.c.
1.60 83.75 " o.c.
1.60 83.75 " o.c.
1.60 83.75 " o.c.
1.60 60.00 " o.c.
1.60 60.00 " o.c.
1.60 60.00 " o.c.
1.60 1200.00 " o.c.
1.00 " o.c.
24 " o.c.
1 Per Table IBC 1604.3 footnote f, for ASD the wind load for deflection shall be taken as 0.42 times the C&C loading. The 0.42 factor is a conversion from Ultimate loads to service loads (0.6W) and then further
multiplied by 0.7 to adjust for the 10 year mean return interval. Therefore, 0.6 * 0.7 = 0.42
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
1200000 20.797
ASCE7 LOAD COMBINATIONS
AXIAL (NDS Section 3.7)
Emin = 440000 Le/d = 17.41 <= 50 c = 0.80
Fce = 0.822Emin'/(Le/d)^2 = 0.822(440000psi)/17.41^2 = 1193.24psi
F*c = Fc(Cd)(Cfc) = 800(1.00)(1.00) = 800.00psi
Fce/F*c = 1193.24psi/800.00psi = 1.49
A1 = (1 + Fce/F*c)/2c = 2.49/1.60 = 1.56
A2 = (Fce/F*c)/c = 1.49/0.80 = 1.86
Cp = A1-[A1^2-A2]^0.5 = 1.56-[2.42-1.86]^0.5 = 0.81
F'c = F*c(Cp) = 800.00psi(0.81) = 646.85psi
P = 1286.66plf*2.00ft = 2573.31#
fc = P/A = 2573.31#/8.25in^2 = 311.92psi
COMPRESSION CAPACITY CHECK
311.92psi < 646.85psi O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C.
D
D + L
D + LR
D + S
0.6C&C1
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
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
CONTINUOUS
LONG SPAN L WEIGHT (PSF)
SHORT SPAN
TOTAL TRIB.
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
CONTINUOUS D HEIGHT (FT)
0.6*WUPLIFT
LR WEIGHT (PSF)
S
TOTAL TRIB.R
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
D HEIGHT (FT)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE YES ROOF ASSEMBLY TYPE C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
CLIENT:
PROJECT:PLAN 1843- VERTICAL LA
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
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CLIENT:
PROJECT:
BRACED/SHEAR WALL PLAN
FELTENGROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
BY:
UPPER FLOOR
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):36.000 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
Topographic Factor (Kzt):
Ground Elevation Factor (ft) (Ke):
ASD Load Combination Factor for W:
TWO STORY DIAPHRAGM WIND LOADS FOR ASD LOAD COMBINATIONS
Exposure:
Risk Category:
Wind Directionality (Kd):
Design Code:ASCE 7-16
Design Method:Low-Rise Building (Section 28.3.1)
LGI HOMES
PLAN 1843- WIND LA
Elevation Label:
Basic Wind Speed (3 sec gust):
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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.
-6.21 -2.60 -3.61
-6.93 -2.60 -4.33
8.81 -2.60 11.41
-15.46 2.60 -18.06
-7.66 2.60 -10.26
-4.19 -2.60 -1.59
-6.93 -2.60 -4.33
-6.50 -2.60 -3.90
5.78 -2.60 8.38
-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
-9.36 2.60 -11.96
-8.64 -2.60 -6.04
11.14 -2.60 13.74
-10.38 2.60 -12.98
-6.74 2.60 -9.34
-5.98 -2.60 -3.38
7.77 -2.60 10.37
-6.56 2.60 -9.16
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 1843- WIND LA
Gable End Loading
Load Case A Load Case B
LGI HOMES
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CLIENT:SHEET L5 OF
PROJECT:BY
Case A 7.20 psf 7.18 psf
Case B 10.88 psf 5.73 psf
GCpf GCpf
6.38 psf 4.61 psf
GCpf GCpf
8.33 psf 6.43 psf
GCpi GCpi
2.60 psf 2.60 psf
14.76 psf 10.98 psf
0.00 psf
9.79 psf 10.91 psf
7725 #5821 #
5088 #
Case A 7.20 psf 7.18 psf Case B 8.96 psf 7.66 psf
GCpf GCpf GCpf GCpf
8.33 psf 6.43 psf 5.93 psf 4.29 psf
GCpi GCpi
2.60 psf 2.60 psf
14.76 psf 10.22 psf
0.00 psf 0.00 psf
9.79 psf 10.91 psf
7725 #4841 #
∴Use 10.93 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 14.76|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 =5655 #Total Base Shear Due to 0.6*16psf at Wall
and 0.6*8psf at Roof =
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 14.76|0.00 psf Wall|Roof Horizontal Pressure at Case A ∴Use 10.98 psf Horizontal Pressure at Case B
∴Use 10.93 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 =6105 #Total Base Shear Due to 0.6*16psf =
Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall =
CASE A CASE B
GCpf Windward GCpf Leeward
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 1843- WIND LA
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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
10.98 10.166
1236 0.000
1236 30.000
1ST FLOOR
1ST FLOOR
1ST FLOOR
0.00%0
STORY CALC DESCRIPTION
0
0 0
0 0
0
0
0
STORY CALC DESCRIPTION
0
0
0
0.00%0
0
0 0
0 0
0
0
0
STORY CALC DESCRIPTION
0
0
0
B
0.00%
36.000
#B ABOVE 0
0
2910 0
2910 349
0
2910
0
STORY CALC DESCRIPTION
A 30.000
# ABOVE 112 0.000 30.000
2910
2910
B
0.00%
36.000
0
30.000
A 30.000
1236
0
1236 0
1236
1236 257
0
0
82 0.000
1236
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
#
PROJECT:PLAN 1843- WIND LA
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
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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
14.76 0.00 4.042 0.333 6.250
2ND FLOOR
14.76 10.166
1243 0.000
1ST FLOOR
14.76 10.166
1350 0.000
14.76 0.00 4.542 0.333 2.188
1243 20.000
1ST FLOOR
1ST FLOOR
0.00%0
STORY CALC DESCRIPTION
0
0 0
0 0
0
0
0
STORY CALC DESCRIPTION
0
0
0
3
0.00%
30.000
#3 ABOVE 0
0
2550 0
3332 436
72 20.000 24.000
2550
0
STORY CALC DESCRIPTION
2 24.000
#2*150 0.000 20.000
3332
3332
2*
0.00%
30.000
0
0
1350 0
2593 203
0
1350
0
STORY CALC DESCRIPTION
1 18.000
#1 ABOVE 150 0.000 18.000
2593
2593
3
0.00%
30.000
0
38.500
1 38.500
1243
0
1243 0
1243
1243 399
0
0
65 0.000
1243
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
#
PROJECT:PLAN 1843- WIND LA
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
Printed by larissa.anaya on 02/06/2025 at 14:31
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- 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 0.85 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
L (ft)16.67 16.33
ADJ. H (ft)
LCONT. (ft)16.67 16.33 33.00
110 22.83 2 1 C 7.50 8 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.300 0.850 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)19.33 13.66
ADJ. H (ft)
LCONT. (ft)19.33 13.66 32.99
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
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
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
PLYWOOD
BLOCKING
OMITTED
4.97
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
32.99>=4.97 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
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
B
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
4.97
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
33.00>=4.97 O.K.TOTAL
(ft)
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
PLYWOOD
BLOCKING
OMITTED
CLIENT:LGI HOMES
PROJECT:PLAN 1843- WIND LA
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 02/06/2025 at 14:31
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L9 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.83 2 2 C 7.50 9 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.30 0.93 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 WSP
L (ft)6.00 8.00 20.75
ADJ. H (ft)
LCONT. (ft)6.00 8.00 20.75 34.75
110 22.83 2 2 C 7.50 9 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.300 0.925 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)38.00
ADJ. H (ft)
LCONT. (ft)38.00 38.00
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
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
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
PLYWOOD
BLOCKING
OMITTED
10.85
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
38.00>=10.85 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
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
B
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
10.85
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
34.75>=10.85 O.K.TOTAL
(ft)
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
PLYWOOD
BLOCKING
OMITTED
CLIENT:LGI HOMES
PROJECT:PLAN 1843- WIND LA
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 02/06/2025 at 14:31
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L10 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.83 2 1 C 7.50 9 2 NO YES NO NO 0.00 0.00 38.50 0.00
1.30 0.85 0.95 1.00 1.00 1.00 1.00 1.00 1.00 6.28 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP
L (ft)13.50 3.50
ADJ. H (ft)
LCONT. (ft)13.50 3.00 16.50
110 22.83 2 1 C 7.50 9 2 NO YES NO NO 0.00 0.00 38.50 0.00
1.300 0.850 0.950 1.000 1.000 1.000 1.000 1.000 1.000 6.275 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)5.04 4.50 4.50
ADJ. H (ft)
LCONT. (ft)5.04 4.50 4.50 14.04
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
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
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
PLYWOOD
BLOCKING
OMITTED
6.59
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
14.04>=6.59 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
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
3
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
6.59
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
16.50>=6.59 O.K.TOTAL
(ft)
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
PLYWOOD
BLOCKING
OMITTED
CLIENT:LGI HOMES
PROJECT:PLAN 1843- WIND LA
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 02/06/2025 at 14:31
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L11 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.83 2 2 C 7.50 9 2 NO YES NO NO 0.00 0.00 18.00 0.00
1.30 0.93 0.95 1.00 1.00 1.00 1.00 1.00 1.00 5.90 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)4.91 9.00 5.04
ADJ. H (ft)
LCONT. (ft)4.91 9.00 5.04 18.95
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
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
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
PLYWOOD
BLOCKING
OMITTED
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
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
6.74
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
18.95>=6.74 O.K.TOTAL
(ft)
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
PLYWOOD
BLOCKING
OMITTED
CLIENT:LGI HOMES
PROJECT:PLAN 1843- WIND LA
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 02/06/2025 at 14:31
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L12 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==3332 #
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 15.83 9.08 2x6 1.4E+06 3341 1.000 211 324 22.50 7.00 15.00 0.00 30336 50270
2
3
4
5
6
3341
1 11 11
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
(#)HOLDOWNT2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
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
0.181
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
LA
2
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1843- WIND
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 02/06/2025 at 14:31
\\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L13 OF
BY
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==110 #
580 #
2.00 15.00 9.79 580 #
1.083
→→
←←
2.000
→→
←←
6.000
→→→
←←←
2.000 2.000 2.000
D =0.111 in
WOOD
324
Left Uplift from
Above (#)
Right Uplift from
Above (#)
0 0
Type of Shear
(Wall/Value (plf))
3
Left Restraint
(#)
Right Restraint
(#)Left Pier (ft) =Window (ft) =Right Pier (ft) =
800 800
250 250 251 145 0
0.000 0.000 0 145 251
Left Holdown
Strap Force (#)
Max. Shear Panel
Force (plf)
Right Holdown
Strap Force (#)Bottom Pier (ft) =
Concrete Concrete
CRKD CRKD
Name / Value (#) / D Name / Value (#) / D
Stem Stem 124 124
6 6 124 124
Position Position Left Sill Strap
Force (#)
Right Sill Strap
Force (#)CORNER CORNER
EXT EXT Window (ft) =
Location Location 10
Material Material Wall Weight (psf)CONC CONC
324 324 124 124
Left Holdown Right Holdown
Left Header Strap
Force (#)
Stud Spacing
(inches o.c.)
Right Header
Strap Force (#)NO STRAP
ATRIB. (ft) =Roof DL (psf) =WUPLIFT (psf) =← VALLOW =
NO STRAP Top Pier (ft) =
124 24 124
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
→ VALLOW =
CLIENT:LGI HOMES
PROJECT:PLAN 1843- WIND LA
3 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
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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 1843- WIND LA
3 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
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SHEET L15 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==1464 #
1465 #
1.000
9.000
10.000
D =0.510 in
Door Height (ft) =
Pier Height (ft) =
Left Pier (ft)
2.000
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 1843- WIND LA
3 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
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CLIENT:SHEET L16 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
22.832 (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)
0.209 (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)) =0.419 GOVERNS Csmax = SD1/(T(R/IE)) =0.419
Csmax = SD1TL/(T2(R/IE)) =12.033 Csmax = SD1TL/(T2(R/IE)) =12.033
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 1843- SEISMIC LA
Elevation Label:
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
Ct=
Ta = Cthn
x =
}0.419 }0.419
}0.045 }0.045
> 0.125, THEREFORE > 0.125, THEREFORE
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CLIENT:SHEET L17 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 1256 15 18840 137 10 5537 186 7 5262 29639
Floor 1 9.083 1.5 1222 10 12220 154.5 10 12553 85 7 7964 32738
0 0 0 0
31060 18090 13226 62377
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)
12855 8998 Roof 29639 18.7 553239 0.615 5533 4.41
Floor 1 32738 10.6 346463 0.385 3465 2.84
0 0.0 0 0.000 0 0.00
62377 899703 8998
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)
12855 8998 Roof 29639 18.7 553239 0.615 5533 4.41
Floor 1 32738 10.6 346463 0.385 3465 2.84
0 0.0 0 0.000 0 0.00
62377 899703 8998
LGI HOMES
PLAN 1843- SEISMIC
Total Mass
Total
Weight
(lb)
Redundancy Front/Back Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
ρ
1.30
Level
Plate
Height
(ft)
Floor
Depth
(ft)
Diaphragm Exterior Walls
Redundancy Side/Side Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
ρ
1.30
Interior Walls
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SHEET L18 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
1ST FLOOR
2446 0.000
2466 30.000
1ST FLOOR
1ST FLOOR
1ST FLOOR
PROJECT:PLAN 1843- 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
4.41 36.000
4.41 38.500
10.000
2446
2466 520
170 10.000 24.000
30.000
FT
SHEAR
(#)
CHORD
(#)
2446 4.41 36.000 159 24.000
159 0.000
0
STORY CALC DESCRIPTION
0
24660B
0.00%
36.000
2466
4160
4160 323
108 10.500 30.000
0
A 30.000
#A ABOVE 2.84 42.000
2.84 38.000
4160 0
119 0.000 10.500
0
STORY CALC DESCRIPTION
41030B
0.00%
38.500
#B ABOVE
4103
0
0 0
0
0
0
0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
0
0 0
0
0
0 0
STORY CALC DESCRIPTION
00
0.00%
0
0
0
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SHEET L19 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
1ST FLOOR
2538 0.000
1ST FLOOR
766 0.000
2374 20.000
1ST FLOOR
1ST FLOOR
PROJECT:PLAN 1843- 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 38.500
4.41 30.000
4.41 14.000
36.000
2538
2538 813
62 36.000 38.500
FT
SHEAR
(#)
CHORD
(#)
2538 0
132 0.000
0
STORY CALC DESCRIPTION
0
237403
0.00%
30.000
2374
3304
3304 115
0
0
1 18.000
#1 ABOVE 2.84 30.000
3304 0
85 0.000 18.000
0
STORY CALC DESCRIPTION
76602*
0.00%
30.000
766
2891
2891 579
30 20.000 24.000
0
0
85 0.000 20.000
0
2
26.00%
24.000
#2 2.84 30.000
2.84 10.500
2891
STORY CALC DESCRIPTION
206903
26.00%
30.000
#3 ABOVE
2069
0
0 0
0
0
0 0
STORY CALC DESCRIPTION
00
0.00%
0
0
0
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SHEET L20 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2446 #
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 16.67 8.00 2x6 1.4E+06 1250 1.000 75 232 2.00 10.00 15.00 0.14 12204 15277
2 3 24 16.33 8.00 2x6 1.4E+06 1225 1.000 75 232 2.00 10.00 15.00 0.14 11917 14672
3
4
5
6
2475
1 800 0 800 0
2 800 0 800 0
3
4
5
6
V ==2466 #
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 19.33 8.08 2x6 1.4E+06 1469 1.000 76 232 2.00 10.00 15.00 0.14 14857 20707
2 3 24 13.67 8.08 2x6 1.4E+06 1025 1.000 75 232 2.00 10.00 15.00 0.14 9775 10346
3
4
5
6
2494
1 400 0 400 0
2 400 21 400 21
3
4
5
6
LA
A
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1843- SEISMIC
0.056
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 (#) =
0.057
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
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IRC1.xlsm
SHEET L21 OF
BY
LATERAL LOAD ANALYSIS: PERFORATED SHEAR WALLS (PSW) SDPWS 4.3.2.3
V ==4160 #
1.00 10.00 15.00 0.14 37787 68578 800 800
1 3.250 0 0
2 8.000
3 20.750
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 1.000 3 232 7210 >=4160 OK
∑Afhs =290.656 ∑AO =∑bi =31.076
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 1843- SEISMIC LA
A
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*0.2*
SDS
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
36.000 9.083 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
(#)
2.000 2.000 6.055 2.326
2.000 2.000 6.055 8.000
WOOD/
CONC
20.750
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}
12.111
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
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2021 IRC1.xlsm
SHEET L22 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==4103 #
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 38.00 9.08 2x6 1.4E+06 4104 1.000 108 232 1.00 10.00 15.00 0.14 48299 76409
2
3
4
5
6
4104
1 800 0 800 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 1843- SEISMIC
0.091
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
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IRC1.xlsm
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==2538 #
2578 #
2.00 15.00 0.14 2578 #
→→→→
←←←←
Left Right
Window Window
→→→→
←←←←
→→→
←←←
D =0.082 in
PR
O
J
E
C
T
:
CL
I
E
N
T
:
PL
A
N
1
8
4
3
-
S
E
I
S
M
I
C
LG
I
H
O
M
E
S
1
→ VALLOW =
ATRIB. (ft) =Roof DL (psf) =0.7*0.2*SDS =← VALLOW =
1.083 232 895 922 205 1.083
232 1082 232 895
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 CS20 Top Pier (ft)Top Pier (ft)
922
CS20 NO STRAP 10
205
Right Window
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))Wall Weight (psf)
1082 232
Left Holdown Right Holdown Window (ft) Window (ft)
Material Material 5.000 Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Left Sill Strap
Force (#)
205
Right Sill Strap
Force (#)
5.000
Location Location 232 895 922 205
Position Position
Left Holdown
Strap Force (#)
Shear Panel
Force (plf)
232 895 922
Right Holdown
Strap Force (#)Stem Stem Bottom Pier (ft)Bottom Pier (ft)
2.000 51 225
Name / Value (#) / D Name / Value (#) / D
0 2.000
Concrete Concrete 0 225 51
Right Window (ft)Right Pier (ft)
3.500 5.000 13.500 5.000 3.000
250 250
0.000 0.000
Left Restraint
(#)
Right Restraint
(#)
0 0
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
3WOOD
232
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/07/2025 at 10:48
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L24 OF
BY
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==593 #
600 #
2.00 15.00 0.14 600 #
1.083
→→
←←
2.000
→→
←←
5.000
→→→
←←←
2.333 2.000 2.000
D =0.090 in
CLIENT:LGI HOMES
PROJECT:PLAN 1843- SEISMIC LA
3 WINDOW AT WALK IN CLOSET
→ VALLOW =
Left Header Strap
Force (#)
Stud Spacing
(inches o.c.)
Right Header
Strap Force (#)NO STRAP
ATRIB. (ft) =Roof DL (psf) =0.7*0.2*SDS =← VALLOW =
NO STRAP Top Pier (ft) =
136 24 116
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
Material Material Wall Weight (psf)
252 252 136 116
Left Holdown Right Holdown
Window (ft) =
Location Location 10
Stem Stem 136 116
136 116
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
250 250 250 138 0
0.000 0.000 0 138 250
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 10:48
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm
SHEET L25 OF
BY
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==736 #
1345 #
2.00 15.00 0.14 1345 #
1.083
→→
←←
5.000
→→
←←
2.000
→→→
←←←
4.500 5.000 4.500
D =0.110 in
CLIENT:LGI HOMES
PROJECT:PLAN 1843- SEISMIC LA
3 WINDOW AT MASTER BEDROOM
→ 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) =
630 24 630
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
Material Material Wall Weight (psf)
1082 1082 630 630
Left Holdown Right Holdown
Window (ft) =
Location Location 10
Stem Stem 630 630
630 630
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
250 250 115 252 0
0.000 0.000 0 252 115
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 10:48
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm
SHEET L26 OF
BY
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==1044 #
1062 #
2.00 15.00 0.14 1062 #
1.083
→→
←←
2.000
→→
←←
5.000
→→→
←←←
5.083 2.000 2.916
D =0.078 in
CLIENT:LGI HOMES
PROJECT:PLAN 1843- SEISMIC LA
3 WINDOW AT MASTER BATH
→ VALLOW =
Left Header Strap
Force (#)
Stud Spacing
(inches o.c.)
Right Header
Strap Force (#)NO STRAP
ATRIB. (ft) =Roof DL (psf) =0.7*0.2*SDS =← VALLOW =
NO STRAP Top Pier (ft) =
179 24 103
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
Material Material Wall Weight (psf)
252 252 179 103
Left Holdown Right Holdown
Window (ft) =
Location Location 10
Stem Stem 179 103
179 103
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
250 250 250 141 0
0.000 0.000 0 141 250
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 10:48
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm
SHEET L27 OF
BY
LATERAL LOAD ANALYSIS: PERFORATED SHEAR WALLS (PSW) SDPWS 4.3.2.3
V ==3304 #
9.00 10.00 15.00 0.14 30000 101610
1 5.083 0 0
2 9.000
3 4.916
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0.696 4 338 4468 >=3304 OK
∑Afhs =172.511 ∑AO =∑bi =18.999
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 1843- 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
(#)
8.000 6.000 48.000 5.083
5.000 5.000 25.000 9.000
WOOD/
CONC
4.916
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}
73.000
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 10:48
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm
SHEET L28 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2891 #
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 15.83 9.08 2x6 1.4E+06 2897 1.000 183 232 22.50 7.00 15.00 0.14 33554 50251
2
3
4
5
6
2897
1 800 0 800 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
2
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1843- SEISMIC
0.157
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 10:48
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Seismic Lateral Book 2021
IRC1.xlsm
SHEET L29 OF
BY
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==327 #
510 #
2.00 15.00 0.14 510 #
1.083
→→
←←
2.000
→→
←←
6.000
→→→
←←←
2.000 2.000 2.000
D =0.098 in
CLIENT:LGI HOMES
PROJECT:PLAN 1843- SEISMIC LA
3
→ VALLOW =
Left Header Strap
Force (#)
Stud Spacing
(inches o.c.)
Right Header
Strap Force (#)NO STRAP
ATRIB. (ft) =Roof DL (psf) =0.7*0.2*SDS =← VALLOW =
NO STRAP Top Pier (ft) =
109 24 109
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
Material Material Wall Weight (psf)CONC CONC
232 232 109 109
Left Holdown Right Holdown
EXT EXT Window (ft) =
Location Location 10
Stem Stem 109 109
6 6 109 109
Position Position Left Sill Strap
Force (#)
Right Sill Strap
Force (#)CORNER CORNER
Left Holdown
Strap Force (#)
Max. Shear Panel
Force (plf)
Right Holdown
Strap Force (#)Bottom Pier (ft) =
Concrete Concrete
CRKD CRKD
Name / Value (#) / D Name / Value (#) / D
Left Restraint
(#)
Right Restraint
(#)Left Pier (ft) =Window (ft) =Right Pier (ft) =
800 800
250 250 251 128 0
0.000 0.000 0 128 251
WOOD
232
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 10:48
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm
SHEET L30 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 1843- 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 10:48
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm
SHEET L31 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==1045 #
1046 #
1.000
9.000
10.000
D =0.510 in
CLIENT:LGI HOMES
PROJECT:PLAN 1843- 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)
2.000
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 10:48
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1843\00 - Engineering\Structural Calculations\PLAN 1843- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm