Report s —vcS , Zj
Project 1515-Flax-Gaddis vree
Terrill Allen
Location:MC3:SUPPORT UNDER 'R2'OF"M64" Allen&None Designs
Column 12042 SE Sunnyside Rd.#461
[2015 International Building Code(2012 NDS)) _ ' - • Clackamas.OR 97015
3.5 IN x 3.5 IN x 7.5 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.4 12/8/2015 10 18 20 AM
Section Adequate By:58.7%
VERTICAL REACTIONS L LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 1710 lb
Dead Load: Vert-DL-Rxn= 1512 lb
Total Load: Vert-TL-Rxn= 3222 lb
COLUMN DATA
Total Column Length: 7.5 ft B
Unbraced Length(X-Axis)Lx: 0 ft
Unbraced Length(Y-Axis)Ly: 7.5 ft
Column End Condtion-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Douglas-Fir-Larch(North)
Base Values Adjusted
Compressive Stress: Fc= 1400 psi Fc'= 637 psi
Cd=1.00 C1=1.15 Cp=0.40 1
Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1275 psi
Cd=1.00 CF=1.50
Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1275 psi
Cd=1.00 CF=1.50 7.5 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Column Section(X-X Axis): dx= 3.5 in
Column Section(Y-Y Axis): dy= 3.5 in
Area: A= 12.25 in2
Section Modulus(X-X Axis): Sx= 7.15 in3
Section Modulus(Y-Y Axis): Sy= 7.15 in3
Slenderness Ratio: Lex/dx= 0
Ley/dy= 25.71
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) j
Actual Compressive Stress: Fc= 263 psi A
Allowable Compressive Stress: Fc'= 637 psi
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb AXIAL LOADING
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib Live Load: PL= 1710 lb
•
Moment Due to Lateral Loads(Y-Y Axis) My= 0 ft-lb Dead Load: PD= 1492 lb
Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Column Self Weight: CSW= 20 lb
Allowable Bending Stress(X-X Axis): Fbx'= 1275 psi Total Load: PT= 3222 lb
Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1275 psi
Combined Stress Factor. CSF= 0.41
NOTES
Project: 1515-Flax-Gaddis IvaeP
Terrill Allen
Location:MC2:SUPPORT UNDER 'R1'OF"M84" Allen 8 None Designs
Column 12042 SE Sunnyside Rd.#461
[2015 International Building Code(2012 NDS)] [ • Clackamas,OR 97015 of
3.5INx3.51Nx7.5FT
#2-Douglas-Fir-Larch(North)-Dry Use
Section Adequate By 50.2% StruCalc Version 9.0.2.4 12/8/2015 10 18 19 AM
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 2079 lb
Dead Load. Vert-DL-Rxn= 1810 lb
Total Load Vert-TL-Rxn= 3889 lb
COLUMN DATA
Total Column Length: 7.5 ft B
Unbraced Length(X-Axis)Lx: 0 ft
Unbraced Length(Y-Axis)Ly: 7.5 ft V
Column End Condtion-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Douglas-Fir-Larch(North)
Base Values Adjusted
Compressive Stress Fc= 1400 psi Fc'= 637 psi
Cd=1.00 Cf=1.15 Cp=0.40
Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1275 psi
Cd=1.00 CF=1.50
Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1275 psi
Cd=1.00 CF=1.50 7.5 n
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Column Section(X-X Axis): dx= 3.5 in
Column Section(Y-Y Axis): dy= 3.5 in
Area: A= 12.25 in2
Section Modulus(X-X Axis): Sx= 7.15 in3
Section Modulus(Y-Y Axis): Sy= 7.15 in3
Slenderness Ratio. Lex/dx= 0
Ley/dy= 25.71
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+0) `
Actual Compressive Stress: Fc= 317 psi A
Allowable Compressive Stress: Fc'= 637 psi
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb AXIAL LOADING
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Live Load: PL= 2079 lb
•
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Dead Load: PD= 1790 lb
Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Column Self Weight CSW= 20 lb
Allowable Bending Stress(X-X Axis): Fbx'= 1275 psi Total Load: PT= 3889 lb
Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1275 psi
Combined Stress Factor: CSF= 0.5
NOTES
Project: 1515-Flax-Gaddis vase
0 — -- Anll Allen
Location:MC1 COLUMN UNDER 'R1'OF"M83" ,,,,,�� Allen 8 None Designs
Column 'S't�w' 12042 SE Sunnyside Rd.#461
[2015 International Building Code(2012 NDS)] ✓- • Clackamas,OR 97015 °
3.5 IN x 5.5 IN x 7.5 FT
#2-Douglas-Fir-Larch(North)-Dry Use
Section Adequate By 10.9% StruCalc Version 9.0.2.4 12/8/2015 10:18:18 AM
VERTICAL REACTIONS LOADING DIAGRAM
Live Load Vert-LL-Rxn= 5931 lb
Dead Load Vert-DL-Rxn= 4924 lb
Total Load Vert-TL-Rxn= 10855 lb
COLUMN DATA
Total Column Length: 7.5 ft
Unbraced Length(X-Axis)Lx: 0 ft
Unbraced Length(Y-Axis)Ly: 7.5 ft
I Ai
Column End Condtion-K(e) 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES,
#2-Douglas-Fir-Larch(North)
ease Values Adjusted
Compressive Stress: Fc= 1400 psi Fc'= 633 psi
Cd=1.00 Cf=1.10 Cp=0.41
Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1105 psi
Cd=1.00 CF=1.30
Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1105 psi
Cd=1.00 CF=1.30 7.5 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Column Section(X-X Axis) dx= 5.5 in
Column Section(Y-Y Axis): dy= 3.5 in
Area: A= 19.25 in2
Section Modulus(X-X Axis): Sx= 17.65 in3
Section Modulus(Y-Y Axis): Sy= 11.23 in3
Slenderness Ratio: Lex/dx= 0
Ley/dy= 25.71
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) -'
Actual Compressive Stress: Fc= 564 psi A
Allowable Compressive Stress: Fc'= 633 psi
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb AXIAL LOADING
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Live Load PL= 5931 lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Dead Load. PD= 4893 lb
Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Column Self Weight: CSW= 31 lb
Allowable Bending Stress(X-X Axis): Fbx'= 1105 psi Total Load: PT= 10855 lb
Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1105 psi
Combined Stress Factor: CSF 0.89
NOTES
•
Project:1515-Flax-Gaddis "P
:`AAllen /
Location:UBt:EXISTING RIDGE BEAM OVER BDRM FOR REACTIONS ONLY .,,�arAllen&None Designs
Roof Beam 12042 SE Sunnyside Rd.#461
[2015 International Building Code(2012 NDS)] - '• Clackamas.OR 97015 oi
1.•• 5.125 IN x 12.0 IN x 15.0 FT
i
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:37.0% StruCalc Version 9.0.1.7 11/14/2015 8.17:44 PM
Controlling Factor Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.32 IN U569
Dead Load 0.23 in RECEIVED
Total Load 0.55 IN U329
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 2768 lb 2768 lb NOV 18 2015
Dead Load 2022 lb 2022 lb CITY OF TIGARD
Total Load 4790 lb 4790 lb
Bearing Length 1.44 in 1 44 in BUILDING DIVISION
BEAM DATA
Span Length 15 ft
Unbraced Length-Top 2 ft
Unbraced Length-Bottom 0 ft . a
Roof Pitch 7 :12 A 15 ft B
Roof Duration Factor 1.15
MATERIAL PROPERTIES
24F-V4-Visually Graded Western Species ROOF LOADING
Base Values Adjusted I Side One.
Bending Stress: Fb= 2400 psi Controlled by: ' Roof Live Load. LL= 25
psf
Fb_cmpr= 1850 psi Fb'= 2752 psi • Roof Dead Load: DL= 15 psf
Cd=1.15 C1=1.00 Tributary Width: TW= 6.4 ft
Shear Stress: Fv= 265 psi Fv'= 305 psi Side Two:
Cd=1.15 Roof Live Load: LL= 25 psf
Modulus of Elasticity. E= 1800 ksi E'= 1800 ksi Roof Dead Load: DL= 15 psf
Comp 1 to Grain Fc-1= 650 psi Fc-1'= 650 psi ' Tributary Width: TW= 8.4 ft
Controlling Moment: 17962 ft-lb Wall Load: WALL= 0
7.5 ft from left support plf
Created by combining all dead and live loads.
Controlling Shear: 4790 lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
At support. Adjusted Beam Length: Ladj= 15 ft
P Created by combining all dead and live loads. Beam Self Weight: BSW= 13 plf
Beam Uniform Live Load: wL= 369 plf
Comparisons with required sections: Read Provided Beam Uniform Dead Load: wD_adj= 270 p11
Section Modulus: 78.32 in3 123 in3 Total Uniform Load: wT= 639 plf
Area(Shear) 23.58 in2 61.5 in2
Moment of Inertia(deflection): 538.77 in4 738 in4
Moment: 17962 ft-lb 28209 ft-lb
Shear 4790 lb 12495 lb OFFICE COPY '
Project: 1515-Flax-Gaddis v�3P
' Terrill Allen
Location:UB2:EXSTG.BDRM.CLOSET DR.HDR.FOR REACTIONS ONLY sono.,166 Allen&None Designs
Multi-Loaded Multi-Span Beam �. 12047 SF Sunnyside Rd #461
[2015 International Building Code(2012 NDS)] . ' - Clackamas,OR 97015 °
V
3.5 IN x 11.25 IN x 4.67 FT
#2-Douglas-Fir-Larch(North)-Dry Use
Section Adequate By.4.9% StruCalc Version 9.0.1.7 11/14/2015 8:17:45 PM
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN UMAX
Dead Load 0.00 in
Total Load 0.01 IN U6867
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 249 lb 2519 lb
Dead Load 311 lb 1986 lb 1
Total Load 560 lb 4505 lb
Bearing Length 0.26 in 2.06 in
BEAM DATA Center
Span Length 4.67 ft TRI TR2
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4.67 ft A
•
Live Load Duration Factor 1.00 A a.5�n B
Notch Depth 0.00
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch(North) UNIFORM LOADS Center
Base Values Adiusted Uniform Live Load 0 plf
Bending Stress: Fb= 850 psi Fb'= 935 psi Uniform Dead Load 0 plf
Cd=1.00CF=1.10 Beam Self Weight 8 plf
Shear Stress: Fv= 180 psi Fv'= 180 psi Total Uniform Load 8 plf
Cd=100
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi POINT LOADS-CENTER SPAN
Comp L to Grain Fc- 1 = 625 psi Fc-1'= 625 psi Load Number One
Live Load 2768 lb
Controlling Moment: 1886 ft-lb Dead Load 2022 lb
4.25 Ft from left support of span 2(Center Span) Location 4.25 ft
Created by combining all dead loads and live loads on span(s)2 TRAPEZOIDAL LOADS-CENTER SPAN
Controlling Shear: -4505 lb Load Number One Two
5.0 Ft from left support of span 2(Center Span) Left Live Load 0 plf 0 plf
Created by combining all dead loads and live loads on span(s)2 Left Dead Load 40 plf 59.5 plf
r- Right Live Load 0 plf 0 plf
Comparisons with required sections: Re4'd Provided Right Dead Load 59.5 plf 57 5 plf
Section Modulus: 24.21 in3 73.83 in3 Load Start 0 ft 4.25 ft
Area(Shear): 37.54 in2 39.38 in2 Load End 4.25 ft 4.67 ft
- Moment of Inertia(deflection): 14.51 in4 415.28 in4 Load Length 4.25 ft 0.42 ft
Moment. 1886 ft-lb 5752 ft-lb
Shear -4505 lb 4725 lb
aPage
Project:1515-Flax-Gaddis o: ,� Terrill Allen
Location:UB3:NEW BM.OVER NEW WALL OPENING OVERLOOKING GREAT • ¢- A Allen&None Designs /
Combination Roof And Floor Beam• 12042 SE Sunnyside Rd.#461
[2015 International Building Code(2012 NDS)) 'r �..,_: _,Clackamas,OR 97015 or
�,; 5.5 INx9.0INx10.333FT �`�!` ^=J
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:49.9% StruCalc Version 9.0.1.7 11/14/2015 8:17:46 PM
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.21 IN U598
Dead Load 0.14 in
Total Load 0.34 IN U360
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 2510 lb 2510 lb
Dead Load 1667 lb 1667 lb
Total Load 4177 lb 4177 lb
Bearing Length 1.17 in 1.17 in
BEAM DATA Center
Span Length 10.33 ft
Unbraced Length-Top 2 ft
Roof Pitch 7 :12 r
Floor Duration Factor 1.00 A 10.3333 ft 13-
Roof
Roof Duration Factor 1.15
Camber Adj.Factor 1
Camber Required 0.14
Notch Depth 0.00 ROOF LOADING
Side 1 Side 2
MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 25 psf
24F-V4-Visually Graded Western Species Roof Dead Load RDL= 15 psf 15 psf
Base Values Adjusted Roof Tributary Width RTW= 7.3 ft 6.9 ft
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2755 psi FLOOR LOADING
Cd=1.15 CI=1.00 Side 1 Side 2
Shear Stress: Fv= 265 psi Fv'= 305 psi Floor Live Load FLL= 20
psf 40 psf
Cd=1.15
Floor Dead Load FDL= 10 psf 10 psf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Floor Tributary Width FTW= 6.6 ft 0 ft
Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi
Wall Load WALL= 0 plf
Controlling Moment: 10791 ft-lb
5.167 ft from left support BEAM LOADING
.-•, Created by combining all dead and live loads. Roof Uniform Live Load. wL-roof= 354 plf
Controlling Shear: 4177 lb Roof Uniform Dead Load: wD-roof= 246 plf
At support. Floor Uniform Live Load: wL-floor= 132 plf
Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 66 plf
- Beam Self Weight BSW= 11 plf
Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 486 plf
Section Modulus: 47 in3 74.25 in3 Combined Uniform Dead Load: wD= 323 plf
Area(Shear): 20.56 in2 49.5 in2 Combined Uniform Total Load: wT= 808 plf
Moment of Inertia(deflection): 222.97 in4 334.13 in4 Controlling Total Design Load: wT-cont= 808 plf
Moment: 10791 ft-lb 17046 ft-lb
Shear: 4177 lb 10057 lb
t
Project: 1515-Flax-Gaddis p.33,-,
_ Terrill Allen
Location:MB1:EXSTG.BM.W/REVISED LOADINGStrUtak Allen&None Designs
Multi-Loaded Multi-Span Beam 12042 SE Sunnyside Rd #461
[2015 International Building Code(2012 NDS)] . '" - - Clackamas.OR 97015 01
,- 5.125 IN x 15.0 IN x 16.17 FT 4r
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:74.3% StruCalc Version 9.0.1.7 11/14/2015 8 17'36 PM
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 025 IN L/777
Dead Load 0.16 in
Total Load 0.41 IN L/479
Live Load Deflection Criteria U360 Total Load Deflection Criteria L/240
REACTIONS A B 1
Live Load 4721 lb 4702 lb 2
Dead Load 3050 lb 3088 lb
Total Load 7771 lb 7790 lb
Bearing Length 2.33 in 2.34 in
BEAM DATA Center
Span Length 16.17 ft
Unbraced Length-Top 1.33 ft
Unbraced Length-Bottom 16.17 ft A .
Live Load Duration Factor 1.00 A 16.17 n B
Camber Adj.Factor 1
Camber Required 0.16
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 104 plf
24F-V4-Visually Graded Western Species ' Uniform Dead Load 26 plf
Base Values Adjusted Beam Self Weight 17 plf
Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 147 plf
Fb cmpr= 1850 psi Fb'= 2395 psi
Cd=1.00 CI=1.00 POINT LOADS-CENTER SPAN
Shear Stress. Fv= 265 psi Fv'= 265 psi Load Number One Two
Cd=100 Live Load 2510 lb 2510 lb
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi ' Dead Load 1667 lb 1667 lb
Comp.L to Grain: Fc-1 -= 650 psi Fc-- = 650 psi Location 2 ft 12.67 ft
TRAPEZOIDAL LOADS-CENTER SPAN
Controlling Moment: 21317 ft-lb Load Number One Two
12.29 Ft from left support of span 2(Center Span) Left Live Load 466 plf 466 plf
Created by combining all dead loads and live loads on span(s)2 Left Dead Load 362 plf 362 plf
Controlling Shear: -7790 lb Right Live Load 466 plf 466 plf
16.0 Ft from left support of span 2(Center Span) Right Dead Load 362 plf 362 plf
Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 12.5 ft
Load End 2.17 ft 16.17 ft
Comparisons with required sections: Req'd Provided Load Length 2.17 ft 3.67 ft
Section Modulus 106.8 in3 192.19 in3
Area(Shear): 44.09 in2 76.88 in2
Moment of Inertia(deflection): 722.06 in4 1441.41 in4
Moment: 21317 ft-lb 38359 ft-lb
Shear: -7790 lb 13581 lb
t
•
page
Project 1515-Flax-Gaddis Terrill Allen
Location:MB2:EXSTG.FLUSH BEAM,FOR REACTIONS ONLY. iii6c.. Allen&None Designs /
Combination Roof And Floor Beam ,. _-- 12042 SE Sunnyside Rd.#461
[2015 International Building Code(2012 NDS)] • • Clackamas,OR 97015of
y • (2)15 IN x 9.25 IN x 2.833 FT
#2-Douglas-Fir-Larch(North)-Dry Use
Section Adequate By 185 9% StruCalc Version 9.0 1.7 11/14/2015 8:1738 PM
Controlling Factor.Shear
CAUTIONS
"Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN UMAX
Dead Load 0.00 in
Total Load 0.00 IN U7853
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria L/240
REACTIONS A B
Live Load 882 lb 882 lb
Dead Load 458 lb 458 lb
Total Load 1339 lb 1339 lb
Bearing Length 0.71 in 0.71 in
BEAM DATA Center
Span Length 2.83 ft W
Unbraced Length-Top 1 ft
Roof Pitch 7 :12 A 2.8333 ft B
Floor Duration Factor 1.00
Roof Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES ROOF LOADING
#2-Douglas-Fir-Larch(North)
Side 1 Side 2
Base Values Adiusted Roof Live Load RLL= 25 psf 25 psf
Bending Stress: Fb= 850 psi Fb'= 1073 psi Roof Dead Load RDL= 15 psf 15 psf
Cd=1.15 C1=1,00 CF=1.10 Roof Tributary Width RTW= 1 ft 7.5 ft
Shear Stress: Fv= 180 psi Fv'= 207 psi
Cd=1.15 FLOOR LOADING
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Side 1 Side 2
Comp.i to Grain: Fc-1= 625 psi Fc-1'= 625 psi Floor Live Load FLL= 40 psf 20 psf
Floor Dead Load FDL= 10 psf 10 psf
Controlling Moment: 949 ft-lb Floor Tributary Width FTW= 9.8 ft 1 ft
1.417 ft from left support
Created by combining all dead and live loads. Wall Load WALL= 62 plf
Controlling Shear: -1339 lb BEAM LOADING
. At support.
Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 213 plf
Roof Uniform Dead Load: wD-roof= 148 plf
Comparisons with required sections: Read Provided Floor Uniform Live Load: wL-floor= 410 plf
Section Modulus 10.61 in3 42.78 in3 Floor Uniform Dead Load: wD-floor= 108 plf
Area(Shear): 9.71 in2 27.75 in2 Beam Self Weight: BSW= 6 plf
Moment of Inertia(deflection) 6.05 in4 197.86 in4 Combined Uniform Live Load: wL= 623 plf
Moment: 949 ft-lb 3826 ft-lb Combined Uniform Dead Load: wD= 323 plf
Shear -1339 lb 3830 lb Combined Uniform Total Load: wT= 946 plf
Controlling Total Design Load: wT-cont= 946 plf
c
Project:1515-Flax-Gaddis ,
••
; Terrill Allen
Location:MB3a,NEW FLUSH BEAM BETWEEN LIVING&KITCHENAllen&None Designs
Multi-Loaded Multi Span Beam j 12042 SE Sunnyside Rd.#461
f
[2015 International Building Code(2012 NDS)] Clackamas,OR 97015 °'
r - 6.75 IN x 15.0 IN x 19.5 FT S*"
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By.2.4% StruCalc Version 9.0.1.7 11/14/2015 8:17:39 PM
Controlling Factor.Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.48 IN L/483
Dead Load 0 42 in
Total Load 0.90 IN U260
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria U240
REACTIONS A B
Live Load 5931 lb 3201 lb 2
Dead Load 4868 lb 2794 lb
Total Load 10800 lb 5994 lb 1 i
Bearing Length 2.46 in 1.37 in
BEAM DATA Center
Span Length 19.5 ft
Unbraced Length-Top 0 ft _
Unbraced Length-Bottom 19.5 ft A
Live Load Duration Factor 1.15 A 19.5 ft
Camber Adj.Factor 1
Camber Required 0.42
Notch Depth 0.00
MATERIALUNIFORM LOADS Center
PROPERTIES
Uniform Live Load 40 plf
24F-V4-Visually Graded Western Species Uniform Dead Load 10 plf
Base Values Adjusted Beam Self Weight 22 plf
Bending Stress: Fb= 2400 psi Controlled by Total Uniform Load 72 plf
Fb_cmpr= 1850 psi Fb'= 2645 psi
Cd=l.15 Cv 0.96 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 265 psi Fv'= 305 psi Load Number One Two Three
Cd=1.15 Live Load 249 lb 7221 lb 882 lb
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Dead Load 311 lb 5074 lb 458 lb
• Comp.-1-to Grain. Fc-1= 650 psi Fc-1'= 650 psi Location 0.33 ft 5.42 ft 17.67 ft
TRAPEZOIDAL LOADS-CENTER SPAN
Controlling Moment: 54506 ft-lb Load Number One
5.46 Ft from left support of span 2(Center Span) Left Live Load 0 plf
Created by combining all dead loads and live loads on span(s)2 Left Dead Load 122 plf
Controlling Shear: 10800 lb Right Live Load 0 plf
At left support of span 2(Center Span) Right Dead Load 62 plf
Created by combining all dead loads and live loads on span(s)2 Load Start 4.83 ft
Load End 17.83 ft
Comparisons with required sections: Reo'd Provided Load Length 13 ft
Section Modulus 247.26 in3 253.13 in3
Area(Shear): 53.16 in2 101.25 in2
Moment of Inertia(deflection): 1755.45 in4 1898.44 in4
Moment 54506 ft-lb 55799 ft-lb
Shear 10800 lb 20571 lb
Project: 1515-Flax-Gaddis ow
A - Terrill Allen
Location:MB3b:NEW FLUSH BEAM BETWEEN LIVING&KITCHEN up,,,. . Allen&None Designs
Multi-Loaded Multi-Span Beam r 12042 SE Sunnyside Rd.#461
_
[2015 International Building Code(2012 NDS)] 4- ' - Clackamas,OR 97015 °'
• 7.0 IN x 14.0 IN x 19.5 FT
2.0 Rigidlam LVL-Roseburg Forest Products
Section Adequate By. 1.0% StruCalc Version 9.0.1.7 11/14/2015 8 17-40 PM
Controlling Factor.Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.52 IN U452
Dead Load 0.45 in
Total Load 0.96 IN U243
Live Load Deflection Criteria:U360 Total Load Deflection Criteria U240
REACTIONS A B
Live Load 5931 lb 3201 lb 2
Dead Load 4893 lb 2819 lb
Total Load 10825 lb 6019 lb 1 3
Bearing Length 2.06 in 1.15 in FI
ml
BEAM DATA Center
Span Length 19.5 ft W
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 19.5 ft
Live Load Duration Factor 1.15 A 19.5 ft B
Notch Depth 0.00
MATERIAL PROPERTIES
2 0 Rigidlam LVL-Roseburg Forest Products UNIFORM LOADS Center
Base Values Adjusted Uniform Live Load 40 plf
Bending Stress. Fb= 2900 psi Fb'= 3271 psi Uniform Dead Load 10 plf
Cd=1.15 CF=0.98 Beam Self Weight 25 plf
Shear Stress Fv= 285 psi Fv'= 328 psi Total Uniform Load 75 plf
Cd=1.15
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi POINT LOADS-CENTER SPAN
Comp.1 to Grain Fc-1= 750 psi Fc-1'= 750 psi Load Number One Two Three
Live Load 249 lb 7221 lb 882 lb
Controlling Moment: 54604 ft-lb Dead Load 311 lb 5074 lb 458 lb
5.46 Ft from left support of span 2(Center Span) Location 0.33 ft 5 42 ft 17.67 ft
Created by combining all dead loads and live loads on span(s)2 TRAPEZOIDAL LOADS-CENTER SPAN
Controlling Shear: 10825 lb Load Number One
At left support of span 2(Center Span) Left Live Load 0 plf
Created by combining all dead loads and live loads on span(s)2 Left Dead Load 122 plf
Right Live Load 0 plf
Comparisons with required sections: Red Provided Right Dead Load 62 plf
Section Modulus 200.3 in3 228.67 in3 Load Start 4.83 ft
Area(Shear): 49.54 in2 98 in2 Load End 17.83 ft
Moment of Inertia(deflection). 1584.13 in4 1600.67 in4 Load Length 13 ft
Moment: 54604 ft-lb 62337 ft-lb
Shear: 10825 lb 21413 lb
c
Project:1515-Flax-Gaddis o«3N
Terrill Allen /
Location:MB3c:NEW FLUSH BEAM BETWEEN LIVING&KITCHEN r Allen&None Designs
Multi-Loaded Multi-Span Beam - ✓ 12042 SE Sunnyside Rd #461
of
[2015 International Building Code(AISC 14th Ed ASD)] -`�- Clackamas,OR 97015
A992-50 W8x35 x 19.5 FT 4
Section Adequate By:15.0%
Controlling Factor:Deflection StruCalc Version 9.0.1.7 11/14/2015 8 17 41 PM
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.45 IN U520
Dead Load 0.40 in
Total Load 0.85 IN U276
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L1240
REACTIONS A B
Live Load 5931 lb 3201 lb 2
Dead Load 4996 lb 2921 lb
Total Load 10927 lb 6121 lb 1 3
Bearing Length 0.89 in 0 89 in
BEAM DATA Center
Span Length 19.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 19.5 ft A •
STEEL PROPERTIES A 19.5 ft B
W8x35-A992-50
Properties: UNIFORM LOADS Center
Yield Stress: Fy= 50 ksi Uniform Live Load 40 plf
Modulus of Elasticity: E= 29000 ksi Uniform Dead Load 10 plf
Depth: d= 8.12 in Beam Self Weight 35 plf
Web Thickness: tw= 0.31 in Total Uniform Load 85 plf
Flange Width: bf= 8.02 in POINT LOADS-CENTER SPAN
Flange Thickness: tf= 0.5 in
Distance to Web Toe of Fillet: k= 0.89 in Load Number One Two Three
Moment of Inertia About X-X Axis: lx= 127 in4 Live Load 249 lb 7221 lb 882 lb
Section Modulus About X-X Axis: Sx= 31.2 in3 Dead Load 311 lb 5074 lb 458 lb
Plastic Section Modulus About X-X Axis: Zx= 34.7 in3 Location 0 33 ft 5 42 ft 17.67 ft
Design Properties per AISC 14th Edition Steel Manual: TRAPEZOIDAL LOADS-CENTER SPAN
Flange Buckling Ratio: FBR= 8.1 Load Number One
Allowable Flange Buckling Ratio: AFBR= 9.15 Left Live Load 0 plf
Web Buckling Ratio: WBR= 20.46 Left Dead Load 122 plf
Allowable Web Buckling Ratio: AWBR= 90.55 Right Live Load 0 plf
' Controlling Unbraced Length: Lb= 0 ft Right Dead Load 62 plf
Limiting Unbraced Length- Load Start 4.83 ft
for lateral-torsional buckling: Lp= 7.17 ft Load End 17.83 ft
Nominal Flexural Strength w/safety factor Mn= 86577 ft-lb • Load Length 13 ft
Controlling Equation: F2-1
Web height to thickness ratio: h/tw= 20.46
Limiting height to thickness ratio for eqn.G2-2: h/tw-limit= 53.95
Cv Factor Cv= 1
Controlling Equation: G2-2
Nominal Shear Strength w/safety factor Vn= 50344 lb
Controlling Moment: 55006 ft-lb
5.46 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 10927 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections: Req'd Provided
Moment of Inertia(deflection). 110.45 in4 127 in4
Moment: 55006 ft-lb 86577 ft-lb
Shear: 10927 lb 50344 lb
Project:1515-Flax-Gaddis `i Pwe
- TerrillAllen /
Location:MB4a HDR.OVER EXSTG.WDW.TO RT OF F P Allen&None Designs
Multi-Loaded Multi-Span Beam .. 12042 SE Sunnyside Rd #461
[2015 International Building Code(2012 NDS)] Clackamas,OR 97015 °'
•- 3.5 INx9.0INx5.0FT
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By 34.7% StruCalc Version 9.0.1.7 11/14/2015 8-17 42 PM
Controlling Factor Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L11450
Dead Load 0.04 in
Total Load 0.08 IN L/775
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240
REACTIONS A B 1
Live Load 2079 lb 1710 lb
Dead Load 1790 lb 1492 lb
Total Load 3869 lb 3202 lb
Bearing Length 1.70 in 1.41 in
BEAM DATACunt r
Span Length 5 ft . 11111111.11111111
Unbraced Length-Top 2 ft
Unbraced Length-Bottom 5 ft A •
Live Load Duration Factor 1.15 A 5 n B
Camber Adj.Factor 1
Camber Required 0 04
Notch Depth 0.00
MATERIALUNIFORM LOADS Center
PROPERTIES
Uniform Live Load 0 plf
24F-V4-Visually Graded Western Species Uniform Dead Load 8 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 15 plf
Fb cmpr= 1850 psi Fb'= 2747 psi
Cd=1.15 CI=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 265 psi Fv'= 305 psi Load Number One
Cd=1.15 Live Load 3201 lb
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Dead Load 2819 lb
•
Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Location 2.33 ft
TRAPEZOIDAL LOADS-CENTER SPAN
Controlling Moment: 8032 ft-lb Load Number One Two
2 35 Ft from left support of span 2(Center Span) Left Live Load 200 plf 70 plf
Created by combining all dead loads and live loads on span(s)2 Left Dead Load 136 plf 44 plf
Controlling Shear: 3869 lb Right Live Load 200 plf 70 plf
At left support of span 2(Center Span) Right Dead Load 136 plf 44 plf
Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 1.83 ft
Load End 1.83 11 5 ft
Comparisons with required sections: Read Provided Load Length 1.83 ft 3.17 ft
Section Modulus 35.09 in3 47.25 in3
Area(Shear): 19.04 in2 31.5 in2
Moment of Inertia(deflection): 65.88 in4 212.63 in4
Moment: 8032 ft-lb 10816 ft-lb
Shear: 3869 lb 6400 lb
Project: 1515-Flax-Gaddis Page
— TerrillAllen /
Location:M84b:HDR.OVER EXSTG.WDW.TO RT. OF F.P. � Allen en&None Designs
SWICalt
Multi-Loaded Multi-Span Beam 12042 SE Sunnyside Rd.#461
(2015 International Building Code(2012 NDS)] t'� Clackamas,OR 97015 "'
3.5 IN x 7.25 IN x 5.0 FT `"'
2.0 Rigidlam LVL-Roseburg Forest Products
Section Adequate By: 12.5% StruCalc Version 9.0 1.7 11/14/2015 817:43 PM
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN 11842
Dead Load 0.06 in
Total Load 0 13 IN U450
Live Load Deflection Criteria:U360 Total Load Deflection Criteria U240
REACTIONS A B 1
Live Load 2079 lb 1710 lb
Dead Load 1789 lb 1490 lb
Total Load 3867 lb 3201 lb
Bearing Length 1.47 in 1.22 in
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top 2 ft
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.15 A 5 n B
Notch Depth 0.00
MATERIAL PROPERTIES
2 0 Rigidlam LVL-Roseburg Forest Products UNIFORM LOADS Center
Base Values Adjusted Uniform Live Load 0 plf
Bending Stress: Fb= 2900 psi Fb'= 3535 psi Uniform Dead Load 8 plf
Cd=1.15 C1=1.00 CF=1.07 Beam Self Weight 6 plf
Shear Stress: Fv= 285 psi Fv'= 328 psi Total Uniform Load 14 plf
Cd=1.15
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi POINT LOADS-CENTER SPAN
Comp. L to Grain: Fc-1= 750 psi Fc-1= 750 psi Load Number One
Live Load 3201 lb
Controlling Moment: 8031 ft-lb Dead Load 2819 lb
2.35 Ft from left support of span 2(Center Span) Location 2.33 ft
Created by combining all dead loads and live loads on span(s)2 TRAPEZOIDAL LOADS-CENTER SPAN
Controlling Shear: 3867 lb Load Number Qne Two
At left support of span 2(Center Span) Left Live Load 200 plf 70 plf
Created by combining all dead loads and live loads on span(s)2 Left Dead Load 136 plf 44 plf
Right Live Load 200 plf 70 plf
Comparisons with required sections: Req'd Provided Right Dead Load 136 plf 44 plf
Section Modulus: 27.26 in3 30.66 in3 Load Start 0 ft 1.83 ft
Area(Shear): 17.7 in2 25.38 in2 Load End 1.83 ft 5 ft
Moment of Inertia(deflection): 59.28 in4 111.15 in4 Load Length 1.83 ft 3.17 ft
Moment: 8031 ft-lb 9033 ft-lb
Shear: 3867 lb 5544 lb