REVIEWED RESUB1 BLD2021-0801+Structural_Analysis_or_Calculations+12.20.2021_1.24.18_PM+2583179Page 1 of 11
Structural Calculations
Whitney Carport
729 Edmonds St
Edmonds, WA
12/15/2021
Page(s) Contents
2 Reference Codes & Standards
3-11 Structural Analysis
CV
O
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The engineers seal and signature above indicates that the engineer of record assumes full
responsibility for the subject structure. Structural drawings S1 through S2 have been signed
and sealed by the engineer of record and represents a required element of the building
specifications. This structure was engineered per the 2018 IBC/IRC requirements.
Note: This structure meets BOTH the 2015 IBC/IRC and the 2018/2015 from a structural
standpoint.
Notes, Disclaimers:
• Bradley Engineering, Inc. takes no responsibility for items not specifically addressed within this report set.
• This report is valid only for the specific project shown above and herein.
BRADLEY
ENGINEERING, INC.
811 Yew St.
Bellingham, WA 98229
Ph. (360) 752-5795
Page 2 of 11
REFERENCE CODES & STANDARDS L�-c FtiG
ti
International Residential Code, IRC 2018
Washington State Building Code, SBC 2018 --��
National Design Specification for Wood Construction, NDS 2018
Building Code Requirements for Structural Concrete, ACI 318-19
Minimum Design Loads for Buildings and Other Structures, ASCE 7-16
Steel Construction Manual, 15th Edition, AISC 2015
North American Standard for Cold -Formed Steel Structural Framing, AISI 2015 Ed.
TABLE 1: LATERAL DESIGN CRITERIA
Design Parameter
Value
Source
Seismic Design Category
DI
IBC 1613
Risk Category
II
IBC Table 1604.5
Wind Exposure Category
B
IBC 1609.4.3
Basic Wind Speed
110 mph
IBC Figure 1609.3(1)
Design Wind Load
16.00 psf
ASCE 7-10 28.6-1
TABLE 2: VERTICAL DESIGN CRITERIA
Load Source
Live Load
Dead Load
Roof Diaphragm
20 psf
15 psf
Floor Diaphragm
40 psf
12 psf
Decks & Balconies
60 psf
10 psf
Ground Snow Load
25 psf
-
Roof Snow Load
25 psf
-
Exterior Wall
-
12 psf
Interior Wall
-
10 psf
Interior Partition
-
8 psf
TABLE 3: DEFLECTION LIMITS
Structural Member
Live
Snow
Live + Dead
Roof (plaster ceiling)
L/360
L/360
L/240
Roof (non -plaster ceiling)
L/240
L/240
L/180
Roof (not supporting ceiling)
L/180
L/180
L/120
Floor Members
L/360
-
L/240
Horizontal Deflection (any case)
-
-
L/200
Farm Buildings & Greenhouses
-
-
L/180
Long Spans (>20 feet)
-
-
L/480
Sliding Glass Doors
-
-
L/600 II
Note: The above minimum deflection limits are based on the 2018 IRC Table R301.7.
Higher deflection values may be used at the engineer's discretion to improve performance
Page 3 of 11
SCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address:
729 Edmonds St
Edmonds, Washington
98020
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 88.31 ft (NAVD 88)
Risk Category: II Latitude: 47.812346
Soil Class: D - Default (see Longitude:-122.371357
Section 11.4.3)
r'. , -.. r I I.
-
K L
tlell tit G
Edmonds
A ruin s< Sha
.` EAruer�on l rMk
I,smna center
ro plc }Vay
L_
_I
lnl nLd
Wind
Results:
Wind Speed
98 Vmph
10-year MRI
67 Vmph
25-year MRI
74 Vmph
50-year MRI
78 Vmph
100-year MRI
83 Vmph
Q, L,I i,�:•:
I :I,
..•:.ICI'=
I
I i
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Wed Dec 15 2021
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtool.online/ Page 1 of 3 Wed Dec 15 2021
Page 4 of 11
-ASCE®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss :
1.287
Sol
N/A
S,
0.453
TL
6
Fa
1.2
PGA:
0.548
FV
N/A
PGA M :
0.657
SMs :
1.545
FPGA
1.2
SM1
N/A
le
1
SIDS
1.03
Cv
1.357
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Wed Dec 15 2021
Date Source:
USGS Seismic Design
Maps
https://asce7hazardtool.online/ Page 2 of 3 Wed Dec 15 2021
Page 5 of 11
-ASCE®
AMERICAN SOCIUY OF CIVIL ENGINEERS
Snow
Results:
Elevation:
Data Source:
Date Accessed: Wed Dec 15 2021
In "Case Study" areas, site -specific case studies are required to establish ground snow loads. Extreme local
variations in ground snow loads in these areas preclude mapping at this scale.
Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data
available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year
mean recurrence interval).
Site is outside ASCE/SEI 7-16, Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load
Analysis for Washington, 2nd Ed. (1995). Structural Engineers Association of Washington, Seattle, WA.
Statutory requirements of the Authority Having Jurisdiction are not included
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Wed Dec 15 2021
Page 6 of 11
Lateral Analysis
Address: 729 Edmonds St
Edmonds, WA
Wind Analysis - Calculation of Wind Loads
Inputs
Wind Speed, V
110 mph
Height, H
7.25 feet
Roof Angle
9.5 degrees
Exposure Category
B
Horizontal Pressure Zone
A
ASD Load Comb. Factor, PAS,
0.6
Topographic Factor, Kzt
1
Risk Category
II
Date: 12/15/2021
S/W User: T. Hruby
Risk Category:
Low risk to human life in event of failure
II
Most small residential structures
III
Substantial risk to human life in event of failure
IV
Crucial to human life
Horizontal
Pressure Zone:
A
End zone of wall
B
End zone of roof
C
Interior zone of wall
D
Interior zone of roof
Exposure Category:
B Areas closely surrounded by obstructions
C Open terrain and scattered obstructions
D Flat unobstructed areas or close to large body of water
Calculate A (ASCE 7-16 Figure 27.3.1)
Height (ft)
Exposure B
Exposure C
Exposure D
0
1.00
1.21
1.47
15
1.00
1.21
1.47
20
1.00
1.29
1.55
25
1.00
1.35
1.61
30
1.00
1.40
1.66
35
1.05
1.45
1.70
40
1.09
1.49
1.74
45
1.12
1.53
1.78
50
1.16
1.56
1.81
55
1.19
1.59
1.84
60
1.22
1.62
1.87
Calculate simplified design wind pressure
PDesign = 11 * Kzt * PS30A = 21.36 psf
Reference ASCE 7-16, Chapter 26
Calculate Ps30 (ASCE 7-16 Figure 28.6-1. V = 110 mph)
Roof Angle
Zone A
Zone B
Zone C
Zone D
0
19.2
-10
12.7
-5.9
5
19.2
-10
12.7
-5.9
10
21.6
-9
14.4
-5.2
15
24.1
-8
16
-4.6
20
26.6
-7
17.7
-3.9
25
24.1
3.9
17.4
4.0
30
21.6
14.8
17.2
11.8
60
21.6
14.8
17.2
11.8
Ps30A = 21.36 psf
Use ASD Load Combination 7
7. 0.6D + 0.6W
Apply ASD Load Combination Factor
Paso = 0.6 P= PASD *PDesign = 12.82 psf
Design wind pressure shall not be less than 16 psf. (2015 IBC 1609.6.3)
P = 16.00 psf
Page 7 of 11
Seismic Analysis
Address: 729 Edmonds St Date: #########
S/W User: T. Hruby
Calculation of Seismic Loads
ASCE 7-10 12.14.8 Simplified Lateral Force Analysis Procedure:
An equivalent lateral force analysis shall consist of the application of equivalent static lateral forces to a linear mathematical
model of the structure. The lateral forces applied in each direction shall sum to a total seismic base shear given by Section
12.14.8.1 and shall be distributed vertically in accordance with Section 12.14.8.2. For the purpose of analysis, the structure
shall be considered fixed at the base.
Inputs
Seismic Category
D
Number of Stories
One Story
Risk Category
II
Structure Type
Light -Frame Wood -Sheathed Walls
Soil Type
Stiff Soil, D (typical)
Base Snow Load *
30 psf
Ss **
1.096 g
F*Sos*W
V= R ( ASCE 7 — 10, 12.14 — 11)
Calculations
Fa, Acceleration -based Site Coefficient
1.4
F, Structure Height Coefficient
1
R, Response Modification Coefficient
6.5
S DS, Seismic Design Parameter
1.023 g
Seismic Snow Load*
0 psf
2*Fa*Ss
SpS = ,, (ASCE 7 — 10,12.14.8.1)
* Snow load required to be in seismic calculation if snow load is > 30 psf. Snow load analysis for Washington, 2nd ed. by
Structural Engineers Association of Washington recommends using 25% of base snow load to be used in seismic calculations
due to statistical probability theory.
** Seismic design parameter Ss is determined from U.S. Seismic Design Maps (link below)
https://earthquake.usgs.gov/designmaps/us/application.php?
Dead Loads to Roof Diaphragm
Load Source
Load (psf)
L (ft)
W (ft)
A (sq ft)
DL (Ibs)
Roof
15
500
7500
Roof -Snow
25
500
12500
Comparison of Wind and Seismic Forces
Direction
North/South
East/West
Wind tributary length, ft
7.25
7.25
Wind tributary height, ft
9.5
11
Wind tributary area, sq ft
68.875
79.75
Wind Pressure, psf
16.00
16.00
Design wind load, lb
1102
1276
Design seismic Load, lb
3147
3147.5
Governed by:
Seismic
Seismic
Roof Sesmic Loads
Roof Weight, Wr 20000 Ibs
Roof Shear, Vr 3147.5 Ibs
Therefore, Seismic loads govern lateral analysis
for North/South resisting walls.
Furthermore, Seismic loads govern lateral
analysis for East/West resisting walls.
Page 8 of 11
Seismic Analysis - Calculation of Shear Wall Loads
Wall Location: First Story
Description: E&W Walls
Shear Wall Calculations
Story Shear, Vtot = 3147 lb Load resisted by first story walls
Fp = Lp *300plf= 0 lb Load resisted by prescriptive/interior walls
FS = Vtot - Fp = 3147 lb Load resisted by shear walls
PLFShear = Fa/Ls 177 plf Shear Wall Load (pounds per length foot)
Resisting Shear Wall (ft) Shear Wall Case 11
Shear Wall, Lx 7.75 ft Case 1: Conventional O.K. PLF . 300
10 ft Case 2: SW4 & HDU2's 300 < PLF 685
0 Case 3: SW5 or SW8 & HDU2's 685 < PLF 980
0 Case 4: SW5 & HDU8's 980 < PLF 1400
0 Case 5: Other sheathing methods required 1400 < PLF - 2435
0 Case 6: Shear capacity for double sided wall exceeded 2435 < PLF
0
0 Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in
LS = E Lx 17.8 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If
Pres. Wall, LP 0 requirements are not met portal framing methods can be used.
Summary: East & West walls are Case 1, adequately braced by conventional sheathing. No special
shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally
adequate to resist the tributary lateral loads imposed on them without additional lateral resistance
provided by shearwalls and hold-downs/strap-ties, etc.
Page 9 of 11
Lateral Restraint Panel
LRP Location: Garage Door Opening
Description: Lateral Due to Seismic
Seismic Force
P = 16.00 psf Wind Pressure from Wind Analysis page 1
Fseis = 3147 Ibs Roof Shear From Pg. 2 of Lateral Analysis
The APA portal -frame design described in APA TT-10OF can be used in engineered
applications which require shear transfer via moment resisting frame. Cyclic testing has been
conducted on the APA portal -frame design (APA 2012). Recommended design values for
engineered use of the portal frames are provided in Table 1. Design values are derived from
the cyclic test data using a rational procedure that considers both strength and stiffness.
Aspect ratio requirements of the IRC/IBC do not apply to the wall seqments of the APA
Table 1: Design Values for APA Portal Frame
Width (inches)
Height (ft)
Ultimate Load (Ibs)
ASD Design Value (Ibs)
16
8
2,780
1,000
10
2,180
600
24
8
4,720
1,700
10
3,630
1,000
Calculate Force Resisted by LRP
Width of Panel
Height of Panel
18 inches
7 feet
Number of Panels 2 panels (2 typical)
Panels sheathed on both sides? Yes
First interpolation, height = 8' 1175 pounds per 8' frame
First interpolation, height = 10' 700 pounds per 10' frame
Second Interpolation, Design Load 1412.5 pounds per design frame
Load Resisted by LRP, FLRP 5650 pounds total
Check if Fwind < FcRP Yes
Summary: Garage Door Walls are adequately restrained by Lateral Restraint Panel per APA Portal
Frame Guide. Install lateral restraint panel per detail 'E', S1. Install 7/16" OSB on both sides of wall
with 8d nails at 3" O.C. in all framing. Extend sheathing completely over header. Use (1) Simpson
HDU2 connected to double studs on each side of portal frame.
Page 10 of 11
Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 CANS RUCTIONCALC
Important: Top and bolkxn trust be laterally supported at supports and at 4-h max Intervals. Dynamo loading not considered. Corrolant with 2018 IBC.
Al designs should be checked by a competent professional. Al users shall corroy with State Engineering Law. Injury and I or death can reauh from improper use of this product.
Job Name: Whitney Carport
Beam I.D.: Garage Door Header
Other Info.:
Main Span, L = 16.00 ft
Main Span Max. Allowed Live Defl: L / 360 o.11In
Main Span Max. Allowed Total Defl: L / 360 = os0 n
Cantilever (Overhang) Exists? No
Pitch if Sloped:
Load Duration u."00
Loads From Continuous Member? Np
r�K etio
0¢P� �eea'tic
Load and Span Diagram (root To scale. Pitch, lfany, not shown)
150
100
50
0
2 4 6 8 10 12 14 13 18
-50
-100
-150 _
Add Self Wt.? yes O No For Wood and Press Treated? Wet Cord? Temp Cord.
Sawn Member Repetitive Use? rvo Glul-amsOnly: Nptgesstrvatad ® 100dog F$Ie0
Uniform Loads Over Full Length of Member
Allow Live Load Red'n?
Roof Loads (not including snow)
Roof Snow (only)
Deck Loads
Floor 2 Loads
Floor Loads
Wall Dead Load
Other'psf load and trib. width
Additional'plf Unif. Live Loads.
Additional'plf Un'rf. Dead Loads.
Roof pitch for U. Red'n Beam type for U. Load Subtotals
Red'n Total Adjusted Uniform Loads
0.0:12 A,-d-beams Combined Total Uniform Load
4x And Smaller (Lumber)
Lumber Material
Douglas fir-lamh(North)
Lumber Grade
No.1/No.2
Acceptable Solutions
(4)2x 10
(2)2x 12
3x14
List properties for what
(3) 2 x 10
4 x 10
size lumber?
4 x 12
Fb=1020 Fv=180 Fcp=625 E=1600000 Sff W1=8.12
Glued Laminated Members (GLB)
Glulam Grade
24F.v4(DFiDf)
Acceptable Solutions
3 1/8" x 9 1/2"
5 1/2" x 9"
3 1/2" x 9"
6 3/4" x 7 1/2"
5 1/8" x 9"
8 3/4" x 9"
List properties for what
size glulam?
e,a• x 17"
Fb=2400 Fv=265 Fcp=650 E=1800000 Fb1=1850 Self Wl=36.4
2.0E Microllam LVL - Illil plv
List properties for what
13/4" x 11-7/8" (3) 13/4" x 9-1/2"
size LVL?
(2) 13/4" x 9-1/2" (4) 13/4" x 7-1/4"
(2) 1-314- x 11-Tyr
Fb=2600 Fv=285 Fcp=750 E=2000000 Slf W1=7.4
2.0E Microllam LVL
List properties for what
13/4" x 11-7/8"
size LVL?
3-1/2" x 9-1/2" 7" x 7-1/4"
3-Uz' xn-rye-
Fb=2600 Fv=285 Fcp=750 E=2000000 Slf W1=7.4
Final Member s-wand
Material
Grade
Tributary Uniform Live
Reduced Live Uniform De.
Load, of. Load, plf.
- 45.0 Ibttt
75.0 Wit -
75.0 Ib/ft 75.0 Wit 45.0 Ib/ft
W, = 75.0 Ib/ft ` ID = 45.0 Ib/ft
`Nu = 120.0 Ib/fl
5x And Larger (Timbers)
Douglas fir - Larch (North)
No. 1
Acceptable Solutions
6x10
List properties I - I I Slf W1=15.51
for what size? 6x 1z Fb=1300 Fv=170 Fcp=625 E=1600000
2.2E Parallam PSL
3-1/2" x 9-1/4" 7" x 9-1/4"
5-1/4" x 9-1/4"
Sff Wt= 18.5
List properties
for what size? 7•x1t-t/a- Fb=2900 Fv=290 Fcp=750 E=2000000
Web
Stiffeners?
11.7/8" TJI/ L65
-
16" TJI / L65
-
16" TJI / L90
11-7/8" TJI 230
14" TJI H90
11-7/8" TJI 360
11-7/8" TJI 560
List properties 1.3/4" x 11.7/8" (3) 13/4" x 9-1/2"
for what size? 3-1/2" x
(3)1-3l4- xle Fb=2325 Fv=310 Fcp=800 E=1550000
Final Member Results
Final Member: 4 x 12, Douglas Fir-
Bending Overdesign: 38.4%
Material Library choose Frarn mseeeofeeam type
Larch (North), No. 1 / No. 2
Shear Overdesign: 415.2%
Final Size: axu
Deflection Overdesign: 85.1 %
Min. Bearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right)
Use Conditions Selected:
Bearing / Buckling Overdsgn: N/A
Final member OK by: 38.4%
Vert Diff (approx): 0.00 ft True Length (approx):
Actual Member Size: 3.50" x 11.25" 16.00 ft
Controlling criteria is: Bending
Reactions
Final Member Additional
Information Location Live Case
Bracino Pedd For
Full Strenam:
Maximums R, - Le fl R, - Riaht
Max. Positive Moment:
4,156 fl-lb 8.00 ft Main Span
Live Load: 600 lb 600 lb
Lateral bracing
Max. Negative Moment:
0 ft-lb 0.00 ft Main Span
Max Design Shear:
917 lb 0.00 ft Main Span
Dead Load: 439 lb 439 lb
Main Span Max. Downward
Deflection (Live / Total)
0.166" / 0.288" 8.00' / 8.00, Main/Main
Total Load: 1,039 lb 1,039 lb
Live Case Causing Max N/A N/A
Main Span Max. Upward Deflection
(Live / Total)
0.000"/0.0001, 0.001/0.00, Main/Main
Minimums R, - Le fl R, - Riahl
Cant. Down. Defl. (Live / Total):
N/A N/A N/A
nc:
Live Load: 0 lb 0 lb
Cant. U . Defl. Live / Total):
N/A N/A N/A
h
0.6 or 1.0 Dead: 263 lb 263 lb
Req'd El, Not Incl. Self Wt.:
3.318E+08 Actual El: 6.64E+080%
Net Reaction 216 lb 216 lb
IAII-d
Live Case Causing Min N/A N/A
Approx. Self Weight:
9.87 plf Approx. Tot. Wt.: 158 lb
ent:Min.
Calc'd Beari Le ths:
= 0.47 in Left = 0.47 in Ri ht
fl-Ila
Garage Door Header
Page 11 of 11
Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 CANS RUCTIONCALC
Important: Top and bolkxn trust be laterally supported at support and at Oft max Intervals. Dynamo loading not considered. Corrolant with 2018 IBC.
Al designs should be checked by a competent professional. Al users shall corroy with State Engineering Law. Injury and / a death can resuh from improper use of this product.
Job Name: Whitney Carport
Beam I.D.: Window Header
Other Info.:
Main Span, L
Main Span Max. Allowed Live Defl: L / 360 0.13In
Main Span Max. Allowed Total Defl: L / 360 = 0.13 in
Cantilever (Overhang) Exists? No
Pitch if Sloped:
Load Duration 01e; 1,4D
Loads From Continuous Member? No
r�K etio
0¢P� �eea'tic
Load and Span Diagram (root To scale. Pitch, lfany, not shown)
500
400
300
c 200
v 100
0
� 0
-100 0.5 1 1.5 2 2.5 3 3.5 4.5
-200 _
Add Self Wt.? yes O No For Wood and Press Treated? Wet Cord? Temp Cord.
Sawn Member Repetitive Use? rvo Glul-amsOnly: Nptgesstrratad ® 100dog F$Ie0
Uniform Loads Over Full Length of Member
Allow Live Load Red'n?
Roof Loads (not including snow)
Roof Snow (only)
Deck Loads
Floor 2 Loads
Floor Loads
Wall Dead Load
Other'psf load and trib. width
Additional'plf Unif. Live Loads.
Additional'plf Un'rf. Dead Loads.
Roof pitch for U. Red'n Beam type for U. Load Subtotals
Red'n Total Adjusted Uniform Loads
0.0:12 Nlprhertxeams Combined Total Uniform Load
4x And Smaller (Lumber)
Lumber Material Dcuglasfir-L-In(North) 1 ITimberMaterial
o. Lumber Grade NI /No.2 � Timber Grade
Acceptable Solutions
List properties for what
size lumber? 4 x 12
Fb=1020 Fv=180 Fcp=625 E=1600000 Sff W1=8.12
Glued Laminated Members (GLB)
Glulam Grade 24F-v4(DF/DF)
Acceptable Solutions
2x8
(4)2x4
(2)2x6
3x6
(3)2x4
4x6
3 1/8"
x 6"
5 1/2" x 6"
3 1/2"
x 6"
6 3/4" x 7 1/2"
5 1/8"
x 6"
8 3/4" x 9"
List properties for what
size glulam.
g 1a•• x 11 71r
Fb=2400 Fv=265 Fcp=650 E=1800000 Fb1=1850 Self Wl=36.4
2.0E Microllam LVL - Illil plv
List properties for what
13/4" x 5-1/2" (3) 13/4" x 5-1/2"
size LVL?
(2) 13/4" x 5-1/2" (4) 13/4" x 5-1/2"
(2) 1-314• x 11-TM
Fb=2600 Fv=285 Fcp=750 E=2000000 Slf W1=7.4
2.0E Microllam LVL
List pro perties for what
13/4" x 5-1/2"
size LVL?
3-1/2" x 5-1/2" 7" x 5-1/2"
3.1/2• -11-71 -
Fb=2600 Fv=285 Fcp=750 E=2000000 Slf W1=7.4
Final Member sawn wood
Tributary Uniform Live
Reduced Live Uniform Dear
Load, off. Load, plf.
- 162.5 lb/ft
270.8 Wit -
270.8 Ib/ft 270.8 lb/ft 162.5 Ib/ft
WL = 270.8 Ib/fl WID = 162.5 Ib/ft
`Nu = 433.2 Ib/fl
5x And Larger (Timbers)
Douglas fir - Larch (North)
N. 1
Acceptable Solutions
List properties I - I I Slf W1=15.51
for what size? 6x 1z Fb=1300 Fv=170 Fcp=625 E=1600000
2.2E Parallam PSL
3-1/2" x 9-1/4" 7" x 9-1/4"
5-1/4" x 9-1/4"
Sff Wt= 18.5
List properties
for what size? 7•x1t-t/4• Fb=2900 Fv=290 Fcp=750 E=2000000
Web 11.7/8" TJI/ L65 9-1/2" TJI 110
Stiffeners? 16" TJI / L65 9-1/2" TJI 210
16" TJI / L90 9-1/2" TJI 230
14" TJI H90 11-7/8" TJI 360
List properties 1.3/4" x 9.1/2" (3) 13/4" x 9-1/2"
for what size? 3-1/2" x 9-1/2"
(3)1-V4• x 1w Fb=2325 Fv=310 Fcp=800 E=1550000
Final Member Results
Final Member: 4 x 6, Douglas Fir- Bending Overdesign: 85.5%
Material Library Chome Fmm Nl Bssesol Seem type Larch (North), No. 1 / No. 2 Shear Overdesign: 242.1%
Final Size: 4.e
Min. Bearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right) Use Conditions Selected:
Vert Diff (approx): 0.00 ft True Length (approx):
Actual Member Size: 3.50" x 5.50" 4.00 ft
Reactions
Maximums
R, - Le fl
R, - Riaht
Live Load:
542 lb
542 lb
Dead Load:
335 lb
335 lb
Total Load:
876 lb
876 lb
Live Case Causing Max
N/A
N/A
Minimums
R, - Le fl
R, - Riohl
Live Load:
0 lb
0 lb
0.6 or 1.0 Dead :
201 lb
201 lb
Net Reaction
195 lb
195 lb
Live Case Causing Min
N/A
NIA
Max. Positive
Max. Neaalive
Deflection Overdesign: 310.3%
Bearing / Buckling Overdsgn: N/A
Final member OK by: 85.5%
Controlling criteria is: Bending
formation Location Live Case Bracing ReaY
76 ft-lb 2.00 ft Main Span Full so-enam:
ft-lb 0.00 ft Main Span #N/A
Main Span Max. Downward
0.020" / 0.032" 2.00' / 2.00, Main/Main
Deflection (Live / Total)
Main Span Max. Upward Deflection
0.000"/0.000" 0.00'/0.00' Main/Main
(Live / Total)
Cant. Down. Defl. (Live / Total):
N/A N/A NIA
w/o Md-Bracina:
Cant. Up. Defl. Live / Total):
N/A N/A N/A
Bending Radon:
Req'd El, Not Incl. Self Wt,
1.871E+07 Actual El: 7.76E+07
#N/A
Approx. Self Weight:
4.82 plf Approx. Tot. Wt.: 19 lb
Allowed Moment:
Min. Calc'd BearingLengths:
= 0.40 in Left = 0.40 in (Right)
#N/A
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