Specifications s ri-oi, -c
/ /t9c SwA.-, 4Ly
ALAN
RECEIVED
, k t AUG 3 nth
CI F TIGARD
ING DIVISION
DESIGN ASSOCIATES, INC .
OPTION PLAN
1231FA
FOR
WINDWOOD
HOMES ) INC .
(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: 1231FA WINDWOOD HOMES 1111Patrick J.Burke
Location:Fl -CONC FTG BELOW GREAT RM/KITCHEN Alan Mascord Design Associates, Inc.
Footing IBM 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] _r_., « re} -.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 7/18/2016 3:01:39 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= 4 in
Column Depth: n= 4 in
FOOTING CALCULATIONS
Bearing Calculations: 1-
4 if H
Ultimate Bearing Pressure: Qu= 1343 psf T
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 7.96 sf
Area Provided: A= 8.01 sf
Baseplate Bearing: 12 in;
Bearing Required: Bear= 15483 lb
Allowable Bearing: Bear-A= 44200 lb <- ° ° 0 9
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 3980 lb _
Allowable Beam Shear: Vc1 = 21013 lb
2.83 ft _ — _
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 49 in
Punching Shear: Vu2= 13468 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Live Load: PL= 6451 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Dead Load: PD= 4301 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 10752 lb
Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 15483 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb
Factored Moment: Mu= 65724 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)= 0.22 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: 1231FA WINDWOOD HOMES 11111page
Patrick J.Burke
Location:M1 -16/0 GAR DR HDR � Alan Mascord Design Associates, Inc.
mgMulti-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _44:44,2,01,,z...Portland,OR 97210
5.5 IN x 9.5 IN x 16.0 FT
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:33.6% StruCalc Version 9.0.2.5 7/18/2016 3:01:39 PM
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.22 IN U864
Dead Load 0.18 in
Total Load 0.40 IN L/481
Live Load Deflection Criteria: 0480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 616 lb 616 lb
Dead Load 491 lb 491 lb
Total Load 1107 lb 1107 lb
Bearing Length 0.32 in 0.32 in
BEAM DATA Center
Span Length 16 ft
Unbraced Length-Top 0 ft 16 ft
Unbraced Length-Bottom 16 ft A
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 77 plf
#2-Douglas-Fir-Larch Uniform Dead Load 50 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 138 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. L to Grain: Fc-1= 625 psi Fc- t'= 625 psi
Controlling Moment: 4426 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: 1107 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: Read Provided
Section Modulus: 60.71 in3 82.73 in3
Area(Shear): 9.76 in2 52.25 in2
Moment of Inertia(deflection): 294.14 in4 392.96 in4
Moment: 4426 ft-lb 6032 ft-lb
Shear: 1107 lb 5922 lb
NOTES
Page M
Project: 1231FA WINDWOOD HOMES 1111 Patrick J.Burke
Location:M2-8/0 GAR DR HDR Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] yam !:Portland,OR 97210
3.51Nx7.251Nx8.OFT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/18/2016 3:01:39 PM
Section Adequate By:27.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.09 IN U1111
Dead Load 0.06 in
Total Load 0.15 IN U656
Live Load Deflection Criteria: U480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 1147 lb 463 lb
Dead Load 785 lb 326 lb
Total Load 1932 lb 789 lb
Bearing Length 0.88 in 0.36 in TR1
BEAM DATA Center - r
Span Length 8 ft
Unbraced Length-Top 0 ft 8 ft
Unbraced Length-Bottom 8 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 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 Live Load 656 Ib
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 438 lb
Comp. i-to Grain: Fc- L= 625 psi Fc--L'= 625 psi Location 1.5 ft
Controlling Moment: 2344 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
2.08 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 302 plf 77 plf
Controlling Shear: 1931 lb Left Dead Load 202 plf 50 plf
At left support of span 2(Center Span) Right Live Load 302 plf 77 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 202 plf 50 plf
Load Start Oft 1.5 ft
Comparisons with required sections: Redd Provided Load End 1.5 ft 8 ft
Section Modulus: 24.04 in3 30.66 in3 Load Length 1.5 ft 6.5 ft
Area(Shear): 16.09 in2 25.38 in2
Moment of Inertia(deflection): 61 in4 111.15 in4
Moment: 2344 ft-lb 2989 ft-lb
Shear: 1931 lb 3045 lb
NOTES
,Project: 1231FA WINDWOOD HOMES
Milli
page
Patrick J. Burke
Location:M3-REAR MSTR BR.WINDOW HDR Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] Portland,OR 97210 �f
3.5INx11.25INx8.OFT __,././.‘0401.1...,
#2 Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/18/2016 3:01:39 PM
Section Adequate By:2.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN U1570
Dead Load 0.04 in
Total Load 0.10 IN U931
Live Load Deflection Criteria:U480 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 1764 lb 1764 lb
Dead Load 1210 lb 1210 lb
Total Load 2974 lb 2974 lb
Bearing Length 1.36 in 1.36 in
BEAM DATA Center w
Span Length 8 ft a .r
Unbraced Length-Top O ft A 8 ft B
Unbraced Length-Bottom 8 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 441 plf
#2-Douglas-Fir-Larch Uniform Dead Load 294 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 744 plf
Cd=1.00 CF=1.10
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- = 625 psi Fc- L'= 625 psi
Controlling Moment: 5948 ft-lb
4.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2974 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: 72.1 in3 73.83 in3
Area(Shear): 24.78 in2 39.38 in2
Moment of Inertia(deflection): 160.58 in4 415.28 in4
Moment: 5948 ft-lb 6091 ft-lb
Shear: 2974 lb 4725 lb
NOTES
page
Project: 1231FA WINDWOOD HOMES IIIII Patrick J.Burke /
Location:M4-REAR DINING 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)] . _Portland,OR 97210
5.5 IN x 11.5 IN x 8.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/20/2016 10:52:13 AM
Section Adequate By: 11.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1622
Dead Load 0.04 in
Total Load 0.10 IN L/960
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 2524 lb 2061 lb
Dead Load 1739 lb 1430 lb
Total Load 4263 lb 3491 lb
Bearing Length 1.24 in 1.02 in
TR1 TR2
BEAM DATA Center -
Span Length 8 ft 74^, 1, z R ;., s.°n . -ray
Unbraced Length-Top 0 ft 111111111
Unbraced Length-Bottom 8 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
Shear Stress: Fv= 170 psi Fv'= 170 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number ne Two
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Live Load 676 plf 441 plf
Comp.-L to Grain: Fc-1= 625 psi Fc- = 625 psi Left Dead Load 451 plf 294 plf
Right Live Load 676 plf 441 plf
Controlling Moment: 7964 ft-lb Right Dead Load 451 plf 294 plf
3.76 Ft from left support of span 2(Center Span) Load Start 0 ft 4.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 4.5 ft 8 ft
Controlling Shear: 4263 lb Load Length 4.5 ft 3.5 ft
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: Read Provided
Section Modulus: 109.23 in3 121.23 in3
Area(Shear): 37.61 in2 63.25 in2
Moment of Inertia(deflection): 261.49 in4 697.07 in4
Moment: 7964 ft-lb 8840 ft-lb
Shear: 4263 lb 7168 lb
NOTES
Project: 1231FA WINDWOOD HOMES 11111page
Patrick J.Burke
Location:M5-REAR PORCH BM Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] 0 .._ Portland,OR 97210
5.125 IN x 12.0 IN x 20.0 FT
-
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/18/2016 3:01:39 PM
Section Adequate By:39.1%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.41 IN U587
Dead Load 0.31 in
Total Load 0.72 IN 0334
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 0240
REACTIONS A B
Live Load 1510 lb 1510 lb
Dead Load 1143 lb 1143 lb
Total Load 2653 lb 2653 lb
Bearing Length 0.80 in 0.80 in
w
BEAM DATA Center
Span Length 20 ft t3mm .
Unbraced Length-Top 0 ft A eon B
Unbraced Length-Bottom 20 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.46
Uniform Live Load 151 plf
Notch Depth 0.00 Uniform Dead Load 101 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 265 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.-to Grain: Fc- = 650 psi Fc--'= 650 psi
Controlling Moment: 13267 ft-lb
10.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2653 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: 66.33 in3 123 in3
Area(Shear): 15.02 in2 61.5 in2
Moment of Inertia(deflection): 530.58 in4 738 in4
Moment: 13267 ft-lb 24600 ft-lb
Shear: -2653 lb 10865 lb
NOTES
page
Project: 1231FA WINDWOOD HOMES 111111 Patrick J.Burke /
Location: M6-GREAT RM/DINING BM Alan Mascord Design Associates,Inc.
Multi-Loaded Multi Span Beam 111111 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _-,,/, i ':.Portland,OR 97210
5.125 IN x 16.5 IN x 22.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/18/2016 3:01:39 PM
Section Adequate By:2.5%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.42 IN U642
Dead Load 0.31 in
Total Load 0.73 IN L/369
Live Load Deflection Criteria:U480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 2835 lb 2835 lb
Dead Load 2096 lb 2096 lb
Total Load 4931 lb 4931 lb
Bearing Length 1.48 in 1.48 in
w
BEAM DATA Center
Span Length 22.5 ft 4IfF.,._
Unbraced Length-Top 0 ft A 22.5 ft
Unbraced Length-Bottom 22.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.31 Uniform Live Load 252 plf
Notch Depth 0.00 Uniform Dead Load 168 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 438 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2309 psi
Cd=1.00 Cv=0.96
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- I-= 650 psi Fc-1'= 650 psi
Controlling Moment: 27738 ft-lb
11,25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -4931 lb
22.0 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: 144.17 in3 232.55 in3
Area(Shear): 27.91 in2 84.56 in2
Moment of Inertia(deflection): 1872.02 in4 1918.51 in4
Moment: 27738 ft-lb 44742 ft-lb
Shear: -4931 lb 14939 lb
NOTES
page
Project: 1231FA WINDWOOD HOMES IIIII Patrick J. Burke /
Location:M7-FOYER ENTRY DR NOR Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam II= 2187 NW Reed St. Suite 100 or
[2015 International Building Code(2012 NDS)] _„44 ¢, .:Portland,OR 97210
3.5 IN x 9.251N x 5.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/18/2016 3:01:39 PM
Section Adequate By:40.2%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN U2580
Dead Load 0.02 in
Total Load 0.04 IN L/1538
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1528 lb 1528 lb
Dead Load 1035 lb 1035 lb
Total Load 2563 lb 2563 lb
Bearing Length 1.17 in 1.17 in
w
BEAM DATA Center
w.„_ _w
Span Length 5 ft
Unbraced Length-Top O ft A 5 ft B.-
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 611 plf
#2-Douglas-Fir-Larch Uniform Dead Load 407 plf
Base Values Adiusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 1025 plf
Cd=1.00 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.-I-to Grain: Fc- I = 625 psi Fc- = 625 psi
Controlling Moment: 3203 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: 2563 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: Read Provided
Section Modulus: 35.59 in3 49.91 in3
Area(Shear): 21.35 in2 32.38 in2
Moment of Inertia(deflection): 54.05 in4 230.84 in4
Moment: 3203 ft-lb 4492 ft-lb
Shear: 2563 lb 3885 lb
NOTES