2020.0015 Building Engineering Property# 22719331301jFn'5jd PeK)k S
Cop.\/
Lateral and Gravity Analysis
For
NHD 1062-Z
Parcel 22719331301
Yelm, WA
For
Cale Broadwell
2830 Graf Road
Centrailia, WA 98531
By
N.L. Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98336
360-876-2284
NLO #11081-20
February 2020
Dead Load Determination:
Roof:
Item
Value
Unit
Source
Gypsum Board
(5/8 -in thick)
2.75
psf
ASCE 7-10, page 399, Table C3-1
Composition
4
psf
ASCE 7-10, page 333, Table C3-1
Roofing
2
psf
ASCE 7-10, page 332, Table C3-1 (Doubled)
Plywood (1/2 -in
2.85
psf
Design of Wood Structures 6th Edition, Appendix A
thick)
2.4
psf
ASCE 7-10, page 399, Table C3-1
Loose Insulation,
6.0
psf
p
Design of Wood Structures 61h Edition, Appendix B,
12 -in. thick
Insulation, Loose
2x12 Roof Rafters
11.05
psf
spaced at 16" o c
2'9
psf
Design of Wood Structures, 6`h Edition, Appendix A
Total
16.05
psf
Total Rounded Up
17
psf
Floor:
Item
Value
Unit
Source
Plywood (3/4 -in
thick)
2.4
psf
ASCE 7-10, page 332, Table C3-1
Hardwood Flooring
4
psf
ASCE 7-10, page 333, Table C3-1
Weight of 2x12
Joists
2.85
psf
Design of Wood Structures 6th Edition, Appendix A
Expanded
Polystyrene, 9 -in.
1.8
psf
Design of Wood Structures 6th Edition, Appendix B,
thick
Insulation, Expanded Polystyrene
Total
11.05
psf
Total Rounded Up
12
psf
Siding:
Item
Value
Unit
Source
2 x 6 @ 16 -in., 5/8 -
in. gypsum,
insulated, 3/8 -in.
12
psf
ASCE 7-10, page 333, TableC3-1
siding
Subtract 1/8 -in
gypsum
-0.55
psf
ASCE 7-10, page 332, Table C3-1
Add 1/8 -in.
plywood siding
0.4
psf
ASCE 7-10, page 332, Table C3-1
Windows, glass,
frame, and sash
8
psf
p
ASCE 7-10, a
page 333, Table C3-1
Total
11.85
psf
Total Rounded Up
12
psf
Live Load Determination:
Item
Value
Unit
Source
Floor Live Loads
40
psf
IBC 2015, Table 1607.1, Residential under "AII other
areas'
Roof Live Load
20
psf
IBC 2015, Table 1607.1, Roofs under'AII other
construction"
Floor Live Loads: 40 psf
Roof Live Load(s): 20 psf
Snow Load Determination:
Item
Value
Unit
Source
C_e
1.0
ASCE 7-10, page 24, Table 7-2 under "Terrain Category B, Partially
Exposed"
C_t
1.0
ASCE 7-10, page 24, Table 7-3 under "All structures except as indicated
below"
I_s
1.00
ASCE 7-10, page 4, Table 1.5-2 under "Risk Category II"
C_s
1
ASCE 7-10, page 36, Figure 7.2a, Roof Slope 5 on 12
p_g
30
psf
p_f
25
psf
p s
25
psf
p_m
psf
Flat Roof Balanced Snow Load: 2S psf
NL Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 96366
(360) 876-2264
Multiple
Wood Beam
Project Title: NHD 1062-Z
Engineer:
Project ID: 9696-16
Project Descr: SFR
Printed. 13 FEB
19,
Second Floor Joists - - -- - --
12'04PM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
using Load Kesistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: Hem Fir Wood Grade: No.2
Flo - Compr
Fib- Tension 850.0 psi Fc - Prll 13000 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.830 pcf
850.0 psi Fc - Perp , . 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Total Downward
Beam self weight calculated
and added to loads
Unit Load: D = 0.0120, L = 0.040 k/ft, Trib= 1.333 It
Desian Summary
Unif Load: D =
Max fb/Fb Ratio =
0.447; 1
fb : Actual:
Fb : Allowable:
867.52 psi at 6.500 ft in Span # 1
1,942.49 psi
Load Comb:
+1.20D+0.50Lr+1.60L+1.60H
Max fv/FvRatio =
0.208: 1
fv : Actual :
F
53.80 psi at 0.000 It in Span # 1
D(0.0160),L(0 05332)
A
2xt2
13.0 k
C- .Allowable . 259.20 psi
Load Comb: +1.20D+0.50Lr+1.60L+1.60H
Max Reactions (k) D L Lr S W E H
Left Support 0.12 0.35
Right Support 0.12 0.35
Wood Beam Design : Second Floor North Beam i2-11
I ransient Downward 0.149 in
Ratio 1047
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0202 in
Ratio 771
LC:+D+L+H
Total Upward 0.000 in
Ratio 9999
LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: Hem Fir Wood Grade: No.2
Fb -Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 26.83 pcf
Flo - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi
Applied Loads
Total Downward
Beam self weigh(
calculated and added to loads
Unit Load: D =
0.0120, L = 0.040 k/ft, Trib= 5.458 f(
Unif Load: D =
0.0120 k/ft, Trib= 8.0 ft
Unit Load: D =
0.0170, Lr = 0.020, S = 0.0250 k/ft, Trib= 2.0 ft
Design Summary
Max fb/Fb Ratio
= 0.870; 1
It, : Actual :
Fb : Allowable:
1,404.84 psf at 5.290 It in Span # 1
1,615.68 psi
Load Comb:
+1.20D+1.60L+0.50S+1.60H
Max fv/FvRatio = 0.397: 1
fv : Actual :
102.91 psi at 0.000 It in Span # 1
Fv : Allowable:
259.20 psi
Load Comb:
+1.20D+1.60L+0.505+1.60H
Max Reactions
(k) D L Lr S w E
Left Support
1.07 1.15 0.21 0.26
Right Support
1.07 1.15 0.21 0.26
• re e e?.-wa r r r
s
a
:r
H Transient Downward 0.115 in
Total Downward
0.221 in
Ratio
1107
Ratio
574
LC: L Only
LC:
+D+L+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC
LC:
NL Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
(360) 876-2284
Wood Beam Design
Second Floor North Beam i2-21
Project Title: NHD 1062-Z
Engineer:
Project ID: 9696-16
Project Descr: SFR
Calculations per NDS 2015, IBC
CBC 2016, ASCE 7-10
usmg Loac Nesistance t -actor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species : DF/DF Wood Grade: 24F - V4
Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf
Fb-Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend -xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unit Load: D = 0.0120, L = 0.040 kill, Trib= 1.333 ft
Unit Load: D = 0.0170, Lr = 0.020, S = 0,0250 k/ft, 0.0 to 4.708 it, Trib=13.0 ft
Unif Load: D = 0.0120 k/fl, 0.0 to 4.708 ft, Trib= 8.0 ft
Point: D=1.070, Lr = 0.210, L=1.150, S = 0.260 k @ 4.875 ft
Point: E = -3.336 k @ 0.250 If
Point: D=1.410, Lr=0.260, L=1.60, 5=0.320, E=2.160k@0,250It
D S
esran ummary
115.15 psi
---------
Max fb/Fb Ratio =
0.473. 1
o(o,zvn)_4f{b�a(o az X01
Po : Actual :
1,960.18 psi at 4.897 ft in Span # 1
Dto:oleo L 0.05332 -------
Fb : Allowable :
4,147.20 psi
__
Load Comb:
+1.20D+1.601 -+0.50S+1.601
s 5x11.25
Max fv/FvRatio =
0 251 : 1
41
tv : Actual :
115.15 psi
at
0.000 It in Span # 1
I•
Fv: Allowable:
457.92 psi
9999
= 0.842. 1
LC:
Load Comb:
+1.200+0.50L+1.605+1.60H
M.
Max Reactions
(k) D L
Lr
S W E H
Left Support
3.62 2.78
1.44
1.79 -1.16
Right Support
0.81 0.80
0.25
0.32 -0.02
Wood Beam Design : Second Floor South Beam f2-31
15.630 ft
Transient Downward 0.182 in
Ratio 1033
LC L Only
Transient Upward -0.007 in
Ratio 9999
LC E Only
Total Downward 0.436 in
Ratio
430
.C:+D+0.750L+0.750S+H
Unit Load: D = 0.0120,
Total Upward
0.000 in
Ratio
9999
= 0.842. 1
LC:
BEAM Size : Sawn
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10
6x12, , Fully Braced
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: Hem Fir Wood Grade : NoA
Fb- Tension 975.0 psi Fc -Prll 1,350.0 psi Fv 150.0 psi Ebend-xx 1,500.0 ksi Density 26.830 pcf
Fb - Compr 975.0 psi Fc - Perp 405.0 psi Ft 625.0 psi Eminbend - xx 550.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unit Load: D = 0.0120,
L = 0.040 k/ft Trib= 8.875 It
Design Summary
Max fb/Fb Ratio
= 0.842. 1
fb : Actual :
1,419.05 psi at 6.355 ft in Span # 1
Fb : Allowable :
1,684.80 psi
Load Comb:
+1.20D+0.50Lr+1.601-+1.601-1
Max fv/FvRatio =
0.352: 1
fv : Actual :
91.30 psi at 0.000 ft in Span # 1
Fv: Allowable:
259.20 psi
Load Comb:
+1.20D+0.5OLr+1.60L+1.60H
Max Reactions (k)
D L Lr S W E
Left Support
0.75 2.26
Right Support
0.75 2.26
D(0.1065) 1-(0.3550
6x12
A
12.710 ft
Maz Deflections
H Transient Downward 0.200 in Total Downward 0.267 in
Ratio 761 Ratio 570
LC L Only
Transient Upward 0.000 in
Ratio 9999
LC:
LC +D+L+H
Total Upward 0.000 in
Ratio 9999
LC:
NL Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
(360) 876-2284
Beam
Beam Design : Second Floor South Beam f2-51
Project Title: NHD1062-Z
Engineer:
Project ID: 9696-16
Project Descr: SFR
Calculations per NDS
Printed. 13 FEB 2020, 12 04PM
, IBC 2015, CBC 2016, ASCE 7.10
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: Hem Fir Wood Grade: N0.2
Flo -Tension 850.0 psi Fc - PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unit Load: D = 0.0120, L = 0.040 k/ft, Trib=1.333 ft
Unit Load: D = 0,0170, Lr = 0.020, S = 0.0250 k/ft, 7.417 to 8.958 If, Trib= 10.50 If
Point: D=0.380, Lr = 0.090, L=0,350, S = 0.10, E =1.510 k @ 7.250 ft
D S
esron ummary
Max fb/Fb Ratio =
0.316. 1
0.064 in
D(0 178 Lr
D 0.0160 L 0.05332 ) (0.2101 5(0.2625)
fb : Actual :
638.40 psi at 7.226 It In Span # 1
-
B0.750L+0.750S+0.5250E
Fb: Allowable:
2,019.60 psi
Total Upward
0.000 in
Load Comb:
+1.388D+0.50L+0.70S+E+1,60H
9999
LC:
Max fv/FvRatio =
0.266: 1
4
4.12
F : AOual :
86.30 psi at 8.032 ft in Span # 1
F
8.958 ft -
v: owa e . 324.00 psi
Load Comb: +1.388D+0.50L+0.705+E+1.60H Max De lectin
Max Reactions (k) D L Lr S w E H Transient
Left Support 0.20 0.31 0.04 0.05 0.29 Ratio
Right Support 0.66 0.52 0.37 0.45 1.22
Wood Beam Design : Second Floor South Beam f2-61
Transient Upward
Ratio
rd 0.040 in
Total Downward
0.064 in
2662
Ratio
1668
LC: E Only
B0.750L+0.750S+0.5250E
-- - - --- - --_- ,w - _--
0.000 in
Total Upward
0.000 in
9999
Ratio
9999
LC:
0 193: 1
LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade : 24F - V4
Fb - Tension 2,400.0 psi Fc - PHI 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unit Load: D = 0.0120, L = 0.040 k/ft, 0.0 it to 13.50 It, Trib= 4.708 ft
Unit Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, 0.0 to 13.50 ft, Trib= 2.0 it
Unit Load: D = 0.0120 k/ft, 0.0 to 13.50 fl, Trib= 8.0 ft
Point: E = -3260 k @ 0.5833 it
Point: E = -3.260 k @ 10.625 It
Point: D = 0.660, Lr = 0.370, L = 0.520, S = 0.450, E = 3.260 k @ 13.375 ft
Point: E = 3.260 k @ 2.875 It
Desrpn Summary
Total Downward
0.453 in
Max fb/Fb Ratio =
0.384. 1
r taramaea>,
to : Actual :
1,561.72 psf at 9.69011 in Span # 1
-- - - --- - --_- ,w - _--
Fb: Allowable:
4,067.65 psi
-
Load Comb:
+1.20D+1.60L+0.505+1.60H
5sx15
Max fv/FvRatio =
0 193: 1
LC:
fv : Actual, 88.21 psi at 0.000 It in Span # 1 --- -
Fv: Allowable: 457.92 psi
Load Comb : +1.20D+1.60L+0.50S+1.60H Ma
Max Reactions (k) D L l r S W E H
Left Support 1.99 1.79 0.46 0.57 -0.87
Right Support 1.53 1.27 0.45 0.56 0.87
19.0 ft
x Defections
Transient Downward 0.198 in
Total Downward
0.453 in
Ratio 1152
Ratio
503
LC: L Only
~0.7501-+0.750S+0.5250E
Transient Upward -0.046 in
Total Upward
0.000 in
Ratio 4998
Ratio
9999
LC: E Only" -1.0
LC:
NL Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
(360) 876-2284
Simple Beam
Project Title: NHD 1062-Z
Engineer:
Project ID: 9696-16
Project Descr: SFR
Printed 13 FEB 2020, 12 04P
Wood Beam Design : Second Floor East Beam j2-71
--
11.790 a
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size. 5.5x11.25, GLB, Fully Unbraced -
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: DF/DF
Wood Grade: 24F - V4
Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv
Fb-Compr 1,850.0 psi Fc - Perp 650.0 Ft
265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf
1;100.0
psi
psi Eminbend -xx 950.0 ksi
Applied Loads
Right Support
Beam self weight calculated and added to loads
Ratio 1256 Ratio
Unit Load: D = 0.0120 k/ft, 0.0 it to 9.50 ft, Trib= 8.0 it
-0.016 in
Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft 0.0 to 9.50 it, Trib= 13.0 it
LC: S Only LC: +D+S+H
Point: D=0.330, Lr = 0.080, L=0.410, S=0080, E = 0.120 k @ 9.375 ft
9709
DesignSumma
-------------
- ___
Maxfb/Fb Ratio = 0.396; 1
fb : Actual: 1,616.22 psi at 5.856 ft in Span # 1
Ratio 9999 Ratio
- olo.zzlolrgf(�stp3zso) ___
Fb: Allowable : 4,084.52 psi
Design : Second Floor North Beam j2-81
-- - --- --
Load Comb: +1.20D+0.50L+1.605+1.60H
Max fv/FvRatio = 0.239:1.
ASCE 7-10
ss.11.zs
fv : Actual:
Fv: Allowable:
109.66 psi at 0.000 ft in Span # 1
457.92 psi
11.790 a
Load Comb:
+1.20D+0.50L+1.605+1.60H
Max De actions
Ratio
Max Reactions
Left Support
(k) D L Lr S W E H
1.94 0.08 1.49 1.86
Transient Downward 0.113 in Total Downward
0.235 in
Right Support
0.02
1.55 0.33 1.06 1.31 0.10
Ratio 1256 Ratio
602
-0.016 in
Total Upward
LC: S Only LC: +D+S+H
Ratio
9709
Transient Upward 0.000 in Total Upward
0.000 in
LC: E Only
Ratio 9999 Ratio
9999
pod Beam
Design : Second Floor North Beam j2-81
LC: __
LC:
Calculations per NDS 2015, IBC 2015, CBC 2016,
ASCE 7-10
BEAM Srze ,
5.5x11.25, GLB, Fully Braced-_-
_- --- - _---- __
Wood Species:
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
DF/DF
Fb - Tension
Fle -Compr
2,400.0 psi Fc - Prll 1,650.0 psi Fv
1,850.0 Fe Perp
Wood Grade: 24F - V4
265.0 psi Ebend- xx 1,800.0 ksi Density
31.20 pcf
psi - 650.0 psi Ft
1,100.0 psi Eminbend -xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unit Load: D = 0.0120, L = 0.040 k/ft, Trib= 6.167 it
Unit Load: D = 0.0120 k/ft, Trib= 8.0 ft
Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, Trib= 2.0 ft
Point: E=-3.336k@2.125ft
Point: E = 3.336 k @ 10.375 It
Point: E = -3.336 k @ 12.833 it
Design Summary
Max fb/Fb Ratio = 0.356. 1
to : Actual : 1,477.97 psf at 6.480 it in Span # 1
Fb : Allowable, 4,147.20 psi
Load Comb: +1.20D+1.60L+0.505+1.60H
Max fv/FvRatio = 0.201 : 1
fv : Actual : 91.95 psi at 12.053 it in Span # 1
Fv: Allowable : 457.92 psi
Load Comb : +1.20D+1,60L+0.50S+1.60H
Max Reactions (k) D L Lr S W E
Left Support 1.41 1.60 0.26 0.32 -2.16
Right Support 1.41 1.60 0.26 0.32 -1.18
I
x Deflections
-
Transient Downward 0.134 in
Total Downward
0.252 in
Ratio
1160
Ratio
616
LC: L Only
LC:
+D+L+H
Transient Upward
-0.016 in
Total Upward
0.000 in
Ratio
9709
Ratio
9999
LC: E Only
LC:
NL Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
(360)876-2284
Second Floor South Beam [2-41
CODE REFERENCES_
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Project Title: NHD 1062-Z
Engineer:
Project ID: 9696-16
Project Descr: SFR
Analysis Method:
Load Resistance Factor D
Fib
Load Combination iBC 2015
Fb-
DESIGN SUMMARY
Fc - Prll
Wood Species
: Hem Fir
Fc - Perp
Wood Grade
: No.2
Fv
Beam Bracing
Ft
Beam is Fully Braced against lateral -torsional buckling
850.0 psi
850.0 psi
1,300.0 psi
405.0 psi
150.0 psi
525.0 psi
Printed 13 FEB 2020, 12 03P
E: Modulus of Elasticity
Ebend-xx 1,300.Oksi
Eminbend -xx 470.Oksi
Density 26.830pcf
I Span - 5.375 ft I Span = 4.708 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.0120 ksf, Tributary Width = 8.0 It
Partial Length Uniform Load : D = 0.0340, Lr = 0.040, S = 0.050 kfft, Extent = 0.0 -->> 10.083 it
Load for Span Numbed
Point Load : E =-1.495 k @ 0,1250 It
Uniform Load : D = 0.0120, L = OA40 ksf, Tributary Width = 3.708 it
Load for Span Number 2
Point Load : E =1.495 k @ 0.5417 ft
Uniform Load . D = 0.0120, L = 0.040 ksf, Tributary Width = 4.875 ft
DESIGN SUMMARY
'Maximum Bending Stress Ratio =
0.16a 1
Section used for this span
4x12
=
270.65psi
=
1,615.68psi
Load Combination +1.20D+1.60L+0.505+1.60H, LL Comb
Location of maximum on span =
5.375ft
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum
Maximum Shear Stress Ratio
Section used for this span
")eAinn O
0.172 : 1
4x12
44.71 psi
259.20 psi
Load Combination +1.20D+1.60L+0,505+1.60H, LL Comb
Location of maximum on span = 5.375 it
Span # where maximum occurs = Span # 1
0.004 in Ratio= 18119>=360
-0.003 in Ratio= 24392>=360
0.006 in Ratio = 9930>=240
-0.001 in Ratio= 83943>=240
ou.,. apan Max.'- Usti Location in Span Load Combination Max. "+^ Defl Lombon in Span
L+H
+D+, Ll Oomb Run (L') _ _ - 1 0.0065 2.432 0.0000 ao00
+D+0.750L+0.7505+0.5250E+H, LL C 2 0.0050 2.525 0.0000 0.000
Vertical ReaCtions Support notation: Far left is#1 Values in KIPS
Load Combination Support1 Support2 Support3 —
Overall MAXimum -1.510 2.963 0.760 -
NL Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
(360) 876-2284
Wood Beam
DESCRIPTION: Second Floor South Beam [2-4]
Project Title: NHD 1062-Z
Engineer:
Project ID: 9696-16
Project Descr: SFR
Printed 13 FEB 2020, 1203PM
Vertical Reactions Support notation: Far left is#1 Values in KIPS
Load combination Support Support Supporta
+D+H
0.376
1.190
0.333
+D+L+H. LL Comb Run ('L)
0.329
1.750
0.738
+D+L+H, LL Comb Run (L')
0.722
1.703
0.272
+D+L+H, LL Comb Run (LL)
0.675
2.262
0.678
+D+Lr+H, LL Comb Run ('L)
0.367
1.305
0.416
+D+Lr+H, LL Comb Run (L')
0.470
1.328
0.317
+D+Lr+H, LL Comb Run (LL)
0.460
1.443
0.400
+D+S+H
0.481
1.506
0.416
+D+0,750Lr+0.750L+H, LL Comb Run ('
0.334
1.696
0.699
+D+0.750Lr+0.750L+H, LL Comb Run (L
0.705
1.678
0.275
+D+0.750Lr+0.760L+H, LL Comb Run (L
0.663
2.184
0.642
+D+0.750L+0.750S+H, LL Comb Run ('L
0.420
1.847
0.700
+D+0.750L+0.750S+H, LL Comb Run (L'
0.714
1.612
0.350
+D+0.750L+0.7508+H, LL Comb Run (LL
0.679
2.231
0.654
+D+0.60W+H
0.376
1.190
0.333
+0+0.70E+H
-0.680
2.166
0.414
+D+0,750Lr+0.750L+0.450W+H, LL Comb
0.334
1.696
0.699
+D+0.750Lr+0.750L+0.450W+H, LL Comb
0.705
1.678
0.275
+D+0.750Lr+0.750L+0.450W+H, LL Comb
0.663
2.184
0.642
+D+0.750L+0.750S+0.450W+H, LL Comb
0.420
1.847
0.700
+D+0.750L+0.15oS+0.450W+H, LL Comb
0.714
1.812
0.350
+D+0.750L+0.750S+0.450W+H, LL Comb
0.679
2.231
0.654
+D+0.750L+0.750S+0.5250E+H, LL Comb
-0.373
2.579
0.760
+D+0.750L+0750S+0.5250E+H, LL Comb
-0.079
2543
0.411
+D+0.750L+0.750S+0.5250E+H, LL Comb
-0.114
2.963
0.715
+0.60D+0.60W+0.60H
0.226
0114
0.200
+0.60D+0.70E+0.60H
-0.831
1.690
0.281
D Only
0.376
1.190
0.333
Lr Only, LL Comb Run ('L)
-0.010
0.115
0.083
Lr Only, LL Comb Run (L')
0.093
0.138
-0.016
Lr Only, LL Comb Run (LL)
0.084
0.253
0.067
L Only, LL Comb Run ('L)
-0.047
0.560
0.405
L Only, LL Comb Run (L')
0.345
0.512
-0.061
L Only, LL Comb Run (LL)
0.299
1.072
0.345
S Only
0.104
0.316
0,084
W Only
E Only
-1.510
1.394
0.116
H Only
Wind Load Determination
Assumed North
Basic Dimensions
Plan View
24'-0"
North/South Elevation
51'-0"
24'-0"
East/West Elevation
51'-0"
23'-6.5"
Wind Forces
P_net
Exposure Category
B
Base Wind Speed V (mph)
110
Velocity Pressure Coefficient K_z
0.65
Topographic Factor K_A
1
Coefficient C (P_net = C * C net)
20.13
I Wind Normal to East/West Wall 1
Walls
Windward Wall 0.43 0.73
Leeward Wall -0.51 0.21
Roofs
Leeward Roof 1 -0.66 -0.35
Windward Roof
Cond.1 1 -0.58 -0.28
Fc -on -d. 2 0.031 0.34
Roof Forces
P_net
First Floor
Leeward
Walls
ft
+
+
Horizontal
Windward Wall
8.66
14.70
Leeward Wall
-10.27
-4.23
Windward
Roofs
Angle 22.61986
degrees
Cond.1 Horizontal
Leeward Roof
-13.29
-7.05
Windward Roof
-5.20
Cond.2 Horizontal
0.23
Cond.1
-11.65
-5.64
Cond.2 0.601
6.85
Roof Forces
First Floor
Leeward
West Wall Height 9.5
ft
+
ft
Horizontal
-5.11
-2.71
Vertical
-12.27
-6.50
Roof
Windward
Pitch 0.416667
Angle 22.61986
degrees
Cond.1 Horizontal
-4.49
-2.17
Vertical
-10.78
-5.20
Cond.2 Horizontal
0.23
2.63
Vertical
0.56
6.32
Dimensions
First Floor
West Wall Height 9.5
ft
West Wall Length 51
ft
Second Floor
West Wall Height 8.5
ft
West Wall Length 137.16667
ft
Roof
Pitch 0.416667
Angle 22.61986
degrees
Height 5
ft
Cond. 1
-4.49
-2.17
Cond.2 ----�
0.23
2.63
8.66
14.70
Cond. 1 12.27
10.78 6.50
5.20
Cond.2
-0.56
-6.32
Diaphragm Forces
Roof East/West Diaphragm Load
(lb)
3983
Second Floor East/West
Diaphragm Load (lb)
7574
East/West Base Shear (lb)
11557
5.11
2.71
10.27
4.23
Wind Normal to North/South Wall
C net
Dimensions
Walls
First Floor
+ -
North Wall Height
9.5
ft
Windward Wall 0.43 0.73
North Wall Length
24
ft
Leeward Wall -0.51 -0.21
Second Floor
Roofs
North Wall Height 8.5 ft
+
North Wall Length 24 1 ft
Parallel to Roof
1 -1.09 -0.79
8.66
14.70
Roof
Pitch 0.416667
Angle 22.62 degrees
Height 5 ft
21.95
15.91
Diaphragm Forces
P_net
Walls
3066
North/South Second Floor
Windward Wall
8.66 14.70
Leeward Wall
-10.27 -4.23
7154
Roofs
Leeward Roof
1 -21.95 -15.91
8.66
14.70
Roof
Pitch 0.416667
Angle 22.62 degrees
Height 5 ft
21.95
15.91
Diaphragm Forces
North/South Roof Diaphragm
Load (lb)
3066
North/South Second Floor
Diaphragm Load (lb)
4088
North/South Base Shear (lb)
7154
10.27
4.23
ATC Hazards by Location
Search Information
Address:
Yelm, WA, USA
Coordinates:
46.9420431,-122.6059582
Elevation:
354 ft
Tim esta mp:
2020-02-13T1 9:40;43.589Z
Hazard Type:
Seismic
Reference
IBC -2015
Document:
0.747
Risk Category:
II
Site Class:
D
MCER Horizontal Response Spectrum
Sa(g)
Numeric seismic design value at 1.0s SA
1.20
1.00
0.80
0.60
0.40
0.20
0.00
0
5 10 15
Basic Parameters
Tacoma
of o
Puyallup
-'! 354 ft
Ria Cly*cnl?it'-
V11 Rainier
National Par
^[:ergcaia
ncr-
Go gle rhrhal
Map, Report a map error
Design Horizontal Response Spectrum
Sa(g)
0.80
0.60
0.40
0.20
0.00
Period (s) 0 5 10 15
Name
Value
Description
SS
1.248
MCER ground motion (period=0.2s)
SI
0.497
MCER ground motion (period=l.Os)
SMS
1.249
Site -modified spectral acceleration value
SMI
0.747
Site -modified spectral acceleration value
SDS
0.833
Numeric seismic design value at 0.2s SA
SDI
0.498
Numeric seismic design value at 1.0s SA
Additional Information
Name
Value
Description
SDC
D
Seismic design category
Fa
1.001
Site amplification factor at 0.2s
Fv
1.503
Site amplification factor at 1.0s
Period (s)
CRS
0.986
Coefficient of risk (0.2s)
CRI
0.942
Coefficient of risk (1.0s)
PGA
0.517
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.517
Site modified peak ground acceleration
TL
16
Long -period transition period (s)
SsRT
1.248
Probabilistic risk -targeted ground motion (0.2s)
SsUH
1.266
Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
SSD
1.5
Factored deterministic acceleration value (0.2s)
S1 RT
0.497
Probabilistic risk -targeted ground motion (1.Os)
S1 UH
0.528
Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
S1 D
0.6
Factored deterministic acceleration value (1.0s)
PGAd
0.6
Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code
adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with
design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor
to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.
Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by
the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude
location in the report.
rcoor Area �,econa hioor(sgtt)
Attic Area (sqft)
0
Roof Area First Floor (sqft)
529
Second Floor Area (sqft)
821
First Floor Wall Perimeter (ft)
150
Second Floor Wall Perimeter
(ft)
122
Roof Diaphragm Weight (lb)
22347
Second Floor Diaphragm
Weight (lb)
33639
Total Seismic Weight (lb)
55986
Comparison of Wind Loads and Seismic Loads for Diaphragms:
Roof Diaphragm:
East/West Direction:
Wind Load: 3983 Ib
Seismic Load: 4517 Ib
North/South Direction:
Wind Load: 3066 Ib
Seismic Load: 4517 lb
Second Floor Diaphragm:
East/West Direction:
Wind Load: 11557 lb
Seismic Load: 8105 lb
North/South Direction:
Wind Load: 7154 lb
Seismic Load: 8105 Ib
Shear Wall Design
Seismic Factor(s)
SDs 1 0.941
Design of Second Floor North Shear Wall
Full length = 5.5 ft Wall Height = 8 ft
I Length of Full height wall= 5.5 ft Max Height of opening = 0 ft
% of full height walls = 100%
Shear Resistance Adjustment Factor, Cc = 1 (2015 SDPWS Table 4.3.3.5)
V = 2259 lbs (from Seismic calcs)
Uplift Anchorage, T = Vh / CoELi = 3285 lbs (2015 SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoELi = 411 plf (2015 SDPWS Eqn 4.3-9)
7/16" min w/ 8d Nails @6" edge spacing = 453.4 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir, LRFD, and
2`b/h (b=2'-8.5")
Vertical Load (0.9-0.2Sps)D = 24.2 plf
For Smallest Segment
(0.9-0.2SDS)D+ 1.0(W or E) Net
uplift= 3219 lbs
Uplift from above floor = 0 lbs
Net Uplift= 3219 lbs
Hold Downs Required
Shear capacity of 16d box nails = 192 lbs (NDS Table 11N, LRFD)
Minimum required spacing= 6 in
Use 16d @ 5" nailing.
Area of (2) 2x6 stud is 16.5 in2; tension/compression stress is 199.1 psi
Use double Stud at Ends
Design of Second Floor, South Shear Wall
Full length = 5.542 ft Wall Height = 8 ft
I Length of Full height wall= 5.542 ft Max Height of opening = 0 ft
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5)
V = 2259 lbs (from Seismic calcs)
Uplift Anchorage, T = Vh / CoELi = 3260 lbs (2015 SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoELi = 408 plf (2015 SDPWS Eqn 4.3-9)
7116" min wl 8d Nails @3" edge spacing = 425.5 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir, LRFD, and
2*b/h (b=3'-0.5")
Vertical Load (0.9-0.2Sps)D =
24.2 plf
For Smallest Segment
(0.9-0.2SDS)D+ 1.0(W or E) Net
uPlift=
3193 lbs
Uplift from above floor =
0 lbs
Net Uplift=
3193 lbs
Hold Downs Required
Shear capacity of 16d box nails =
Minimum required spacing =
Use 16d @ 5.5" nailing.
192 lbs (NDS Table 11N, LRFD)
5.66 in
Area of (2) 2x6 stud is 16.5 in2; tension/compression stress is 197.6 psi
Use double Stud at Ends
Design of Second Floor, West Shear Wall
Full length = 27 ft Wall Height = 8 ft
Y Length of Full height wall= 27 ft Max Height of opening = 0 ft
of full height walls = 100%
Shear Resistance Adjustment Factor , Co = 1 (2015 SDPWS Table 4.3.3.5)
V = 2259 lbs (from Seismic calcs)
Uplift Anchorage, T = Vh / CoELi = 669 lbs (2015 SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoELi = 84 plf (2015 SDPWS Eqn 4.3-9)
7116" min wi 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir and LRFD
Vertical Load (0.9-0.2SDS)D = 157.3 plf
For Smallest Segment
(0.9-0.2SDS)D + 1.0(W or E) Net
Uplift= -1454 lbs
Uplift from above floor = o lbs
Net Uplift = -1454 lbs
No Hold Downs Required
Shear capacity of 16d box nails = 192 lbs (NDS Table 11N, LRFD)
Minimum required spacing = 27.55 in
Use prescriptive nailing.
Area of (2) 2x6 stud is 16.5 in2; tension/compression stress is 40.56 psi
Use double Stud at Ends
Design of Second Floor East Shear Wall
Full length = 23.21 ft Wall Height = 8 ft
I Length of Full height wall= 23.21 ft Max Height of opening = 0 ft
of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5)
V = 2259 lbs (from Wind calcs)
Uplift Anchorage, T = Vh / CoELi = 779 lbs (2015 SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoELi = 97 plf (2015 SDPWS Eqn 4.3-9)
7/16" min w/ 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir and LRFD
Vertical Load (0.9-0.2Sos)D = 198.9 plf
For Smallest Segment
(0.9-0.2SDS)D + 1.0(W or E) Net
Uplift= -1530 lbs
Uplift from above floor = o lbs
Net Uplift = -1530 lbs
No Hold Downs Required
Shear capacity of 16d box nails = 192 lbs (NDS Table 11N, LRFD)
Minimum required spacing= 23.68 in
Use prescriptive nailing.
Area of (2) 2x6 stud is 16.5 in2; tension/compression stress is 47.18 psi
Use double Stud at Ends
Design of First Floor, North Shear Wall
Full length = 14 ft
I Length of Full height wall= 14 ft
of full height walls = 100%
Wall Height = 9 ft
Max Height of opening = 0 ft
Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5)
V = 3138 lbs (from Seismic calcs)
Uplift Anchorage, T = Vh / CoELi = 2017 lbs (2015 SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoELi = 224 plf (2015 SDPWS Eqn 4.3-9)
7/16" min w/ 8d Nails @6" edge spacing = 277.8 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir, LRFD, and
2*b/h (b=3'-6")
Vertical Load (0.9-0.2SDS)D= 24.2 plf
For Smallest Segment
(0.9-0.2SDS)D+ 1.0(W or E) Net
Uplift= 1848 lbs
Uplift from above floor= o lbs
Net Uplift = 1848 lbs
Hold Downs Required
Shear capacity of 5/8 dia anchors = 1856 lbs (NDS Table 11E, LRFD)
Minimum required spacing= 8.28 ft
Use 5/8" dia Anchors at 4'-0" on center.
Area of (2) 2x6 stud is 16.5 in2; tension/compression stress is 122.3 psi
Use double Stud at Ends
Design of First Floor, Garage Shear Wall (1)
Full length = 11.96 ft Wall Height = 9 ft
F Length of Full height wall= 11.96 ft Max Height of opening = 0 ft
%of full heightwalls= 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5)
V = 2475 lbs (from Wind calcs)
Uplift Anchorage, T = Vh / CoELi = 1863 lbs (2015 SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoE,Li = 207 plf (2015 SDPWS Eqn 4.3-9)
7/16" min w/ 8d Nails @6" edge spacing = 498.5 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir and LRFD
Vertical Load (0.9-0.2SDS)D = 44.1 plf
For Smallest Segment
(0.9-0.2SDS)D + 1.0(W or E) Net
uplift= 1599 lbs
Uplift from above floor= o lbs
Net Uplift= 1599 lbs
Hold Downs Required
Shear capacity of 5/8 dia anchors = 1856 lbs (NDS Table 11E, LRFD)
Minimum required spacing= 8.97 ft
Use 5/8" dia Anchors at 4'-0" on center.
Area of (2) 2x6 stud is 16.5 in2; tension/compression stress is 112.9 psi
Use double Stud at Ends
Design of First Floor, Garage Shear Wall (2)
Full length = 6.458 ft Wall Height = 9 ft
E Length of Full height wall= 6.458 ft Max Height of opening = 0 ft
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co = 1 (2015 SDPWS Table 4.3.3.5)
V= 2926 lbs (from Wind calcs)
Uplift Anchorage, T = Vh / CoEU = 4078 lbs (2015 SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoELi = 453 plf (2015 SDPWS Eqn 4.3-9)
7/16" min w/ 8d Nails @6" edge spacing = 498.5 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir and LRFD
Vertical Load (0.9-0.2Sos)D = 83.7 plf
For Smallest Segment
(0.9-0.2SDS)D + 1.0(W or E) Net
Uplift = 3807 lbs
Uplift from above floor = o lbs
Net Uplift = 3807 lbs
Hold Downs Required
Shear capacity of 5/8 dia anchors = 1856 lbs (NDS Table 11E, LRFD)
Minimum required spacing= 4.10 ft
Use 5/8" dia Anchors at 4'-0" on center.
Area of (2) 2x6 stud is 16.5 in2; tension/compression stress is 247.1 psi
Use double Stud at Ends
Design of First Floor, South Shear Wall
Full length= . 7 67 ft Wall Height = 94
c
Length of Full height ...u— 27.Ei7 4 Hoax Height of epeniRg — 04
of of full h..ight ,. alk - 100
V = 3619 lbs (from Wind calcs)
1 pli4 A..Ch OFage T _ Vh / G9 Li — 417-7 lbs (2015 SDPWS Eqn 4.3 8)
Arca of Ml 2)9 stud is 449-4i..0. tensiaR/....mppeesien StFeSS iS 71 A% f354
Use do -Able St -w -d at Fndg
(3) 16"X108" portal frames were used for lateral resistance in this section.
Design of First Floor, West Shear Wall
Full length = 46.25 ft
E Length of Full height wall= 46.25 ft
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co =
Wall Height = 9 ft
Max Height of opening = 0 ft
1 (2015 SDPWS Table 4.3.3.5)
V = 4053 lbs (from Seismic talcs)
Uplift Anchorage, T = Vh / CoEU = 789 lbs (2015 SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoELi = 88 plf (2015 SDPWS Eqn 4.3-9)
7/16" min w/ 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir and LRFD
Vertical Load (0.9-0.2Sps)D = 157.3 plf
For Smallest Segment
(0.9-0.2SDS)D + 1.0(W or E) Net
Uplift = -2849 lbs
Uplift from above floor= o lbs
Net Uplift = -2849 lbs
No Hold Downs Required
Shear capacity of 5/8 dia anchors = 1856 lbs (NDS Table 11E, LRFD)
Minimum required spacing = 21.18 ft
Use 5/8" dia Anchors at 4'-0" on center.
Area of (2) 2x6 stud is 16.5 int; tension/compression stress is 47.79 psi
Use double Stud at Ends
Design of First Floor. East Shear Wall
Full length = 39.25 ft
E Length of Full height wall= 39.25 ft
% of full height walls = 100%
Shear Resistance Adjustment Factor, Co =
Wall Height= 9 ft
Max Height of opening = 0 ft
1 (2015 SDPWS Table 4.3.3.5)
V = 4053 lbs (from Seismic calcs)
Uplift Anchorage, T = Vh / CoELi = 929 lbs (2015 SDPWS Eqn 4.3-8)
Unit shear force, v = V/CoELi = 103 plf (2015 SDPWS Eqn 4.3-9)
7/16" min wl 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir and LRFD
Vertical Load (0.9-0.25ps)D =
78.65 plf
For Smallest Segment
(0.9-0.2SDS)D + 1.0(W or E) Net
uplift=
-614 lbs
Uplift from above floor =
o lbs
Net Uplift =
-614 lbs
No Hold Downs Required
Shear capacity of 5/8 dia anchors = 1856 lbs (NDS Table 11E, LRFD)
Minimum required spacing= 17.97 ft
Use 518" dia Anchors at 4'-0" on center.
Area of (2) 2x6 stud is 16.5 in2; tension/compression stress is 56.32 psi
Use double Stud at Ends