Specifications /9457-20,6-06Y?6
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DING DIVIS)ON
ASSOCIATES, IN :
OPTION PLAN
2230CE
FOR
HT REMODELING
& DESIGN, LLC
(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 - 40# 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:2230CE ht remodel 111111 Patrick J. Burke /
Location: FJ1 -2X DIMENSIONAL FLR JSTS BELOW MSTR"ROLL-IN"SH Alan Mascord Design Associates, Inc.
Floor Joist 1111 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] ___410,440-0,14e....Portland,OR 97210
1.5 INx7.25INx6.0FT(4+2)@16O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
Section Adequate By:84.7%
Controlling Factor:Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load -0.01 IN L/6668 0.03 IN 2L/1762
Dead Load -0.01 in 0.03 in
Total Load -0.01 IN L/3258 0.06 IN 2L/806
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 107 lb 392 lb
Dead Load -57 lb 350 lb
Total Load 50 lb 742 lb
Uplift(1.5 F.S) -134 lb 0 lb
Bearing Length 0.05 in 0.79 in
SUPPORT LOADS A B
Live Load 80 plf 294 plf A - 4 ft - z n
Dead Load -43 plf 263 plf
Total Load 38 plf 557 plf
MATERIAL PROPERTIES JOIST DATA Center Right
#2-Douglas-Fir-Larch Span Length 4 ft 2 ft
Base Values Adjusted Unbraced Length-Top 0 ft 0 ft
Bending Stress: Fb= 900 psi Fb'= 1174 psi Unbraced Length-Bottom 0 ft 0 ft
Cd=1.00 CI=0.95 CF=1.20 Cr-1.15 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor Duration Factor 1.00
Cd=1.00 JOIST LOADING
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Uniform Floor Loading Center Right
Comp.J-to Grain: Fc- = 625 psi Fc-1'= 625 psi Live Load LL= 40 psf 40 psf
Dead Load DL= 15 psf 15 psf
Controlling Moment: -696 ft-lb Total Load TL= 55 psf 55 psf
Over right support of span 2(Center Span) TL Adj. For Joist Spacing wT= 73.3 plf 73.3 plf
Created by combining all dead loads and live loads on span(s)3 Wall Loading
Controlling Shear: 421 lb Wall One
At left support of span 3(Right Span) Live Load(-L to Joists): L1 = 0 plf 76 plf
Created by combining all dead loads and live loads on span(s)2,3 Dead Load(-L to Joists):D1 = 0 plf 130 plf
Load Location X1 = 0 ft 2 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 7.12 in3 13.14 in3
Area(Shear): 3.51 in2 10.88 in2
Moment of Inertia(deflection): 21.29 in4 47.63 in4
Moment: -696 ft-lb 1285 ft-lb
Shear: 421 lb 1305 lb
NOTES
V
page
Project:2230CE ht remodelER Patrick J. Burke
Location: FT1 -EXTERIOR SIDE GARAGE FTGAlan Mascord Design Associates, Inc.
Footing 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] :,_ Portland,OR 97210
Footing Size:4.0 FT x 4.0 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 4 ft
Length: L= 4 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1269 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
I-5.5 in
Required Footing Area: Areq= 15.04 sf
Area Provided: A= 16.00 sf
Baseplate Bearing:
Bearing Required: Bear= 29242 lb
Allowable Bearing: Bear-A= 83566 lb 12 in
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 9595 lb s in
Allowable Beam Shear: Vc1 = 29700 lb
Punching Shear Calculations(Two Way Shear): aft
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 26842 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 12184 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 8123 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 20307 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 29242 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1547 lb
Factored Moment: Mu= 175452 in-lb
Nominal Moment Strength: Mn= 339930 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.46 in
Steel Required Based on Moment: As(1)= 0.60 in2
Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 1.15 in2
Controlling Reinforcing Steel: As-reqd= 1.15 in2
Selected Reinforcement: #4's @ 8.0 in. o.c.e/w(6)Min.
Reinforcement Area Provided: As= 1.18 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 21 in
NOTES
1
page
Project:2230CE ht remodel Em Patrick J. Burke /
Location: FT2-GAR FTG AT FOYER WALL Alan Mascord Design Associates, Inc.
Footing NE 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] _. 1� , -.Portland, OR 97210
Footing Size:3.023 FT x 3.023 FT x 12.00 IN '
Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3.02 ft
Length: L= 3.02 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations: H-5.5 in
Ultimate Bearing Pressure: Qu= 1349 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf T
Required Footing Area: Areq= 9.13 sf
Area Provided: A= 9.14 sf
Baseplate Bearing:
Bearing Required: Bear= 17758 lb 12.n
Allowable Bearing: Bear-A= 83566 lb
-
Beam Shear Calculations(One Way Shear):
3 in
Beam Shear: Vu1 = 4841 lb
Allowable Beam Shear: Vc1 = 22446 lb
3.023 ft
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 15207 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 7400 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 4932 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 12332 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 17758 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 883 lb
Factored Moment: Mu= 80525 in-lb
Nominal Moment Strength: Mn= 282438 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.51 in
Steel Required Based on Moment: As(1)= 0.27 in2
Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.87 in2
Controlling Reinforcing Steel: As-reqd= 0.87 in2
Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 15.14 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
V
page
Project:2230CE ht remodelEn Patrick J.Burke
Location:FT3-CONC. FTG BELOW DEN/FOYERAlan Mascord Design Associates, Inc.
Footing 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland, OR 97210
Footing Size:4.03 FT x 4.03 FT x 12.00 IN "�
Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(6)min. StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 4.03 ft
Length: L= 4.03 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1350 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf H-e.s in--
Required Footing Area: Areq= 16.24 sf
Area Provided: A= 16.24 sf
Baseplate Bearing:
Bearing Required: Bear= 31572 lb
Allowable Bearing: Bear-A= 83566 lb 12 in
Beam Shear Calculations(One Way Shear):
Beam Shear: Vul = 10400 lb 3 in
Allowable Beam Shear: Vc1 = 29923 lb
Punching Shear Calculations(Two Way Shear): 4.03 ft
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 29020 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 13155 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 8770 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 21925 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 31572 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1570 lb
Factored Moment: Mu= 190853 in-lb
Nominal Moment Strength: Mn= 340003 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.46 in
Steel Required Based on Moment: As(1)= 0.65 in2
Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.16 in2
Controlling Reinforcing Steel: As-reqd= 1.16 in2
Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(6)Min.
Reinforcement Area Provided: As= 1.18 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 21.18 in
NOTES
page
Project:2230CE ht remodel Patrick J. Burke /
Location: FT4-CONC FTG AT DINING/LAUNDRY RM Alan Mascord Design Associates, Inc.
Footing 2187 NW Reed St.Suite 100 •or
[2012 International Building Code(2012 NDS)] Portland, OR 97210
Footing Size: 3.34 FT x 3.34 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3.34 ft
Length: L= 3.34 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1323 psf {—ssin--
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf i
Required Footing Area: Areq= 10.93 sf
Area Provided: A= 11.16 sf
Baseplate Bearing:
Bearing Required: Bear= 21249 lb 12 in
Allowable Bearing: Bear-A= 83566 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 6251 lb 3 in
Allowable Beam Shear: Vc1 = 24800 lb
3.34 ft
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 18748 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 8854 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 5902 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 14756 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 21249 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1078 lb
Factored Moment: Mu= 106457 in-lb
Nominal Moment Strength: Mn= 283292 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.46 in
Steel Required Based on Moment: As(1)= 0.36 in2
Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.96 in2
Controlling Reinforcing Steel: As-reqd= 0.96 in2
Selected Reinforcement: #4's @ 8.0 in. o.c.e/w(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 17.04 in
NOTES
page
,Project:2230CE ht remodellin Patrick J.Burke
Location: FT5-GREAT RM/DINING CONC. FTG Alan Mascord Design Associates, Inc.
Footing 11111 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland, OR 97210
Footing Size:3.167 FT x 3.167 FT x 12.00 IN � "
Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3.17 ft
Length: L= 3.17 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1323 psf —ssi"---
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 9.83 sf
Area Provided: A= 10.03 sf
Baseplate Bearing:
Bearing Required: Bear= 19103 lb 12 in
Allowable Bearing: Bear-A= 83566 lb
Beam Shear Calculations(One Way Shear): ✓-
Beam Shear: Vul = 5405 lb sin
Allowable Beam Shear: Vc1 = 23515 lb
Punching Shear Calculations(Two Way Shear): 3.16 ft
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 16603 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 7960 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 5306 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 13266 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 19103 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 970 lb
Factored Moment: Mu= 90750 in-lb
Nominal Moment Strength: Mn= 282847 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.49 in
Steel Required Based on Moment: As(1)= 0.31 in2
Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2
Controlling Reinforcing Steel: As-reqd= 0.91 in2
Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 16 in
NOTES
page
Project:2230CE ht remodel Patrick J. Burke /
Location: FT6-REAR GREAT RM FTG/DINING SIDE Alan Mascord Design Associates, Inc.
Footing 2187 NW Reed St. Suite 100 of
[2012 International Building Code(2012 NDS)] Portland,Portland,OR 97210
Footing Size:2.83 FT x 2.83 FT x 12.00 IN
Reinforcement:#4 Bars @ 6.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.83 ft
Length: L= 2.83 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations: 5.5 in
Ultimate Bearing Pressure: Qu= 1225 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 7.26 sf
Area Provided: A= 8.01 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 14122 lb
Allowable Bearing: Bear-A= 83566 lb 0 0
Beam Shear Calculations(One Way Shear): Sin
Beam Shear: Vul = 3630 lb
Allowable Beam Shear: Vol = 21013 lb
_.. .... _- ._. 2.83 ft
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 11807 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5884 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3923 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9807 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 14122 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 774 lb
Factored Moment: Mu= 59948 in-lb
Nominal Moment Strength: Mn= 281825 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.54 in
Steel Required Based on Moment: As(1)= 0.20 in2
Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.82 in2
Controlling Reinforcing Steel: As-reqd= 0.82 in2
Selected Reinforcement: #4's @ 6.0 in.o.c.e/w(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.98 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
Project:2230CE ht remodel page
NE Patrick J. Burke
Location: FT7-REAR GREAT RM/FIREPLACE SIDE Alan Mascord Design Associates, Inc.
Footing 2187 NW Reed St,Suite 100 of
[2012 International Building Code(2012 NDS)] � Portland, OR 97210
Footing Size: 2.68 FT x 2.68 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C. EM//(4)min. StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
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= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.68 ft
Length: L= 2.68 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
5.5 in-
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1347 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 7.17 sf
Area Provided: A= 7.18 sf
Baseplate Bearing: 12'in
Bearing Required: Bear= 13932 lb
Allowable Bearing: Bear-A= 83566 lb
Beam Shear Calculations(One Way Shear): T
3 in
Beam Shear: Vu1 = 3392 lb
Allowable Beam Shear: Vc1 = 19899 lb
Punching Shear Calculations(Two Way Shear): 2.68 ft
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 11385 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5805 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3870 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9675 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13932 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 694 lb
Factored Moment: Mu= 56007 in-lb
Nominal Moment Strength: Mn= 226653 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.46 in
Steel Required Based on Moment: As(1)= 0.19 in2
Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.77 in2
Controlling Reinforcing Steel: As-reqd= 0.77 in2
Selected Reinforcement: #4's @ 8.0 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= 13.08 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
page
Project:2230CE ht remodelIII Patrick J. Burke '
Location:J1 -FLR JSTS 0/FRONT GAR Alan Mascord Design Associates, Inc.
Floor Joist EN 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] if✓, Portland,OR 97210
TJI 110/11.875-iLevel Trus Joist x 11.0 FT @ 16 O.C.
Section Adequate By:39.0% StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
Controlling Factor: End Reaction
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.09 IN L/1493
Dead Load 0.03 in
Total Load 0.12 IN L/1093
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
i
Live Load 306 lb 395 lb
Dead Load 93 lb 259 lb
Total Load 399 lb 654 lb
Bearing Length 1.75 in 1.75 in
Web Stiffeners No No
SUPPORT LOADS A B
Live Load 230 plf 296 plf A ii ft B
Dead Load 70 plf 194 plf
Total Load 299 plf 491 plf
I-JOIST PROPERTIES JOIST DATA Center
TJI 110/11.875-iLevel Trus Joist Span Length 11 ft
Base Values Adjusted Unbraced Length-Top 0 ft
Moment Cap: Mcap= 3160 ft-lb Mcap'= 3160 ft-lb Unbraced Length-Bottom 0 ft
Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Vcap= 1560 lb Vcap'= 1560 lb Floor Duration Factor 1.00
Cd= 1.00 JOIST LOADING
End Reaction: Rcap= 910 lb Rcap'= 910 lb
Uniform Floor Loading Center
Cd= 1.00
w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb Live Load LL= 0 psf
Dead Load DL= 0 psf
Cd= 1.00
Total
Interior Reaction: IRcap= 1935 lb IRcap'= 1935 lb TL Adj.
Load TL= 0 psf
For Joist Spacing wT= 0 plf
Cd= 1.00
w/web stiffeners: IRcapWS= 2295 lb IRcapWS'= 2295 lb Wall Loading
Wall One
Cd= 1.00
E.I.: El= 267 Ib-int El'= 267 Ib-int Live Load( L to Joists): L1 = 126 plf
Dead Load(-L to Joists): D1 = 164 plf
Controlling Moment1193 ft-Ib Load Location X1 = 10 ft
5.94 Ft from left support of span 3(Right Span) Partially Distributed Loading
ea Load LL= 40 psf
Created by combining all dead and live loads.
D
Controlling Shear: -655 lb Dead Load DL= 10 psf
Load Start
10.0 Ft from left support of span 2(Center Span)
Load EnnddA= 0 ft
B= 10 ft
Created by combining all dead and live loads. Load Length C= 10 ft
Comparisons with required sections: Req'd Provided
E.I.: 88 in2-lb E6 267 in2-lb xE6
Moment: 1193 ft-lb 3160 ft-Ib
Shear: -655 lb 1560 lb
NOTES
page
Project:2230CE ht remodelEE Patrick J. Burke
Location:J2-FLR JSTS 0/KITCHEN Elm Alan Mascord Design Associates, Inc.
Floor Joist 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] . / Portland,OR 97210
TJI 360/11.875-iLevel Trus Joist x 21.0 FT @ 12 O.C.
Section Adequate By: 14.8% StruCalc Version 9.0.2.5 8/30/2016 4:14:08 PM
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.46 IN L/551
Dead Load 0.11 in
Total Load 0.57 IN 11441
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 420 lb 420 lb
Dead Load 105 lb 105 lb
Total Load 525 lb 525 lb
Bearing Length 1.75 in 1.75 in
Web Stiffeners No No
SUPPORT LOADS A B
Live Load 420 plf 420 plf A 21 ft
Dead Load 105 plf 105 plf
Total Load 525 plf 525 plf
I-JOIST PROPERTIES JOIST DATA Center
TJI 360/11.875-iLevel Trus Joist Span Length 21 ft
Base Values Adiusted Unbraced Length-Top 0 ft
Moment Cap: Mcap= 6180 ft-lb Mcap'= 6180 ft-lb Unbraced Length-Bottom 0 ft
Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Vcap= 1705 lb Vcap'= 1705 lb Floor Duration Factor 1.00
Cd= 1.00 JOIST LOADING
End Reaction: Rcap= 1080 lb Rcap'= 1080 lb
Cd= 1.00 Uniform Floor Loading Center
w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb Live Load LL= 40 psf
Cd= 1.00 Dead Load DL= 10 psf
Interior Reaction: (Rcap= 2460 lb IRcap'= 2460 lb Total Load TL= 50 psf
Cd= 1.00 TL Adj. For Joist Spacing wT= 50 plf
w/web stiffeners: (RcapWS= 2815 lb IRcapWS'= 2815 lb
Cd= 1.00
E.I.: El= 419 lb-in2 El'= 419 lb-int
Controlling Moment2756 ft-lb
10.5 Ft from left support of span 3(Right Span)
Created by combining all dead and live loads.
Controlling Shear: 525 lb
At left support of span 2(Center Span)
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
E.I.: 365 in2-lb E6 419 in2-lb xE6
Moment: 2756 ft-lb 6180 ft-lb
Shear: 525 lb 1705 lb
NOTES
page
Project:2230CE ht remodel Patrick J. Burke /
Location:J3-FLR JSTS O/GREAT RM Alan Mascord Design Associates, Inc.
Floor Joist 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] _{ � y :•Portland, OR 97210
TJI 110/11.875-iLevel Trus Joist x 19.0 FT @ 12 O.C.
Section Adequate By: 0.7% StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.47 IN L/483
Dead Load 0.12 in
Total Load 0.59 IN L/387
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 380 lb 380 lb
Dead Load 95 lb 95 lb
Total Load 475 lb 475 lb
Bearing Length 1.75 in 1.75 in
Web Stiffeners No No
SUPPORT LOADS A B
Live Load 380 plf 380 plf A 19 ft B
Dead Load 95 plf 95 plf
Total Load 475 plf 475 plf
I-JOIST PROPERTIES JOIST DATA Center
TJI 110/11.875-iLevel Trus Joist Span Length 19 ft
Base Values Adjusted Unbraced Length-Top 0 ft
Moment Cap: Mcap= 3160 ft-lb Mcap'= 3160 ft-lb Unbraced Length-Bottom 0 ft
Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Vcap= 1560 lb Vcap'= 1560 lb Floor Duration Factor 1.00
Cd= 1.00 JOIST LOADING
End Reaction: Rcap= 910 lb Rcap'= 910 lb
Uniform Floor Loading Center
Cd= 1.00
w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb Live Load LL= 40 psf
Dead Load DL= 10 psf
Cd= 1,00
Interior Reaction: IRcap= 1935 lb IRcap'= 1935 lb Total Load TL= 50 psf
Cd= 1.00 TL Adj. For Joist Spacing wT= 50 plf
w/web stiffeners: IRcapWS= 2295 lb IRcapWS'= 2295 lb
Cd= 1.00
E.I.: El= 267 lb-in2 El'= 267 lb-in2
Controlling Moment2256 ft-lb
9.5 Ft from left support of span 3(Right Span)
Created by combining all dead and live loads.
Controlling Shear: -475 lb
At right support of span 2(Center Span)
Created by combining all dead and live loads.
Comparisons with required sections: Reo'd Provided
E.I.: 265 in2-lb E6 267 in2-lb xE6
Moment: 2256 ft-lb 3160 ft-lb
Shear: -475 lb 1560 lb
NOTES
, Project:2230CE ht remodel page
EH Patrick J. Burke /
Location:M1 -GAR FLUSH BM SUPPORTING BONUS WIN. HDR Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam Ell2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland, OR 97210
1.75 IN x 11.875 IN x 11.0 FT
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:230.7%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/2929
Dead Load 0.02 in
Total Load 0.07 IN L/1936
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 274 lb 740 lb
Dead Load 128 lb 454 lb
Total Load 402 lb 1194 lb
Bearing Length 0.31 in 0.91 in TRI
BEAM DATA Center
Span Length 11 ft
Unbraced Length-Top 0 ft A -11 ft B
Unbraced Length-Bottom 11 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 2600 psi Fb'= 2604 psi Total Uniform Load 6 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 285 psi Fv'= 285 psi
Load Number One
Cd=1.00 Live Load 614 lb
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 410 lb
Comp.-t to Grain: Fc- L= 750 psi Fc--L'= 750 psi Location 10 ft
Controlling Moment: 1427 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
7.15 Ft from left support of span 2(Center Span) Load Number One
Created by combining all dead loads and live loads on span(s)2 Left Live Load 40 plf
Controlling Shear: -1194 lb Left Dead Load 10 plf
At right support of span 2(Center Span) Right Live Load 40 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 10 plf
Load Start 0 ft
Comparisons with required sections: Req'd Provided Load End 10 ft
Section Modulus: 6.58 in3 41.13 in3 Load Length 10 ft
Area(Shear): 6.28 in2 20.78 in2
Moment of Inertia(deflection): 30.28 in4 244.21 in4
Moment: 1427 ft-lb 8924 ft-lb
Shear: -1194 lb 3948 lb
NOTES
page
Project:2230CE ht remodel Patrick J. Burke /
Location:M10-GREAT RM WINDOW HDR Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam NEE 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland,OR 97210
5.125 IN x 10.5 IN x 12.67 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:44.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.28 IN L/543
Dead Load 0.14 in
Total Load 0.42 IN L/359
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 2724 lb 2724 lb
Dead Load 1398 lb 1398 lb
Total Load 4122 lb 4122 lb
Bearing Length 1.24 in 1.24 in
BEAM DATA Center
Span Length 12.67 ft
Unbraced Length-Top O ft A - 12.67 n B
Unbraced Length-Bottom 12.67 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.14 Uniform Live Load 380 plf
Notch Depth 0.00 Uniform Dead Load 95 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 487 plf
Base Values Adiusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 50 plf
Cd=1.00 Left Dead Load 114 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 50 plf
Cd=1.00 Right Dead Load 114 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft
Comp.--to Grain: Fc- 1= 650 psi Fc- = 650 psi Load End 12.67 ft
Controlling Moment: 13056 ft-lb Load Length 12.67 ft
6.34 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 4122 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: 65.28 in3 94.17 in3
Area(Shear): 23.33 in2 53.81 in2
Moment of Inertia(deflection): 330.79 in4 494.4 in4
Moment: 13056 ft-lb 18834 ft-lb
Shear: 4122 lb 9507 lb
NOTES
page
Project:2230CE ht remodelon Patrick J. Burke
Location:M11 -REAR PORCH BM ma Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam KM 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland, OR 97210
5.125 IN x 9.0 IN x 18.0 FT --�
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:20.0%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.43 IN L/508
Dead Load 0.32 in
Total Load 0.75 IN L/288
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 909 lb 909 lb
Dead Load 693 lb 693 lb
Total Load 1602 lb 1602 lb
Bearing Length 0.48 in 0.48 in
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 0 UNIFORM LOADS Center
Camber Required 0
Uniform Live Load 101 plf
Notch Depth 0.00 Uniform Dead Load 67 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 178 plf
Base Values Adiusted
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..-1-to Grain: Fc- = 650 psi Fc- = 650 psi
Controlling Moment: 7209 ft-lb
9.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1602 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: 36.04 in3 69.19 in3
Area(Shear): 9.07 in2 46.13 in2
Moment of Inertia(deflection): 259.48 in4 311.34 in4
Moment: 7209 ft-lb 13838 ft-lb
Shear: -1602 lb 8149 lb
NOTES
page
Project:2230CE ht remodel 111111 Patrick J. Burke /
Location:M12-GREAT RM/STAIR BM Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam ` 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] ,, .� ¢, :_Portland,OR 97210
5.125 INx12.0INx13.5FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By: 39.8%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.32 IN L/503
Dead Load 0.09 in
Total Load 0.41 IN L/395
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 4043 lb 3367 lb
Dead Load 1101 lb 932 lb
Total Load 5144 lb 4299 lb
Bearing Length 1.54 in 1.29 in
BEAM DATA Center
Span Length 13.5 ft
Unbraced Length-Top 0 ft A — –— 13.5 ft B
Unbraced Length-Bottom 13.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.09 Uniform Live Load 380 plf
Notch Depth 0.00 Uniform Dead Load 95 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 488 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 240 plf
Cd=1.00 Left Dead Load 60 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 240 plf
Cd=1.00 Right Dead Load 60 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft
Comp. L to Grain: Fc-1= 650 psi Fc- = 650 psi Load End 9.5 ft
Controlling Moment: 16778 ft-lb Load Length 9.5 ft
6.48 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 5143 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: 83.89 in3 123 in3
Area(Shear): 29.11 in2 61.5 in2
Moment of Inertia(deflection): 528.02 in4 738 in4
Moment: 16778 ft-lb 24600 ft-lb
Shear: 5143 lb 10865 lb
NOTES
page
Project:2230CE ht remodel111 Patrick J.Burke
Location: M13-HDR @ POWDER SHOWER Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] 1 :_ Portland,OR 97210
3.5INx5.5INx5.0FT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By: 110.8%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN 01655
Dead Load 0.01 in
Total Load 0.05 IN L/1302
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 400 lb 600 lb
Dead Load 110 lb 160 lb
Total Load 510 lb 760 lb TRI
Bearing Length 0.23 in 0.35 in
w
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top O ft A s ft
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 120 plf
#2-Douglas-Fir-Larch Uniform Dead Load 30 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 154 plf
Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 160 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 40 plf
Comp.-L to Grain: Fc- L= 625 psi Fc- L'= 625 psi Right Live Load 160 plf
Right Dead Load 40 plf
Controlling Moment: 816 ft-lb Load Start 2.5 ft
2.85 Ft from left support of span 2(Center Span) Load End 5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft
Controlling Shear: -760 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: 8.37 in3 17.65 in3
Area(Shear): 6.34 in2 19.25 in2
Moment of Inertia(deflection): 10.56 in4 48.53 in4
Moment: 816 ft-lb 1720 ft-lb
Shear: -760 lb 2310 lb
NOTES
page
Project:2230CE ht remodel 11111 Patrick J. Burke /
Location:M14-FOYER/HALL FLUSH BM Alan Mascord Design Associates, Inc.
Multi Loaded Multi Span Beamlin 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] _.„. or .-Portland, OR 97210
1.75 IN x 11.875 IN x 6.5 FT .
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:296.4%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/3755
Dead Load 0.01 in
Total Load 0.03 IN L/2940
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 780 lb 780 lb
Dead Load 216 lb 216 lb
Total Load 996 lb 996 lb
Bearing Length 0.76 in 0.76 in
BEAM DATA Center
Span Length 6.5 ft u .
Unbraced Length-Top 0 ft A s5ft- B
Unbraced Length-Bottom 6.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 240 plf
1.9E Microllam-iLevel Trus Joist Uniform Dead Load 60 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 2600 psi Fb'= 2604 psi Total Uniform Load 306 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi
Comp.-1 to Grain: Fc- 1= 750 psi Fc--1'= 750 psi
Controlling Moment: 1619 ft-lb
3.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 996 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: Red Provided
Section Modulus: 7.46 in3 41.13 in3
Area(Shear): 5.24 in2 20.78 in2
Moment of Inertia(deflection): 23.41 in4 244.21 in4
Moment: 1619 ft-lb 8924 ft-lb
Shear: 996 lb 3948 lb
NOTES
page
, Project:2230CE ht remodelno Patrick J.Burke
Location: M15-DEN FLUSH BM Alan Mascord Design Associates, Inc.
Multi-Loaded Multi Span Beam MR 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] _ Portland,OR 97210
5.125 INx13.5INx14.5FT rr ��
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:6.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.28 IN 11620
Dead Load 0.24 in
Total Load 0.52 IN L/336
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B 1
Live Load 4810 lb 2031 lb
Dead Load 3890 lb 2041 lb 2
Total Load 8700 lb 4072 lb
Bearing Length 2.61 in 1.22 in TR2
BEAM DATA Center
Span Length 14.5 ft
Unbraced Length-Top 0 ft A — 14.5 ft ----- B
Unbraced Length-Bottom 14.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.24 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
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 2731 lb 464 lb
Cd=1.00 Dead Load 1821 lb 310 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5 ft 9 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-I-to Grain: Fc--I-= 650 psi Fc-1-'= 650 psi Load Number One Two Three
Left Live Load 139 plf 479 plf 0 plf
Controlling Moment: 29339 ft-lb Left Dead Load 172 plf 319 plf 80 plf
5.08 Ft from left support of span 2(Center Span) Right Live Load 139 plf 479 plf 0 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 172 plf 319 plf 80 plf
Controlling Shear: 8701 lb Load Start O ft O ft 9 ft
At left support of span 2(Center Span) Load End 9 ft 5 ft 14.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 9 ft 5 ft 5.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 146.7 in3 155.67 in3
Area(Shear): 49.25 in2 69.19 in2
Moment of Inertia(deflection): 750.01 in4 1050.79 in4
Moment: 29339 ft-lb 31134 ft-lb
Shear: 8701 lb 12223 lb
NOTES
page
Project:2230CE ht remodel 1111 Patrick J. Burke / '
Location: M16-DEN/FOYER DR HDR Alan Mascord Design Associates, Inc.
Multi Loaded Multi Span Beam Em 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] i. _.._Portland, OR 97210
5.5INx5.5INx5.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By: 160.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/5566
Dead Load 0.02 in
Total Load 0.03 IN L/1990
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 190 lb 190 lb
Dead Load 341 lb 341 lb
Total Load 531 lb 531 lb
Bearing Length 0.15 in 0.15 in
BEAM DATA Center
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 76 plf
#2-Douglas-Fir-Larch Uniform Dead Load 130 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 213 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Comp.-I-to Grain: Fc- L= 625 psi Fc--- = 625 psi
Controlling Moment: 664 ft-lb
2.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -531 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: 10.63 in3 27.73 in3
Area(Shear): 4.69 in2 30.25 in2
Moment of Inertia(deflection): 9.2 in4 76.26 in4
Moment: 664 ft-lb 1733 ft-lb
Shear: -531 lb 3428 lb
NOTES
page
Project:2230CE ht remodel In Patrick J. Burke /
Location:M17-FOYER FLUSH BM mil= Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] _.44«,k„re Portland, OR 97210
3.5 IN x 5.5IN x 6.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By: 10.7%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN L/1197
Dead Load 0.09 in
Total Load 0.15 IN L/513
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 410 lb 410 lb
Dead Load 547 lb 547 lb
Total Load 957 lb 957 lb
Bearing Length 0.44 in 0.44 in
w
BEAM DATA Center
Span Length 6.5 ft
Unbraced Length-Top 0 ft A 6.5 ft B
Unbraced Length-Bottom 6.5 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 164 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 294 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.J-to Grain: Fc- L= 625 psi Fc- = 625 psi
Controlling Moment: 1554 ft-lb
3.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 956 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: Red Provided
Section Modulus: 15.93 in3 17.65 in3
Area(Shear): 7.97 in2 19.25 in2
Moment of Inertia(deflection): 22.72 in4 48.53 in4
Moment: 1554 ft-lb 1720 ft-lb
Shear: 956 lb 2310 lb
NOTES
page
Project:2230CE ht remodel Patrick J. Burke
Location:M18-FRONT DEN WINDOW HDR Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] .4 c°k4Z.-Portland, OR 97210
5.5 IN x 9.5 IN x 9.5 FT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:37.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1413
Dead Load 0.06 in
Total Load 0.14 IN L/824
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 984 lb 915 lb
Dead Load 709 lb 661 lb
Total Load 1693 lb 1576 lb
Bearing Length 0.49 in 0.46 in
BEAM DATA Center
Span Length 9.5 ft ....x,, r .... 4{ :.. •.
Unbraced Length-Top 0 ft A 9.5 ft B
Unbraced Length-Bottom 9.5 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 Adiusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 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 442 Ib
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 294 lb
Comp.-L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Location 6.5 ft
Controlling Moment: 4391 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
5.22 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 189 plf 76 plf
Controlling Shear: 1693 lb Left Dead Load 126 plf 50 plf
At left support of span 2(Center Span) Right Live Load 189 plf 76 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 126 plf 50 plf
Load Start 0 ft 6.5 ft
Comparisons with required sections: Read Provided Load End 6.5 ft 9.5 ft
Section Modulus: 60.22 in3 82.73 in3 Load Length 6.5 ft 3 ft
Area(Shear): 14.94 in2 52.25 in2
Moment of Inertia(deflection): 114.52 in4 392.96 in4
Moment: 4391 ft-lb 6032 ft-lb
Shear: 1693 lb 5922 lb
NOTES
Project:2230CE ht remodel page
EN Patrick J. Burke
Location: M2-FRONT GARAGE BM-2ND BAY on Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of
[2012 International Building Code(2012 NDS)] +,, ,,( ry :,.Portland,OR 97210
7.OINx14.0INx11.OFT -
2.0E Parallam-iLevel Trus Joist StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By: 11.6%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/2496
Dead Load 0.05 in
Total Load 0.10 IN L/1307
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B 3
Live Load 1462 lb 9689 lb
Dead Load 1545 lb 7292 lb 1 2
Total Load 3007 lb 16981 lb
Bearing Length 0.57 in 3.23 in TR2
BEAM DATA Center
Span Length 11 ft
Unbraced Length-Top O ft A 11 ft B
Unbraced Length-Bottom 11 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
2.0E Parallam-iLevel Trus Joist Uniform Dead Load 0 plf
Base Values Adiusted Beam Self Weight 31 plf
Bending Stress: Fb= 2900 psi Fb'= 2851 psi Total Uniform Load 31 plf
Cd=1.00 CF=0.98 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Two Three
Cd=1.00 Live Load 372 lb 1110 lb 7532 lb
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 248 lb 740 lb 5021 lb
Comp.1-to Grain: Fc--L= 750 psi Fc-1'= 750 psi Location 6 ft 7.5 ft 10.5 ft
Controlling Moment: 16215 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
7.48 Ft from left support of span 2(Center Span) Load Number One Two Three
Created by combining all dead loads and live loads on span(s)2 Left Live Load 77 plf 265 plf 88 plf
Controlling Shear: -16981 lb Left Dead Load 130 plf 256 plf 59 plf
At right support of span 2(Center Span) Right Live Load 77 plf 265 plf 88 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 130 plf 256 plf 59 plf
Load Start 1 ft 7.5 ft 6 ft
Comparisons with required sections: Req'd Provided Load End 11 ft 11 ft 11 ft
Section Modulus: 68.26 in3 228.67 in3 Load Length 10 ft 3.5 ft 5 ft
Area(Shear): 87.83 in2 98 in2
Moment of Inertia(deflection): 294.02 in4 1600.67 in4
Moment: 16215 ft-lb 54323 ft-lb
Shear: -16981 lb 18947 lb
NOTES
page
Project:2230CE ht remodel1.11 Patrick J. Burke
Location:M3-FRONT ENTRY PORCH BMS nun Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] rere, - Portland, OR 97210
5.5lNx5.5INx4.OFT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:28.2%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/2424
Dead Load 0.01 in
Total Load 0.03 IN L/1440
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 420 lb 672 lb
Dead Load 291 lb 460 lb
Total Load 711 lb 1132 lb
Bearing Length 0.21 in 0.33 in
TR2
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top 0 ft A 4n
Unbraced Length-Bottom 4 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 Adiusted Beam Self Weight 7 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 7 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 635 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 423 lb
Comp.1 to Grain: Fc- = 625 psi Fc- L'= 625 psi Location 2.5 ft
Controlling Moment: 1352 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
2.48 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 77 plf 176 plf
Controlling Shear: -1132 lb Left Dead Load 50 plf 118 plf
At right support of span 2(Center Span) Right Live Load 77 plf 176 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 118 plf
Load Start 0 ft 2.5 ft
Comparisons with required sections: Reo'd Provided Load End 2.5 ft 4 ft
Section Modulus: 21.63 in3 27.73 in3 Load Length 2.5 ft 1.5 ft
Area(Shear): 9.99 in2 30.25 in2
Moment of Inertia(deflection): 12.71 in4 76.26 in4
Moment: 1352 ft-lb 1733 ft-lb
Shear: -1132 lb 3428 lb
NOTES
page
Project:2230CE ht remodel111 Patrick J.Burke
Location: M4-18/0 GAR. DR HDR Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] Portland,OR 97210
5.125 IN x 15.0 IN x 18.0 FT _ °
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:22.6%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.41 IN L/533
Dead Load 0.28 in
Total Load 0.69 IN L/315
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B 1
Live Load 3915 lb 4017 lb
Dead Load 2723 lb 2754 lb
Total Load 6638 lb 6771 lb 2 3
Bearing Length 1.99 in 2.03 in
TR2
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
Camber Required 0.28 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
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 Two Three
Fb_cmpr= 1850 psi Fb'= 2383 psi Live Load 1804 lb 740 lb 740 lb
Cd=1.00 Cv=0.99 Dead Load 1203 lb 454 lb 454 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 7.5 ft 17.5 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-I-toGrain: Fc--L= 650 psi Fc--L'= 650 psi Load Number One Two
Left Live Load 126 plf 296 plf
Controlling Moment: 31149 ft-lb Left Dead Load 84 plf 195 plf
7.56 Ft from left support of span 2(Center Span) Right Live Load 126 plf 296 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 195 plf
Controlling Shear: -6771 lb Load Start 0 ft 4 ft
At right support of span 2(Center Span) Load End 4 ft 18 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 14 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 156.82 in3 192.19 in3
Area(Shear): 38.32 in2 76.88 in2
Moment of Inertia(deflection): 1098.07 in4 1441.41 in4
Moment: 31149 ft-lb 38173 ft-lb
Shear: -6771 lb 13581 lb
NOTES
page
Project:2230CE ht remodel El Patrick J. Burke /
Location:M5-MAIN GARAGE BMmis Alan Mascord Design Associates, Inc.
Multi-Loaded Multi Span Beam 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] ___-. 19 '.: Portland,OR 97210
6.75 IN x 25.5 IN x 23.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:4.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.40 IN L/683
Dead Load 0.22 in
Total Load 0.63 IN L/439
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B 2
Live Load 12677 lb 8641 lb
Dead Load 7630 lb 4145 lb
Total Load 20307 lb 12786 lb
Bearing Length 4.63 in 2.91 in
BEAM DATA Center
Span Length 23 ft
Unbraced Length-Top 0 ft A - - --23 ft B.
Unbraced Length-Bottom 23 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.22 Uniform Live Load 240 plf
Notch Depth 0.00 Uniform Dead Load 60 plf
MATERIAL PROPERTIES Beam Self Weight 37 plf
24F-V4-Visually Graded Western Species Total Uniform Load 337 plf
Base Values Adiusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two
Fbcmpr= 1850 psi Fb'= 2146 psi Live Load 1627 lb 10189 lb
Cd—.1.00 Cv=0.89 Dead Load 1085 lb 6792 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft 7 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.J to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 77 plf 220 plf
Controlling Moment: 125811 ft-lb Left Dead Load 130 plf 55 plf
7.13 Ft from left support of span 2(Center Span) Right Live Load 77 plf 220 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 130 plf 55 plf
Controlling Shear: 20307 lb Load Start 0 ft 7 ft
At left support of span 2(Center Span) Load End 6 ft 23 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft 16 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 703.61 in3 731.53 in3
Area(Shear): 114.94 in2 172.13 in2
Moment of Inertia(deflection): 5094.36 in4 9327.02 in4
Moment: 125811 ft-lb 130802 ft-lb
Shear: 20307 lb 30409 lb
NOTES
page
Project:2230CE ht remodelOn Patrick J. Burke
Location:M7-LAUNDRY RM WINDOW HDRAlan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland,OR 97210
3.5 IN x 7.25 IN x 4.0 FT
1�C
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:29.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN U2120
Dead Load 0.01 in
Total Load 0.04 IN L/1279
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1398 lb 1398 lb
Dead Load 919 lb 919 lb
Total Load 2317 lb 2317 lb TRI
Bearing Length 1.06 in 1.06 in
w
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top 0 ft A 4f B
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 220 plf
#2-Douglas-Fir-Larch Uniform Dead Load 55 plf
Base Values Adiusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 281 plf
Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 479 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 399 plf
Comp.-t-to Grain: Fc- L= 625 psi Fc- L'= 625 psi Right Live Load 479 plf
Right Dead Load 399 plf
Controlling Moment: 2317 ft-lb Load Start 0 ft
2.0 Ft from left support of span 2(Center Span) Load End 4 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft
Controlling Shear: 2317 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: 23.76 in3 30.66 in3
Area(Shear): 19.31 in2 25.38 in2
Moment of Inertia(deflection): 20.85 in4 111.15 in4
Moment: 2317 ft-lb 2989 ft-lb
Shear: 2317 lb 3045 lb
NOTES
page
Project:2230CE ht remodel Inn Patrick J. Burke /
Location:M8-DINING FLUSH BM Alan Mascord Design Associates, Inc.
Multi-Loaded Multi Span Beam EN 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] ..Portland, OR 97210
5.25 IN x 11.875 IN x 16.0 FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:6.0%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.50 IN L/382
Dead Load 0.15 in
Total Load 0.65 IN L/296
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 4000 lb 4000 lb
Dead Load 1156 lb 1156 lb
Total Load 5156 lb 5156 lb
Bearing Length 1.31 in 1.31 in
BEAM DATA Center
Span Length 16 ft
Unbraced Length-Top 0 ft A 16 ft
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 500 plf
2.0E Parallam-iLevel Trus Joist Uniform Dead Load 125 plf
Base Values Adiusted Beam Self Weight 19 plf
Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 644 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 290 psi Fv'= 290 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.-L to Grain: Fc-1= 750 psi Fc- = 750 psi
Controlling Moment: 20623 ft-lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 5156 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: Reo'd Provided
Section Modulus: 85.24 in3 123.39 in3
Area(Shear): 26.67 in2 62.34 in2
Moment of Inertia(deflection): 691.09 in4 732.62 in4
Moment: 20623 ft-lb 29854 ft-lb
Shear: 5156 lb 12053 lb
NOTES
page
Project:2230CE ht remodelEE Patrick J. Burke
Location:M9-DINING WINDOW HDR Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam Et 2187 NW Reed St. Suite 100 or
[2012 International Building Code(2012 NDS)] .....4,104:04,4W...,._Portland,OR 97210
5.5 IN 9.5 IN 9.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:8.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.09 IN U1219
Dead Load 0.08 in
Total Load 0.17 IN 0674
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1115 lb 1093 lb
Dead Load 937 lb 877 lb
Total Load 2052 lb 1970 lb TR3
Bearing Length 0.60 in 0.57 in
TR2
TR1
BEAM DATA Center
Span Length 9.5 ft
Unbraced Length-Top 0 ft A 9.5 ft B
Unbraced Length-Bottom 9.5 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 Adiusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 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 463 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 308 lb
Comp.-L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Location 5.5 ft
Controlling Moment: 5552 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
5.41 Ft from left support of span 2(Center Span) Load Number One Two Three
Created by combining all dead loads and live loads on span(s)2 Left Live Load 100 plf 160 plf 101 plf
Controlling Shear: 2052 lb Left Dead Load 100 plf 120 plf 67 pif
At left support of span 2(Center Span) Right Live Load 100 plf 160 plf 101 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 100 plf 120 plf 67 plf I
Load Start Oft 5.5 ft O ft
Comparisons with required sections: Req'd Provided Load End 5.5 ft 9.5 ft 5.5 ft
Section Modulus: 76.14 in3 82.73 in3 Load Length 5.5 ft 4 ft 5.5 ft
Area(Shear): 18.11 in2 52.25 in2
Moment of Inertia(deflection): 139.93 in4 392.96 in4
Moment: 5552 ft-lb 6032 ft-lb
Shear: 2052 lb 5922 lb
NOTES
page
Project:2230CE ht remodel 111111 Patrick J. Burke
Location: U1 -MSTR BDRM REAR WINDOW HDR um Alan Mascord Design Associates, Inc.
Multi Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of
[2012 International Building Code(2012 NDS)] ____14/.440.‘0141:::,Portland, OR 97210
5.125 IN x 12.0 IN x 12.67 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:09 PM
Section Adequate By:23.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.26 IN L/592
Dead Load 0.18 in
Total Load 0.43 IN L/350
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
i
Live Load 3362 lb 3284 lb
Dead Load 2323 lb 2269 lb
Total Load 5685 lb 5553 lb
Bearing Length 1.71 in 1.67 in
BEAM DATA Center
Span Length 12.67 ft
Unbraced Length-Top O ft A - 12.67 ft B
Unbraced Length-Bottom 12.67 ft
Live Load Duration Factor 1.00
CamberAdj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.27
Notch Depth 0.00 Uniform Live Load 0 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 13 plf
Base Values Adiusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1916 lb
Cd=1.00 Dead Load 1278 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 9.34 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-1'= 650 psi Load Number One Two
Left Live Load 479 plf 77 plf
Controlling Moment: 19921 ft-lb Left Dead Load 319 plf 50 plf
6.97 Ft from left support of span 2(Center Span) Right Live Load 479 plf 77 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 319 plf 50 plf
Controlling Shear: 5686 lb Load Start 0 ft 9.34 ft
At left support of span 2(Center Span) Load End 9.34 ft 12.67 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 9.34 ft 3.33 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 99.61 in3 123 in3
Area(Shear): 32.18 in2 61.5 in2
Moment of Inertia(deflection): 505.53 in4 738 in4
Moment: 19921 ft-lb 24600 ft-lb
Shear: 5686 lb 10865 lb
NOTES
Project:2230CE ht remodel page
EE Patrick J. Burke
Location: U2-FRONT LIBRARY WINDOW HDR Alan Mascord Design Associates, Inc. /
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] __„1,114.4.4„,a1... Portland,OR 97210
3.125 IN x 12.0 IN x 9.5 FT -
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:10 PM
Section Adequate By:27.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.12 IN U948
Dead Load 0.08 in
Total Load 0.20 IN L/565
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 2710 lb 1486 lb
Dead Load 1842 lb 1023 lb
Total Load 4552 lb 2509 lb
Bearing Length 2.24 in 1.24 in TRI
BEAM DATA Center
Span Length 9.5 ft
Unbraced Length-Top 0 ft A 9.5 ft B
Unbraced Length-Bottom 9.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.08 UNIFORM LOADS Center
Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 8 plf
24F-V4-Visually Graded Western Species Total Uniform Load 8 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1856 lb
Cd=1.00 Dead Load 1237 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp. L to Grain: Fc- L= 650 psi Fc- L'= 650 psi Load Number One Two
Left Live Load 479 plf 77 plf
Controlling Moment: 11744 ft-lb Left Dead Load 319 plf 50 plf
3.99 Ft from left support of span 2(Center Span) Right Live Load 479 plf 77 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 319 plf 50 plf
Controlling Shear: 4551 lb Load Start 0 ft 4 ft
At left support of span 2(Center Span) Load End 4 ft 9.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 5.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 58.72 in3 75 in3
Area(Shear): 25.76 in2 37.5 in2
Moment of Inertia(deflection): 191.3 in4 450 in4
Moment: 11744 ft-lb 15000 ft-lb
Shear: 4551 lb 6625 lb
NOTES
Project:2230CE ht remodel page
Patrick J. Burke
Location: U3-FRONT BONUS/BR#4 WINDOW HDR AlannMascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] Portland,OR 97210
3.5INx7.25INx9.5FT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 4:14:10 PM
Section Adequate By:23.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.13 IN L/878
Dead Load 0.09 in
Total Load 0.22 IN L/513
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 599 lb 599 lb
Dead Load 425 lb 425 lb
Total Load 1024 lb 1024 lb
Bearing Length 0.47 in 0.47 in
BEAM DATA Center
Span Length 9.5 ft •
Unbraced Length-Top 0 ft A — — 9.5 ft
Unbraced Length-Bottom 9.5 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 84 plf
Base Values Adiusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 216 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-1 = 625 psi Fc--- = 625 psi
Controlling Moment: 2431 ft-lb
4.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1024 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: 24.93 in3 30.66 in3
Area(Shear): 8.53 in2 25.38 in2
Moment of Inertia(deflection): 51.96 in4 111.15 in4
Moment: 2431 ft-lb 2989 ft-lb
Shear: 1024 lb 3045 lb
NOTES