Engineering CalcsCopyright 2021, SEGA Engineers
STRUCTURAL CALCULATIONS
FOR THE
SOUNDBUILT HOMES RESIDENTIAL PROJECT
L2M-2470
September 28, 2021
Job No. : 10-041
Location: Lots 201 - 398, Tahoma Terra II
Yelm, Washington
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010
10101010////01010101////21212121
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 wood I-joists, 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 Plan L2-2470
Structural & Civil Consulting Engineers
Job No.10-041 By:GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date:05/07/21 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 Engineers
/ Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010
LOADS
ROOF
DL
Y 100p,
Roofing (Comp)
'12" OSB
2 x @ 24"
Insulation
51&" G W B
Misc.
LL Snow, Pf
Reduction, Cs
6112 pitch = 27 deg
Total Roof Load
i, Flooring
314" Plyw:;"
2x12@16"or,
Misc.
LL Residential
Total Floor Load
DECKS
DL 2 x Decking
2x10@16"oc
Misc
LL Residential
Total Deck Load
WALLS
DL Siding
'12" Plywood
2x6@16"oc
Insul
'12" GWB
Project 1-2-2470
Job No. 10-041 By: GAT
Checked Date.07/17/20 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 2020, $EGA Engineers
SEGA Engineers PROJECT Z - t Z,
Structural & Civil Consulting Engineers
JOB NO. p —p FIGURED BY
22939 SE 292nd Place
Black Diamond, Washington 98010 CHECKED BY DATE/'�7/j1l SHEETS OF
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Black Diamond, Washington 99010
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SEGA Engineers..,/
Structural & Civil Consulting Engineers
Project Typical Fig
Job No. By: GAT
22939 SE 292nd Place (360) 886-1017
Black Diamond, WA 98010 Checked Date: 12/03/15 Slit.
Sguare Footing Design Ftg 42 x 42
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 = 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= 8.0in
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
EFtg Thickness
E-Min. Ftg. Size
(1.2D + 1.6L)
Check for Two -Way Shear
Avg d = 4.00 in
Vu = 22.84 kips
bo = 40.00 in (Critical Shear Perimeter)
BC = 1 (Long Side/Short Side of Column)
phi V, = 27.20 kips
Phi Vc
>
V„
OK
Check for One -Way
Shear
Vu =
8.079
kips
Phi V� =
13,87
kips
Phi VC
>
Vu
OK
Design Reinforcement
M„ =
7.61
kip-ft
AS =
0.70
inA2
a =
0.32
in
Phi Mr, =
7.62
kip-ft
Phi Mr,
>
Mu
OK
AS min =
0.59
inA2
OK
Use (4) - # 4 bars EW Reinforcement
0.79 inA2
Copyright 2015, SEGA Engineers
SEGA Enginee s
Structural &Civil Consulting Engineers
Project L2-2470
Job No. 10-041 By: GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date: 12/17/15 Sht.
LATERAL LOADS - (Alternate ASD)
SEISMIC
Maximum Base Shear, V = F Sps W Eq. 12.14-11
R
where,
F = 1.0 One -Story Building
SoS = 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:
Woof= (40ft) (54ft) (16psf)+(2) (40ft+ 54ft) (4.5ft) (9.5psf) = 43kips
Mow= (40ft) (18ft) (14psf)+(2) (40ft+ 18ft) (8.5ft) (9.5psf)=19kips
Wtotal = 62 kips
Design Base Shear, V = (.154) (62 kip) = 9.5 kip
E = 9.5 kip - 6.8 kip
1.4
WIND
Design Wind Pressure, ps = Kt pr,30
where,
= 1.00 0 -15 ft Exposure B
= 1.00 20 ft
= 1.00 25 ft
= 1.00 30 ft
Kn = 1,00
p30 = 17.7 psf
110 mph
PO -15 = ( 1.00 )
( 1.00 )
(17.7 psf)
= 17.70 psf
P20 = ( 1.00 )
( 1.00 )
(17.7 psf)
= 17.70 psf
P25 = ( 1.00 )
( 1.00 )
(17.7 psf)
= 17.70 psf
P3o = ( 1.00 )
( 1.00 )
(17.7 psf)
= 17.70 psf
Eq. 28.6-1, Sect. 28.6.3
Figure 28.6-1
Section 26.8
Figure 28.6-1 (ASD)
(x0.6= 10.62psf)
(x0.6= 10.62psf)
(x0.6= 10.62psf)
( x 0.6 = 10.62 psf)
Design Base Shear: (Wind)
Vflb= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf)
+ (40ft) (5ft) (17.7psf) + (40ft) (2ft) (17.7psf)=15.6x0.6=9.3kips
V,/S= (61ft) (10ft) (17.7psf) + (43ft) (5ft) (17.7psf)
+ (18ft) (5ft) (17.7psf) + (4ft) (2ft) (17.7psf)=16.3x0.6=9.8kips
Therefore, Wind Loads Govern for Lateral Design - Front/Back
Wind Loads Govern for Lateral Design - Side/Side
Copyright 2015, SEGA Engineers
SEGA Engineers PROJECT�-
Structural & Civil Consulting Engineers
JOB NO. �FIGURED BY
22939 SE 292nd Place
Black Diamond. Washington 98010 CHECKED BY DATE SHEETOF
(360) 886-1017
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22939 SE 292nd Place
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Copyright 2015, SEGA Engineers
EGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place • Black Diamond, Washington 98010
(360) 886-1017 • FAX 886-1016
PROJECT PLAN L2-2410
JOB NO. 10041 FIGURED BY GAT
CHECKED BY DATE 11/05/10 SHEET 10F
SMEAR WALL KEY PLAN
----------------------
UPPER FLOOR
A = 101 50 PT
L
114
L
------------
--------------------------------------
_
5
5
4 T520 - GIRDER
L6TA36 - HDR N SILL
TO TOP PLATE o
TO 3x BLOCKI
4 PLACES
__Z�RYP.
MAIN FLOOR
A = 1,764 6Q FT
A
0
A = 30I SQ FT
A = 581 5Q FT
D5C2 - GIRDER
TO TOP PLATE
S�.
2
y�e
0
115105x5 5TROWdALL. 3EE
SIHPSOH PRODUCT CiJIDE
3
FOR PORTAL INSTALLATION,
G C
MR OF 2)
LSTA36 -HDR 6 SILL
TO 3x 61-00KINCx
MR 2 PLACES)
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.