2021.0383.BP0027 Wyndstone Garages Calcs 5.21.20ENGINEERING CALCULATION5
For:
C � E Development
51te:
15025 Tahoma Blvd. 5E
Ye, lm, WA
Project:
Wynd5tone Garacje5
5.2 1 .2020
DATE: PROJECT NAME:
EXODUS ENGINEERING
e L LL� PHONE: (360) 345-I5GG
5.2 1 .2020 Wynd5tone Garages � 1��r LUKE@fXODU5ENGINEER.COM
Page 2 of 15
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 11.1Wyndstone Garages Lateral.wsw Feb. 27, 2020 08:53:41
B-1
2-1A-11-1Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s)
Level 1 of 1
Page 3 of 15
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 11.1
Wyndstone Garages Lateral.wsw Feb. 27, 2020 08:53:18
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Exodus Engineering
1321 Grand Ave
Centralia, WA 98531
DESIGN SETTINGS
Design Code
IBC 2015/AWC SDPWS 2015
Wind Standard
ASCE 7-10 Directional (All heights)
Seismic Standard
ASCE 7-10
Load Combinations
For Design (ASD)
0.70 Seismic
0.60 Wind
For Deflection (Strength)
1.00 Seismic
1.00 Wind
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
-
Temperature
Range
-
Moisture Content
Fabrication Service
19% <=19% 10% <=19%
Max Shearwall Offset [ft]
Plan
(within story)
4.00
Elevation
(between stories)
-
Maximum Height-to-width Ratio
Wood panels
Wind Seismic
Fiberboard Lumber
Wind Seismic
Gypsum
Blocked Unblocked
3.5 3.5 - - - - -
Ignore non-wood-panel shear resistance contribution...
Wind Seismic
when comb'd w/ wood panels Always
Collector forces based on...
Hold-downs Applied loads
Drag struts Applied loads
Shearwall Relative Rigidity: Wall capacity
Perforated shearwall Co factor: SDPWS Equation 4.3-5
Non-identical materials and construction on the shearline: Not allowed
Deflection Equation: 3-term from SDPWS 4.2-1
Drift limit for wind design: 1 / 500 story height
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-10 Directional (All heights)
Seismic
ASCE 7-10 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 110 mph
Exposure Exposure B
Enclosure Partly Enclosed
Structure Type Regular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 0ft Avg Air density: 0.0765 lb/cu ft
Flexible building, gust factor = 0.85
Spectral Response Acceleration
S1: 0.500g Ss: 1.250g
Fundamental Period E-W N-S
T Used 0.124s 0.124s
Approximate Ta 0.124s 0.124s
Maximum T 0.173s 0.173s
Response Factor R 6.50 6.50
Fa: 1.00 Fv: 1.50 Case 2 N-S loadsE-W loads
Eccentricity (ft)7.39 3.30
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 85 mph
1
Page 4 of 15
WoodWorks® Shearwalls Wyndstone Garages Lateral.wsw Feb. 27, 2020
08:53:18
Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in]
Ceiling 10.00 0.0
Level 1 1.00 0.0 9.00 4.0 4.5
Foundation 1.00
SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes
in in lbs/in in in
1 Ext Struct Sh OSB 24/0 3/8 -3 Vert 77500 6d Nail N 4 12 Y
2 Ext Struct Sh OSB 24/0 3/8 -3 Vert 77500 6d Nail N 6 12 Y
Legend:
Grp – Wall Design Group number, used to reference wall in other tables
Surf – Exterior or interior surface when applied to exterior wall
Ratng – Span rating, see SDPWS Table C4.2.2.2C
Thick – Nominal panel thickness
GU - Gypsum underlay thickness
Ply – Number of plies (or layers) in construction of plywood sheets
Or – Orientation of longer dimension of sheathing panels
Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B
Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for
GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw –
drywall screw
Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes).
Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1-
1/8”.
Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB.
Drywall screws: No. 6, 1-1/4” long.
5/8” gypsum sheathing can also use 6d cooler or GWB nail
Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity
Eg – Panel edge fastener spacing
Fd – Field spacing interior to panels
Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes – Notes below table legend which apply to sheathing side
FRAMING MATERIALS and STANDARD WALL by WALL GROUP
Wall Species Grade b d Spcg SG E Standard Wall
Grp in in in psi^6
1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40
2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
2
Page 5 of 15
WoodWorks® Shearwalls Wyndstone Garages Lateral.wsw Feb. 27, 2020
08:53:18
Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
HOLDDOWN DESIGN
Wind Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic).
Refer to Story Drift table in this report to verify this design criterion.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D).
3
Page 6 of 15
WoodWorks® Shearwalls Wyndstone Garages Lateral.wsw Feb. 27, 2020
08:53:18
Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 1
Ln1, Lev1 2^Both 82.4 - 1814 - 1.0 - 280 - 280 6160 0.29
Line 2
Ln2, Lev1 2^Both 82.4 - 1814 - 1.0 - 280 - 280 6160 0.29
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 - Both - - 722 - - - 420 - - 2625 -
Wall A-1 1 Both 115.5 - 722 - 1.0 - 420 - 420 2625 0.27
Line B
LnB, Lev1 2 Both 14.7 - 722 - 1.0 - 280 - 280 13790 0.05
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v - Design shear force = ASD factored shear force per unit FHS for critical wall segment
vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments
as per 4.3.4.3
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall.
Asp/Cub – Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS
4.3.3.2
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for
critical wall segment.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline or wall.
Crit Resp – Critical response = v/Cmb = design shear force/unit shear capacity for critical segment on wall. "S" indicates that the wind design
criterior was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
4
Page 7 of 15
WoodWorks® Shearwalls Wyndstone Garages Lateral.wsw Feb. 27, 2020
08:53:18
HOLD-DOWN DESIGN (flexible wind design)
Level 1 Tensile ASD
Line-Location [ft] Load Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 0.00 1 750 750 NO HOLD DO 900 0.83
1-1 R End 0.00 22.00 1 750 750 NO HOLD DO 900 0.83
Line 2
2-1 L End 49.50 0.00 1 750 750 NO HOLD DO 900 0.83
2-1 R End 49.50 22.00 1 750 750 NO HOLD DO 900 0.83
Line A
A-1 R Op 2 19.50 0.00 Min 1083 1083 N/A 20000 0.05
A-1 L Op 3 25.50 0.00 Min 1083 1083 N/A 20000 0.05
Line B
B-1 L End 0.00 22.00 Min 133 133 NO HOLD DO 900 0.15
B-1 R End 49.00 22.00 Min 133 133 NO HOLD DO 900 0.15
Legend:
Line-Wall:
At wall or opening – Shearline and wall number At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8
ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1
ASCE 7 Minimum loads (27.1.5 / 28.4.4)
Hold-down Forces:
Shear – Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is
used.
Dead – Dead load resisting component, factored for ASD by 0.60
Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used.
Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1
when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load
Notes:
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls
from SDPWS 4.3-9.
5
Page 8 of 15
WoodWorks® Shearwalls Wyndstone Garages Lateral.wsw Feb. 27, 2020
08:53:18
DRAG STRUT FORCES (flexible wind design)
Level 1 Drag Strut
Line- Position on Wall Location [ft]Load Force [lbs]
Wall or Opening X Y Case ---> <---
Line A
A-1 Right Opening 2 19.50 0.00 1 283 283
A-1 Left Opening 3 25.50 0.00 1 347 347
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise corner; Case A or B
Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline.
Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls)
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
6
Page 9 of 15
WoodWorks® Shearwalls Wyndstone Garages Lateral.wsw Feb. 27, 2020
08:53:18
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear [lbs]Diaphragm Force Fpx [lbs]
[lbs][sq.ft]E-W N-S E-W N-S
1 28350 1083.5 3635 3635 4725 4725
All 28350 - 3635 3635 - -
Legend:
Building mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12.
Storey shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11.
Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see
12.10.2.1 Exception 2.
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Automatically calculated according to ASCE 7 12.3.4.2.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 0.83; Ev = 0.167 D unfactored; 0.117 D factored; total dead load factor: 0.6 - 0.117 = 0.483 tension, 1.0 + 0.117 = 1.117
compression.
7
Page 10 of 15
WoodWorks® Shearwalls Wyndstone Garages Lateral.wsw Feb. 27, 2020
08:53:18
SHEAR RESULTS (flexible seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 1
Ln1, Lev1 2 Both 57.8 - 1272 - 1.0 - 200 - 200 4400 0.29
Line 2
Ln2, Lev1 2 Both 57.8 - 1272 - 1.0 - 200 - 200 4400 0.29
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 - Both - - 1272 - - - 300 - - 1875 -
Wall A-1 1^Both 203.5 - 1272 - 1.0 - 300 - 300 1875 0.68
Line B
LnB, Lev1 2 Both 25.8 - 1272 - 1.0 - 200 - 200 9850 0.13
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir – Direction of seismic force along shearline.
v - Design shear force = ASD factored shear force per unit FHS for critical wall segment
vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments
as per 4.3.4.3
V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall.
Asp/Cub – Aspect ratio adjustment from SDPWS 4.3.3.4 for critical segment on wall x unblocked structural wood panel factor Cub from SDPWS
4.3.3.2
Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Include Cub factor and aspect ratio adjustments for
critical wall segment.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline or wall.
Crit Resp – Critical response = v/Cmb = design shear force/unit shear capacity for critical segment on wall. "W" indicates that the wind design
criterior was critical in selecting wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4.
8
Page 11 of 15
WoodWorks® Shearwalls Wyndstone Garages Lateral.wsw Feb. 27, 2020
08:53:18
HOLD-DOWN DESIGN (flexible seismic design)
Level 1 Tensile ASD
Line-Location [ft]Holddown Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
1-1 L End 0.00 0.00 526 526 NO HOLD DO 900 0.58
1-1 R End 0.00 22.00 526 526 NO HOLD DO 900 0.58
Line 2
2-1 L End 49.50 0.00 526 526 NO HOLD DO 900 0.58
2-1 R End 49.50 22.00 526 526 NO HOLD DO 900 0.58
Line A
A-1 R Op 2 19.50 0.00 1908 1908 N/A 20000 0.10
A-1 L Op 3 25.50 0.00 1908 1908 N/A 20000 0.10
Line B
B-1 L End 0.00 22.00 234 234 NO HOLD DO 900 0.26
B-1 R End 49.00 22.00 234 234 NO HOLD DO 900 0.26
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
At vertical element - Shearline
Posit'n - Position of stud that hold-down is attached to:
V Elem - Vertical element: column or strengthened studs required where not at wall end or opening
L or R End - At left or right wall end
L or R Op n - At left or right side of opening n
Location - Co-ordinates in Plan View
Hold-down Forces:
Shear – Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used
Dead – Dead load resisting component, factored for ASD by 0.60
Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.194 x factored D. Refer to Seismic
Information table for more details.
Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS
4.3.6.2.1 when openings are staggered.
Hold-down – Device used from hold-down database
Cap – Allowable ASD tension load
Crit. Resp. – Critical Response = Combined ASD force/Allowable ASD tension load
Notes:
Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2.
Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev).
Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6.
Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls
from SDPWS 4.3-9.
Shearwalls does not check for either plan or vertical structural irregularities.
9
Page 12 of 15
WoodWorks® Shearwalls Wyndstone Garages Lateral.wsw Feb. 27, 2020
08:53:18
DRAG STRUT FORCES (flexible seismic design)
Level 1 Drag Strut
Line- Position on Wall Location [ft]Force [lbs]
Wall or Opening X Y ---> <---
Line A
A-1 Right Opening 2 19.50 0.00 649 649
A-1 Left Opening 3 25.50 0.00 795 795
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline.
Based on ASD factored shearline force derived from the greater of:
Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4)
Storey force Vx from Eqn 12.8-13
For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
10
Page 13 of 15
Project: Wyndstone Garages Gravity
Location: FTG1
page
of
Exodus Engineering
1321 Grand Ave
Centralia, WA 98531
StruCalc Version 10.0.1.6 2/27/2020 11:40:41 AM
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 12.0 IN Wide x 6.0 IN Deep Continuous Footing With 6.0 IN Thick
x 24.0 IN Tall Stemwall
Section Footing Design Adequate
CAUTIONS
* Footing has been designed without reinforcement
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Concrete Compressive Strength:
Reinforcing Steel Yield Strength:
Concrete Reinforcement Cover:
Qs =
F'c =
Fy =
c =
1500
2500
60000
3
psf
psi
psi
in
FOOTING SIZE
Width:
Depth:
Effective Depth to Top Layer of Steel:
W =
Depth =
d =
12
6
4
in
in
in
STEMWALL SIZE
Stemwall Width:
Stemwall Height:
Stemwall Weight:
6
24
150
in
in
pcf
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Effective Allowable Soil Bearing Pressure:
Width Required:
Beam Shear Calculations (One Way Shear):
Beam Shear:
Allowable Beam Shear:
Transverse Direction:
Bending Calculations:
Factored Moment:
Nominal Moment Strength:
Qu =
Qe =
Wreq =
Vu1 =
Vc1 =
Mu =
Mn =
786
1425
0.55
0
1760
402
4400
psf
psf
ft
lb
lb
in-lb
in-lb
LOADING DIAGRAM
1 ft
6 in
6 in
3 in
FOOTING LOADING
Live Load:
Dead Load:
Total Load:
Ultimate Factored Load:
PL =
PD =
PT =
Pu =
325
311
786
1073
plf
plf
plf
plf
LOAD CALCULATOR
Live Load Dead Load Tributary Width
Roof:
Second Floor:
First Floor:
LL =
LL =
LL =
DL =
DL =
DL =
TA =
TA =
TA =
25
40
40
17
10
10
13
0
0
psf
psf
psf
psf
psf
psf
ft2
ft2
ft2
NOTES
Page 14 of 15
Project: Wyndstone Garages Gravity
Location: R01
page
of
Exodus Engineering
1321 Grand Ave
Centralia, WA 98531
StruCalc Version 10.0.1.6 2/27/2020 11:40:43 AM
Roof Beam
[2015 International Building Code(2015 NDS)]
5.5 IN x 11.5 IN x 10.0 FT
#2 - Douglas-Fir-Larch - Dry Use
Section Adequate By: 40.7%
Controlling Factor: Moment
DEFLECTIONS
Live Load
Dead Load
Total Load
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
0.08
0.06
0.14
IN L/1487
in
IN L/836
Center
REACTIONS
Live Load
Dead Load
Total Load
Bearing Length
A
1625
1266
2891
0.84
lb
lb
lb
in
B
1625
1266
2891
0.84
lb
lb
lb
in
BEAM DATA
Span Length
Unbraced Length-Top
Unbraced Length-Bottom
Roof Pitch
Roof Duration Factor
10
0
0
5
1.15
ft
ft
ft
:12
MATERIAL PROPERTIES
#2 - Douglas-Fir-Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Comp. ┴ to Grain:
Controlling Moment:
5.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear:
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections:
Section Modulus:
Area (Shear):
Moment of Inertia (deflection):
Moment:
Shear:
Fb =
Cd=1.15 CF=1.00
Fv =
Cd=1.15
E =
Fc - ┴ =
7227 ft-lb
-2370 lb
875
170
1300
625
psi
psi
ksi
psi
Base Values
Fb' =
Fv' =
E' =
Fc - ┴' =
1006
196
1300
625
psi
psi
ksi
psi
Adjusted
86.18
18.19
200.09
7227
-2370
in3
in2
in4
ft-lb
lb
Req'd
121.23
63.25
697.07
10166
8244
in3
in2
in4
ft-lb
lb
Provided
LOADING DIAGRAM
A B10 ft
ROOF LOADING
Side One:
Roof Live Load:
Roof Dead Load:
Tributary Width:
Side Two:
Roof Live Load:
Roof Dead Load:
Tributary Width:
Wall Load:
LL =
DL =
TW =
LL =
DL =
TW =
WALL =
25
17
11
25
17
2
0
psf
psf
ft
psf
psf
ft
plf
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Beam Self Weight:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Ladj =
BSW =
wL =
wD_adj =
wT =
10
14
325
253
578
ft
plf
plf
plf
plf
NOTES
Page 15 of 15