20190019 LS2-2472 Calculation Package Lot2PrairieWindStSECopyright 2018, SEGA Engineers
STRUCTURAL CALCULATIONS
FOR THE
253 HOMES LLC RESIDENTIAL PROJECT
Plan LS2-2472-2
April 4, 2018
Job No. : 10-101
Location: Lot 2, Prairie Wind Street SE
Yelm, Washington
SEGA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010
0 0 0 04444////00004444/1/1/1/18888
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 LS2-2472
Copyright 2017, SEGA Engineers
SEGA Engineers Project LS2-2472SEGA Engineers Project LS2-2472
Structural & Civil Consulting Engineers Structural & Civil Consulting Engineers Structural & Civil Consulting Engineers
Job No.10-101 By:GATJob No.10-101 By:GATJob No.10-101 By:GAT
22939 SE 292nd PL (360) 886-101722939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010 Checked Date:02/15/17 Sht 1 Black Diamond, WA 98010 Checked Date:02/15/17 Sht 1
Design CriteriaDesign CriteriaDesign Criteria
International Building Code (IBC), 2015International Building Code (IBC), 2015International Building Code (IBC), 2015
LOADSLOADSLOADS
RoofRoofRoof
DL 15 psfDL15psf
LL 25 psfLL25psfLL25psf
FloorFloorFloor
DL 12 psfDL12psf
LL 40 psfLL40psfLL40psf
WindWindWind
Risk Category IIRisk Category IIRisk Category II
Design Wind Speed 110 mph (Vult)Design Wind Speed 110 mph (Vult)Design Wind Speed 110 mph ult
Kzt 1.00Kzt1.00zt
Exposure BExposureB
SeismicSeismicSeismic
Design Category DDesign Category DDesign Category D
SDS 1.00SDS1.00DS
Response Factor 6.5Response Factor 6.5
C =0.154CS =0.154CS =0.154
Importance Factor 1.00Importance Factor 1.00Importance Factor 1.00
SoilSoilSoil
Allowable Bearing 1,500 psfAllowable Bearing 1,500 psfAllowable Bearing 1,500 psf
Copyright 2017, SEGA EngineersCopyright 2017, SEGA Engineers
SEGA Enginee
/Structural & Civil Consulting Engineers
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010
LOADS
ROOF
DL
FLOOR
Roofing (Camp)
'12' OSB
2x @24"
Insulation
51$" GWB
Misc.
LL Snow, Pf
Reduction, Cs
5112 pitch = 23 deg
Total Roof Load
DL Flooring
314" Plywood
11 'IB TJI @ 16" oc
5/B' GWB
Misc.
LL Residential
Total Floor Load
DECKS
DL 2 x Decking
2x10@16"oc
Misc
LL Residential
Total Deck Load
WALLS
DL Siding
'IZ" Plywood
2x6@16"oc
Insul
'IZ" GWB
Copyright 2014, SEGA Engineers
Project LS2-2472 /- z47ce
Job No. 10-101 By: GAT
Checked Date: 06/30/14 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
G0
-46, psf
04'lI
A&& psf
3.5
1.5 psf
1.7
0.6
2.2
9.5 psf
SEGA En inee!s PROJECT, }
Structural & Civil Consulting Engineers L Z
22939 SE 292nd Place "J --
JOB NO. 10 �j LO) FIGURED BY LRT
Black Diamond, Washington 98010 CHECKED BY DATEC&/711 SHEETS OF
(360) 886-1017
Copyright 2014, SEGA Engineers
SEGA En ineers PROJECT
Structural & Civil Consulting Engineers
22939 SE 292nd Place JOB NO. )0—),01 FIGURED BY
Black Diamond, Washington 98010
(360) 886-1017 CHECKED BY DATE �1� SxEETc� OF
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SEGA Engineers
Structural & Civil Consulting Engineers
Project LS2-2472 l- __11 1,
Therefore,
Vs/s= (39 ft) (10ft) (17.7 psf) + (42 ft) (5ft) (17.7 psf)
+ (38ft) (5ft) (17.7 psf) + (12 ft) (5ft) (17.7psf) =15.0x0.6
Wind Loads Govern for Lateral Design - Front/Back
Wind Loads Govern for Lateral Design - Side/Side
= 9.0 kips
Copyright 2014, SEGA Engineers
.lob No.
10-101
By: GAT
22939 SE 292nd PL (360) 886-1017
Black Diamond, WA 98010
Checked
Date: 06/30/14
Sht.
LATERAL LOADS - (Alternate ASD)
SEISMIC
Maximum Base Shear, V = F SDS W
Eq. 12.14-11
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:
Woof= (40 ft) (36 ft)
(16 psf)+ (2)
(40ft+
36 ft)
(4.O ft) (9-5 psf) =
29 kips
Wnoor = l 52 ft) (36 ft)
(14 psf) + (2)
(52 ft +
36 ft)
(8.5 ft) (9.5 psf) =
40 kips
Wtotal =
69 kips
Design Base Shear, V = ( .169)
(69 kip) -
11.7 kip
E =
11.7 kip =
8.4 kip
1.4
WIND
Design Wind Pressure, ps = T Kz, Ps30
Eq. 28.6-1, Sect. 28.6.3
where,
= 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 - i s = ( 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 psi)
P30 = ( 1.00) ( 1.00)
(17.7 psf) =
17.70 psf
(x 0.6 =
10.62 psf)
Design Base Shear: (Wind)
Vfra= (52 ft) (10ft)
(17.7ps� +
52 ft)
(5ft)
(17.7 psf)
+ (40 ft) (5ft)
(17.7 psf) +
(40 ft)
(5ft)
(17.7 psf) =20.9 x 0.6
= 12.5 kips
Therefore,
Vs/s= (39 ft) (10ft) (17.7 psf) + (42 ft) (5ft) (17.7 psf)
+ (38ft) (5ft) (17.7 psf) + (12 ft) (5ft) (17.7psf) =15.0x0.6
Wind Loads Govern for Lateral Design - Front/Back
Wind Loads Govern for Lateral Design - Side/Side
= 9.0 kips
Copyright 2014, SEGA Engineers
SEGA Engineers PROJECT
Structural & Civil Consulting Engineers LS L "-iZ z
22939 SE 292nd Place
JOB NO. 10-/ 01 FIGURED BY G
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Black Diamond, Washington 98010 CHECKED BY DAT F4 qq SHEET (p OF
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SEGA En ineers PROJECT
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JOB NO. p —gyp FIGURED BY �-�
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Black Diamond, Washington 98010 CHECKED BY DAT0�f 1 SHEET OF
(360) 886-1017
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GA Engineers
Structural & Civil Consulting Engineers
22939 SE 292nd Place • Black Diamond, Washington 98010
(360) 886-1017 • FAX 886-1016
PROJECT L52-2472-2
JOB NO. 10-101 FIGURED BY GAT
CHECKED BY DATE 04/04/1(5 SHEET 9 OF 9
SMEAR WALL KEY FLAN
A
UF2F ER FLOOR
A = 1,369 50 FT
HTS20 - GIFVER
To TOP PLATE.
(TTP GF Z)
5 a a 05C2 - GIRDER
�TO TOP PLATE
----------------
7
LSTA30 - HDR 1 SILL
Z TO 3x BLOMNG
MIR 2 PLAOE5)
LS1A30 • MDR a SILL LSTA30 • HD a SILL
10 3x BLOOKING. 10 3x BLOOKI
fTTP. 2 PLAOESI TO2 PLAO )
G�
MAIN FLOOR
A = I,I03 SQ FT
A = 400 50 FT
A
El
<Sr
NOe
�1
G C C
NN
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 2304.9.1.intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1.intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1.2)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 withIBC Section 2306.3.IBC Section 2306.3.IBC Section 2306.3.