HomeMy WebLinkAboutBLD2018-00477 Partial Lateral Analysis - BLD Engineering / Geo-tech Reports - 5/19/2019 Partial Lateral Analysis
for
addition at
50 NE Lakeway Dr S
for
TN Miller Construction
by
N.L. Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
360-876-2284
rid
F
4 15 4 r S
NRAI
may-19
Scope of Work:
Partial Lateral Engineering for two-story, adition to single family residence.
To determine shear along back wall line_
Analysis was performed using the 2015 international Building Code.
Materials:
Framing: HF#2 or better
Beams: DF#2 or better
Glulam: Douglas Fir 24F-V4 for simple supported and 24F-V8 for continuous or cantilevered beams
Reinforcing Steel: ASTM A615 Grade 60
Concrete: fc=2500 psi
Desian Assumptions:
Foundation Bearing: 1500 psf
Design Wind: 110 MPH 3 sec gust Exp B
Seismic Zone D1 SS= 151%
S, = 50.0%
Site Class: D
Snow Load: 30 psf Ground
Basic Design Criteria
Basic Wind Speed = 110 mph
Seismic design category= D
Site Class= D
SS= 151%
S, = 50.0%
Ground Snow Load = 30 psf
Importance Factor, Seismic IE= 1.0
Importance Factor, Snow IS= 1.0
importance Factor,Wind Iw= 1.0
Dead Loads
Floor= 12 psf
Wall= 10 psf(1.5 psf studs, 2.5 sheathing, 0.5 insulation, 3 paneling)
Roof= 15 psf(2 psf truss, 1 insulation, 3 ceiling,5,roofing)
Live Loads
Floor Live Load, L,= 40 psf
Roof Live Load, L,= 20 psf
House Layout
Plan View
22 ft
Assumed N
20 ft
Wind Loads(Simplified Envelope Method per ASCE 7-10 Sectoin 28.2-1)
Case A: North-South Wind
----- hR= 5 ft
FR
h2= 8 ft
F2 >
h,= 9 ft
F, -— .
b= 22.0 ft
Case B: East West Wind
I hR= 8 ft
FR --♦
h2= 8 ft
FZ
hy= 9 ft
F, --►
b= 20.0 ft
Main Roof Slope is 6:12
or 26.6 degrees
V= 110 mph FR= 2864lb
a= 3 ft Case A: F2= 3129 lb
Fy= 1656lb
A= 1
A= 24.1 psf FR= 2492 lb
B= &0 psf Case B: F2= 3425 lb
C= 17.4 psf Fy= 1813 lb
D= 8.0 psf
Equivalent lateral force method per ASCE 7-10
Base shear,V=CSW (ASCE 7-10 Eqn 12.8-1)
SS= �11A Ct= 0.02
Fa= (ASCE 7-10 Table 11.4-1) x= 0.75
Sos 2/3SMs =2/3F,Ss= 1.007 Ta=C,h„x = 0.121 sec
S, _
F,= (ASCE 7-10 Table 11.4-2)
Sp1 =2/3SM, =2/3F„S, = 0.500 Seismic Design Category= €}
R= 1 .$ (ASCE 7-10 Table 12.2-1) CS= Sos/(RI)= 0.155
Max CS= St„ /(T R/I)= 0.637 Min CS=0.044Sos I = 0.044
WR= 6946 Ibs
W2= 6046 lbs
Wtota,= 13 kips
V=CsW= 2.01 kips Total Applied Earthquake Load
k= 1 (ASCE 7-10 Section 12.8.3)
CVR= 0.737
Cy2= 0.263
Lateral Forces
FR= 1484 Ibs Fx=C„X V
F2= 528 Ibs
Base Shear,V= 2.01 kips
Use Segmented Shearwall design for Lower Floor North Interior Wall
Full length= 7 ft Wall Height= 8 ft
Length of Full height wall= 7 ft Max Height of opening= 0
% of full height wails= 100%
Shear Resistance Adjustment Factor, Co= 1 (2015 NDS SDPWS Table 4.3.3.5)
V= 3550 Ibs(from Wind load)
Uplift Anchorage, T=Vh/C,EL,= 4057 Ibs(2015 NDS SDPWS Eqn 4.3-8)
Unit shear force, v=V/CQEL,= 507 plf(2015 NDS SDPWS Eqn 4.3-9)
7/16 sheathing w/8d Nails @3"edge spacing= 545 plf(2015 SDPWS Table 4.3A)
for HF framing multiply capacity(1-(0.5-SG))= 507 plf(2015 SDPWS Table 4.3A)
dead load on walls = 81 plf
Net uplift using 0.6W-0.9D= 3802 lb
Use HDUS Hold Downs
Area of(2)2x6 studs is 16.5 in 2. tension/compression stress is 245.9 psi
OK for dbl 2x6 at ends of walls
Shear capacity of 5/8 anchors= 1856 Ibs shear(NDS Table 11 E, LRFD)
Min Spacing of anchor bolts req'd= 3.7 ft
Use(2)5/8"anchors @ each shear wall panel.
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