Calcs- Shelm Meadows- Plan 1431 BainbridgeLGI Homes - WA
12951 Bel Red Rd
Bellevue, Washington 98005
Shelm Meadows
PLAN 1431- BAINBRIDGE
INDEX TO STRUCTURAL CALCULATIONS
Design Criteria SHEET 1
Vertical Analysis SHEETS 2-14
Lateral Analysis SHEETS L1-L18
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-FE25-001104
130734
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
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
ROOF
FRAMING PLAN
DATE: SHEET OF
BY:
CLIENT:
PROJECT:
FELTENGROUP
ARCHITECTURE I ENGINEERING I FORENSICS
ROOF
FRAMING PLAN
DATE: SHEET OF
BY:
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
FLOOR FRAMING PLAN
BY:
SHEET 5 OF
BY
CLIENT:LGI HOMES
PROJECT:PLAN 1431- 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
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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
D 60 60 0.000 14.000
S 100 100 0.000 14.000
0.6W -40 -40 0.000 14.000
1120 1120
-31 -31
D 15 15 0.000 40.000
S 25 25 0.000 40.000
0.6W -10 -10 0.000 40.000
D 15 15 0.000 14.000
S 25 25 0.000 14.000
0.6W -10 -10 0.000 14.000
D 60 60 14.000 40.000
S 100 100 14.000 40.000
0.6W -40 -40 14.000 40.000
519 4190 1611
-14 -115 -44
PROJECT:PLAN 1431- VERTICAL LA
G1
CLIENT:LGI HOMES
14.000
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 14.000No
Gi
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De
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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
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Conventional Conventional
9.083 9.083
Edge Edge
(0) 2x6 POSTS (0) 2x6 POSTS
12 12
2500 2500
18 18
410 410
NO FTG REQ'D NO FTG REQ'D
20.000
G2
No 2x Roof 40.000No
20.000 Cantilever Data Truss Type Total Length (ft)
Gi
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De
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D + S D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
0.6D + 0.6W 0.6D + 0.6W 0.6D + 0.6W
5.5 5.5 5.5
9.083 9.083 9.083
Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)
Edge Edge Edge
(0) 2x6 POSTS (1) 2x6 POSTS (0) 2x6 POSTS
Conventional Conventional Conventional
12 12 12
2500 2500 2500
18 18 18
530 1090 530
NO FTG REQ'D NO FTG REQ'D NO FTG REQ'DFo
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14'
120 120
20'20'
60 60
150 150
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SHEET 7 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 8.000 8.000
1.15 55 173 9.083 9.083 N/A 2500 N/A 2500
0.995 0.111 0.170 Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)12 18 12 18
1.500 1.000 (1) 2x6 KS (1) 2x6 KS 290 0 290 0
1.00 Use:(1) 2x6 (1) 2x6
656 656
210 0.000 6.250 560 1025 5.5 5.5
814 1256 8.000 8.000
1.15 51 173 9.083 9.083 N/A 2500 N/A 2500
0.988 0.133 0.250 Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)12 18 12 18
1.300 1.000 (1) 2x6 KS (1) 2x6 KS 290 0 290 0
1.00 Use:(1) 2x6 (1) 2x6
1381 1381
850 0.000 3.250 992 1122 5.5 5.5
890 1263 8.000 8.000
1.15 90 173 9.083 9.083 N/A 2500 N/A 2500
0.994 0.039 0.130 Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)12 18 12 18
1.300 1.000 (1) 2x6 KS (1) 2x6 KS 930 0 930 0
1.00 Use:(1) 2x6 (1) 2x6
480 480
160 0.000 6.000 357 720 5.5 5.5
173 1227 9.000 9.000
1.15 17 207 N/A 2500 N/A 2500
0.988 0.013 0.240 Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)12 18 12 18
1.200 1.000 200 0 200 0
1.00 Use:(1) 2x6 (1) 2x6
1706 1706
210 0.000 16.250 1496 6932 5.5 5.5
1109 2031 9.000 9.000
1.15 60 305 N/A 2500 N/A 2500
0.736 0.407 0.650 Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)12 9 12 9
1.000 1.000 290 0 290 0
1.00 Use:(1) 2x6 (1) 2x6
731 731
90 0.000 16.250 647 2971 5.5 5.5
563 877 9.000 9.000
1.15 29 173 N/A 2500 N/A 2500
0.897 0.305 0.650 Hem-Fir Stud (2" & wider)Hem-Fir Stud (2" & wider)12 9 12 9
1.000 1.000 200 0 200 0
1.00 Use:(1) 2x6 (1) 2x6
PROJECT:PLAN 1431- 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 Conventional Conventional
Edge Edge
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 Conventional Conventional
Edge Edge
4.250
Hem-Fir #2 Common (2) 2x4
Select Material NO FTG REQ'D NO FTG REQ'D
H3 3.250 Conventional Conventional
Edge Edge
6.250
Hem-Fir #2 Common (2) 2x6
Select Material NO FTG REQ'D NO FTG REQ'D
H4 6.000 Conventional Conventional
Edge Edge
3.250
Hem-Fir #2 Common (2) 2x6
Select Material NO FTG REQ'D NO FTG REQ'D
H5 16.250 Conventional Conventional
Edge Edge
6.000
Doug-Fir #2 (2" & wider)4x10
Select Material NO FTG REQ'D NO FTG REQ'D
H6 16.250 Conventional Conventional
Edge Edge
16.250
24F-1.8E (24F-V4)3 1/8 x 12
Select Material NO FTG REQ'D NO FTG REQ'D
16.250
Hem-Fir #2 Common (2) 2x12
Select Material NO FTG REQ'D NO FTG REQ'D
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SHEET 8 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 1431- 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
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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
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
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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
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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
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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)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
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SHEET 9 OF
BY
D 24 24 0.000 49.957 1.000 240
L 64 64 0.000 49.957 360
Factors
Yes
1.150
No
MC<=19%
T<=100 -0.136
0.990 0.000
0.803 No -0.096
1.100 No 0.000
1.100
1.000
410 1040 503 734 705
120 305 148 215 207
841 291
247 86
PROJECT:PLAN 1431- VERTICAL LA
CLIENT:LGI HOMES
-1042 D + L
J1 1.000 525 D + L 57 150
49.957
8.000 Hem-Fir #2 (2" & wider)2x10
Select Material
584 864
7.250 No Deflections
D + L
7.250
11.125
Cantilever Data 929 D + L 521 1064
No
8.166
8.166
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Scarf Cut Data
L
D + L D + L D + L D + L D + L
D D D D D
5.125 3.125 3.125 3.125 3.125
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
To Framing Below To Framing Below To Framing Below To Framing Below To Framing Below
3.125 5.125
He
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D + L D + L
D D
Fo
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D
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To Framing Below To Framing Below
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
11.125'7.25'7.25'8'8.166'8.166'
88 88
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SHEET 10 OF
BY
D 155 155 0.000 25.108 1.000 240
L 413 413 0.000 25.108 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.040
0.999 0.003
0.997 No -0.029
1.300 No 0.002
1.300
1.000
2695 3461 3155 3758
755 970 884 1053
1303
365
PROJECT:PLAN 1431- VERTICAL LA
CLIENT:LGI HOMES
120
-2026 D + L
C1 1.000 1637 D + L 97 180
25.108L
5.777 Doug-Fir #2 (2" & wider)4x8
Select Material
793 1167
5.777 No 180 Deflections
D + L
5.777
2.000
Cantilever Data 1482 D + L 580 1169
Yes
5.777
He
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Scarf Cut Data D + L
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
16" DIA. x 8" DEEP NO
REBAR
16" DIA. x 8" DEEP NO
REBAR
17" DIA. x 8" DEEP NO
REBAR
3.5
He
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D + L
D
Fo
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D
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4
Doug-Fir #2 (2" & wider)
4x4 POSTS
Fo
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S
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D
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Isolated Footing
2500
0
10" DIA. x 8" DEEP NO
REBAR
2'5.777'5.777'5.777'5.777'
567 567
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SHEET 11 OF
BY
D 155 155 0.000 25.108 1.000 240
L 413 413 0.000 25.108 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.040
0.999 0.003
0.997 No -0.029
1.300 No 0.002
1.300
1.000
1303 3758 3155 3461 2695
365 1053 884 970 755
PROJECT:PLAN 1431- VERTICAL LA
CLIENT:LGI HOMES
120
-2026 D + L
C1 1.000 1637 D + L 97 180
25.108L
5.777 Doug-Fir #2 (2" & wider)4x8
Select Material
793 1167
5.777 Yes 180 Deflections
D + L
5.777
5.777
Cantilever Data 1482 D + L 580 1169
No
2.000
He
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Scarf Cut Data D + L
L
D + L D + L D + L D + L D + L
D D D D D
3.5 3.5 3.5 3.5 3.5
4 4 4 4 4
Doug-Fir #2 (2" & wider)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 4x4 POSTS
Isolated Footing Isolated Footing Isolated Footing Isolated Footing Isolated Footing
2500 2500 2500 2500 2500
0 0 0 0 0
10" 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
15" DIA. x 8" DEEP NO
REBAR
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
5.777'5.777'5.777'5.777'2'
567 567
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SHEET 12 OF
BY
D 145 145 0.000 19.165 1.000 240
L 388 388 0.000 19.165 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.010
0.999 -0.008
0.997 No -0.007
1.300 No -0.006
1.300
1.000
2421 2738 2738 2421
676 765 765 676
PROJECT:PLAN 1431- VERTICAL LA
CLIENT:LGI HOMES
120
-1160 D + L
C2 1.000 1077 D + L 64 180
19.165L
5.055 Doug-Fir #2 (2" & wider)4x8
Select Material
454 1166
5.055 Yes 180 Deflections
D + L
5.055
2.000
Cantilever Data 601 D + L 235 1169
Yes
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
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
14" DIA. x 8" DEEP NO
REBAR
15" DIA. x 8" DEEP NO
REBAR
15" DIA. x 8" DEEP NO
REBAR
14" DIA. x 8" DEEP NO
REBAR
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
2'5.055'5.055'5.055'2'
533 533
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SHEET 13 OF
BY
D 173 173 0.000 12.666 1.000 240
L 463 463 0.000 12.666 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.004
0.999 -0.018
0.997 No -0.003
1.300 No -0.013
1.300
1.000
2765 2582 2765
770 719 770
PROJECT:PLAN 1431- VERTICAL LA
CLIENT:LGI HOMES
120
-1281 D + L
C3 1.000 1281 D + L 76 180
12.666L
2.000 Doug-Fir #2 (2" & wider)4x8
Select Material
501 1166
4.333 Yes 180 Deflections
D + L
4.333
2.000
Cantilever Data 438 D + L 172 1169
Yes
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
L
D + L D + L D + L
D D D
3.5 3.5 3.5
4 4 4
Doug-Fir #2 (2" & wider)Doug-Fir #2 (2" & wider)Doug-Fir #2 (2" & wider)
4x4 POSTS 4x4 POSTS 4x4 POSTS
Isolated Footing Isolated Footing Isolated Footing
2500 2500 2500
0 0 0
15" DIA. x 8" DEEP NO
REBAR
14" DIA. x 8" DEEP NO
REBAR
15" DIA. x 8" DEEP NO
REBAR
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
2'4.333'4.333'2'
636 636
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SHEET 14 OF
BY
S1 1
3.00 180 YES
1.50 0.7 NO
ROOF
TYPE:15.00 9.08
40.00 10.00 TARGET
WALL
1.00 25.00
21.00
9.05
16.13 9.08 SPECIES TITLE
10.10 10.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
8.71 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)Ix (IN4)
CD
0.90 172.78 " o.c.
1.00 186.52 " o.c.
1.25 215.76 " o.c.
1.15 83.41 " o.c.
1.25 215.76 " o.c.
1.25 215.76 " o.c.
1.15 97.93 " o.c.
1.25 215.76 " o.c.
1.60 87.60 " o.c.
1.60 109.80 " o.c.
1.60 103.68 " o.c.
1.60 68.40 " o.c.
1.60 103.68 " o.c.
1.60 125.16 " o.c.
1.60 77.28 " o.c.
1.60 125.16 " o.c.
1.60 64.49 " 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 1431- 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 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 = 9.08ft - (3.00in + 1.50in)(1ft/12in) = 8.71ft
M = 305.84#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(305.84#-ft)/7.56in^3 = 485.30psi
DEFLECTION (NDS Section 3.5.1)
DELTA = 0.09in
BENDING AND DEFLECTION CAPACITY CHECK
485.30psi/1242.00psi = 0.391 < 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
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CLIENT:
FELTENGROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
BRACED/SHEAR WALL PLAN
BY:
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)
Truss Heel Height:0.333 ft
Plate Height:9.083 ft
Length (Dimension Perpendicular to Truss Span):50.000 ft
Width (Dimension Parallel to Truss Span):40.000 ft
Roof Pitch:5.00 in/12 in
Roof Angle:22.620 deg
Mean Roof Height:13.583 ft
Ridge Height:17.749 ft
Design Edge Strip (a):4.000 ft
Design End Zone (2a):8.000 ft
Velocity Pressure Coefficient (Kz):0.850 (Table 26.10-1)
0.6*qz (Velocity Pressure):13.38 psf (Equation 26.10-1)
0.6*Pcc,wall (Maximum Wall Pressure):16.13 psf (Equation 30.3-1)
0.6*Pend zone stud (End Zone Stud Design Pressure):12.73 psf Load Case A
0.6*Pint zone stud (Int. Zone Stud Design Pressure):9.60 psf Load Case A
0.6*Pp (Parapet Pressure 1.5WW and -1.0LW):20.07 psf Windward and -13.38 psf Leeward
Design Method:Low-Rise Building (Section 28.3.1)
Basic Wind Speed (3 sec gust):
Exposure:
LGI HOMES
PLAN 1431- WIND LA
Elevation Label:
Design Code:ASCE 7-16
Risk Category:
Wind Directionality (Kd):
Topographic Factor (Kzt):
Ground Elevation Factor (ft) (Ke):
ASD Load Combination Factor for W:
ONE STORY DIAPHRAGM WIND LOADS FOR ASD LOAD COMBINATIONS
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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.
LGI HOMES
PLAN 1431- WIND LA
Gable End Loading
Load Case A Load Case B
7.20 -2.41 9.60
Hip End Loading
Load Case A Load Case B
Load Case A Pressures
-6.08 2.41 -8.49
-6.25 2.41 -8.66
0.6*qz*GCpf (psf)0.6*qz*GCpi (psf)Pressure (psf)
-9.62 2.41 -12.03
-8.67 2.41 -11.08
-5.54 -2.41 -3.13
10.32 -2.41 12.73
-6.02 -2.41 -3.61
-9.23 2.41 -11.64
-8.00 -2.41 -5.59
Load Case B Pressures
0.6*qz*GCpf (psf)0.6*qz*GCpi (psf)Pressure (psf)
5.35 -2.41 7.76
-3.88 -2.41 -1.47
-4.95 2.41 -7.36
-6.02 -2.41 -3.61
-7.09 2.41 -9.50
-6.42 -2.41 -4.01
-6.42 -2.41 -4.01
-14.32 2.41 -16.72
8.16 -2.41 10.57
-5.75 -2.41 -3.34
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CLIENT:SHEET L4 OF
PROJECT:BY
Case A 6.64 psf 6.63 psf
Case B 10.05 psf 5.29 psf
GCpf GCpf
6.35 psf 4.59 psf
GCpf GCpf
7.70 psf 5.94 psf
GCpi GCpi
2.41 psf 2.41 psf
13.63 psf 10.93 psf
0.00 psf
9.05 psf 10.08 psf
3323 #3954 #
3472 #
Case A 6.64 psf 6.63 psf Case B 8.25 psf 7.09 psf
GCpf GCpf GCpf GCpf
7.70 psf 5.94 psf 5.49 psf 3.97 psf
GCpi GCpi
2.41 psf 2.41 psf
13.63 psf 9.47 psf
0.00 psf 0.00 psf
9.05 psf 10.08 psf
3323 #1846 #
LGI HOMES
PLAN 1431- WIND LA
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
Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall =
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.
ONE STORY DIAPHRAGM GABLE END WIND LOADS FOR ASD LOAD COMBINATIONS
Load Case A Load Case B
GCpf Windward GCpf Leeward
∴Use 9.60|4.80 psf Wall|Roof Horizontal Pressure at Case A ∴Use 10.93 psf Wall Horizontal Pressure at Case B
∴Use 10.10 psf at Wall for Windward Only Case (0.6*W)∴Use 8.76 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 =4340 #Total Base Shear Due to 0.6*16psf =
Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall =
Total Horizontal Pressure at Roof =Total Horizontal Pressure at Roof =
Total Uplift Pressure at Roof =Total Uplift Pressure at Roof =
ONE 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 10.10 psf at Wall for Windward Only Case (0.6*W)∴Use 7.90 psf at Wall for Windward Only Case (0.6*W)
2672 #
∴Use 9.60|4.80 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 =3540 #Total Base Shear Due to 0.6*16psf at Wall
and 0.6*8psf at Roof =
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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
10.93 10.93 4.542 0.333 4.167
1ST FLOOR
1ST FLOOR
1ST FLOOR
1ST FLOOR
PROJECT:PLAN 1431- WIND LA
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
SHEAR
(#)
CHORD
(#)
WINDWARD INFORMATION
LEEWARD INFORMATION
NEXT
LINE
FROM
NEXT
CHORD
DIST.
FT
SOURCE LINE NEXT
LINE
#
TARGET
LINE
TO
TARGET
LINE
SPACING
FT
POINT SHEAR FROM
OTHER LINES
UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE TARGET
LINE
#
1977
1977 439
0
0
99 0.000
B
0.00%
45.000
0
40.000
A 40.000
1977
19770
1977 0
STORY CALC DESCRIPTION ALL ELEVATIONS
0
0
0 0
0
0
0 0
0.00%0
0
0 0
STORY CALC DESCRIPTION
0
0
0 0
0
0
0 0
0.00%0
0
0 0
STORY CALC DESCRIPTION
0
0
0 0
0
0
0 0
0.00%0
STORY CALC DESCRIPTION
0
0 0
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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
9.60 4.80 4.542 0.333 8.333
9.60 4.80 4.542 0.333 2.917
1ST FLOOR
1ST FLOOR
9.60 4.80 4.542 0.333 8.333
9.60 4.80 4.542 0.333 4.167
9.60 4.80 4.542 0.333 2.917
9.60 4.80 4.542 0.333 1.458
1ST FLOOR
1ST FLOOR
PROJECT:PLAN 1431- WIND LA
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
SHEAR
(#)
CHORD
(#)
WINDWARD INFORMATION
LEEWARD INFORMATION
NEXT
LINE
FROM
NEXT
CHORD
DIST.
FT
SOURCE LINE NEXT
LINE
#
TARGET
LINE
TO
TARGET
LINE
SPACING
FT
POINT SHEAR FROM
OTHER LINES
UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE TARGET
LINE
#
2163
2163 674
61 45.000 50.000
0
87 0.000
2
0.00%
40.000
0
45.000
1 50.000
2163
20460
2046 0
STORY CALC DESCRIPTION ELEVATION A
0
0
0 0
0
0
0 0
0.00%0
0
0 0
STORY CALC DESCRIPTION
1 50.000
87 0.000 25.000
2033
2033 595
67 25.000 38.000
43.000 50.000
1686
2033 61 38.000 43.000
2
0.00%
40.000
54
0
1686 0
STORY CALC DESCRIPTION ELEVATION B
0
0
0 0
0
0
0 0
0.00%0
STORY CALC DESCRIPTION
0
0 0
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SHEET L7 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 13.58 1 1 C 8.33 9 2 NO YES NO NO 0.00 0.00 40.00 0.00
1.20 0.90 0.95 1.00 1.00 1.00 1.00 1.00 1.00 6.50 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)20.00 8.00 16.00
ADJ. H (ft)
LCONT. (ft)20.00 8.00 16.00 44.00
110 13.58 1 1 C 8.33 9 2 NO YES NO NO 0.00 0.00 40.00 0.00
1.200 0.900 0.950 1.000 1.000 1.000 1.000 1.000 1.000 6.500 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP
L (ft)45.00
ADJ. H (ft)
LCONT. (ft)45.00 45.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
CLIENT:LGI HOMES
PROJECT:PLAN 1431- WIND LA
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
A
6.67
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
44.00>=6.67 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
B
6.67
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
45.00>=6.67 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
METHOD CS-WSP (INCLUDES CS-G & CS-PF)METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOORBASEMENT
Printed by larissa.anaya on 02/11/2025 at 13:03
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SHEET L8 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 13.58 1 1 C 8.33 9 2 NO YES NO NO 0.00 0.00 24.50 0.00
1.20 0.90 0.95 1.00 1.00 1.00 1.00 1.00 1.00 4.18 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP
L (ft)19.50 6.63
ADJ. H (ft)
LCONT. (ft)19.50 6.63 26.13
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
CLIENT:LGI HOMES
PROJECT:PLAN 1431- WIND LA
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
1
4.28
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
26.13>=4.28 O.K.TOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
METHOD CS-WSP (INCLUDES CS-G & CS-PF)METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
METHOD CS-WSP (INCLUDES CS-G & CS-PF)
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED)
3rd FLOORBASEMENT
Printed by larissa.anaya on 02/11/2025 at 13:03
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan1431\00-Engineering\PLAN 1431- ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L9 OF
BY
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==544 #
740 #
2.00 15.00 9.05 740 #
1.083
→→
←←
5.000
→→
←←
3.000
→→→
←←←
4.000 6.000 4.000
D =0.076 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) =
0 0
250 250 189 118 0
0.000 0.000 0 118 189
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 353 353
353 353
Position Position Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Window (ft) =
Location Location 10
Material Material Wall Weight (psf)
353 353 353 353
Left Holdown Right Holdown
NO STRAP Top Pier (ft) =
353 24 353
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 1431- WIND LA
2 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/11/2025 at 13:03
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SHEET L10 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==1502 #
2930 #
1.000
9.000
10.000
D =0.510 in
CLIENT:LGI HOMES
PROJECT:PLAN 1431- WIND LA
2
2
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 02/11/2025 at 13:03
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CLIENT:SHEET L11 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
13.583 (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)
0.142 (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)) =0.618 GOVERNS Csmax = SD1/(T(R/IE)) =0.618
Csmax = SD1TL/(T2(R/IE)) =26.223 Csmax = SD1TL/(T2(R/IE)) =26.223
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 1431- SEISMIC LA
Elevation Label:
Ct=
RISK CATEGORY =
SITE CLASS =
hn (ft) =
Ss =
S1 =
IE=
Ts=
**USE TABLE 11.6-1 ALONE IF RIGID DIAPHRAGM AND T<Ts OR WHEN
USING BRACING TABLES FOR IRC DESIGN
Ta = Cthn
x =
}0.618 }0.618
}0.045 }0.045
> 0.125, THEREFORE > 0.125, THEREFORE
Printed by larissa.anaya on 02/11/2025 at 13:05
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan1431\00-Engineering\PLAN 1431- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L12 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 9.083 2054 15 30810 192 10 8720 216.137 7 6871 46401
0 0 0 0
0 0 0 0
30810 8720 6871 46401
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)
9562 6694 Roof 46401 9.1 421458 1.000 6694 3.26
0 0.0 0 0.000 0 0.00
0 0.0 0 0.000 0 0.00
46401 421458 6694
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)
9562 6694 Roof 46401 9.1 421458 1.000 6694 3.26
0 0.0 0 0.000 0 0.00
0 0.0 0 0.000 0 0.00
46401 421458 6694
LGI HOMES
PLAN 1431- SEISMIC
Total Mass
Level
Plate
Height
(ft)
Floor
Depth
(ft)
Diaphragm Exterior Walls Interior Walls Total
Weight
(lb)
ρ
1.30
Redundancy Front/Back Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
ρ
1.30
Redundancy Side/Side Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
Printed by larissa.anaya on 02/11/2025 at 13:05
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan1431\00-Engineering\PLAN 1431- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L13 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
1ST FLOOR
1ST FLOOR
1ST FLOOR
1ST FLOOR
PROJECT:PLAN 1431- 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 40.000
3.26 50.000
3.26 45.000
14.000
3121
3121 670
147 14.000 40.000
FT
SHEAR
(#)
CHORD
(#)
3121 0
163 0.000
0
STORY CALC DESCRIPTION
0
29730B
0.00%
45.000
2973
0
0 0
0
0
0 0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
0
0 0
0
0
0 0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
0
0 0
0
0
0 0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
Printed by larissa.anaya on 02/11/2025 at 13:05
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SHEET L14 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
1ST FLOOR
1ST FLOOR
1ST FLOOR
1ST FLOOR
PROJECT:PLAN 1431- 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 50.000
3.26 40.000
3.26 14.000
45.000
3238
3238 1005
46 45.000 50.000
FT
SHEAR
(#)
CHORD
(#)
3238 0
130 0.000
0
STORY CALC DESCRIPTION
0
285602
0.00%
40.000
2856
0
0 0
0
0
0 0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
0
0 0
0
0
0 0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
0
0 0
0
0
0 0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
Printed by larissa.anaya on 02/11/2025 at 13:05
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan1431\00-Engineering\PLAN 1431- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L15 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==3121 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 20.00 9.00 2x6 1.4E+06 1440 1.000 72 232 21.00 10.00 15.00 0.14 24645 81000
2 3 24 8.00 9.00 2x6 1.4E+06 552 1.000 69 232 21.00 10.00 15.00 0.14 6838 12960
3 3 24 16.00 9.00 2x6 1.4E+06 1136 1.000 71 232 21.00 10.00 15.00 0.14 17702 51840
4
5
6
3128
1 0 0
2 0 0
3 0 0
4
5
6
V ==2973 #
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 45.00 9.00 2x6 1.4E+06 3015 1.000 67 232 21.00 10.00 15.00 0.14 86289 410063
2
3
4
5
6
3015
1 0 0
2
3
4
5
6
LA
A
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 1431- SEISMIC
0.061
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 (#) =
0.056
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 02/11/2025 at 13:05
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan1431\00-Engineering\PLAN 1431- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L16 OF
BY
LATERAL LOAD ANALYSIS: PERFORATED SHEAR WALLS (PSW) SDPWS 4.3.2.3
V ==3238 #
2.00 10.00 15.00 0.14 29407 96664
1 19.500 0 0
2 6.500
3 3.000
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0.787 3 221 4869 >=3238 OK
∑Afhs =263.407 ∑AO =∑bi =27.982
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 1431- SEISMIC LA
1
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*0.2*
SDS
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
40.000 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
(#)
5.000 5.000 25.000 19.500
6.833 6.000 40.998 6.500
WOOD/
CONC
1.982
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}
65.998
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 02/11/2025 at 13:05
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan1431\00-Engineering\PLAN 1431- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L17 OF
BY
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==764 #
875 #
2.00 15.00 0.14 875 #
1.083
→→
←←
5.000
→→
←←
3.000
→→→
←←←
4.000 6.000 4.000
D =#######in
CLIENT:LGI HOMES
PROJECT:PLAN 1431- SEISMIC LA
2
→ 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) =
417 24 417
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
Material Material Wall Weight (psf)
1030 1030 417 417
Left Holdown Right Holdown
Window (ft) =
Location Location 10
Stem Stem 417 417
417 417
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) =
0 0
250 250 251 139 0
0.000 0.000 0 139 251
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 02/11/2025 at 13:05
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan1431\00-Engineering\PLAN 1431- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L18 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==2092 #
2093 #
1.000
9.000
10.000
D =0.510 in
CLIENT:LGI HOMES
PROJECT:PLAN 1431- SEISMIC LA
2
2
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 02/11/2025 at 13:05
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan1431\00-Engineering\PLAN 1431- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm