Engineering CalcsCopyright 2023, SEGA Engineers
STRUCTURAL CALCULATIONS
FOR THE
SOUNDBUILT HOMES RESIDENTIAL PROJECT
Plan 2978
February 14, 2023
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
01 01 01 012222////11114444////23232323
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 review for
a two-story wood framed single family residence. The roof framing is
manufactured trusses, the floor framing is 2x dimensional joists or open-web
trusses, and the foundation is typical concrete strip footings with a crawl space.
The attached calculations are to be used as a ‘basic’ submittal for several
potential building sites. The cover sheet should have an original signature in blue
ink over the seal. Application and use for individual lots or sub-divisions
shall be specifically identified by separate letter for each location. The
contractor assumes all responsibility and liability for sites not expressly reviewed
and approved.
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 for this submittal.
Questions regarding the attached should be addressed to SEGA Engineers.
Greg Thesenvitz, PE
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 En ine rs
,"" Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010
LOADS
ROOF
DL
i=LOO-R
Roofing (Comp)
'/2" OSB
2 x @ 24"
Insulation
%"GWB
Misc.
LL Snow, Pf
Reduction, Cs
6/12 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
2x10@16"oc
Misc
LL Residential
Total Deck Load
WALLS
DL Siding
1/2" Plywood
2x6@16"oc
Insul
'/2" 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
68.6 psf
3.5
1.5 psf
1.7
0.6
2.2
9.5 psf
Copyright 2018, SEGA Engineers
SEGA Engineers__,.. PROJECT Ij 1� Z� 6
Structural & Civil Consulting Engineers — —_
JOB NO. '� �� J FIGURED BY
22939 SE 292nd Place
Black Diamond, Washington 98010 CHECKED BY DATE 7 of f Zj�SHEET —S OF
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22939 SE 292nd Place JOB NO. p 171GURED BY
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22939 SE 292nd Place JOB NO, D FIGURED BY f
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Copyright 2013, SEGA Engineers
SEGA En ineers PROJECT
Structural & Civil Consulting Engineers -- 2R-ZS,
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SEGA En ineers PROJECT
Structural & Civil Consulting Engineers
22939 SE 292nd Place JOB NO. O 1 FIGURED BY
Black Diamond, Washington 98010
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Copyright 2013, SEGA Engineers
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place (360) 886-1017
Black Diamond, WA 98010
Square Footing Design Ftg 36 x 36
Design Parameters
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:
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
h= 8.0in
qn = 1.40 ksf
Req'd Area = 8.57 ft^2
Try 2.95 ft x 2.95 ft
Factored Net Soil Pressure = 2.13 ksf
Project Typical Ftg
Job No. _By: GAT
Checked Date: 12/03/15 Sht.
All, q = 1,500 psf
< Ftg. Thickness
< Min. Ftg. Size
(1.21) + 1.6L)
Check for Two -Way
Shear
Avg d =
4.00
in
V =
16.76
kips
bo =
40.00
in
(Critical Shear Perimeter)
BC =
1
(Long Side/Short Side of Column)
phi VG =
27.20
kips
Phi VG
a
V„
OK
Check for One -Way
Shear
V, =
5.598
kips
Phi V, =
12.04
kips
Phi V,:
>
V,
OK
Desian Reinforcement
M,, = 4.71 kip-ft
Ar, = 0.51 inA2 Use (3) - # 4 bars EW E_Reinforcement
a = 0.27 in 0.59 inA2
Phi Mn = 5.58 kip-ft
Phi Mn > Mu OK
AS min = 0.51 inA2 OK
Copyright 2015, SEGA Engineers
SEGA Engineers
Project Typical Ftg
Structural & Civil Consulting Engineers
Job No. By: GAT
22939 SE 292nd Place
(360) 886-1017
_
Black Diamond, WA 98010
Checked Date: 12/03/15 Sht.
S uare 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 = 8.0 in -
E Ftg. Thickness
q„ = 1.40
ksf
Req'd Area = 11.43
ft^2
Try 3.40 ft x 3.40 ft—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 = 22.84
kips
bo = 40.00
in (Critical Shear Perimeter)
Bc = 1
(Long Side/Short Side of Column)
Phi VG = 27.20
kips
PhiVC >
Vu OK
Check for One -Way Shear
Vu =
8.079
kips
Phi Vc =
13.87
kips
Phi Vc
>
V„ OK
Design Reinforcement
M, =
7.61
kip-ft
As =
0.70
inA2
a =
0.32
in
Phi M„ =
7.62
kip-ft
Phi Mn > Mu OK
As min = 0.59 inA2 OK
Use (4) - # 4 bars EW Reinforcement
0.79 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 48 x 48
Design Parameters
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:
Col DL = 4.2 kip (Service Load)
Col LL = 16.8 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 =
10.0 in
qn =
1.38 ksf
Req'd Area = 15,27 ftA2
Try 3.95 ft x 3.95 ft
Factored Net Soil Pressure = 2.09 ksf
Project Typical Ftg
Job No. By: GAT
Checked Date: 12/03/15 Sht. / fJ
All. q = 1,500 psf
< Ftg. Thickness
< Min. Ftg. Size
(1.2D + 1.6L)
Check for Two -Way Shear
Avg d = 6.00 in
Vu = 29.83 kips
bo = 48.00 in (Critical Shear Perimeter)
Bc = 1 (Long Side/Short Side of Column)
phi Vc = 48.96 kips
Phi VC > V„ OK
Check for One -Way Shear
Vu = 10.11 kips
Phi Vc = 24.17 kips
Phi V, > V" OK
Desian Reinforcement
Mu =
12.28
kip-ft
As =
0.85
inA2
a =
0.34
in
Phi M, =
14.09
kip-ft
Phi Mn
>
Mu OK
AS min =
0.85
inA2 OK
Use (5) - # 4 bars EW E Reinforcement
0.98 inA2
Copyright 2015.5EGA Engineers
SEGA Engineer Project Plan 2978
S�& Civil Consulting Engineers
Job No. 03-051 By: GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date: 06/27/13 Sht. 1
LATERAL LOADS - (Alternate ASD)
SEISMIC
Maximum Base Shear, V = F SQ5 W Eq. 12.14-11
R
where,
F = 1.1 Two -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:
W=f= (40ft) (45ft) (16psf)+ (2) (40ft+ 45ft) (4.0ft) (9.5psf) = 35kips
W4foor= (40ft) (40ft) (14psf)+ (2) (40ft+ 40ft) (8.5ft) (9.5psf) = 35kips
W total = 7� 1 icy
Design Base Shear, V =
( .169 }
(71 kip }
- 11.9 kip
E =
11.9 kip
= 8.5 kip
1A
WIND
Design Wind Pressure, ps =
X Kn p630
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
PD -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)
(x0.6= 10.62psf)
(x0.6= 10.62psf)
(x0.6= 10.62psf)
Design Base Shear: (Wind)
Vfro= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf)
+ (40ft) (5ft) (17.7psf) + (40ft) (5ft) (17.7psf)=17,7x0.6=10.6kips
V.,S= (50ft) (10ft) (17.7psf) + (44ft) (5ft) (173psf)
+ (39ft) (5ft) (17.7 psf) + (11ft) (5ft) (17.7psf)=17.2x0.6=10.3kips
Therefore, Wind Loads Govern for Lateral Design - Front/Back
Wind Loads Govern for Lateral Design - Side/Side
Copyright 2013, SEGA Engineers
5EGA En lneers PROJECT Zcl 1
Structural & Civil Consulting Engineers -'
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Structural & Civil Consulting Engineers ---
JOB NO. C� "� "nJ � FIGURED BY
22939 SE 292nd Place
Black Diamond, Washington 98010
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SEGA En ineers PROJECT -Z-7 7y _ J� .�
Structural & Civil Consulting Engineers
JOB NO. a 3 — o 5l FIGURED BY G ,#-
22928 SE 312th ST • Black Diamond, Washington 98010 011(360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE ��I 71SHEET � OF
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SEGA En ineers PROJECT
Structural & Civil Consulting Engineers Z 177 19
JOB NO. D �� n, FIGURED BY
22939 SE 292nd Place ((��
Black Diamond, Washington 9$010 CHECKED BY DATE f ,7,t}SHEET VF
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Copyright 2013, SEGA Engineers
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place • Black Diamond, Washington 98010
(360) 886-1017 • FAX 886-1016
PROJECT PLAN 2 7(5
JOB NO. 03 051 FIGURED BY GAT
CHECKED BY DATE 07/0I/22 SHEET 1� OF 17
SMEAR WALL KEY PLAN
O
UPPER FLOOR
A
= 1,602 SO FT
4T620 - GIRDER
TO TOP PLATEIN
O
p
gc�JT"
q
CAB
2
2
2
�Q1
x
0
MAIN FLOOR
A = 1,361 SQ FT
HT620 - TRU66
TO TOP PLATE
5
¢o
�o A
ao
A = 438 SO FT
OPTION
OPTION
L6TA36 - HDR 4 sILL
■ A = 1I0 SOFT
'4 = 1,014 SQ F
'10 3x BLOpCWG. �
(T- 2 PLAGEW
6
(TYP. OF 2
(TYP. OF 3
(TYP. 1011 3
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.