Calcs- Shelm Meadows- Plan 2378 MercerLGI Homes - WA
12951 Bel Red Rd
Bellevue, Washington 98005
Shelm Meadows
Plan 2378 Mercer
INDEX TO STRUCTURAL CALCULATIONS
Design Criteria SHEET 1
Vertical Analysis SHEETS 2-29
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-FE25-001101
130731
18325 N. ALLIED WAY, SUITE #200 * PHOENIX, AZ 85054 * PHONE: 602.867.2500 * FAX: 602.867.2503
02/07/25
2018
SHINGLE OR MEMBRANE
PSF PSF
12.00 7.00
27.00 (MAX)
GOVERNING CODE AND LATERAL LOAD CRITERIA:
3 SEC GUST (MPH):
BUILDING CODE:
MUNICIPALITY: Thurston County, WA
85/110
ROOF LOADS:
ROOF FRAMING DEAD LOAD PSF
10.00NON-CONCURRENT ATTIC LL WITHOUT STORAGE (PSF) =
LESS THAN 4:12 SLOPE ROOF LL (PSF) =
4:12 SLOPE AND GREATER TOTAL ROOF LL (PSF) = 16.00
20.00
15.00
ROOF FRAMING LIVE LOAD
TOTAL ROOF DL (PSF) =
DECK FRAMING LIVE LOAD
TOTAL DECK LL (PSF) = 60.00
TOTAL FLOOR DL (PSF) = 10.00
WITH PARTITION WALLS (PSF) = +5.00
SEISMIC DESIGN CATEGORY:
EXPOSURE AT MWFRS:
EXPOSURE AT C & C:
D2
C
C
TOTAL WALL DL (PSF) =
INTERIOR WALL DEAD LOAD
WITH TILE (PSF) = +5.00
EXTERIOR WALL DEAD LOAD
WALL DEAD LOADS:
FLOOR FRAMING LIVE LOAD
TOTAL FLOOR LL (PSF) = 40.00
IBC/IRC
TOTAL WALL DL (PSF) =
TOTAL WALL DL W/ STONE VENEER (PSF) =
SNOW LOAD
TOTAL SNOW LOAD (PSF) = 20.00
FLOOR LOADS:
FLOOR FRAMING DEAD LOAD PSF
"Where quality engineering leads to lower costs."
2021
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
ROOF FRAMING PLAN
ELEVATION A
DATE: SHEET OF
BY:
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
ROOF FRAMING PLAN
ELEVATION B
DATE: SHEET OF
BY:
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
UPPER FLOOR/LOWER ROOF
FRAMING PLAN
DATE: SHEET OF
BY:
M IIIImilli
STAIR FRAMING PLAN
CLIENT:
PROJECT:
FELTENdROUP
ARCHITECTURE I ENGINEERING I FORENSICS
FLOOR FRAMING PLAN
DATE: SHEET OF
BY:
SHEET 6 OF
BY
Girder Diagram
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Support Size Support Size Support Size Support Size Support Size
Support 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)
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)
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)
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
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
CLIENT:LGI Homes
PROJECT:2378 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)
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D 225 225 0.000 27.500
S 375 375 0.000 27.500
8250 8250
3094 3094
D 60 60 0.000 14.000
S 100 100 0.000 14.000
1120 1120
420 420
1240
NO FTG REQ'D To HangerFo
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14
2500
Edge
(0) 2x6 POSTS
Conventional To Hanger
9.083
Hem-Fir Stud (2" to 4" wide)Gi
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USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
D D
5.5 Hanger
No 2x Roof 14.000No
Cantilever Data Truss Type Total Length (ft)
14.000
G2
885
To Framing Below NO FTG REQ'D
18
2500
(3) 2x6 POSTS
14
5.5 5.5
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To Framing Below Conventional
9.083 9.083
Edge
(3) 2x6 POSTSGi
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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)
D D
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 27.500No
PROJECT:2378 JEM
G1
CLIENT:LGI Homes
27.500
27.5'
600 600
14'
160 160
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D 420 4.000 15 15 0.000 6.000
S 700 4.000 25 25 0.000 6.000
D 30 30 0.000 3.000
S 50 50 0.000 3.000
D
S
673 927
253 348
D 348 14.000 15 15 0.000 27.500
S 579 14.000 25 25 0.000 27.500
D
S
D
S
1005 1022
377 383
To Framing Below To Framing BelowFo
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(0) 2x6 POSTS (0) 2x6 POSTS
To Framing Below To Framing Below
9.083 9.083
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)Gi
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USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
D D
5.5 5.5
No 2x Roof 27.500No
Cantilever Data Truss Type Total Length (ft)
27.500
G4
To Framing Below To Hanger
5.5 Hanger
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To Framing Below To Hanger
9.083
(0) 2x6 POSTSGi
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D + S D + S
USE PREFABRICATED GIRDER TRUSS WITH MINIMUM (1) PLY AT BEARING
Hem-Fir Stud (2" to 4" wide)
D D
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 6.000No
PROJECT:2378 JEM
G3
CLIENT:LGI Homes
6.000
6'
1120
120 120
40 40
27.5'
927
40 40
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SHEET 9 OF
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Left Support Right Support
Rleft (#)Rright (#)
Vd Mmax
fb F'b
CD fv F'v
CL Δactual Δmax
CF/CV
Cr Use:
196 196
92 0.000 4.250 169 208 5.5 5.5
407 1459 8.000 8.000
1.15 24 173 9.083 9.083 N/A N/A N/A N/A
0.995 0.048 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
1607 1607
612 0.000 5.250 1237 2109 5.5 5.5
963 1158 8.000 8.000
1.15 85 173 9.083 9.083 N/A N/A N/A N/A
0.987 0.084 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
995 995
612 0.000 3.250 714 808 5.5 5.5
641 1263 8.000 8.000
1.15 65 173 9.083 9.083 N/A N/A N/A N/A
0.994 0.028 0.130 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.300 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
288 288
92 0.000 6.250 245 449 5.5 5.5
356 1256 8.000 8.000
1.15 22 173 9.083 9.083 N/A N/A N/A N/A
0.988 0.058 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
104 104
92 0.000 2.250 77 58 5.5 5.5
114 1462 18.000 18.000
1.15 11 173 18.750 18.750 N/A N/A N/A N/A
0.997 0.004 0.090 Hem-Fir #2 (2" to 4" wide)Hem-Fir #2 (2" to 4" wide)N/A N/A N/A N/A
1.500 (2) 2x6 KS (2) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
689 689
612 0.000 2.250 510 387 5.5 5.5
759 1462 18.000 18.000
1.15 73 173 18.750 18.750 N/A N/A N/A N/A
0.997 0.025 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
2.250
Hem-Fir #2 Common Sizes 2-2x4
Hem-Fir #2 (2" to 4" wide)2x6 To Framing Below To Framing Below
H6 2.250 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
H5 2.250 To Framing Below To Framing Below
N/A N/A
6.250
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x6 To Framing Below To Framing Below
H4 6.250 To Framing Below To Framing Below
N/A N/A
3.250
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x8 To Framing Below To Framing Below
H3 3.250 To Framing Below To Framing Below
N/A N/A
5.250
Hem-Fir #2 Common Sizes 2-2x8
Select Material To Framing Below To Framing Below
H2 5.250 To Framing Below To Framing Below
N/A N/A
4.250
Hem-Fir #2 Common Sizes 2-2x4
Hem-Fir #2 (2" to 4" wide)2x4 To Framing Below To Framing Below
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)
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
PROJECT:2378 JEM
Beam / Header Design and Loading
CLIENT:LGI Homes
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Left Support Right Support
Rleft (#)Rright (#)
Vd Mmax
fb F'b
CD fv F'v
CL Δactual Δmax
CF/CV
Cr Use:
663 663
212 0.000 6.250 565 1035 5.5 5.5
821 1256 8.000 8.000
1.15 51 173 9.083 9.083 N/A N/A N/A N/A
0.988 0.135 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
557 557
212 0.000 5.250 459 730 5.5 5.5
579 1259 8.000 8.000
1.15 42 173 9.083 9.083 N/A N/A N/A N/A
0.990 0.067 0.210 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)N/A N/A N/A N/A
1.300 (1) 2x6 KS (1) 2x6 KS N/A N/A N/A N/A
1.00 Use:(1) 2x6 (1) 2x6
Select Support Select Support
Use:
Select Support Select Support
Use:
Select Support Select Support
Use:
Select Support Select Support
Use:
Select Material
Select Material
Select Material
Select Material
Select Material
Select Material
Select Material
Select Material
5.250
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x6 To Framing Below To Framing Below
H8 5.250 To Framing Below To Framing Below
N/A N/A
6.250
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x8 To Framing Below To Framing Below
H7 6.250 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)
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
PROJECT:2378 JEM
Beam / Header Design and Loading
CLIENT:LGI Homes
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D 30 30 0.000 7.000
L 80 80 0.000 7.000
D 3094 0.000
S 5156 0.000
8355 385
3199 105
D 45 45 0.000 4.000
L 120 120 0.000 4.000
330 330
90 90
To Framing Below To Framing BelowFo
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(0) 2x4 POSTS (0) 2x4 POSTS
To Framing Below To Framing Below
9.083 9.083
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)Gi
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USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
D D
3.5 3.5
No 4x Floor 4.000No
Cantilever Data Truss Type Total Length (ft)
4.000
FG2
To Framing Below To Framing Below
5.5 5.5
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9.083
(3) 2x6 POSTSGi
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USE PREFABRICATED 4x2 FLOOR GIRDER TRUSS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
D D
Cantilever Data Truss Type Total Length (ft)
No 4x Floor 7.000No
PROJECT:2378 JEM
FG1
CLIENT:LGI Homes
7.000
7'
8250
110 110
4'
165 165
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D 75 75 0.000 12.333
S 125 125 0.000 12.333
1233 1233
462 462
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No 4x FloorNo
Cantilever Data Truss Type Total Length (ft)
1214
NO FTG REQ'D To Hanger
18
2500
14
5.5 Hanger
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9.083
Edge
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Hem-Fir Stud (2" to 4" wide)
D D
Cantilever Data Truss Type Total Length (ft)
No 2x Roof 12.333No
PROJECT:2378 JEM
LG1
CLIENT:LGI Homes
12.333
12.333'
200 200
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D 15 15 0.000 22.500
L 40 40 0.000 22.500
D 168 0.000
S 100 0.000
864 542
370 126
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D + S
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D
20.500 Cantilever Data Truss Type Total Length (ft)
Yes 4x Floor 22.500No
PROJECT:2378 JEM
REF1
CLIENT:LGI Homes
2.000
2'20.5'
268
55 55
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Lub,top (ft)TL (L/x)
Lub,bot (ft)LL (L/x)
Cr
Ci
CM
CT Dmax (in)
CLtop Dcant (in)
CLbot Left dn (in)Dmax (in)
CF/Cvtop Right dn (in)Dcant (in)
CF/Cvbot
Support Size Support Size Support Size Support Size Support Size
Beam/Header Diagram
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
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Support Width (in)Support Width (in)Support Width (in)Support Width (in)Support Width (in)
Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)
Support Material Type Support Material Type
Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger
Support Condition
Support Location Support Location Support Location Support Location Support Location
King Studs King Studs King Studs King Studs King Studs
Support Condition Support Condition Support Condition Support Condition
Trimmer or Post Height Trimmer or Post Height
King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
He
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/
B
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u
p
p
o
r
t
De
s
i
g
n
Max/Min
Reaction
R1 (lb)
Load Combo
Max/Min
Reaction
R2 (lb)
Load Combo
Max/Min
Reaction
R3 (lb)
Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height
Support Material Type Support Material Type Support Material Type
Member Size
Dual Spec Material Type Dual Spec Member Size
Span 2
(ft)
Right DLL Limit Deflections
DTL
Span 3
(ft)
Scarf Cut Data DTL
DLL
Span 1
(ft)
NDS
Factors
Cantilever Data M+max
(lb-ft)M+fb+ (psi)F'b+ (psi)
Left DTL Limit
xstop (ft)
DL Creep
Factor
Vmax
(lb)V fv (psi)F'v (psi)
M-max
(lb-ft)M-fb- (psi)F'b- (psi)
Total Length, L (ft)DLL
Span 4
(ft)
Material Type
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft)
Header/Beam Loading Unbraced
Lengths
CLIENT:LGI Homes
PROJECT:2378 JEM
Multi-Span Header / Beam Key
Allowable
StressPoint Loads Uniform Loads Deflection Data Results Load Combo Actual
Stress
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SHEET 15 OF
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D 351 351 0.000 5.250 240
S 375 375 0.000 5.250 360
D 154 154 0.000 5.250 Factors
L 410 410 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
2889 2889
1344 1344
D 351 351 0.000 6.250 240
S 375 375 0.000 6.250 360
D 154 154 0.000 6.250 Factors
L 410 410 0.000 6.250 No
1.000
No
MC<=19%
T<=100 -0.111
0.976 0.000
1.000 No -0.059
1.000 No 0.000
1.000
3437 3437
1597 1597
1190 1190
NOT REQ'D NOT REQ'D
24 24
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
8
9.083 9.083
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)
D D
Glu-Lam (24F-1.8E)3 1/8 x 9 GLB
Select Material
8
Scarf Cut Data
0.75(L + S)6.250
D + 0.75(L + S)
305
2695
No Deflections
No
0 D 0 1665
B2
6.250
Cantilever Data 5370 D + 0.75(L + S)1528
1.000 2612 D + 0.75(L + S)139
1190 1190
NOT REQ'D NOT REQ'D
18 18
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
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
9.083 9.083
D + 0.75(L + S)
5.5 5.5
3792 D + 0.75(L + S)912
No Deflections
5.250
Scarf Cut Data
0.75(L + S)5.250
B1 1.000 2064 D + 0.75(L + S)96 207
1231
No
0 D 0 972
Cantilever Data
PROJECT:2378 JEM
CLIENT:LGI Homes
5.25'
1290 1290
6.25'
1290 1290
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D 351 351 0.000 5.250 240
S 375 375 0.000 5.250 360
D 114 114 0.000 5.250 Factors
L 305 305 0.000 5.250 No
1.000
No
MC<=19%
T<=100 -0.045
0.991 0.000
1.000 No -0.024
1.000 No 0.000
1.000
2577 2577
1239 1239
D 270 270 0.000 8.500 240
L 720 720 0.000 8.500 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.145
0.953 0.000
1.000 No -0.104
1.000 No 0.000
1.000
4242 4242
1182 1182
500
To Framing Below NOT REQ'D
18
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below Conventional
Edge
2500
14
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(3) 2x4 POSTS (1) 2x6 POSTS
9
3.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Glu-Lam (24F-1.8E)3 1/8 x 12 GLB
Select Material
9
Scarf Cut Data
L 8.500
D + L
265
2286
No Deflections
No
0 D 0 1665
B4
8.500
Cantilever Data 9014 D + L 1442
1.000 3244 D + L 130
1071 1071
NOT REQ'D NOT REQ'D
18 18
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
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
9.083 9.083
D + 0.75(L + S)
5.5 5.5
3383 D + 0.75(L + S)813
No Deflections
5.250
Scarf Cut Data
0.75(L + S)5.250
B3 1.000 1841 D + 0.75(L + S)85 207
1231
No
0 D 0 972
Cantilever Data
PROJECT:2378 JEM
CLIENT:LGI Homes
5.25'
1145 1145
8.5'
990 990
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SHEET 17 OF
BY
D 253 4.583 406 406 0.000 4.583 240
L 494 494 0.000 4.583 360
S 421 4.583 110 110 0.000 4.583 Factors
D 156 156 4.583 16.250 No
L 415 415 4.583 16.250 1.000
D 210 210 4.583 16.250 No
S 100 100 0.000 16.250 MC<=19%
T<=100 -0.384
0.958 0.000
1.000 No -0.198
1.000 No 0.000
1.000
7384 6642
3461 3220
D 445 445 0.000 3.250 240
L 494 494 0.000 3.250 360
S 135 135 0.000 3.250 Factors
No
1.000
No
MC<=19%
T<=100 -0.044
0.996 0.000
1.000 No -0.023
1.000 No 0.000
1.000
1531 1531
728 728
1105 200
NOT REQ'D NOT REQ'D
18 18
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
(1) 2x6 KS (1) 2x6 KS
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 TRIMMERS (1) 2x6 TRIMMERS
8
9.083 9.083
5.5 5.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L
D D
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x10
8
Scarf Cut Data
L 3.250
D + L
150
1100
No Deflections
No
0 D 0 994
B6
3.250
Cantilever Data 1244 D + L 987
1.000 1099 D + L 100
1105 1105
USE 24" SQ. FTG USE 24" SQ. FTG
9 9
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Conventional Conventional
Edge Edge
2500 2500
14 14
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(2) 2x6 POSTS (2) 2x6 POSTS
Glu-Lam (24F-1.8E)5 1/8 x 16 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 + 0.75(L + S)D + L
D D
D + 0.75(L + S)
5.5 5.5
27490 D + L 1419
No Deflections
16.250
Scarf Cut Data
0.75(L + S)16.250
B5 1.000 5888 D + L 104 265
2300
No
0 D 0 1665
Cantilever Data
PROJECT:2378 JEM
CLIENT:LGI Homes
16.25'
673
1109 1109 881 881
3.25'
1073 1073
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SHEET 18 OF
BY
D 69 69 0.000 7.750 240
S 75 75 0.000 7.750 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.221
0.989 0.000
1.000 No -0.113
1.000 No 0.000
1.000
570 570
279 279
D 141 141 0.000 6.250 240
L 40 40 0.000 6.250 360
D 462 2.667 15 15 0.000 1.667 Factors
S 771 2.667 25 25 0.000 1.667 No
D 94 94 3.667 6.250 1.000
S 156 156 3.667 6.250 No
D 221 221 0.000 6.250 MC<=19%
S 369 369 0.000 6.250 T<=100 -0.077
0.995 0.000
1.000 No -0.042
1.000 No 0.000
1.000
3217 3366
1503 1559
To Framing Below To Framing BelowFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Framing Below
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 POSTS (1) 2x6 POSTS
8
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 + S
D D
Doug-Fir #2 (5"x5" & larger)6x10
Glu-Lam (24F-1.8E)3 1/8 x 9 GLB
8
Scarf Cut Data
S 6.250
D + S
196
1002
No Deflections
No
0 D 0 788
B8
6.250
Cantilever Data 5818 D + S 844
1.000 2592 D + S 74
To Framing Below To Framing BelowFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Framing Below
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 POSTS (1) 2x4 POSTS
Hem-Fir #2 Common Sizes 2-2x6
Hem-Fir #2 (2" to 4" wide)2x10
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
D + S
5.5 3.5
1104 D + S 876
No Deflections
7.750
Scarf Cut Data
S 7.750
B7 1.000 503 D + S 46 173
1256
No
0 D 0 994
Cantilever Data
PROJECT:2378 JEM
CLIENT:LGI Homes
7.75'
144 144
6.25'
1233
811 811 771 771 1021 1021
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SHEET 19 OF
BY
D 141 141 0.000 6.250 240
L 40 40 0.000 6.250 360
D 462 2.667 15 15 0.000 1.667 Factors
S 771 2.667 25 25 0.000 1.667 No
D 94 94 3.667 6.250 1.000
S 156 156 3.667 6.250 No
D 420 2.667 60 60 0.000 1.667 MC<=19%
S 700 2.667 100 100 0.000 1.667 T<=100 -0.071
D 377 4.667 221 221 5.667 6.250 0.996 0.000
S 628 4.667 369 369 5.667 6.250 1.000 No -0.038
1.000 No 0.000
1.000
2517 3115
1241 1465
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
To Framing Below To Framing BelowFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
To Framing Below To Framing Below
Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)
(1) 2x6 POSTS (1) 2x6 POSTS
Doug-Fir #2 (5"x5" & larger)6x10
Glu-Lam (24F-1.8E)3 1/8 x 9 GLB
8 8
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S
D D
D + S
5.5 5.5
5561 D + S 807
No Deflections
6.250
Scarf Cut Data
S 6.250
B9 1.000 2484 D + S 71 196
1002
No
0 D 0 788
Cantilever Data
PROJECT:2378 JEM
CLIENT:LGI Homes
6.25'
2353 1005
381 381 181 181 431 431
10211021
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SHEET 20 OF
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Lub,top (ft)TL (L/x)
Lub,bot (ft)LL (L/x)
Cr
Ci
CM
CT Dmax (in)
CLtop Dcant (in)
CLbot Left dn (in)Dmax (in)
CF/Cvtop Right dn (in)Dcant (in)
CF/Cvbot
Support Size Support Size Support Size Support Size Support Size
Beam/Header Diagram
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Fo
u
n
d
a
t
i
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S
u
p
p
o
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t
D
e
s
i
g
n
Support Width (in)Support Width (in)Support Width (in)Support Width (in)Support Width (in)
Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)
Support Material Type Support Material Type
Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger
Support Condition
Support Location Support Location Support Location Support Location Support Location
King Studs King Studs King Studs King Studs King Studs
Support Condition Support Condition Support Condition Support Condition
Trimmer or Post Height Trimmer or Post Height
King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height
Load Combo
Max/Min
Reaction
R9 (lb)
Load Combo
Max/Min
Reaction
R10 (lb)
Load Combo
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
He
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
Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)
Support Size Support Size Support Size Support Size Support Size
Support Width (in)Support Width (in)
Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)
Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)
Support Location
Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)
Fo
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)
Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger
King Studs King Studs King Studs King Studs King Studs
Support Material Type Support Material Type Support Material Type Support Material Type Support Material Type
Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger
Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height
Span 5
(ft)
Span 6
(ft)
Span 7
(ft)
Span 8
(ft)
Max/Min
Reaction
R3 (lb)
Load Combo
Max/Min
Reaction
R4 (lb)
Load Combo
Max/Min
Reaction
R5 (lb)
Load Combo
Span 9
(ft)
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
Scarf Cut Data DTL
DLL
DLL
Span 4
(ft)Material Type Member Size
Total Length, L (ft)
Allowable
StressPoint Loads Uniform Loads
Id
Load
Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft)
Header/Beam Loading Unbraced
Lengths Deflection Data Results Load Combo Actual
Stress
Span 1
(ft)
NDS
Factors
Cantilever Data M+max
(lb-ft)M+fb+ (psi)
Left
Span 3
(ft)
CLIENT:LGI Homes
PROJECT:2378 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
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SHEET 21 OF
BY
D 20 20 0.000 13.563 1.000 240
L 53 53 0.000 13.563 360
Factors
Yes
1.150
No
MC<=19%
T<=100 -0.447
0.991 0.000
1.000 No -0.314
1.000 No 0.000
1.000
513 513
153 153
D 30 30 0.000 12.630 1.000 240
L 80 80 0.000 12.630 7.000 360
D 1182 12.047 217 217 0.000 12.047 Factors
L 3060 12.047 410 410 0.000 12.047 No
D 28 28 9.000 12.000 1.150
L 73 73 9.000 12.000 No
MC<=19%
T<=100 -0.066
0.999 0.019
0.997 No -0.044
1.000 No 0.013
1.000
1025 5880 6681
352 2004 2000
21" DIA. x 9" DEEP NO
REBAR
23" DIA. x 10" DEEP NO
REBARFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing Isolated Footing
2500 2500
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
4x6 POSTS 4x6 POSTS
4 4
Select Support 3.5 3.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L
D D D
Hem-Fir #2 (2" to 4" wide)3-2x10
Select Material
0.583
Scarf Cut Data D + L
L 12.630L
D + L
150
1074
7.167 Yes 180 Deflections
No 120
-3864 D + L 723 1072
J2
4.880
Cantilever Data 3314 D + L 620
1.000 2649 D + L 95
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
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
D + L
1738 D + L 975
No Deflections
13.563
Scarf Cut Data
L 13.563
J1 1.000 454 D + L 49 150
1065
No
0 D 0 968
Cantilever Data
PROJECT:2378 JEM
CLIENT:LGI Homes
13.5625'
73 73
4.88'7.167'0.583'
4242
737 737 838 838 737737
110110
Printed by larissa.anaya on 02/07/2025 at 11:57
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SHEET 22 OF
BY
D 34 34 0.000 12.500 1.000 240
L 90 90 0.000 12.500 360
D 90 9.000 28 28 9.000 12.250 Factors
L 240 9.000 73 73 9.000 12.250 Yes
1.150
No
MC<=19%
T<=100 -0.382
0.998 0.000
1.000 No -0.270
1.000 No 0.000
1.000
949 1324
284 387
D 20 20 0.000 12.583 1.000 240
L 53 53 0.000 12.583 360
D 3199 12.583 468 468 0.000 12.583 Factors
S 5156 12.583 400 400 0.000 12.583 Yes
L 280 12.583 1.150
No
MC<=19%
T<=100 -0.036
0.999 0.000
0.997 No -0.016
1.000 No 0.000
1.000
2136 7045 10445
1182 3899 4356
23" DIA. x 10" DEEP NO
REBARFo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing
2500
Doug-Fir #2 (2" to 4" wide)
4x6 POSTS
4
Select Support 3.5 Select Support
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + S D + S D + S
D D D
Hem-Fir #2 (2" to 4" wide)3-2x10
Select Material
Scarf Cut Data
S 12.583
D + S
173
1235
6.250 No Deflections
No
-4433 D + S 829 1232
J4
6.333
Cantilever Data 2548 D + S 476
1.000 2788 D + S 100
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Hem-Fir #2 (2" to 4" wide)2-2x10
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
D + L
3486 D + L 978
No Deflections
12.500
Scarf Cut Data
L 12.500
J3 1.000 1176 D + L 64 150
1073
No
0 D 0 968
Cantilever Data
PROJECT:2378 JEM
CLIENT:LGI Homes
12.5'
330
124 124
225 225
124124
6.333'6.25'
8635
941 941
Printed by larissa.anaya on 02/07/2025 at 11:57
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SHEET 23 OF
BY
D 190 190 0.000 20.000 240
L 506 506 0.000 20.000 360
D 244 244 20.000 35.000 Factors
L 650 650 20.000 35.000 No
1.150
D 1503 0.917 No
L 125 0.917 MC<=19%
S 1715 0.917 T<=100 -0.013
D 1559 7.167 0.997 -0.045
L 125 7.167 0.995 No -0.009
S 1807 7.167 1.000 No -0.025
D 4356 7.750 1.000
L 404 7.750
S 6089 7.750
D 387 11.500
L 937 11.500
6531 14254 4704 4299
2908 6456 1346 1209
4454 4551 4042
1248 1274 1132
19" DIA. x 8" DEEP NO
REBAR
19" DIA. x 8" DEEP NO
REBAR
18" DIA. x 8" DEEP NO
REBAR
0 0 0
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
Isolated Footing Isolated Footing Isolated Footing
2500 2500 2500
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
3.5 3.5 3.5
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + L D + L D + L
D D + S 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
22" DIA. x 9" DEEP NO
REBAR
29" SQ. x 8" DEEP w/ (2) #4
EA. WAY
19" DIA. x 8" DEEP NO
REBAR
18" DIA. x 8" DEEP NO
REBAR
0 0 0 0
2500 2500 2500 2500
Isolated Footing Isolated Footing Isolated Footing Isolated Footing
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
3.5 3.5 3.5 3.5
4 4 4 4
He
a
d
e
r
/
B
e
a
m
S
u
p
p
o
r
t
De
s
i
g
n
D + 0.75(L + S)D + 0.75(L + S)D + L D + L
D D D D + S
4x6 POSTS 4x10 POSTS 4x4 POSTS 4x4 POSTS
5.250
5.000
5.000
2.000
Scarf Cut Data D + S
L 35.000S
6.040 Doug-Fir #2 (2" to 4" wide)3-2x10
Select Material
800 1303
5.750 Yes 180 Deflections
D + L
3.960
2.000
Cantilever Data 1326 D + L 248 1135
Yes 120
-4279 D + 0.75(L + S)
C1 1.000 4016 D + 0.75(L + S)145 207
PROJECT:2378 JEM
CLIENT:LGI Homes
2'5.75'3.96'6.04'5.25'5'5'2'
3342 349110849 1324
696 696 894 894
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\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\Vertical Book12.xlsm
SHEET 24 OF
BY
D 341 341 0.000 14.500 2.000 240
L 681 681 0.000 14.500 360
Factors
No
1.000
No
MC<=19%
T<=100 -0.022
0.998 -0.012
0.997 No -0.015
1.000 No -0.008
1.000
4665 5568 4665
1573 1877 1573
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
Fo
u
n
d
a
t
i
o
n
S
u
p
p
o
r
t
D
e
s
i
g
n
19" DIA. x 8" DEEP NO
REBAR
21" DIA. x 9" DEEP NO
REBAR
19" DIA. x 8" DEEP NO
REBAR
0 0 0
2500 2500 2500
Isolated Footing Isolated Footing Isolated Footing
Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)
3.5 3.5 3.5
4 4 4
He
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
4x4 POSTS 4x4 POSTS 4x4 POSTS
Scarf Cut Data D + L
L 14.500L
2.000 Doug-Fir #2 (2" to 4" wide)4x8
Select Material
983 1166
5.250 Yes 180 Deflections
D + L
5.250
2.000
Cantilever Data 1260 D + L 493 1168
Yes 120
-2512 D + L
C2 1.000 2114 D + L 125 180
PROJECT:2378 JEM
CLIENT:LGI Homes
2'5.25'5.25'2'
1022 1022
Printed by larissa.anaya on 02/07/2025 at 11:57
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\Vertical Book12.xlsm
SHEET 25 OF
BY
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D 15 D 0.90 15 77 0 77
L D + L 1.00 15 86 0 86
Lr D + Lr 1.25 15 108 0 108
S 25 D + S 1.15 40 99 0 99
R D + R 1.25 15 108 0 108
0.6W D + 0.75L + 0.75Lr 1.25 15 108 0 108
E D + 0.75L + 0.75S 1.15 34 99 0 99
D + 0.75L + 0.75R 1.25 15 108 0 108
2x6 D + 0.6W 1.60 15 138 0 138
SPF/HF D + 0.7E 1.60 15 138 0 138
2 D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 15 138 0 138
.131 x 3"D + 0.75(0.6W) + 0.75L + 0.75S 1.60 34 138 0 138
Normal D + 0.75(0.6W) + 0.75L + 0.75R 1.60 15 138 0 138
1 D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 15 138 0 138
24 in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 34 138 0 138
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 15 138 0 138
in.
Total Conn A35 Total
ASCE LOAD COMBINATIONS CD Load (plf)Cap (plf)Cap (plf)Cap (plf)
D 94 D 0.90 94 232 0 232
L D + L 1.00 94 258 0 258
Lr D + Lr 1.25 94 323 0 323
S 156 D + S 1.15 250 297 0 297
R D + R 1.25 94 323 0 323
0.6W D + 0.75L + 0.75Lr 1.25 94 323 0 323
E D + 0.75L + 0.75S 1.15 211 297 0 297
D + 0.75L + 0.75R 1.25 94 323 0 323
2x12 D + 0.6W 1.60 94 413 0 413
SPF/HF D + 0.7E 1.60 94 413 0 413
6 D + 0.75(0.6W) + 0.75L + 0.75Lr 1.60 94 413 0 413
.131 x 3"D + 0.75(0.6W) + 0.75L + 0.75S 1.60 211 413 0 413
Normal D + 0.75(0.6W) + 0.75L + 0.75R 1.60 94 413 0 413
1 D + 0.75(0.7E) + 0.75L + 0.75Lr 1.60 94 413 0 413
24 in.D + 0.75(0.7E) + 0.75L + 0.75S 1.60 211 413 0 413
D + 0.75(0.7E) + 0.75L + 0.75R 1.60 94 413 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.
Conn Placement:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
w (plf)
Ledger Size:
Ledger Material:
No. of Connectors:
Type of Connector:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
Load
Type
Conn Placement:
No. of cols/Conn
Spacing of Connector:
No. of A35:
Spacing of A35:
L2 Load
Type w (plf)
Ledger Size:
Ledger Material:
No. of Connectors:
Type of Connector:
CLIENT:LGI Homes
PROJECT:2378 JEM
L1 Load
Type w (plf)
Conn Placement:
Ledger Size:
Ledger Material:
No. of Connectors:
Type of Connector:
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\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\Vertical Book12.xlsm
SHEET 26 OF
BY
S1 2
3.00 180 NO
1.50 0.7 NO
ROOF
TYPE:15.00 8.08
28.00 12.00
1.00 25.00
15.00
9.75
FLOOR
TYPE:15.00 10.04
20.50 40.00 12.00
TARGET
WALL
10.25
17.45 10.04 SPECIES TITLE
10.89 12.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
9.67 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)
CD
0.90 102.13 " o.c.
1.00 61.24 " o.c.
1.25 119.44 " o.c.
1.15 67.92 " o.c.
1.25 119.44 " o.c.
1.25 75.90 " o.c.
1.15 55.01 " o.c.
1.25 75.90 " o.c.
1.60 52.68 " o.c.
1.60 67.32 " o.c.
1.60 45.84 " o.c.
1.60 37.56 " o.c.GOVERNS
1.60 45.84 " o.c.
1.60 54.12 " o.c.
1.60 43.44 " o.c.
1.60 54.12 " o.c.
1.60 48.40 " o.c.
1.00 " o.c.
24 " o.c.
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
ASCE7 LOAD COMBINATIONS
AXIAL (NDS Section 3.7)
Emin = 440000 Le/d = 21.09 <= 50 c = 0.80
Fce = 0.822Emin'/(Le/d)^2 = 0.822(440000psi)/21.09^2 = 813.36psi
F*c = Fc(Cd)(Cfc) = 800(1.60)(1.00) = 1280.00psi
Fce/F*c = 813.36psi/1280.00psi = 0.64
A1 = (1 + Fce/F*c)/2c = 1.64/1.60 = 1.02
A2 = (Fce/F*c)/c = 0.64/0.80 = 0.79
Cp = A1-[A1^2-A2]^0.5 = 1.02-[1.04-0.79]^0.5 = 0.52
F'c = F*c(Cp) = 1280.00psi(0.52) = 667.72psi
P = 1015.05plf*2.00ft = 2030.10#
fc = P/A = 2030.10#/8.25in^2 = 246.07psi
BENDING (NDS Section 3.3)
Le = 10.04ft - (3.00in + 1.50in)(1ft/12in) = 9.67ft
M = 190.74#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(190.74#-ft)/7.56in^3 = 302.66psi
INTERACTION EQUATION (NDS Section 3.9.2)
(246.07psi/667.72psi)^2 + (1/(1-(246.07psi/813.36psi)))(302.66psi/1242.00psi) = 0.49
= 0.485 < 1.000 O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C.
D
D + L
D + LR
D + S
0.6C&C
D + L (NON-CONCURRENT)
DESIRED SPACING FOR CALCULATIONS:
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
1200000 20.797
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
STOP (FT)800 1.15 8.250
WALL WIDTH (IN)START (FT)440000 0.80 7.563
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
SIMPLE
MAIN SPAN L WEIGHT (PSF)
TOTAL TRIB.
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
CLIENT:LGI Homes
PROJECT:2378 JEM
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE NO ROOF ASSEMBLY TYPE C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
Printed by larissa.anaya on 02/07/2025 at 11:57
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\Vertical Book12.xlsm
SHEET 27 OF
BY
S2 2
3.00 180 NO
1.50 0.7 NO
ROOF
TYPE:
FLOOR
TYPE:15.00 9.08
20.50 40.00 7.00
15.50 TARGET
WALL
22.85
9.08 SPECIES TITLE
7.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
8.71 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)
CD
0.90 158.11 " o.c.
1.00 49.21 " o.c.GOVERNS
1.25 191.93 " o.c.
1.15 183.72 " o.c.
1.25 191.93 " o.c.
1.25 67.81 " o.c.
1.15 64.91 " o.c.
1.25 67.81 " o.c.
1.60 213.60 " o.c.
1.60 100.08 " o.c.
1.60 75.47 " o.c.
1.60 75.47 " o.c.
1.60 75.47 " o.c.
1.60 54.24 " o.c.
1.60 54.24 " o.c.
1.60 54.24 " o.c.
1.60 1200.00 " o.c.
1.00 " o.c.
24 " o.c.
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
ASCE7 LOAD COMBINATIONS
AXIAL (NDS Section 3.7)
Emin = 440000 Le/d = 19.00 <= 50 c = 0.80
Fce = 0.822Emin'/(Le/d)^2 = 0.822(440000psi)/19.00^2 = 1001.96psi
F*c = Fc(Cd)(Cfc) = 800(1.00)(1.00) = 800.00psi
Fce/F*c = 1001.96psi/800.00psi = 1.25
A1 = (1 + Fce/F*c)/2c = 2.25/1.60 = 1.41
A2 = (Fce/F*c)/c = 1.25/0.80 = 1.57
Cp = A1-[A1^2-A2]^0.5 = 1.41-[1.98-1.57]^0.5 = 0.76
F'c = F*c(Cp) = 800.00psi(0.76) = 610.06psi
P = 1288.76plf*2.00ft = 2577.53#
fc = P/A = 2577.53#/8.25in^2 = 312.43psi
COMPRESSION CAPACITY CHECK
312.43psi < 610.06psi O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C.
D
D + L
D + LR
D + S
0.6C&C
D + L (NON-CONCURRENT)
DESIRED SPACING FOR CALCULATIONS:
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
1200000 20.797
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
STOP (FT)800 1.15 8.250
WALL WIDTH (IN)START (FT)440000 0.80 7.563
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
CONTINUOUS
LONG SPAN L WEIGHT (PSF)
SHORT SPAN
TOTAL TRIB.
FLOOR SPAN (FT)FLOOR LOADS (PSF)SUPPORTING WALL
CONTINUOUS D HEIGHT (FT)
0.6*WUPLIFT
LR WEIGHT (PSF)
S
TOTAL TRIB.R
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
D HEIGHT (FT)
CLIENT:LGI Homes
PROJECT:2378 JEM
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE NO ROOF ASSEMBLY TYPE C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
Printed by larissa.anaya on 02/07/2025 at 11:57
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\Vertical Book12.xlsm
SHEET 28 OF
BY
S3 1
3.00 180 YES
1.50 0.7 NO
ROOF
TYPE:15.00 18.75
28.00 10.00 TARGET
WALL
1.00 25.00
15.00
9.75
15.81 18.75 SPECIES TITLE
10.89 10.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
18.38 FC (PSI)CR A (IN2)
5.50 9.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)
CD
0.90 79.26 " o.c.
1.00 80.21 " o.c.
1.25 81.85 " o.c.
1.15 37.35 " o.c.
1.25 81.85 " o.c.
1.25 81.85 " o.c.
1.15 43.19 " o.c.
1.25 81.85 " o.c.
1.60 23.64 " o.c.
1.60 27.84 " o.c.
1.60 28.08 " o.c.
1.60 20.40 " o.c.GOVERNS
1.60 28.08 " o.c.
1.60 32.40 " o.c.
1.60 22.56 " o.c.
1.60 32.40 " o.c.
1.60 21.15 " o.c.
1.00 " o.c.
16 " o.c.
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50
ASCE7 LOAD COMBINATIONS
AXIAL (NDS Section 3.7)
Emin = 440000 Le/d = 36.75 <= 50 c = 0.80
Fce = 0.822Emin'/(Le/d)^2 = 0.822(440000psi)/36.75^2 = 267.80psi
F*c = Fc(Cd)(Cfc) = 800(1.60)(1.00) = 1280.00psi
Fce/F*c = 267.80psi/1280.00psi = 0.21
A1 = (1 + Fce/F*c)/2c = 1.21/1.60 = 0.76
A2 = (Fce/F*c)/c = 0.21/0.80 = 0.26
Cp = A1-[A1^2-A2]^0.5 = 0.76-[0.57-0.26]^0.5 = 0.20
F'c = F*c(Cp) = 1280.00psi(0.20) = 255.10psi
P = 490.31plf*1.33ft = 653.75#
fc = P/A = 653.75#/8.25in^2 = 79.24psi
BENDING (NDS Section 3.3)
Le = 18.75ft - (3.00in + 1.50in)(1ft/12in) = 18.38ft
M = 348.08#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi
fb = (12in/1ft)(348.08#-ft)/7.56in^3 = 552.32psi
INTERACTION EQUATION (NDS Section 3.9.2)
(79.24psi/255.10psi)^2 + (1/(1-(79.24psi/267.80psi)))(552.32psi/1242.00psi) = 0.73 =
0.728 < 1.000 O.K.
THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 16in O.C.
D
D + L
D + LR
D + S
0.6C&C
D + L (NON-CONCURRENT)
DESIRED SPACING FOR CALCULATIONS:
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
1200000 20.797
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS
STOP (FT)800 1.15 8.250
WALL WIDTH (IN)START (FT)440000 0.80 7.563
0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
CLIENT:LGI Homes
PROJECT:2378 JEM
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE YES ROOF ASSEMBLY TYPE C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
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SHEET 29 OF
BY
S4 1
3.00 180 NO
1.50 0.7 YES
ROOF
TYPE:15.00 18.75
2.00 12.00 TARGET
WALL
1.00 25.00
2.00
9.75
15.81 18.75 SPECIES TITLE
10.89 12.00 SCANT CFB b (IN)
5.00 FB (PSI)CFC d (IN)
18.38 FC (PSI)CR A (IN2)
5.50 0.00 EMIN (PSI)c Sx (IN3)
Ex (PSI)
CD
0.90 198.08 " o.c.
1.00 199.26 " o.c.
1.25 201.32 " o.c.
1.15 148.51 " o.c.
1.25 201.32 " o.c.
1.25 201.32 " o.c.
1.15 158.82 " o.c.
1.25 201.32 " o.c.
1.60 30.24 " o.c.
1.60 52.56 " o.c.
1.60 37.92 " o.c.
1.60 35.64 " o.c.
1.60 37.92 " o.c.
1.60 63.00 " o.c.
1.60 56.88 " o.c.
1.60 63.00 " o.c.
1.60 24.20 " o.c.GOVERNS
1.00 " o.c.
16 " o.c.
D + 0.75L + 0.75R
D + 0.6W
D + 0.7E
0.7*E (PSF)PARTIAL LOADING (WIND)850 1.10 5.50
ASCE7 LOAD COMBINATIONS
C & C LOADING
BENDING (NDS Section 3.3)
Le = 18.75ft - (3.00in + 1.50in)(1ft/12in) = 18.38ft
M = 889.68#-ft
F'b = Fb(Cd)(Cr)(Cfb) = 850(1.60)(1.15)(1.30) = 2033.20psi
fb = (12in/1ft)(889.68#-ft)/7.56in^3 = 1411.73psi
DEFLECTION (NDS Section 3.5.1)
DELTA = 0.02in
BENDING AND DEFLECTION CAPACITY CHECK
1411.73psi/2033.20psi = 0.694 < 1.000 O.K.
0.02in < 1.23in O.K.
THEREFORE, USE 2x6 HEM-FIR #2 GRADE STUDS AT 16in O.C.
D
D + L
D + LR
D + S
0.6C&C
D + L (NON-CONCURRENT)
DESIRED SPACING FOR CALCULATIONS:
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
1300000 20.797
TARGET WALL STUD MATERIAL
0.6*C&C (PSF)HEIGHT (FT)Hem-Fir #2 (2" to 4" wide)2x6 HEM-FIR #2 GRADE STUDS
STOP (FT)1300 1.15 8.250
WALL WIDTH (IN)START (FT)470000 0.80 7.563
0.6*W (PSF)WEIGHT (PSF)NO 1.30 1.50
SIMPLE 0.6*WUPLIFT
MAIN SPAN LR WEIGHT (PSF)
OVERHANG S
TOTAL TRIB.R
ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL
SIMPLE D HEIGHT (FT)
CLIENT:LGI Homes
PROJECT:2378 JEM
WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF)
TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS
SHEATHING ON ONE SIDE YES ROOF ASSEMBLY TYPE C&CWIND DEFLECTION, L/GYP COMP.
SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP.
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\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\Vertical Book12.xlsm
CLIENT:
PROJECT:
0
FELTENGROUP
ARCHITECTURE I ENGINEERING I FORENSICS
UPPER BRACED/SHEAR WALL PLAN
DATE: SHEET OF
2
BY:
CLIENT:
PROJECT:
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)
Roof Truss Heel Height:0.333 ft
Upper Plate Height:8.083 ft
Floor Truss Depth:1.583 ft
Lower Plate Height:9.083 ft
Length (Dim. Perp. to Truss Span):40.000 ft
Width (Dim. Parallel to Truss Span):28.000 ft
Roof Pitch:5.00 in/12 in
Roof Angle:22.620 deg
Mean Roof Height:21.999 ft
Ridge Height:24.915 ft
Design Edge Strip (a):3.000 ft
Design End Zone (2a):6.000 ft
Velocity Pressure Coefficient (Kz):0.916 (Table 26.10-1)
0.6*qz (Velocity Pressure):14.42 psf (Equation 26.10-1)
0.6*Pcc,wall (Maximum Volume Wall):15.76 psf (Equation 30.3-1)
0.6*Pcc,wall (Maximum Story Wall):17.38 psf (Equation 30.3-1)
0.6*Pez (End Zone Stud Design Pressure):13.71 psf Load Case A
0.6*Piz (Int. Zone Stud Design Pressure):10.35 psf Load Case A
0.6*Pp (Parapet Pressure 1.5WW and -1.0LW):21.63 psf Windward and -14.42 psf Leeward
LGI HOMES
PLAN 2378- WIND LA
Elevation Label:
Basic Wind Speed (3 sec gust):
Exposure:
Risk Category:
Wind Directionality (Kd):
Design Code:ASCE 7-16
Design Method:Low-Rise Building (Section 28.3.1)
Topographic Factor (Kzt):
Ground Elevation Factor (ft) (Ke):
ASD Load Combination Factor for W:
TWO STORY DIAPHRAGM WIND LOADS FOR ASD LOAD COMBINATIONS
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\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Wind Lateral Book
2021 IRC1.xlsm
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.
Gable End Loading
Load Case A Load Case B
LGI HOMES
Hip End Loading
Load Case A Load Case B
Load Case A Pressures
0.6*qz*GCpf (psf)0.6*qz*GCpi (psf)Pressure (psf)
PLAN 2378- WIND LA
-6.73 2.60 -9.33
-5.97 -2.60 -3.38
7.76 -2.60 10.35
-6.55 2.60 -9.14
-9.34 2.60 -11.94
-8.62 -2.60 -6.03
11.12 -2.60 13.71
-10.37 2.60 -12.96
-9.95 2.60 -12.54
-5.33 2.60 -7.93
Load Case B Pressures
0.6*qz*GCpf (psf)0.6*qz*GCpi (psf)Pressure (psf)
-6.49 -2.60 -3.89
-4.18 -2.60 -1.59
-6.92 -2.60 -4.33
-6.49 -2.60 -3.89
5.77 -2.60 8.36
-6.92 -2.60 -4.33
8.80 -2.60 11.39
-15.43 2.60 -18.02
-7.64 2.60 -10.24
-6.20 -2.60 -3.60
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2021 IRC1.xlsm
CLIENT:SHEET L4 OF
PROJECT:BY
Case A 7.12 psf 7.12 psf
Case B 10.77 psf 5.68 psf
GCpf GCpf
6.36 psf 4.59 psf
GCpf GCpf
8.26 psf 6.37 psf
GCpi GCpi
2.60 psf 2.60 psf
14.63 psf 10.94 psf
0.00 psf
9.72 psf 10.82 psf
8509 #5350 #
4692 #
Case A 7.12 psf 7.12 psf Case B 8.81 psf 7.64 psf
GCpf GCpf GCpf GCpf
8.26 psf 6.37 psf 5.93 psf 4.29 psf
GCpi GCpi
2.60 psf 2.60 psf
14.63 psf 10.22 psf
0.00 psf 0.00 psf
9.72 psf 10.82 psf
8509 #4518 #
Load Cases A & B total pressures are determined by using a weighted average of end zone total
plus interior zone total. This number is then compared to the code required 16psf minimum for the
horizontal direction. Roof uplift for the left and right sides of the roof are determined using a weighted
average of end zone plus interior zone and then the total roof uplift is the average of the left and right
sides. GCpi assumed to act inward for wall design, outward for roof uplift design.
TWO STORY DIAPHRAGM GABLE END WIND LOADS FOR ASD LOAD COMBINATIONS
LGI HOMES
PLAN 2378- WIND LA
Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall =
CASE A CASE B
GCpf Windward GCpf Leeward
∴Use 14.63|0.00 psf Wall|Roof Horizontal Pressure at Case A ∴Use 10.94 psf Horizontal Pressure at Case B
∴Use 10.85 psf at Wall for Windward Only Case (0.6*W)∴Use 8.95 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 =6704 #Total Base Shear Due to 0.6*16psf =
Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall =
Total Horizontal Pressure at Roof =Total Horizontal Pressure at Roof =
Total Uplift Pressure at Roof =Total Uplift Pressure at Roof =
TWO STORY DIAPHRAGM HIP END WIND LOADS FOR ASD LOAD COMBINATIONS
Load Case A Load Case B
GCpf Windward GCpf Leeward GCpf Windward GCpf Leeward
∴Use 10.85 psf at Wall for Windward Only Case (0.6*W)∴Use 8.52 psf at Wall for Windward Only Case (0.6*W)
4636 #
∴Use 14.63|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 =6312 #Total Base Shear Due to 0.6*16psf at Wall
and 0.6*8psf at Roof =
Printed by larissa.anaya on 02/07/2025 at 11:19
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2021 IRC1.xlsm
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
14.63 0.00 4.042 0.333 5.833
2ND FLOOR
14.63 10.166
1280 0.000
1280 40.000
1ST FLOOR
1ST FLOOR
1ST FLOOR
PROJECT:PLAN 2378- 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
#
1280
1280 457
0
0
64 0.000
B
0.00%
28.000
0
40.000
A 40.000
1280
12800
1280 0
STORY CALC DESCRIPTION
A 40.000
#A ABOVE 149 0.000 40.000
4255
4255 826
0
4255
4255 0
B
0.00%
36.000
#B ABOVE 0
0
4255 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
10.94 10.94 4.042 0.333 2.917
14.63 0.00 4.042 0.333 5.729
0.00 2.865
2ND FLOOR
10.94 10.166
1495 0.000
1ST FLOOR
10.94 10.166
862 0.000
14.63 10.166
1379 21.500
1ST FLOOR
1ST FLOOR
PROJECT:PLAN 2378- 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
#
1495
1495 350
64 28.000 38.000
0
80 0.000
14.250 28.000
2
0.00%
40.000
0
28.000
1 38.000
1495
13790
1379 0
STORY CALC DESCRIPTION
1 15.500
#1 ABOVE 111 0.000 15.500
2358
2358 84
0
862
2358 0
1.5*
0.00%
40.000
0
0
862 0
STORY CALC DESCRIPTION
1.5 24.500
#1.5*111 0.000 12.500
2504
2913 588
149 12.500 24.500
2913
2504 0
2
0.00%
20.500
#2 ABOVE 0
0
2913 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 L7 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==1280 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 20.50 8.08 2x6 1.4E+06 1292 1.000 63 324 2.00 10.00 15.00 9.72 14523 23282
2
3
4
5
6
1292
1 27 27
2
3
4
5
6
V ==#
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1
2
3
4
5
6
1
2
3
4
5
6
LA
A
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 2378- WIND
0.048
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE
VTOTAL (#) =
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
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
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IRC1.xlsm
SHEET L8 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.00 2 1 C 5.83 8 2 NO YES NO NO 0.00 0.00 40.00 0.00
1.30 0.75 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)17.67 15.33
ADJ. H (ft)
LCONT. (ft)17.67 15.33 33.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD
L (ft)
ADJ. H (ft)
LCONT. (ft)0.00
CLIENT:LGI HOMES
PROJECT:PLAN 2378- 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
B
5.70
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
33.00>=5.70 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 02/07/2025 at 11:19
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Wind Lateral Book 2021
IRC1.xlsm
SHEET L9 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.00 2 2 C 5.83 9 3 NO YES NO NO 0.00 0.00 40.00 0.00
1.30 0.88 0.95 1.30 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)12.50 20.50
ADJ. H (ft)
LCONT. (ft)12.50 20.50 33.00
110 22.00 2 2 C 5.83 9 3 NO YES NO NO 0.00 0.00 40.00 0.00
1.300 0.875 0.950 1.300 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)36.00
ADJ. H (ft)
LCONT. (ft)36.00 36.00
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 2378- 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
17.56
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
33.00>=17.56 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
17.56
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
36.00>=17.56 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 02/07/2025 at 11:19
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Wind Lateral Book 2021
IRC1.xlsm
SHEET L10 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.00 2 1 C 5.83 8 2 NO YES NO NO 0.00 0.00 38.00 0.00
1.30 0.75 0.90 1.00 1.00 1.00 1.00 1.00 1.00 6.20 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP
L (ft)16.50 11.08 4.42
ADJ. H (ft)
LCONT. (ft)16.50 11.08 4.42 32.00
110 22.00 2 1 C 5.83 8 2 NO YES NO NO 0.00 0.00 38.00 0.00
1.300 0.750 0.900 1.000 1.000 1.000 1.000 1.000 1.000 6.200 0.000
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP WSP
L (ft)4.00 4.00 3.92 4.58
ADJ. H (ft)
LCONT. (ft)4.00 4.00 3.84 4.58 16.42
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 2378- WIND LA
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
1
5.44
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
32.00>=5.44 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
5.44
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
16.42>=5.44 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 02/07/2025 at 11:19
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Wind Lateral Book 2021
IRC1.xlsm
SHEET L11 OF
BY
WIND DESIGN: WALL BRACING ANALYSES
110 22.00 2 2 C 5.83 9 3 NO YES NO NO 0.00 0.00 15.50 0.00
1.30 0.88 0.95 1.30 1.00 1.00 1.00 1.00 1.00 5.15 0.00
WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14
METHOD WSP WSP WSP WSP
L (ft)3.75 3.50 9.58 7.08
ADJ. H (ft)
LCONT. (ft)3.50 3.00 9.58 7.08 23.16
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 2378- WIND LA
BRACED WALL INPUTS AND FACTORS
WIND
SPEED
(mph)
MEAN
ROOF H
(ft)
NUMBER
OF
STORIES
STORY
LOCATION EXPOSURE
MIN. 800#
HOLD-
DOWN
GB ON
INSIDE
FACE
GB
4"O.C.
PANEL
1
7.23
LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft)
23.16>=7.23 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 02/07/2025 at 11:19
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Wind Lateral Book 2021
IRC1.xlsm
SHEET L12 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2504 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 19.00 9.08 2x6 1.4E+06 2508 1.000 132 324 22.50 10.00 15.00 0.00 22773 77308
2
3
4
5
6
2508
1 0 0
2
3
4
5
6
V ==#
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.6WUPLIFT
(psf)
∑MOT
(#-ft)
∑MR
(#-ft)
1
2
3
4
5
6
1
2
3
4
5
6
LA
1.5
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 2378- WIND
0.113
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE
VTOTAL (#) =
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
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 02/07/2025 at 11:19
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- 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 ==583 #
687 #
2.00 15.00 10.82 687 #
1.083
→→
←←
5.000
→→
←←
3.000
→→→
←←←
3.500 6.000 3.500
D =0.083 in
CLIENT:LGI HOMES
PROJECT:PLAN 2378- WIND LA
2
→ VALLOW =
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) =
353 24 353
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
Material Material Wall Weight (psf)
353 353 353 353
Left Holdown Right Holdown
Window (ft) =
Location Location 10
Stem Stem 353 353
353 353
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 0 118 0
0.000 0.000 0 118 0
WOOD
353
Left Uplift from
Above (#)
Right Uplift from
Above (#)
0 0
Type of Shear
(Wall/Value (plf))
3
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/07/2025 at 11:19
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Wind Lateral Book 2021
IRC1.xlsm
SHEET L14 OF
BY
LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H
V ==2330 #
2930 #
1.000
9.000
10.000
D =0.510 in
CLIENT:LGI HOMES
PROJECT:PLAN 2378- 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 02/07/2025 at 11:19
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- 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
21.500 (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)
0.200 (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)) =0.438 GOVERNS Csmax = SD1/(T(R/IE)) =0.438
Csmax = SD1TL/(T2(R/IE)) =13.168 Csmax = SD1TL/(T2(R/IE)) =13.168
GOVERNS Csmin = 0.044*SDS*IE>=0.01 0.045 GOVERNS Csmin = 0.044*SDS*IE>=0.01 0.045
Csmin = 0.5S1/(R/IE) =0.036 Csmin = 0.5S1/(R/IE) =0.036
EQN 12.8-2 GOVERNS AND QE = V = 0.159 *W EQN 12.8-2 GOVERNS AND QE = V = 0.159 *W
SDS SDS
EV =0.206 *D 0.7*EV =0.144 *D EV =0.206 *D 0.7*EV =0.144 *D
> 0.125, THEREFORE > 0.125, THEREFORE
}0.438 }0.438
}0.045 }0.045
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 =
LGI HOMES
PLAN 2378- SEISMIC LA
Elevation Label:
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
CLIENT:SHEET L16 OF
PROJECT:
Mass Calculations
Area
(ft2)
Load
(psf)
Weight
(lb)
Total
Length
(ft)
Load
(psf)
Weight
(lb)
Total
Length
(ft)
Load
(psf)
Weight
(lb)
Roof 8.083 1528 15 22920 156 10 6305 171 7 4838 34062
Floor 1 9.083 1.5 1495 10 14950 160 10 13571 118 7 8589 37110
0 0 0 0
37870 19876 13427 71173
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)
14667 10267 Roof 34062 18.7 635809 0.618 6347 4.15
Floor 1 37110 10.6 392736 0.382 3920 2.62
0 0.0 0 0.000 0 0.00
71173 1028545 10267
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)
14667 10267 Roof 34062 18.7 635809 0.618 6347 4.15
Floor 1 37110 10.6 392736 0.382 3920 2.62
0 0.0 0 0.000 0 0.00
71173 1028545 10267
Redundancy Side/Side Vertical Distribution of Seismic Forces (12.8.3)
[Ta <= 0.5s k=1]
ρ
1.30
Interior Walls 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
LGI HOMES
PLAN 2378- SEISMIC
Total Mass
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L17 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
2ND FLOOR
2700 0.000
2982 40.000
1ST FLOOR
1ST FLOOR
1ST FLOOR
0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
0 0
0
0
0 0
STORY CALC DESCRIPTION
00
0.00%
0
0
4926
0
0 0
0
0
0
0
0
105 0.000 20.500
0
STORY CALC DESCRIPTION
49260B
0.00%
36.000
#B ABOVE
4748
4748 555
94 20.500 40.000
0
A 40.000
#A ABOVE 2.62 40.000
2.62 36.000
4748 0
STORY CALC DESCRIPTION
0
29820B
0.00%
26.000
2982
2700 4.15 2.000 8 12.500
116 0.000
0
12.500
2700
2982 1138
150 12.500 40.000
26.500
FT
SHEAR
(#)
CHORD
(#)
A 40.000
4.15 28.000
4.15 36.000
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
#
PROJECT:PLAN 2378- SEISMIC LA
LINE
CALLOUT % CANT.SEISMIC DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L18 OF
BY
SHEAR DISTANCE UNIFORM START STOP
#FT PLF FT FT
2ND FLOOR
3086 0.000
1ST FLOOR
813 0.000
2601 21.500
104.892 21.500
1ST FLOOR
1ST FLOOR
0
0
0
STORY CALC DESCRIPTION
00
0.00%
0
0 0
0
0
0 0
STORY CALC DESCRIPTION
3471#PORCH 02
0.00%
20.500
#2 ABOVE
3471
1.5 24.500
#1.5*2.62 40.000
2.62 20.500
2412
813
2412
3471 595
54 20.500 24.500
0
0
105 0.000 20.500
0
105 0.000 15.500
0
STORY CALC DESCRIPTION
81301.5*
0.00%
40.000
3899
3899 79
0
0
1 15.500
#1 ABOVE 2.62 40.000
3899 0
STORY CALC DESCRIPTION
0
260102
0.00%
40.000
2601
3086 4.15 14.500 60 36.000
166 0.000
0
28.000
3086
3086 716
114 28.000 36.000
38.000
FT
SHEAR
(#)
CHORD
(#)
1 38.000
4.15 40.000
4.15 27.500
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
#
PROJECT:PLAN 2378- SEISMIC LA
LINE
CALLOUT % CANT.SEISMIC DESIGN SHEAR DIAPHRAGM
CLIENT:LGI HOMES
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm
SHEET L19 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2700 #
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 20.50 8.08 2x6 1.4E+06 2706 1.000 132 232 2.00 10.00 15.00 0.14 25223 23282
2
3
4
5
6
2706
1 800 69 800 69
2
3
4
5
6
V ==2982 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 15.33 8.08 2x6 1.4E+06 1380 1.000 90 232 2.00 10.00 15.00 0.14 13029 13019
2 3 24 17.67 8.08 2x6 1.4E+06 1608 1.000 91 232 2.00 10.00 15.00 0.14 15488 17297
3
4
5
6
2988
1 800 0 800 0
2 800 0 800 0
3
4
5
6
LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWNWALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM WOOD/
CONC
LEFT END RIGHT END
CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN
VTOTAL (#) =
0.069
B
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
0.099
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
LA
A
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 2378- SEISMIC
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Seismic Lateral Book 2021
IRC1.xlsm
SHEET L20 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==4748 #
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 12.50 9.08 2x6 1.4E+06 1775 1.000 142 232 5.00 10.00 15.00 0.14 17986 12953
2 3 24 20.50 9.08 2x6 1.4E+06 2973 1.000 145 232 2.00 10.00 15.00 0.14 30657 25383
3
4
5
6
4748
1 1000 217 1000 217
2 1000 153 1000 153
3
4
5
6
V ==4926 #
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 36.00 10.00 2x6 1.4E+06 4932 1.000 137 232 2.00 10.00 15.00 0.14 61472 84240
2
3
4
5
6
4932
1 800 0 800 0
2
3
4
5
6
LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWNWALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM WOOD/
CONC
LEFT END RIGHT END
CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN
VTOTAL (#) =
0.127
B
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
0.123
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
LA
A
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 2378- SEISMIC
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Seismic Lateral Book 2021
IRC1.xlsm
SHEET L21 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==3086 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 16.50 8.08 2x6 1.4E+06 1617 1.000 98 232 2.00 10.00 15.00 0.14 15241 15083
2 3 24 11.08 8.08 2x6 1.4E+06 1075 1.000 97 232 2.00 10.00 15.00 0.14 9667 6801
3 3 24 4.42 8.08 2x6 1.4E+06 402 1.000 91 232 2.00 10.00 15.00 0.14 3404 1082
4
5
6
3094
1 800 0 800 0
2 800 24 800 24
3 800 143 800 143
4
5
6
V ==2601 #
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 4.00 8.08 2x6 1.4E+06 384 0.998 96 231 2.00 10.00 15.00 0.14 3231 886
2 3 24 4.00 8.08 2x6 1.4E+06 384 0.998 96 231 2.00 10.00 15.00 0.14 3231 886
3 3 24 3.92 8.08 2x6 1.4E+06 372 0.992 95 230 2.00 10.00 15.00 0.14 3129 851
4 3 24 4.58 8.08 2x6 1.4E+06 444 1.000 97 232 2.00 10.00 15.00 0.14 3755 1162
5 3 24 5.75 8.08 2x6 1.4E+06 569 1.000 99 232 2.00 10.00 15.00 0.14 4862 1832
6 3 24 4.75 8.08 2x6 1.4E+06 461 1.000 97 232 2.00 10.00 15.00 0.14 3905 1250
2614
1 800 195 800 195
2 800 195 800 195
3 800 188 800 188
4 800 188 800 188
5 800 174 800 174
6 800 184 800 184
LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWNWALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM WOOD/
CONC
LEFT END RIGHT END
CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN
VTOTAL (#) =
0.079
2
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
0.075
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
LA
1
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 2378- SEISMIC
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Seismic Lateral Book 2021
IRC1.xlsm
SHEET L22 OF
BY
LATERAL LOAD ANALYSIS: PERFORATED SHEAR WALLS (PSW) SDPWS 4.3.2.3
V ==3899 #
7.75 10.00 15.00 0.14 35410 165664
1 7.125 0 0
2 9.625
3 3.500
4 3.750 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0.740 4 338 5639 >=3899 OK
∑Afhs =217.992 ∑AO =∑bi =22.544
V ==#
1
2
3
4 SDPWS Equation (4.3-6) C0 = Awall / (3SA0+SAfhs)
5 SDPWS Equation (4.3-5) VALLOW = vMAXC0Sbi
6
7
8
9 0
∑Afhs =∑AO =∑bi =
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
WOOD/
CONC 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)
0.7*0.2*
SDS
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
24 LEFT END RIGHT END
∑MOT = Vh ∑MR = [DLATRIB.+WWALLh][LTOT]2/2
Wall Length, LTOT (ft)Wall Height, h (ft)Stud Spacing (in)TDESIGN = [∑MOT-(0.6-0.7*0.2*SDS)∑MR]/[CO∑bi]-(0.6-0.7*0.2*SDS)WINT.WALL+T2nd FLOOR {EQN 4.3-8}
90.998
V
(#)
DESIGN
CHECK
PERFORATED SHEAR WALL RESULTS
CO
WALL
TYPE
vMAX
(plf)
VALLOW
(#)
5.000 5.000 25.000 2.697
3.096
5.000 5.000 25.000 7.125
6.833 6.000 40.998 9.625
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)
0.7*0.2*
SDS
∑MOT
(#-ft)
∑MR
(#-ft)LOCATION POSITION
40.000 9.083 24 LEFT END RIGHT END
∑MOT = Vh ∑MR = [DLATRIB.+WWALLh][LTOT]2/2
Wall Length, LTOT (ft)Wall Height, h (ft)Stud Spacing (in)TDESIGN = [∑MOT-(0.6-0.7*0.2*SDS)∑MR]/[CO∑bi]-(0.6-0.7*0.2*SDS)WINT.WALL+T2nd FLOOR {EQN 4.3-8}
CLIENT:LGI HOMES
PROJECT:PLAN 2378- SEISMIC LA
1 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd
FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm
SHEET L23 OF
BY
LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1
V ==2412 #
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1 3 24 19.00 9.08 2x6 1.4E+06 2413 1.000 127 232 22.50 10.00 15.00 0.14 33062 77308
2
3
4
5
6
2413
1 0 0
2
3
4
5
6
V ==#
WALL
n
Wall
Type
Studs
(in o.c.)
2
SIDED
Ln
(ft)
hn
(ft)
Wall
Width
Chord
En (psi)
D
(in)
Vdesign
(#)CWSP
vdesign
(plf)
vallow
(plf)
ATRIB.
(ft)
WWALL
(psf)
DL
(psf)
0.7*
0.2*SDS
∑MOT
(#-ft)
∑MR
(#-ft)
1
2
3
4
5
6
1
2
3
4
5
6
LOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWNWALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM WOOD/
CONC
LEFT END RIGHT END
CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN
VTOTAL (#) =
TDESIGN
(#)HOLDOWNLOCATION
OR NAME POSITION STEM CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)CONCRETE WINT.WALL
(#)
T2nd FLOOR
(#)
TDESIGN
(#)HOLDOWN WOOD/
CONC
0.108
WALL
n
WOOD/
CONC
LOCATION
OR NAME POSITION STEM
LEFT END RIGHT END
LA
1.5
VTOTAL (#) =
CLIENT:LGI HOMES
PROJECT:PLAN 2378- SEISMIC
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR
3rd FLOOR
3rd FLOOR
BASEMENT
BASEMENT
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- 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 ==1379 #
1425 #
2.00 15.00 0.14 1425 #
1.083
→→
←←
5.000
→→
←←
3.000
→→→
←←←
3.500 6.000 3.500
D =0.171 in
WOOD
252
Left Uplift from
Above (#)
Right Uplift from
Above (#)
0 0
Type of Shear
(Wall/Value (plf))
3
Left Restraint
(#)
Right Restraint
(#)Left Pier (ft) =Window (ft) =Right Pier (ft) =
1000 1000
250 250 250 244 0
0.000 0.000 0 244 250
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 732 732
732 732
Position Position Left Sill Strap
Force (#)
Right Sill Strap
Force (#)
Window (ft) =
Location Location 10
Material Material Wall Weight (psf)
1082 1082 732 732
Left Holdown Right Holdown
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) =
732 24 732
Left Strap
(Name/Value (#))
Right Strap
(Name/Value (#))
→ VALLOW =
CLIENT:LGI HOMES
PROJECT:PLAN 2378- SEISMIC LA
2 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- 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
2.000
APA PORTAL FRAME PER TT-100H
Number of Piers
Door Height (ft) =
Pier Height (ft) =
Left Pier (ft)
2
VALLOW =
Specific Gravity SG Reduction
0.430 0.93 Beam Height (ft) =
CLIENT:LGI HOMES
PROJECT:PLAN 2378- SEISMIC LA
2 FRONT-BACK SIDE-SIDE
1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT
Printed by larissa.anaya on 02/07/2025 at 11:24
\\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\40 Wide Series\Plan2378\00 - Engineering\Structural Calculations\PLAN 2378- ASCE7-16 Seismic Lateral Book
2021 IRC1.xlsm