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Report (7) /1/t s 0/ ovv73 w 70 721 > af* = ) ALAN ;Mg; -. MAY 1 2 2014 . KAI • CITY OFTIGAR® DIVISIOPDESIGN ASSOCIATES, I N C. ci-inev. DT A NJ v i v a 11 JIL41 I r 22115B STRUCTURAL SHAKE ROOF GRAVITY LOADS DESIGNED TO AF&PA NDS-01 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 - 100# TOTAL LOAD BEAM CALCULATI ONS ALAN MASCORD DESIGN ASSOCIATES.INC. 1305 N.W. 18TH AVE. PORTLAND,OR. 97209 BEAM ANALYSIS v1 . 5 STRUCTURAL PREPARED BY: Alan Mascord Design Associates, Inc . ( 503) 225-9161 Portland , OR Client : STOCK PLAN Project : 22115B Location: Ml - GREAT RM CLG BM Date: 05-11-1999 Calculation By: P.J.B. Comment : USE 6. 75" X 9" GLU-LAM (W/IN 5% ALLOWABLE) BEAM AND LOAD DIAGRAM x :.; if mite ::744;`; `'� £i ��e "ta aile;f,:,' ..,z.i,�.,�,aa+��,s.,e:_d�e�,m,,,n..,. �' "8'a �.e.,. .,.>,a.� �..�, ��;e,sr..<__� ?i. R1 R2 Reaction RI = 3 , 840.0 lbs . Reaction R2 = 3,840 . 0 lbs . Total load = 7 , 680 .0 lbs . Dimensions : Clear span = 15 . 0 feet, no overhang . No point loads. No triangular loads . Uniform beam weight= 12 lbs/lf (= 180 lbs . total ) . Uniform loads: U1 = 500. 0 lbs/lf at 0. 0 feet to 15. 0 feet . Deflection limit ( live load plus dead load) : 1/240. BEAM TYPE LAM : GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 3 , 840 . 0 FV 190 .0 Area (Sq . In. ) 30 62 Moment ( ft-lbs) 14, 400 . 0 FB 2 , 400 .0 Sect.Modulus 72 94 Deflection ( in) 0. 75 E 1 . 80E6 Mom. Inertia 431 431* Actual Maximum Deflection = 0 . 75 inches. Maximum Deflection occurs 'at 7. 5 feet. Maximum Moment occurs at 7 . 5 feet. MINIMUM BEAM SIZE (W x H) : 6 _ 750 " Icy 9 _ 1_ 5 ;2 " MINIMUM BEAM AREA (Sq . In. ) : 61 . 78 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS OH ORIGINA1 BEAM ANA L Y S I S v l . 5 SHARE ROOF PREPARED BY: Alan Mascord Design Associates , Inc. ( 503) 225-9161 Portland, OR Client : STOCK PLAN Project : 22115B Location: M2 - DINING / GREAT RM BM Date: 05-11-1999 Calculation By: P.J.B. Comment : USE 5. 125" X 10 . 5" GLU-LAM BEAM AND LOAD DIAGRAM :"�:f: � >a:><•e�b W , o _0::.7�:'9C:8:o •'e.'.. _ ,a w„mv"�6e u°FC��.3�< g�g}g3-�'�,�.'d:a$.w.o.a°:S:n.3 A,._...,.......m:S�..__ifti ....._ •�2`;6'.:.:"'i'da9`3^'.-?':".¢:`iif,, s6es.,s4.:# R1 R2 Reaction R1 = 3 , 978 . 0 lbs . Reaction R2 = 3, 978 . 0 lbs . Total load = 7 , 956. 0 lbs . Dimensions : Clear span = 13. 0 feet, no overhang. No point loads. No triangular loads . Uniform beam weight= 12 lbs/lf (= 156 lbs. total) . Uniform loads: U1 = 600. 0 lbs/1f at 0 . 0 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 ,978 . 0 FV 190 . 0 Area (Sq . In. ) 31 54 Moment ( ft-lbs) 12,928 . 5 FB 2 , 400 . 0 Sect .Modulus 65 95 Deflection ( in) 0 .43 E 1 . 80E6 Mom. Inertia 503 503* Actual Maximum Deflection = 0 . 43 inches . Maximum Deflection occurs at 6. 5 feet . Maximum Moment occurs at 6. 5 feet . MINIMUM BEAM SIZE (W x H) : 5 - 125 " b_yT 1O _ 561 " MINIMUM BEAM AREA (Sq . In. ) : 54 . 12 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS OH ORiGiNA1 BEAM ANALYSIS vl . 5. SHAKE ROOF n PREPARED BY: Alan Mascord Design Associates ,I II -- Dallas , GA Client: 22115t�j -- Project: PProject: CUSTOM Location: M3 - BM. SUPPORTING ENTRY PORCH ROOF Date : 12-07-1998 -= ___-__=_ = =_ Calculation By: A.M.P. -- -" ' " - ` - Comment : USE 6 X 10 BM. BEAM AND LOAD DIAGRAM R1 R2 Reaction Ri = 1 ,408.8 lbs . Reaction R2 = 1,408 .8 lbs . Total load = 2 ,817. 5 lbs . Dimensions: Clear span = 11 . 5 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 245 lbs/if (= 2817. 5 lbs . total) . No uniform loads. 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 ,408.8 FV 85.0 Area (Sq. Tn . ) 25 43 Moment ( ft-lbs) 4 ,042. 5 FB 875.0 Sect .Modulus 55 55# Deflection (in) 0.46 E 1 .30E6 Mom. Inertia 160 216 Actual Maximum Deflection = 0 .34 inches. Maximum Deflection occurs at 5 . 5 feet. Maximum Moment occurs at 5 . 5 feet. MINIMUM BEAM SIZE (W x H) : S _ 500 " b y 7 _ 777 - MINIMUM BEAM AREA (Sq. In. ) : 42 . 77 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS k Ago, r BEAM ANALYSIS v1 . 5 STRUCTURAL PREPARED BY: Alan Mascord Design Associates , Inc. (503) 225-9161 Portland, OR Client : STOCK PLAN Project : 22115B Location: M4 - KIT. / DINING BM Date: 05-11-1999 Calculation By: P.J.B. Comment: USE 4 X 10 #2 D.F. BEAM AND LOAD DIAGRAM mommommim Rl R2 Reaction R1 = 1 , 116. 0 lbs . Reaction R2 = 1 , 116 . 0 lbs . Total load = 2 , 232 . 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 = 550. 0 lbs/lf 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 , 116.0 FV 95 . 0 Area (Sq . In. ) 18 18 Moment ( ft-lbs) 1 , 116. 0 FB 900 . 0 Sect .Modulus 15 15* Deflection ( in) 0 . 13 E 1 . 60E6 Mom. Inertia 15 38 Actual Maximum Deflection = 0 . 05 inches . Maximum Deflection occurs at 2 . 0 feet . Maximum Moment occurs at 2 . 0 feet . MINIMUM BEAM SIZE (W x H) : 3 _ 5 O O " by- 5 _ 0 5 1 " MINIMUM BEAM AREA (Sq. In. ) : 17 . 68 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS OH ORIGINAL BEAM ANAL Y S I S v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates Dallas , GA -- Client : 221156 Project : CUSTOM Location: M5 - HDR. OVER PKT DR BETWEEN DEN & HALL TO OYER Date: 12-07-1998 Calculation By: A.M.P. Comment: USE 4 X 10 HDR. BEAM AND LOAD DIAGRAM • I J R1 R2 Reaction R1 = 1,650.0 lbs . Reaction R2 = 1, 650 .0 lbs . Total load = 3, 300. 0 lbs. Dimensions: Clear span = 6.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 550 lbs/lf (= 3300 lbs . total) . No uniform loads. 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 ,650. 0 FV 95.0 Area (Sq. In. ) 26 27 Moment ( ft-lbs) 2,475.0 FB 875.0 Sect.Modulus 34 34* Deflection (in) 0.20 E 1 . 60E6 Mom. Inertia 50 129 Actual Maximum Deflection = 0 . 08 inches. Maximum Deflection occurs at 3 . 0 feet. Maximum Moment occurs at 3.0 feet. MINIMUM BEAM SIZE (W x H) : 3 _ 5 (30 " tyar -T . 62E3 ' MINIMUM BEAM AREA (Sq. In. ) : 26. 70 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS 4-4N wnt 9 ti_in BEAM ANALYSIS v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates Dallas.- GA Client: 22115; 5 Project: CUSTOM Location: L2 - BMS . SUPPORTING MN FLR DECK OFF OF i.taaL... P - " . 11-:===: Date: 12-07-1998 Calculation By: A.M.P. Comment : USE 6 X 8 BM. #1 D.F. BEAM AND LOAD DIAGRAM 1 i R1 R2 Reaction R1 = 1 , 781.3 Ibs . Reaction R2 = 1 , 781 . 3 lbs . Total load = 3, 562.5 lbs. Dimensions: Clear span = 9 . 5 feet, no overhang. No point loads . No triangular loads. Uniform beam weight= 375 lbs/If (= 3562 . 5 lbs. total) . . No uniform loads. Deflection limit (live load plus dead load) : 1/300. BEAM TYPE WOOD: DFL-SINGL 6X #1 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (Ibs) 1 , 781 .3 FV 85 .0 Area (Sq. In. ) 31 35 Moment (ft-lbs) 4, 218.8 FB 1 , 350 .0 Sect .Modulus 38 38* Deflection ( in) 0.38 E 1 . 60E6 Mom. Inertia 112 120 Actual Maximum Deflection = 0. 36 inches. Maximum Deflection occurs at 4 . 5 feet . Maximum Moment occurs at 4 . 5 feet . MINIMUM BEAM SIZE (W x H) : 5 _ 5 0 0 " Loy E5 . 39E3 ' MINIMUM BEAM AREA (Sq. In. ) : 35 . 18 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS iH BEAM ANAL Y S I S v 1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates Dallas , GA Client: 22115.0 Project: CUSTOM c.R.ALl[.,vp a .011 Location: L3 - MULT. JSTS. OVEF -° Date: 12-07-1998 Calculation By: A.M.P. Comment: USE (3) 2 X 10 BEAM AND LOAD DIAGRAM P1 1 Rl R2 Reaction R1 = 1,768.2 lbs. Reaction R2 = 752. 8 lbs. Total load = 2,521. 0 lbs . Dimensions: Clear span = 13.0 feet, no overhang. Point loads: P1 = 1 , 650 . 0 lbs. at 2. 5 feet. No triangular loads. Uniform beam weight= 67 lbs/If (= 871 lbs . total) . No uniform loads. 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 , 768.2 FV 95.0 Area (Sq. In. ) 28 34 Moment (ft-lbs) 4 ,211. 1 FB 965. 0 Sect.Modulus 52 52* Deflection (in) 0.43 E 1 . 60E6 Mom. Inertia 166 242 • Actual Maximum Deflection = 0 .30 inches . Maximum Deflection occurs at 6. 0 feet. Maximum Moment occurs at 2. 5 feet. MINIMUM BEAM SIZE (W x H) : 3 - 672 " 1:1z,7- 9 _ 2E5 (3 ' MINIMUM BEAM AREA (Sq. In. ) : 33 .97 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS �H \,i s `-.30-• • BEAM ANALYSIS v1 . 5 SHAKE ROOF • PREPARED BY: Alan Mascord Design Associates Dallas . GA Client : 221153 __ ___._...,-.. • Project : CUSTOM Location: L4 - FLR. JSTS. OVER . �. ®.. Tr; Date: 12-07-1998 _=== =3-= Calculation By: A.M.P. Comment : USE 2 X 10 FLR JSTS @ 12" O.C. BEAM AND LOAD DIAGRAM P1 R1 R2 Reaction R1 = 809.6 lbs. Reaction R2 = 440.4 lbs . Total load = 1,250. 0 lbs . Dimensions: Clear span = 13.0 feet, no overhang. Point loads: P1 = 600 .0 lbs. at 2. 5 feet. No triangular loads. Uniform beam weight= 50 lbs/lf (= 650 lbs. total) . No uniform loads . 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) 809.6 FV 95. 0 Area (Sq. In. ) 13 14 Moment ( ft-lbs) 1 ,938. 5 FB 1 , 105. 0 Sect .Modulus 21 21* Deflection (in) 0. 43 E 1 .60E6 Mom. Inertia 84 97 Actual Maximum Deflection = 0.37 inches . Maximum Deflection occurs at 6. 0 feet. Maximum Moment occurs at 4 . 0 feet. MINIMUM BEAM SIZE (W x H) : 1 _ 4 '7 6 " try 9 _ 2E50 ' MINIMUM BEAM AREA (Sq . In. ) : 13. 65 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS H • - van _ BEAM ANA L Y S I S v1 . 5 STRUCTURAL PREPARED BY: Alan Mascord Design Associates , Inc . ( 503) 225-9161 Portland, OR Client: STOCK PLAN Project: 22115B • Location: L5 - FRONT PORCH DECK BM Date: 05-11-1999 Calculation By: P.J.B. Comment : USE 4 X 10 #2 H.F. (REDUCED VALUES FOR 19% MOIST. ) BEAM AND LOAD DIAGRAM immommommumm R1 R2 Reaction R1 = 833 . 0 lbs . Reaction R2 = 833 . 0 lbs. Total load = 1 , 666 . 0 lbs . Dimensions : Clear span = 7. 0 feet, no overhang. No point loads . No triangular loads . Uniform beam weight= 8 lbs/lf (= 56 lbs. total) . Uniform loads: Ui = 230. 0 lbs/lf at 0. 0 feet to 7. 0 feet. Deflection limit (live load plus dead load) : 1/360 . BEAM TYPE WOOD: PT-HF SNGL 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 833. 0 FV 73.0 Area (Sq . In. ) 17 20 Moment ( ft-lbs ) 1 ,457 . 8 FB 935. 0 Sect .Modulus 19 19* Deflection (in) 0 . 23 E 1 . 17E6 Mom. Inertia 47 53 Actual Maximum Deflection = 0 . 21 inches . Maximum Deflection occurs at 3 . 5 feet . Maximum Moment occurs at 3 . 5 feet. MINIMUM BEAM SIZE (W x H) : 3 . 500 " by 5 _ 6E33 " MINIMUM BEAM AREA (Sq. In. ) : 19. 82 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS OH ORIGINAL • BEAM A NAL Y S I S vl . 5 STRUCTURAL • PREPARED BY: Alan Mascord Design Associates , Inc . ( 503) 225-9161 Portland, OR • Client: STOCK PLAN Project : 22115B Location: L6 - CRAWLSPACE LAM JSTS BELOW KIT. Date: 05-11-1999 Calculation By: P.J.B. Comment : USE (2) 2 X 10 #2 D.F. BEAM AND LOAD DIAGRAM P1 R1 R2 Reaction R1 = 1 , 346.0 lbs. Reaction R2 = 745 . 0 lbs . Total load = 2 , 091 .0 lbs. Dimensions : Clear span = 13. 0 feet , no overhang. Point loads: P1 = 1 , 116.0 lbs . at 3. 0 feet. No triangular loads . Uniform beam weight= 8 lbs/lf (= 104 lbs . total) . Uniform loads : U1 = 67 .0 lbs/lf at 0 . 0 feet to 13 . 0 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 ) 1 , 346. 0 FV 95 . 0 Area (Sq . In. ) 21 28 Moment ( ft-lbs) 3, 700 . 4 FB 1 , 200. 0 Sect .Modulus 37 44 Deflection ( in) 0 .43 E 1 . 20E6 Mom. Inertia 203 203* Actual Maximum Deflection = 0 .43 inches . Maximum Deflection occurs at 6 . 0 feet . Maximum Moment occurs at 3. 0 feet . MINIMUM BEAM SIZE (W x H) : 3 _ 0 7 1 " 63,7 9 _ 2 5 0 " MINIMUM BEAM AREA (Sq . In. ) : 28 . 40 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS OH R LINA BEAM • ANAL Y S I S v1 . 5 STRUCTURAL PREPARED BY: Alan Mascord Design Associates , Inc. ( 503) 225-9161 Portland, OR Client : STOCK PLAN Project : 22115B Location: L7 - FRONT BAY GAR. BMS Date: 05-11-1999 Calculation By: P.J.B. Comment : USE 5 . 125" X 9" GLU-LAM BEAM AND LOAD DIAGRAM P1 R1 R2 Reaction R1 = 1 ,830 . 9 lbs . Reaction R2 = 2, 878 . 1 lbs . Total load = 4 , 709 . 0 lbs. Dimensions : Clear span = 11 . 0 feet , no overhang. Point loads: P1 = 3 ,840. 0 lbs. at 7. 0 feet . No triangular loads. Uniform beam weight= 12 lbs/lf (= 132 lbs . total ) . Uniform loads : Ul = 67. 0 lbs/lf at 0. 0 feet to 11 . 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 , 878 . 1 FV 190.0 Area (Sq. In. ) 23 45 Moment ( ft-lbs) 10 , 880. 5 FB 2,400.0 Sect .Modulus 54 66 Deflection ( in) 0. 37 E 1 .80E6 Mom. Inertia 291 291* Actual Maximum Deflection = 0 . 37 inches. Maximum Deflection occurs at 6. 0 feet. Maximum Moment occurs at 7. 0 feet . MINIMUM BEAM SIZE (W x H) : 5 _ 1 .25 " by 8 _ —19 -7 " MINIMUM BEAM AREA (Sg . In. ) : 45 . 08 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS OH ORIGINAL BEAM ANA L Y S I S v1 . 5 STRUCTURAL PREPARED BY: Alan Mascord Design Associates , Inc . ( 503) 225-9161 Portland , OR - Client : STOCK PLAN Project : 22115B Location: L8 - MAIN GARAGE BM Date: 05-11-1999 Calculation By: P.J .B. Comment : USE 5. 125" X 15" GLU-LAM BEAM AND LOAD DIAGRAM P1 P2 n i�L o R1 R2 Reaction RI = 7 , 580. 5 lbs . Reaction R2 = 7 , 580. 5 lbs . Total load = 15 , 161 . 0 lbs . Dimensions : Clear span = 19 . 0 feet , no overhang. Point loads : P1 = 2 ,878.0 lbs. at 2 . 0 feet . P2 = 2 ,878 . 0 lbs. at 17 . 0 feet . No triangular loads . Uniform beam weight= 20 lbs/lf (= 380 lbs . total) . Uniform loads : U1 = 475.0 lbs/lf at 0 . 0 feet to 19 . 0 feet . Deflection limit ( live load plus dead load) : 1/310. BEAM TYPE LAM : GLULAM (2400 Fb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear ( lbs) 7, 580 . 5 FV 190 . 0 Area (Sq . In. ) 60 77 Moment ( ft-lbs) 28 , 092 .9 FB 2, 400 . 0 Sect .Modulus 144 191 Deflection ( in) 0 . 74 E 1 .80E6 Mom. Inertia 1 , 429 1 ,429* Actual Maximum Deflection = 0 . 74 inches . Maximum Deflection occurs at 9 . 5 feet . Maximum Moment occurs at 9 . 5 feet . Size Factor = 0 . 976 DETERMINING FACTOR = * MINIMUM BEAM SIZE (W x H) : 5 _ 1_ 25 " by 1_ 41 _ 957 " MINIMUM BEAM AREA (Sq . In. ) : 76. 65 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS OH ORIGINAL BEAM ANAL Y S I S v1 . 5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates Dallas , GA _. E _; Client : 2211E Project: CUS`iuM Location: L9 - 16/0 GARAGE DR. HDR. . --_ _ Date: 12-07-1998g-ag:_- _ Calculation By: A.M.P. - _` — -'" -' Comment : USE 5 1/8" X 13 1/2" 24F G.L. HDR. BEAM AND LOAD DIAGRAM R1 R2 Reaction R1 = 4,320.0 lbs. Reaction R2 = 4,320.0 lbs . Total load = 8 , 640. 0 lbs. Dimensions: Clear span = 16. 0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 540 lbs/lf (= 8640 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) 4 ,320. 0 FV 190.0 Area (Sq. In. ) 34 64 Moment (ft-Ibs) 17,280 .0 FB 2 ,400.0 Sect .Modulus 87 133 Deflection ( in) 0. 53 E 1 .80E6 Mom. Inertia 828 828* Actual Maximum Deflection = 0.53 inches. Maximum Deflection occurs at 8 .0 feet. Maximum Moment occurs at 8 .0 feet . Size Factor = 0.996 DETERMINING FACTOR = * _ MINIMUM BEAM SIZE (W x H) : 5 _ 1 2 5 " 1:)37 1 2 . 4 7 0 ' MINIMUM BEAM AREA (Sq . In. ) : 63. 91 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS :-I FA BEAM A NAL Y S I S v1 . 5 STRUCTURAL PREPARED BY: Alan Mascord Design Associates , Inc . ( 503) 225-9161 Portland , OR • Client : STOCK PLAN Project : 22115B Location: L10 - GARAGE BM 0/ FURN. Date: 05-11.-1999 Calculation By: P.J.B. Comment : USE 5. 125" X 10 . 5" GLU-LAM BEAM AND LOAD DIAGRAM P1 NINNIENNNNNIIINNIN RI R2 Reaction RI = 5,910 . 8 lbs. Reaction R2 = 2 , 120.3 lbs . Total load = 8 ,031 . 0 lbs. Dimensions : Clear span = 6. 0 feet , no overhang. Point loads : P1 = 7, 581 . 0 lbs . at 1 . 5 feet . No triangular loads. Uniform beam weight= 8 lbs/lf (= 48 lbs . total ) . Uniform loads : U1 = 67. 0 lbs/lf at 0 . 0 feet to 6 . 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) 5 , 910. 8 FV 190 .0 Area (Sq. In. ) 47 47* Moment ( ft-lbs) 8 , 781 .8 FB 2 , 400 .0 Sect.Modulus 44 71 Deflection ( in) 0.20 E 1 .80E6 Mom. Inertia 119 322 Actual Maximum Deflection = 0.07 inches . Maximum Deflection occurs at 2 . 5 feet . Maximum Moment occurs at 1 . 5 feet . MINIMUM BEAM SIZE (W x H) : 5 _ 1_ 25 " by 9 . 105 " MINIMUM BEAM AREA (Sq . In. ) : 46 . 66 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS OH