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Specifications (43)
/lit STI--0/6 — c c- / ef'Sw/i-k— r; ALA N AIR DESIGN ASSOCIATES, ! VJ80o16 'Y(' 1 € .VIM T F_rpr4zat c v r.r OPTION P 2230CE BY: FOUR D CONST . (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 a r eve Ml-FIR JSTS OVER FRONT GARAGE by Weyetaeuser 11 718"TM®110 @ 16" o/c TJ-aeam®B.35 Serial Number.'7004114521 5/742010,7):02User=15/742010,7):02 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Ilir Ell' j - Q a V1"8" b Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,10.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment . Point(lbs) Floor(1.00) 206 0 i' - SUPPORTS: Input Searing Vertical Reactions(lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 5.50" 498/76/0/574 Al:Blocking 1 Ply 11 7/8"TJI®110 2 Glulam or solid sawn lumber beam 6.75" 6.75" 322/77/0/399 Al:Blocking 1 Ply 11 7/8"T.110 110 -CAUTION:Required bearing length(s)exceed the minimum shown in the iLevef®Builder's guide for single family residential applications. Limits:End supports, 3 1/7'.Intermediate supports,31/7' with web stiffeners and 5 1/4"without web stiffeners. -See'Level®Specifier's/Builder's Guide for detail(s):Al:Blocking DESIGN CONTROLS: Maximum Design Control Result Location Shear(lbs) 549 543 1560 Passed(35%) Lt.end Span 1 under Floor loading • Vertical Reaction(lbs) 549 549 1375 Passed(40%) Bearing 1 under Floor loading Moment(Ft-Lbs) 1010 1010 3160 Passed(32%) MID Span 1 under Floor loading Live Load Deft(in) 0.066 0.266 Passed(L/999+) MID Span 1 under Floor loading Total Load Deft(in) 0.080 0.532 Passed(1/999+) MID Span 1 under Floor loading TJPro 60 45 Passed Span 1 -Deflection Criteria:STANDARD(LI:11480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 4'11"o/c unless detailed otherwise. Proper attachment and positioning of lateral brakes is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32"Panels(20"Span Rating)decking. The controlling span is supported by beams. Additional considerations for this rating include:Ceiling-5/8"Direct Applied Gypsum Ceiling. A structural analysis of the deck has not been performed by the program. PROJECT INFORMATION: OPERATOR INFORMATION: STOCK PLAN Larry Widdifield 2 2 3 0 CE Alan Mascord Design Associates,Inc. • 1305 NW 18th Portland,OR 97209 Copyright®2009 by iLevel®, Federal Way, NA. TJI® and 2J-Beaad9 are registered trademarks of iLevel®. e-I Joist",Pro"and TJ-Pro"are trademarks of il.evel®. hhr Y eve M2-FLR JSTS OVER DEN by Wererheeuser 11 7/8" TJI®110© 16" O/c 7J-sea,56.35 Sepia{Number.7004114621 User:1 577/2010 2:24:13 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Ergine version;6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED 4 tom'> : .:', . a 'i2" i Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,10.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 238 0 4'6" - SUPPORTS: Input Bearing Vertical Reactions(lbs) Detail Other Width Length Live1Dead/Upliftlratal 1 Stud wall 5.50" 5.50" 476/81/0/558 Al:Blocking 1 Ply 11 7/8"T.110 110 2 Stud wall 3.50" 3.50" 402/79/0/480 A1:Blocking 1 Ply 11 7/8"TJI®110 -CAUTION:Required bearing length(s)exceed the minimum shown in the iL.eveP Builder's guide for single family residential applications. Limits:End supports, 3 1/2".Intermediate supports,3 1/2" with web stiffeners and 5 1/4"without web stiffeners. -See iLevel®Specifier's/Buiider's Guide for detail(s):Al:Blocking DESIGN CONTROLS: Maximum Design Control Result Location Shear(lbs) 533 527 1560 Passed(34%) Lt end Span 1 under Floor loading Vertical Reaction(Ibs) 533 533 1375 Passed(39%) Bearing 1 under Floor loading Moment(Ft-Lbs) 1633 1633 3160 Passed(52%) MID Span 1 under Floor loading Live Load Defl(in) 0.120 0.285 Passed(L/999+) MID Span 1 under Floor loading Total Load Defi(in) 0.139 0.571 Passed(L/986) MID Span 1 under Floor loading TJPro 60 45 Passed Span 1 -Deflection Criteria:STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Span Rating)GLUED&NAILED wood decking. LBracing(Lu):All compression edges(top and bottom)must be braced at 3'10"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32"Panels(20"Span Rating)decking. The controlling span is supported by walls. Additional considerations for this rating include:Ceiling-1/2"Direct Applied Gypsum Ceiling. A structural analysis of the deck has not been performed by the program. PROJECT INFORMATION: OPERATOR INFORMATION: STOCK PLAN Larry Widdifield 223 OCE Alan Mascord Design Associates,Inc. 1305 NW 18th Portland,OR 97209 Copyright O 2009 by iLevel®, Federal Way, W . TJI5 and TJ-Beam9 are registered trademarks of iLevela. e-I Joist"',Pra and TJ-Pro"are trademarks of iLevel®. N BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project: 2230CE Location: M3- BMS OVER MID DEN Date: 05-07-2010 . . . Calculation By: L.A.W. Comment: 3 1/2" X 11 7/8" LVL OK BEAM AND LOAD DIAGRAM mmiammemat A R1 R2 Reaction R1 = 898.6 lbs. Reaction R2 = 1,504.4 lbs. Total load = 2,403.0 lbs. Dimensions: Clear span = 11.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 67 lbs/lf (= 737 lbs. total) . Uniform loads: Ul = 238.0 lbs/lf at 4.0 feet to 11.0 feet. Deflection limit (live load plus dead load) : 1/360. BEAM TYPE LVL : 1.8E MICROLAM LVL COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 1,504.4 FV 285.0 Area (Sq.In.) 8 26 Moment (ft-lbs) 3,709.5 FB 2,600.0 Sect.Modulus 17 32 Deflection (in) 0.37 E 1.80E6 Mom.Inertia 117 117* Actual Maximum Deflection = 0.37 inches. Maximum Deflection occurs at 5.5 feet. Maximum Moment occurs at 6.0 feet. MINIMUM BEAM SIZE (W x H) : 3.500" by 7.385" MINIMUM BEAM AREA (Sq.In. ) : 25.85 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project: 2230CE Location: M4- WINDOW HDR AT DEN Date: 05-07-2010 ,,,,,,,,,,,,,,,,,,,,, ..................... Calculation By: L.A.W. Comment: 6 X 12 DF #2 OK BEAM AND LOAD DIAGRAM P1 P2 4, y IMMO A I I R1 R2 Reaction R1 = 3,081.0 lbs. Reaction R2 = 3,081.0 lbs. Total load = 6,162.0 lbs. • Dimensions: Clear span = 6.0 feet, no overhang. Point loads: P1 = 899.0 lbs. at 1.0 feet. P2 = 899.0 lbs. at 5.0 feet. No triangular loads. Uniform beam weight= 646 lbs/lf (= 3876 lbs. total) . Uniform loads: Ul = 122.0 lbs/if at 1.0 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) 3, 081.0 FV 85.0 Area (Sq.In. ) 54 54* Moment (ft- lbs) 4,294 .0 FB 875.0 Sect.Modulus 59 90 Deflection (in) 0.20 E 1.30E6 Mom.Inertia 109 443 Actual Maximum Deflection = 0.05 inches. Maximum Deflection occurs at 3.0 feet. Maximum Moment occurs at 3 .0 feet. MINIMUM BEAM SIZE (W x H) : 5.500" by 9.886" MINIMUM BEAM AREA (Sq.In. ) : 54.37 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL. BEAM ANALYSIS v1.5 SHAKE ROOF • PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN • o Project: 2230CE Location: M5- BM OVER FOYER Date: 05-07-2010 ..................... Calculation By: L.A.W. Comment: .4 X 10 DF #2 OK BEAM AND LOAD DIAGRAM A A i 1 R1 R2 Reaction Ri = 699.0 lbs. Reaction R2 = 699.0 lbs. Total load = 1,398.0 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 = 227.0 lbs/If at 0.0 feet to 6.0 feet. Deflection limit (live load plus dead load) : 1/360. BEAM TYPE WOOD: DFL-SINGL 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 699.0 FV 95.0 Area (Sq.In.) 11 16 Moment (ft-lbs) 1, 048.5 FB 990.0 Sect.Modulus 13 13* Deflection (in) 0 .20 E 1.60E6 Mom.Inertia 21 30 Actual Maximum Deflection = 0.14 inches. Maximum Deflection occurs at 3.0 feet. Maximum Moment occurs at 3.0 feet. MINIMUM BEAM SIZE (W x H) : 3 .500" by 4.668" MINIMUM BEAM AREA (Sq.In. ) : 16.34 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project: 2230CE Location: M6 - DR. HDR. Q DEN Date: 07-30-2010 Calculation By: M.R.R. Comment: USE 6 X 10 #2 D.F. BEAM AND LOAD DIAGRAM ORNONNOBOOR I I Rl R2 Reaction Ri = 1,525.0 lbs. Reaction R2 = 1, 525.0 lbs. Total load = 3, 050.0 lbs. Dimensions: Clear span = 5.0 feet, no Overhang. No point loads. No triangular loads. Uniform beam weight= 5 lbs/if (= 25 lbs. total) . Uniform loads: Ul = 605.0 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) 1,525.0 FV 85.0 Area (Sq.In. ) 27 29 Moment (ft-lbs) 1, 906.3 FB 875.0 Sect.Modulus 26 26* Deflection (in) 0.17 E 1.30E6 Mom.Inertia 39 70 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 5.340" MINIMUM BEAM AREA (Sq.In. ) : 29.37 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS BEAM ANALYSIS v1.5 SHARE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project: 2230CE Location: M7- BM OVER FRONT GARAGE Date: 05-07-2010 ,...... ,.. . . Calculation By: L.A.W. Comment: 5 1/8" X 10 1/2" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM agenemni=""MI A R1 R2 Reaction R1 = 2,912.8 lbs. Reaction R2 = 3, 706.2 lbs. Total load = 6,619.0 lbs. Dimensions: Clear span = 11.5 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 67 lbs/lf (= 770.5 lbs. total) . Uniform loads: U2 = 605.0 lbs/lf at 5.0 feet to 11.5 feet. U1 = 479.0 lbs/lf at 1.0 feet to 5.0 feet. Deflection limit (live load plus dead load) : 1/360. BEAM TYPE LAM : GLULAM (2400 Pb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 3, 706.2 FV 240.0 Area (Sq.In. ) 23 48 Moment (ft-lbs) 10,220.2 FB 2,400.0 Sect.Modulus 51 75 Deflection (in) 0.38 E 1.80E6 Mom.Inertia 348 348* Actual Maximum Deflection = 0.38 inches. Maximum Deflection occurs at 6.0 feet. Maximum Moment occurs at 6.0 feet. MINIMUM BEAM SIZE (W x H) : 5.125" by 9.343" MINIMUM BEAM AREA (Sq.In. ) : 47.88 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL , Project:2230CE FOUR D CONST E. page Patrick J.Burke Location:M8-BM 0/MID GARAGE11111Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or [2012 International Building Code(2012 NDS)] _...410.40.01,06.Portland,OR 97210 5.125 INx 9.01N x 11.5 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By:7.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/549 Dead Load 0.17 in Total Load 0.42 IN L/331 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 1 REACTIONS A B Live Load 4309 lb 1009 lb Dead Load 2925 lb 643 lb Total Load 7234 lb 1652 lb TRI Bearing Length 2.17 in 0.50 in SEAM DATA Center Span Length 11.5 ft Unbraced Length-Top O ft A 11.5 ft B Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.17 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 60 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 3792 lb 304 lb Cd=1.00 Dead Load 2528 lb 202 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 2 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-i to Grain: Fc-1= 650 psi Fc- L'= 650 psi Load Number One Left Live Load 381 plf Controlling Moment: 12903 ft-lb Left Dead Load 304 plf 2.07 Ft from left support of span 2(Center Span) Right Live Load 381 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 304 plf Controlling Shear: 7235 lb Load Start 0 ft At left support of span 2(Center Span) Load End 2 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft Comparisons with required sections: Req'd Provided Section Modulus: 64.51 in3 69.19 in3 Area(Shear): 40.95 in2 46.13 in2 Moment of Inertia(deflection): 225.92 in4 311.34 in4 Moment: 12903 ft-lb 13838 ft-lb Shear: 7235 lb 8149 lb NOTES page Project:2230CE FOUR D CONST EN Patrick J.Burke Location:M9-BM 0/REAR GARAGE Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _ ,, ''.:Portland,OR 97210 5.125 IN x 9.0 IN x 10.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By:29.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN 1/504 Dead Load 0.09 in Total Load 0.33 IN L/369 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2604 lb 2805 lb Dead Load 857 lb 986 lb Total Load 3461 lb 3791 lb Bearing Length 1.04 in 1.14 in w BEAM DATA Center — — Span Length 10 ft Unbraced Length-Top 0 ft • 10 ft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 440 plf Notch Depth 0.00 Uniform Dead Load 110 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 560 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1009 lb Cd=1.00 Dead Load 643 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc- = 650 psi Controlling Moment: 10685 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3791 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: 53.42 in3 69.19 in3 Area(Shear): 21.46 in2 46.13 in2 Moment of Inertia(deflection): 222.18 in4 311.34 in4 Moment: 10685 ft-lb 13838 ft-lb Shear: -3791 lb 8149 lb NOTES Project:2230CE FOUR D CONST ER page Patrick J. Burke Location:M10-MAIN GARAGE BEAM Alan Mascord Design Associates, Inc. 11111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 [2012 International Building Code(2012 NDS)] °f ' .Pyl _Portland,OR 97210 5.125 IN x 22.5 IN x 20.O FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By:4.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN L/600 Dead Load 0.19 in Total Load 0.59 IN L/404 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 10016 lb 7544 lb Dead Load 5488 lb 3085 lb Total Load 15504 lb 10629 lb Bearing Length 4.65 in 3.19 in TR2 TRI BEAM DATA Center Span Length 20 ft Unbraced Length-Top 0 ft A 20 n B Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.29 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 25 plf 24F-V4-Visually Graded Western Species Total Uniform Load 25 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2265 psi Load Number One Two Cd=1.00 Cv=0.94 Live Load 4309 lb 2335 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 2925 lb 1371 lb Cd=1.00 Location 6 ft 6 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-1-to Grain: Fc--L= 650 psi Fc--1-'= 650 psi Load Number One Two Left Live Load 559 plf 515 plf Controlling Moment: 77855 ft-lb Left Dead Load 140 plf 303 plf 6.0 Ft from left support of span 2(Center Span) Right Live Load 559 plf 515 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 140 plf 303 plf Controlling Shear: 15505 lb Load Start 6 ft 0 ft At left support of span 2(Center Span) Load End 20 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 14 ft 6 ft Comparisons with required sections: Req'd Provided Section Modulus: 412.51 in3 432.42 in3 Area(Shear): 87.76 in2 115.31 in2 Moment of Inertia(deflection): 2919,16 in4 4864.75 in4 Moment: 77855 ft-lb 81612 ft-lb Shear: 15505 lb 20372 lb NOTES BEAM ANALYSIS v1.5 SHAKE ROOF ii PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project: 2230CE Location: M11- 16/0 O.H. GARAGE DR HDR Date: 05-07-2010 . ....... ...Z. Calculation By: L.A.W. Comment: 5 1/8" X 15" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM P1 4, 4 Pannainagfgallandiffiffilii4 A A R1 R2 Reaction Ri = 5,758.4 lbs. Reaction R2 = 6,833 .6 lbs. Total load = 12, 592.0 lbs. Dimensions: Clear span = 16.0 feet, no overhang. Point loads: P1 = 2,913 .0 lbs. at 12.5 feet. No triangular loads. Uniform beam weight= 16 lbs/if (= 256 lbs. total) . Uniform loads: U2 = 428.0 lbs/lf at 12.5 feet to 16.0 feet. U1 = 634.0 lbs/lf at 0.0 feet to 12.5 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) 6,833.6 FV 240.0 Area (Sq.In.) 43 73 Moment (ft-lbs) 25,500.2 FB 2,400.0 Sect.Modulus 130 174 Deflection (in) 0.53 E 1.80E6 Mom.Inertia 1,236 1,236* Actual Maximum Deflection = 0.53 inches. Maximum Deflection occurs at 8.0 feet. Maximum Moment occurs at 9.0 feet. Size Factor = 0.981 DETERMINING FACTOR = * MINIMUM BEAM SIZE (W x H) : 5.125" by 14.252" MINIMUM BEAM AREA (Sq.In. ) : 73.04 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS • OFIIGINAL, BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project: 2230CE Location: M12- BM BTWN STAIRS / GREAT RM Date: 05-07-2010 Calculation By: L.A.W. Comment: 5 1/8" X 12" 24F GLU-LAM OK BEAM AND LOAD DIAGRAM P1 WO a I r I 414ffi II 1 I 41144 AI A R1 R2 Reaction RI = 4,066.9 lbs. Reaction R2 = 4,790.4 lbs. Total load = 8,857.3 lbs. Dimensions: Clear span = 12.5 feet, no overhang. Point loads: P1 182.0 lbs. at 5.5 feet. No triangular loads. Uniform beam weight= 13 lbs/if (= 156.25 lbs. total) . Uniform loads: U2 = 788.0 lbs/lf at 5.5 feet to 12.5 feet. U1 = 546.0 lbs/lf at 0. 0 feet to 5.5 feet. Deflection limit (live load plus dead load) : 1/360. BEAM TYPE LAM : GLULAM (2400 Pb) COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 4, 790.4 FV 240.0 Area (Sq.In. ) 30 55 Moment (ft-lbs) 14,333.3 FB 2,400.0 Sect.Modulus 72 99 Deflection (in) 0.42 E 1.80E6 Mom.Inertia 530 530* Actual Maximum Deflection = 0.42 inches. Maximum Deflection occurs at 6.5 feet. Maximum Moment occurs at 6.5 feet. MINIMUM BEAM SIZE (W x H) : 5.125" by 10.743" MINIMUM BEAM AREA (Sq.In.) : 55.06 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS ORIGINAL page Project:2230CE FOUR D CONST um Patrick J.Burke / ' • Location:M13-GREAT RM REAR WINDOW HDR 111111Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _,,r 4y.L0(..Portland,OR 97210 3.125 IN x 10.5 IN x 9.5 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By: 17.6% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/642 Dead Load 0.09 in Total Load 0.27 IN L/424 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 2499 lb 2499 lb Dead Load 1288 lb 1288 lb Total Load 3787 lb 3787 lb TR1 Bearing Length 1.86 in 1.86 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft 9.5 ft B Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.09 Uniform Live Load 126 plf Notch Depth 0.00 Uniform Dead Load 164 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 297 plf Base Values Adiusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 400 plf Cd=1.00 Left Dead Load 100 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 400 plf Cd=1.00 Right Dead Load 100 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Comp.-1-to Grain: Fc--1-= 650 psi Fc--L'= 650 psi Load End 9.5 ft Load Length 9.5 ft Controlling Moment: 8992 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: 3786 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: Req'd Provided Section Modulus: 44.96 in3 57.42 in3 Area(Shear): 21.43 in2 32.81 in2 Moment of Inertia(deflection): 256.24 in4 301.46 in4 Moment: 8992 ft-lb 11484 ft-lb Shear: 3786 lb 5797 lb NOTES page Project:2230CE FOUR D CONST R■ Patrick J.Burke Location:M14-REAR LAUNDRY RM WINDOW HDR Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] Portland,OR 97210 3.51Nx5.51Nx5.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By:97.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1506 Dead Load 0.01 in Total Load 0.05 IN L/1187 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 550 lb 550 lb Dead Load 148 lb 148 lb Total Load 698 lb 698 lb Bearing Length 0.32 in 0.32 in w BEAM DATA Center Span Length 5 ft ,. Unbraced Length-Top O ft A s ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 220 plf #2-Douglas-Fir-Larch Uniform Dead Load 55 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 279 plf Cd=7.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 75 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 130 plf Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Right Live Load 75 plf Right Dead Load 0 plf Controlling Moment: 872 ft-lb Load Start 0 ft 2.5 Ft from left support of span 2(Center Span) Load End 0 ft Created by combining all dead loads and live loads on span(s)2 Load Length 0 ft Controlling Shear: 698 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: Reo'd Provided Section Modulus: 8.95 in3 17.65 in3 Area(Shear): 5.82 in2 19.25 in2 Moment of Inertia(deflection): 15.47 in4 48.53 in4 Moment: 872 ft-lb 1720 ft-lb Shear: 698 lb 2310 lb NOTES page Project:2230CE FOUR D CONST ER Patrick J. Burke / Location:M15-BM 0/FRONT PORCH Alan Mascord Design Associates,Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _4,414,00,Z...Portland,OR 97210 5.5 IN x 9.51N x 11.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By:57.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1357 Dead Load 0.08 in Total Load 0.18 IN L/771 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 759 lb 759 lb Dead Load 577 lb 577 lb Total Load 1336 lb 1336 lb TR1 Bearing Length 0.39 in 0.39 in w BEAM DATA Center Span Length 11.5 ft Unbraced Length-Top 0 ft 11.5 ft Unbraced Length-Bottom 11.5 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 11 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 22 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Left Live Load 132 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 78 plf Comp. to Grain: Fc-1= 625 psi Fc- '= 625 psi Right Live Load 132 plf Right Dead Load 78 plf Controlling Moment: 3841 ft-lb Load Start 0 ft 5.75 Ft from left support of span 2(Center Span) Load End 11.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 11.5 ft Controlling Shear: -1336 lb 12.0 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: 52.67 in3 82.73 in3 Area(Shear): 11.79 in2 52.25 in2 Moment of Inertia(deflection): 122.29 in4 392.96 in4 Moment: 3841 ft-lb 6032 ft-lb Shear: -1336 lb 5922 lb NOTES BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project: 2230CE Location: M16- BM AT MID FRONT PORCH Date: 05-07-2010 Calculation By: L.A.W. Comment: 6 X 10 DF #2 OK BEAM AND LOAD DIAGRAM P1 MEMONIONNEMEMEM A 1 I R1 R2 Reaction R1 = 1, 643 .3 lbs. Reaction R2 = 1,150.7 lbs. Total load = 2,794.0 lbs. Dimensions: Clear span = 6.0 feet, no overhang. Point loads: P1 = 1, 158 .0 lbs. at 2.0 feet. No triangular loads. Uniform beam weight= 6 lbs/If (= 36 lbs. total) . Uniform loads: U2 = 240.0 lbs/If at 2.0 feet to 6.0 feet. Ui = 320.0 lbs/lf at 0.0 feet to 2.0 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, 643.3 FV 85.0 Area (Sq.In. ) 29 35 Moment (ft-lbs) 2, 634.7 FB 875.0 Sect.Modulus 36 36* Deflection (in) 0.24 E 1.30E6 Mom.Inertia 49 113 Actual Maximum Deflection = 0.10 inches. Maximum Deflection occurs at 3.0 feet. Maximum Moment occurs at 2. 0 feet. MINIMUM BEAM SIZE (W x H) : 5. 500" by 6.278" MINIMUM BEAM AREA (Sq.In. ) : 34.53 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS N, L>. page Project:2230CE FOUR D CONST um Patrick J.Burke Location:M17-MULT JSTS O/MID FOYER Alan Mascord Design Associates,Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] , it ¢, !,.Portland,OR 97210 1.75 IN x 5.5 IN x 6.5 FT 1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By:3.6% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/373 Dead Load 0.06 in Total Load 0.27 IN L/290 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 780 lb 780 lb Dead Load 224 lb 224 lb Total Load 1004 lb 1004 lb TRI Bearing Length 0.77 in 0.77 in w BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft 6.5 ft B Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 6 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 2600 psi Fb'= 2891 psi Total Uniform Load 9 plf Cd=1.00 CF=1.11 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Cd=1.00 Left Live Load 240 plf Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 60 plf Comp.-I-to Grain: Fc- = 750 psi Fc-J-'= 750 psi Right Live Load 240 plf Right Dead Load 60 plf Controlling Moment: 1632 ft-lb Load Start 0 ft 3.25 Ft from left support of span 2(Center Span) Load End 6.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6.5 ft Controlling Shear: -1004 lb 6.0 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: Reo'd Provided Section Modulus: 6.77 in3 8.82 in3 Area(Shear): 5.29 in2 9.63 in2 Moment of Inertia(deflection): 23.41 in4 24.26 in4 Moment: 1632 ft-lb 2126 ft-lb Shear: -1004 lb 1829 lb NOTES BEAM ANALYSIS v1.5 SHAKE ROOF PREPARED BY: Alan Mascord Design Associates, Inc. (503) 225-9161 Portland, OR Client: STOCK PLAN Project: 2230CE Location: M18- BM OVER DINING Date: 05-17-2010 Calculation By: L.A.W. . . . . . . Comment: 5 1/4" X 11 1/4" PSL BM OK BEAM AND LOAD DIAGRAM A A Ri R2 Reaction R1 = 3,541.4 lbs. Reaction R2 = 3, 624.1 lbs. Total load = 7,165.5 lbs. Dimensions: Clear span = 12.0 feet, no overhang. No point loads. No triangular loads. Uniform beam weight= 67 lbs/lf (= 804 lbs. total) . Uniform loads: U2 = 538.0 lbs/l.f at 1.5 feet to 12.0 feet. U1 = 475.0 lbs/lf at 0.0 feet to 1.5 feet. Deflection limit (live load plus dead load) : 1/480. BEAM TYPE PSL : 2.0E WS P-LAM PSL COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 3, 624.1 FV 290.0 Area (Sq.In. ) 19 54 Moment (ft-lbs) 10, 854.6 FB 2,900.0 Sect.Modulus 45 91 Deflection (in) 0.30 E 2. 00E6 Mom.Inertia 467 467* Actual Maximum Deflection = 0.30 inches. Maximum Deflection occurs at 6.0 feet. Maximum Moment occurs at 6. 0 feet. MINIMUM BEAM SIZE (W x H) : 5.250" by 10.222" MINIMUM BEAM AREA (Sq.In. ) : 53.67 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL, SUBSTITUTIONS page Project:2230CE FOUR D CONST Patrick J.Burke Location:M19-REAR PORCH ROOF BM Alan Mascord Design Associates,Inc. Multi-Loaded Multi-Span Beam IMO 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] ,e `..Portland,OR 97210 5.125 IN x 10.5 IN x 17.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By:31.7% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/549 Dead Load 0.27 in Total Load 0.65 IN L/316 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1496 lb 1496 lb Dead Load 1102 lb 1102 lb Total Load 2598 lb 2598 lb Bearing Length 0.78 in 0.78 in BEAM DATA Center Span Length 17 ft ��h Unbraced Length-Top 0 ft B Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Camber Adj.Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 176 plf Notch Depth 0.00 Uniform Dead Load 118 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 306 plf Base Values Adjusted 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.J to Grain: Fc-1 = 650 psi Fc-1'= 650 psi Controlling Moment: 11042 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2598 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: Reo'd Provided Section Modulus: 55.21 in3 94.17 in3 Area(Shear): 14.71 in2 53.81 in2 Moment of Inertia(deflection): 375.37 in4 494.4 in4 Moment: 11042 ft-lb 18834 ft-lb Shear: -2598 lb 9507 lb NOTES pass Project:2230CE FOUR D CONST Patrick J.Burke Location:M20-POWDER RM SIDE WINDOW HDR111111Alan 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 3.5INx9.25INx4.OFT "� ` #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By:23.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4332 Dead Load 0.01 in Total Load 0.02 IN L/2455 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 1799 lb 821 lb Dead Load 1340 lb 688 lb Total Load 3139 lb 1509 lb TRI Bearing Length 1.43 in 0.69 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top O ft A 4 f ^z s ry y n 8 Unbraced Length-Bottom 4 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 90 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 137 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1956 Ib Comp. to Grain: Fc- 1-= 625 psi Fc-1'= 625 psi Dead Load 1304 lb Location 1 ft Controlling Moment: 2966 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.0 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 126 plf Controlling Shear: 3139 lb Left Dead Load 84 plf At left support of span 2(Center Span) Right Live Load 126 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 4 ft Section Modulus: 32.95 in3 49.91 in3 Load Length 4 ft Area(Shear): 26.16 in2 32.38 in2 Moment of Inertia(deflection): 33.85 in4 230.84 in4 Moment: 2966 ft-lb 4492 ft-lb Shear: 3139 lb 3885 lb NOTES page Project:2230CE FOUR D CONST Patrick J.Burke Location:U1 -WINDOW HDR @ REAR MASTER BDRM �� Alan Mascord Design Associates, Inc. lin Multi-Span Beam � 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] 1r . ' Portland,OR 97210 3.125 IN x 12.0 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By: 12.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/778 Dead Load 0.09 in Total Load 0.24 IN L/474 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2617 lb 2248 lb Dead Load 1647 lb 1455 lb Total Load 4264 lb 3703 lb Bearing Length 2.10 in 1.82 in TR1 BEAM DATA Center Span Length 9.5 ft 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.14 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 8 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2120 lb Cd=1.00 Dead Load 1413 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-1-to Grain: Fc-1= 650 psi Fc--12= 650 psi Load Number One Two Left Live Load 417 plf 113 plf Controlling Moment: 13286 ft-lb Left Dead Load 245 plf 66 plf 5.51 Ft from left support of span 2(Center Span) Right Live Load 417 plf 113 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 245 plf 66 plf Controlling Shear: 4264 lb Load Start 0 ft 5.5 ft At left support of span 2(Center Span) Load End 5.5 ft 9.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft 4 ft Comparisons with required sections: Req'd Provided Section Modulus: 66.43 in3 75 in3 Area(Shear): 24.14 in2 37.5 in2 Moment of Inertia(deflection): 227.79 in4 450 in4 Moment: 13286 ft-lb 15000 ft-lb Shear: 4264 lb 6625 lb NOTES , Project:2230CE FOUR D CONST E. page Patrick J.Burke Location:U2-BM 0/LIBRARY 1111112187 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 5.125 IN x 10.5 IN x 12.5 FT _ 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By:0.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/501 Dead Load 0.21 in Total Load 0.51 IN L/292 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS A B 2 Live Load 1866 lb 3659 lb Dead Load 1394 lb 2451 lb 1 Total Load 3260 lb 6110 lb TR2 Bearing Length 0.98 in 1.83 in BEAM DATA Center w Span Length 12.5 ft Unbraced Length-Top 0 ft A 12.5 ft a Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.32 Uniform Live Load 123 1f Notch Depth 0.00 p Uniform Dead Load 66 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 201 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Three Cd=1.00 Live Load 0 Ib 0 lb 2111 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 160 lb 160 lb 1408 lb Cd=9.00 Location 4 ft 8 ft 8 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc--L= 650 psi Fc--L'= 650 psi Load Number One Two Left Live Load 0 plf 417 plf Controlling Moment: 18759 ft-lb Left Dead Load 11 plf 245 plf 8.0 Ft from left support of span 2(Center Span) Right Live Load 0 plf 417 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 11 plf 245 plf Controlling Shear: -6110 lb Load Start 0 ft 8 ft 12.0 Ft from left support of span 2(Center Span) Load End 4 ft 12.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 4.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 93.8 in3 94.17 in3 Area(Shear): 34.58 in2 53.81 in2 Moment of Inertia(deflection): 406.73 in4 494.4 in4 Moment: 18759 ft-lb 18834 ft-lb Shear: -6110 lb 9507 lb NOTES page Project:2230CE FOUR D CONST Patrick J.Burke Location:U3-BR.#3 CLOSET DOOR HDR(SPAN TO BEARING) �� Alan Mascord Design Associates,Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] irke,[ Portland,OR 97210 3.5 IN x 5.51N x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By: 147.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2305 Dead Load 0.02 in Total Load 0.05 IN L/1352 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 297 lb 297 lb Dead Load 209 lb 209 lb Total Load 506 lb 506 lb Bearing Length 0.23 in 0.23 in w BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 ft 1 Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 108 plf #2-Douglas-Fir-Larch Uniform Dead Load 72 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 184 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. L to Grain: Fc- = 625 psi Fc--L'= 625 psi Controlling Moment: 696 ft-lb 2.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -506 lb 6.0 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: Read Provided Section Modulus: 7.14 in3 17.65 in3 Area(Shear): 4.22 in2 19.25 in2 Moment of Inertia(deflection): 12.92 in4 48.53 in4 Moment: 696 ft-lb 1720 ft-lb Shear: -506 lb 2310 lb NOTES E. page Project:2230CE FOUR D CONST Patrick J. Burke Location:D1 -REAR DECK BM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of 12012 International Building Code(2012 NDS)] _Portland.OR 97210 5.125 IN x 13.5 IN x 17.0 FT —= � � 24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM Section Adequate By: 19.6% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/574 Dead Load 0.08 in Total Load 0.44 IN L/467 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 2533 lb 2533 lb Dead Load 578 lb 578 lb Total Load 3111 lb 3111 lb Bearing Length 1.76 in 1.76 in w BEAM DATA Center Span Length 17 ft .. ., v ,.. v....:. Unbraced Length-Top 0 ft A 17 ft B Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.08 Uniform Live Load 298 plf Notch Depth 0.00 Uniform Dead Load 53 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 366 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 1920 psi Cm=0.80 Shear Stress: Fv= 265 psi Fv'= 232 psi Cd=1.00 Cm=0.88 Modulus of Elasticity: E= 1800 ksi E'= 1499 ksi Cm=0.83 Comp. to Grain: Fc- L= 650 psi Fc--I-'= 345 psi Cm=0.53 Controlling Moment: 13222 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3111 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: 82.64 in3 155.67 in3 Area(Shear): 20.12 in2 69.19 in2 Moment of Inertia(deflection): 878.66 in4 1050.79 in4 Moment: 13222 ft-lb 24908 ft-lb Shear: -3111 lb 10695 lb NOTES page Project:2230CE FOUR D CONST ■s Patrick J.Burke Location:FT1 -CONC FTG AT SIDE GARAGE Alan Mascord Design Associates, Inc. Footing 11111 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _41.40,0"0,e.....Portland,OR 97210 Footing Size:3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM 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= 3.5 ft Length: L= 3.5 ft I-5.5 in-. Depth: Depth= 12 in I Effective Depth to Top Layer of Steel: d= 8.25 in T COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in 12 ia Column Depth: n= 5.5 in I , � n '3 FOOTING CALCULATIONS 3 i — — 3.5 ft I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1266 psf I-5.5 in-- Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 11.48 sf T Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 22326 lb 12 in Allowable Bearing: Bear-A= 83566 lb _ Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6777 lb 1 3 i Allowable Beam Shear: Vc1 = 25988 lb 3s rt -- Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 19933 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 9302 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 6202 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 15504 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 22326 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb Factored Moment: Mu= 117209 in-lb Nominal Moment Strength: Mn= 338532 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.40 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.01 in2 Controlling Reinforcing Steel: As-reqd= 1.01 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in NOTES page . Project:2230CE FOUR D CONST mii Patrick J.Burke Location:FT2-CONC. FTG AT SIDE GARAGE BY FOYER Alan Mascord Design Associates,Inc. Footing Er 2187 NW Reed St.Suite 100 or [2012 International Building Code(2012 NDS)] % ',,.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 11/17/2016 11:25:25 AM 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 1—.5.5 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 12 in. COLUMN AND BASEPLATE SIZE Column Type: Wood ! F- -._. o _n .___ A _ Column Width: m= 5.5 in 3 in Column Depth: n= 5.5 in FOOTING CALCULATIONS 2.83ft - ] Bearing Calculations: F-5.5 in Ultimate Bearing Pressure: Qu= 1327 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.87 sf Area Provided: A= 8.01 sf Baseplate Bearing: 12 in Bearing Required: Bear= 15306 lb Allowable Bearing: Bear-A= 83566 lb p n o o A 0-- Beam Beam Shear Calculations(One Way Shear): i 3 in Beam Shear: Vu1 = 3935 lb Allowable Beam Shear: Vc1 = 21013 lb 2.83 ft I Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 12796 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 6377 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 4252 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 10629 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 15306 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb Factored Moment: Mu= 64972 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 page Project:2230CE FOUR D CONST E. Patrick J.Burke • Location:FT3-FTG UNDER FOYER Alan Mascord Design Associates,Inc. Footing II■ 2187 NW Reed St.Suite 100 or [2012 International Building Code(2012 NDS)] ___,h: -9 ,.Portland,OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM 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 I 8 in Width: W= 3 ft Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 12 in Column Type: Wood Width: m= 6 in j T Column Depth: n= 8 in 13in FOOTING CALCULATIONS 3n Bearing Calculations: --s in Ultimate Bearing Pressure: Qu= 1320 psf I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 8.8 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 18056 lb 12 in Allowable Bearing: Bear-A= 132600 lb p n n n --- Beam Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 4890 lb __ Allowable Beam Shear: Vol = 22275 lb Punching Shear Calculations(Two Way Shear): 3 ft Critical Perimeter: Bo= 61 in Punching Shear: Vu2= 14830 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 94359 lb Live Load: PL= 9503 lb Allowable Punching Shear(ACI 11-36): vc2-b= 139838 lb Dead Load: PD= 2376 lb Allowable Punching Shear(ACI 11-37): vc2-c= 75488 lb Total Load: PT= 11879 lb Controlling Allowable Punching Shear: vc2= 75488 lb Ultimate Factored Load: Pu= 18056 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 870 lb Factored Moment: Mu= 81252 in-lb Nominal Moment Strength: Mn= 282369 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.28 in2 Min.Code Req'd Reinf.Shrink/Temp. (ACI-10.5.4):As(2)= 0.86 in2 Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's @ 7.0 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= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES page . Project:2230CE FOUR D CONST Patrick J. Burke Location:FT4-CONC. FTG AT DINING/GREAT RM CORNER Alan Mascord Design Associates,Inc. Footing 1111112187 NW Reed St.Suite 100 or [2012 International Building Code(2012 NDS)] 06,.Portland,OR 97210 Footing Size:2.667 FT x 2.667 FT x 12.00 IN - Reinforcement:#4 Bars @ 8.00 IN.O.C.EMI/(4)min. StruCaic Version 9.0.2.5 11/17/2016 11:25:25 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi 1-6.5 in Concrete Reinforcement Cover: c= 3 in I FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in 12 in COLUMN AND BASEPLATE SIZE _ Column Type: Wood Column Width: m= 5.5 in 13 in Column Depth: n= 5.5 in I 2.667 ft I FOOTING CALCULATIONS 5.5 in i Bearing Calculations: I Ultimate Bearing Pressure: Qu= 1315 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.93 sf Area Provided: A= 7.11 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13464 lb Allowable Bearing: Bear-A= 83566 lb 1 i' 0 " _ Beam Shear Calculations(One Way Shear): j I 3 i Beam Shear: Vul = 3261 lb Allowable Beam Shear: Vc1 = 19802 lb -- 2.667 ft i Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 10979 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5610 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3740 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9350 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13464 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 688 lb Factored Moment: Mu= 53863 in-lb Nominal Moment Strength: Mn= 226621 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.18 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project:2230CE FOUR D CONST Patrick J.Burke ' Location:FT5-CONC. FTG AT DINING/UTILITY CORNER �� Alan Mascord Design Associates, Inc. Footing IIIIII 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] __, ye ',.Portland,OR 97210 Footing Size:2.667 FT x 2.667 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. ENV/(4)min. StruCalc Version 9.0.2.5 11/17/2016 11:25:25 AM 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 1-5.5 in Concrete Reinforcement Cover: c= 3 in I 1 FOOTING SIZE Width: W= 2.67 ft Length: L= 2.67 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8,25 in 12 in l COLUMN AND BASEPLATE SIZE P t, n p Column Type: Wood Column Width: m= 5.5 in a in Column Depth: n= 5.5 in w 1 2.667 ft FOOTING CALCULATIONS -5.5in-__..I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1315 psf — Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.93 sf Area Provided: A= 7.11 sf Baseplate Bearing: 12 in!. Bearing Required: Bear= 13464 lb Allowable Bearing: Bear-A= 83566 lb r' Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3261 lb j y Allowable Beam Shear: Vc1 = 19802 lb Punching Shear Calculations(Two Way Shear): /667 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 10979 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5610 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3740 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9350 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13464 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 688 lb Factored Moment: Mu= 53863 in-lb Nominal Moment Strength: Mn= 226621 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.18 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in. o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES