Specifications l C12 D S 6,-) -FonKcr Sr
RECEIVED
ALAN OCT 2U2015
CIROFUGARD
ILDING DIVISION
D E S I G N A S S O C I A T E S, I N C .
STOC PLAN
1103BA
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 NW Reed Street. Ste.#100,Portland,OR 97210
B E A M A N A L Y S I S v1 . 5 SHAKE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc .
(503) 225-9161 Portland, OR
Client :
Project: 1103BA
Location: M1- 16/0 O.H. GARAGE DR HDR
Date: 01-26-2004
Calculation By: L.A.W.
Comment : 6 X 12 DF #2 OK
BEAM AND LOAD DIAGRAM
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I
R1 R2
Reaction R1 = 1,444 . 0 lbs . Reaction R2 = 1,440. 0 lbs .
Total load = 2, 880 . 0 lbs .
Dimensions: Clear span = 16 . 0 feet, no overhang.
No point loads.
No triangular loads .
Uniform beam weight= 16 lbs/lf (= 256 lbs. total) .
Uniform loads : Ul = 164 .0 lbs/lf at 0 . 0 feet to 16 . 0 feet .
Deflection limit (live load plus dead load) : 1/360 .
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BEAM TYPE WOOD: DFL-SINGL 6X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1, 440 . 0 FV 85.0 Area (Sq. In. ) 25 52
Moment (ft-lbs) 5, 760 . 0 FB 875.0 Sect .Modulus 79 81
Deflection (in) 0 . 53 E 1.30E6 Mom. Inertia 382 382*
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Actual Maximum Deflection = 0 . 53 inches.
Maximum Deflection occurs at 8 .0 feet.
Maximum Moment occurs at 8 .0 feet .
MINIMUM BEAM SIZE (W x H) : 5. 500" by 9. 413"
MINIMUM BEAM AREA (Sq.In. ) : 51 . 77
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
r B E A M A N A L Y S I S v1 . 5 SHAKE ROOF
PREPARED BY : Alan Mascord Design Associates, Inc .
(503) 225-9161 Portland, OR
Client :
Project : 1103BA
Location: M2- BM OUTSIDE FRONT ENTRY
Date : 01-26-2004
Calculation By: L.A.W.
Comment : 4 X 10 DF #2 OK
BEAM AND LOAD DIAGRAM
R1 R2
Reaction R1 = 846 . 0 lbs. Reaction R2 = 846 . 0 lbs .
Total load = 1, 692 . 0 lbs.
Dimensions : Clear span = 9 . 0 feet, no overhang.
No point loads .
No triangular loads .
Uniform beam weight= 9 lbs/lf (= -81 lbs . total) .
Uniform loads : U1 = 179. 0 lbs/lf at 0 . 0 feet to 9 . 0 feet .
Deflection limit (live load plus dead load) : 1/360 .
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BEAM TYPE WOOD: DFL-SINGL 4X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 846 . 0 FV 95 . 0 Area (Sq. In. ) 13 22
Moment (ft-lbs) 1, 903 . 5 FB 990 . 0 Sect .Modulus 23 23*
Deflection (in) 0. 30 E 1 . 60E6 Mom. Inertia 58 73
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Actual Maximum Deflection = 0 . 24 inches .
Maximum Deflection occurs at 4 . 5 feet .
Maximum Moment occurs at 4 . 5 feet .
MINIMUM BEAM SIZE (W x H) : 3 . 500" by 6 .289"
MINIMUM BEAM AREA (Sq. In. ) : 22 . 01
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL
B E A M A N A L Y S I S v1 . 5 SHAKE ROOF
PREPARED BY: Alan Mascord Design Associates, Inc .
(503) 225-9161 Portland, OR
Client :
Project : 1103BA
Location: M3- BM OVER DEN BUILT-INS
Date : 01-26-2004
Calculation By: L.A.W.
Comment : 4 X 10 DF #2 OK
BEAM AND LOAD DIAGRAM
• •
R1 R2
Reaction R1 = 1, 537 . 9 lbs. Reaction R2 = 1, 537 . 9 lbs .
Total load = 3 , 075 .8 lbs.
Dimensions : Clear span = 4 .5 feet, no overhang.
No point loads.
No triangular loads .
Uniform beam weight= 5 lbs/lf (= 20 . 25 lbs . total) .
Uniform loads : Ul = 679 . 0 lbs/lf at 0 . 0 feet to 4 . 5 feet .
Deflection limit (live load plus dead load) : 1/360 .
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BEAM TYPE WOOD: DFL-SINGL 4X #2
COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL
Shear (lbs) 1, 537 . 9 FV 95 .0 Area (Sq. In . ) 24 24*
Moment (ft-lbs) 1, 708. 8 FB 990 . 0 Sect .Modulus 21 28
Deflection (in) 0 . 15 E 1.60E6 Mom. Inertia 25 97
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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 6 . 938"
MINIMUM BEAM AREA (Sq. In. ) : 24 . 28
VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS
ORIGINAL.