Calcs- Shelm Meadows- Plan 1343 BeechLGI Homes - WA
12951 Bel Red Rd
Bellevue, Washington 98005
Shelm Meadows
PLAN 1343- BEECH
INDEX TO STRUCTURAL CALCULATIONS
Design Criteria SHEET 1
Vertical Analysis SHEETS 2-25
Lateral Analysis SHEETS L1-L25
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-FE25-001105
130735
18325 N. ALLIED WAY, SUITE #200 * PHOENIX, AZ 85054 * PHONE: 602.867.2500 * FAX: 602.867.2503
02/12/25
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
3
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
ROOF FRAMING
BY:
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
ROOF FRAMING
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
CLIENT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
PROJECT: BY:
CLIENT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
PROJECT: BY:
SHEET 8 OF
BY
CLIENT:LGI HOMES
PROJECT:PLAN 1343- 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
Fo
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d
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S
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D
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Support Condition Support Condition Support Condition Support Condition Support Condition
Gi
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S
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p
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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)
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 9 OF
BY
D 75 75 0.000 30.000
S 125 125 0.000 30.000
0.6W -56 -56 0.000 30.000
3000 3000
-161 -161
PROJECT:PLAN 1343- VERTICAL LA
G1
CLIENT:LGI HOMES
30.000
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 30.000No
Gi
r
d
e
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S
u
p
p
o
r
t
De
s
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n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
Hem-Fir #2 (2" & wider)Hem-Fir Stud (2" & wider)
0.6D + 0.6W 0.6D + 0.6W
5.5 5.5
Fo
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d
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S
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D
e
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Conventional Conventional
18.5 8.083
Edge Edge
(2) 2x6 POSTS (1) 2x6 POSTS
14 14
2500 2500
18 18
825 770
NO FTG REQ'D NO FTG REQ'D
No 2x RoofNo
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
Fo
u
n
d
a
t
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S
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p
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t
D
e
s
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30'
144 144
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SHEET 10 OF
BY
Left Support Right Support
Rleft (#)Rright (#)
Vd Mmax
fb F'b
CD fv F'v
CL Δactual Δmax
CF/CV Cfu
Cr Use:
446 446
210 0.000 4.250 385 474 5.5 5.5
929 1459 7.000 7.000
1.15 55 173 8.000 8.000 N/A N/A N/A N/A
0.995 0.111 0.170 Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)N/A N/A N/A N/A
1.500 1.000 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
656 656
210 0.000 6.250 560 1025 5.5 5.5
814 1256 7.000 7.000
1.15 51 173 8.000 8.000 N/A N/A N/A N/A
0.988 0.133 0.250 Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)N/A N/A N/A N/A
1.300 1.000 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
731 731
650 0.000 2.250 542 411 5.5 5.5
806 1462 7.000 7.000
1.15 77 173 8.083 8.083 N/A N/A N/A N/A
0.997 0.027 0.090 Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)N/A N/A N/A N/A
1.500 1.000 (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 1343- VERTICAL LA
Beam / Header Design and Loading
CLIENT:LGI HOMES
Point Loads Uniform Loads Results Left Support Right Support
Id Span (ft)
P (#)x (ft)w (plf)
Unbraced
Length(ft)
King Stud Height (ft)Slab Thickness (in)Bearing Pressure (psf)
Trimmer and King Stud Material Standard Width (in)Standard Depth (in)
start (ft)stop (ft)
Bearing Length (in) / Hanger Support Condition
Trimmer or Post Height (ft)Location Of Support
H1 4.250 To Framing Below To Framing Below
N/A N/A
Material Type Member Size King Studs Uniform Load (plf)Point Load (#)
Dual Spec Material Type Dual Spec Member Size Trimmers/ Hangers Size (in)
H2 6.250 To Framing Below To Framing Below
N/A N/A
4.250
Hem-Fir #2 Common (2) 2x4
Select Material To Framing Below To Framing Below
H3 2.250 To Framing Below To Framing Below
N/A N/A
6.250
Hem-Fir #2 Common (2) 2x6
Select Material To Framing Below To Framing Below
2.250
Hem-Fir #2 Common (2) 2x4
Select Material To Framing Below To Framing Below
Select Material
Select Material
Select Material
Select Material
Select Material
Select Material
Printed by Larissa.anaya on 02/12/2025 at 09:55
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SHEET 11 OF
BY
D 200 200 0.000 4.000
L 533 533 0.000 4.000
1466 1466
400 400
D 400 2.500 15 15 3.500 16.666
L 1066 2.500 40 40 3.500 16.666
D 15 15 0.000 16.666
L 40 40 0.000 16.666
1991 1116
543 304
PROJECT:PLAN 1343- VERTICAL LA
FG1
CLIENT:LGI HOMES
4.000
Cantilever Data Truss Type Total Length (ft)
No 4x Floor 4.000No
Gi
r
d
e
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S
u
p
p
o
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t
De
s
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D + L D + L
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
Hem-Fir Stud (2" & wider)
D D
5.5 Hanger
Fo
u
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d
a
t
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S
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p
p
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D
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Conventional To Hanger
9.083
Edge
(0) 2x6 POSTS
14
2500
18
770
NO FTG REQ'D To Hanger
16.666
FG2
No 4x Floor 16.666No
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
D D
3.5 5.5
9.083 9.083
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
Edge
(2) 2x4 POSTS (0) 2x6 POSTS
To Framing Below Conventional
2500
627
To Framing Below NO FTG REQ'DFo
u
n
d
a
t
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S
u
p
p
o
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D
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s
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18
14
4'
733 733
16.666'
1466
55 55
110 110
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SHEET 12 OF
BY
D 75 75 0.000 19.500
S 125 125 0.000 19.500
0.6W -56 -56 0.000 19.500
1950 1950
-104 -104
D 60 60 0.000 11.000
S 100 100 0.000 11.000
0.6W -45 -45 0.000 11.000
880 880
-47 -47
PROJECT:PLAN 1343- VERTICAL LA
G2
CLIENT:LGI HOMES
19.500
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 19.500No
Gi
r
d
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S
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p
p
o
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t
De
s
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n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
0.6D + 0.6W 0.6D + 0.6W
5.5 5.5
Fo
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S
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p
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D
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Conventional Conventional
9.083 9.083
Edge Edge
(1) 2x6 POSTS (1) 2x6 POSTS
14 14
2500 2500
18 18
680 520
NO FTG REQ'D NO FTG REQ'D
11.000
G3
No 2x Roof 11.000No
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
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n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
0.6D + 0.6W 0.6D + 0.6W
5.5 5.5
9.083 9.083
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
Edge Edge
(0) 2x6 POSTS (0) 2x6 POSTS
Conventional Conventional
2500 2500
350 680
NO FTG REQ'D NO FTG REQ'DFo
u
n
d
a
t
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S
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p
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t
D
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18 18
14 14
19.5'
144 144
11'
115 115
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SHEET 13 OF
BY
Lub,top (ft)TL (L/x)
Lub,bot (ft)LL (L/x)
Cr
Ci
CM fb2 (psi)F'b2 (psi)
CT Dmax (in)RB
2 FbE (psi)
CLtop Dcant (in)
CLbot Left dn (in)Dmax (in)
CF/Cvtop Right dn (in)Dcant (in)
CF/Cvbot
Cfu
CLIENT:LGI HOMES
PROJECT:PLAN 1343- VERTICAL LA
Multi-Span Header / Beam Key
M-max
(lb-ft)M-fb1- (psi)F'b1- (psi)
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 2
(ft)
Right DLL Limit Deflections
DTL
Span 3
(ft)
Scarf Cut Data DTL
Span 1
(ft)
NDS
Factors
Cantilever Data M+max
(lb-ft)M+fb1+ (psi)F'b1+ (psi)
Left DTL Limit
xstop (ft)
DL Creep
Factor
Vmax
(lb)V fv (psi)F'v (psi)
NDS (3.9-3) <= 1.0
DLL Total Length, L (ft)DLL
Span 4
(ft)
Material Type Member Size
Dual Spec Material Type Dual Spec Member Size
He
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B
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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
Trimmer or Post Height Trimmer or Post Height
King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Support Material Type Support Material Type Support Material Type Support Material Type
Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger
Support Condition
Support Location Support Location Support Location Support Location Support Location
King Studs King Studs King Studs King Studs King Studs
Support Condition Support Condition Support Condition Support Condition
Support Depth (in)Support Depth (in)Support Depth (in)
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)
Support Size Support Size Support Size Support Size Support Size
Beam/Header Diagram
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Fo
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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)
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SHEET 14 OF
BY
D 135 135 0.000 3.250 240
S 50 50 0.000 3.250 360
Factors
D 125 125 0.000 3.250 No
L 333 333 0.000 3.250 1.000
No
MC<=19%132 1360
T<=100 -0.028 95 5916
0.996 0.000
1.000 No -0.015
1.300 No 0.000
1.300
1.000
969 969
427 427
D 135 135 0.000 6.250 240
S 50 50 0.000 6.250 360
Factors
D 125 125 0.000 6.250 No
L 333 333 0.000 6.250 1.000
No
MC<=19%0 0
T<=100 -0.080 0 0
0.985 0.000
1.000 No -0.044
1.100 No 0.000
1.100
1.000
1869 1869
829 829
PROJECT:PLAN 1343- VERTICAL LA
CLIENT:LGI HOMES
B1 1.000 695 D + L 63 150
1101
No
0 D 0 994
Cantilever Data 787 D + L 624
No Deflections
3.250
Scarf Cut Data 0.665
L 3.250
D + L
5.5 5.5
Hem-Fir #2 Common (2) 2x6
Select Material
8 8
He
a
d
e
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/
B
e
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S
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p
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De
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D + L D + L
D D
9.083 9.083
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
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d
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t
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S
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D
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Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
627 627
NOT REQ'D NOT REQ'D
B2
6.250
Cantilever Data 2921 D + L 819
1.000 1421 D + L 77 150
921
No Deflections
D + L
No
0 D 0 842
Hem-Fir #2 Common (2) 2x10
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
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p
o
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De
s
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D + L
Scarf Cut Data 0.000
L 6.250
D + L
D D
5.5 5.5
8 8
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
9.083 9.083
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
Edge Edge
(1) 2x6 KS (1) 2x6 KS
Conventional Conventional
2500 2500
NOT REQ'D NOT REQ'D
627 627
Fo
u
n
d
a
t
i
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S
u
p
p
o
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t
D
e
s
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14 14
18 18
3.25'
643 643
6.25'
643 643
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SHEET 15 OF
BY
D 135 135 0.000 5.250 240
S 50 50 0.000 5.250 360
Factors
D 125 125 0.000 5.250 No
L 333 333 0.000 5.250 1.000
No
MC<=19%205 1360
T<=100 -0.040 259 2178
0.985 0.000
1.000 No -0.022
1.100 No 0.000
1.100
1.000
1570 1570
696 696
D 195 195 0.000 4.250 1.000 240
L 520 520 0.000 4.250 360
Factors
No
1.000
No
MC<=19%0 0
T<=100 -0.030 0 0
0.999 0.000
1.000 No -0.021
1.300 No 0.000
1.300
1.000
1531 1531
426 426
PROJECT:PLAN 1343- VERTICAL LA
CLIENT:LGI HOMES
B3 1.000 1122 D + L 61 150
921
No
0 D 0 842
Cantilever Data 2061 D + L 578
No Deflections
5.250
Scarf Cut Data 0.790
L 5.250
D + L
5.5 5.5
Hem-Fir #2 Common (2) 2x10
Select Material
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
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De
s
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D + L D + L
D D
9.083 9.083
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
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t
D
e
s
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n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
627 627
NOT REQ'D NOT REQ'D
B4
4.250
Cantilever Data 1627 D + L 637
1.000 1096 D + L 65 180
1169
No Deflections
D + L
No
0 D 0 1053
Doug-Fir #2 (2" & wider)4x8
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
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t
De
s
i
g
n
D + L
Scarf Cut Data 0.000
L 4.250
D + L
D D
3.5 5.5
9 9
(1) 2x4 POSTS (1) 2x6 POSTS
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
Edge
To Framing Below Conventional
2500
To Framing Below NOT REQ'D
200
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
14
18
5.25'
643 643
4.25'
715 715
Printed by Larissa.anaya on 02/12/2025 at 09:55
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- Vertical Book - SQL1.xlsm
SHEET 16 OF
BY
D 244 244 0.000 2.750 240
L 650 650 0.000 2.750 360
Factors
No
1.000
No
MC<=19%95 1360
T<=100 -0.021 81 6992
0.997 0.000
1.000 No -0.015
1.300 No 0.000
1.300
1.000
1233 1233
340 340
D 155 155 0.000 30.000 1.000 240
S 125 125 0.000 30.000 360
Factors
D 72 72 4.000 11.000 No
L 193 193 4.000 11.000 1.000
D 86 86 11.000 30.000 No
L 230 230 11.000 30.000 MC<=19%0 0
D 15 15 0.000 30.000 T<=100 -0.357 0 0
S 25 25 0.000 30.000 0.998 0.000
0.978 No -0.183
1.000 No 0.000
1.000
1.000
717 10633 4324
116 5271 2110
PROJECT:PLAN 1343- VERTICAL LA
CLIENT:LGI HOMES
B5 1.000 822 D + L 75 150
1101
No
0 D 0 994
Cantilever Data 848 D + L 673
No Deflections
2.750
Scarf Cut Data 0.681
L 2.750
D + L
5.5 5.5
Hem-Fir #2 Common (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 + L D + L
D D
9.083 9.083
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
984 984
NOT REQ'D NOT REQ'D
B6
11.000
Cantilever Data 15179 D + L 948
1.000 4989 D + L 97 265
2396
19.000 No Deflections
D + 0.75(L + S)
No
-16507 D + L 1031 1810
24F-1.8E (24F-V4)5 1/8 x 15
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S
Scarf Cut Data 0.000
0.75(L + S)30.000
D + 0.75(L + S)D + 0.75(L + S)
D + L D D
5.5 5.5 5.5
9 9 9
(1) 2x6 POSTS (3) 2x6 POSTS (1) 2x6 POSTS
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
Edge Edge Edge
Conventional Conventional Conventional
18
2500 2500 2500
NOT REQ'D USE 30" SQ. FTG NOT REQ'D
595 613 399
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
14 14 14
18 18
2.75'
894 894
11'19'
320 320
586 586 636 636
Printed by Larissa.anaya on 02/12/2025 at 09:55
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- Vertical Book - SQL1.xlsm
SHEET 17 OF
BY
D 41 41 0.000 11.000 240
S 69 69 0.000 11.000 360
Factors
No
1.000
No
MC<=19%330 1440
T<=100 -0.104 100 6983
0.982 0.000
1.000 No -0.062
1.200 No 0.000
1.200
1.000
643 643
263 263
D 40 40 0.000 16.250 240
S 50 50 0.000 16.250 360
Factors
No
1.000
No
MC<=19%0 0
T<=100 -0.326 0 0
0.897 0.000
1.000 No -0.170
1.000 No 0.000
1.000
1.000
782 782
376 376
PROJECT:PLAN 1343- VERTICAL LA
CLIENT:LGI HOMES
B7 1.000 553 D + S 26 207
1220
No
0 D 0 972
Cantilever Data 1768 D + S 425
No Deflections
11.000
Scarf Cut Data 0.579
S 11.000
D + S
3.5 5.5
Doug-Fir #2 (2" & wider)4x10
Select Material
9 9
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
Doug-Fir #2 (2" & wider)Hem-Fir Stud (2" & wider)
(1) 2x4 POSTS (1) 2x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
210 520
NOT REQ'D NOT REQ'D
B8
16.250
Cantilever Data 3178 D + S 603
1.000 694 D + S 31 173
877
No Deflections
D + S
No
0 D 0 765
Hem-Fir #2 Common (2) 2x12
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S
Scarf Cut Data 0.000
S 16.250
D + S
D D
5.5 5.5
9 9
(1) 2x6 POSTS (1) 2x6 POSTS
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
Edge Edge
Conventional Conventional
2500 2500
NOT REQ'D NOT REQ'D
200 200
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
14 14
9 9
16.25'
90 90
11'
110 110
Printed by Larissa.anaya on 02/12/2025 at 09:55
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- Vertical Book - SQL1.xlsm
SHEET 18 OF
BY
D 60 60 0.000 3.500 240
S 100 100 0.000 3.500 360
Factors
No
1.000
No
MC<=19%91 1360
T<=100 -0.002 173 3266
0.991 0.000
1.000 No -0.001
1.100 No 0.000
1.100
1.000
289 289
114 114
D 114 0.000 60 60 0.000 10.500 240
S 175 0.000 100 100 0.000 10.500 360
Factors
No
1.000
No
MC<=19%0 0
T<=100 -0.124 0 0
0.983 0.000
1.000 No -0.074
1.200 No 0.000
1.200
1.000
1165 876
465 351
PROJECT:PLAN 1343- VERTICAL LA
CLIENT:LGI HOMES
B9 1.000 165 D + S 9 173
1066
No
0 D 0 842
Cantilever Data 253 D + S 71
No Deflections
3.500
Scarf Cut Data 0.134
S 3.500
D + S
Hanger 5.5
Hem-Fir #2 Common (2) 2x10
Select Material
9
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
Hem-Fir Stud (2" & wider)
(1) 2x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Hanger Conventional
Edge
2500
14
18
250
To Hanger NOT REQ'D
B10
10.500
Cantilever Data 2300 D + S 553
1.000 747 D + S 35 207
1221
No Deflections
D + S
No
0 D 0 972
Doug-Fir #2 (2" & wider)4x10
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S
Scarf Cut Data 0.000
S 10.500
D + S
D D
3.5 5.5
9 9
(1) 2x4 POSTS (1) 2x6 POSTS
Doug-Fir #2 (2" & wider)Hem-Fir Stud (2" & wider)
Edge Edge
Conventional Conventional
2500 2500
NOT REQ'D NOT REQ'D
210 520
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
14 14
18 18
3.5'
160 160
10.5'
289
160 160
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\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- Vertical Book - SQL1.xlsm
SHEET 19 OF
BY
D 85 85 0.000 16.250 240
S 125 125 0.000 16.250 360
Factors
No
1.000
No
MC<=19%697 3840
T<=100 -0.422 240 4257
0.736 0.000
1.000 No -0.242
1.000 No 0.000
1.000
1.000
1772 1772
757 757
240
360
Factors
No
No
MC<=19%
T<=100
No
No
PROJECT:PLAN 1343- VERTICAL LA
CLIENT:LGI HOMES
B11 1.000 1554 D + S 62 305
2031
No
0 D 0 1665
Cantilever Data 7200 D + S 1152
No Deflections
16.250
Scarf Cut Data 0.763
S 16.250
D + S
5.5 5.5
24F-1.8E (24F-V4)3 1/8 x 12
Select Material
9 9
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
(1) 2x6 POSTS (1) 2x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
9 9
290 290
NOT REQ'D NOT REQ'D
Cantilever Data
1.000
No Deflections
No
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Scarf Cut Data
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
16.25'
210 210
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\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- Vertical Book - SQL1.xlsm
SHEET 20 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
Cfu
CLIENT:LGI HOMES
PROJECT:PLAN 1343- VERTICAL LA
Single Multi-Span Header / Beam Key
F'v (psi)
F'b+ (psi)
fb- (psi)F'b- (psi)
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 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
Span 3
(ft)
Scarf Cut Data DTL
DLL
DLL
Span 4
(ft)Material Type Member Size
Span 5
(ft)
Span 6
(ft)
Span 7
(ft)
Span 8
(ft)
Span 9
(ft)
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
Trimmer or Post Height Trimmer or Post Height
King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Support Material Type Support Material Type 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
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)
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)
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Max/Min
Reaction
R6 (lb)
Load Combo
Max/Min
Reaction
R7 (lb)
Load Combo
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Max/Min
Reaction
R8 (lb)
Load Combo
Max/Min
Reaction
R9 (lb)
Load Combo
Max/Min
Reaction
R10 (lb)
Load Combo
Support Size Support Size Support Size Support Size Support Size
Bearing Length (in)/Hanger Bearing Length (in)/Hanger 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
King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height
Support Material Type Support Material Type Support Material Type Support Material Type Support Material Type
Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger
King Studs King Studs King Studs King Studs King Studs
Support Location
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Support Condition Support Condition Support Condition Support Condition Support Condition
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)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)
Beam/Header Diagram
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Support Size Support Size Support Size Support Size Support Size
Printed by Larissa.anaya on 02/12/2025 at 09:55
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- Vertical Book - SQL1.xlsm
SHEET 21 OF
BY
D 24 24 0.000 30.500 1.000 240
L 64 64 0.000 30.500 360
Factors
Yes
1.150
No
MC<=19%13826 1360
T<=100 -0.036 1505 375
0.990 0.000
0.916 No -0.025
1.100 No 0.000
1.100
1.000
258 712 635 866 292
76 209 186 254 86
240
360
Factors
No
No
MC<=19%
T<=100
No
No
PROJECT:PLAN 1343- VERTICAL LA
CLIENT:LGI HOMES
J1 1.000 382 D + L 41 150
1064
No
-677 D + L 380 985
Cantilever Data 469 D + L 263
6.875 No Deflections
7.125
8.250
Scarf Cut Data -368.917
L 30.500
D + L
D D
5.125 3.125 3.125 3.125 5.125
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L D + L D + L
D D D
8.250 Hem-Fir #2 (2" & wider)2x10
Select Material
To Framing Below To Framing Below To Framing Below 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
n
To Framing Below To Framing Below To Framing Below To Framing Below To Framing Below
To Framing Below To Framing Below To Framing Below To Framing Below To Framing Below
Cantilever Data
1.000
No Deflections
No
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Scarf Cut Data
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
7.125'6.875'8.25'8.25'
88 88
Printed by Larissa.anaya on 02/12/2025 at 09:55
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- Vertical Book - SQL1.xlsm
SHEET 22 OF
BY
D 156 156 0.000 10.333 1.000 240
L 416 416 0.000 10.333 360
D 141 141 10.333 28.664 Factors
L 375 375 10.333 28.664 No
1.000
No
MC<=19%
T<=100 -0.033
0.999 0.000
0.997 No -0.024
1.300 No 0.000
1.300
1.000
2801 3689 3124 3386
783 1032 877 951
2523
708
PROJECT:PLAN 1343- VERTICAL LA
CLIENT:LGI HOMES
120
-1978 D + L
C1 1.000 1544 D + L 91 180
28.664
6.166 Doug-Fir #2 (2" & wider)4x8
Select Material
774 1167
6.166 Yes 180 Deflections
D + L
6.166
2.000
Cantilever Data 1193 D + L 467 1169
Yes
6.166
2.000
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Scarf Cut Data D
L
D + L D + L D + L D + L
D D D D
3.5 3.5 3.5 3.5
4 4 4 4
Doug-Fir #2 (2" & wider)Doug-Fir #2 (2" & wider)Doug-Fir #2 (2" & wider)Doug-Fir #2 (2" & wider)
4x4 POSTS 4x4 POSTS 4x4 POSTS 4x4 POSTS
Isolated Footing Isolated Footing Isolated Footing Isolated Footing
2500 2500 2500 2500
0 0 0 0
15" DIA. x 8" DEEP NO
REBAR
17" DIA. x 8" DEEP NO
REBAR
16" DIA. x 8" DEEP NO
REBAR
16" DIA. x 8" DEEP NO
REBAR
3.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L
D
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
4
Doug-Fir #2 (2" & wider)
4x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing
2500
0
14" DIA. x 8" DEEP NO
REBAR
2'6.166'6.166'6.166'6.166'2'
571 571 516 516
Printed by Larissa.anaya on 02/12/2025 at 09:55
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- Vertical Book - SQL1.xlsm
SHEET 23 OF
BY
D 543 3.250 307 307 4.250 6.375 1.000 240
L 1448 3.250 650 650 4.250 6.375 360
D 426 6.375 Factors
L 1105 6.375 No
1.000
D 144 144 0.000 9.666 No
L 383 383 0.000 9.666 MC<=19%325 1440
T<=100 -0.004 69 10139
0.999 -0.010
0.997 No -0.003
1.300 No -0.007
1.300
1.000
2920 4798 2985
809 1408 848
D 132 132 0.000 9.666 1.000 240
L 353 353 0.000 9.666 360
Factors
No
1.000
No
MC<=19%0 0
T<=100 -0.026 0 0
0.999 0.000
0.997 No -0.019
1.300 No 0.000
1.300
1.000
2370 2370
664 664
PROJECT:PLAN 1343- VERTICAL LA
CLIENT:LGI HOMES
C2 1.000 1664 D + L 98 180
1169
Yes 120
-1261 D + L 494 1167
Cantilever Data 970 D + L 380
2.833 Yes 180 Deflections
2.000
2.833
Scarf Cut Data D + L 0.649
L 9.666L
D + L
D
3.5 3.5 3.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L
D D
2.000 Doug-Fir #2 (2" & wider)4x8
Select Material
4 4 4
Doug-Fir #2 (2" & wider)Doug-Fir #2 (2" & wider)Doug-Fir #2 (2" & wider)
4x4 POSTS 4x4 POSTS 4x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing Isolated Footing Isolated Footing
2500 2500 2500
15" DIA. x 8" DEEP NO
REBAR
19" DIA. x 8" DEEP NO
REBAR
15" DIA. x 8" DEEP NO
REBAR
C3
2.000
Cantilever Data 987 D + L 386
1.000 1093 D + L 65 180
1169
5.666 Yes 180 Deflections
D + L
Yes 120
-981 D + L 384 1167
Doug-Fir #2 (2" & wider)4x8
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
2.000
Scarf Cut Data D 0.000
L 9.666
D + L D + L
D D
3.5 3.5
4 4
4x4 POSTS 4x4 POSTS
Doug-Fir #2 (2" & wider)Doug-Fir #2 (2" & wider)
Isolated Footing Isolated Footing
2500 2500
14" DIA. x 8" DEEP NO
REBAR
14" DIA. x 8" DEEP NO
REBARFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
2'2.833'2.833'2'
1991 1531
527 527
1484 1484
527 527
2'5.666'2'
486 486
Printed by Larissa.anaya on 02/12/2025 at 09:55
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SHEET 24 OF
BY
S1 2
3.00 180 YES
1.50 0.7 NO
ROOF
TYPE:15.00 8.08
30.00 10.00
1.00 25.00
16.00
9.99
FLOOR
TYPE:15.00 9.00
2.00 40.00 10.00
TARGET
WALL
1.00
17.40 9.00 SPECIES TITLE
11.14 10.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
8.63 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)Ix (IN4)
CD
0.90 164.31 " o.c.
1.00 160.65 " o.c.
1.25 205.78 " o.c.
1.15 95.24 " o.c.
1.25 205.78 " o.c.
1.25 190.75 " o.c.
1.15 104.62 " o.c.
1.25 190.75 " o.c.
1.60 78.48 " o.c.
1.60 108.48 " o.c.
1.60 90.48 " o.c.
1.60 67.56 " o.c.
1.60 90.48 " o.c.
1.60 117.72 " o.c.
1.60 81.84 " o.c.
1.60 117.72 " o.c.
1.60 60.95 " o.c.GOVERNS
1.00 " o.c.
24 " o.c.
C&CWIND DEFLECTION, L/GYP OR WOOD COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP AND WOOD COMP.
CLIENT:LGI HOMES
PROJECT:PLAN 1343- VERTICAL LA
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE YES ROOF ASSEMBLY TYPE
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
SIMPLE
MAIN SPAN L WEIGHT (PSF)
TOTAL TRIB.
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" & wider)2x6 HEM-FIR STUD GRADE STUDS
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
STOP (FT)800 1.15 8.250
WALL WIDTH (IN)START (FT)440000 0.80 7.563
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 = 9.00ft - (3.00in + 1.50in)(1ft/12in) = 8.63ft
M = 323.60#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(323.60#-ft)/7.56in^3 = 513.48psi
DEFLECTION (NDS Section 3.5.1)
DELTA = 0.09in
BENDING AND DEFLECTION CAPACITY CHECK
513.48psi/1242.00psi = 0.413 < 1.000 O.K.
0.09in < 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:
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
Printed by Larissa.anaya on 02/12/2025 at 09:55
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SHEET 25 OF
BY
S2 1
3.00 180 YES
1.50 0.7 NO
ROOF
TYPE:15.00 18.50
30.00 10.00 TARGET
WALL
1.00 25.00
16.00
9.99
15.78 18.50 SPECIES TITLE
11.14 10.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
18.13 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)Ix (IN4)
CD
0.90 87.10 " o.c.
1.00 87.64 " o.c.
1.25 88.58 " o.c.
1.15 40.06 " o.c.
1.25 88.58 " o.c.
1.25 88.58 " o.c.
1.15 46.40 " o.c.
1.25 88.58 " o.c.
1.60 28.68 " o.c.
1.60 37.32 " o.c.
1.60 33.60 " o.c.
1.60 23.40 " o.c.
1.60 33.60 " o.c.
1.60 42.12 " o.c.
1.60 27.60 " o.c.
1.60 42.12 " o.c.
1.60 19.95 " o.c.GOVERNS
1.00 " o.c.
16 " o.c.
C&CWIND DEFLECTION, L/GYP OR WOOD COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP AND WOOD COMP.
CLIENT:LGI HOMES
PROJECT:PLAN 1343- VERTICAL LA
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE YES ROOF ASSEMBLY TYPE
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir #2 (2" & wider)2x6 HEM-FIR #2 GRADE STUDS
0.6*W (PSF)WEIGHT (PSF)NO 1.30 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)850 1.10 5.50
STOP (FT)1300 1.15 8.250
WALL WIDTH (IN)START (FT)470000 0.80 7.563
D + R
D + 0.75L + 0.75LR
D + 0.75L + 0.75S
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
1300000 20.797
ASCE7 LOAD COMBINATIONS
C & C LOADING
BENDING (NDS Section 3.3)
Le = 18.50ft - (3.00in + 1.50in)(1ft/12in) = 18.13ft
M = 864.00#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 850(1.60)(1.15)(1.30) = 2033.20psi
fb = (12in/1ft)(864.00#-ft)/7.56in^3 = 1370.97psi
DEFLECTION (NDS Section 3.5.1)
DELTA = 1.02in
BENDING AND DEFLECTION CAPACITY CHECK
1370.97psi/2033.20psi = 0.674 < 1.000 O.K.
1.02in < 1.21in O.K.
THEREFORE, USE 2x6 HEM-FIR #2 GRADE STUDS AT 16in O.C.
D
D + L
D + LR
D + S
0.6C&C1
D + L (NON-CONCURRENT)
DESIRED SPACING FOR CALCULATIONS:
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
Printed by Larissa.anaya on 02/12/2025 at 09:55
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- Vertical Book - SQL1.xlsm
CLIENT:
FELTENGROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
BY:
C
MAIN FLOOR UPPER FLOOR
BRACED/SHEAR WALL PLAN BRACED/SHEAR WALL PLAN
CLIENT:SHEET L2 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:1.500 ft
Lower Plate Height:9.083 ft
Length (Dim. Perp. to Truss Span):26.000 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:22.124 ft
Ridge Height:25.249 ft
Design Edge Strip (a):3.000 ft
Design End Zone (2a):6.000 ft
Velocity Pressure Coefficient (Kz):0.917 (Table 26.10-1)
0.6*qz (Velocity Pressure):14.43 psf (Equation 26.10-1)
0.6*Pcc,wall (Maximum Volume Wall):15.78 psf (Equation 30.3-1)
0.6*Pcc,wall (Maximum Story Wall):17.40 psf (Equation 30.3-1)
0.6*Pez (End Zone Stud Design Pressure):13.73 psf Load Case A
0.6*Piz (Int. Zone Stud Design Pressure):10.36 psf Load Case A
0.6*Pp (Parapet Pressure 1.5WW and -1.0LW):21.65 psf Windward and -14.43 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
Basic Wind Speed (3 sec gust):
Exposure:
Risk Category:
Wind Directionality (Kd):
Design Code:ASCE 7-16
Design Method:Low-Rise Building (Section 28.3.1)
LGI HOMES
PLAN 1343- WIND LA
Elevation Label:
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CLIENT:SHEET L3 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
8.80 -2.60 11.40
-15.44 2.60 -18.04
-7.65 2.60 -10.25
-4.19 -2.60 -1.59
-6.93 -2.60 -4.33
-6.50 -2.60 -3.90
5.77 -2.60 8.37
-9.96 2.60 -12.56
-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
-9.35 2.60 -11.95
-8.63 -2.60 -6.03
11.13 -2.60 13.73
-10.38 2.60 -12.98
-6.74 2.60 -9.34
-5.98 -2.60 -3.38
7.76 -2.60 10.36
-6.56 2.60 -9.15
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 1343- WIND LA
Gable End Loading
Load Case A Load Case B
LGI HOMES
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CLIENT:SHEET L4 OF
PROJECT:BY
Case A 7.44 psf 7.34 psf
Case B 11.23 psf 5.87 psf
GCpf GCpf
6.37 psf 4.60 psf
GCpf GCpf
8.54 psf 6.59 psf
GCpi GCpi
2.60 psf 2.60 psf
15.13 psf 10.98 psf
0.00 psf
9.99 psf 11.15 psf
5688 #5791 #
5064 #
Case A 7.44 psf 7.34 psf Case B 9.45 psf 7.65 psf
GCpf GCpf GCpf GCpf
8.54 psf 6.59 psf 5.93 psf 4.29 psf
GCpi GCpi
2.60 psf 2.60 psf
15.13 psf 10.21 psf
0.00 psf 0.00 psf
9.99 psf 11.15 psf
5688 #4812 #
∴Use 11.14 psf at Wall for Windward Only Case (0.6*W)∴Use 8.52 psf at Wall for Windward Only Case (0.6*W)
4974 #
∴Use 15.13|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 =3939 #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 15.13|0.00 psf Wall|Roof Horizontal Pressure at Case A ∴Use 10.98 psf Horizontal Pressure at Case B
∴Use 11.14 psf at Wall for Windward Only Case (0.6*W)∴Use 8.97 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 =4389 #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 1343- WIND LA
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SHEET L5 OF
BY
WALL ROOF PARAPET TRIB. WALL HEEL TRIB. RIDGE PARAPET
SHEAR DISTANCE PRESSURE PRESSURE PRESSURE HEIGHT HEIGHT TO HEEL HEIGHT UNIFORM START STOP
#FT PSF PSF PSF FT FT FT FT PLF FT FT
10.98 10.98 4.042 0.333 3.125
2ND FLOOR
1ST FLOOR
10.98 10.083
1235 0.000
1235 30.000
1ST FLOOR
1ST FLOORSTORY CALC DESCRIPTION
0
0 0
0 0
0.00%0
0
0 0
0
0
STORY CALC DESCRIPTION
0
0
2895 0
2895 0
B
0.00%
35.000
#B ABOVE 0
2895
2895 356
0
2895
STORY CALC DESCRIPTION
A 30.000
#A ABOVE 111 0.000 30.000
0
0 0
0 0
0.00%0
0
0 0
0
0
STORY CALC DESCRIPTION
0
12350
1235 0
B
0.00%
26.000
0
30.000
1235
1235 356
0
0
A 30.000
82 0.000
1235
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
#
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
PROJECT:PLAN 1343- WIND LA
Printed by larissa.anaya on 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L6 OF
BY
WALL ROOF PARAPET TRIB. WALL HEEL TRIB. RIDGE PARAPET
SHEAR DISTANCE PRESSURE PRESSURE PRESSURE HEIGHT HEIGHT TO HEEL HEIGHT UNIFORM START STOP
#FT PSF PSF PSF FT FT FT FT PLF FT FT
15.13 0.00 4.042 0.333 6.250
2ND FLOOR
1ST FLOOR
15.13 10.083
861 0.000
1ST FLOOR
15.13 10.083
1144 0.000
15.13 0.00 4.542 0.333 4.063
861 11.000
1ST FLOORSTORY CALC DESCRIPTION
0
1449 0
2898 0
2
0.00%
30.000
#2 ABOVE 0
2898
2898 335
74 11.000 20.000
1449
STORY CALC DESCRIPTION
1.5 20.000
#1.5*153 0.000 11.000
0
1144 0
2005 0
1.5*
0.00%
30.000
0
2005
2005 143
0
1144
STORY CALC DESCRIPTION
1 15.000
#1 ABOVE 153 0.000 15.000
0
0 0
0 0
0.00%0
0
0 0
0
0
STORY CALC DESCRIPTION
0
8610
861 0
2
0.00%
30.000
0
26.000
861
861 186
0
0
1 26.000
66 0.000
861
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
#
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
PROJECT:PLAN 1343- WIND LA
Printed by larissa.anaya on 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L7 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==1235 #
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 11.25 8.00 2x6 1.4E+06 866 1.000 77 324 16.00 10.00 15.00 11.15 18215 20250
2 3 24 12.75 18.50 2x6 1.4E+06 370 1.000 29 324 16.00 10.00 15.00 11.15 21342 34545
3
4
5
6
1236
1 800 59 800 59
2 800 0 800 0
3
4
5
6
V ==#
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1
2
3
4
5
6
1
2
3
4
5
6
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
VTOTAL (#) =
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
0.059
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1343- WIND LA
A 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 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L8 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.54 2 1 C 7.08 8 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.30 0.83 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
L (ft)26.00
ADJ. H (ft)
LCONT. (ft)26.00 26.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
4.83
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
26.00>=4.83 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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
B
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
CLIENT:LGI HOMES
PROJECT:PLAN 1343- 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 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L9 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.54 2 2 C 7.08 9 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.30 0.91 0.95 1.00 1.00 1.00 1.00 1.00 1.00 9.50 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP
L (ft)5.00 14.17
ADJ. H (ft)
LCONT. (ft)5.00 14.17 19.17
110 22.54 2 2 C 7.08 9 2 NO YES NO NO 0.00 0.00 30.00 0.00
1.300 0.913 0.950 1.000 1.000 1.000 1.000 1.000 1.000 9.500 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP
L (ft)35.00
ADJ. H (ft)
LCONT. (ft)35.00 35.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
10.71
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
35.00>=10.71 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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
B
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
10.71
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
19.17>=10.71 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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
A
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
CLIENT:LGI HOMES
PROJECT:PLAN 1343- 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 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L10 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.54 2 1 C 7.08 8 2 NO YES NO NO 0.00 0.00 26.00 0.00
1.30 0.83 0.90 1.00 1.00 1.00 1.00 1.00 1.00 4.40 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)3.50 15.00 3.50
ADJ. H (ft)
LCONT. (ft)3.00 15.00 3.00 21.00
110 22.54 2 1 C 7.08 8 2 NO YES NO NO 0.00 0.00 26.00 0.00
1.300 0.825 0.900 1.000 1.000 1.000 1.000 1.000 1.000 4.400 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)7.67 10.83 4.50
ADJ. H (ft)
LCONT. (ft)7.67 10.83 4.50 23.00
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
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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
4.25
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
23.00>=4.25 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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
2
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
4.25
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
21.00>=4.25 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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
1
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
CLIENT:LGI HOMES
PROJECT:PLAN 1343- 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 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L11 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.54 2 2 C 7.08 9 2 NO YES NO NO 0.00 0.00 15.00 0.00
1.30 0.91 0.95 1.00 1.00 1.00 1.00 1.00 1.00 5.00 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)4.00 4.75 4.25
ADJ. H (ft)
LCONT. (ft)4.00 4.75 4.25 13.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
5.63
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
13.00>=5.63 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
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
1
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
CLIENT:LGI HOMES
PROJECT:PLAN 1343- 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 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L12 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2898 #
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 15.63 9.00 2x6 1.4E+06 2906 1.000 186 324 16.25 10.00 15.00 0.00 26154 40741
2
3
4
5
6
2906
1 109 109
2
3
4
5
6
V ==#
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1
2
3
4
5
6
1
2
3
4
5
6
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
VTOTAL (#) =
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
0.158
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1343- WIND LA
1.5 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- 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 ==544 #
688 #
5.00 15.00 9.99 688 #
1.083
→→
←←
2.000
→→
←←
6.000
→→→
←←←
2.750 2.000 2.250
D =0.100 in
WOOD
353
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
250 250 251 138 0
0.000 0.000 0 138 251
Left Holdown
Strap Force (#)
Max. Shear Panel
Force (plf)
Right Holdown
Strap Force (#)Bottom Pier (ft) =
Concrete Concrete
Name / Value (#) / D Name / Value (#) / D
Stem Stem 139 113
139 113
Position Position Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Window (ft) =
Location Location 10
Material Material Wall Weight (psf)
353 353 139 113
Left Holdown Right Holdown
NO STRAP Top Pier (ft) =
139 24 113
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))Left Header Strap
Force (#)
Stud Spacing
(inches o.c.)
Right Header
Strap Force (#)NO STRAP
ATRIB. (ft) =Roof DL (psf) =WUPLIFT (psf) =← VALLOW =
→ VALLOW =
CLIENT:LGI HOMES
PROJECT:PLAN 1343- WIND LA
2 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L14 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==905 #
2441 #
1.000
9.000
10.000
D =0.484 in
Door Height (ft) =
Pier Height (ft) =
Left Pier (ft)
1.750
APA PORTAL FRAME PER TT-100H
0.430 0.93 Beam Height (ft) =
Number of Piers
2
VALLOW =
Specific Gravity SG Reduction
CLIENT:LGI HOMES
PROJECT:PLAN 1343- WIND LA
2 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/10/2025 at 16:36
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L15 OF
PROJECT:BY
SEISMIC LOAD CALCULATIONS PER ASCE 7-16
*USING BASIC LOAD COMBINATIONS PER SECTION 2.4*
ALL LOAD COMBINATIONS USE: 0.7*E
E = Eh + Ev (EQN 12.4-1 and EQN 12.4-3)
Eh = ρQE (EQN 12.4-3)
ρ = 1.30 (SECTION 12.3.4.2.a)
QE = V (SECTION 12.4.2.1)
Ev = 0.2SDSD (EV = 0 IF SDS <= 0.125)(EQN 12.4-4a)
II (TABLE 1.5-1)
D (PER PROJECT SOILS REPORT OR TABLE 20.3-1)DEFAULT
22.124 (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)
0.204 (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)) =0.429 GOVERNS Csmax = SD1/(T(R/IE)) =0.429
Csmax = SD1TL/(T2(R/IE)) =12.615 Csmax = SD1TL/(T2(R/IE)) =12.615
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
}0.045 }0.045
> 0.125, THEREFORE > 0.125, THEREFORE
Ta = Cthn
x =
}0.429 }0.429
IE=
Ts=
**USE TABLE 11.6-1 ALONE IF RIGID DIAPHRAGM AND T<Ts OR WHEN
USING BRACING TABLES FOR IRC DESIGN
Ct=
RISK CATEGORY =
SITE CLASS =
hn (ft) =
Ss =
S1 =
LGI HOMES
PLAN 1343- SEISMIC LA
Elevation Label:
Printed by larissa.anaya on 02/10/2025 at 17:03
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CLIENT:SHEET L16 OF
PROJECT:
Mass Calculations
Area
(ft2)
Load
(psf)
Weight
(lb)
Total
Length
(ft)
Load
(psf)
Weight
(lb)
Total
Length
(ft)
Load
(psf)
Weight
(lb)
Roof 8.08 780 15 11700 112 10 4525 139.131 7 3935 20159
Floor 1 9.08 1.5 998 10 9980 130 10 10427 77.153 7 6387 26793
0 0 0 0
21680 14952 10321 46953
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)
9676 6773 Roof 20159 18.7 376175 0.570 3863 4.95
Floor 1 26793 10.6 283474 0.430 2911 2.92
0 0.0 0 0.000 0 0.00
46953 659648 6773
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)
9676 6773 Roof 20159 18.7 376175 0.570 3863 4.95
Floor 1 26793 10.6 283474 0.430 2911 2.92
0 0.0 0 0.000 0 0.00
46953 659648 6773
ρ
1.30
Redundancy Front/Back Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
ρ
1.30
Redundancy Side/Side Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
LGI HOMES
PLAN 1343- SEISMIC
Total Mass
Level
Plate
Height
(ft)
Floor
Depth
(ft)
Diaphragm Exterior Walls Interior Walls Total
Weight
(lb)
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SHEET L17 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
2ND FLOOR
1ST FLOOR
1931 0.000
1931 30.000
1ST FLOOR
1ST FLOOR
0
STORY CALC DESCRIPTION
00
0.00%
0
0
0
0
0 0
0
0
0
0
STORY CALC DESCRIPTION
10.500 30.000
34480B
0.00%
35.000
#B ABOVE 2.92 35.000
3448
2.92 34.000 99 4.000 10.500
41 0.000 4.000
3314
3314 322
25 0.000 4.000
102
A 30.000
#A ABOVE 2.92 14.166
2.92 8.500
3314
0
STORY CALC DESCRIPTION
00
0.00%
0
0
0
0
0 0
0
0
0
0
STORY CALC DESCRIPTION
0
19310B
0.00%
26.000
1931
1931 0
129 0.000 30.000
1931
1931 557
0
FT
A 30.000
4.95 26.000
SHEAR
(#)
CHORD
(#)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
#
LINE
CALLOUT % CANT.SEISMIC DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
PROJECT:PLAN 1343- SEISMIC LA
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SHEET L18 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
2ND FLOOR
1ST FLOOR
1931 0.000
1ST FLOOR
656 0.000
1931 11.000
1ST FLOOR
0
STORY CALC DESCRIPTION
187202
0.00%
30.000
#2 ABOVE
1872
2.92 19.500 57 19.000 20.000
76 0.000 11.000
2306
2306 452
87 11.000 19.000
0
1.5 20.000
#1.5*2.92 26.000
2.92 30.000
2306
0
STORY CALC DESCRIPTION
65601.5*
0.00%
30.000
656
0
87 0.000 15.000
2587
2587 82
0
0
1 15.000
#1 ABOVE 2.92 30.000
2587
0
STORY CALC DESCRIPTION
00
0.00%
0
0
0
0
0 0
0
0
0
0
STORY CALC DESCRIPTION
0
193102
0.00%
30.000
1931
1931 0
149 0.000 26.000
1931
1931 418
0
FT
1 26.000
4.95 30.000
SHEAR
(#)
CHORD
(#)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
#
LINE
CALLOUT % CANT.SEISMIC DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
PROJECT:PLAN 1343- SEISMIC LA
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SHEET L19 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==1931 #
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 11.25 8.00 2x6 1.4E+06 1361 1.000 121 232 16.00 10.00 15.00 0.14 13809 20250
2 3 24 12.75 18.50 2x6 1.4E+06 574 1.000 45 232 16.00 10.00 15.00 0.14 15602 34545
3
4
5
6
1935
1 147 147
2 0 0
3
4
5
6
V ==1931 #
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 26.00 8.08 2x6 1.4E+06 1950 1.000 75 232 16.00 10.00 15.00 0.14 31398 108430
2
3
4
5
6
1950
1 0 0
2
3
4
5
6
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
0.056
VTOTAL (#) =
B
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
0.092
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1343- SEISMIC LA
A 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 02/10/2025 at 17:03
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SHEET L20 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2740 #
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 5.00 9.00 2x6 1.4E+06 570 1.000 114 232 2.00 10.00 15.00 0.14 5346 1500
2 3 24 14.17 9.00 2x6 1.4E+06 2182 1.000 154 232 2.00 10.00 15.00 0.14 21376 12047
3
4
5
6
2752
1 CONC EXT CORNER 6 CRKD 800 409 D CONC EXT MIDWALL 6 CRKD 800 409 D
2 CONC EXT MIDWALL 6 CRKD 800 518 D CONC EXT CORNER 6 CRKD 800 518 D
3
4
5
6
V ==3448 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 35.00 9.00 2x6 1.4E+06 3465 1.000 99 232 2.00 10.00 15.00 0.14 41788 73500
2
3
4
5
6
3465
1 0 0
2
3
4
5
6
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
0.083
VTOTAL (#) =
B
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
0.150
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1343- SEISMIC LA
A 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 02/10/2025 at 17:03
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SHEET L21 OF
BY
LATERAL LOAD ANALYSIS: PERFORATED SHEAR WALLS (PSW) SDPWS 4.3.2.3
V ==1931 #
2.00 10.00 15.00 0.14 15605 49860
1 3.500 0 0
2 15.000
3 3.500
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0.885 3 221 4122 >=1931 OK
∑Afhs =177.760 ∑AO =∑bi =21.064
V ==1931 #
2.00 10.00 15.00 0.14 15605 49860
1 7.666 0 0
2 10.833
3 4.500
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0.919 3 221 4670 >=1931 OK
∑Afhs =185.832 ∑AO =∑bi =22.99926.000
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
4.500
3.000 2.000 6.000 7.666
4.000 5.000 20.000 10.833
WOOD/
CONC
TDESIGN
(#)HOLDOWN
Height (ft)Width (ft)Area, AO (ft2)
Full Height Wall
Segment, Li (ft)
Openings Adjusted
Segment, bi (ft)
WOOD/
CONC
TDESIGN
(#)HOLDOWN
STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)LOCATION POSITIONATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*0.2*
SDS
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
30.000 8.080 24 LEFT END RIGHT END
∑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}
32.000
2
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
3.032
4.000 4.000 16.000 3.032
4.000 4.000 16.000 15.000
WOOD/
CONC
TDESIGN
(#)HOLDOWN
Height (ft)Width (ft)Area, AO (ft2)
Full Height Wall
Segment, Li (ft)
Openings Adjusted
Segment, bi (ft)
WOOD/
CONC
TDESIGN
(#)HOLDOWN
STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)LOCATION POSITIONATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*0.2*
SDS
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
30.000 8.080 24 LEFT END RIGHT END
∑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 1343- SEISMIC LA
1 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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SHEET L22 OF
BY
LATERAL LOAD ANALYSIS: PERFORATED SHEAR WALLS (PSW) SDPWS 4.3.2.3
V ==2587 #
7.50 10.00 15.00 0.14 23494 91485
1 4.000 0 0
2 3.000
3 4.750
4 4.250 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0.710 4 322 3253 >=2587 OK
∑Afhs =145.280 ∑AO =∑bi =14.235
V ==#
1
2
3
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0
∑Afhs =∑AO =∑bi =
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
WOOD/
CONC
TDESIGN
(#)HOLDOWN
Height (ft)Width (ft)Area, AO (ft2)
Full Height Wall
Segment, Li (ft)
Openings Adjusted
Segment, bi (ft)
WOOD/
CONC
TDESIGN
(#)HOLDOWN
STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)LOCATION POSITIONATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*0.2*
SDS
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
24 LEFT END RIGHT END
∑MOT = Vh ∑MR = [DLATRIB.+WWALLh][LTOT]2/2
Wall Length, LTOT (ft)Wall Height, h (ft)Stud Spacing (in)TDESIGN = [∑MOT-(0.6-0.7*0.2*SDS)∑MR]/[CO∑bi]-(0.6-0.7*0.2*SDS)WINT.WALL+T2nd FLOOR {EQN 4.3-8}
79.498
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
5.000 5.000 25.000 4.750
3.979
4.500 3.000 13.500 3.524
6.833 6.000 40.998 1.982
WOOD/
CONC
TDESIGN
(#)HOLDOWN
Height (ft)Width (ft)Area, AO (ft2)
Full Height Wall
Segment, Li (ft)
Openings Adjusted
Segment, bi (ft)
WOOD/
CONC
TDESIGN
(#)HOLDOWN
STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)LOCATION POSITIONATRIB.
(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
∑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 1343- SEISMIC LA
1 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 02/10/2025 at 17:03
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SHEET L23 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2306 #
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 15.63 9.00 2x6 1.4E+06 2313 1.000 148 232 16.25 10.00 15.00 0.14 26698 40767
2
3
4
5
6
2313
1 143 143
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
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
VTOTAL (#) =
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LEFT END RIGHT END
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
0.126
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1343- SEISMIC LA
1.5 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/10/2025 at 17:03
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- 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 ==129 #
390 #
5.00 15.00 0.14 390 #
1.083
→→
←←
2.000
→→
←←
6.000
→→→
←←←
2.750 2.000 2.250
D =0.056 in
WOOD
252
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) =
0 0
250 250 251 78 0
0.000 0.000 0 78 251
Left Holdown
Strap Force (#)
Max. Shear Panel
Force (plf)
Right Holdown
Strap Force (#)Bottom Pier (ft) =
Concrete Concrete
Name / Value (#) / D Name / Value (#) / D
Stem Stem 79 64
79 64
Position Position Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Window (ft) =
Location Location 10
Material Material Wall Weight (psf)
252 252 79 64
Left Holdown Right Holdown
NO STRAP Top Pier (ft) =
79 24 64
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))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 =
→ VALLOW =
CLIENT:LGI HOMES
PROJECT:PLAN 1343- SEISMIC LA
2 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/10/2025 at 17:03
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L25 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==1743 #
1744 #
1.000
9.000
10.000
D =0.484 in
Door Height (ft) =
Pier Height (ft) =
Left Pier (ft)
1.750
APA PORTAL FRAME PER TT-100H
0.430 0.93 Beam Height (ft) =
Number of Piers
2
VALLOW =
Specific Gravity SG Reduction
CLIENT:LGI HOMES
PROJECT:PLAN 1343- SEISMIC LA
2 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/10/2025 at 17:03
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\30 Wide Series\Plan 1343\00-Engineering\PLAN 1343- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm