Specifications (38) RECEIVED
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JUN 29 2017
ALAN
A N
ITY OF TIGARD
LILDING DIVISION
DESIGN ASSOCIATES, I N C .
OPTION PLAN
22166
FOR:
J •T • ROTH
CONSTRUCTION
(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 .Reed St. Suite#100 PORTLAND,OR. 97210
♦ ,
BEAM ANALYSIS v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc. fir.
(503) 225-9161 Portland, OR
Client : STOCK PLAN
Project : 22166
Location: M1 - FRONT PORCH BEAMS ='<
Date: 10-25-2006
Calculation By: P.J.B.
Comment : USE 4 X 10 #2 D.F.
BEAM AND LOAD DIAGRAM
A
Rl R2
Reaction R1 = 1, 302 .0 lbs. Reaction R2 = 1, 302 .0 lbs.
Total load = 2, 604.0 lbs.
Dimensions : Clear span = 10 .5 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 8 lbs/lf (= 84 lbs. total) .
Uniform loads: U2 = 90 .0 lbs/if at 0.0 feet to 10.5 feet.
U1 = 150 .0 lbs/if at 0. 0 feet to 10 .5 feet.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE WOOD: DFL-SINGL 4X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear fibs) 1,302.0 FV 95.0 Area (Sq.In.) 21 29
Moment (ft-lbs) 3,410.0 FB 990.0 Sect .Modulus 41 41*
Deflection (in) 0.35 E 1.60E6 Mom. Inertia 120 174
Actual Maximum Deflection = 0 .24 inches.
Maximum Deflection occurs at 5 .0 feet .
Maximum Moment occurs at 5 .0 feet .
MINIMUM BEAM SIZE (W x H) : 3 .500" by 8 .418"
MINIMUM BEAM AREA (Sq.In. ) : 29 .46
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYSIS v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project : 22166 ><
Location: M2 - DINING FRONT WINDOW HDR
Date: 10-25-2006 }{•{-;.' `{rggi:i:,$',:TiY A
Calculation By: P.J.B.
Comment: USE 6 X 8 #2 D.F.
BEAM AND LOAD DIAGRAM
1111111111111
A •
Ri R2
Reaction R1 = 2,184 .0 lbs. Reaction R2 = 2, 184 .0 lbs.
Total load = 4,368.0 lbs.
Dimensions: Clear span = 6.0 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 8 lbs/lf (= 48 lbs. total) .
Uniform loads: Ui = 720.0 lbs/if at 0 .0 feet to 6.0 feet.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE WOOD: DFL-SINGL 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 2, 184 .0 FV 85.0 Area (Sq.In. ) 39 39*
Moment (ft-lbs) 3,276 .0 FB 875.0 Sect .Modulus 45 45
Deflection (in) 0.20 E 1.30E6 Mom. Inertia 81 158
Actual Maximum Deflection = 0.10 inches.
Maximum Deflection occurs at 3 .0 feet .
Maximum Moment occurs at 3 .0 feet .
MINIMUM BEAM SIZE (W x H) : 5.500" by 7.007"
MINIMUM BEAM AREA (Sq. In. ) : 38.54
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYS I S v1.5 TILE ROOF
PREPARED BY; Alan Mascord Design Associates, Inc. `
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project: 22166
Location: M3 - DINING / FOYER OPN'G HDR
Date: 10-25-2006 ;'Ad - s' .:•;&::'
Calculation By: P.J.B.
Comment: USE 5.125" X 9" GLU-LAM
BEAM AND LOAD DIAGRAM
P1
♦ A
1 1
R1 R2
Reaction R1 = 3, 795 .6 lbs. Reaction R2 = 1, 357.4 lbs_
Total load = 5, 153.0 lbs.
Dimensions: Clear span = 8.5 feet, no overhang.
Point loads : P1 = 2, 750.0 lbs. at 1.0 feet.
No triangular loads .
Uniform beam weight= 8 lbs/if (= 68 lbs. total) .
Uniform loads: U2 = 230.0 lbs/lf at 0 .0 feet to 8 .5 feet.
U1 = 380.0 lbs/lf at 0 .0 feet to 1.0 feet.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE LAM : GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 3, 795. 6 FV 240.0 Area (Sq. In. ) 24 31
Moment (ft-lbs) 3, 865 .9 FE 2,400.0 Sect.Modulus 19 32
Deflection (in) 0 .28 E 1 .80E6 Mom.Inertia 99 99*
Actual Maximum Deflection = 0.28 inches.
Maximum Deflection occurs at 4.0 feet.
Maximum Moment occurs at 3 .0 feet.
MINIMUM BEAM SIZE (W x H) : 5 .125" by 6.143"
MINIMUM BEAM AREA (Sq.In. ) ; 31.48
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYSIS v1. 5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc. :
(503) 225-9161 Portland, OR
Client: STOCK PLAN =°
Project : 22166
Location: M4 - LAM JSTS 0/ FOYER HALL BY STAIR
Date: 10-25-2006 ::'y''"h'x ..r. '
Calculation By: P.J.B.
Comment : USE (2) 2 X 10 #2 D.F.
BEAM AND LOAD DIAGRAM
IIIIMINNININNION
• A
R1 R2
Reaction R1 = 780.0 lbs. Reaction R2 = 780 .0 lbs.
Total load = 1, 560.0 lbs.
Dimensions: Clear span = 7.5 feet, no overhang.
No point loads .
No triangular loads.
Uniform beam weight= 8 lbs/If (= 60 lbs. total) .
Uniform loads: U1 = 200. 0 lbs/if at 0.0 feet to 7 .5 feet.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE WOOD: DFL-REPET 2X10 #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 780 .0 FV 95 .0 Area (Sq. In. ) 12 12*
Moment (ft-lbs) 1, 456 .0 FB 1, 135 .0 Sect.Modulus 15 19
Deflection (in) 0 .25 E 1. 60E6 Mom. Inertia 37 88
Actual Maximum Deflection = 0 . 10 inches.
Maximum Deflection occurs at 3 .5 feet.
Maximum Moment occurs at 3 .5 feet.
MINIMUM BEAM SIZE (W x H) : 1.331" by 9 .250"
MINIMUM BEAM AREA (Sq.In. ) : 12.32
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANAL Y S I S v1 .5 TILE ROOF
n2
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project: 22166
Location: M5 - DINING CLG FLUSH BM
Date : 11-01-2006 .;.; ;::::: .;::;•:' <r•:�•;:>::..:�'-.
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Calculation By: P.J.B.
Comment : USE 6 .75" X 9" GLU-LAM
BEAM AND LOAD DIAGRAM
P1
4,
-----------
-----------
4,
A •
Ri R2
Reaction R1 = 4, 969 .9 lbs . Reaction R2 = 3 , 033 .1 lbs .
Total load = 8, 003 .0 lbs.
Dimensions : Clear span = 11.5 feet, no overhang.
Point loads : P1 = 1, 645 .0 lbs . at 5 .5 feet .
No triangular loads.
Uniform beam weight= 12 lbs/lf (= 138 lbs . total) .
Uniform loads: U2 = 650 .0 lbs/lf at 0 .0 feet to 5 .5 feet.
U1 = 230 .0 lbs/lf at 0 . 0 feet to 11 .5 feet.
Deflection limit (live load plus dead load) : 1/340 .
BEAM TYPE LAM : GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 4, 969 .9 FV 240 .0 Area (Sq. In. ) 31 61
Moment (ft-lbs) 13, 842 .8 FB 2, 400 .0 Sect.Modulus 69 92
Deflection (in) 0 .41 E 1 .80E6 Mom. Inertia 416 416*
Actual Maximum Deflection = 0 .41 inches .
Maximum Deflection occurs at 5 .5 feet .
Maximum Moment occurs at 5 .5 feet .
MINIMUM BEAM SIZE (W x H) : 6 .750" by 9.042"
MINIMUM BEAM AREA (Sq. In. ) : 61.03
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
BEAM ANALYS I S v1.5 TILE ROOF
I
PREPARED BY: Alan Mascord Design Associates, Inc.
11111
(503) 225-9161 Portland, OR
Client: STOCK PLAN 1111
Project: 22166
Location: M6 - KIT. FLUSH BM
Date: 10-25-2006 SMORINIONO
Calculation By: P.J.B.
Comment: USE 5 .125" X 12" GLU-LAM
BEAM AND LOAD DIAGRAM
R1 R2
Reaction R1 = 6,854.0 lbs. Reaction R2 = 6, 854 .0 lbs.
Total load = 13, 708.0 lbs.
Dimensions: Clear span = 11 .5 feet, no overhang.
No point loads.
No triangular loads .
Uniform beam weight= 12 lbs/lf (= 138 lbs. total) .
Uniform loads: U2 650 . 0 lbs/lf at 0 .0 feet to 11.5 feet.
Ul = 530.0 lbs/lf at 0.0 feet to 11.5 feet .
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE LAM : GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 6, 854 . 0 FV 240 .0 Area (Sq.in. ) 43 60
Moment (ft-lbs) 19, 668 .0 FB 2,400.0 Sect .Modulus 98 116
Deflection (in) 0 .38 E 1.80E6 Mom.Inertia 676 676*
Actual Maximum Deflection = 0.38 inches.
Maximum Deflection occurs at 5.5 feet.
Maximum Moment occurs at 5.5 feet.
MINIMUM BEAM SIZE (W x H) : 5 .125" by 11.655"
MINIMUM BEAM AREA (Sq.In. ) : 59 . 73
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANAL Y S I S v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project: 22166
Location: M7 - NOOK / GREAT RM OPN'G BM >`
Date: 10-25-2006 :r :> ::f: }� kr
Calculation By: P.J.B. <:<::;<•>m: •::;;::.;::::i:::::;
Comment: USE 5.125" X 13 .5" GLU-LAM
BEAM AND LOAD DIAGRAM
P2
i
Jr
A •
R1 R2
Reaction Ri = 10,323 .4 lbs. Reaction R2 = 3, 151.6 lbs .
Total load = 13,475.0 lbs.
Dimensions: Clear span = 13 .0 feet, no overhang.
Point loads: P1 = 6,465 . 0 lbs. at 3 .0 feet .
P2 = 6, 854 .0 lbs. at 3 .0 feet .
No triangular loads.
Uniform beam weight= 12 lbs/lf (= 156 lbs. total) .
No uniform loads.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE LAM : GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 10, 323 .4 FV 240.0 Area (Sq.In.. ) 65 69
Moment (ft-lbs) 30, 916 .2 FE 2,400.0 Sect.Modulus 157 157*
Deflection (in) 0.43 E 1.80E6 Mom.Inertia 892 1, 060
Actual Maximum Deflection = 0 .36 inches.
Maximum Deflection occurs at 5.5 feet .
Maximum Moment occurs at 3 .0 feet .
Size Factor = 0 . 987 DETERMINING FACTOR = *
MINIMUM BEAM SIZE (W x H) : 5.125" by 13 .538"
MINIMUM BEAM AREA (Sq. In. ) : 69 .38
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYSIS v1 .5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client : STOCK PLAN
Project : 22166
Location: MB -- NOOK PATIO DOOR HDR
Date: 10-25-2006 k �, ?c g. °
ki
Calculation By: P.J.H.
Comment : USE 6 X 8 #2 D.F.
BEAM AND LOAD DIAGRAM
1111111111111
• •
R1 R2
Reaction Ri = 1, 464.0 lbs. Reaction R2 = 1,464 .0 lbs.
Total load = 2, 928.0 lbs.
Dimensions: Clear span = 6.0 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 8 lbs/lf (= 48 lbs . total) .
Uniform loads: U1 = 480.0 lbs/if at 0 .0 feet to 6 .0 feet .
Deflection limit (live load plus dead load) : 1/360.
BEAM TYPE WOOD: DFL-SINGL 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1,464 . 0 FV 85 .0 Area (Sq.In. ) 26 32
Moment (ft-lbs) 2, 196 . 0 FB 875 .0 Sect .Modulus 30 30*
Deflection (in) 0 .20 E 1.30E6 Mom. Inertia 54 86
Actual Maximum Deflection = 0.13 inches.
Maximum Deflection occurs at 3.0 feet .
Maximum Moment occurs at 3 .0 feet .
MINIMUM BEAM SIZE (W x H) : 5 .500" by 5.732"
MINIMUM BEAM AREA (Sq. In. ) : 31.53
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
I
BEAM ANALY S I S v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc. m.11111 —
11111
(503) 225-9161 Portland, OR
Client : STOCK PLAN `: .
Project: 22166kts
Location: M9 - REAR PORCH SIDE BEAMS
Date• 10-25-2006 '"` # ?~' -
Calculation By: P.J.B.
Comment: USE 4 X 8 #2 D.F.
BEAM AND LOAD DIAGRAM
MINNOINNIONI
MiNiiiiniliMMOMMIA A
I {
R1 R2
Reaction Ri = 1, 074.0 lbs. Reaction R2 = 1, 074.0 lbs .
Total load = 2, 148.0 lbs.
Dimensions: Clear span = 6.0 feet, no overhang.
No point loads _
No triangular loads .
Uniform beam weight= 8 lbs/lf (= 48 lbs. total) .
Uniform loads: Ul = 350.0 lbs/lf at 0 .0 feet to 6.0 feet.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE WOOD: DFL-SINGL 4X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1, 074 .0 FV 95.0 Area (Sq_ In. ) 17 20
Moment (ft-lbs) 1, 611 .0 FB 990.0 Sect.Modulus 20 20*
Deflection (in) 0 .20 E 1.60E6 Mom. Inertia 32 56
Actual Maximum Deflection = 0.11 inches.
Maximum Deflection occurs at 3 .0 feet .
Maximum Moment occurs at 3 .0 feet.
MINIMUM BEAM SIZE (W x H) : 3 .500" by 5.786"
MINIMUM BEAM ARBA (Sq.In.) : 20.25
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYSIS v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project: 22166 s'
Location: M10 - REAR PORCH GABLE BEAM ,;.�+ l'4ry`{,: :
Date: 10-25-2006 ''' :` ":�
Calculation By: P.J.B.
Comment: USE 4 X 10 #2 D.F.
BEAM AND LOAD DIAGRAM
A •
R1
R2
Reaction Ri = 948.0 lbs. Reaction R2 = 948 .0 lbs.
Total load = 1, 896.0 lbs.
Dimensions: Clear span = 12 .0 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 8 lbs/lf (= 96 lbs. total) .
Uniform loads: Ui = 150.0 lbs/lf at 0 .0 feet to 12 .0 feet.
Deflection limit (live load plus dead load) : 1/360.
BEAM TYPE WOOD: DFL-SINGL 4X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 948.0 FV 95.0 Area (Sq.In. ) 15 27
Moment (ft-lbs) 2, 844 .0 FB 990.0 Sect .Modulus 34 34*
Deflection (in) 0 .40 E 1.60E6 Mom. Inertia 115 133
Actual Maximum Deflection = 0.35 inches.
Maximum Deflection occurs at 6 .0 feet.
Maximum Moment occurs at 6 .0 feet.
MINIMUM BEAM SIZE (W x H) : 3.500" by 7 . 687"
MINIMUM BEAM AREA (Sq. In. ) : 26 .91
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
II
BEAM ANA LYS I S v1.5 TILE ROOF
Yi
PREPARED BY: Alan Mascord Design Associates, Inc. #{
(503) 225-9161 Portland, OR
Client : STOCK PLAN .'`:
Project : 22166
Location: M11 - GREAT RM REAR WINDOW HDR `{{
Date: 10-25-2006
Calculation By: P.J.B.
Comment: USE 6 X 8 #2 D.D.F
BEAM AND LOAD DIAGRAM
MMEEMMEMIIII
A A
R1 R2
Reaction Ri = 895.0 lbs. Reaction R2 = 895.0 lbs.
Total load = 1, 790.0 lbs.
Dimensions: Clear span = 5. 0 feet, no overhang.
No point loads.
No triangular loads .
Uniform beam weight= 8 lbs/if (= 40 lbs. total) .
Uniform loads: U1 = 350.0 lbs/lf at 0.0 feet to 5.0 feet.
Deflection limit (live load plus dead load) : 1/360.
BEAM TYPE WOOD: DFL-SINGL 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 895 .0 FV 85 .0 Area (Sq. In. ) 16 23
Moment (ft-lbs) 1, 118 .8 FB 875.0 Sect.Modulus 15 15*
Deflection (in) 0 .17 E 1.30E6 Mom.Inertia 23 31
Actual Maximum Deflection = 0 .12 inches .
Maximum Deflection occurs at 2 .5 feet.
Maximum Moment occurs at 2 .5 feet.
MINIMUM BEAM SIZE (W x H) : 5 .500" by 4 .091"
MINIMUM BEAM AREA (Sq.In. ) : 22 .50
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
f
BEAM ANALYSIS v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project: 22166
Location: M12 - MSTR BDRM REAR WINDOW HDR
v.Yr
Date: 10-25-2006
Calculation By: P.J.B.
Comment : USE 6 X B #2 D.F.
BEAM AND LOAD DIAGRAM
A A
R1 R2
Reaction R1 = 632.0 lbs. Reaction R2 = 632 .0 lbs.
Total load = 1, 264.0 lbs.
Dimensions: Clear span = B .0 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 8 lbs/lf (= 64 lbs. total) .
Uniform loads: U1 = 150.0 lbs/lf at 0 . 0 feet to 13.0 feet.
Deflection limit (live load plus dead load) : 1/360.
BEAM TYPE WOOD: DFL-SINGL 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 632 .0 FV 85 .0 Area (Sq. In. ) 11 25
Moment (ft-lbs) 1, 264.0 FB 875 .0 Sect .Modulus 17 19
Deflection (in) 0 .27 E 1.30E6 Mom. Inertia 42 42*
Actual Maximum Deflection = 0 .27 inches.
Maximum Deflection occurs at 4 . 0 feet.
Maximum Moment occurs at 4 . 0 feet.
MINIMUM BEAM SIZE (W x H) : 5.500" by 4.499"
MINIMUM BEAM AREA (Sq. In. ) : 24 .75
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
•
Project:22166 JT ROTH page
Ell Patrick Burke
Location:M13-FLUSH BM 0/MSTR CLOSET Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] _�, .4 ig .- Portland,OR 97210
3.51N x 7.25 IN x 5.67 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/20/2017 4:13:13 PM
Section Adequate By:40.2%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/1239
Dead Load 0.01 in
Total Load 0.07 IN L/981
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1191 lb 1191 lb
Dead Load 313 lb 313 lb
Total Load 1504 lb 1504 lb
Bearing Length 0.69 in 0.69 in
w
BEAM DATA Center
Span Length 5.67 ft
Unbraced Length-Top 0 ft A
5.67 ft
Unbraced Length-Bottom 5.67 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 420 plf
#2-Douglas-Fir-Larch Uniform Dead Load 105 plf
Base Values Adiusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 531 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.1 to Grain: Fc- I = 625 psi Fc--L'= 625 psi
Controlling Moment: 2132 ft-lb
2.84 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1203 lb
At a distance d 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: Rea'd Provided
Section Modulus: 21.87 in3 30.66 in3
Area(Shear): 10.03 in2 25.38 in2
Moment of Inertia(deflection): 32.29 in4 111.15 in4
Moment: 2132 ft-lb 2989 ft-lb
Shear: 1203 lb 3045 lb
NOTES
BEAM ANALYSIS v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR z.
Client: STOCK PLAN <}
Project: 22166
Location: M14 - GREAT RM / HALL OPN'G BM
Date: 10-25-2006
Calculation By: P.J.B.
Comment: USE 3 .125" X 10.5" GLU-LAM
BEAM AND LOAD DIAGRAM
• •
R1 R2
Reaction R1 = 1,426.7 lbs. Reaction R2 = 1,053 .3 lbs.
Total load = 2,480.0 lbs .
Dimensions: Clear span = 15. 0 feet, no overhang.
No point loads .
No triangular loads.
Uniform beam weight= 12 lbs/if (= 180 lbs . total) .
Uniform loads: U2 = 100.0 lbs/lf at 8 . 0 feet to 15.0 feet .
U1 = 200.0 lbs/lf at 0 . 0 feet to 8.0 feet.
Deflection limit (live load plus dead load) : 1/360.
BEAM TYPE LAM : GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1,426 .7 FV 240.0 Area (Sq. In.) 9 29
Moment (ft-lbs) 4, 794 .8 FB 2,400 .0 Sect.Modulus 24 45
Deflection (in) 0 .50 E 1.80E6 Mom. Inertia 211 211*
Actual Maximum Deflection = 0 .50 inches.
Maximum Deflection occurs at 7 .5 feet_
Maximum Moment occurs at 6. 5 feet.
MINIMUM BEAM SIZE (W x H) : 3 .125" by 9 .328"
MINIMUM BEAM AREA (Sq.In. ) : 29 .15
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYSIS v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc. lit
III
(503) 225-9161 Portland, OR :
Client: STOCK PLAN x
Project: 22166 1'
Location: M15 - BM 0/ PWDR RM / LAUNDRY HALL r.
Date: 10-25-2006 `';L' . `'}•.; {..
Calculation By: P.J.B.
Comment: USE 5.125" X 10 .5" GLU-LAM
BEAM AND LOAD DIAGRAM
• •
R1 R2
Reaction Ri = 4,560.0 lbs. Reaction R2 = 4, 560.0 lbs . .
Total load = 9,120.0 lbs .
Dimensions: Clear span = 10. 0 feet, no overhang.
No point loads .
No triangular loads.
Uniform beam weight= 12 lbs/lf (= 120 lbs. total) .
Uniform loads: U2 = 300 .0 lbs/lf at 0 .0 feet to 10.0 feet.
Ui = 600 .0 lbs/lf at 0.0 feet to 10 .0 feet.
Deflection limit (live load plus dead load) : 1/360.
BEAM TYPE LAM : GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 4,560 .0 FV 240.0 Area (Sq. In. ) 29 48
Moment (ft-lbs) 11,400 .0 FB 2, 400 .0 Sect .Modulus 57 73
Deflection (in) 0.33 E 1.80E6 Mom. Inertia 341 341*
Actual Maximum Deflection = 0.33 inches.
Maximum Deflection occurs at 5 .0 feet.
Maximum Moment occurs at 5 .0 feet.
MINIMUM BEAM SIZE (W x H) : 5 .125" by 9 .274"
MINIMUM BEAM AREA (Sq.In. ) : 47.53
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYS I S v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project: 22166
Location: M16 - OFFICE DOOR HDR h 'M1l' ` {ay`k
Date: 10-25-2006 .:,:..:-.:,,..::::.,-_:•...:..t..,...
Calculation By: P.J.H.
Comment: USE 4 X 8 #2 DF. .
BEAM AND LOAD DIAGRAM
IIIIIMINI
• •
R1 R2
Reaction R1 = 1, 216.0 lbs. Reaction R2 = 1, 216.0 lbs .
Total load = 2,432.0 lbs .
Dimensions: Clear span = 4 .0 feet, no overhang.
No point loads .
No triangular loads .
Uniform beam weight= 8 lbs/lf (= 32 lbs. total) .
Uniform loads: U1 = 600.0 lbs/if at 0.0 feet to 4.0 feet.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE WOOD: DFL-SINGL 4X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1,216 .0 FV 95.0 Area (Sq. In. ) 19 19*
Moment (ft-lbs) 1,216 .0 FE 990.0 Sect.Modulus 15 18
Deflection (in) 0 .13 E 1.60E6 Mom.Inertia 16 48
Actual Maximum Deflection = 0.04 inches.
Maximum Deflection occurs at 2 .0 feet.
Maximum Moment occurs at 2 . 0 feet.
MINIMUM BEAM SIZE (W x H) : 3 .500" by 5.486"
MINIMUM BEAM AREA (Sq. In. ) : 19.20
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYSIS v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc. f
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project: 22166
Location: M17 - 16/0 GAR DOOR HDR
Date: 10-25-2006 Aemmimmtw>� f:•s::».>.:.::':-..
Calculation By: P.J.B.
Comment: USE 5.125" X 13 .5" GLU-LAM
BEAM AND LOAD DIAGRAM
A A
R1 R2
Reaction R1 = 4, 896.0 lbs. Reaction R2 = 4, 896.0 lbs .
Total load = 9, 792 .0 lbs.
Dimensions: Clear span = 16 .0 feet, no overhang.
No point loads .
No triangular loads.
Uniform beam weight= 12 lbs/if (= 192 lbs. total) .
Uniform loads: Ui = 600 .0 lbs/lf at 0 .0 feet to 16 .0 feet.
Deflection limit (live load plus dead load) : 1/360.
BEAM TYPE LAM : GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 4, 896 .0 FV 240 .0 Area (Sq. In.) 31 67
Moment (ft-lbs) 19,584.0 FB 2,400.0 Sect .Modulus 99 144
Deflection (in) 0.53 E 1.80E6 Mom. Inertia 939 939*
Actual Maximum Deflection = 0.53 inches .
Maximum Deflection occurs at 8 .0 feet.
Maximum Moment occurs at 8 . 0 feet.
Size Factor = 0.991 DETERMINING FACTOR = *
MINIMUM BEAM SIZE (W x H) : 5 .125" by 13 .001"
MINIMUM BEAM AREA (Sq.In. ) : 66 .63
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYSIS v1.5 TILE ROOF
ti4
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client: STOCK PLAN
}
Project: 22166 A
Location: M18 - ENTRY DOOR HDR 1;#
Date: 10-25-2006
.. ...........
Calculation By: P.J.B.
Comment: USE 6 X 8 #2 D.P.
BEAM AND LOAD DIAGRAM
A
1
Ri R2
Reaction Ri = 1, 195 .0 lbs. Reaction R2 = 1,195.0 lbs.
Total load = 2,390.0 lbs .
Dimensions : Clear span = 5 .0 feet, no overhang.
No point loads .
No triangular loads.
Uniform beam weight= 8 lbs/lf (= 40 lbs. total) .
Uniform loads: U1 = 470.0 lbs/if at 0.0 feet to 5.0 feet.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE WOOD: DFL-SINGL 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1, 195.0 FV 85 .0 Area (Sq.In. ) 21 26
Moment (ft-lbs) 1,493 . 8 FB 875 .0 Sect .Modulus 20 20*
Deflection (in) 0.17 E 1 .30E6 Mom.Inertia 31 48
Actual Maximum Deflection = 0 .11 inches.
Maximum Deflection occurs at 2 .5 feet.
Maximum Moment occurs at 2 .5 feet.
MINIMUM BEAM SIZE (W x H) : 5 .500" by 4.727"
MINIMUM BEAM AREA (Sq. In. ) : 26.00
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
i
BEAM ANAL Y S I S v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR
Client: STOCK PLAN
Project: 22166 $;
Location: M19 - MSTR BATH FLUSH BM },: ::v : : � 4
Date; 10-25-2006 „�xx:Kft,:>:,::<:;: .«:;t
Calculation By: P.J.B.
Comment : USE 4 X 10 #2 D.F.
BEAM AND LOAD DIAGRAM
IIIIINIIIMINNION
MEMIIIMEMOMMIMMI
AR1 R2
Reaction Ri = 1, 865 .5 lbs. Reaction R2 = 1, 865.5 lbs .
Total load = 3, 731.0 lbs.
Dimensions: Clear span = 7.0 feet, no overhang.
No point loads.
No triangular loads .
Uniform beam weight= 8 lbs/if (= 56 lbs. total) .
Uniform loads: U1 = 525 .0 lbs/if at 0.0 feet to 7 .0 feet.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE WOOD: DFL-SINGL 4X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1, 865 .5 FV 95.0 Area (Sq. In. ) 29 29*
Moment (ft-lbs) 3, 264.6 FE 990.0 Sect.Modulus 40 41
Deflection (in) 0 .23 E 1 . 60E6 Mom. Inertia 76 174
Actual Maximum Deflection = 0. 10 inches.
Maximum Deflection occurs at 3 .5 feet.
Maximum Moment occurs at 3.5 feet.
MINIMUM BEAM SIZE (W x H) : 3 .500" by 8.416"
MINIMUM BEAM AREA (Sq.In.) : 29.46
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
BEAM ANALYSIS v1 .5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc. -k:
(503) 225-9161 Portland, OR
Client: STOCK PLAN N<
Project : 22166
Location: U1 - BM 0/ UPPER GREAT RM
Date• 10-24-2006
Calculation By: P.J.B.
Comment : USE 5.125" X 15" GLU-LAM
BEAM AND LOAD DIAGRAM
A
R1 R2
Reaction Ri = 6, 465.0 lbs. Reaction R2 = 6,465 .0 lbs.
Total load = 12, 930.0 lbs.
Dimensions: Clear span = 15 .0 feet, no overhang.
No point loads.
No triangular loads.
Uniform beam weight= 12 lbs/if (= 180 lbs. total) .
Uniform loads: U1 = 850 .0 lbs/lf at 0.0 feet to 15 .0 feet.
Deflection limit (live load plus dead load) : 1/360 .
BEAM TYPE LAM : GLULAM (2400 Fb)
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 6, 465 . 0 FV 240.0 Area (Sq.In. ) 40 70
Moment (ft-lbs) 24, 243 . 8 FB 2, 400.0 Sect .Modulus 123 159
Deflection (in) 0 .50 E 1 .80E6 Mom. Inertia 1, 089 1, 089*
Actual Maximum Deflection = 0.50 inches.
Maximum Deflection occurs at 7 .5 feet .
Maximum Moment occurs at 7 .5 feet .
Size Factor = 0 . 986 DETERMINING FACTOR = *
MINIMUM BEAM SIZE (W x H) : 5 . 125" by 13 .662"
MINIMUM BEAM AREA (Sq. In. ) : 70.02
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
I
BEAM ANALYS I S v1.5 TILE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc.
(503) 225-9161 Portland, OR '<{
Client: STOCK PLAN '`$
Project: 22166
Location: U2 - BR #3 CLOSET DOOR HDR ::::
Date: 10-24-2006 '.:r: *: :`:::,:k {�;
Calculation By: P.J.B.
Comment: USE 6 X 8 #2 DF. .
BEAM AND LOAD DIAGRAM
MOIMEMMIMMOIM
A •
1
R1 R2
Reaction R1 = 1,645.0 lbs. Reaction R2 = 1,645.0 lbs.
Total load = 3,290.0 lbs.
Dimensions: Clear span = 5 .0 feet, no overhang.
No point loads .
No triangular loads .
Uniform beam weight= 8 lbs/if (= 40 lbs . total) .
Uniform loads: Ul = 650 .0 lbs/If at 0.0 feet to 5 .0 feet.
Deflection limit (live load plus dead load) : 1/360.
BEAM TYPE WOOD: DFL-SINGL 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1, 645A FV 85.0 Area (Sq. In. ) 29 31
Moment (ft-lbs) 2, 056.3 FB 875 .0 Sect.Modulus 28 28*
Deflection (in) 0.17 E 1.30E6 Mom.Inertia 42 78
Actual Maximum Deflection = 0.09 inches .
Maximum Deflection occurs at 2 .5 feet .
Maximum Moment occurs at 2 .5 feet.
MINIMUM BEAM SIZE (W x H) : 5.500" by 5.546"
MINIMUM BEAM AREA (Sq.In. ) : 30.51
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
Project:22166 JT ROTH page
ER Patrick Burke
ME /
Location:D1 -REAR DECK 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 9.25 IN x 12.5 FT — ' ' ;'
#2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.1.4 6/20/2017 4:13:13 PM
Section Adequate By: 5.5%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.30 IN L/507
Dead Load 0.06 in
Total Load 0.36 IN L/416
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1119 lb 1119 lb
Dead Load 244 lb 244 lb
Total Load 1363 lb 1363 lb
Bearing Length 0.93 in 0.93 in
BEAM DATA Center
Span Length 12.5 ft
Unbraced Length-Top 0 ft A 12.5 ft B
Unbraced Length-Bottom 12.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 179 plf
#2-Douglas-Fir-Larch Uniform Dead Load 32 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 218 plf
Cd=1.00 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 175 psi
Cd=1.00 Cm=0.97
Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi
Cm=0.90
Comp.-'-to Grain: Fc-1= 625 psi Fc--L'= 419 psi
Cm=0.67
Controlling Moment: 4258 ft-lb
6.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1199 lb
At a distance d 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: Reo'd Provided
Section Modulus: 47.31 in3 49.91 in3
Area(Shear): 10.3 in2 32.38 in2
Moment of Inertia(deflection): 163.85 in4 230.84 in4
Moment: 4258 ft-lb 4492 ft-lb
Shear: 1199 lb 3768 lb
NOTES
Alan Mascord Design Associates, Inc. Isolated Footing
1305 NW 18th Avenue Worksheet
Portland,OR 97209 (503)225-9161
Bearing Footing Information: Project: 22166 STOCK PLAN
Location: F1 -CONC FTG BELOW KITCHEN I GREAT RM BEAM
CaliontUSE 34" x 34"x 12" CONC. FTG.WI(3)#4 BARS EA.WAY
Rebar Grade 40 Steel Grade of reinforcing bars
fc fc(ksi) 3.00 Specified Concrete compressive strength (kipslin2)
fs fs(ksi) 20.00 Allowable tensile stress of steel reinforcement(kipslin2)
fy fy(ksi) 40.00 Yield strength of steel reinforcement(kips/in2)
rebar size (number) 4 bar number... the bar diameter in eighths of an inch 1
Soil Bearing Pressure(psf) 1,500
drc Rebar Cover(in) 3.00 minimum rebar cover
Entered Values
dos Square Column Side Dimension(in) 6.50 assumes a square section column or column with square bearing plate
j value T 0.90 Lookup from table of Balanced Section Pr es
We concrete weight (psf) , 150.00 (h/12)'150
P Column Load(Ibs) 10,323.00
Ar Rebar cross section area 0.20 ma=Tr*(0.5*0.5)2
Computed Values
Dr rebar diameter(in) 0.50 rebar number divided by 8
h h=footing he�ht 12
d footing thickness less bar&cover 8.50 b-( r +Dr)_(12-(3+0.5))
wr Net Footing Pressure(psf) 150.00 (h/12)'we=(12!12)'150
pn Net Usable Soil Pressure(psf) 1..350.00 (1500-150)=1350
Abp\Req'd Footing"Pad"Plan Area (sf) 7.65 P/pn=(10323!1500)
dpr Req'd Length of Pad Side(in.) 33.19 ((JdpT)a 12)_((17.65)'12)
b Length of Pad Side(in.)-rounded 34' round c up to whole inch
br Length of Pad Side(ft.) -rounded 2 83 express dpr in sure feet used upon rounded value
di beam shear consideration dist(in) 5.75 (0.5'b)-((0.5'dos)+d)_(0.5*34)-((0.5*5.5)+8.5)
Beam Shear Investigation
V Shear Force (V) 1,830.7 (pn'bf*(d1 1 12))=(1350'2.83*(5.75112))
v Shear Stress (v) 6.33 V/(b'd)=1830.7/(34*8.5)
Ye Maximum Stress(vc) - 60.25 1.1'4(f c' 1000)=1.1 'J(3'1000)
Shear Investigation Result PASSES I check to see if Shear stress'V is less than maximum NO
Perpheral Shear Investigation
d2 'peripheral shear consideration dist(in) 14,00 (d+dos)=(8.5+5.5)
V Peripheral Shear(V) 8,974 5 V'((bf)'02112)2)=1350*((2.83)2-(14 t 12)2)
v Perpiheral Shear stress(v) 18.85 V/((d2*4)'d)=1350/(04"4)*8.5)
vc Maximum Perpheral Stress(vc) 109.54 2'I/(tc'1000)=2*J(3*1000)
Peripheral Shear Investigation Result PASSES I check to see if Peripheral shear"V is less than the maximum'vc'
Cantilever Moment investigation
d3 Bending/dev. consideration dist(in) 14.25 (0.5'b)-{0.5'ccs)_(0.5'34)-(0.5'5.5)
M Cantilever Moment(M) 2,693.8 pn'bf'(d3/12)*(0.5'(d3/12))= 1350'2.83*(1425/12)'(0.5'(14.25112))
As Required Steel Area "As"(sq. in.) _ 0.21 M'121((is'1000)*j*d)_(2693.8'12)1((20'1000)*0.9'8.5)
Total Number of bars required(min) 2 total req.steel area divided by area of a bar,roweled up
Number of bars each way(min) 1 total number of bars divided by two and rounded up
Rule of thumb no.of bars each way 3 by preference,space rebar no more than footing thickness(h)
Callout rebar to use each way 3 meter of calculated or preferen a rebar spacing to determine number of bars
Footing Rear Wukdied_PJBrk Prepared t P.J.B. on 10126'2006 at 1218 PM