Engineering CalcsCopyright 2021, SEGA Engineers
STRUCTURAL CALCULATIONS
FOR THE
SOUNDBUILT HOMES RESIDENTIAL PROJECT
Plan 2978
December 1, 2021
Job No. : 03-051
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
1 1 1 12222////01010101////21212121
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 Plan 2978
Structural & Civil Consulting Engineers
Job No.03-051 By:GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date:01/28/21 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 2020, 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 2020, SEGA Engineers
SEGA Engineers
/ Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010
LOADS
ROOF
DL
FLOOR
Roofing (Comp)
'12" OSB
2 x @ 24"
Insulation
51810 GWB
Misc.
LL Snow, Pf
Reduction, Cs
6112 pitch = 27 deg
Total Roof Load
DL Flooring
314" Plywood
2x12@16"oc
518" GWB
Misc.
LL Residential
Total Floor Load
DECKS
DL 2 x Decking
2 x 10 @ 16" o--
Misc
LL Residential
Total Deck Load
WALLS
DL
Copyright 2018, SEGA Engineers
Siding
112" Plywood
2x6@16"oc
Insul
'12" GWB
Project Plan 2978
Job No. 03-051 By: GAT
Checked Date: 05/30/18 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
3.5
1.5 psf
1.7
0.6
2.2
68.6 psf
9.5 psf
SEGA Eri ineers PROJECT L, z9 7 S
Structural & Civil Consulting Engineers
22939 SE 292nd Place JOB NO. FIGURED BY
Black Diamond, Washington 98010
(360) 886-1017 CHECKED BY DATE -7/74 SHEETS OF
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Black Diamond, Washington 98010
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SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place
Black Diamond, Washington 98010
(360) 886-1017
PROJECT Zq 19 - 13
JOB NO. FIGURED BY G
CHECKED BY DATE ���s SHEET'" OF
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t/00�0)(40pj)
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Copyright 2013, SEGA Engineers
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SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place (360) 886-1017
Black Diamond, WA 98010
Project Typical Ftg
Job No. By: GAT
Checked Date: 12/03/15 Sht,
Square 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
Col DL =
2.4
kip (Service Load)
Col 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
in"2
h =
8.0 in
Ftg. Thickness
qn =
1.40
ksf
Req'd Area =
8.57
ft^2
AS min =
0.51
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
by =
40.00
in (Critical Shear Perimeter)
BC =
1
(Long Side/Short Side of Column)
phi Vc =
27.20
kips
Phi VC
>
V„ OK
Check for One-Wav Shear
V,, =
5.598
kips
Phi Vc =
12.04
kips
Phi Vc
>
Vu OK
Design Reinforcement
Mu =
4.71
kip -ft
As =
0.51
in"2
a =
0.27
in
Phi Mn =
5.58
kip -ft
Phi Mn
>
Mu OK
AS min =
0.51
in"2 OK
Use (3) - # 4 bars EW `Reinforcement
0.59 in^2
Copyright 2015, SEGA 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
f'c = 2,500 psi Fy = 40,000 psi
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
22.84
h =
8.0 in
bo =
qn =
1.40
ksf
Req'd Area=
11.43
ft^2
Project Typical Ftg
Job No. By: GAT
Checked Date: 12/03/15 Sht. 03
All. q = 1,500 psf
< Ftg. Thickness
Try 3.40 ft x 3.40 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
V„ =
22.84
kips
bo =
40.00
in
(Critical Shear Perimeter)
BC =
1
(Long Side/Short Side of Column)
phi Vc =
27.20
kips
Phi Vr
>
Vu
OK
Check for One -Way
Shear
Vu =
8.079
kips
Phi V, =
13.87
kips
Phi Ve
>
V„
OK
Desiqn Reinforcement
Mu = 7.61 kip -ft
AS = 0.70 in^2 Use (4) - # 4 bars EW FReinforcement
a = 0.32 in 0.79 in"2
Phi Mn = 7.62 kip -ft
Phi Mn > Mu OK
AS min = 0.59 in"2 OK
Copyright 2015, SEGA Engineers
SEGA Engineers
Structural & Civil Consulting Engineers
Project Plan 2978
Job No. 03-051 By: GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date: 06/27/13 Sht.
LATERAL LOADS - (Alternate ASD)
SEISMIC
Maximum Base Shear, V = F SDs W Eq. 12.1411
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:
W,.f= (40ft) (45ft) (16psf)+ (2) (40ft+ 45ft) (4.Oft) (9.5psf] = 35kips
Wfwr _ (40ft) (40ft) (14 psf) + (2) (40 ft + 40ft) (8.5 ft) (9.5 psfl = 35 kips
W total = 7_ 1 kips
Design Base Shear, V =
{ .169)
(71 kip)
= 11.9 kip
(x0.6=
E =
11.9 kip
- 8.5 kip
1.4
WIND
Design Wind Pressure, ps =
A Ke Psso
where,
= 1.00
0 -15 ft
Exposure B
= 1.00
20 ft
= 1.00
25 ft
= 1,00
30 ft
Kr = 1.00
Pao = 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
Pao = ( 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)
(x 0.6 =
10.62 psf)
(x 0.6 =
10.62 psf)
(x0.6=
10.62 psf)
( x 0.6 =
10.62 psf)
Design Base Shear: (Wind)
Vflb= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf)
+ (40ft) (5ft) (17.7psf) + (40 ft) (5ft) (17.7 psf) =17.7x0.6 =10.6 kips
VwS= (50ft) (10ft) (17.7psf) + (44ft) (5ft) (17.7psfl
+ (39ft) (5ft) (17.7 psf) + (11 ft) (5ft) (17.7 psf) =1 7.2 x 0.6 =10.3 kips
Therefore, Wind Loads Govern for Lateral Design - Front/Back
Wind Loads Govern for Lateral Design - Side/Side
Copyright 2013, SEGA Engineers
SEGA Engineers-/ PROJECT Z -j 1 a
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Structural & Civil Consulting Engineers
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JOB NO. O -�a FIGURED BY
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Black Diamond, Washington 98010 r 1/f 7
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Structural & Civil Consulting Engineers'
.TOB NO. � 3 ,. o S1 FIGURED BY
22928 SE 312th ST • Black Diamond, Washington 98010
(360) 886-1017 •Fax (360) 886-1016CHECKED BY DATECf SHEET OF
Copyright 2003, SEGA Engineers
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place • Black Diamond, Washington 98010
(360) 886-1017 • FAX 886-1016
PROJECT PLAN 297a
JOB NO. 03-051 FIGURED BY GAT
CHECKED BY DATE 02/12/15 SHEET 15 OF 15
SMEAR WALL KEY PLAN
O
UPPER FLOOR
A = 1,602 SQ FT
HT620 - GIRDER
TO TOP PLATE.
(TYP. OF 2)
O
mt��rD4
�3
CSB
2 2 2
<S LBTA30 - HDR a SILL
�A �o TO 3 BLOCKING.
'O (TYP. Z PLACE57
0
MAIN FLOOR
A = 1,361 SQ FT
HT620 - BEAM
TO TOP PLATE
5
.a =
ao A
A = 438 SQ FT -- OPTION OPTION
A=lIQSQfT A="014SQF
❑ ❑
s
(TYP. CF 2 (TYP. OF 3 (TYP. OF 3
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.