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Specifications (131) eAs12-.o17- 00 2_--`76( erii5 5Li Frukftl ALAN RECEIVED SEP 1 1 2017 OF TIGARO ILDING DIVISION DESIGN ASSOCIATES, INC . BLACK DIAMOND HOMES 2185A 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 BEAM ANALYSIS v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc . (503) 225-9161 Portland, OR Client : PLUMMER RESIDENCE ti Project: 2185A Location: Ul- BM OVER UPPER GREAT RM Date: 10-06-2010 �:•�••'r•:•:: :XMti+` Calculation By: L.A.W. Comment : 5 1/8" X 16 1/2" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM A R1 R2 Reaction Ri = 5, 913 .4 lbs . Reaction R2 = 5, 913 .4 lbs . Total load = 11, 826 . 8 lbs. Dimensions : Clear span = 19 . 5 feet, no overhang. No point loads . No triangular loads. Uniform beam weight= 20 lbs/lf (= 380 .25 lbs . total) . Uniform loads : Ui = 587 . 0 lbs/lf at 0 . 0 feet to 19 . 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) 5, 913 .4 FV 240 . 0 Area (Sq. In. ) 37 81 Moment (ft-lbs) 28, 808 . 8 FB 2,400 . 0 Sect .Modulus 149 213 Deflection (in) 0 . 65 E 1. 80E6 Mom. Inertia 1, 683 1, 683* Actual Maximum Deflection = 0 . 65 inches . Maximum Deflection occurs at 9.5 feet. Maximum Moment occurs at 9 . 5 feet. Size Factor = 0 . 970 DETERMINING FACTOR = * MINIMUM BEAM SIZE (W x H) : 5 . 125" by 15 . 796" MINIMUM BEAM AREA (Sq. In. ) : 80 . 96 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANA L Y S I S v1. 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: PLUMMER RESIDENCE Project: 2185A Location: Ml- SMALL BM AT MID GARAGE Date: 10-06-2010 MWM*M* Calculation By: L.A.W. Comment: 3 1/8" X 9" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM MENEM A A R1 R2 Reaction R1 = 1, 760 . 0 lbs . Reaction R2 = 1, 760 . 0 lbs . Total load = 3, 520 . 0 lbs . Dimensions : Clear span = 5 . 0 feet, no overhang. No point loads . No triangular loads. Uniform beam weight= 67 lbs/lf (= 335 lbs. total) . Uniform loads : Ul = 637 . 0 lbs/lf at 0 . 0 feet to 5 . 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, 760 . 0 FV 240 . 0 Area (Sq. In. ) 11 16 Moment (ft-lbs) 2, 200 . 0 FB 2,400 . 0 Sect.Modulus 11 13 Deflection (in) 0 . 17 E 1. 80E6 Mom. Inertia 32 32* Actual Maximum Deflection = 0 . 17 inches. Maximum Deflection occurs at 2 . 5 feet. Maximum Moment occurs at 2 . 5 feet. MINIMUM BEAM SIZE (W x H) : 3 . 125" by 4 . 996" MINIMUM BEAM AREA (Sq. In. ) : 15 . 61 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANALYSIS v1 . 5 SHAKE ROOF ti PREPARED BY: Alan Mascord Design Associates, Inc. r (503) 225-9161 Portland, OR ti Client: PLUMMER RESIDENCE Project: 2185A Location: M2- BM OVER MID FRONT GARAGE } Date: 10-06-2010 :•:'•r.: :'.�:�: .�ti�r. Calculation By: L.A.W. Comment: 5 1/8" X 13 1/2" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM P1 1 4, ♦ A R1 R2 Reaction R1 = 1, 562 .5 lbs . Reaction R2 = 3 , 702 .5 lbs . Total load = 5, 265 . 0 lbs. Dimensions: Clear span = 19 . 0 feet, no overhang. Point loads : P1 = 1, 760 . 0 lbs . at 13 . 0 feet. No triangular loads . Uniform beam weight= 42 lbs/lf (= 798 lbs . total) . Uniform loads: U2 = 331. 0 lbs/lf at 13 . 0 feet to 19 . 0 feet . U1 = 206. 0 lbs/lf at 9 .5 feet to 13 . 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 , 702 . 5 FV 240 . 0 Area (Sq. In. ) 23 62 Moment (ft-lbs) 15, 501. 2 FB 2 , 400 . 0 Sect.Modulus 78 126 Deflection (in) 0 . 63 E 1. 80E6 Mom.Inertia 762 762* Actual Maximum Deflection = 0 . 63 inches . Maximum Deflection occurs at 10 . 5 feet . Maximum Moment occurs at 13 . 0 feet. Size Factor = 0 . 999 DETERMINING FACTOR = * MINIMUM BEAM SIZE (W x H) : 5 . 125" by 12 . 131" MINIMUM BEAM AREA (Sq. In. ) : 62 . 17 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANALYSIS v1 . 5 SHAKE ROOF } PREPARED BY: Alan Mascord Design Associates, Inc . (503) 225-9161 Portland, OR Client: PLUMMER RESIDENCE Project: 2185A ti Location: M3- MAIN GARAGE BM ti Date: 10-0 6-2 010 ........ .... .{:•x�:{•:�;rrC Calculation By: L.A.W. Comment: 6 3/4" X 18" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM P1 1 A A R1 R2 Reaction R1 = 7, 654 . 2 lbs. Reaction R2 = 7, 954 . 8 lbs . Total load = 15, 609 . 0 lbs . Dimensions : Clear span = 19. 0 feet, no overhang. Point loads : P1 = 4, 627 . 0 lbs . at 13 . 0 feet . No triangular loads . Uniform beam weight= 19 lbs/lf (= 361 lbs. total) . Uniform loads: U2 = 325 . 0 lbs/lf at 13 . 0 feet to 19. 0 feet. U1 = 667. 0 lbs/lf at 0 . 0 feet to 13 . 0 feet . Deflection limit (live load plus dead load) : 1/460 . BEAM TYPE LAM : GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 7, 954 .8 FV 240 . 0 Area (Sq. In. ) 50 119 Moment (ft-lbs) 42, 692 . 7 FB 2,400 . 0 Sect.Modulus 223 347 Deflection (in) 0. 50 E 1 . 80E6 Mom. Inertia 3, 053 3, 053* Actual Maximum Deflection = 0 . 50 inches . Maximum Deflection occurs at 9 . 5 feet . Maximum Moment occurs at 11. 0 feet . Size Factor = 0 . 959 DETERMINING FACTOR = * MINIMUM BEAM SIZE (W x H) : 6 . 750" by 17 . 573" MINIMUM BEAM AREA (Sq. In. ) : 118 . 62 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANA L Y S I S v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client : PLUMMER RESIDENCE Project : 2185A Location: M4- 16/0 O.H. GARAGE DR HDR Date: 10-06-2010 .x:•: :}:v:;::::::::•ti : Calculation By: L.A.W. •• .• .••. Comment: 6 X 12 DF #2 OK BEAM AND LOAD DIAGRAM MefflaffifflifiligEMMIRINEMINT A A R1 R2 Reaction Ri = 1, 440 . 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 : Ui = 164 . 0 lbs/lf at 0 . 0 feet to 16 . 0 feet. Deflection limit (live load plus dead load) : 1/300 . 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 51 Moment (ft-lbs) 5, 760 . 0 FB 875 . 0 Sect .Modulus 79 79* Deflection (in) 0 . 64 E 1. 30E6 Mom. Inertia 319 367 Actual Maximum Deflection = 0 .56 inches. Maximum Deflection occurs at 8. 0 feet. Maximum Moment occurs at 8. 0 feet. MINIMUM BEAM SIZE (W x H) : 5 . 500" by 9.283" MINIMUM BEAM AREA (Sq. In. ) : 51 . 06 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANALYSIS v1. 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc . (503) 225-9161 Portland, OR Client: PLUMMER RESIDENCE Project : 2185A Location: M5- MULT JSTS OVER FRONT ENTRY ti Date: 10-06-2010 Calculation By: L.A.W. Comment : (2) 2 X 10 DF #2 OK BEAM AND LOAD DIAGRAM EMMEMEMMEMEME A A R1 R2 Reaction Ri = 1, 149. 0 lbs . Reaction R2 = 1, 149 . 0 lbs . Total load = 2, 298 . 0 lbs . Dimensions : Clear span = 6 . 0 feet, no overhang. No point loads . No triangular loads . Uniform beam weight= 6 lbs/lf (= 36 lbs. total) . Uniform loads: Ui = 377 . 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 2X10 #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1, 149. 0 FV 95 . 0 Area (Sq. In. ) 18 19 Moment (ft-lbs) 1, 723 . 5 FB 990 . 0 Sect.Modulus 21 21* Deflection (in) 0 .20 E 1 . 60E6 Mom. Inertia 35 68 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) : 3 . 000" by 6 .464" MINIMUM BEAM AREA (Sq. In. ) : 19 . 39 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANALYSIS v1 .5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client : PLUMMER RESIDENCE Project: 2185A • Location: M6- SMALL BM AT FRONT ENTRY Date: 10-06-2010 :'•ti:��:r}�:�:�}'r:•:•:tiv:ti Calculation By: L.A.W. Comment: 6 X 10 DF #2 OK BEAM AND LOAD DIAGRAM MMINIMMEMMEMMME A A R1 R2 Reaction R1 = 396 . 0 lbs . Reaction R2 = 396 . 0 lbs . Total load = 792 . 0 lbs . Dimensions : Clear span = 6 . 0 feet, no overhang. No point loads . No triangular loads . Uniform beam weight= 6 lbs/lf (= 36 lbs . total) . Uniform loads : Ul = 126 . 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 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 396. 0 FV 85 . 0 Area (Sq. In. ) 7 17 Moment (ft-lbs) 594 . 0 FB 875 . 0 Sect.Modulus 8 9 Deflection (in) 0 . 20 E 1 . 30E6 Mom. Inertia 15 15* Actual Maximum Deflection = 0 . 20 inches. Maximum Deflection occurs at 3 . 0 feet. Maximum Moment occurs at 3 . 0 feet . MINIMUM BEAM SIZE (W x H) : 5 . 500" by 3 . 173" MINIMUM BEAM AREA (Sq. In. ) : 17 .45 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANALYSIS v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc . (503) 225-9161 Portland, OR Client: PLUMMER RESIDENCE Project: 2185A Location: M7- TYPICAL BM'S AT FRONT PORCH Date: 10-06-2010 :::.:•.S•:•'x•::•'r:•:•:::•::: Calculation By: L.A.W. Comment: 6 X 10 DF #2 OK BEAM AND LOAD DIAGRAM MMIMMHHM A A R1 R2 Reaction R1 = 996. 9 lbs . Reaction R2 = 996 . 9 lbs . Total load = 1, 993 . 8 lbs . Dimensions: Clear span = 5 . 5 feet, no overhang. No point loads . No triangular loads . Uniform beam weight= 6 lbs/lf (= 30 . 25 lbs . total) . Uniform loads : U1 = 357 . 0 lbs/lf at 0 . 0 feet to 5 . 5 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) 996 . 9 FV 85 . 0 Area (Sq. In. ) 18 25 Moment (ft-lbs) 1, 359 .4 FB 875 . 0 Sect .Modulus 19 19* Deflection (in) 0 . 18 E 1.30E6 Mom. Inertia 31 42 Actual Maximum Deflection = 0 . 13 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 . 510" MINIMUM BEAM AREA (Sq. In. ) : 24 . 80 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANALYSIS v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: PLUMMER RESIDENCE Project: 2185A Location: M8- BM OVER KITCHEN Date: 10-06-2010 MMIM':} Calculation By: L.A.W. Comment : 5 1/8" X 13 1/2" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM A A Rl R2 Reaction R1 = 5, 629. 0 lbs . Reaction R2 = 5, 629 . 0 lbs . Total load = 11, 258 . 0 lbs . Dimensions : Clear span = 13 . 0 feet, no overhang. No point loads . No triangular loads . Uniform beam weight= 13 lbs/lf (= 169 lbs . total) . Uniform loads : Ui = 853 . 0 lbs/lf at 0 . 0 feet to 13 . 0 feet. Deflection limit (live load plus dead load) : 1/480 . BEAM TYPE LAM : GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 5, 629. 0 FV 240 . 0 Area (Sq. In. ) 35 67 Moment (ft-lbs) 18, 294 .3 FB 2, 400 . 0 Sect.Modulus 92 145 Deflection (in) 0 . 33 E 1. 80E6 Mom. Inertia 949 949* Actual Maximum Deflection = 0 .32 inches . Maximum Deflection occurs at 6 . 5 feet. Maximum Moment occurs at 6. 5 feet. Size Factor = 0 . 991 DETERMINING FACTOR = * MINIMUM BEAM SIZE (W x H) : 5 . 125" by 13 . 049" MINIMUM BEAM AREA (Sq. In. ) : 66. 88 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANA L Y S I S v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc . ti (503) 225-9161 Portland, OR Client : PLUMMER RESIDENCE Project: 2185A Location: M9- BM BTWN DINING / GREAT RM ti Date: 10-06-2010 ..,,.; :,.;; r;.;; +;:;• Calculation By: L.A.W. Comment : 5 1/8" X 9" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM IMMINIMMERITMEM R1 R2 Reaction R1 = 2 , 250 . 0 lbs . Reaction R2 = 2, 250 . 0 lbs . Total load = 4, 500 . 0 lbs . Dimensions : Clear span = 12 . 0 feet, no overhang. No point loads . No triangular loads . Uniform beam weight= 12 lbs/lf (= 144 lbs . total) . Uniform loads : U1 = 363 . 0 lbs/lf at 0 . 0 feet to 12 . 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) 2, 250 . 0 FV 240 . 0 Area (Sq. In. ) 14 42 Moment (ft-lbs) 6, 750 . 0 FB 2, 400 . 0 Sect.Modulus 34 59 Deflection (in) 0 .40 E 1. 80E6 Mom. Inertia 242 242* Actual Maximum Deflection = 0.40 inches. Maximum Deflection occurs at 6 . 0 feet. Maximum Moment occurs at 6 . 0 feet. MINIMUM BEAM SIZE (W x H) : 5 . 125" by 8 . 279" MINIMUM BEAM AREA (Sq. In. ) : 42 . 43 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANAL Y S I S v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: PLUMMER RESIDENCE Project: 2185A Location: M10- BM OVER MASTER Date: 10-06-2010 MM**** Calculation By: L.A.W. Comment: 6 X 10 DF #2 OK BEAM AND LOAD DIAGRAM 1 R1 R2 Reaction R1 = 2, 226 . 0 lbs . Reaction R2 = 2, 226 . 0 lbs . Total load = 4, 452 . 0 lbs . Dimensions : Clear span = 6 . 0 feet, no overhang. No point loads . No triangular loads . Uniform beam weight= 6 lbs/lf (= 36 lbs . total) . Uniform loads : U1 = 736. 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 6X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 2, 226 . 0 FV 85 . 0 Area (Sq. In. ) 39 39* Moment (ft-lbs) 3, 339. 0 FB 875 . 0 Sect.Modulus 46 47 Deflection (in) 0 .20 E 1 . 30E6 Mom. Inertia 82 167 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 . 142" MINIMUM BEAM AREA (Sq. In. ) : 39 . 28 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM• ANA L Y S I S v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: PLUMMER RESIDENCE Project: 2185A Location: M11- BM OVER MASTER CLOSET $ Date: 10-06-2010 .....=v:: �:$0 Calculation By: L.A.W. Comment: 6 X 12 DF #2 OK BEAM AND LOAD DIAGRAM IMMIEHMHPUIR MEMEMMMMMIIIIMMUMA A R1 R2 Reaction R1 = 3 , 003 . 0 lbs. Reaction R2 = 3, 003 . 0 lbs . Total load = 6, 006 . 0 lbs . Dimensions : Clear span = 7 . 0 feet, no overhang. No point loads . No triangular loads . Uniform beam weight= 7 lbs/lf (= 49 lbs. total) . Uniform loads : Ul = 851 . 0 lbs/lf at 0 . 0 feet to 7 . 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) 3 , 003 . 0 FV 85 . 0 Area (Sq. In. ) 53 53* Moment (ft-lbs) 5, 255 . 3 FB 875 . 0 Sect.Modulus 72 85 Deflection (in) 0 . 23 E 1 . 30E6 Mom. Inertia 152 410 Actual Maximum Deflection = 0 . 09 inches . Maximum Deflection occurs at 3 . 5 feet . Maximum Moment occurs at 3 . 5 feet . MINIMUM BEAM SIZE (W x H) : 5 . 500" by 9 . 635" MINIMUM BEAM AREA (Sq. In. ) : 52 . 99 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS page Project:2185A-BLACK DIAMOND HOMES(UPDATE TO CALCS) 1111 Wojciech Dwornik Location:L1-BM.ON BACK OF DECK Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] Portland.OR 97210 1.51N x 7.25 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 9/7/2017 3:57:22 PM Section Adequate By:82.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1185 Dead Load 0.04 in Total Load 0.14 IN L/827 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 190 lb 190 lb Dead Load 82 lb 82 lb Total Load 272 lb 272 lb Bearing Length 0.29 in 0.29 in 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 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 15 plf Base Values Adiusted Beam Self Weight 2 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 57 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.--to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 647 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: 240 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: 7.19 in3 13.14 in3 Area(Shear): 2 in2 10.88 in2 Moment of Inertia(deflection): 14.47 in4 47.63 in4 Moment: 647 ft-lb 1183 ft-lb Shear: 240 lb 1305 lb NOTES ISOLATED FOOTING SCHEDULE TAG PAD SIZE REINFORCING MAX.ER'G 15DIA.x 1 NA. 2,414 " F20 20x20x10' NA. 3,&1 F24 24x245(12' NA. 5,400 F25 25x25x14' NA. 1,211 " F30 30x30x15' NA. E3,203 F36 36'x365(12' (4)"4 BARS 6 SnOC.EIU) 12,150* F42 * 42x42x12' (5)*4 BARS e 5' O.C.EAU 16,531 " F45 ** 455(45'x12' (6)"4 EARS * O.C.EAU 21,600 " F54 *** 54x541x12' (6)"4 EARS e 9' O.G.EAU 21,331 " F60 *** 60'x60'x12' (1)"4 EARS 6 (5. O.C.EAU 33,150 " ASSUMED MIN.4x4 "2 D.F.COLUMN(UN.O. - SEE PLANS) *6x6 "2 D.F.COLUMN FOR MAX.BRG **31/25(31/2' PSL COLUMN FOR MAX.BR'G (OR 6x6 TO 15,521 ") ***5145(51/4 PSL COLUMN FOR MAX.S . (SEE POST-CONN.DETAIL) SOIL BP.:1,500 PSF