Engineering CalcsCopyright 2023, SEGA Engineers
STRUCTURAL CALCULATIONS
FOR THE
SOUNDBUILT HOMES RESIDENTIAL PROJECT
Plan LS2-2394
July 17, 2023
Job No. : 11-088
Location: Lots 201 - 398, Tahoma Terra
Yelm, Washington
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010
0 0 0 07777////11116666////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 or slab on
grade.
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 LS2-2394
Copyright 2023, SEGA Engineers
SEGA Engineers Project LS2-2394SEGA Engineers Project LS2-2394
Structural & Civil Consulting Engineers Structural & Civil Consulting Engineers Structural & Civil Consulting Engineers
Job No.11-088 By:GATJob No.11-088 By:GATJob No.11-088 By:GAT
22939 SE 292nd PL (360) 886-101722939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date:07/16/23 Sht 1 Black Diamond, WA 98010 Checked Date:07/16/23 Sht 1
Design CriteriaDesign CriteriaDesign Criteria
International Building Code (IBC), 2018International Building Code (IBC), 2018International Building Code (IBC), 2018
LOADSLOADSLOADS
RoofRoofRoof
DL 15 psfDL15psf
LL 25 psfLL25psfLL25psf
FloorFloorFloor
DL 12 psfDL12psf
LL 40 psfLL40psfLL40psf
LL (Deck)60 psfLL (Deck)60 psfLL (Deck)60 psf
WindWindWind
Risk Category IIRisk Category II
Design Wind Speed 110 mph (V )Design Wind Speed 110 mph (Vult)Design Wind Speed 110 mph (Vult)
K 1.00Kzt1.00Kzt1.00
Exposure BExposureBExposureB
SeismicSeismicSeismic
Design Category DDesign Category D
S 1.00SDS1.00SDS1.00
Response Factor 6.5Response Factor 6.5Response Factor 6.5
CS =0.154CS =0.154S 0.154
Importance Factor 1.00Importance Factor 1.00
SoilSoilSoil
Allowable Bearing 1,500 psfAllowable Bearing 1,500 psf
Copyright 2023, SEGA EngineersCopyright 2023, SEGA Engineers
S E G A En ine rs
/ Structural & Civil
Consulting Engineers
22939 SE 292nd PL
(360) 886-1017
Black Diamond, WA 98010
LOADS
ROOF
DL
Roofing (Comp)
'12" OSB
2x @24"
Insulation
5/8" GWB
Misc.
FLOOR
LL Snow, Pf
Reduction, Cs
6112 pitch = 27 deg
Total Roof Load
DL Flooring
314" Plywood
2x12@16"oc
5/8" GWB
Misc.
LL Residential
Total Floor Load
DECKS
DL 2 x Decking
2x10@16"oc
Misc
WALLS
LL Residential
Total Deck Load
DL Siding
112" Plywood
2x6@16"oc
Insul
'12" GWB
Project LS2-2394
Job No. 11-088 By: GAT
Checked Date:01/25/18 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 psf
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
68.6 psf
3.5
1.5 psf
1.7
0.6
2.2
9.5 psf
Copyright 2018, SEGA Engineers
SEGA En ineers
PROJECT L S Z,
Structural & Civil Consulting Engineers
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22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. FIGURED BY �-47-
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Copyright 2011, SEGA Engineers
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place (360) 886-1017
Black Diamond, WA 98010
Project Typical Ftg
.fob No. By: GAT
Checked Date: 12/03/15 Sht.4
S uare Footing Design Ftg 36 x 36
Design Parameters
f'c = 2,500 psi Fy = 40,000 psi All. q = 1,500 psf
b = 6.0 in - short side of column
d = 6.0 in - long side of column
Loads:
Col DL = 2.4 kip (Service Load)
Cal LL = 9.6 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 Ftg. Thickness
qn = 1.40 ksf
Req'd Area = 8.57 ft^2
Try 2.95 ft x 2.95 ft -E Min. Ftg. Size
Factored Net Soil Pressure = 2.13 ksf (1.21D + 1.6L)
Check for Two -Way Shear
Avg d = 4.00 in
Vu = 16.76 kips
bo = 40.00 in (Critical Shear Perimeter)
B, = 1 (Long Side/Short Side of Column)
phi Vc = 27.20 kips
Phi VC > V„ OK
Check for One -Way
Shear
Vu =
5.598
kips
Phi V, =
12.04
kips
Phi V�
>
VE, OK
Design Reinforcement
M„ =
4.71
kip-ft
As =
0.51
inA2
a =
0.27
in
Phi Mn =
5.58
kip-ft
Phi Mn
>
MU OK
AS min =
0.51
inA2 OK
Use (3) - # 4 bars EW `Reinforcement
0.59 in
Copyright 2015, SEGA Engineers
SEGA Engineers Project LS2-2394
Structural & Civil Consulting Engineers
Job No. 11-088 By: GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date: 07/09/13 Sht.
LATERAL LOADS - (Alternate ASD)
SEISMIC
Maximum Base Shear, V = F Sos W Eq. 12.14-11
R
where,
F = 1.1 Two -Story Building
SpS = 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:
Wroof= (40ft)
(36ft) (16psf) +
(2) (40ft+ 36ft)
(4.0ft) (9.5psf) =
29kips
Wfloor= (40ft)
(37ft) (14psf) +
(2) (40ft+ 37ft)
(8.5ft) (9.5psf) =
33kips
W total =
62 !tips
Design Base Shear, V =
(.169) (62 kip)
= 10.5 kip
E = 10.5 kip
= 7.5 kip
1.4
WIND
Design Wind Pressure, ps =,X
Kt N,30
Eq. 28.6-1, Sect. 28.6.3
where,
1+ = 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
Pao = 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)
Vab= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf)
+ (40ft) (5ft) (17.7psf) + (40ft) (5ft) (17.7 psf) =17.7 x 0.6 =10.6kips
V,,s = (39 ft) (10 ft) (17.7 psf) + ( 36ft) (5ft) (17.7 psf)
+ (28ft) (5ft) (17.7 psf) + (11ft) ( 5 ft ) (17.7 psf) =1 3.5 x 0.6 =8.1kips
Therefore, Wind Loads Govern for Lateral Design - Front/Back
Wind Loads Govern for Lateral Design - Side/Side
Copyright 2013, SEGA Engineers
SEGA En ineerS PROJECT LSz- Z��4 Structural & Civil Consulting Engineers r, 4 '
JOB NO. , r� FIGURED BY p
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SEGA En ineers
Structural & Civil Consulting Engineers PROTECT
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SEGA (Engineers/
Structural & Civil Consulting Engineers
22939 SE 292nd Place • Black Diamond, Washington 98010
(360) 886-1017 • FAX 886-1016
5PEAR UJALL KEG' FLAN
PROJECT L52-23134
JOB NO. 1100a FIGURED BY GAT
CHECKED BY DATE 01/1 1/23 SHEET e OF e
COPYRIGHT 2023, SEGA ENGINEERS
SHEAR WALL SCHEDULESHEAR WALL SCHEDULESHEAR WALL SCHEDULE
Mark Minimum Sheathing Anchor Remarks (4)Mark Minimum Sheathing Anchor Remarks (4)Mark Minimum Sheathing Anchor Remarks (4)
Sheathing (1)Nailing (1)Bolts (3)Sheathing (1)Nailing (1)Bolts (3)Sheathing (1)Nailing (1)Bolts (3)
1/" OSB or 5/" @ 60" o.c.A 1/2" OSB or 8d @ 6" o.c.5/8" @ 60" o.c.Qall = 230 plfA1/2" OSB or 8d @ 6" o.c.5/8" @ 60" o.c.Qall = 230 plfA/2" OSB or 8d @ 6" o.c./8" @ 60" o.c.Qall = 230 plf
CDXCDXCDX
B 1/" OSB or 8d @ 4" o.c.5/" @ 32" o.c.Qall = 350 plfB1/2" OSB or 8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB/2" OSB or 8d @ 4" o.c./8" @ 32" o.c.Qall = 350 plf
CDXCDXCDX
1 5C1/2" OSB or 8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC1/2" OSB or 8d @ 3" o.c.5/8" @ 16" o.c.Qall = 450 plfC/2" OSB or 8d @ 3" o.c./8" @ 16" o.c.Qall = 450 plf
CDX Use minimum 3x studsCDXUse minimum 3x studsCDXUse minimum 3x studs
at abutting panel edgesat abutting panel edgesat abutting panel edges
and stagger nails.and stagger nails.and stagger nails.
R See Detail 12/S2.0 for ConstructionRSee Detail 12/S2.0 for ConstructionRSee Detail 12/S2.0 for Construction
Notes:Notes:Notes:
1)All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathing
Notes:
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 with
AF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.AF&PA SDPWS Table 4.3A.