Engineering CalcsCopyright 2023, SEGA Engineers
STRUCTURAL CALCULATIONS
FOR THE
SOUNDBUILT HOMES RESIDENTIAL PROJECT
Plan L2B-2033-2
May 28, 2023
Job No. : 10-082
Location: Lots 219 - 389, Tahoma Terra
Yelm, Washington
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010
0 0 0 05555////22228888////23232323
Copyright 2018, SEGA Engineers
STATEMENT OF WORK
SEGA Engineers was asked to provide a lateral loads analysis, shear wall
design, review of major framing members and foundation, and drawing red-lines
for a two-story wood framed single family residence. The roof framing is
manufactured trusses, the floor framing is 2x dimensional or open-web trusses,
and the foundation is typical concrete strip footings with a crawl space.
The application and use of these calculations is limited to a single site
referenced on the cover sheet. The cover sheet should have an original
signature in blue ink over the seal. The attached calculations may or may not
apply to other sites and the contractor assumes all responsibility and liability for
sites not expressly reviewed and approved. Please contact SEGA Engineers for
use at other sites.
SEGA Engineers will use that degree of care and skill ordinarily exercised under
similar circumstances by members of the engineering profession in this local. No
other warranty, either expressed or implied is made in connection with our
rending of professional services. For any dispute, claim, or action arising out of
this design, SEGA Engineers shall have liability limited to the amount of the total
fee received by SEGA Engineers.
Questions regarding the attached should be addressed to SEGA Engineers.
Greg Thesenvitz, PE/SE
SEGA Engineers
SEGA Engineers Project L2-2033
Structural & Civil Consulting Engineers
Job No.10-082 By:GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date:02/16/21 Sht 1
Design Criteria
International Building Code (IBC), 2018
LOADS
Roof
DL 15 psf
LL 25 psf
Floor
DL 12 psf
LL 40 psf
Wind
Risk Category II
Design Wind Speed 110 mph (Vult)
Copyright 2021, SEGA Engineers
Design Wind Speed 110 mph (Vult)
Kzt 1.00
Exposure B
Seismic
Design Category D
SDS 1.00
Response Factor 6.5
CS =0.154
Importance Factor 1.00
Soil
Allowable Bearing 1,500 psf
Copyright 2021, SEGA Engineers
SEGA Eters
/ Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010
LOADS
ROOF
DL Roofing (Comp)
t/2" OSB
2 x @ 24"
Insulation
5/$" GWB
Misc.
LL Snow, Pf
Reduction, Cs
6/12 pitch = 27 deg
Total Roof Load
7!_ Flooring
3/4" Plywood
FT @ 24" oc
s/s" GWB
Misc.
LL Residential
Total Floor Load
DECKS
-__ _ DL 2 x Decking
2x10@16"oc
Misc
LL Residential
Total Deck Load
WALLS
DL
Copyright 2021, SEGA Engineers
Siding
1/2" Plywood
2x6@16"oc
lnsul
'/2" GWB
Project 1-2-2033
Job No. 10-082 By: GAT
Checked Date: 02/16/21 Sht 2
3.5 psf
1.8
3.5
1.1
2.8
1.5
14.2 psf
25 psf (115% Load Duration)
0.00 (Ct = 1.1, other surfaces)
39.2 psi'
0.5 psf
2.3
3.3
2.8
1.5
10.4 psf
40 psf
50.4 psf
4.3 psf
2.8
1.5
8.6
60 psf
63.6 psf
3.5
1.5 psf
1.7
0.6
2.2
9.5 psf
SEGA En ineers
PROJECT
Structural & Civil Consulting Engineers
JOB NO. j,�j— D 8Z FIGURED BY r
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SEGA Engineers
PROJECT LZ — ZO 33
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SEGA En ineers
PROJECT
Structural & Civil Consulting Engineers
JOB NO, FIGURED BY r4r-
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Copyright 2010, SECA Engineers
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place (360) 886-1017
Black Diamond, WA 98010
Square Footing
Design Ftg 42 x 42
Design Parameters
Phi V, =
13.87
f', =
2,500
psi Fy = 40,000 psi
b =
6.0 in
- short side of column
d =
6.0 in
- long side of column
Loads:
0.70
in^2
Col DL =
3.2
kip (Service Load)
Col LL =
12.8
kip (Service Load)
Floor LL =
0
psf
Overburden =
0.0 in
(120 pcf assumed)
Slab Thick. =
0.0 in
(150 pcf assumed)
Size and Footing Pressure
h=
8.0 in
qn =
1.40
ksf
Req'd Area =
11.43
ft^2
Try 3.40 ft x 3.40 ft
Factored Net Soil Pressure = 2.13 ksf
Project Typical Ftg
Job No. BY: GAT
Checked Date: 12/03/15 Sht. (-P
All. q = 1,500 psf
(1.2D + 1.6L)
Check for Two-WayShear
Avg d = 4.00 in
Vu = 22.84 kips
bo = 40.00 in (Critical Shear Perimeter)
B, = 1 (Long Side/Short Side of Column)
phi V, = 27.20 kips
Phi V,, > V„ OK
Check for One-Wav Shear
Vu =
8.079
kips
Phi V, =
13.87
kips
Phi V,
>
Vu OK
Design Reinforcement
Mu =
7.61
kip -ft
As =
0.70
in^2
a =
0.32
in
Phi Mn =
7.62
kip -ft
Phi Mn
>
M, OK
As min =
0.59
in^2 OK
Ftg. Thickness
Min. Ftg. Size
Use (4) - # 4 bars EW E Reinforcement
0.79 in^2
Copyright 2015, SEGA Engineers
SEGA Engineers
Project
L2-2033
Structural & Civil Consulting Engineers
Job No.
10-082
By: GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010
Checked
Date: 03/27/14
Sht.
LATERAL LOADS - (Alternate ASD)
SEISMIC
Maximum Base Shear, V = F SDS W
Eq. 12.14-11
R
where,
F = 1.1 Two -Story
Building
SDS = 1.00 SS =
1.5
Fa =
1.00
(Table 11.4-1,
SS > 1.25)
R = 6.5
Table 12.14-1
W = Seismic Weight
For W:
Wroaf= (30ft) (42ft)
(16psf)+
(2)
(30ft+
42ft)
(4.0ft) (9.5psf) =
26kips
Wnaor = (30 ft) { 43 ft)
(14 psf) +
(2)
( 30 ft +
43 ft)
(8.5 ft) (9.5 psf) =
30 kips
Wtot., =
55 kips
Design Base Shear, V = ( .169)
(55 kip }
=
9.4 kip
E =
9.4 kip
=
6.7 kip
1.4
WIND
Design Wind Pressure, Ps = X Kr Pssa
Eq. 28.6-1, Sect. 28.6.3
where,
= 1.00
0 - 15 ft
Exposure
B
Figure 28.6-1
= 1.00
20 ft
= 1.00
25 ft
= 1.00
30 ft
Kn = 1.00
Section 26.8
Pso = 17.7 psf
110 mph
Figure 28.6-1
(ASD)
Po- 15 = { 1.00) ( 1.00)
(17.7 psf)
=
17.70 psf
( x 0.6 =
10.62 psf)
P20 = (1.00) ( 1.00)
(17.7 psf)
=
17.70 psf
( x 0.6 =
10.62 psf)
P25 = ( 1.00) (1,00)
(17.7 psf)
=
17.70 psf
( x 0.6 =
10.62 psf)
Pao = ( 1.00) ( 1.00)
(17.7 psf)
=
17.70 psf
( x 0.6 =
10.62 psf)
Design Base Shear: (Wind)
Vfrb= (30ft) {10ft)
(17.7 psf)
+
(30ft)
(5ft)
(17.7 psf)
+ (30ft) (5ft)
(17.7 psf)
+
(30ft)
(4ft)
(17.7psf) =12.7x0.6
7.6 kips
Vsls= (49ft) (10ft)
(17.7 psf)
+
(48 ft)
(5ft)
(17.7 psf)
+ (37ft) (5ft)
(17.7 psf)
+
10 ft
(4ft)
(17.7psf) =16.9x0.6
=10.1 kips
Therefore,
Wind Loads Govern for Lateral Design - FrontlBack
Wind Loads Govern for Lateral Design - Side/Side
Copyright 2614, SEGA Engineers
SEGA Engineers PROTECT L Z — 33
Structural & Civil Consulting Engineers
22939 SE 292nd Place 3OB NO. 10-0187 FIGURED BY G�
Black Diamond, Washington 98010 C7-qfo, 1�
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22939 SE 242nd Place
Black Diamond, Washington 98010 CHECKED BY DATE 7l 1 SHEET 6 OF
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SEGA Engineers PROJECT LZ- Z 3
Structural & Civil Consulting Engineers
JOB NO. 0 — v tt?jZ FIGURED BY C,147—
Z2939 SE 292nd Place • Black Diamond, Washington 98010
(360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE Z-Ib4 SHEET � OF
Copyright 2010, SEGA Engineers
SEGA ]Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place • Black Diamond, Washington 98010
(360) 886-1017 • FAX 886-1016
SMEAR WALL KEY PLAN
PROJECT L2-2033
JOB NO. 10OK FIGURED BY GAT
CHECKED BY DATE 03/21/14 SHEET O OF
UPPER FLOOR
A = 1,131 SQ FT IL—
GIRDER
PLATE
SHEAR WALL SCHEDULESHEAR WALL SCHEDULESHEAR WALL SCHEDULEMarkMinimumSheathing AnchorRemarks (4)MarkMinimumSheathing AnchorRemarks (4)MarkMinimumSheathing AnchorRemarks (4)Sheathing (1)Nailing (1)Bolts (3)Sheathing (1)Nailing (1)Bolts (3)Sheathing (1)Nailing (1)Bolts (3)1/" OSB or5/" @ 60" o.c.A1/2" OSB or8d @ 6" o.c.5/8" @ 60" o.c.Qall = 230 plfA1/2" OSB or8d @ 6" o.c.5/8" @ 60" o.c.Qall = 230 plfA/2" OSB or8d @ 6" o.c./8" @ 60" o.c.Qall = 230 plfCDXCDXCDXB1/" OSB or8d @ 4" o.c.5/" @ 32" o.c.Qall = 350 plfB1/2" OSB or8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB/2" OSB or8d @ 4" o.c./8" @ 32" o.c.Qall = 350 plfCDXCDXCDX15C1/2" OSB or8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC1/2" OSB or8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC/2" OSB or8d @ 3" o.c./8" @ 16" o.c.Qall = 450 plfCDXUse minimum 3x studsCDXUse minimum 3x studsCDXUse minimum 3x studsat abutting panel edgesat abutting panel edgesat abutting panel edgesand stagger nails.and stagger nails.and stagger nails.RSee Detail 12/S2.0 for ConstructionRSee Detail 12/S2.0 for ConstructionRSee Detail 12/S2.0 for ConstructionNotes:Notes:Notes:1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathingNotes:1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathing1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathing1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathing(24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.10.1.intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.10.1.intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.10.1.2)Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear 2)Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear 2)Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO).walls shall use double studs minimum (UNO).walls shall use double studs minimum (UNO).3)Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5"3)Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5"3)Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5"from each end of the piece. Embed bolts a minimum of 7" into concrete.from each end of the piece. Embed bolts a minimum of 7" into concrete.from each end of the piece. Embed bolts a minimum of 7" into concrete.4)Allowable loads are permitted to be increased by 40% for wind design in accordance with4)Allowable loads are permitted to be increased by 40% for wind design in accordance with4)Allowable loads are permitted to be increased by 40% for wind design in accordance withAF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.