Structural Calculations ApprovedAPPROVED by City of Yelm
John Rowland
06/16/2017 8:52:36 AM
Lateral and Gravity Analysis
For
NHD 3012 -AD
Lot #17 Van Trump
Yelm, WA 98597
For
Marijke Deutscher
1401 Marvin Road
Ste. #307 -254
Lacey, WA 98516
By
N.L. Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
360 - 876 -2284
NLO #9871 -17
May -17
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 CM
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
Design of Wood Structures 6th 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, 6th 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 CM
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-
insulated, 3 /8 -in.
12
psf
ASCE 7 -10, page 333, Table C3 -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
ASCE 7 -10, page 333, Table C3 -1
Total
11.85
psf
Total Rounded Up
12
psf
Live Load Determination:
Item
Value
Unit
Source
Floor Live Loads
IBC 2015, Table 1607.1, Residential under "All other
IBC
areas
Roof Live Load
20
psf
IBC 2015, Table 1607.1, Roofs under "All 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-9
25
psf
Thurston County Website
p_f
17.5
psf
ASCE 7 -10, Equation 7.3 -1
p_s
17.5
psf
ASCE 7 -10, Equation 7.4 -1
p_m
20
psf
ASCE 7 -10, Section 7.3.4
Flat Roof Balanced Snow Load: 25 psf
Wind Load Determination
Assumed North
Basic Dimensions
Plan View
33' -0"
North /South Elevation
33' -0"
East /West Elevation
37' -4"
37' -4"
8' -0"
9' -0"
24' -0"
Wind Forces
Exposure Category
B
Base Wind Speed V (mph)
110
Velocity Pressure Coefficient K_z
0.66
Topographic-Factor K_zt
1
Coefficient C (P_net = C * C_net)
20.44
L _ Wind Normal to North /South Wall - I
C net
Walls
Windward Wall 0.43 0.73
Leeward Wall -0.51 -0.21
Roofs
+ I -
Leeward Roof -0.66 -0.35
Windward Roof
Cond.1 -0.58 -0.28
Cond.2 0.031 0.34
P net
Walls
Leeward
9.5
+
Windward Wall
8.79
14.92
Leeward Wall
-10.43
-4.29
Roofs
Windward
+
-
Leeward Roof
-13.49
-7.16
Windward Roof
-2.20
22.61986
Cond.1
-11.86
-5.72
Cond.2
1 0.611
6.95
Roof Forces
First Floor
Leeward
9.5
+
-
Horizontal
-5.19
-2.75
Vertical
-12.46
-6.61
Windward
33
ft
Roof
Cond.1
Horizontal
-4.56
-2.20
22.61986
Vertical
-10.95
-5.28
Cond.2
Horizontal
0.24
2.67
Vertical
0.57
6.42
Dimensions
First Floor
North Wall Height
9.5
ft
North Wall Length
33
ft
Second Floor
North Wall Height
8.5
ft
North Wall Length
33
ft
Roof
Pitch
0.416667
Angle
22.61986
degrees
Height
5.607639
ft
Cond. 1
-2.20
Cond.2
0.24
2 67
8.79
14.92
Cond. 1 AL 12.46
10.95 6.61
5.28
Cond. 2
-0.57
-6.42
Diaphragm Forces
North /South Roof Diaphragm
West Wall Height
Load (lb)
3699
North /South Second Floor
8.79
Diaphragm Load (lb)
5708
North /South Base Shear (lb)
9407
Wind Normal to East /West Wall
Walls
Windward Wall 0.43 0.73
Leeward Wall -0.51 -0.21
Roofs
Parallel to Roof 1 -1.09 -0.79
P net
Walls
West Wall Height
9.5
ft
Windward Wall
8.79
14.92
Leeward Wall
-10.43
-4.29
Roofs
West Wall Length
+
T -
5.19
2.75
10.43
-► 4.29
Dimensions
First Floor
West Wall Height
9.5
ft
West Wall Length
37.33333
ft
Second Floor
West Wall Height
8.5
ft
West Wall Length
36.33333
ft
Roof
Pitch
0.416667
Angle
1 22.62
degrees
Leeward Roof 1 -22.28 -16.15 1 Height 15.6076391 ft
8.79
14.92
22.28
16.15
Diaphragm Forces
East /West Roof Diaphragm Load
(lb)
4925
East /West Second Floor
Diaphragm Load (lb)
6375
East /West Base Shear (lb)
11301
10.43
4.29
Seismic Load Determination
Design Maps Summary Report
User - Specified Input
Building Code Reference Document 2012/2035 International Building Code
(which utilizes USGS hazard data available ir. 2OUB)
Site Coordinates 46.94693 0N, 122.611791W
Site Soli Classification Site Class D - "Stiff Solt'
Risk Category I/WIII
USGS- Provided Outptd
S5= 1.251g 815= 1.251g SDS= 0.834g
S.{ = 0.499 g S„s = 0.749 g S. = 0.499 g
For information on hour the SS and S1 values above have been calculated from probabilistic (risk- targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
1-
t_m
IAt
tat
^oT wa
h
a.sa
1aG
MCER Rtupsrire Spectrum
j;W:,%eL r
axl
uxl
:11X
�A3
n, aae
a ss
wx
S1J
Q:r!
Dasign Response Spectrum
rrie:, T
l'HGu9h- this irformation is a produ:t of the u.s. G- -alOgit =) Sum ey, Vra provide no taarrnrty -, expressed or imPlisd, as to the
occur -+t of the data contained therein, This tool is not a substitute for technical suL -poet- matter lmovda —dga,
Seismic Load
Dead Loads
Roof Dead Load (psf)
17
Attic Area (sqft)
0
Attic Dead Load (psf)
0
First Floor Dead Load (psf)
12
First Floor Wall Dead Load
(psf)
12
First Floor Wall Height (ft)
9.500
Second Floor Dead Load (psf)
12
Second Floor Wall Dead Load
(psf)
12
Second Floor Wall Height (ft)
8.500
Roof Snow Load (psf)
25.000
Diaphragms
Roof Area Second Floor(sqft)
1269.17
Attic Area (sqft)
0
Roof Area First Floor (sqft)
171
Second Floor Area (sqft)
979
First Floor Wall Perimeter (ft)
139
Second Floor Wall Perimeter
(ft)
139
Roof Diaphragm Weight (lb)
28648
Second Floor Diaphragm
Weight (lb)
29651
Total Seismic Weight (lb)
58299
Risk Category II
Site Class D
le 1
S DS
0.917
S D1
0.549
S_1
0.549
C_t
0.02
h_x (ft)
25
x
0.75
T a
0.224
T L (s)
6
C s Max
0.378
C s Min
0.040
C s Min
0.000
C_s Min (u
0.040
C s
0.141
k
1
C_vR
0.65
C_v2
0.35
V (lb)
8225
V R (lb)
5319
V_2 (lb)
2906
Comparison of Wind Loads and Seismic Loads for Diaphragms:
Main Residence:
Roof Diaphragm:
East /West Direction:
Wind Load: 4925 lb
Seismic Load: 5319 lb
North /South Direction:
Wind Load: 3699 lb
Seismic Load: 5319 lb
Second Floor Diaphragm:
East /West Direction:
Wind Load: 11301 Ib
Seismic load: 8225 lb
North /South Direction:
Wind Load: 9407 lb
Seismic Load: 8225 lb
CALCULATIONS
Shear Wall Design
Seismic Factor(s)
SDS 1 0.917
Design of Second Floor North Shear Wall
Full length = 22 ft Wall Height = 8 ft
F Length of Full height wall= 22 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 = 2660 Ibs (from Seismic calcs)
Uplift Anchorage, T = Vh / CoELi = 967 Ibs (2015 SDPWS Eqn 4.3 -8)
Unit shear force, v = V /CoELi = 121 plf (2015 SDPWS Eqn 4.3 -9)
7116" 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- 0.2SDs)D = 158.4 plf
For Smallest Segment
(0.9- 0.2SDS)D + 1.0(W or E) Net
Uplift = -775 Ibs
Uplift from above floor = 0 Ibs
Net Uplift = -775 Ibs
No Hold Downs Required
Shear capacity of 16d box nails = 192 Ibs (NDS Table 11N, LRFD)
Minimum required spacing = 19.07 in
Use prescriptive nailing.
Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 58.61 psi
Use double Stud at Ends
Design of Second Floor. South Shear Wall
Full length = 10.79 ft Wall Height = 8 ft
E Length of Full height wall= 10.79 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 = 2660 Ibs (from Seismic calcs)
Uplift Anchorage, T = Vh / CoELi = 1972 Ibs (2015 SDPWS Eqn 4.3 -8)
Unit shear force, v = V /CoELi = 246 plf (2015 SDPWS Eqn 4.3 -9)
7/16" min w/ 8d Nails @6" edge spacing = 293.9 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir, LRFD, and
Vertical Load (0.9- 0.2SD5)D = 24.36 plf
For Smallest Segment
(0.9- 0.2SDS)D + 1.0(W or E) Net
uplift= 1840 Ibs
Uplift from above floor = 0 Ibs
Net Uplift = 1840 Ibs
Hold Downs Required
Shear capacity of 16d box nails = 192 Ibs (NDS Table 11N, LRFD)
Minimum required spacing = 9.35 in
Use prescriptive nailing.
Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 119.5 psi
Use double Stud at Ends
Design of Second Floor, West Shear Wall
Full length= 18.88 ft Wall Height = 8 ft
I Length of Full height wall= 18.88 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 = 2660 Ibs (from Seismic calcs)
Uplift Anchorage, T = Vh / CoELi = 1127 Ibs (2015 SDPWS Eqn 4.3 -8)
Unit shear force, v = V /CoELi = 141 plf (2015 SDPWS Eqn 4.3 -9)
7116" min w/ 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 43A)
Adjusted for Hem Fir and LRFD
Vertical Load (0.9- 0.2SDS)D =
For Smallest S
(0.9- 0.2SDS)D + 1.0(W or E) Net
uplift =
Uplift from above floor =
Net Uplift =
Hold Downs Required
24.36 plf
egment
897 Ibs
0 Ibs
897 Ibs
Shear capacity of 16d box nails = 192 Ibs (NDS Table 11N, LRFD)
Minimum required spacing = 16.36 in
Use prescriptive nailing.
Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 68.32 psi
Use double Stud at Ends
Design of Second Floor, East Shear Wall
Full length = 32.33 ft Wall Height = 8 ft
E Length of Full height wall= 27.83 ft Max Height of opening = 0 ft
% of full height walls = 86%
Shear Resistance Adjustment Factor, Co = 0.89 (2015 SDPWS Table 4.3.3.5)
V = 2660 lbs (from Seismic calcs)
Uplift Anchorage, T = Vh / CoELi = 859 lbs (2015 SDPWS Eqn 4.3 -8)
Unit shear force, v = V /CoELi = 107 plf (2015 SDPWS Eqn 4.3 -9)
7116" min w/ 8d Nails ae6" edge spacing = 357.1 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir and LRFD
Vertical Load (0.9- 0.2SD5)D = 24.36 plf
For Smallest Segment
(0.9- 0.2SDS)D + 1.0(W or E) Net
uplift = 520 lbs
Uplift from above floor = 0 lbs
Net Uplift = 520 lbs
Hold Downs Required
Shear capacity of 16d box nails = 192 lbs (NDS Table 11N, LRFD)
Minimum required spacing = 21.47 in
Use prescriptive nailing.
Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 52.05 psi
Use double Stud at Ends
Design of First Floor, North Shear Wall
Full length= 16.04 ft
E Length of Full height wall= 16.04 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 = 3373 Ibs (from Wind calcs)
Uplift Anchorage, T = Vh / CoELi = 1892 Ibs (2015 SDPWS Eqn 4.3 -8)
Unit shear force, v = V /CoELi = 210 plf (2015 SDPWS Eqn 4.3 -9)
7/16" min _w / -8d- Nails - @6 "edge spacing -= 357. 1- plf-(201 -5 SDPWS Table 4-.3A) -
Adjusted for Hem Fir and LRFD
7116" min w/ 8d Nails @6" edge spacing = 317.4 plf (2015 SDPWS Table 4.3A).
Adjusted for Hem Fir, LRFD, and
2 *b /h (b= 4' -0 ")
Vertical Load (0.9- 0.2SDS)D =
For Smallest S
(0.9- 0.2SDS)D + 1.0(W or E) Net
Uplift =
Uplift from above floor =
Net Uplift =
No Hold Downs Required
356 plf
egment
-963 Ibs
0 Ibs
-963 Ibs
Shear capacity of 5/8 dia anchors = 1856 Ibs (NDS Table 11E, LRFD)
Minimum required spacing = 8.83 ft
Use 5/8" dia Anchors at 4' -0" on center.
Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 114.7 psi
Use double Stud at Ends
Design of First Floor, Garage Shear Wall (1)
Full length= 10.29 ft Wall Height = 9 ft
I Length of Full height wall= 10.29 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 = 3188 Ibs (from Wind calcs)
Uplift Anchorage, T = Vh / CoELi = 2787 Ibs (2015 SDPWS Eqn 4.3 -8)
Unit shear force, v = V /CoELi = 310 plf (2015 SDPWS Eqn 4.3 -9)
7116" 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 = 196.2 plf
P -r Smallest Segment
(0.9- 0.2SDS)D + 1.0(W or E) Net
Uplift = 1778 Ibs
Uplift from above floor = 0 Ibs
Net Uplift = 1778 Ibs
Hold Downs Required
Shear capacity of 5/8 dia anchors = 1856 Ibs (NDS Table 11E, LRFD)
Minimum- required- spacing -= s99 -ft
Use 5/8" dia Anchors at 4' -0" on center.
Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 168.9 psi
Use double Stud at Ends
Design of First Floor. South Shear Wall
Full length = 5.75 ft
I Length of Full height wall= 5.75 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 = 3399 Ibs (from Wind calcs)
Uplift Anchorage, T = Vh / CoELi = 5320 Ibs (2015 SDPWS Eqn 4.3 -8)
Unit shear force, v = V /CoELi = 591 plf (2015 SDPWS Eqn 4.3 -9)
15132" min w/ 10d Nails @2" edge spacing= 732 plf (2015 SDPWS Table 4.3A)
Adjusted for Hem Fir, LRFD, and
2 *b /h (b =2'- 10.5 ")
Vertical Load (0.9- 0.2Sps)D = 22.95 plf
For Smallest Segment
(0.9- 0.2SDS)D + 1.0(W or E) Net
Uplift = 5254 Ibs
Uplift from above floor = o Ibs
Net Uplift = 5254 Ibs
Hold Downs Required
Shear capacity of 5/8 dia anchors = 1856 Ibs (NDS Table 11E, LRFD)
Minimum required spacing = 3.14 ft
Use 5/8" dia Anchors at 3' -0" on center.
Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 322.4 psi
Use double Stud at Ends
Design of First Floor, West Shear Wall
Full length = 19.04 ft
IT Length of Full height wall= 19.04 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 = 4704 Ibs (from Wind calcs)
Uplift Anchorage, T = Vh / CoELi = 2223 Ibs (2015 SDPWS Eqn 4.3 -8)
Unit shear force, v = V /CoELi = 247 plf (2015 SDPWS Eqn 4.3 -9)
7116" 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- 0.2SDS)D = 117 plf
For Smallest Segment
(0.9- 0.2SDS)D + 1.0(W or E) Net
uplift = 1109 Ibs
Uplift from above floor = 897 Ibs
Net Uplift = 2006 Ibs
Hold Downs Required
Shear capacity of 5/8 dia anchors= 1856 Ibs (NDS Table 11E, LRFD)
Minimum required spacing = 7.51 ft
Use 518" dia Anchors at 4' -0" on center.
Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 134.7 psi
Use double Stud at Ends
Design of First Floor. East Shear Wall
Full length= 33.04 ft Wall Height = 9 ft
I Length of Full height wall= 29.04 ft Max Height of opening = 0 ft
% of full height walls =' 88%
Shear Resistance Adjustment Factor, Co = 0.96 (2015 SDPWS Table 4.3.3.5)
V = 4704 Ibs (from Wind calcs)
Uplift Anchorage, T = Vh / CoELi = 1518 Ibs (2015 SDPWS Eqn 4.3 -8)
Unit shear force, v = V /CoELi = 169 plf (2015 SDPWS Eqn 4.3 -9)
7116" min w/ 8d Nails @6" edge spacing = 357.1 plf (2015 SDPWS Table 43A)
Adjusted for Hem Fir and '.RFD
Vertical Load (0.9- 0.2SDS)D = 117 plf
For Smallest Segment
(0.9- 0.2SDS)D + 1.0(W or E) Net
Uplift = -181 Ibs
Uplift from above floor = 520 Ibs
Net Uplift = 339 Ibs
No Hold Downs Required
Shear capacity of 5/8 dia anchors = 1856 Ibs (NDS Table 11E, LRFD)
Minimum required spacing = 11.00 ft
Use 5/8" dia Anchors at 4' -0" on center.
Area of (2) 2x6 stud is 16.5 in2; tension /compression stress is 92.02 psi
Use double Stud at Ends
iw;"F0RTE"
MEMBER REPORT Level, Second Floor Joists
1 piece(s) 117/8" TX@ 110 @ 16" OC
Overall Length: 18'5 1/211
18'51/2"
0 p
All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.
Member Reaction (Ibs)
611 @ 5 1/2"
910 (1.75 ")
Passed (67 %)
ON
t_.
See note 1
1.00
1.0 D + 1.0 L (Al Spans)
Shear (Ibs)
611 @ 5 1/2"
1560
Passed (39 %)
1.00
1.0 D + 1.0 L (Al Spans)
Moment (Ft -Ibs)
2692 @ 9' 31/4"
3160
Passed (85%)
1.00
1.0 D + 1.0 L (Al Spans)
Live Load Defl. (in)
0.382 @ 9' 31/4"
0.441
Passed (L/554)
--
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.497 @ 9' 31/4"
0.587
1 Passed (L/426)
--
1.0 D + 1.0 L (All Spans)
T] -PrOTM Rating
34
Any
Passed
--
--
• Deflection criteria: LL (L/480) and TL (L/360).
• Top Edge Bracing (Lu): Top compression edge must be braced at 3' 4" o/c unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' o/c unless detailed otherwise.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edgd, Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ -Pro- Rating include: None
� Esp.
1 - Hanger on 117/8" GLB beam
I 119111 01
5.50" Hangers 1.75" / - z
148
494 642
ON
t_.
See note 1
2 - Stud wall - HF
5.50" S.SD"
1.75"
147
49D
637
Blocking
• Blotting Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and /or requirements.
• a Required Bearing Length / Required Bearing Length with Web Stiffeners
1 -Face Mount Hanger IUS3.81 /11.88 2.00" N/A 10 -10d x 1 -1/2 N/A
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.wGodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and /or bested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http: / /www.woodbywy.com /services /s_CodeReports.aspx.
product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Software Operator I Job Notes
Nevi Hartman
N. L. Olson & Associates. Inc
(3601 8:6 -2284
nherittlan@n'oison.com
PASSED
System: Floor
Member Type: Joist
Building Use; Residential
Building Code: IBC 2015
Design Methodology: Aso
1 SUSTAINABLE FORESTRY INMATIVE
5/5/2017 8:54:32 AM
Forte v5.2, Design Engine: V6.6.0.14
Joist Calculations (9871).4te
Page 1 of 1
1 -Uniform (PSF)
0 to 18'S 1/2"
16"
12.0
40.0
Residential - Living
Areas
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
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(www.wGodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and /or bested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http: / /www.woodbywy.com /services /s_CodeReports.aspx.
product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Software Operator I Job Notes
Nevi Hartman
N. L. Olson & Associates. Inc
(3601 8:6 -2284
nherittlan@n'oison.com
PASSED
System: Floor
Member Type: Joist
Building Use; Residential
Building Code: IBC 2015
Design Methodology: Aso
1 SUSTAINABLE FORESTRY INMATIVE
5/5/2017 8:54:32 AM
Forte v5.2, Design Engine: V6.6.0.14
Joist Calculations (9871).4te
Page 1 of 1
ON. ". "'O"I' °"" "";IdUd5 Project Title: NHD 3012 -AD
2453 Bethel Avenue Engineer: Project ID: 9871 -17
(360) 876 -2284 Project Descr: SFR
Description :
earn- eslgn. Roof- Rafters
Calculations per'NDS 2015, IBC
BEAM Size: 2x8, Sawn, Fully Braced
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: Hem Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend - xx 1,300.0 ksi
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
Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, Trib= 2.0 ft
Design Summary
Wood Species: Trus Joist
Max fb /Fb Ratio
= 0.605. 1
fb : Actual:
1,225.29 psi at 4.667 ft in Span # 1
Fb : Allowable:
2,026.94 psi
Load Comb:
+120D +1.60S
Max fv/FvRatio =
0.267:1
fv : Actual:
69.27 psi at 8.742 ft in Span # 1
Fv : Allowable:
259.20 psi
Load Comb:
+120D +1.60S
Max Reactions (k)
D L Lr S W E
Left Support
0.17 0.19 0.23
Right Support
0.17 0.19 0.23
5,
PriO& 5 MY 2017, 8:49AM
Density 26.830 pcf
U UUMMINU1- LUTI u.iav in uownwara iota) 0.238 in
Upward L +Lr +S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 808 >480 Total Defl Ratio 469 >360
ize : x11.875, TimberStrand LSL, Fully Unbraced
Beam self weight calculated and added to loads
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
L = 0.040 k/ft, Trib =1.333 ft
Wood Species: Trus Joist
Wood Grade: TimberStrand LSL 1.3E - Beam /Col
Max fb /Fb Ratio
Fb - Tension 1,700.0 psi Fc - Prll 1,835.0 psi Fv
Fb - Compr 1,700.0 psi Fc - Perp 710.0 psi Ft
425.0 psi Ebend - xx 1,300,0 ksi Density
1,075.0 psi Eminbend - xx 660.75 ksi
44.990 pcf
Applied Loads
1,858.03 psi
Load Comb:
Beam self weight calculated and added to loads
Max fv /FvRa::o =
0.179: 1
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 7.313 ft
46.42 psi at 0.000 ft in Span # 1
Fv: Allowable:
Design Summary
Load Comb:
+1.20D +1.60L
Max fb /Fb Ratio = 0.571 • 1
D L Lr s W E
D 0.08776 L 0.2925
0.09 0.25
fb : Actual: 1,677.97 psi at 6.250 ft in Span # 1
0.09 0.25
Fb : Allowable : 2,937.60 psi
Load Comb: +1.20D +1.60L
Max fv/FvRatio = 0.153: 1
N : Actual: 112.47 psi at 0.000 ft in Span # 1
12.50ft, 3.5x11.875
Fv : Allowable: 734.40 psi
Load Comb: +1.20D +1.60L
Max
Deflections
Max Reactions (k) g L l r 5 W E H
Downward L +Lr +S 0.254 in Downward Total
0.342 in
Left Support 0.63 1.83
Right Support 0.63 1.83
Upward L +Lr +S 0.000 in Upward Total
0.000 in
Live Load Defl Ratio 589 >360 Total Defl Ratio
438 >180
Vllood Beam Design . "First Floor Joists
;�
!:Calculations perNDS 2015, IBC 2015, CBC 201.6; ASCE 7 -10
BEAM Size: 2x10, Sawn, Fully Braced
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
.
Fb - Compr 850 psi Fc - Perp 405 psi Ft
150 psi Ebend - xx 1300 ksi Density
525 psi Eminbend - xx 470 ksi
26.83 pcf
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0120,
L = 0.040 k/ft, Trib =1.333 ft
Design Summary
Max fb /Fb Ratio
= 0.367.1
fb : Actual :
681.03 psi at 4.750 ft in Span # 1
Fb : Allowable:
1,858.03 psi
Load Comb:
+1.20D +1.60L
Max fv /FvRa::o =
0.179: 1
fv : Actual:
46.42 psi at 0.000 ft in Span # 1
Fv: Allowable:
259.20 psi
Load Comb:
+1.20D +1.60L
Max Reactions (k)
D L Lr s W E
Left Support
0.09 0.25
Right Support
0.09 0.25
...11 Olu u.vry III LIummara iotai UAW in
Upward L +Lr +S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 1492 >480 Total Defl Ratio 1106 >360
2453 Bethel Avenue
(360) 876 -2284
r[UleU[ ime: NNU3UIZ -AU
Engineer: Project ID: 9871 -17
Project Descr: SFR
P IM& 5 F.AAY 2017, 8:49AM
Using Load Re
Wood Species: Trus Joist Wood Grade: TimberStrand LSL 1.3E - Beam /Col
Fb - Tension 1,700.0 psi Fc - Pril 1,835.0 psi Fv 425.0 psi Ebend - xx 1,300.0 ksi Density 44.990 pcf
Fb-Compr 1,700.0 psi Fc - Perp 710.0 psi Ft 1,075.0 psi Eminbend - xx 660.75 ksi
6raGeu
with IBC 2015 Load Combinations Major Axis Bendin
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0120, L = 0.040 k/ft, Tdb= 8229 ft
Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 kilt, Tdb= 3.50 ft
Unif Load: D = 0.0120 k/ft, Tdb= 8.0 ft
Point: E = -1.972 k @ 5.0 ft
Point: E =1.972 k @ 8.50 ft
Design Summary
Max fb/Fb Ratio = 0.448; 1
fb : Actual: 1,316.17 psi at 4.500 ft in Span # 1
Fb : Allowable: 2,937.60 psi
Load Comb: +1.20D +1.60L +0.50S
Max fv /FvRatio = 0.155: 1
fv : Actual: 113.84 psi at 0.000 ft in Span # 1
Fv : Allowable: 734.40 psi
Load Comb: +1.20D +1.60L +0.50S
Max Reactions (k) 2 L Lr S W E
Left Support 1.20 1.48 0.32 0.39 -0.77
Right Support 1.20 1.48 0.32 0.39 0.77
Wood Species:
Fb - Tension
Fb - Compr
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Trus Joist Wood Grade: Parallam PSL 1.8E
2,400.0 psi Fc - Prll 2,500.0 psi Fv 190.0 psi Ebend - xx 1,800.0 ksi
2,400.0 psi Fc - Perp 545.0 psi Ft 1,755.0 psi Eminbend - xx 914.88 ksi
��l�di!� CU• A4l•'SI{•m I•A•L•lCl•J =�
9.Oft 3.5011.875
H Downward L +Lr +S 0.077 in Downward Total 0.171 in
Upward L +Lr +S -0.067 in Upward Total -0.009 in
Live Load Defl Ratio 1403 >360 Total Defl Ratio 633 >240
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, 16.458 ft to 18.0 ft, Tdb= 6.50 ft
Unif Load: D = 0.0120, L = 0.040 k/ft, Tdb= 1.333 ft
Point: D =1.20, Lr = 0.320, L = 1.480, S = 0.390, E = 0.7670 k @ 16.313 ft
Design Summary
Max fb /Fb Ratio =
0.317. 1
fb : Actual:
1,312.78 psi at 12.240 ft in Span # 1
Fb : Allowable:
4,147.20 psi
Load Comb:
+1.20D +1.60L +0.50S
Max fv /FvRatio =
0.517: 1
fv : Actual:
169.76 psi at 17.040 ft in Span # 1
Fv : Allowable:
328.32 psi
Load Comb:
+1.20D +1.60L +0.50S
Density 45.050 pcf
;r__._.,,,�!vs z5� ;a..,...
•` - -
Max Reactions (k) D L Lr 8 W E H Downward L +Lr +S 0.244 in Downward Total 0.408 in
Left Support 0.38 0.62 0.04 0.05 0.07 Upward L +Lr +S -0.052 in Upward Total 0.000 in
Right Support 1.51 1.82 0.48 0.59 0.70 Live Load Defl Ratio 886 >480 Total Defl Ratio 529 >360
wooG rseam uesign : Second Floor Garaqe Beam [2-41
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7 -10
BEAM Size: 5.5x19.5, GLB, Fully Braced
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 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
Unif Load: D = 0.0120, L = 0.040 k/ft, 9.0 ft to 22.0 ft, Tdb= 9.229 ft
Unif Load: D = 0,0'170, Lr = 0.020, S = 0.0250 k/ft, 9.0 to 22.0 ft, Trib= 2.50 ft
Unif Load: D = 0.0120 k/ft, 9.0 to 22.0 ft, Tdb= 8.0 ft
Point: D = 1.510, Lr = 0.480, L = 1.820, S = 0.590, E = -1.277 k @ 9.125 ft
Point: E =1.972 k @ 12.625 ft
Point: E = -1.972 k @ 18.375 ft
Point: E =1.972 k @ 21.417 ft
2453 Bethel Avenue
(360) 876 -2284
Design Summary
Max fb /Fb Ratio
Load Comb:
Max fv /FvRatio =
fv : Actual:
Fv : Allowable:
Load Comb:
Max Reactions (k
Left Support
Right Support
rroiect I Itie: NHU 3012 -AD
Engineer: Project ID: 9871 -17
Project Descr: SFR
Pdnted: 5 MAY 2017. 8:49AM
+1.20D +1.60L +0.50S
0.284:1
129.97 psi at 20.387 ft in Span # 1
457.92 psi
+1.20D +1.60L +0.50S
2 L L-r S W E H Downward L +Lr +S 0.316 in Downward Total 0.566 in
2.10 2.48 0.47 0.59 -0.18 Upward L +Lr +S -0.008 in Upward Total 0.000 in
3.16 414 0.66 0.82 0.87 Live Load Defl Ratio 836 >360 Total Defl Ratio 466 >180
BEAM Size: 3.5x11.875, TimberStrand LSL, Fully Braced
Using Load Resistance Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: Trus Joist Wood Grade: TimberStrand LSL 1.3E - Beam /Col
Fb - Tension 1,700.0 psi Fc - Prll 1,835.0 psi Fv 425.0 psi Ebend - xx 1,300.0 ksi Density 44.990 pcf
Fb - Compr 1,700.0 psi Fc - Perp 710.0 psi Ft 1,075.0 psi Eminbend - xx 660.75 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, Trib = 18.667 ft
Unif Load: D = 0.0120 k/ft, Trib= 8.0 ft
Point: D = 0.1620, Lr = 0.040, S = 0.050 k @ -1.542 ft
Point: D = 4.430, Lr = 4.520, L = 0.250, S = 5.650 k @ 7.229 ft
Design Summary
Max fb /Fb Ratio = 0.518. 1
fb : Actual: 1,521.53 psi at 4.487 ft in Span # 2
Fb : Allowable: 2,937.60 psi
Load Comb: +1.20D +0.50L +1.60S, LL Comb F
Max fv/FvRatio = 0.216: 1
fv : Actual: 158.93 psi at 1.680 ft in Span # 1
Fv : Allowable: 734.40 psi
Load Comb: +1.20D +0.50L +1.60S, LL Comb F
Max Reactions (k) 2 L Lr S W E
Left Support 2.78 0.07 2.60 2.93
Right Support 5.74 0.24 5.66 7.08
3EAM Size: 3.5x11.875,1
Using Load Re
Wood Species: Trus Joist
Fb - Tension 1,700.0 psi
Fb - Compr 1,700.0 psi
H Downward L +Lr +S 0.124 in Downward Total 0.119 in
Upward L +Lr +S -0.079 in Upward Total -0.070 in
Live Load Defl Ratio 512 >360 Total Defl Ratio 576 >240
ce Factor Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Grade: TimberStrand LSL 1.3E - Beam /Col
Fc - Prll 1,835.0 psi Fv 425.0 psi Ebend - xx 1,300.0 ksi Density 44.990 pef
Fc - Perp 710.0 psi Ft 1,075.0 psi Eminbend - xx 660.75 ksi
Anvlied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0120 k/ft, Trib= 8.0 ft
Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 k/ft, Trib = 14.458 ft
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib =1.333 ft
Point: D=2.754, Lr = 3.240, S = 4.049 k @ 0.1875 ft
Design Summary
Max fb /Fb Ratio = 0.694. 1
fb : Actual : 1,804.11 psi at 4.480 ft in Span # 1
Fb : Allowable: 2,937.60 psi
Load Comb: +1.20D +0.50L +1.60S
Max fv /FvRatio = 0.201 :1
fv : Actual : 147.37 psi at 8.369 ft in Span # 1
Fv: Allowable: 734.40 psi
Load Comb: +1.20D +0.50L +1.60S
Max Reactions (k) P L Lr S W E
Left Support 4.43 0.25 4.52 5.65
Right Support 1.79 0.25 1.41 1.77
�: +i•lowm- YUi`l�•`
ai fi�7 rd's`+ i zF
11 Downward L +Lr +S 0.109 .in Downward Total 0.217 in
Upward L +Lr +S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 1026 >480 Total Defl Ratio 516 >360
— Nrolect I me: NHU 3012 -AD
2453 Bethel Avenue Engineer:
(360) 876 -2284 Project Descr: SFR
0o 0,01pqlin PP. sgn Entrance Header j2 -81
Calculations per;NDS' 201
BEAM Size: 4x10, Sawn, Fully Braced
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 - Pril 1300 psi Fv 150 psi Ebend - xx 1300 ksi
Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi
Applied Loads
Beam self weight calculated and added to loads
Point: D = 2.780, Lr = 2.60, L = 0.070, S = 2.930 k @ 0.750 ft
Design Summary
Max fb/Fb Ratio
= 0.688. 1
fb : Actual :
1,213.44 psi at 0.750 ft in Span # 1
Fb : Allowable:
1,762.56 psi
Load Comb:
+1.20D +0.50L +1.60S
Max fv /FvRatio =
0.242:1
fv : Actual:
62.73 psi at 3.735 ft in Span # 1
Fv : Allowable:
259.20 psi
Load Comb:
+1.20D +0.50L +1.60S
Max Reactions (k)
9 L Lr S W E
Left Support
2.33 0.06 2.17 2.44
Right Support
0.48 0.01 0.43 0.49
4.50 f% 4x10
Project ID: 9871 -17
Printed: 5 MAY 2017, 8:49AM
Density 26.83 p:,f
H Downward L +Lr +S 0.016 in Downward Total 0.031 in
Upward L +Lr +S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 3403 >360 Total Defl Ratio 1736 >240
BEAM Size: 6x8, Sawn; Fully Braced
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
Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0170, Lr = 0.020, S = 0.0250 kilt, Tdb= 6.0 ft
Design Summary
Max fb/Fb Ratio = 0.736. 1
fb : Actual: 1,081.08 psi at 5.000 ft in Span # 1
Fb : Allowable: 1,468.80 psi
Load Comb: +1.20D +1.60S
Max fv /FvRatio = 0.229:1
fv : Actual: 59.46 psi at 9.400 ft in Span # 1
Fv: Allowable: 259.20 psi
Load Comb: +1.20D +1.60S
Max Reactions (k) D L Lr 8 W E H_ Downward L +Lr +S 0 135
Left Support 0.55 0.60 0.75 Upward L +Lr +S
Right Support 0.55 0.60 0.75 Live Load Defl Ratio
1300 ksi Density 26.83 pcf
470 ksi
m "W W"Wcalu l ulal u.zs4 in
0.000 in Upward Total 0.000 in
889 >360 Total Defl Ratio 513 >240
i wlcut i Iut:• I1 r1U oV I L-tAu
2453 Bethel Avenue Engineer: Proiect ID: 9871 -17
(360) 876 -2284 Project Descr: SFR
Description
Garage Beam Support Columns (Stud Option) [2 -5]
Je- Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7 -10
Load Combinations Used: IBC 2015
General Irfo[nlation
Analysis Method: Load Resistance Factor Design Wood Section Name 4 -2x4
End Fixities Top & Bottom Pinned Wood Grading /Manuf. Graded Lumber
Overall Column Height 9.0 ft Wood Member Type Sawn
( Used for non - slender calculations) Exact Width 6.0 in Allow Stress Modification Factors
Wood Species Hem Fir Exact Depth 3.50 in Cf or Cv for Bending
1.10
Wood Grade Stud g
Fb +
675.0 psi
Fv
150.0 psi
Fb -
675.0 psi
Ft
400.0 psi
Fc - Prll
800.0 psi
Density
26.830 pcf
Fc - Perp
405.0 psi
Applied Mx
0.0 k -ft
E : Modulus of Elasticity ...
x -x Bending
y -y Bending
513.54 psi
Basic
1,200.0
1,200.0
+0.90D
Minimum
440.0
440.0
Area 21.0 in "2 Cf or Cv for Compression
1.050
Ix 21.438 in ^4 Cf or Cv for Tension
1.10
iy 63.0 in ^4 Cm: Wet Use Factor
1.0
Ct : Temperature Factor
1.0
Cfu : Flat Use Factor 1.0
Axial Kf : Built-up columns 1.0 NDS 15.3.2
1,200.0 ksi Use Cr: Repetitive ? No
Brace condition for deflection (buckling) along columns:
X -X (width) axis : Unbraced Length for X -X Axis buckling = 9.0 It, K =1.0
Y Y (depth) axis : Unbraced Length for X -X Axis buckling = 9.0 it K =1.0
Applied, Loads Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included: 35.214 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 2.754, Lr = 3.240, S = 4.049 k
DESIGN SUINMAR.Y .., , ; "
Bending & Shear Check Results
Lambda
PASS Max. Axial+Bending Stress Ratio =
0.9111 :1
Load Combination
+1.20D +1.60S
Governing NDS Forumla
Comp Only, fc/Fat
Location of max.above base
0.0 ft
At maximum location values are...
Status
Applied Axial
9.826 k
Applied Mx
0.0 k -ft
Applied My
0.0 k -ft
Fc: Allowable
513.54 psi
PASS Maximum Shear Stress Ratio =
0.0:1
Load Combination
+0.90D
Location of max.above base
0.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Maximum SERVICE Lateral Load Reactions . .
Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k
Top along X -X 0.0 k Bottom along X -X 0.0 k
Maximum SERVICE Load Lateral Deflections...
Along Y Y 0.0 in at 0.0 ft above base
for load combination : nla
Along X -X 0.0 in at 0.0 It above base
for load combination : nla
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
LRFD - Format Conversion factor 2.541 2.400 2.700
LRFD - Resistance factor 0.850 0.900 0.800
Load Combination
Lambda
C
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
p
Stress Ratio
Status
Location
Stress Ratio
Status Location
+1.40D
0.600
0.450
0.3797
PASS
0.0 ft
0.0
PASS
0.0 ft
+1.20D+0.50Lr
0.800
0.354
0.4605
PASS
0.0 ft
0.0
PASS
0.0 ft
+120D+0.50S
0.800
0.354
0.4981
PASS
0.0 ft
0.0
PASS
0.0 ft
+1.20D +1.60Lr
0.800
0.354
0.7909
PASS
0.0 ft
0.0
PASS
0.0 ft
+1.20D +1.60S
0.800
0.354
0.9111
PASS
0.0 ft
0-0-
PASS
0.0 ft
+1.20D+0.70S
1.000
0.290
0.5589
PASS
0.0 ft
0.0
PASS
0.0 ft
+0.90D
1.000
0.290
0.2269
PASS
0.0 ft
0.0
PASS
0.0 ft
2453 Bethel Avenue
(360) 876 -2284
Description
Garage Beam Support Columns (Stud Option) [2 -5]
rl UJUUL 1IUC.
Engineer:
Project Descr:
imnu ouiz -mu
SFR
Protect ID: 9871 -17
Printed: 4 F.4AY 2017, 2:52PG1
niiaXllflUnl- RBa6tiCns - - Note: Only non -zero reactions are listed.
X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -it Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+D+Lr
6.028
+D +S
6.838
+D+0.750Lr
5.218
+D+0.750S
5.826
+0.60D
1.673
Lr Only
3.240
S Only
4.049
I Y.L. WIQVII U r%00Vl,I0IC0
2453 Bethel Avenue
(360) 876 -2284
Description : Garage Beam Support Columns (Post Option) [2 -5]
Frolect I itie: NHU 3U1 Z -AU
Engineer: Protect ID: 9871 -17
Project Descr: SFR
Painted: 4 MAY 2017, 253PM
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7 -10
Load Combinations Used : IBC 2015
General'lnformation
Analysis Method: Load Resistance Factor Design Wood Section Name 4x6
End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber
Overall Column Height 9.0 It Wood Member Type Sawn
( Used for non - slender calculations) Exact Width 3.50 in Allow Stress Modification Factors
Wood Species Hem Fir
Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30
Fb + 850.0 psi Fv 150.0 psi
Fb - 850.0 psi Ft 525.0 psi
Fc - Pril 1,300.0 psi Density 26.830 pcf
Fc - Perp 405.0 psi
E : Modulus of Elasticity ... x -x Bending y -y Bending
Basic 1,300.0 1,300.0
Minimum 470.0 470.0
Area 19.250 in "2 Cf or Cv for Compression 1.10
Ix 48.526 in "4 Cf or Cv for Tension 1.30
ly 19.651 in "4 Cm: Wet Use Factor 1.0
Ct : Temperature Factor 1.0
Cfu : Flat Use Factor 1.0
Axial Kf : Built -up columns 1,0 NDS 15.3.2
1,300.0 ksi Use Cr: Repetitive ? No
Brace condition for deflection (buckling) along columns:
X -X (width) axis: Unbraced Length for X -X Axis buckling = 9.0 ft, K =1.0
Y -Y (depth) axis: Unbraced Length for X -X Axis buckling = 9.0 ft, K =1.0
„Applied Loads
Lambda
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 32.280 Ibs *
Dead Load Factor
Maximum Shear Ratios
Stress Ratio Status Location
+1.40D
AXIAL LOADS ...
0.302
0.3617
PASS
Axial Load at 9.0 ft, D = 2.754, Lr = 3.240, S = 4.049 k
0.0
PASS
DESIGN,$UMNIARY
+1.20D+0.50Lr
0.800
0.232
Bending & Shear Check Results
PASS
0.0 ft
0.0
PASS Max. Axial+Bending Stress Ratio =
0.8891 :1
Maximum SERVICE Lateral Load Reactions
0.800
Load Combination
+1.20D +1.60S
. .
Top along Y Y 0.0 k Bottom along Y Y
0.0 k
Governing NDS Forumla Comp Only, fc/Fd
Top along X -X 0.0 k Bottom along X -X
0.0 k
Location of max.above base
0.0 it
Maximum SERVICE Load Lateral Deflections
0.7718
At maximum location values are. . .
Applied Axial
9.822 k
...
Along Y Y 0.0 in at 0.0 It above base
PASS
Applied Mx
0.0 k -ft
for load combination : n/a
0.232
Applied My
0.0 k -ft
Along X -X 0.0 in at 0.0 It above base
0.0
Fc: Allowable
573.90 psi
for load combination : nla
1.000
0.188
0.5518
Other Factors used to calculate allowable stresses ...
O.Oft
PASS Maximum Shear Stress Ratio =
0.0:1
Bendino Comnression
Tension
Load Combination
+0.90D
LRFD - Format Conversion factor 2.541 2.400
2.700
Location of max.above base
0.0 ft
LRFD - Resistance factor 0.850 0.900
0.800
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Load Combination
Lambda
C P
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
+1.40D
0.600
0.302
0.3617
PASS
0.0 ft
0.0
PASS
0.0 It
+1.20D+0.50Lr
0.800
0.232
0.4492
PASS
0.0 ft
0.0
PASS
0.0 ft
+1.20D+0.50S
0.800
0.232
0.4859
PASS
0.0 ft
0.0
PASS
0.0 ft
+1.20D +1.60Lr
0.800
0.232
0.7718
PASS
0.0 ft
0.0
PASS
0.0 ft
+1.20D +1.60S
0.800
0.232
0.8891
PASS
0.0ft
0.0
PASS
0.0 ft
+1.20D+0.70S
1.000
0.188
0.5518
PASS
O.Oft
0.0
PASS
0.0 ft
+0.90D
1.000
0.188
0.2239
PASS
0.0 ft
0.!1
PASS
0.0 ft
N.L. vison & Hssociaies Project Title: NHD 3012 -AD
2453 Bethel Avenue Enoineer: Protect ID: 9871 -17
(360) 876 -2284 Project Descr: SFR
Rimed: 4 MAY 2017, 2:53PM
Description: Garage Beam Support Columns (Post Option) [2 -5]
MaxtmumReact[ons Note: Only non -zero reactions are listed.
X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base
@ Top @Base @Top
D Only
2.786
+D+Lr
6.025
+D +S
6.835
+D+0.7501-r
5.216
+D+0.750S
5.823
+0.60D
1.672
Lr Only
3.240
S Only
4.049
2453 Bethel Avenue
(360) 876 -2284
Description
Second Floor Southwest Beam Support Post 12 -9]
1 1 J-L IILIG.
Engineer:
Project Descr:
IVI IU QV IL-MU
SFR
Project ID: 9871 -17
Printed: 4 MAY 2017. 4:20PM
Code; References -
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7 -10
Load Combinations Used: IBC 2015
General Information
Analysis Method: Load Resistance Factor Design Wood Section Name 4x12
End Fixities Top & Bottom Pinned Wood Grading /Manut Graded Lumber
Overall Column Height 9.0 It Wood Member Type Sawn
( Used for non - slender calculations)
Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors
Wood Grade No.2 Exact Depth 11.250 in Cf or Cv for Bending 1.10
Fb + 850.0 psi
Fb - 850.0 psi
Fc - Pdl 1,300.0 psi
Fc - Perp 405.0 psi
E : Modulus of Elasticity .. .
Basic
Minimum
Fv
150.0 psi
Area 39.375 in "2 Cf or Cv for Compression 1.0
Ft
525.0 psi
Ix 415.283 in "4 Cf or Cv for Tension 1.0
Density
26.830 pcf
ly 40.195 in "4 Cm : Wet Use Factor 1.0
0.0 ft
At maximum location values are ...
Ct : Temperature Factor 1.0
x x Bending
y -y Bending
Cfu : Flat Use Factor 1.0
Axial
1,300.0
1,300.0
Kf : Built-up columns 1.0 loos 1512
1,300.0 ksi Use Cr: Repetitive ? No
470.0
470.0
Brace condition for deflection (buckling) along columns :
0.0 :1
Load Combination
X -X (width) axis: Unbraced Length for X -X Axis buckling = 9.0 it K =1.0
Location of max.above base
0.0 ft
Y -Y (depth) axis: Unbraced Length for X -X Axis buckling = 9.0 ft, K =1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 66.027 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 5.740, Lr = 5.660, L = 0.240, S = 7.080 k
DESIGN SUMMARY
Bending & Shear Check Results
Lambda
PASS Max. Axial+Bending Stress Ratio =
0.8207:1
Load Combination
+1.20D+0.50L +1.60S
Governing NDS Forumla
Comp Only, fc /Fd
Location of max.above base
0.0 ft
At maximum location values are ...
O.Oft
Applied Axial
18.415k
Applied Mx
0.0 k -ft
Applied My
0.0 k -ft
Fc: Allowable
569.88 psi
PASS Maximum Shear Stress Ratio =
0.0 :1
Load Combination
+0.90D
Location of max.above base
0.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Maximum SERVICE Lateral Load Reactions . .
Top along Y Y 0.0 k Bottom along Y Y 0.0 k
Top along X -X 0.0 k Bottom along X -X 0.0 k
Maximum SERVICE Load Lateral Deflections ...
Along Y -Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X -X 0.0 in at 0.0 ft above base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Bendino Compression Tension
LRFD - Format Conversion factor 2.541 2.400 2.700
LRFD Resistance factor 0.850 0.900 0.800
Load Combination
Lambda
C p
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
+1.40D
0.600
0.329
0.3724
PASS
O.Oft
0.0
PASS
0.0 ft
+1.20D+0.50Lr +1.60L
0.800
0.254
0.4537
PASS
0.0 ft
0.0
PASS
0.0 ft
+1.20D +1.60L+0.50S
0.800
0.254
0.4854
PASS
O.Oft
0.0
PASS
0.0 ft
+1.20D +1.60Lr+0.50L
0.800
0.254
0.7194
PASS
O.Oft
0.0
PASS
0.0 ft
+1,20D +1.60Lr
0.800
0.254
0.7141
PASS
O.Oft
0.0
PASS
0.0 ft
+1.20D+0.50L +1.60S
0.800
0.254
0.8207
PASS
0.0 ft
0.0
PASS
0.0 ft
+1.20D +1.60S
0.800
0.254
0.8153
PASS
0.0 ft
0.0
PASS
0.0 ft
+1.20D+0.50Lr+0.50L
1.000
0.206
0.4353
PASS
O.Oft
0.0
PASS
0.0 ft
+1.20D+0.50L+0.50S
1.000
0.206
0.4665
PASS
O.Oft
0.0
PASS
0.0 ft
+1.20D+0.50L+0.70S
1.000
0.206
0.5286
PASS
O.Oft
0.0
PASS
0.0 ft
+0.90D
1.000
0.206
0.2294
PASS
O.Oft
0.0
PASS
0.0 ft
OVA.. %JIOUII 09 „000UIdWb Hroject I itie: NHD 3012 -AD
2453 Bethel Avenue Enoineer: Project ID: 9871 -17
(360) 876 -2284 Project Descr: SFR
Printed: 4 MAY 2017, 4:20PM
Description : Second Floor Southwest Beam Support Post [2 -9]
MaArhurn Roadlow-1 — Note: Only non -zero reactions are listed.
X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+D+L
6.046
+D+Lr
11.466
+D +S
12.886
+D+0.750Lr+0.750L
10.231
+D+0.750L+0.750S
11.296
+0.60D
3.484
Lr Only
5.660
L Only
0.240
S Only
7.080
. ^ ° °.. 41W rrolect i me: INNU JW Z -AU
2453 Bethel Avenue Engineer: Project ID: 9871 -17
(360) 876 -2284 Project Descr: SFR
Description
Garage Beam Support Pad [1 -1]
Code: References-' -
_ --
M -u =
k -ft
Calculations per ACI 318 -14, IBC 2015, CBC 2016, ASCE 7 -10
k
V -z =
Load Combinations Used: IBC 2015
General; Information
Material Properties
Soil Design Values
f : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
2,850.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil /Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
Analysis Settings
0.750
Increases based on footing Depth
Min Steel % Bending Reinf.
_
Footing base depth below soil surface —
Allow press. increase per foot of depth
ft
ksf
Min Allow %Temp Reinf.
= 0.00180
when footing base is below
ft
Min. Overturning Safety Factor
= 1.0:1
Min. Sliding Safety Factor
= 1.0 :1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
Yes
when max. length or width is greater than
Use Pedestal wt for stability, mom & shear
No
ft
D�rnensons r . ,
Width parallel to X -X Axis =
2.50 ft
Length parallel to Z Z Axis =
2.50 ft
Z
Footing Thickness =
6.0 inp^
L
Pedestal dimensions...
px : parallel to X -X Axis = 3.50 in
pz : parallel to Z -Z Axis = 5.50 in
Height = 22.50 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X -X Axis
Number of Bars
Reinforcing Bar Size
Bars parallel to Z -Z Axis
Number of Bars
Reinforcing Bar Size
2.0
_ # 4
2.0
# 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation n/a
# Bars required within zone n/a = -
# Bars required on each side of zone n/a X.X Smdon LooWng to +Z Zd section U.W, WtX
Applied Loads
D Lr L S W E H
P : Column Load = 3.160 0.660 4.140 0.820 0.870 k
OB : Overburden = ksf
M -xx =
k -ft
M -u =
k -ft
V -x =
k
V -z =
k
2453 Bethel Avenue
(360) 876 -2284
Description : Garage Beam Support Pad [1 -1]
rrujum i me: INNU 3U1 L -AU
Engineer: Proiect ID: 9871 -17
Project Descr: SFR
4 riAY 2017, 211 PFA
D. ESIGN SUMOMY - - - - Design O
Min. Ratio Item Applied Capacity Governing Load Combination
rraa
U.tt;J47
Soil Bearing
1.252 ksf
1.50 ksf
+D+0.750L+0.750S+0.5250E about Z -Z a
PASS
n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overtuming
PASS
n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z Z
0.0 k
0.0 k
No Sliding
PASS
3.560
Uplift
0.6090 k
2.168 k
+0.60D40.70E
PASS
0.5235
Z Flexure ( +X)
1.060 k -ft
2.024 k -ft
+1.20D +1.60L+0.50S
PASS
0.5235
Z Flexure ( -X)
1.060 k -ft
2.024 k -ft
+1.20D +1.60L+0.50S
PASS
0.4474
X Flexure ( +Z)
0.9058 k -ft
2.024 k -ft
+1.20D +1.60L+0.50S
PASS
0.4474
X Flexure ( -Z)
0.9058 k -ft
2.024 k -ft
+1.20D+1.60L+0.50S
PASS
0.5636
1 -way Shear ( +X)
42.271 psi
75.0 psi
+1.20D +1.60L+0.50S
PASS
0.5636
1 -way Shear ( -X)
42.271 psi
75.0 psi
+1.20D +1.60L+0.50S
PASS
0.5099
1 -way Shear ( +Z)
38.245 psi
75.0 psi
+1.20D +1.60L+0.50S
PASS
0.5099
1 -way Shear ( -Z)
38.245 psi
75.0 psi
+1.20D +1.60L+0.50S
PASS
0.7488
2 -way Punching
112.319 psi
150.0 psi
+1.20D +1.60L+0.50S
- -- rtuJcoL i iuc• rinu 3u I z-Hu
2453 Bethel Avenue Engineer: Project ID: 9871 -17
(360) 876 -2284 Project Descr: SFR
Primed: 4 MAY 2017, 4:20PM
Description : Girder Truss Support Pad [1 -2]
Code-References
-
- -
- -_
Calculations per ACI 318 -14, IBC 2015, CBC 2016, ASCE 7 -10
# 4
Bars parallel to Z -Z Axis
Load Combinations Used: IBC 2015
Number of Bars =
2.0
Reinforcing Bar Size =
General information ;
I3andvddth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Material Properties
# Bars required within zone
Soil Design Values
# Bars required on each side of zone
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
60.0 ksi
2,850.0 ksi
Increase Bearing By Footing Weight =
Soil Passive Resistance (for Sliding) =
No
250.0 pcf
Concrete Density =
145.0 pcf
Soil /Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
Analysis Settings
0.750
Increases based on footing Depth
Min Steel % Bending Reinf.
Footing base depth below soil surface =
ft
Min Allow % Temp Reinf.
= 0.00180
Allow press. increase per, foot of depth =
when footing base is below =
ksf
ft
Min. Overturning Safety Factor
= 1.0:1
Min. Sliding Safety Factor
= 1.0 ;1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
Use Pedestal wt for stability, mom & shear
No
-
ft
Dimensions,
Width parallel to X -X Axis =
2.50 ft
Length parallel to Z -Z Axis =
2.50 It
Z
Footing Thickness =
6.0 in
Pedestal dimensions...
px : parallel to X -X Axis = 3.50 in
pz : parallel to Z -Z Axis _ 3.50 in
Height - 22.50 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X -X Axis
Number of Bars =
2.0
Reinforcing Bar Size =
# 4
Bars parallel to Z -Z Axis
Number of Bars =
2.0
Reinforcing Bar Size =
# 4
I3andvddth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads .
X- % Section L.Mm to iZ
Z -Z Section LoOWM to *X
D Lr L S W E H
P: Column Load = 2.754 3.240 4.049 k
OB : Overburden = ksf
M -xx =
M -zz k -ft
= k -ft
V -x = k
V -z - k
2453 Bethel Avenue4LW
(360) 876 -2284
Description : Girder Truss Support Pad [1 -2]
rroject t me: INIHU 3U'I L -AU
Engineer: Proiect ID: 9871 -17
Project Descr. SFR
Printed: 4 MAY 2017, 4:20mi
DESIGN SUMMARY ' . -- Design
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.7740
Soi! Bearing
1.161 ksf
1.50 ksf
-D +S about Z -Z axis
PASS
n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z -Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.4712
Z Flexure ( +X)
0.9539 k -ft
2.024 k -ft
+1.20D +1.60S
PASS
0.4712
Z Flexure ( -X)
0.9539 k -ft
2.024 k -ft
+1.20D +1.60S
PASS
0.4712
X Flexure ( +Z)
0.9539 k -ft
2.024 k -ft
+1.20D +1.60S
PASS
0.4712
X Flexure ( -Z)
0.9539 k -ft
2.024 k -ft
+1.20D +1.60S
PASS
0.5073
1 -way Shear ( +X)
38.046 psi
75.0 psi
+1.20D +1.60S
PASS
0.5073
1 -way Shear (-X)
38.046 psi
75.0 psi
+1.20D +1.60S
PASS
0.5073
1 -way Shear (+Z)
38.046 psi
75.0 psi
+1.20D +1.60S
PASS
0.5073
1 -way Shear ( -Z)
38.046 psi
75.0 psi
+1.20D +1.60S
PASS
0.7906
2 -way Punching
118.597 psi
150.0 psi
+1.20D +1.60S
2453 Bethel Avenue
(360) 876 -2284
Description
Girder Truss Support Pad [1 -3]
Code - References
rrolect i itle:
Engineer:
Project Descr:
NHD 3U12 -AD
SFR
Project ID: 9871 -17
Primed: WAY2017. 4:30PM
Calculations per ACI 318 -14, IBC 2015, CBC 2016, ASCE 7 -10
Number of Bars =
Load Combinations Used: IBC 2015
Reinforcing Bar Size =
# 4
Bars parallel to Z -Z Axis
Generallnformation
Number of Bars =
3
Reinforcing Bar Size =
Material Properties
Bandwidth Distribution Check (ACI 15.4.4.2)
Soil Design Values
Direction Requiring Closer Separation
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
60.0 ksi
2,850.0 ksi
Increase Bearing By Footing Weight =
Soil Passive Resistance (for Sliding) =
No
250.0 pd
Concrete Density =
145.0 pcf
Soil /Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
Analysis Settings
0.750
Increases based on footing Depth
Min Steel % Bending Reinf.
=
Footing base depth below soil surface =
ft
Min Allow % Temp Reinf.
= 0.00180
Allow press. increase per foot of depth =
when footing base is below =
ksf
ft
Min. Overturning Safety Factor
= 1.0 ;1
Min. Sliding Safety Factor
= 1.0 :1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
Use Pedestal wt for stability, mom & shear
No
-
ft
Dimensions
Width parallel to X -X Axis =
3.250 It
Length parallel to Z -Z Axis =
3.250 It
Z
Footing Thickness =
8.0 in
F —I
—
Pedestal dimensions...
px : parallel to X -X Axis = 3.50 in
pz : parallel to Z -Z Axis = 3.50 in
Height = 0.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 4.0 in
Remforping
Bars parallel to X -X Axis
Number of Bars =
3
Reinforcing Bar Size =
# 4
Bars parallel to Z -Z Axis
Number of Bars =
3
Reinforcing Bar Size =
# 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
X•x section Looking ro +z Z-7.
section Looking to X
D Lr L S W E H
P: Column Load = 5.806 5.660 0.240 7.080 k
OB : Overburden =
ksf
ivi -xx =
M -zz = k -ft
k -ft
V -x = k
V -z =
2453 Bethel Avenue Engineer:y u Jv Project ID: 9871 -17
(360) 876 -2284 Project Descr: SFR
Nn!ed: 4 F.fAY 2017. 4:30RA
Description: Girder Truss Support Pad [1 -3]
DESIGN SUMMARY Design •
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.8780
Soil Bearing
1.317 ksf
1.50 ksf
+D +S about Z -Z axis
PASS
n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z -Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.6068
Z Flexure ( +X)
1.907 k -ft
3.143 k -ft
+1.20D+0.50L +1.60S
PASS
0.6068
Z Flexure ( -X)
1.907 k -ft
3.143 k -ft
+1.20D+0.50L +1.605
PASS
0.6068
X Flexure ( +Z)
1.907 k ft
3.143 k -ft
+1.20D+0.50L +1.60S
PASS
0.6068
X Flexure ( -Z)
1.907 k -ft
3.143 k -ft
+1.20D+0.50L +1.60S
PASS
0.5509
1 -way Shear ( +X)
41.316 psi
75.0 psi
+1.20D+0.50L +1.60S
PASS
0.5509
1 -way Shear ( -X)
41.316 psi
75.0 psi
+1.20D+0.50L +1.60S
PASS
0.5509
1 -way Shear ( +Z)
41.316 psi
75.0 psi
+1.20D+0.50L +1.60S
PASS
0.5509
1 -way Shear ( -Z)
41.316 psi
75.0 psi
+1.20D+0.50L +1.60S
PASS
0.9821
2 -way Punching
147.322 psi
150.0 psi
+1.20D+0.50L +1.60S