Specifications (4) I
;,r atNL. st. RECEIVED
ALAN
k/ JUN 11 201$
, .cZYOFTIGARD
UILDING DIVISION
DESIGN ASSOCIATES, I N C .
OPTION PLAN
22151AD
BY:
FOUR
D
CONSTRUCTION #2
(TRUSS ROOF DESIGN)
GRAVITY LOADS BASED ON AFPA NDS-12
FLOOR - 40# LIVE , 10# DEAD
ROOF - 25# SNOW
15# DEAD (SHAKE/COMP)
19# DEAD (CONC. TILE)
CEILING - 20# LIVE, 10# DEAD
DECKS - 60# LIVE, 10# DEAD
EXITS/STAIRS - 50# TOTAL LOAD
BEAM
CALCULATIONS
ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210
page
Project:22151AD FOUR D CONST 2 Patrick J.Burke
Location: F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design
Footing 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep
Section Footing Design Adequate StruCalc Version 10.0.1.6 6/6/2018 9:00:19 AM
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES . LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Diameter: Dia. = 1.5 ft
Effective Depth to Top Layer of Steel: d= 6 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in
Column Depth: n= 3.5 in
FOOTING CALCULATIONS
3.5 in
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1400 psf
Effective Allowable Soil Bearing Pressure:Qe= 1400 psf
Required Footing Area: Areq= 1.77 sf
Area Provided: A= 1.77 sf
Baseplate Bearing:
Bearing Required: Bear= 3464 lb 8 in
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 429 lb 3 in
Allowable Beam Shear: Vc1 = 3509 lb
Punching Shear Calculations(Two Way Shear): _ y
Critical Perimeter: Bo= 38 in 1.5 ft
Punching Shear: Vu2= 2235 lb
Controlling Allowable Punching Shear: vc2= 16678 lb
Bending Calculations: FOOTING LOADING
Factored Moment: Mu= 6906 in-lb Live Load: PL= 0 lb
Nominal Moment Strength: Mn= 13160 in-lb Dead Load: PD= 2474 lb
Total Load: PT= 2474 lb
Ultimate Factored Load: Pu= 3464 lb
Footing plus soil above footing weight: Wt= 114 lb
Project:22151AD FOUR D CONST 2
j" " Patrick J. Burke page
Location:
ti� 4on:F20-TYP ISOLATED BR'G PAD i f' Alan Mascord Design
g j °, ,'2187 NW Reed St,Ste 100
[2015 International Building Code(2015 NDS)] �f
Loc "f Portland, OR 97210
Footing Size: 1.667 FT x 1.667 FT x 10.00 IN
Section Footing Design Adequate StruCalc Version 10.0.1.6 6/6/2018 9:00:19 AM
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 1.67 ft
Length: L= 1.67 ft
Depth: Depth= 10 in
Effective Depth to Top Layer of Steel: d= 8 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in
Column Depth: n = 3.5 in 3.5 in •
FOOTING CALCULATIONS — ,
i
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1375 psf I
Effective Allowable Soil Bearing Pressure:Qe= 1375 psf
Required Footing Area: Areq = 2.78 sf
Area Provided: A= 2.78 sf join;
Baseplate Bearing:
Bearing Required: Bear= 5347 lb
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): 3i
Beam Shear: Vu1 = 535 lb
Allowable Beam Shear: Vc1 = 5867 lb —
Punching Shear Calculations(Two Way Shear): tsss�ft
Critical Perimeter: Bo= 46 in
Punching Shear: Vu2= 3579 lb FOOTING LOADING
Controlling Allowable Punching Shear: vc2= 26919 lb Live Load: PL= 0 lb
Bending Calculations: Dead Load: PD= 3819 lb
Factored Moment: Mu= 13367 in-lb Total Load: PT= 3819 lb
Nominal Moment Strength: Mn= 29334 in-lb Ultimate Factored Load: Pu= 5347 lb
Footing plus soil above footing weight: Wt= 224 lb
page
Project:22151AD FOUR D CONST 2 Patrick J.Burke
Location:F24-TYP ISOLATED BR'G PAD 1,Alan Mascord Design
2187 NW Reed St,Ste 100 of
Footing
[2015 International Building Code(2015 NDS)] Portland,OR 97210
Footing Size:2.0 FT x 2.0 FT x 12.00 IN StruCalc Version 10.0.1.6 616!2018 9:00:19 AM
Section Footing Design Adequate
ICAUTIONS I
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2 ft
Length: L= 2 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 10 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in I—3.5 in
Column Depth: n= 3.5 in I
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1350 psf
Effective Allowable Soil Bearing Pressure:Qe= 1350 psf
Required Footing Area: Areq= 4 sf
12in
Area Provided: A= 4.00 sf
Baseplate Bearing:
Bearing Required: Bear= 7560 lb
Allowable Bearing: Bear-A= 28634 lb
3 in
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 630 lb
Allowable Beam Shear: Vc1 = 8800 lb z f<-
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 54 in
Punching Shear: Vu2= 5168 lb FOOTING LOADING
Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb
Bending Calculations: Dead Load: PD= 5400 lb
Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb
Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb
Footing plus soil above footing weight: Wt= 387 lb
Project:22151AD FOUR D CONST 2 page
NE
Patrick J. Burke
Location:F28-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size:2.333 FT x 2.333 FT x 14.00 IN
Section Footing Design Adequate StruCalc Version 10.0.1.6 6/6/2018 9:00:19 AM
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.33 ft
Length: L= 2.33 ft
Depth: Depth= 14 in
Effective Depth to Top Layer of Steel: d= 12 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in
Column Depth: n= 3.5 in 3.5 in—
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1325 psf
Effective Allowable Soil Bearing Pressure:Qe= 1325 psf
Required Footing Area: Areq= 5.44 sf
Area Provided: A= 5.44 sf 14in
Baseplate Bearing:
Bearing Required: Bear= 10095 lb
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vul = 720 lb
Allowable Beam Shear: Vc1 = 12318 lb
unching Shear Calculations(Two Way Shear):
2.333 ft
Critical Perimeter: Bo= 62 in
Punching Shear: Vu2= 7001 lb FOOTING LOADING
Controlling Allowable Punching Shear: vc2= 54424 lb Live Load: PL= 0 lb
Bending Calculations: Dead Load: PD= 7211 lb
Factored Moment: Mu= 35329 in-lb Total Load: PT= 7211 lb
Nominal Moment Strength: Mn= 92387 in-lb Ultimate Factored Load: Pu= 10095 lb
Footing plus soil above footing weight: Wt= 614 lb
page
Project:22151AD FOUR D CONST 2 ME Patrick J. Burke
Location:F30-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing ER 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size:2.5 FT x 2.5 FT x 15.00 IN
Section Footing Design Adequate StruCalc Version 10.0.1.6 6/6/2018 9:00:19 AM
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.5 ft
Length: L= 2.5 ft
Depth: Depth= 15 in
Effective Depth to Top Layer of Steel: d= 13 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in 1--3.5in--I
Column Depth: n= 3.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1312 psf
Effective Allowable Soil Bearing Pressure:Qe= 1313 psf
Required Footing Area: Areq= 6.25 sf 15 in
Area Provided: A= 6.25 sf
Baseplate Bearing:
Bearing Required: Bear= 11484 lb
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 766 lb
Allowable Beam Shear: Vc1 = 14300 lb 2.5 ft
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 66 in
Punching Shear: Vu2= 8010 lb FOOTING LOADING
Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb
Bending Calculations: Dead Load: PD= 8203 lb
Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb
Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb
Footing plus soil above footing weight: Wt= 755 lb
Project:22151AD FOUR D CONST 2 page
in Patrick J. Burke
Location:F36-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size: 3.0 FT x 3.0 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 10.0.1.6 6/6/2018 9:00:19 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Fc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE 1-3.5 in-
Width: W= 3 ft
Length: L= 3 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE 12 in
Column Type: Wood
Column Width: m= 3.5 in i
Column Depth: n= 3,5 in 3 in
FOOTING CALCULATIONS
3ft 1
Bearing Calculations: Ia.5in-
Ultimate Bearing Pressure: Qu= 1350 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf —
Required Footing Area: Areq= 9 sf
Area Provided: A= 9.00 sf
Baseplate Bearing:
Bearing Required: Bear= 17010 lb X21°
Allowable Bearing: Bear-A= 33841 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 4607 lb Sin
Allowable Beam Shear: Vc1 = 22275 lb
Punching Shear Calculations(Two Way Shear): 3 ft --
Critical Perimeter: Bo= 47 in
Punching Shear: Vu2= 15198 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb
Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb
Bending Calculations: Footing plus soil above footing weight: Wt= 870 lb
Factored Moment: Mu= 76545 in-lb
Nominal Moment Strength: Mn= 336668 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.62 in
Steel Required Based on Moment: As(1)= 0.17 in2
Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.78 in2
Controlling Reinforcing Steel: As-reqd= 0.78 in2
Selected Reinforcement: #4's @ 9.0 in. o.c. e/w(4)Min.
Reinforcement Area Provided: As= 0.79 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 15 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
page
Project:22151AD FOUR D CONST 2 Ma Patrick J.Burke '
Location:FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design
Column 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 INx3.5INx4.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:19 AM
Section Adequate By: 0.0%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 0 lb
Dead Load: Vert-DL-Rxn= 14550 lb
Total Load: Vert-TL-Rxn= 14550 lb
COLUMN DATA B
Total Column Length: 4 ft
Unbraced Length(X-Axis)Lx: 4 ft
Unbraced Length(Y-Axis)Ly: 4 ft
Column End Condition-K(e): 1 ='
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Douglas-Fir-Larch
Base Values Adjusted
Compressive Stress: Fc= 1350 psi Fc'= 1188 psi
Cd=0.90 Cf=1.15 Cp=0.85 I
Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1215 psi :H
Cd=0.90 CF=1.50 4 ft
Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1215 psi
Cd=0.90 CF=1.50
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= 13.71
Ley/dy= 13.71 A
Column Calculations(Controlling Case Only): AXIAL LOADING
Controlling Load Case:Axial Dead Load Only(D) Live Load: PL= 0 lb
Actual Compressive Stress: Fc= 1188 psi Dead Load: PD= 14539 lb
Allowable Compressive Stress: Fc'= 1188 psi Column Self Weight: CSW= 11 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 14550 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 1215 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1215 psi
Combined Stress Factor: CSF= 1
Project:22151AD FOUR D CONST 2 page
an Patrick J. Burke
Location: M1 -FRONT GARAGE FLUSH BM Alan Mascord Design
Multi-Loaded Multi-Span Beam NW 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.5 IN x 11.5 IN x 11.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:19 AM
Section Adequate By: 3.1%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.11 IN L/1227
Dead Load 0.11 in
Total Load 0.22 IN L/614
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1299 lb 1503 lb
Dead Load 1282 lb 1500 lb
Total Load 2581 lb 3003 lb TRI
Bearing Length 0.75 in 0.87 in
BEAM DATA Center w
Span Length 11.5 ft
Unbraced Length-Top 0 ft A - 11.5 n --
Unbraced Length-Bottom 11.5 ft B
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
#2-Douglas-Fir-Larch Uniform Dead Load 10 plf
Base Values Adjusted Beam Self Weight 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 64 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Left Live Load 223 plf
Modulus of Elasticity: E= 1 1300 ksi E'=1 1300 ksi Left Dead Load 239 plf
Comp. to Grain: Fc- =
625 psi Fc- =
625 psi Right Live Load 223 plf
Right Dead Load 239 plf
Controlling Moment: 8575 ft-lb Load Start 1 ft
5.75 Ft from left support of span 2(Center Span) Load End 11.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 10.5 ft
Controlling Shear: -3003 lb
12.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd. Provided
Section Modulus: 117.6 in3 121.23 in3
Area(Shear): 26.49 in2 63.25 in2
Moment of Inertia(deflection): 272.33 in4 697.07 in4
Moment: 8575 ft-lb 8840 ft-lb
Shear: -3003 lb 7168 lb
Page
Project:22151AD FOUR D CONST 2 En Patrick J.Burke /
Location: M2-FRONT DINING WINDOW HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 5.5 IN x 6.34 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:21 AM
Section Adequate By:67.7%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN L/1016
Dead Load 0.02 in
Total Load 0.10 IN L/796
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 507 lb 507 lb
Dead Load 140 lb 140 lb
Total Load 647 lb 647 lb
Bearing Length 0.30 in 0.30 in
BEAM DATA Center
Span Length 6.34 ft 40
34 ft -- _--
Unbraced Length-Top 0 ft q —6.
Unbraced Length-Bottom 6.34 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 160 plf
#2-Douglas-Fir-Larch Uniform Dead Load 40 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 204 plf
Cd=1.00 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp. L to Grain: Fc-l= 625 psi Fc- L'= 625 psi
Controlling Moment: 1026 ft-lb
3.17 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -647 lb
6.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 10.52 in3 17.65 in3
Area(Shear): 5.39 in2 19.25 in2
Moment of Inertia(deflection): 17.2 in4 48.53 in4
Moment: 1026 ft-lb 1720 ft-lb
Shear: -647 lb 2310 lb
page
Project:22151AD FOUR D CONST 2 Patrick J. Burke
Location:M3- 18/0 GAR DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.125 IN x 13.5IN x 18.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:21 AM
Section Adequate By: 7.8%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.48 IN L/447
Dead Load 0.35 in
Total Load 0.83 IN L/259
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
1
Live Load 3843 lb 3843 lb
2
Dead Load 2769 lb 2769 lb
Total Load 6612 lb 6612 lb
Bearing Length 1.98 in 1.98 in
TR1 TR2 TR3
BEAM DATA Center
Span Length 18 ft
Unbraced Length-Top 0 ft A - -18 ft B
Unbraced Length-Bottom 18 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.35 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 15 plf
24F-V4-Visually Graded Western Species Total Uniform Load 15 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Load Number One * Two
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1299 lb 1299 lb
Cd=1.00 Dead Load 1282 lb 1282 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 15.5 ft
Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.1 to Grain: Fc-1= 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two * Three *
Controlling Moment: 26087 ft-lb Left Live Load 240 plf 299 plf 240 plf
9.0 Ft from left support of span 2(Center Span) Left Dead Load 60 plf 185 plf 60 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 240 plf 299 plf 240 plf
Controlling Shear: -6612 lb Right Dead Load 60 plf 185 plf 60 plf
At right support of span 2(Center Span) Load Start 0 ft 2.5 ft 15.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 2.5 ft 15.5 ft 18 ft
Load Length 2.5 ft 13 ft 2.5 ft
Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker. See Summary Report for details.
Section Modulus: 130.43 in3 155.67 in3
Area(Shear): 37.43 in2 69.19 in2
Moment of Inertia(deflection): 974.44 in4 1050.79 in4
Moment: 26087 ft-lb 31134 ft-lb
Shear: -6612 lb 12223 lb
page
Project:22151AD FOUR D CONST 2 SEPatrick J.Burke 10/
Location:M4-MAIN FRONT GAR BM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] Portland,OR 97210
an
5.125 IN x 18.0 IN x 21.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:21 AM
Section Adequate By: 11.6%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.62 IN L/416
Dead Load 0.29 in
Total Load 0.91 IN L/283
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 i
REACTIONS A B 2
Live Load 6247 lb 6384 lb
Dead Load 2920 lb 3065 lb "
Total Load 9167 lb 9449 lb TR1 TR3 TR2
Bearing Length 2.75 in 2.84 in
w
BEAM DATA Center RLZ .__ __!__. .....i.m_ t ._
Span Length 21.5 ft �'
Unbraced Length-Top O ft A 21.5 ft B
Unbraced Length-Bottom 21.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.29 Uniform Live Load 210 plf
Notch Depth 0.00 Uniform Dead Load 53 plf
MATERIAL PROPERTIES Beam Self Weight 20 plf
24F-V4-Visually Graded Western Species Total Uniform Load 283 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two"
Fb_cmpr= 1850 psi Fb'= 2299 psi Live Load 1503 lb 1503 lb
Cd=1.00 Cv=0.96 Dead Load 1500 lb 1500 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5 ft 17.5 ft
Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi
Comp.l to Grain: Fc-L= 650 psi Fc-l'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two Three "
Controlling Moment: 47497 ft-lb Left Live Load 240 plf 240 plf 236 plf
10.53 Ft from left support of span 2(Center Span) Left Dead Load 60 plf 60 plf 70 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 240 plf 240 plf 236 plf
Controlling Shear: -9449 lb Right Dead Load 60 plf 60 plf 70 plf
22.0 Ft from left support of span 2(Center Span) Load Start 0 ft 17.5 ft 5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 5 ft 21.5 ft 17.5 ft
Load Length 5 ft 4 ft 12.5 ft
Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker. See Summary Report for details.
Section Modulus: 247.9 in3 276.75 in3
Area(Shear): 53.49 in2 92.25 in2
Moment of Inertia(deflection): 2156.49 in4 2490.75 in4
Moment: 47497 ft-lb 53026 ft-lb
Shear: -9449 lb 16298 lb
page
Project:22151AD FOUR D CONST 2
EM Patrick J. Burke /
Location:M5-REAR SHOP BM Alan MascordDesign
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 10.5IN x 15.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:22 AM
Section Adequate By:8.5%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.46 IN L/391
Dead Load 0.13 in
Total Load 0.59 IN L/305
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 2700 lb 2700 lb
Dead Load 762 lb 762 lb
Total Load 3462 lb 3462 lb
Bearing Length 1.04 in 1.04 in
BEAM DATA Center
Span Length 15 ft
Unbraced Length-Top 0 ft A 15 ft B__
Unbraced Length-Bottom 15 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.13 Uniform Live Load 360 If
Notch Depth 0.00 p
Uniform Dead Load 90 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 462 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2400 psi
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi
Comp.-I-to Grain: Fc---= 650 psi Fc-1'= 650 psi
Controlling Moment: 12984 ft-lb
7.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3462 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 64.92 in3 94.17 in3
Area(Shear): 19.6 in2 53.81 in2
Moment of Inertia(deflection): 455.55 in4 494.4 in4
Moment: 12984 ft-lb 18834 ft-lb
Shear: -3462 lb 9507 lb
page
Project:22151AD FOUR D CONST 2 En Patrick J. Burke
Location:M6-FLUSH BM 0/REC RM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 /of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 16,5 IN x 21.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:22 AM
Section Adequate By: 8.1%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.54 IN L/479
Dead Load 0.46 in
Total Load 0.99 IN L/259
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1
REACTIONS A B 2
Live Load 4582 lb 3423 lb
Dead Load 3596 lb 3121 lb
Total Load 8178 lb 6544 lb TR3illlis-
Bearing Length 2.46 in 1.96 inmit
BEAM DATA Center
Span Length 21.5 ft 11
- -- - - - - -- --
Unbraced Length-Top 0 ft A -21.5 ft B
Unbraced Length-Bottom 21.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.46 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 18 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two*
Fb_cmpr= 1850 psi Fb'= 2319 psi Live Load 1145 lb 718 lb
Cd=1.00 Cv=0.97 Dead Load 777 lb 492 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13.5 ft 19 ft
Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two Three Four
Controlling Moment: 41558 ft-lb Left Live Load 200 plf 60 plf 276 plf 76 plf
10.75 Ft from left support of span 2(Center Span) Left Dead Load 140 plf 105 plf 184 plf 50 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 200 plf 60 plf 276 plf 0 plf
Controlling Shear: 8178 lb Right Dead Load 140 plf 105 plf 184 plf 0 plf
At left support of span 2(Center Span) Load Start 0 ft 7.5 ft 0 ft 19.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 7.5 ft 21.5 ft 13.5 ft 21.5 ft
Load Length 7.5 ft 14 ft 13.5 ft 2 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 215.02 in3 232.55 in3
Area(Shear): 46.29 in2 84.56 in2
Moment of Inertia(deflection): 1774.49 in4 1918.51 in4
Moment: 41558 ft-lb 44946 ft-lb
Shear: 8178 lb 14939 lb
Project:22151AD FOUR D CONST 2 page
Patrickms J. Burke
Location:M7-NOOK/COMPUTER HALL HDR AlannMascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100
[2015 International Building Code(2015 NDS)] nu °f
Portland, OR 97210
5.125 IN x 12.0 IN x 4.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:22 AM
Section Adequate By:2.9%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/4019
Dead Load 0.01 in
Total Load 0.02 IN L/2339
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
i
REACTIONS A B
Live Load 2935 lb 6167 lb 2
Dead Load 2012 lb 4387 lb j. 3
Total Load 4947 lb 10554 lb
Bearing Length 1.48 in 3.17 in
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top O ft A a ft B
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.01 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 240 plf
Uniform Dead Load 60 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 313 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Three
Cd=1.00 Live Load 4582 lb 2122 lb 1021 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 3596 lb 1415 lb 680 lb
Cd-1.00 Location 2.5 ft 3 ft 3.5 ft
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi "Load obtained from Load Tracker. See Summary Report for details.
Comp.-L to Grain: Fc--I-= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One
Controlling Moment: 11306 ft-lb Left Live Load 278 plf
2.52 Ft from left support of span 2(Center Span) Left Dead Load 276 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 278 plf
Controlling Shear: -10554 lb Right Dead Load 276 plf
At right support of span 2(Center Span) Load Start 2.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 4 ft
Load Length 1.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 56.53 in3 123 in3
Area(Shear): 59.74 in2 61.5 in2
Moment of Inertia(deflection): 75.71 in4 738 in4
Moment: 11306 ft-lb 24600 ft-lb
Shear: -10554 lb 10865 lb
Page
Project:22151AD FOUR D CONST 2 Patrick J. Burke
ENLocation:M8-LAM JSTS-REAR PATIO MSTR BATH/REAR WALL Alan Mascord Design
Multi-Loaded Multi Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
(2)1.5 IN x 11.25 IN x 3.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:22 AM
Section Adequate By: 511.8%
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 L/MAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 324 lb 324 lb
Dead Load 338 lb 338 lb TR2
Total Load 662 lb 662 lb TR1
Bearing Length 0.35 in 0.35 in w
BEAM DATA Center
Span Length 3 ft s n
Unbraced Length-Top 0 ft A B
Unbraced Length-Bottom 3 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 126 plf
#2-Douglas-Fir-Larch Uniform Dead Load 174 plf
Base Values Adiusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 307 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two
Cd=1.00 Left Live Load 40 plf 50 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 10 plf 34 plf
Comp.--to Grain: Fc--I-= 625 psi Fc---'= 625 psi Right Live Load 40 plf 50 plf
Right Dead Load 10 plf 34 plf
Controlling Moment: 496 ft-lb Load Start O ft O ft
1.5 Ft from left support of span 2(Center Span) Load End 3 ft 3 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft 3 ft
Controlling Shear: -662 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Recfd Provided
Section Modulus: 6.62 in3 63.28 in3
Area(Shear): 5.52 in2 33.75 in2
Moment of Inertia(deflection): 3.35 in4 355.96 in4
Moment: 496 ft-lb 4746 ft-lb
Shear: -662 lb 4050 lb
Project:22151AD FOUR D CONST 2 page
EN Patrick J. Burke
Location: M9-REAR PORCH LAM JSTS Alan Mascord Design
Multi-Loaded Multi-Span Beam NE 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] Portland, OR 97210
(2) 1.5 IN x 11.25 IN x 6.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:22 AM
Section Adequate By: 168.1%
Controlling Factor: Moment
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/8103
Dead Load 0.01 in
Total Load 0.02 IN L/3815
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B 1
Live Load 474 lb 240 lb
Dead Load 538 lb 279 lb
Total Load 1012 lb 519 lb TR2
Bearing Length 0.54 in 0.28 in
TR1
BEAM DATA Center
Span Length 6.5 ft *• % , _
Unbraced Length-Top 0 ft A ss n
Unbraced Length-Bottom 6.5 ft B
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 7 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 324 lb
Comp.-L to Grain: Fc--I-= 625 psi Fc--I-'= 625 psi Dead Load 338 lb
Location 3 ft
Controlling Moment: 1770 ft-lb *Load obtained from Load Tracker. See Summary Report for details.
2.99 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN
Created by combining all dead loads and live loads on span(s)2 Load Number One Two
Controlling Shear: 1013 lb Left Live Load 80 plf 50 plf
At left support of span 2(Center Span) Left Dead Load 110 plf 34 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 80 plf 50 plf
Right Dead Load 110 plf 34 plf
Comparisons with required sections: Req'd Provided Load Start 0 ft 0 ft
Section Modulus: 23.6 in3 63.28 in3 Load End 3 ft 3 ft
Area(Shear): 8.44 in2 33.75 in2 Load Length 3 ft 3 ft
Moment of Inertia(deflection): 22.39 in4 355.96 in4
Moment: 1770 ft-lb 4746 ft-lb
Shear: 1013 lb 4050 lb
page
Project:22151AD FOUR D CONST 2 so Patrick J. Burke
Location:M10-REAR PORCH BM Alan Mascord Design
Multi-Loaded Multi-Span Beam SE 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.5 IN x 11.5 IN x 17.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:20 AM
Section Adequate By: 14.5%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.25 IN L/832
Dead Load 0.21 in
Total Load 0.47 IN L/450
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 693 lb 1006 lb
Dead Load 606 lb 883 lb
Total Load 1299 lb 1889 lb
Bearing Length 0.38 in 0.55 in TR2
TR1 TR3
BEAM DATA Center
Span Length 17.5 ft
---- —
Unbraced Length-Top 0 ft A 17.5ft _ - B
Unbraced Length-Bottom 17.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Live Load 240 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 279 lb
Comp.1 to Grain: Fc-1-= 625 psi Fc-1-'= 625 psi Location 14 ft
*Load obtained from Load Tracker.See Summary Report for details.
Controlling Moment: 7719 ft-lb
9.45 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN
Created by combining all dead loads and live loads on span(s)2 Load Number One Two Three
Controlling Shear: -1888 lb Left Live Load 0 plf 110 plf 76 plf
17.0 Ft from left support of span 2(Center Span) Left Dead Load 0 plf 73 plf 50 pIf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 113 plf 110 Of 76 plf
Right Dead Load 76 plf 73 plf 50 plf
Comparisons with required sections: Reo'd Provided Load Start 0 ft 6.5 ft 14 ft
Section Modulus: 105.85 in3 121.23 in3 Load End 6.5 ft 14 ft 17.5 ft
Area(Shear): 16.66 in2 63.25 in2 Load Length 6.5 ft 7.5 ft 3.5 ft
Moment of Inertia(deflection): 371.93 in4 697.07 in4
Moment: 7719 ft-lb 8840 ft-lb
Shear: -1888 lb 7168 lb
Project:22151AD FOUR D CONST 2 page
Patrick J. Burke
•
Location:M11 -GREAT RM PATIO DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.125 IN x 10.5IN x 9.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:20 AM
Section Adequate By: 3.8%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.18 IN L/600
Dead Load 0.13 in
Total Load 0.31 IN L/344
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B 1 3
Live Load 4642 lb 4637 lb
Dead Load 3483 lb 3434 lb 2
Total Load 8125 lb 8071 lb TR1
Bearing Length 2.44 in 2.42 in
BEAM DATA Center w
Span Length 9 ft
Unbraced Length-Top 0 ft A - s ft - _ -,
Unbraced Length-Bottom 9 ft B
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.13 Uniform Live Load 40 plf
Notch Depth 0.00
Uniform Dead Load 10 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 62 plf
Base Values Adjusted POINT LOADS -CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two* Three Four*
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 3722 lb 765 lb 3335 lb 474 lb
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 2514 lb 403 lb 2224 lb 538 lb
Cd=1.00 Location 2 ft 5 ft 7 ft 7 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi *Load obtained from Load Tracker. See Summary Report for details.
Comp.-L to Grain: Fc-1= 650 psi Fc---'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One
Controlling Moment: 18152 ft-lb Left Live Load 89 plf
4.95 Ft from left support of span 2(Center Span) Left Dead Load 149 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 89 plf
Controlling Shear: 8125 lb Right Dead Load 149 plf
At left support of span 2(Center Span) Load Start 0 ft
Created by combining all dead loads and live loads on span(s)2 Load End 7 ft
Load Length 7 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 90.76 in3 94.17 in3
Area(Shear): 45.99 in2 53.81 in2
Moment of Inertia(deflection): 345.17 in4 494.4 in4
Moment: 18152 ft-lb 18834 ft-lb
Shear: 8125 lb 9507 lb
page
Project:22151AD FOUR D CONST 2 am Patrick J.Burke
Location:M12-GREAT RM I NOOK/KIT.HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] M Portland,OR 97210
5.125 IN x 16.5 IN x 20.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:20 AM
Section Adequate By:2.4%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.67 IN L/369
Dead Load 0.19 in
Total Load 0.86 IN L/288
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 5945 lb 5945 lb
Dead Load 1674 lb 1674 lb
Total Load 7619 lb 7619 lb
Bearing Length 2.29 in 2.29 in
BEAM DATA Center
Span Length 20.5 ft
IP
— - -- _- g
Unbraced Length-Top 0 ft q 20.5 ft
Unbraced Length-Bottom 20.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.19 Uniform Live Load 580 plf
Notch Depth 0.00 Uniform Dead Load 145 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 743 plf
Base Values Adiusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2330 psi
Cd=1.00 Cv=0.97
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.J to Grain: Fc- = 650 psi Fc--- = 650 psi
Controlling Moment: 39048 ft-lb
10.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -7619 lb
20.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 201.07 in3 232.55 in3
Area(Shear): 43.13 in2 84.56 in2
Moment of Inertia(deflection): 1873.49 in4 1918.51 in4
Moment: 39048 ft-lb 45160 ft-lb
Shear: -7619 lb 14939 lb
page
Project:22151AD FOUR D CONST 2nm Patrick J. Burke
Location:M13-LAM JSTS O/STAIR BASE Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
(2) 1.5 IN x 11.25 IN x 4.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:20 AM
Section Adequate By: 771.7%
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 L/MAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 360 lb 360 lb
Dead Load 105 lb 105 lb
Total Load 465 lb 465 lb
Bearing Length 0.25 in 0.25 in
BEAM DATA Center rill.11.11111111111111111111111111111111_
Span Length 4 ft
ur
Unbraced Length-Top 0 ft A Oft- B
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 180 plf
#2-Douglas-Fir-Larch Uniform Dead Load 45 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 232 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.1 to Grain: Fc- L= 625 psi Fc--L'= 625 psi
Controlling Moment: 465 ft-lb
2.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 465 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 6.2 in3 63.28 in3
Area(Shear): 3.87 in2 33.75 in2
Moment of Inertia(deflection): 4.86 in4 355.96 in4
Moment: 465 ft-lb 4746 ft-lb
Shear: 465 lb 4050 lb
page
Project:22151AD FOUR D CONST 2 Patrick J. Burke /
Location:M14-GREAT RM FLUSH BM O/STAIR RAILING Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
(2) 1.5 IN x 11.25 IN x 17.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:20 AM
Section Adequate By: 12.8%
Controlling Factor: Moment
CAUTIONS
Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.27 IN L/778
Dead Load 0.10 in
Total Load 0.37 IN L/568
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 535 lb 525 lb
Dead Load 206 lb 203 lb
Total Load 741 lb 728 lb
Bearing Length 0.40 in 0,39 in
w
BEAM DATA Center
Span Length 17.5 ft
Unbraced Length-Top 0 ft A 17.5n
Unbraced Length-Bottom 17.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
#2-Douglas-Fir-Larch Uniform Dead Load 10 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 360 Ib
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 105 Ib
Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Location 8.5 ft
Load obtained from Load Tracker.See Summary Report for details.
Controlling Moment: 4209 ft-lb
8.57 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 741 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 56.12 in3 63.28 in3
Area(Shear): 6.17 in2 33.75 in2
Moment of Inertia(deflection): 164.74 in4 355.96 in4
Moment: 4209 ft-lb 4746 ft-lb
Shear 741 lb 4050 lb
page
Project:22151AD FOUR D CONST 2
Patrickan J. Burke /
Location:M15-DINING/FOYER OPN'G HDR Alan MascordDesign
Multi-Loaded Multi-Span Beam on 2187NWReed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR97210
5.5 IN x 7.5 IN x 8.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:20 AM
Section Adequate By:49.7%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1233
Dead Load 0.02 in
Total Load 0.11 IN L/948
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 466 lb 854 lb
Dead Load 154 lb 252 lb
Total Load 620 lb 1106 lb
Bearing Length 0.18 in 0.32 in
TRI
BEAM DATA Center
Span Length 8.5 ft
Unbraced Length-Top 0 ft A - - - 8.5 ft-
Unbraced Length-Bottom 8.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 9 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Live Load 220 plf
Comp.-I-to Grain: Fc- = 625 psi Fc-1'= 625 psi Left Dead Load 55 plf
Right Live Load 220 plf
Controlling Moment: 2153 ft-lb Right Dead Load 55 plf
4.59 Ft from left support of span 2(Center Span) Load Start 2.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 8.5 ft
Controlling Shear: -1106 lb Load Length 6 ft
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Rend Provided
Section Modulus: 34.44 in3 51.56 in3
Area(Shear): 9.76 in2 41.25 in2
Moment of Inertia(deflection): 56.47 in4 193.36 in4
Moment: 2153 ft-lb 3223 ft-lb
Shear: -1106 lb 4675 lb
page
Project:22151AD FOUR D CONST 2 an Patrick J. Burke
Location: M16-FLUSH BM @DINING CANTILEVER Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
(2) 1.5 INx11.25INx12.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:21 AM
Section Adequate By:25.4%
Controlling Factor:Moment
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/2254
Dead Load 0.11 in
Total Load 0.17 IN L/836
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 468 lb 468 lb
Dead Load 794 Ib 794 Ib :
Total Load 1262 Ib 1262 Ib .
Bearing Length 0.67 in 0.67 in
w
BEAM DATA Center _
Span Length 12 ft
Unbraced Length-Top 0 ft A 12 ft B
Unbraced Length-Bottom 12 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 38 plf
#2-Douglas-Fir-Larch Uniform Dead Load 115 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 160 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 40 plf
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 10 plf
Comp.1 to Grain: Fc--I-= 625 psi Fc-1'= 625 psi Right Live Load 40 plf
Right Dead Load 10 plf
Controlling Moment: 3786 ft-lb Load Start 0 ft
6.0 Ft from left support of span 2(Center Span) Load End 12 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 12 ft
Controlling Shear: 1262 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 50.48 in3 63.28 in3
Area(Shear): 10.52 in2 33.75 in2
Moment of Inertia(deflection): 102.2 in4 355.96 in4
Moment: 3786 ft-lb 4746 ft-lb
Shear: 1262 lb 4050 lb
page
Project:22151AD FOUR D CONST 2
Patrick J. Burke
Location:M17-FRONT ENTRY SIDE ROOF BM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 5.5 IN x 4.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:21 AM
Section Adequate By:27.6%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/1989
Dead Load 0.03 in
Total Load 0.06 IN L/923
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 383 lb 643 lb
Dead Load 370 lb 811 lb
Total Load 753 lb 1454 lb
Bearing Length 0.34 in 0.66 in
BEAM DATA Center
Span Length 4.5 ft
Unbraced Length-Top 0 ft A - 4.5 ft -- B--
Unbraced Length-Bottom 4.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 124 plf
#2-Douglas-Fir-Larch Uniform Dead Load 82 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 210 plf
Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 —
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 468 lb
Comp.-L to Grain: Fc- = 625 psi Fc--- = 625 psi Dead Load 794 Ib
Location 3.5 ft
Controlling Moment: 1349 ft-lb *Load obtained from Load Tracker. See Summary Report for details.
3.47 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1454 lb
5.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 13.83 in3 17.65 in3
Area(Shear): 12.12 in2 19.25 in2
Moment of Inertia(deflection): 12.62 in4 48.53 in4
Moment: 1349 ft-lb 1720 ft-lb
Shear: -1454 lb 2310 lb
page
Project:22151AD FOUR D CONST 2 mg Patrick J.Burke
Location:MJ1 -FLR JSTS 0/FRONT GARAGE Alan Mascord Design
Floor Joist 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
1.5INx11.25INx11.5FT @16O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:23 AM
Section Adequate By: 118.2%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1753
Dead Load 0.03 in
Total Load 0.11 IN L/1296
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 399 lb 315 lb
Dead Load 247 lb 93 lb
Total Load 646 lb 408 lb 1
Bearing Length 0.69 in 0.44 in
SUPPORT LOADS A B
Live Load 299 plf 236 plf
_ _._
Dead Load 185 plf 70 plf A 11.5 ft g
Total Load 485 plf 306 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adjusted Span Length 11.5 ft
Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E.= 1600 ksi JOIST LOADING
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center
Live Load LL= 40 psf
Controlling Moment: 1251 ft-lb Dead Load DL= 10 psf
5.41 Ft from left support of span 2(Center Span) Total Load TL= 50 psf
Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist SpacingwT= 66.7 plf
Controlling Shear: 646 lb Wall Loading
At left support of span 2(Center Span) Wall One
Created by combining all dead loads and live loads on span(s)2 Live Load (1 to Joists): L1 = 76 plf
Dead Load(1 to Joists)D1 = 140 plf
Comparisons with required sections: Req'd Provided Load Location X1 = 1 ft
Section Modulus: 14.5 in3 31.64 in3
Area(Shear): 5.39 in2 16.88 in2
Moment of Inertia(deflection): 49.43 in4 177.98 in4
Moment: 1251 ft-lb 2729 ft-lb
Shear: 646 lb 2025 lb
page
, Project:22151AD FOUR D CONST 2
RE
Patrick J. Burke
Location: U1 -BR#4 WINDOW HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 7.25 IN x 5.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:23 AM
Section Adequate By:2.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/1610
Dead Load 0.03 in
Total Load 0.06 IN L/960
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1145 lb 718 lb
Dead Load 777 lb 492 lb
Total Load 1922 lb 1210 lb
Bearing Length 0.88 in 0.55 in
TR1
BEAM DATA Center TR2
Span Length 5 ft
Unbraced Length-Top 0 ft A 5 f B
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 pif
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf
Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1008 lb
Comp.1 to Grain: Fc--L= 625 psi Fc-1'= 625 psi Dead Load 672 lb
Location 2 ft
Controlling Moment: 2912 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
2.0 Ft from left support of span 2(Center Span) Load Number One Two
Created by combining all dead loads and live loads on span(s)2 Left Live Load 276 plf 126 plf
Controlling Shear: 1922 lb Left Dead Load 184 plf 84 plf
At left support of span 2(Center Span) Right Live Load 276 plf 76 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 184 plf 50 plf
Load Start Oft 2 ft
Comparisons with required sections: Reo'd Provided Load End 2 ft 5 ft
Section Modulus: 29.87 in3 30.66 in3 Load Length 2 ft 3 ft
Area(Shear): 16.01 in2 25.38 in2
Moment of Inertia(deflection): 27.8 in4 111.15 in4
Moment: 2912 ft-lb 2989 ft-lb
Shear: 1922 lb 3045 lb
page
Project:22151AD FOUR D CONST 2 Patrick J. Burke
Location:U2-BR#3 CLG BM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
WS
5.125 IN x 15.0 IN x 21.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:23 AM
Section Adequate By:4.4%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.60 IN L/430
Dead Load 0.43 in
Total Load 1.03 IN L/250
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
1
REACTIONS A B
Live Load 3686 lb 3420 lb
Dead Load 2635 lb 2458 lb
Total Load 6321 lb 5878 lb TR2
Bearing Length 1.90 in 1.76 inTR1 I TR3
BEAM DATA Center
Span Length 21.5 ft
—___- _—___ _ __ -
Unbraced Length-Top 0 ft
A 21.5 ft B
Unbraced Length-Bottom 21.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.43 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 17 plf
24F-V4-Visually Graded Western Species Total Uniform Load 17 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2342 psi Live Load 1169 Ib
Cd=1.00 Cv=0.98 Dead Load 780 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 16 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc-1= 650 psi Fc--i-'= 650 psi Load Number One Two Three Four
Left Live Load 252 plf 164 plf 164 plf 101 plf
Controlling Moment: 31530 ft-lb Left Dead Load 168 plf 109 plf 109 plf 67 plf
11.39 Ft from left support of span 2(Center Span) Right Live Load 252 plf 164 plf 164 plf 25 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 168 plf 109 plf 109 plf 17 plf
Controlling Shear: 6321 lb Load Start 0 ft 0 ft 17 ft 16 ft
At left support of span 2(Center Span) Load End 16 ft 5 ft 21.5 ft 21.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 16 ft 5 ft 4.5 ft 5.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 161.59 in3 192.19 in3
Area(Shear): 35.78 in2 76.88 in2
Moment of Inertia(deflection): 1381.05 in4 1441.41 in4
Moment: 31530 ft-lb 37501 ft-lb
Shear: 6321 lb 13581 lb
. Project:22151AD FOUR D CONST 2 NMI.
page
Patrick J. Burke
Location:U3-MSTR BR WINDOW HDR AlannMascord Design
Multi Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Pallortland, OR 97210
3.5 IN x 9.25 IN x 9.0 FT(3+3+3)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/6/2018 9:00:23 AM
Section Adequate By: 17.8%
Controlling Factor: Shear
DEFLECTIONS Left Center Right LOADING DIAGRAM
Live Load 0.00 IN L/MAX 0.00 IN L/MAX 0.00 IN L/MAX
Dead Load 0.00 in 0.00 in 0.00 in
Total Load 0.00 IN L/MAX 0.00 IN L/9364 0.00 IN L/8617
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B C D
Live Load 167 lb 1184 lb 3722 lb 765 lb 1
Dead Load 32 lb 613 lb 2514 lb 403 lb
Total Load 199 lb 1797 lb 6236 lb 1168 lb
Uplift(1.5 F.S) -111 lb 0 lb 0 lb 0 lb
TR2
Bearing Length 0.09 in 0.82 in 2.85 in 0.53 in
BEAM DATA Left Center Right ^"
*
Span Length 3 ft 3 ft 3 ft A 3 f 3 f a ft D
Unbraced Length-Top O ft O ft O ft
Unbraced Length-Bottom 3 ft 3 ft 3 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Right
Notch Depth 0.00 Uniform Live Load 0 plf 0 plf 363 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 242 plf
#2-Douglas-Fir-Larch Beam Self Weight 7 plf 7 plf 7 plf
Base Values Adjusted Total Uniform Load 7 plf 7 plf 612 plf
Bending Stress: Fb= 900 psi Fb'= 1075 psi POINT LOADS-CENTER SPAN
Cd=9.00 CI=1.00 CF=1.20 Load Number One
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=9.00 Live Load 1927 lb
Dead Load 1284 lb
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Location 2 ft
Comp.-L to Grain: Fc--1-= 625 psi Fc---I-'= 625 psi RIGHT SPAN
Controlling Moment: -1902 ft-lb Load Number One
Li
Over right support of span 2(Center Span) ea Load 1227 lb
D
Created by combining all dead loads and live loads on span(s)2,3 Dead Load 852 lb
Location 1 ft
Controlling Shear: -3298 lb
At right support of span 2(Center Span) TRAPEZOIDAL LOADS-LEFT SPAN
Created by combining all dead loads and live loads on span(s)2, 3 Load Number One
Left Live Load 76 plf
Comparisons with required sections: Req'd Provided Left Dead Load 50 plf
Section Modulus: 21.23 in3 49.91 in3 Right Live Load 126 plf
Area(Shear): 27.48 in2 32.38 in2 Right Dead Load 84 plf
Moment of Inertia(deflection): 7.04 in4 230.84 in4 Load Start 0 ft
Moment: -1902 ft-lb 4471 ft-lb Load End 3 ft
Shear: -3298 lb 3885 lb Load Length 3 ft
CENTER SPAN
Load Number One Two
Left Live Load 139 plf 363 plf
Left Dead Load 92 plf 242 plf
Right Live Load 151 plf 363 plf
Right Dead Load 101 plf 242 plf
Load Start Oft 2 ft
Load End 2ft 3 ft
Load Length 2 ft 1 ft