Calcs- Shelm Meadows- Plan 2776 WhidbeyLGI Homes - WA
12951 Bel Red Rd
Bellevue, Washington 98005
Shelm Meadows
PLAN 2776- WHIDBEY
INDEX TO STRUCTURAL CALCULATIONS
Design Criteria SHEET 1
Vertical Analysis SHEETS 2-27
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-FE25-001102
130732
18325 N. ALLIED WAY, SUITE #200 * PHOENIX, AZ 85054 * PHONE: 602.867.2500 * FAX: 602.867.2503
02/10/25
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
ELEVATION A
DATE: SHEET OF
BY:
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
^►
��■�����■���
��■
Ili■���
all
ROOF FRAMING PLAN
ELEVATION B
BY:
01
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
UPPER FLOOR/LOWER ROOF
FLOOR FRAMING PLAN
DATE: SHEET OF
BY:
STAIR LANDING
J3
SHEET 6 OF
BY
CLIENT:
PROJECT:2776 jem
Multi-Span Girder Key
Girder Loading
Point Loads Uniform Loads
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)Total Length (ft)
Span 3
(ft)
Left
Right
xstart (ft)xstop (ft)
Span 1
(ft)
Span 2
(ft)Cantilever Data Truss Type
Span 4
(ft)Girder Ply Requirements Based on Crushing
Post Height Post Height
Support Material Type Support Material Type Support Material Type Support Material Type Support Material Type
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Max/Min
Reaction
R1 (lb)
Load Combo
Max/Min
Reaction
R2 (lb)
Load Combo
Max/Min
Reaction
R3 (lb)
Post Height Post Height
Posts / Hanger Posts / Hanger Posts / Hanger Posts / Hanger
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Support Condition Support Condition Support Condition Support Condition Support Condition
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
Post Height
Posts / Hanger
Support Location Support Location Support Location Support Location Support Location
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)
Support Width (in)Support Width (in)Support Width (in)Support Width (in)Support Width (in)
Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Girder Diagram
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Support Size Support Size Support Size Support Size Support Size
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 7 OF
BY
D 300 300 0.000 26.500
S 500 500 0.000 26.500
0.6W -219 -219 0.000 26.500
10600 10600
-522 -522
PROJECT:2776 jem
G1
CLIENT:
26.500
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 26.500No
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (3) PLYS AT BEARING
OR (2) PLYS AT BEARING WITH A BEARING ENHANCER
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
0.6D + 0.6W 0.6D + 0.6W
5.5 5.5
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below Conventional
8 8
Edge
(3) 2x6 POSTS (3) 2x6 POSTS
14
2500
18
711
To Framing Below NO FTG REQ'D
No 2x RoofNo
Cantilever Data Truss Type Total Length (ft)
Gi
r
d
e
r
S
u
p
p
o
r
t
De
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
26.5'
581 581
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 8 OF
BY
Left Support Right Support
Rleft (#)Rright (#)
Vd Mmax
fb F'b
CD fv F'v
CL Δactual Δmax
CF/CV
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" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.500 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
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" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.300 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
821 821
730 0.000 2.250 608 462 5.5 5.5
905 1462 7.000 7.000
1.15 87 173 8.000 8.000 N/A N/A N/A N/A
0.997 0.030 0.090 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.500 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
1916 1916
730 0.000 5.250 1475 2515 5.5 5.5
1148 1158 7.000 7.000
1.15 102 173 8.000 8.000 N/A N/A N/A N/A
0.987 0.101 0.210 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.200 (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:
PROJECT:2776 jem
Beam / Header Design and Loading
CLIENT:
Point Loads Uniform Loads Results Left Support Right Support
Id Span (ft)
P (#)x (ft)w (plf)
Unbraced
Length(ft)
King Stud Height (ft)Slab Thickness (in)Bearing Pressure (psf)
Trimmer and King Stud Material Standard Width (in)Standard Depth (in)
start (ft)stop (ft)
Bearing Length (in) / Hanger Support Condition
Trimmer or Post Height (ft)Location Of Support
H1 4.250 To Framing Below To Framing Below
N/A N/A
Material Type Member Size King Studs Uniform Load (plf)Point Load (#)
Dual Spec Material Type Dual Spec Member Size Trimmers/ Hangers Size (in)
H2 6.250 To Framing Below To Framing Below
N/A N/A
4.250
Hem-Fir #2 Common Sizes 2-2x4
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 Sizes 2-2x6
Select Material To Framing Below To Framing Below
H4 5.250 To Framing Below To Framing Below
N/A N/A
2.250
Hem-Fir #2 Common Sizes 2-2x4
Select Material To Framing Below To Framing Below
5.250
Hem-Fir #2 Common Sizes 2-2x8
Select Material To Framing Below To Framing Below
Select Material
Select Material
Select Material
Select Material
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 9 OF
BY
D 104 104 0.000 9.625
L 277 277 0.000 9.625
1831 1831
499 499
D 15 15 0.000 21.500
L 40 40 0.000 21.500
D 499 7.666 15 15 8.666 21.500
L 1331 7.666 40 40 8.666 21.500
1980 1739
540 474
PROJECT:2776 jem
FG1
CLIENT:
9.625
Cantilever Data Truss Type Total Length (ft)
No 4x Floor 9.625No
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
Hanger Hanger
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Hanger To Hanger
To Hanger To Hanger
21.500
FG2
No 4x Floor 21.500No
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
5.5 5.5
9 9
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
Edge Edge
(1) 2x6 POSTS (1) 2x6 POSTS
Conventional Conventional
14 14
2500 2500
18 18
1438 1276
NO FTG REQ'D NO FTG REQ'DFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
9.625'
380 380
21.5'
1831
55 55
110 110
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 10 OF
BY
D 255 255 0.000 5.666
L 680 680 0.000 5.666
2649 2649
722 722
D 15 15 0.000 3.500
L 40 40 0.000 3.500
D 722 4.500 15 15 5.500 21.500
L 1926 4.500 40 40 5.500 21.500
D 45 45 0.000 4.000
L 120 120 0.000 4.000
D 499 7.750 15 15 8.750 21.500
L 1331 7.750 40 40 8.750 21.500
4576 2337
1248 637
PROJECT:2776 jem
FG3
CLIENT:
5.666
Cantilever Data Truss Type Total Length (ft)
No 4x Floor 5.666No
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
Hem-Fir Stud (2" to 4" wide)
D D
5.5 Hanger
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Hanger
9
(1) 2x6 POSTS
To Framing Below To Hanger
21.500
FG4
No 4x Floor 21.500No
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
5.5 5.5
9 9
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
Edge
(2) 2x6 POSTS (1) 2x6 POSTS
To Framing Below Conventional
14
2500
18
1175
To Framing Below NO FTG REQ'DFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
5.666'
935 935
21.5'
2649 1831
220 220 165165
55 55 110 110
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 11 OF
BY
Lub,top (ft)TL (L/x)
Lub,bot (ft)LL (L/x)
Cr
Ci
CM
CT Dmax (in)
CLtop Dcant (in)
CLbot Left dn (in)Dmax (in)
CF/Cvtop Right dn (in)Dcant (in)
CF/Cvbot
CLIENT:
PROJECT:2776 jem
Multi-Span Header / Beam Key
Allowable
StressPoint Loads Uniform Loads Deflection Data Results Load Combo Actual
Stress
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft)
Header/Beam Loading Unbraced
Lengths
Span 1
(ft)
NDS
Factors
Cantilever Data M+max
(lb-ft)M+fb+ (psi)F'b+ (psi)
Left DTL Limit
xstop (ft)
DL Creep
Factor
Vmax
(lb)V fv (psi)F'v (psi)
M-max
(lb-ft)M-fb- (psi)F'b- (psi)
Total Length, L (ft)DLL
Span 4
(ft)
Material Type Member Size
Dual Spec Material Type Dual Spec Member Size
Span 2
(ft)
Right DLL Limit Deflections
DTL
Span 3
(ft)
Scarf Cut Data DTL
DLL
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Max/Min
Reaction
R1 (lb)
Load Combo
Max/Min
Reaction
R2 (lb)
Load Combo
Max/Min
Reaction
R3 (lb)
Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height
Support Material Type Support Material Type Support Material Type
Trimmer or Post Height Trimmer or Post Height
King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Support Material Type Support Material Type
Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger
Support Condition
Support Location Support Location Support Location Support Location Support Location
King Studs King Studs King Studs King Studs King Studs
Support Condition Support Condition Support Condition Support Condition
Support Depth (in)Support Depth (in)Support Depth (in)
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)
Support Size Support Size Support Size Support Size Support Size
Beam/Header Diagram
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Support Width (in)Support Width (in)Support Width (in)Support Width (in)Support Width (in)
Support Depth (in)Support Depth (in)
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 12 OF
BY
D 375 375 0.000 5.250 240
S 450 450 0.000 5.250 360
D 128 128 0.000 5.250 Factors
L 340 340 0.000 5.250 No
1.000
No
MC<=19%
T<=100 -0.051
0.991 0.000
1.000 No -0.027
1.000 No 0.000
1.000
2894 2894
1338 1338
D 375 375 0.000 6.000 240
S 450 450 0.000 6.000 360
D 104 104 0.000 6.000 Factors
L 277 277 0.000 6.000 No
1.000
No
MC<=19%
T<=100 -0.081
0.990 0.000
1.000 No -0.043
1.000 No 0.000
1.000
3093 3093
1458 1458
PROJECT:2776 jem
CLIENT:
B1 1.000 2067 D + 0.75(L + S)96 207
1231
No
0 D 0 972
Cantilever Data 3798 D + 0.75(L + S)913
No Deflections
5.250
Scarf Cut Data
0.75(L + S)5.250
D + 0.75(L + S)
5.5 5.5
Doug-Fir #2 (2" to 4" wide)4x10
Select Material
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
9 9
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
1175 1175
NOT REQ'D NOT REQ'D
B2
6.000
Cantilever Data 4640 D + 0.75(L + S)1116
1.000 2320 D + 0.75(L + S)107 207
1230
No Deflections
No
0 D 0 972
Scarf Cut Data
0.75(L + S)6.000
D + 0.75(L + S)
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
Doug-Fir #2 (2" to 4" wide)4x10
Select Material
8 8
9 9
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
1108 1108
NOT REQ'D NOT REQ'D
5.25'
1292 1292
6'
1205 1205
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 13 OF
BY
D 375 375 0.000 3.250 240
S 450 450 0.000 3.250 360
Factors
No
D 161 161 0.000 3.250 1.000
L 430 430 0.000 3.250 No
MC<=19%
T<=100 -0.056
0.995 0.000
1.000 No -0.031
1.000 No 0.000
1.000
1948 1948
876 876
D 135 135 0.000 5.250 240
S 50 50 0.000 5.250 360
Factors
No
D 15 15 0.000 5.250 1.000
L 40 40 0.000 5.250 No
MC<=19%
T<=100 -0.070
0.994 0.000
1.000 No -0.021
1.000 No 0.000
1.000
579 579
402 402
PROJECT:2776 jem
CLIENT:
B3 1.000 1399 D + 0.75(L + S)127 173
1265
No
0 D 0 994
Cantilever Data 1583 D + 0.75(L + S)1256
No Deflections
3.250
Scarf Cut Data
0.75(L + S)3.250
D + 0.75(L + S)
5.5 5.5
Hem-Fir #2 Common Sizes 2-2x6
Select Material
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
9 9
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
1175 1175
NOT REQ'D NOT REQ'D
B4
5.250
Cantilever Data 665 D + L 528
1.000 418 D + L 38 150
1098
No Deflections
No
0 D 0 994
Scarf Cut Data
0.75(L + S)5.250
D + 0.75(L + S)
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
Hem-Fir #2 Common Sizes 2-2x6
Select Material
8 8
9 9
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
298 298
NOT REQ'D NOT REQ'D
3.25'
1416 1416
5.25'
240 240
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 14 OF
BY
D 319 319 0.000 10.000 1.000 240
L 850 850 0.000 10.000 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.299
0.999 0.000
1.000 No -0.215
1.000 No 0.000
1.000
5903 5903
1653 1653
D 375 375 0.000 2.666 240
L 1000 1000 0.000 2.666 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.029
0.997 0.000
1.000 No -0.021
1.000 No 0.000
1.000
1837 1837
504 504
PROJECT:2776 jem
CLIENT:
B5 1.000 4870 D + L 136 265
2397
No
0 D 0 1665
Cantilever Data 14758 D + L 1881
No Deflections
10.000
Scarf Cut Data
L 10.000
D + L
5.5 5.5
Glu-Lam (24F-1.8E)5 1/8 x 10 1/2 GLB
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 + L D + L
D D
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(2) 2x6 POSTS (2) 2x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Framing Below
To Framing Below To Framing Below
B6
2.666
Cantilever Data 1224 D + L 971
1.000 1206 D + L 110 150
1101
No Deflections
No
0 D 0 994
Scarf Cut Data
L 2.666
D + L
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 D
Hem-Fir #2 Common Sizes 2-2x6
Select Material
8 8
9 9
(1) 2x4 KS (1) 2x4 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x4 TRIMMERS (1) 2x4 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
1438 1438
NOT REQ'D NOT REQ'D
10'
1169 1169
2.666'
1375 1375
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 15 OF
BY
D 75 75 0.000 4.000 240
L 200 200 0.000 4.000 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.030
0.995 0.000
1.000 No -0.021
1.000 No 0.000
1.000
556 556
156 156
D 375 375 0.000 2.500 240
S 450 450 0.000 2.500 360
Factors
D 131 131 0.000 2.500 No
L 350 350 0.000 2.500 1.000
D 15 15 0.000 2.500 No
S 25 25 0.000 2.500 MC<=19%
T<=100 -0.019
0.996 0.000
1.000 No -0.010
1.000 No 0.000
1.000
1429 1429
655 655
PROJECT:2776 jem
CLIENT:
B7 1.000 429 D + L 39 150
1100
No
0 D 0 994
Cantilever Data 556 D + L 441
No Deflections
4.000
Scarf Cut Data
L 4.000
D + L
3.5 3.5
Hem-Fir #2 Common Sizes 2-2x6
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 + L D + L
D D
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x4 POSTS (1) 2x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Framing Below
To Framing Below To Framing Below
B8
2.500
Cantilever Data 893 D + 0.75(L + S)708
1.000 905 D + 0.75(L + S)82 173
1266
No Deflections
No
0 D 0 994
Scarf Cut Data
0.75(L + S)2.500
D + 0.75(L + S)
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
Hem-Fir #2 Common Sizes 2-2x6
Select Material
8 8
9 9
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Framing Below
To Framing Below To Framing Below
4'
275 275
2.5'
1346 1346
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 16 OF
BY
D 165 165 0.000 3.250 240
S 100 100 0.000 3.250 360
Factors
D 180 180 0.000 3.250 No
L 480 480 0.000 3.250 1.000
D 15 15 0.000 3.250 No
S 25 25 0.000 3.250 MC<=19%
T<=100 -0.039
0.996 0.000
1.000 No -0.022
1.000 No 0.000
1.000
1370 1370
590 590
D 140 140 0.000 20.000 1.000 240
S 100 100 0.000 20.000 360
Factors
D 143 143 0.000 20.000 No
L 380 380 0.000 20.000 1.000
D 15 15 0.000 20.000 No
S 25 25 0.000 20.000 MC<=19%
T<=100 -0.962
1.000 0.000
1.000 No -0.527
0.983 No 0.000
1.000
6937 6937
3137 3137
PROJECT:2776 jem
CLIENT:
B9 1.000 984 D + L 89 150
1100
No
0 D 0 994
Cantilever Data 1113 D + L 883
No Deflections
3.250
Scarf Cut Data
L 3.250
D + L
5.5 5.5
Hem-Fir #2 Common Sizes 2-2x6
Select Material
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
9 9
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
894 894
NOT REQ'D NOT REQ'D
B10
20.000
Cantilever Data 34668 D + L 2165
1.000 6069 D + L 118 265
2359
No Deflections
No
0 D 0 1665
Scarf Cut Data
L 20.000
D + L
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Glu-Lam (24F-1.8E)5 1/8 x 15 GLB
Select Material
9 9
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(2) 2x6 POSTS (2) 2x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
18 18
826 694
NOT REQ'D NOT REQ'D
3.25'
965 965
20'
802 802
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 17 OF
BY
D 50 50 0.000 16.250 240
S 50 50 0.000 16.250 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.360
0.889 0.000
1.000 No -0.170
1.000 No 0.000
1.000
864 864
457 457
D 68 68 0.000 4.000 240
S 113 113 0.000 4.000 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.009
0.992 0.000
1.000 No -0.005
1.000 No 0.000
1.000
368 368
144 144
PROJECT:2776 jem
CLIENT:
B11 1.000 766 D + S 34 173
869
No
0 D 0 765
Cantilever Data 3508 D + S 665
No Deflections
16.250
Scarf Cut Data
S 16.250
D + S
5.5 5.5
Hem-Fir #2 Common Sizes 2-2x12
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" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(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
200 200
NOT REQ'D NOT REQ'D
B12
4.000
Cantilever Data 368 D + S 168
1.000 257 D + S 18 173
1163
No Deflections
No
0 D 0 918
Scarf Cut Data
S 4.000
D + S
3.5 Hanger
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
Hem-Fir #2 Common Sizes 2-2x8
Select Material
9
Doug-Fir #2 (2" to 4" wide)
4x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional To Hanger
Edge
2500
14
18
270
NOT REQ'D To Hanger
16.25'
100 100
4'
180 180
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 18 OF
BY
D 174 174 0.000 7.000 1.000 240
L 465 465 0.000 7.000 360
Factors
D 3975 0.000 No
S 6625 0.000 1.000
0.6W -2907 0.000 No
MC<=19%
T<=100 -0.069
0.999 0.000
1.000 No -0.049
1.000 No 0.000
1.000
11248 2275
-133 389
240
360
Factors
No
No
MC<=19%
T<=100
No
No
PROJECT:2776 jem
CLIENT:
B13 1.000 1761 D + L 51 170
875
No
0 D 0 788
Cantilever Data 3982 D + L 578
No Deflections
7.000
Scarf Cut Data
L 7.000
D + L
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + L
0.6D + 0.6W 0.6D + 0.6W
Doug-Fir #2 (5"x5" & larger)6x10
Select Material
9 9
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(3) 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
To Framing Below Conventional
Edge
2500
14
18
200
To Framing Below NOT REQ'D
Cantilever Data
1.000
No Deflections
No
Scarf Cut Data
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
7'
7693
639 639
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 19 OF
BY
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D 101 D 0.90 101 232 0 232
L D + L 1.00 101 258 0 258
Lr D + Lr 1.25 101 323 0 323
S 169 D + S 1.15 270 297 0 297
R D + R 1.25 101 323 0 323
0.6W D + 0.75L + 0.75Lr 1.25 101 323 0 323
E D + 0.75L + 0.75S 1.15 228 297 0 297
D + 0.75L + 0.75R 1.25 101 323 0 323
2x12 D + 0.6W 1.60 101 413 0 413
SPF/HF D + 0.7E 1.60 101 413 0 413
6 D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 101 413 0 413
.131 x 3"D + 0.75(0.6W) + 0.75L + 0.75S 1.60 228 413 0 413
Normal D + 0.75(0.6W) + 0.75L + 0.75R 1.60 101 413 0 413
1 D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 101 413 0 413
24 in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 228 413 0 413
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 101 413 0 413
in.
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D D 0.90 0 0 0 0
L D + L 1.00 0 0 0 0
Lr D + Lr 1.25 0 0 0 0
S D + S 1.15 0 0 0 0
R D + R 1.25 0 0 0 0
0.6W D + 0.75L + 0.75Lr 1.25 0 0 0 0
E D + 0.75L + 0.75S 1.15 0 0 0 0
D + 0.75L + 0.75R 1.25 0 0 0 0
D + 0.6W 1.60 0 0 0 0
D + 0.7E 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75S 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75R 1.60 0 0 0 0
D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 0 0 0 0
in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 0 0 0 0
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 0 0 0 0
in.
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D D 0.90 0 0 0 0
L D + L 1.00 0 0 0 0
Lr D + Lr 1.25 0 0 0 0
S D + S 1.15 0 0 0 0
R D + R 1.25 0 0 0 0
0.6W D + 0.75L + 0.75Lr 1.25 0 0 0 0
E D + 0.75L + 0.75S 1.15 0 0 0 0
D + 0.75L + 0.75R 1.25 0 0 0 0
D + 0.6W 1.60 0 0 0 0
D + 0.7E 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75S 1.60 0 0 0 0
D + 0.75(0.6W) + 0.75L + 0.75R 1.60 0 0 0 0
D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 0 0 0 0
in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 0 0 0 0
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 0 0 0 0
in.
jem
L1 Load
Type w (plf)
Conn Placement:
Ledger Size:
Ledger Material:
No. of Connectors:
Type of Connector:
CLIENT:
PROJECT:2776
Conn Placement:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
Load
Type w (plf)
Ledger Size:
Ledger Material:
No. of Connectors:
Type of Connector:
Type of Connector:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
Load
Type w (plf)
Ledger Size:
Ledger Material:
No. of Connectors:
Conn Placement:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 20 OF
BY
D 24 24 0.000 12.000 1.000 240
L 64 64 0.000 12.000 360
Factors
Yes
1.150
No
MC<=19%
T<=100 -0.329
0.991 0.000
1.000 No -0.232
1.000 No 0.000
1.000
544 544
160 160
D 1248 4.125 1.000 240
L 3328 4.125 360
Factors
D 12 12 0.000 8.791 No
L 32 32 0.000 8.791 1.000
No
MC<=19%
T<=100 -0.002
0.991 0.000
0.974 No -0.001
1.000 No 0.000
1.000
68 4833 84
21 1328 26
PROJECT:2776 jem
CLIENT:
J1 1.000 474 D + L 51 150
1065
No
0 D 0 968
Cantilever Data 1631 D + L 915
No Deflections
12.000
Scarf Cut Data
L 12.000
D + L
5.125 3.125
Hem-Fir #2 (2" to 4" wide)2x10
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
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
J2
4.125
Cantilever Data 76 D + L 43
1.000 93 D + L 10 150
926
4.666 No Deflections
No
-114 D + L 64 911
Scarf Cut Data
L 8.791
D + L
3.125 3.5 3.125
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 D D
Hem-Fir #2 (2" to 4" wide)2x10
Select Material
4
To Framing Below To Framing Below
Doug-Fir #2 (2" to 4" wide)
4x6 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below Isolated Footing To Framing Below
2500
To Framing Below 17" SQ. x 8" DEEP w/ (2) #4
EA. WAY To Framing Below
12'
88 88
4.125'4.666'
4576
44 44
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 21 OF
BY
D 294 294 0.000 5.708 1.000 240
S 356 356 0.000 5.708 360
Factors
D 4623 5.708 105 105 0.000 5.708 No
L 1628 5.708 40 40 0.000 5.708 1.000
D 101 101 0.000 5.708 No
S 6625 5.708 169 169 0.000 5.708 MC<=19%
0.6W -2907 5.708 T<=100 -0.001
D 12 12 0.000 5.708 0.998 -0.004
L 32 32 0.000 5.708 0.995 No 0.000
1.000 No -0.002
1.000
2698 2375 12123
803 707 127
240
360
Factors
No
No
MC<=19%
T<=100
No
No
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
Scarf Cut Data
No Deflections
No
Cantilever Data
1.000
15" DIA. x 8" DEEP NO
REBAR
13" SQ. x 8" DEEP w/ (2) #4
EA. WAY To Framing Below
2500 2500
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 To Framing Below
To Framing Below
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x4 POSTS 4x4 POSTS
4 4
0.6D + 0.6W
3.5 3.5 3.125
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 + S
0.6D + 0.6W 0.6D + 0.6W
Hem-Fir #2 (2" to 4" wide)2-2x10
Select Material
2.083
Scarf Cut Data D + S
S 5.708S
D + S
2.375 No 180 Deflections
1073
Yes 120
-814 D + S 228 1070
1.250
Cantilever Data 367 D + S 103
J3 1.000 1259 D + S 68 173
PROJECT:2776 jem
CLIENT:
1.25'2.375'2.083'
9968
1109 1109
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 22 OF
BY
Lub,top (ft)TL (L/x)
Lub,bot (ft)LL (L/x)
Cr
Ci
CM
CT Dmax (in)
CLtop Dcant (in)
CLbot Left dn (in)Dmax (in)
CF/Cvtop Right dn (in)Dcant (in)
CF/Cvbot
CLIENT:
PROJECT:2776 jem
Single Multi-Span Header / Beam Key
F'v (psi)
F'b+ (psi)
fb- (psi)F'b- (psi)
DTL Limit M-max
(lb-ft)M-
xstop (ft)
DL Creep
Factor
Vmax
(lb)V fv (psi)
Span 2
(ft)
Right DLL Limit Deflections
DTL
Allowable
StressPoint Loads Uniform Loads
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft)
Header/Beam Loading Unbraced
Lengths Deflection Data Results Load Combo Actual
Stress
Span 1
(ft)
NDS
Factors
Cantilever Data M+max
(lb-ft)M+fb+ (psi)
Left
Span 3
(ft)
Scarf Cut Data DTL
DLL
DLL
Span 4
(ft)Material Type Member Size
Total Length, L (ft)
Span 5
(ft)
Span 6
(ft)
Span 7
(ft)
Span 8
(ft)
Max/Min
Reaction
R3 (lb)
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Span 9
(ft)
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
Bearing Length (in)/Hanger Bearing Length (in)/Hanger
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
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
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)
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
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
Max/Min
Reaction
R8 (lb)
Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height
Support Material Type Support Material Type Support Material Type
Trimmer or Post Height Trimmer or Post Height
King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height
Load Combo
Max/Min
Reaction
R9 (lb)
Load Combo
Max/Min
Reaction
R10 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Support Material Type Support Material Type
Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger
Support Condition
Support Location Support Location Support Location Support Location Support Location
King Studs King Studs King Studs King Studs King Studs
Support Condition Support Condition Support Condition Support Condition
Support Depth (in)Support Depth (in)Support Depth (in)
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)
Support Size Support Size Support Size Support Size Support Size
Beam/Header Diagram
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Support Width (in)Support Width (in)Support Width (in)Support Width (in)Support Width (in)
Support Depth (in)Support Depth (in)
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 23 OF
BY
D 158 158 0.000 25.108 1.000 240
L 422 422 0.000 25.108 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.041
0.999 0.003
0.997 No -0.030
1.000 No 0.002
1.000
2756 3539 3227 3843
769 988 901 1073
1332
372
PROJECT:2776 jem
CLIENT:
C1 1.000 1674 D + L 99 180
811 1166
5.777 No 180 Deflections
D + L
5.777
2.000
Cantilever Data 1516 D + L 593 1169
Yes 120
-2072 D + L
5.777
Scarf Cut Data D + L
L 25.108L
5.777 Doug-Fir #2 (2" to 4" wide)4x8
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L D + L
D D D D
3.5 3.5 3.5 3.5
4 4 4 4
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x4 POSTS 4x4 POSTS 4x4 POSTS 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
17" 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" to 4" wide)
4x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing
2500
0
10" DIA. x 8" DEEP NO
REBAR
2'5.777'5.777'5.777'5.777'
580 580
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 24 OF
BY
D 158 158 0.000 25.108 1.000 240
L 422 422 0.000 25.108 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.041
0.999 0.003
0.997 No -0.030
1.000 No 0.002
1.000
1332 3843 3227 3539 2756
372 1073 901 988 769
PROJECT:2776 jem
CLIENT:
C1 1.000 1674 D + L 99 180
811 1167
5.777 Yes 180 Deflections
D + L
5.777
5.777
Cantilever Data 1516 D + L 593 1169
No 120
-2072 D + L
2.000
Scarf Cut Data D + L
L 25.108L
5.777 Doug-Fir #2 (2" to 4" wide)4x8
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L D + L D + 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" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x4 POSTS 4x4 POSTS 4x4 POSTS 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
17" 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'
580 580
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 25 OF
BY
D 1653 1.250 382 382 0.000 1.250 1.600 240
L 4250 1.250 850 850 0.000 1.250 360
D 1653 11.500 382 382 11.500 13.333 Factors
L 4250 11.500 850 850 11.500 13.333 No
D 722 13.333 1.000
L 1926 13.333 No
MC<=19%
D 161 161 0.000 19.833 T<=100 -0.014
L 428 428 0.000 19.833 0.997 -0.015
D 124 124 19.833 38.665 0.993 No -0.010
L 331 331 19.833 38.665 1.000 No -0.010
1.000
10492 1728 13188 4510
3003 478 3754 1277
2095 2399 2331 2083
598 685 666 595
PROJECT:2776 jem
CLIENT:
C2 1.000 3985 D + L 152 180
568 983
5.000 Yes 180 Deflections
D + L
5.000
1.500
Cantilever Data 3254 D + L 529 987
Yes 120
-3495 D + L
5.033
5.033
5.033
5.033
2.000
Scarf Cut Data D + L
L 38.665L
5.033 Doug-Fir #2 (2" to 4" wide)4x12
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L D + L
D D D D
3.5 3.5 3.5 3.5
4 4 4 4
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x6 POSTS 4x4 POSTS 4x8 POSTS 4x4 POSTS
Isolated Footing Isolated Footing Isolated Footing Isolated Footing
2500 2500 2500 2500
0 0 0 0
28" DIA. x 12" DEEP NO
REBAR
12" DIA. x 8" DEEP NO
REBAR
32" DIA. x 13" DEEP NO
REBAR
19" DIA. x 8" DEEP NO
REBAR
D
3.5 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 + L
D D D
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
4 4 4 4
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x4 POSTS 4x4 POSTS 4x4 POSTS 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 Isolated Footing
2500 2500 2500 2500
0 0 0 0
13" DIA. x 8" DEEP NO
REBAR
14" DIA. x 8" DEEP NO
REBAR
14" DIA. x 8" DEEP NO
REBAR
13" DIA. x 8" DEEP NO
REBAR
1.5'5'5'5.033'5.033'5.033'5.033'5.033'2'
5903 5903 2649
18201820
589 589
18201820
589 589 455 455
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 26 OF
BY
D 162 162 0.000 19.165 1.600 240
L 431 431 0.000 19.165 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.011
0.998 -0.009
0.997 No -0.008
1.000 No -0.007
1.000
2691 3043 3043 2691
753 851 851 753
PROJECT:2776 jem
CLIENT:
C3 1.000 1197 D + L 71 180
505 1166
5.055 Yes 180 Deflections
D + L
5.055
2.000
Cantilever Data 668 D + L 262 1168
Yes 120
-1290 D + L
2.000
Scarf Cut Data D + L
L 19.165L
5.055 Doug-Fir #2 (2" to 4" wide)4x8
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L D + L
D D D D
3.5 3.5 3.5 3.5
4 4 4 4
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x4 POSTS 4x4 POSTS 4x4 POSTS 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
15" DIA. x 8" DEEP NO
REBAR
15" 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
2'5.055'5.055'5.055'2'
593 593
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 27 OF
BY
D 350 350 0.000 10.000 1.000 240
S 450 450 0.000 10.000 360
Factors
D 655 10.000 205 205 0.000 10.000 No
L 438 10.000 350 350 0.000 10.000 1.000
D 15 15 0.000 10.000 No
S 594 10.000 25 25 0.000 10.000 MC<=19%
D 655 12.500 T<=100 -0.011
L 438 12.500 0.999 -0.021
S 594 12.500 0.996 No -0.006
1.000 No -0.014
D 5057 13.083 1.000
L 1688 13.083
S 7066 13.083
0.6W -2907 13.083
D 196 196 0.000 13.333
L 522 522 0.000 13.333
D 139 139 13.333 19.166
L 372 372 13.333 19.166
6041 6980 7067 14959
1569 1817 1817 905
2105
342
PROJECT:2776 jem
CLIENT:
C4 1.000 2397 D + L 142 180
821 1165
3.861 Yes 180 Deflections
D + 0.75(L + S)
3.861
1.500
Cantilever Data 1091 D + L 427 1169
Yes 120
-2097 D + L
4.083
2.000
Scarf Cut Data D + L
0.75(L + S)19.166L
3.861 Doug-Fir #2 (2" to 4" wide)4x8
Select Material
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)D + 0.75(L + S)D + 0.75(L + S)
0.6D + 0.6W 0.6D + 0.6W 0.6D + 0.6W 0.6D + 0.6W
3.5 3.5 3.5 3.5
4 4 4 4
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x4 POSTS 4x6 POSTS 4x6 POSTS 4x10 POSTS
Isolated Footing Isolated Footing Isolated Footing Isolated Footing
2500 2500 2500 2500
0 0 0 0
23" DIA. x 10" DEEP NO
REBAR
25" DIA. x 11" DEEP NO
REBAR
25" DIA. x 11" DEEP NO
REBAR
33" SQ. x 8" DEEP w/ (2) #4
EA. WAY
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
0.6D + 0.6W
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" to 4" wide)
4x4 POSTS
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing
2500
0
13" DIA. x 8" DEEP NO
REBAR
1.5'3.861'3.861'3.861'4.083'2'
1686 168610904
2112 2112
718 718 511 511
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
SHEET 28 OF
BY
S1 2
3.00 180 NO
1.50 0.7 NO
ROOF
TYPE:15.00 8.00
34.00 10.00
1.50 25.00
18.50
9.83
FLOOR
TYPE:15.00 9.00
17.50 40.00 10.00
TARGET
WALL
8.75
17.47 9.00 SPECIES TITLE
10.97 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)
CD
0.90 111.65 " o.c.
1.00 72.27 " o.c.
1.25 135.98 " o.c.
1.15 69.68 " o.c.
1.25 135.98 " o.c.
1.25 91.15 " o.c.
1.15 60.72 " o.c.
1.25 91.15 " o.c.
1.60 67.56 " o.c.
1.60 82.68 " o.c.
1.60 59.64 " o.c.
1.60 46.08 " o.c.GOVERNS
1.60 59.64 " o.c.
1.60 68.64 " o.c.
1.60 51.84 " o.c.
1.60 68.64 " o.c.
1.60 60.71 " o.c.
1.00 " o.c.
24 " o.c.
C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
CLIENT:
PROJECT:2776 jem
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE NO ROOF ASSEMBLY TYPE
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
SIMPLE
MAIN SPAN L WEIGHT (PSF)
TOTAL TRIB.
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
STOP (FT)800 1.15 8.250
WALL WIDTH (IN)START (FT)440000 0.80 7.563
1200000 20.797
ASCE7 LOAD COMBINATIONS
AXIAL (NDS Section 3.7)
Emin = 440000 Le/d = 18.82 <= 50 c = 0.80
Fce = 0.822Emin'/(Le/d)^2 = 0.822(440000psi)/18.82^2 = 1021.34psi
F*c = Fc(Cd)(Cfc) = 800(1.60)(1.00) = 1280.00psi
Fce/F*c = 1021.34psi/1280.00psi = 0.80
A1 = (1 + Fce/F*c)/2c = 1.80/1.60 = 1.12
A2 = (Fce/F*c)/c = 0.80/0.80 = 1.00
Cp = A1-[A1^2-A2]^0.5 = 1.12-[1.26-1.00]^0.5 = 0.61
F'c = F*c(Cp) = 1280.00psi(0.61) = 779.04psi
P = 1006.73plf*2.00ft = 2013.47#
fc = P/A = 2013.47#/8.25in^2 = 244.06psi
BENDING (NDS Section 3.3)
Le = 9.00ft - (3.00in + 1.50in)(1ft/12in) = 8.63ft
M = 153.01#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(153.01#-ft)/7.56in^3 = 242.80psi
INTERACTION EQUATION (NDS Section 3.9.2)
(244.06psi/779.04psi)^2 + (1/(1-(244.06psi/1021.34psi)))(242.80psi/1242.00psi) = 0.36
= 0.355 < 1.000 O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C.
D
D + L
D + LR
D + S
0.6C&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
D + R
D + 0.75L + 0.75LR
D + 0.75L + 0.75S
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
Printed by Larissa.anaya on 02/12/2025 at 08:23
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\Vertical Book1.xlsm
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
UPPER FLOOR
BRACED/SHEAR WALL PLAN
BY:
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
DATE: SHEET OF
MAIN FLOOR
BRACED/SHEAR WALL PLAN
BY:
CLIENT:SHEET L3 OF
PROJECT:BY
110 mph
C (Section 26.7)
II (Table 1.5-1)
0.85 (Table 26.6-1)
1.00 (Section 26.8.2)
100 (Section 26.9)Ke = 1.00 (Table 26.9-1)
0.6 (Section 2.4.1)
Roof Truss Heel Height:0.333 ft
Upper Plate Height:8.083 ft
Floor Truss Depth:1.500 ft
Lower Plate Height:9.083 ft
Length (Dim. Perp. to Truss Span):40.000 ft
Width (Dim. Parallel to Truss Span):34.000 ft
Roof Pitch:5.00 in/12 in
Roof Angle:22.620 deg
Mean Roof Height:22.541 ft
Ridge Height:26.082 ft
Design Edge Strip (a):3.400 ft
Design End Zone (2a):6.800 ft
Velocity Pressure Coefficient (Kz):0.920 (Table 26.10-1)
0.6*qz (Velocity Pressure):14.49 psf (Equation 26.10-1)
0.6*Pcc,wall (Maximum Volume Wall):15.84 psf (Equation 30.3-1)
0.6*Pcc,wall (Maximum Story Wall):17.47 psf (Equation 30.3-1)
0.6*Pez (End Zone Stud Design Pressure):13.78 psf Load Case A
0.6*Piz (Int. Zone Stud Design Pressure):10.40 psf Load Case A
0.6*Pp (Parapet Pressure 1.5WW and -1.0LW):21.73 psf Windward and -14.49 psf Leeward
Topographic Factor (Kzt):
Ground Elevation Factor (ft) (Ke):
ASD Load Combination Factor for W:
TWO STORY DIAPHRAGM WIND LOADS FOR ASD LOAD COMBINATIONS
Exposure:
Risk Category:
Wind Directionality (Kd):
Design Code:ASCE 7-16
Design Method:Low-Rise Building (Section 28.3.1)
2776 jem
Elevation Label:
Basic Wind Speed (3 sec gust):
Printed by larissa.anaya on 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L4 OF
PROJECT:BY
p = 0.6 * qz * [GCpf - GCpi](Equation 28.3-1)
GCpf interpolated from Figure 28.3-1
GCpi 0.18 enclosed buildings Table 26.13-1
(GCpi acts either inward or outward at any one time)
GCpf GCpi
Zone 1:0.54 -0.18
Zone 2:-0.45 0.18
Zone 3:-0.47 0.18
Zone 4:-0.41 -0.18
Zone 1E:0.77 -0.18
Zone 2E:-0.72 0.18
Zone 3E:-0.65 0.18
Zone 4E:-0.60 -0.18
GCpf GCpi
Zone 1:-0.45 -0.18
Zone 2:-0.69 0.18
Zone 3:-0.37 0.18
Zone 4:-0.45 -0.18
Zone 5:0.40 -0.18
Zone 6:-0.29 -0.18
Zone 1E:-0.48 -0.18
Zone 2E:-1.07 0.18
Zone 3E:-0.53 0.18
Zone 4E:-0.48 -0.18
Zone 5E:0.61 -0.18
Zone 6E:-0.43 -0.18
Note: Plus and minus signs signify pressures acting toward and away from the surfaces, respectively.
-6.23 -2.61 -3.62
-6.95 -2.61 -4.35
8.84 -2.61 11.44
-15.50 2.61 -18.11
-7.68 2.61 -10.29
-4.20 -2.61 -1.59
-6.95 -2.61 -4.35
-6.52 -2.61 -3.91
5.79 -2.61 8.40
-10.00 2.61 -12.60
-5.36 2.61 -7.97
Load Case B Pressures
0.6*qz*GCpf (psf)0.6*qz*GCpi (psf)Pressure (psf)
-6.52 -2.61 -3.91
-9.39 2.61 -12.00
-8.66 -2.61 -6.06
11.17 -2.61 13.78
-10.41 2.61 -13.02
-6.76 2.61 -9.37
-6.00 -2.61 -3.39
7.79 -2.61 10.40
-6.58 2.61 -9.19
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)
2776 jem
Gable End Loading
Load Case A Load Case B
Printed by larissa.anaya on 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L5 OF
PROJECT:BY
Case A 7.23 psf 7.21 psf
Case B 10.93 psf 5.75 psf
GCpf GCpf
6.43 psf 4.64 psf
GCpf GCpf
8.37 psf 6.45 psf
GCpi GCpi
2.61 psf 2.61 psf
14.82 psf 11.07 psf
0.00 psf
9.83 psf 10.95 psf
8571 #6776 #
5875 #
Case A 7.23 psf 7.21 psf Case B 9.01 psf 7.68 psf
GCpf GCpf GCpf GCpf
8.37 psf 6.45 psf 5.95 psf 4.30 psf
GCpi GCpi
2.61 psf 2.61 psf
14.82 psf 10.25 psf
0.00 psf 0.00 psf
9.83 psf 10.95 psf
8571 #5532 #
∴Use 10.97 psf at Wall for Windward Only Case (0.6*W)∴Use 8.55 psf at Wall for Windward Only Case (0.6*W)
5759 #
∴Use 14.82|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 =6334 #Total Base Shear Due to 0.6*16psf at Wall
and 0.6*8psf at Roof =
Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall =
Total Horizontal Pressure at Roof =Total Horizontal Pressure at Roof =
Total Uplift Pressure at Roof =Total Uplift Pressure at Roof =
TWO STORY DIAPHRAGM HIP END WIND LOADS FOR ASD LOAD COMBINATIONS
Load Case A Load Case B
GCpf Windward GCpf Leeward GCpf Windward GCpf Leeward
∴Use 14.82|0.00 psf Wall|Roof Horizontal Pressure at Case A ∴Use 11.07 psf Horizontal Pressure at Case B
∴Use 10.97 psf at Wall for Windward Only Case (0.6*W)∴Use 9.04 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 =6912 #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
2776 jem
Printed by larissa.anaya on 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L7 OF
BY
WALL ROOF PARAPET TRIB. WALL HEEL TRIB. RIDGE PARAPET
SHEAR DISTANCE PRESSURE PRESSURE PRESSURE HEIGHT HEIGHT TO HEEL HEIGHT UNIFORM START STOP
#FT PSF PSF PSF FT FT FT FT PLF FT FT
14.82 0.00 4.042 0.333 7.083
2ND FLOOR
14.82 10.083
1297 0.000
1297 40.000
1ST FLOOR
2ND FLOOR
1ST FLOOR
0.00%0
STORY CALC DESCRIPTION
0
0 0
0 0
0
0
0
STORY CALC DESCRIPTION
0
0
0
0.00%0
0
0 0
0 0
0
0
0
STORY CALC DESCRIPTION
0
0
0
B
0.00%
34.000
0
0
4285 0
4285 879
0
4285
0
STORY CALC DESCRIPTION
A 40.000
149 0.000 40.000
4285
4285
B
0.00%
34.000
0
40.000
A 40.000
1297
0
1297 0
1297
1297 381
0
0
65 0.000
1297
SHEAR
(#)
CHORD
(#)
WINDWARD INFORMATION
LEEWARD INFORMATION
NEXT
LINE
FROM
NEXT
CHORD
DIST.
FT
SOURCE LINE NEXT
LINE
#
TARGET
LINE
TO
TARGET
LINE
SPACING
FT
POINT SHEAR FROM
OTHER LINES
UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE TARGET
LINE
#
PROJECT:2776 jem
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:
Printed by larissa.anaya on 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET 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
11.07 11.07 4.042 0.333 3.542
14.82 0.00 4.042 0.333 5.521
2ND FLOOR
11.07 10.083
1743 0.000
1ST FLOOR
11.07 10.083
1200 0.000
14.82 10.083
1626 18.500
14.82 0.00 4.542 0.333 4.479
1ST FLOOR
1ST FLOOR
0.00%0
STORY CALC DESCRIPTION
0
0 0
0 0
0
0
0
STORY CALC DESCRIPTION
0
0
0
2
0.00%
40.000
0
0
2532 0
3021 366
149 12.500 18.500
2532
72 18.500 24.500
STORY CALC DESCRIPTION
1.5 24.500
112 0.000 12.500
3021
3021
1.5*
0.00%
40.000
0
0
1200 0
2943 161
0
1200
0
STORY CALC DESCRIPTION
1 21.500
112 0.000 21.500
2943
2943
2
0.00%
40.000
0
34.000
1 40.000
1743
0
1626 0
1743
1743 433
65 34.000 40.000
0
88 0.000
1626
SHEAR
(#)
CHORD
(#)
WINDWARD INFORMATION
LEEWARD INFORMATION
NEXT
LINE
FROM
NEXT
CHORD
DIST.
FT
SOURCE LINE NEXT
LINE
#
TARGET
LINE
TO
TARGET
LINE
SPACING
FT
POINT SHEAR FROM
OTHER LINES
UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE TARGET
LINE
#
PROJECT:2776 jem
LINE
CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM
CLIENT:
Printed by larissa.anaya on 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\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 40.00 0.00
1.30 0.83 0.90 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
L (ft)8.00 23.00
ADJ. H (ft)
LCONT. (ft)8.00 23.00 31.00
110 22.54 2 1 C 7.08 8 2 NO YES NO NO 0.00 0.00 40.00 0.00
1.000 1.063 0.950 1.000 1.000 1.000 1.000 1.000 1.000 9.750 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP
L (ft)29.33 7.67
ADJ. H (ft)
LCONT. (ft)29.33 7.67 37.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
PLYWOOD
BLOCKING
OMITTED
9.84
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
37.00>=9.84 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
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
6.27
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
31.00>=6.27 O.K.TOTAL
(ft)
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
A
PLYWOOD
BLOCKING
OMITTED
CLIENT:
PROJECT:2776 jem
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 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\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 40.00 0.00
1.30 0.91 0.95 1.00 1.00 1.00 1.00 1.00 1.00 12.50 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP
L (ft)21.00 20.00
ADJ. H (ft)
LCONT. (ft)21.00 20.00 41.00
110 22.54 2 2 C 7.08 9 2 NO YES NO NO 0.00 0.00 40.00 0.00
1.300 0.913 0.950 1.000 1.000 1.000 1.000 1.000 1.000 12.500 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP
L (ft)42.00
ADJ. H (ft)
LCONT. (ft)42.00 42.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
PLYWOOD
BLOCKING
OMITTED
14.09
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
42.00>=14.09 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
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
14.09
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
41.00>=14.09 O.K.TOTAL
(ft)
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
A
PLYWOOD
BLOCKING
OMITTED
CLIENT:
PROJECT:2776 jem
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 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\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 40.00 0.00
1.30 0.83 0.90 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
L (ft)17.92 17.00
ADJ. H (ft)
LCONT. (ft)17.92 17.00 4.08 39.00
110 22.54 2 1 C 7.08 8 2 NO YES NO NO 0.00 0.00 40.00 0.00
1.300 0.825 0.900 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 WSP WSP WSP
L (ft)6.00 4.50 7.50 4.50
ADJ. H (ft)
LCONT. (ft)6.00 4.50 7.50 4.50 22.50
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
PLYWOOD
BLOCKING
OMITTED
6.27
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
22.50>=6.27 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
2
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
6.27
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
39.00>=6.27 O.K.TOTAL
(ft)
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
1
PLYWOOD
BLOCKING
OMITTED
CLIENT:
PROJECT:2776 jem
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 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\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 3 NO YES NO NO 0.00 0.00 21.50 0.00
1.30 0.91 0.95 1.30 1.00 1.00 1.00 1.00 1.00 6.95 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP WSP
L (ft)7.33 9.42 5.25 4.00
ADJ. H (ft)
LCONT. (ft)7.33 9.42 5.25 4.00 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
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
PLYWOOD
BLOCKING
OMITTED
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
NOT PERMITTEDTOTAL
(ft)
PLYWOOD
BLOCKING
OMITTED
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
EAVE TO
RIDGE H
(ft)
STORY
HEIGHT
(ft)
NUMBER
OF LINES
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
PARAPET
HEEL H
(ft)
PARAPET
H (ft)
LINE
SPACING
1 (ft)
LINE
SPACING
2 (ft)
REQUIRED LENGTH
(ft)
10.18
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
26.00>=10.18 O.K.TOTAL
(ft)
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
1
PLYWOOD
BLOCKING
OMITTED
CLIENT:
PROJECT:2776 jem
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 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L12 OF
BY
LATERAL LOAD ANALYSIS: PERFORATED SHEAR WALLS (PSW) SDPWS 4.3.2.3
V ==3021 #
25.00 10.00 15.00 0.00 27185 83933
1 10.666 0 0
2 5.666
3
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 1.000 3 323 5275 >=3021 OK
∑Afhs =16.332 ∑AO =∑bi =16.332
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
∑Li =∑AO =∑bi =
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
WOOD/
CONC HOLDOWN
Height (ft)Width (ft)Area, AO (ft2)
T2nd FLOOR
(#)
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
(#)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
24 LEFT END RIGHT END
∑MOT = Vh+UUPLIFTATRIB.[LTOT]2/2 ∑MR = [DLATRIB.+WWALLh][LTOT]2/2
Wall Length, LTOT (ft)Wall Height, h (ft)Stud Spacing (in)TDESIGN = [∑MOT-0.6∑MR]/[CO∑bi]-0.6WINT.WALL+T2nd FLOOR {EQN 4.3-8}
21.328
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
8.000 2.666 21.328 10.666
5.666
WOOD/
CONC HOLDOWN
Height (ft)Width (ft)Area, AO (ft2)
T2nd FLOOR
(#)
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
(#)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
19.000 9.000 24 LEFT END RIGHT END
∑MOT = Vh+UUPLIFTATRIB.[LTOT]2/2 ∑MR = [DLATRIB.+WWALLh][LTOT]2/2
Wall Length, LTOT (ft)Wall Height, h (ft)Stud Spacing (in)TDESIGN = [∑MOT-0.6∑MR]/[CO∑bi]-0.6WINT.WALL+T2nd FLOOR {EQN 4.3-8}
CLIENT:
PROJECT:2776 jem
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 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\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 ==532 #
679 #
2.00 15.00 9.83 679 #
1.083
→→
←←
5.000
→→
←←
3.000
→→→
←←←
4.000 6.000 4.000
D =0.070 in
WOOD
324
Left Uplift from
Above (#)
Right Uplift from
Above (#)
0 0
Type of Shear
(Wall/Value (plf))
3
Left Restraint
(#)
Right Restraint
(#)Left Pier (ft) =Window (ft) =Right Pier (ft) =
0 0
250 250 161 108 0
0.000 0.000 0 108 161
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 324 324
324 324
Position Position Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Window (ft) =
Location Location 10
Material Material Wall Weight (psf)
324 324 324 324
Left Holdown Right Holdown
Left Header Strap
Force (#)
Stud Spacing
(inches o.c.)
Right Header
Strap Force (#)NO STRAP
ATRIB. (ft) =Roof DL (psf) =WUPLIFT (psf) =← VALLOW =
NO STRAP Top Pier (ft) =
324 24 324
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
→ VALLOW =
CLIENT:
PROJECT:2776 jem
2 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm
SHEET L14 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==2000 #
2930 #
1.000
9.000
10.000
D =0.510 in
2.000
APA PORTAL FRAME PER TT-100H
Number of Piers
Door Height (ft) =
Pier Height (ft) =
Left Pier (ft)
2
0.430 0.93 Beam Height (ft) =
CLIENT:
PROJECT:2776 jem
2
VALLOW =
Specific Gravity SG Reduction
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/10/2025 at 11:07
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\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
22.541 (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)
0.207 (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)) =0.423 GOVERNS Csmax = SD1/(T(R/IE)) =0.423
Csmax = SD1TL/(T2(R/IE)) =12.266 Csmax = SD1TL/(T2(R/IE)) =12.266
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
2776 jem
Elevation Label:
RISK CATEGORY =
SITE CLASS =
hn (ft) =
Ss =
S1 =
IE=
Ts=
**USE TABLE 11.6-1 ALONE IF RIGID DIAPHRAGM AND T<Ts OR WHEN
USING BRACING TABLES FOR IRC DESIGN
Ct=
Ta = Cthn
x =
}0.423 }0.423
}0.045 }0.045
> 0.125, THEREFORE > 0.125, THEREFORE
Printed by larissa.anaya on 02/10/2025 at 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L16 OF
PROJECT:
Mass Calculations
Area
(ft2)
Load
(psf)
Weight
(lb)
Total
Length
(ft)
Load
(psf)
Weight
(lb)
Total
Length
(ft)
Load
(psf)
Weight
(lb)
Roof 8 1519 15 22785 160 10 6400 201.64 7 5646 34831
Floor 9 1.5 1970 10 19700 172 10 14140 102.247 7 8867 42707
0 0 0 0
42485 20540 14513 77538
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)
15979 11185 Roof 34831 18.5 644372 0.590 6595 4.34
Floor 42707 10.5 448420 0.410 4590 2.33
0 0.0 0 0.000 0 0.00
77538 1092792 11185
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)
15979 11185 Roof 34831 18.5 644372 0.590 6595 4.34
Floor 42707 10.5 448420 0.410 4590 2.33
0 0.0 0 0.000 0 0.00
77538 1092792 11185
2776
Total Mass
Total
Weight
(lb)
Redundancy Front/Back Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
ρ
1.30
Level
Plate
Height
(ft)
Floor
Depth
(ft)
Diaphragm Exterior Walls
Redundancy Side/Side Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
ρ
1.30
Interior Walls
Printed by larissa.anaya on 02/10/2025 at 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L17 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
2ND FLOOR
3181 0.000
3414 40.000
1ST FLOOR
2ND FLOOR
1ST FLOOR
PROJECT:2776 jem
LINE
CALLOUT % CANT.SEISMIC DESIGN SHEAR DIAPHRAGM
CLIENT:
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
4.34 34.000
4.34 40.000
13.500
3181
3414 987
174 13.500 40.000
FT
SHEAR
(#)
CHORD
(#)
3181 0
148 0.000
0
STORY CALC DESCRIPTION
0
34140B
0.00%
34.000
3414
5227
5227 575
32 20.500 28.750
98
A 40.000
2.33 46.000
2.33 13.833
5227 2.33 21.000 49 20.500 28.750
107 0.000 20.500
0
STORY CALC DESCRIPTION
28.750 40.000
53350B
0.00%
34.000
2.33 42.000
5335
0
0 0
0
0
0
0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
0
0 0
0
0
0 0
STORY CALC DESCRIPTION
00
0.00%
0
0
0
Printed by larissa.anaya on 02/10/2025 at 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L18 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
2ND FLOOR
3447 0.000
1ST FLOOR
861 0.000
3148 18.500
1ST FLOOR
1ST FLOOR
PROJECT:2776 jem
LINE
CALLOUT % CANT.SEISMIC DESIGN SHEAR DIAPHRAGM
CLIENT:
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 40.000
4.34 40.000
4.34 26.500
34.000
3447
3447 855
115 34.000 40.000
FT
SHEAR
(#)
CHORD
(#)
3447 0
174 0.000
0
STORY CALC DESCRIPTION
0
314802
0.00%
40.000
3148
4419
4419 127
45 13.833 21.500
0
1 21.500
2.33 40.000
2.33 19.166
4419 2.33 11.250 26 13.833 21.500
93 0.000 13.833
0
STORY CALC DESCRIPTION
86101.5*
0.00%
40.000
861
2759
3352 479
48 20.500 24.500
0
0
93 0.000 20.500
0
1.5 24.500
2.33 40.000
2.33 20.500
2759
STORY CALC DESCRIPTION
335202
0.00%
40.000
3352
0
0 0
0
0
0 0
STORY CALC DESCRIPTION
00
0.00%
0
0
0
Printed by larissa.anaya on 02/10/2025 at 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L19 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==3181 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 8.00 8.00 2x6 1.4E+06 800 1.000 100 232 2.00 10.00 15.00 0.14 6409 3520
2 3 24 23.00 8.00 2x6 1.4E+06 2392 1.000 104 232 2.00 10.00 15.00 0.14 19212 29095
3
4
5
6
3192
1 800 57 800 57
2 800 0 800 0
3
4
5
6
V ==3414 #
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 29.33 8.00 2x6 1.4E+06 2757 1.000 94 232 2.00 10.00 15.00 0.14 22180 47314
2 3 24 7.67 8.00 2x6 1.4E+06 690 1.000 90 232 2.00 10.00 15.00 0.14 5528 3236
3
4
5
6
3447
1 800 0 800 0
2 800 0 800 0
3
4
5
6
jem
A
VTOTAL (#) =
CLIENT:
PROJECT:2776
0.077
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 (#) =
0.070
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
TDESIGN
(#)HOLDOWN
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/10/2025 at 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L20 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==5227 #
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 21.00 9.00 2x6 1.4E+06 2688 1.000 128 232 2.00 10.00 15.00 0.14 24256 26460
2 3 24 20.00 9.00 2x6 1.4E+06 2540 1.000 127 232 2.00 10.00 15.00 0.14 22918 24000
3
4
5
6
5228
1 800 0 800 0
2 800 0 800 0
3
4
5
6
V ==5335 #
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 42.00 9.00 2x6 1.4E+06 5376 1.000 128 232 2.00 10.00 15.00 0.14 48638 105840
2
3
4
5
6
5376
1 0 0
2
3
4
5
6
jem
A
VTOTAL (#) =
CLIENT:
PROJECT:2776
0.108
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 (#) =
0.106
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
TDESIGN
(#)HOLDOWN
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/10/2025 at 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L21 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==3447 #
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 18.00 8.08 2x6 1.4E+06 1782 1.000 99 232 18.00 10.00 15.00 0.14 22597 56830
2 3 24 17.00 8.08 2x6 1.4E+06 1683 1.000 99 232 18.00 10.00 15.00 0.14 20911 50691
3
4
5
6
3465
1 0 0
2 0 0
3
4
5
6
V ==602 #
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 6.00 8.08 2x6 1.4E+06 606 1.000 101 232 18.00 10.00 15.00 0.14 5807 6314
2
3
4
5
6
606
1 800 0 800 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
0.080
VTOTAL (#) =
2
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
0.075
VTOTAL (#) =
CLIENT:
PROJECT:2776 jem
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 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
LATERAL LOAD ANALYSIS: FORCE TRANSFER AROUND OPENINGS (FTAO) SDPWS 4.3.5.2
V ==2546 #
2546 #
2.00 15.00 0.14 2546 #
→→→→
←←←←
Left Right
Window Window
→→→→
←←←←
→→→
←←←
D =0.097 in
PR
O
J
E
C
T
:
CL
I
E
N
T
:
27
7
6
2
→ VALLOW =
ATRIB. (ft) =Roof DL (psf) =0.7*0.2*SDS =← VALLOW =
1.083 472 787 787 472 1.083
1082 1082 472 787
Left Window
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))Left Header Strap
Force (#)
Right Header
Strap Force (#)
Left Header Strap
Force (#)
Right Header
Strap Force (#)CS20 CS20 Top Pier (ft)Top Pier (ft)
787
CS20 CS20 10
472
Right Window
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))Wall Weight (psf)
1082 1082
Left Holdown Right Holdown Window (ft) Window (ft)
Material Material 5.000 Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Left Sill Strap
Force (#)
472
Right Sill Strap
Force (#)
5.000
Location Location 472 787 787 472
Position Position
Left Holdown
Strap Force (#)
Shear Panel
Force (plf)
472 787 787
Right Holdown
Strap Force (#)Stem Stem Bottom Pier (ft)Bottom Pier (ft)
2.000 221 252
Name / Value (#) / D Name / Value (#) / D
0 2.000
Concrete Concrete 0 252 221
Right Window (ft)Right Pier (ft)
4.500 5.000 7.500 5.000 4.500
250 250
0.000 0.000
Left Restraint
(#)
Right Restraint
(#)
0 0
Left Uplift from
Above (#)
Right Uplift from
Above (#)
0 0
Left Pier (ft)Left Window (ft)Middle Pier (ft)
OF
BY
:
SH
E
E
T
:
Type of Shear
(Wall/Value (plf))
Stud Spacing
(inches o.c.)
3 24 je
m
L2
2WOOD
252
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/10/2025 at 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L23 OF
BY
LATERAL LOAD ANALYSIS: PERFORATED SHEAR WALLS (PSW) SDPWS 4.3.2.3
V ==4419 #
6.92 10.00 15.00 0.14 40120 155638
1 7.333 0 0
2 9.416
3 5.250
4 4.000 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0.765 3 232 4532 >=4419 OK
∑Afhs =236.071 ∑AO =∑bi =25.523
V ==2759 #
10.50 10.00 15.00 0.14 24831 44674 800 800
1 10.666 0 0
2 5.666
3
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0.811 3 232 3071 >=2759 OK
∑Afhs =146.988 ∑AO =∑bi =16.33221.328
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
8.000 2.666 21.328 10.666
5.666
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
19.000 9.000 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
1.5
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
4.500 3.000 13.500 5.250
3.524
5.000 5.000 25.000 7.333
6.833 6.000 40.998 9.416
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
40.000 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:
PROJECT:2776 jem
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 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\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 ==1260 #
1437 #
2.00 15.00 0.14 1437 #
1.083
→→
←←
5.000
→→
←←
3.000
→→→
←←←
4.000 6.000 4.000
D =0.148 in
CLIENT:
PROJECT:2776 jem
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) =
685 24 685
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
Material Material Wall Weight (psf)
1082 1082 685 685
Left Holdown Right Holdown
Window (ft) =
Location Location 10
Stem Stem 685 685
685 685
Position Position Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Left Holdown
Strap Force (#)
Max. Shear Panel
Force (plf)
Right Holdown
Strap Force (#)Bottom Pier (ft) =
Concrete Concrete
Name / Value (#) / D Name / Value (#) / D
Left Restraint
(#)
Right Restraint
(#)Left Pier (ft) =Window (ft) =Right Pier (ft) =
800 800
250 250 251 228 0
0.000 0.000 0 228 251
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 02/10/2025 at 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L25 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:
PROJECT:2776 jem
2
VALLOW =
Specific Gravity SG Reduction
2.000
APA PORTAL FRAME PER TT-100H
Number of Piers
Door Height (ft) =
Pier Height (ft) =
Left Pier (ft)
2
0.430 0.93 Beam Height (ft) =
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/10/2025 at 11:33
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2776\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm