2021.0020 Pal W Lot 3 R1-1822 Calc PackageCopyright 2021, SEGA Engineers
STRUCTURAL CALCULATIONS
FOR THE
GNS CONSTRUCTION RESIDENTIAL PROJECT
Plan L1-1822-3
March 23, 2021
Job No. : 07-079
Location: Lot 3, Palisades West
Yelm, Washington
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010
03 03 03 03////23232323////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 one 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 L1-1822
Structural & Civil Consulting Engineers
Job No.07-079 By:GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date:03/23/21 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
FLOOR
Roofing (Comp)
'/Z" OSB
2x @24"
Insulation
518" GWB
Misc.
LL Snow, P,
Reduction, Cs
6112 pitch = 27 deg
Total Roof Load
DL Flooring
314" Plywood
2x10@16"oc
Insulation
Misc.
LL Residential
Total Floor Load
DECKS
DL 2 x Decking
2x10@16"oc
Misc
LL Residential
Total Deck Load
WALLS
DL Siding
1I2" Plywood
2x6@16"oc
Insul
112" G W B
Copyright 2020, SEGA Engineers
Project L1-1822
Job No. 07-079 _ By: GAT
Checked Date: 10/21/20 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 W 1.1, other surfaces)
39.2 psf
0.5 psf
2.3
2.8
1.1
1.5
8.2 psf
40 psf
48.2 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
SEGA Engineers PROJECT Z z
Structural & Civil Consulting Engineers
� -� �o'� �
22939 SE 292nd Place • Black Diamond, Washington 98014 JOB NO. FIGURED BY (��"/r
(360) 886-1017 • Fax (364) 886-1016 CHECKED BY DATESHEETS OF
e- FAMILV e-0014 V.
�z 8�
�U.
'31QI- b lrt ' r,
51- - Cq�
i NO
Copyright 2007, SEGA Engineers
2
23
46
J�j
k I L -4-
D1K
of -
SEGA Engineers
Structural & Civil Consulting Engineers
Project Typical Ftg
Job No. By: GAT
22939 SE 292nd Place (360) 886-1017
Black Diamond, WA 98010 Checked Date: 12/03/15 Sht.d'
Square Footing Design Ftg 32 x 32
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 = 2.0 kip (Service Load)
Col LL = 8.0 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= 7.14 ft^2
Try 2.70 ft x 2.70 ft
< Ftg. Thickness
I Min. Ftg. Size
Factored Net Soil Pressure = 2.13 ksf (1.2D + 1.6L)
Check for Two -Way Shear
Avg d = 4.00 in
Vu = 13.72 kips
bo = 40.00 in (Critical Shear Perimeter)
BC = 1 (Long Side/Short Side of Column)
Phi V, = 27.20 kips
Phi VC > Vu OK
Check for One -Way Shear
V„ = 4.405 kips
Phi Vc = 11.02 kips
Phi VC > V„ OK
Design Reinforcement
M„ = 3.48 kip -ft
As = 0.47 in^2
a = 0.27 in
Phi Mn = 5.11 kip -ft
Phi Mn > Mu OK
AS min = 0.47 in^2 OK
Use (3) - # 4 bars EW Reinforcement
0.59 in^2
Copyright 2015, SEGA Engineers
SEGA Engineers Project L1 -186E.
Structural & Civil Consulting Engineers
Job No. 07-079 By: GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date: 07/27/16 Sht. J
LATERAL LOADS - (Alternate ASD)
SEISMIC
Maximum Base Shear, V = F SDs W Eq. 12.14-11
R
where,
F = 1.0 One -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= (60ft) (40ft)(16psf)+(2) (60ft+ 40ft) (4.5ft) (9.5psf) = 47kips
Design Base Shear, V = ( .154) (47 kip) = 7.2 kip
E = 7.2 kip - 5.2 kip
1.4
WIND
Design Wind Pressure, ps = Kit ps30
where,
= 1.00 0 - 15 ft Exposure B
= 1.00 20 ft
K,S = 1.00
P30 = 17.7 psf 110 mph
Po.t5 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf
P20 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf
Wtotal = 47 kips
Eq. 28.6-1, Sect. 28.6.3
Figure 28.6-1
Section 26.8
Figure 28.6-1 (ASD)
(x0.6= 10.62 psf)
( x 0.6 = 10.62 psf)
Design Base Shear: (Wind)
Vne= (60ft) (10ft) (17.7psf) + (60ft) (4ft) (17.7 psf) =14.9x0.6 8.9 kips
V,,s= (39ft) (10ft) (17.7psf) + (22ft) (4ft) (17.7 psf) =8.5x0.6 =5.1 kips
Therefore, Wind Loads Govern for Lateral Design - Front/Back
Seismic Loads Govern for Lateral Design - Side/Side
Copyright 2016, SEGA Engineers
SEGA Engineers PROJECT
Structural & Civil Consulting Engineers I `Q' �Z
22939 SE 292nd Place
Black Diamond, Washington 98010
(360) 886-1017
.
= �� s�0 A0, S:
]OB NO. 0 -7 -41 j FIGURED B �� Y r
CHECKED BY DATE'!j? 6 SHEET( OF
Copyright 2CW 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 L1-1022
JOB NO. 01-0113 FIGURED BY GAT
CHECKED BY DATE 10/21/20 SHEET 7 OF
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)A1/" 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.5/8" @ 60" o.c.Qall = 230 plfCDXCDXCDX1/" OSB orB1/2" OSB or8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB1/2" OSB or8d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfB28d @ 4" o.c.5/8" @ 32" o.c.Qall = 350 plfCDX CDX CDX 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 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.