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Specifications (20) Project:PLAN#2768 page PETER RADULESCU PR DESIGN&CONSULTING 919 NE 19TH AVE PORTLAND SUITE#155N of PORTLAND OR 97232 StruCalc Version 10.0.1.4 4/20/2018 3:50:25 PM Location: F-5 Location: BM-2 Footing Multi-Loaded Multi-Span Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] Footing Size:2.5 FT x 2.5 FT x 10.00 IN 5.5 IN x 12.0 IN x 13.5 FT(11.5+2) Reinforcement:#4 Bars @ 11.00 IN.O.C. E/W/(3)min. 24F-V4-Visually Graded Western Species-Dry Use Section Footing Design Adequate Section Adequate By: 195.2% Controlling Factor:Deflection Location:F-6 Location: BM-3 Footing Roof Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] Footing Size:2.5 FT x 2.5 FT x 10.00 IN 5.5 IN x 11.5 IN x 10.0 FT Reinforcement:#4 Bars @ 11.00 IN.O.C. E/W/(3)min. #2-Douglas-Fir-Larch-Dry Use Section Footing Design Adequate Section Adequate By:64.8% Controlling Factor:Moment Location: F-7 Location:BM-4 Footing Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] Footing Size:4.5 FT x 4.5 FT x 10.00 IN 5.5 IN x 10.5 IN x 8.0 FT Reinforcement:#4 Bars @ 11.00 IN.O.C.E/W/(5)min. 24F-V4-Visually Graded Western Species-Dry Use Section Footing Design Adequate Section Adequate By:52.0% Controlling Factor: Moment Location: F-8 Location: BM-5 Footing Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] Footing Size:3.0 FT x 3.0 FT x 10.00 IN 5.25 IN x 11.875 IN x 13.25 FT Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. 2.1E-3100F-APA EWS LVL Stress Classes Section Footing Design Adequate Section Adequate By:40.5% Controlling Factor:Deflection Location: F-9 Location:BM-6 Footing Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] Footing Size:3.667 FT x 3.667 FT x 10.00 IN 5.25 IN x 11.875 IN x 13.25 FT Reinforcement:#4 Bars @ 9.00 IN.O.C.E/W/(5)min. 2.1E-3100F-APA EWS LVL Stress Classes Section Footing Design Adequate Section Adequate By:21.0% Controlling Factor:Deflection Location:F-10 Location:BM-7 Footing Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] Footing Size:2.0 FT x 2.0 FT x 10.00 IN 3.5 IN x 11.875 IN x 10.0 FT Section Footing Design Adequate 2.1E-3100F-APA EWS LVL Stress Classes Section Adequate By:69.9% Controlling Factor:Moment Location: BM-1 Location:BM-8 Multi-Loaded Multi-Span Beam Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 5.5 INx12.0INx17.0FT(15+2) 5.5 IN x 9.5IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use #2-Douglas-Fir-Larch-Dry Use Section Adequate By:33.0% Section Adequate By:40.6% Controlling Factor:Deflection Controlling Factor:Moment page Project: PLAN#2768 PETER RADULESCU PR DESIGN&CONSULTING 919 NE 19TH AVE PORTLAND SUITE#155N of 7. PORTLAND OR 97232 StruCalc Version 10.0.1.4 4/20/2018 3:50:25 PM Location: BM-9 Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:50.3% Controlling Factor. Moment Project:PLAN#2768 page PETER RADULESCU / Location:J-1 , j"�. , PR DESIGNIGN&CONSULTING Floor Joist 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 RFPI-45/11.875-Roseburg Forest Products x 18.0 FT @ 16 O.C. Section Adequate By:53.1% StruCalc Version 10.0.1.4 4/20/2018 3:50:25 PM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN L/551 Dead Load 0.09 in Total Load 0.48 IN L/451 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 540 lb 540 lb Dead Load 120 lb 120 lb Total Load 660 lb 660 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 405 plf 405 plf 18 f< Dead Load 90 plf 90 plf Total Load 495 plf 495 plf I-JOIST PROPERTIES JOIST DATA Center RFPI-45/11.875-Roseburg Forest Products Span Length 18 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 6075 ft-lb Mcap'= 6075 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1420 lb Floor Duration Factor 1.00 Cd= 1.00 JOIST LOADING Reaction A: Rcap= 1200 lb Rcap'= 1200 lb Reaction B: Rcap= 1200 lb Rcap'= 1200 lb Uniform Floor Loading Center E.I.: El= 400 lb-in2 El'= 400 lb-int Live Load LL= 45 psf Dead Load DL= 10 psf Controlling Moment: 2970 ft-lb Total Load TL= 55 psf 9.0 Ft from left support of span 3(Right Span) TL Adj.For Joist Spacing wT= 73.3 plf Created by combining all dead and live loads. Controlling Shear: -660 lb 18.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided E.I.: 261 in2-lb E6 400 in2-lb xE6 Moment: 2970 ft-lb 6075 ft-lb Shear: -660 lb 1420 lb NOTES VMD DIAGRAM 700— 660 lbs @Oft - 350— Shear(Ibs) -350— -700— -660 lbs @ 18 ft 3000 2970 ft-lbs ft 9 ft 1500.... Moment(ft-lb) 0 -1500— -3000 -0.4 -0.2 Deflection(in) 0 0.2 0.4 0.392 in@9ft A 18ft B page Project:PLAN#2768 PETER RADULESCU Location:J-2 PR DESIGN&CONSULTING Floor Joist 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 RFPI-70/11.875-Roseburg Forest Products x 19.0 FT @ 16 O.C. Section Adequate By:47.7% StruCalc Version 10.0.1.4 4/20/2018 3:50:26 PM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/532 Dead Load 0.10 in Total Load 0.52 IN L/435 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 570 lb 570 lb Dead Load 127 lb 127 lb Total Load 697 lb 697 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A BW .,: ._ a �• Live Load 428 plf 428 plf _ 19ft B Dead Load 95 plf 95 plf Total Load 523 plf 523 plf I-JOIST PROPERTIES JOIST DATA Center RFPI-70/11.875-Roseburg Forest Products Span Length 19 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 6645 ft-lb Mcap'= 6645 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1420 lb Floor Duration Factor 1.00 Cd= 1.00 JOIST LOADING Reaction A: Rcap= 1200 lb Rcap'= 1200 lb Reaction B: Rcap= 1470 lb Rcap'= 1470 lb Uniform Floor Loading Center Live Load LL= 45 psf E.I.: El= 455 lb-in2 El'= 455 Ib-int Dead Load DL= 10 psf Total Load TL= 55 psf Controlling Moment: 3309 ft Ib TL Adj.For Joist Spacing wT= 73.3 plf 9.5 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: 697 lb 0.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Rend Provided E.I.: 308 in2-lb E6 455 in2-lb xE6 Moment: 3309 ft-lb 6645 ft-lb Shear: 697 lb 1420 lb NOTES VDI ' ' 'M 700 697 lbs @ 0 ft 350 Shear(Ibs) 0 -350 -700 -697 lbs @ 19 ft 4000 3309 ft-lbs @ 10 ft 2000 Moment(ft-lb) 0 a, -2000 -4000 -0.5-j -0.25 Deflection(in) 0 0.25— 0.5- 0.429in@9.5ft A 19 ft B Project:PLAN#2768 < s page PETER RADULESCU Loca+ion:J-3 PR DESIGN&CONSULTING Floor Joist 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] --PORTLAND OR 97232 RFPI-20/11.875-Roseburg Forest Products x 14.0 FT @ 16 O.C. Section Adequate By:85.1% StruCalc Version 10.0.1.4 4/20/2018 3:50:26 PM Controlling Factor:End Reaction DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/815 Dead Load 0.05 in Total Load 0.25 IN L/667 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 420 lb 420 lb Dead Load 93 lb 93 lb Total Load 513 lb 513 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A B - 0 Live Load 315 plf 315 plf 14 ft Dead Load 70 plf 70 plf Total Load 385 plf 385 plf I-JOIST PROPERTIES JOIST DATA Center RFPI-20/11.875-Roseburg Forest Products Span Length 14 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 3640 ft-lb Mcap'= 3640 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1420 lb Floor Duration Factor 1.00 Cd= 1.00 JOIST LOADING Reaction A: Rcap= 950 lb Rcap'= 950 lb Reaction B: Rcap= 1315 lb Rcap'= 1315 lb Uniform Floor Loading Center E.I.: El= 283 Ib-int El'= 283 Ib-int Live Load LL= 45 psf Dead Load DL= 10 psf Total Load TL= 55 psf Controlling Moment: 1797 ft-lb 7.0 Ft from left support of span 3(Right Span) TL Adj. For Joist Spacing wT= 73.3 plf Created by combining all dead and live loads. Controlling Shear: 513 lb 0.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided E.I.: 125 in2-lb E6 283 in2-lb xE6 Moment: 1797 ft-lb 3640 ft-lb Shear: 513 lb 1420 lb NOTES VMD DIAGRAM 600 5131bs @ 0ft 300 Shear(Ibs) 0 -300 -600 -513Ibs@14 ft 2000 1797ft-Ibs@7ft 1000 Moment(ft-Ib) 0 -1000 -2000 -0.3 -0.15— Deflection(in) 0 0.15- 0.3 0.206 in@7ft 1a ft .... � a �__.. �... Project: PLAN#2768 °��°"w page ,PETER RADULESCU Location:J-4 i;�� PR DESIGN&CONSULTING Floor Joist 919 NE 19TH AVE PORTLAND SUITE#155N ar [2012 International Building Code(2012 NDS)] k PORTLAND OR 97232 RFPI-20/11.875-Roseburg Forest Products x 13.0 FT @ 16 O.C. Section Adequate By:99.3% StruCalc Version 10.0.1.4 4/20/2018 3:50:26 PM Controlling Factor:End Reaction DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/1001 Dead Load 0.03 in Total Load 0.19 IN L/819 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 390 lb 390 lb Dead Load 87 lb 87 lb Total Load 477 lb 477 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A B :, .a���., . ,. • Live Load 293 plf 293 plf 13ft Dead Load 65 plf 65 plf Total Load 358 plf 358 plf I-JOIST PROPERTIES JOIST DATA Center RFPI-20/11.875-Roseburg Forest Products Span Length 13 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 3640 ft-lb Mcap°= 3640 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1420 lb Floor Duration Factor 1.00 Cd= 1.00 JOIST LOADING Reaction A: Rcap= 950 lb Rcap'= 950 lb Reaction B: Rcap= 1315 lb Rcap'= 1315 lb Uniform Floor Loading Center Live Load LL= 45 psf E.I.: El= 283 lb-in2 El'= 283 lb-int Dead Load DL= 10 psf Total Load TL= 55 psf Controlling Moment: 1549 ftIb TL Adj.For Joist Spacing wT= 73.3 plf 6.5 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: 477 lb 0.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 102 in2-lb E6 283 in2-lb xE6 Moment: 1549 ft-lb 3640 ft-lb Shear: 477 lb 1420 lb NOTES VMD DA RAi _ 500 477 lbs @ Oft 250 Shear(Ibs) 0 -250 -500 -477lbs @13ft 2000 1549 ft-lbs @ 6 ft 1000 Moment(ft-Ib) 0 -1000 -2000 -0.1 Deflection(in) 0 0.2 0.156 in 6.5 ft 13 ft Project: PLAN#2768 NA page PETER RADULESCU / Location:J-5 ,p- 'PRRDESIGNIGN&CONSULTING Floor Joist 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 RFPI-20/11.875-Roseburg Forest Products x 14.5 FT @ 16 O.C. Section Adequate By:78.7% StruCalc Version 10.0.1.4 4/20/2018 3:50:26 PM Controlling Factor:End Reaction DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN L/739 Dead Load 0.05 in Total Load 0,29 IN L/605 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 435 lb 435 lb Dead Load 97 lb 97 lb Total Load 532 lb 532 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A B Live Load 326 plf 326 plf A 14.5 ft B Dead Load 73 plf 73 plf Total Load 399 plf 399 plf I-JOIST PROPERTIES JOIST DATA Center RFPI-20/11.875-Roseburg Forest Products Span Length 14.5 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 3640 ft-lb Mcap'= 3640 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1420 lb Floor Duration Factor 1.00 Cd= 1.00 JOIST LOADING Reaction A: Rcap= 950 lb Rcap'= 950 lb Reaction B: Rcap= 1315 lb Rcap'= 1315 lb Uniform Floor Loading Center Live Load LL= 45 psf E.I.: El= 283 Ib-in2 El'= 283 lb-int Dead Load DL= 10 psf Controlling Moment: 1927 ft-lb Total Load TL= 55 psf 7.25 Ft from left support of span 3(Right Span) TL Adj.For Joist Spacing wT= 73.3 plf Created by combining all dead and live loads. Controlling Shear: 532 lb 0.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 138 in2-lb E6 283 in2-lb xE6 Moment: 1927 ft-lb 3640 ft-lb Shear: 532 lb 1420 lb NOTES VMD DIAGRAX_ 600_J 32 lbs @ 0 ft - 300 Shear(113s)0 -300 -600 -532 lbs @ 14 ft 2000—• 1927 ft-11)s a7 ft — — 1000 Moment(ft-Ib) 0 1000 -2000 1 -0.3••'"'t -0.15 Deflection(in) 0 0.15 0.3 0.235 in@7.2ft A 14.Sft B Project: PLAN#2768 page %PETER RADULESCU ocation:J-6 s. › PR DESIGN&CONSULTING Floor Joist 919 NE 19TH AVE PORTLAND SUITE#155N or [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 RFPI-400/11.875-Roseburg Forest Products x 16.5 FT @ 16 O.C. Section Adequate By:64.2% StruCalc Version 10.0.1.4 4/20/2018 3:50:27 PM Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/591 Dead Load 0.07 in Total Load 0.41 IN L/484 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 495 lb 495 lb Dead Load 110 lb 110 lb Total Load 605 lb 605 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Ba ' Live Load 371 plf 371 plf A 16.5 ft B Dead Load 83 plf 83 plf Total Load 454 plf 454 plf I-JOIST PROPERTIES JOIST DATA Center RFPI-400/11.875-Roseburg Forest Products Span Length 16.5 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 4315 ft-lb Mcap'= 4315 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1420 lb Floor Duration Factor 1.00 Cd= 1.00 JOIST LOADING Reaction A: Rcap= 1050 lb Rcap'= 1050 lb Reaction B: Rcap= 1380 lb Rcap'= 1380 lb Uniform Floor Loading Center E.I.: El= 330 lb-in2 El'= 330 Ib-int Live Load LL= 45 psf Dead Load DL= 10 psf Total Load TL= 55 psf Controlling Moment: 2496 ft Ib TL Adj. For Joist Spacing wT= 73.3 plf 8.25 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: 605 lb 0.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Reci'd Provided E.I.: 201 in2-lb E6 330 in2-lb xE6 Moment: 2496 ft-lb 4315 ft-lb Shear: 605 lb 1420 lb NOTES VMD DIAGRAM 700 605 lbs @ Oft 350 Shear(Ibs) 0 -350 -700 -605 lbs @ 16 ft 3000 2496 ft-lbs @ 8 ft I 1500 Moment(ft-Ib) 0 --"".. -1500 -3000 -0.4 ..— .0.2 Deflect 0.2Deflection(in) 0 0.2. 0.4 0.335 in@8.2ft , tee .. 7 16.5 A ft page Project: PLAN#2768 — 1PETER RADULESCU - Location:J-7 PR DESIGN&CONSULTING Floor Joist 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] ''PORTLAND OR 97232 1.5INx11.25INx14.OFT © 16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 4/20/2018 3:50:27 PM Section Adequate By:51.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/923 Dead Load 0.04 in Total Load 0.22 IN L/755 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 420 lb 420 lb Dead Load 93 lb 93 lb Total Load 513 lb 513 lb Bearing Length 0.55 in 0.55 in SUPPORT LOADS A B Live Load 315 plf 315 plf Dead Load 70 plf 70 plf A 14 ft Total Load 385 plf 385 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 14 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E°= 1600 ksi JOIST LOADING Comp.1 to Grain: Fc---= 625 psi Fc--- = 625 psi Uniform Floor Loading Center Live Load LL= 45 psf Controlling Moment: 1797 ft-lb 7.0 Ft from left support of span 2(Center Span) Dead Load DL= 10 psf Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 73.3 plf Controlling Shear: 452 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: Req'd Provided Section Modulus: 20.83 in3 31.64 in3 Area(Shear): 3.76 in2 16.88 in2 Moment of Inertia(deflection): 69.45 in4 177.98 in4 Moment: 1797 ft-lb 2729 ft-lb Shear 452 lb 2025 lb NOTES VMD DIAGRAM 600....1 513 lbs @Oft 300... Shear(lbs) 00— Shear(Ibs) ry 0 ............. -300— .. -600— _. .... ....., -513lbs @14 ft 2000 1797 ft-lbs @ 7 ft 1000— .,_ Moment(ft-lb) • 0 -1000 -2000 -0.2 -0.1— Deflection(in) 0 0.1— 0.2 0.182 in@7ft r§— ....— t man __-.- ,�. .. _ ,-47-7,-,' 'c'''',..'„:"b, �:. - 7N ,,,, 7, • 14 ft B Project. PLAN#2768 J P` —: — PETER RADULESCU page -Location:R-1 PR DESIGN&CONSULTING Ruof Rafter 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] - - PORTLAND OR 97232 RFPI-20/11.875-Roseburg Forest Products x 18.0 FT(16+2)@ 24 O.C. Section Adequate By:54.8% StruCalc Version 10.0.1.4 4/20/2018 3:50:27 PM Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.38 IN L/537 0.01 IN 2L/5328 Dead Load 0.15 in 0.00 in Total Load 0.53 IN L/382 0.00 IN 2L/Infinity Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 480 lb 608 lb Dead Load 199 lb 256 lb Total Load 679 lb 864 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A B . W... v-.� . 77, Live Load 240 plf 304 plf -16 ft B 2 ft Dead Load 100 plf 128 plf Total Load 340 plf 432 plf I-JOIST PROPERTIES RAFTER DATA Interior Eave RFPI-20/11.875-Roseburg Forest Products Span Length 16 ft 2 ft Base Values Adiusted Rafter Pitch 4 :12 Moment Cap: Mcap= 3640 ft-lb Mcap'= 4186 ft-lb Roof sheathing applied to top of joists-top of rafters fully braced. Cd= 1.15 Sheathing/sheetrock applied to bottom of joists-bottom of rafters fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1633 lb Roof Duration Factor 1.15 Cd= 1.15 RAFTER LOADING Reaction A: Rcap= 950 lb Rcap'= 1093 lb Uniform Roof Loading Reaction B: Rcap= 1315 lb Rcap'= 1512 lb Roof Live Load: LL= 30 psf E.I.: El= 283 Ib-int El'= 283 Ib-int Roof Dead Load: DL= 12 psf Controlling Moment: 2704 ft-lb Slope Adjusted Spans And Loads Interior Span: L-adj= 16.87 ft 7.997 Ft from left support of span 3(Right Span) Eave Span: L-Eave-adj= 2.11 ft Created by combining all dead loads and live loads on span(s)2 Interior Live Load: wL-adj= 54 plf Controlling Shear: -657 lb Eave Live Load: wL-Eave-adj= 54 plf 16.128 Ft from left support of span 2(Center Span) Interior Dead Load: wD-adj= 23 plf Created by combining all dead loads and live loads on span(s)2,3 Eave Dead Load: wD-Eave-adj= 23 plf Interior Total Load: wT-adj= 77 plf Comparisons with required sections: Req'd Provided E.I.: 133 in2-Ib E6 283 in2-Ib xE6 Eave Total Load: wT-Eave-adj= 77 plf Moment: 2704 ft-lb 4186 ft-lb Shear: -657 lb 1633 lb NOTES VMD DIAGRAM 700 637 lbs @ 0 ft 350 Shear(lbs) -350 -700 -657 lbs @ 16 ft 3000 2704 ft-lbs @ 8 ft 1500 Moment(ft-Ib) 0 -1500 -3000 0.6 -51 ft-lbs @ 16 ft -0.194 in@ 18 ft -0.3 Deflection(in) 0 0.3 0.6 0.53in@8ft A 16ft 2ft page Project:PLAN#2768 — '.PETER RADULESCU / Location: R-2 ;)`"Ea, PR DESIGN&CONSULTING Roof Rafter 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] �. • "PORTLAND OR 97232 RFPI-20/11.875-Roseburg Forest Products x 16.0 FT(14+2)@ 24 O.C. Section Adequate By:84.1% StruCalc Version 10.0.1.4 4/20/2018 3:50:28 PM Controlling Factor:End Reaction DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.23 IN L/782 0.01 IN 2L/6014 Dead Load 0.09 in 0.00 in Total Load 0.32 IN L/558 0.00 IN 2L/Infinity Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 420 lb 549 lb Dead Load 173 lb 231 lb Total Load 593 lb 780 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 210 plf 275 plf 14 ft 6-- 2 ft Dead Load 87 plf 116 plf Total Load 297 plf 390 plf I-JOIST PROPERTIES RAFTER DATA Interior Eave RFPI-20/11.875-Roseburg Forest Products Span Length 14 ft 2 ft Base Values Adjusted Rafter Pitch 4 :12 Moment Cap: Mcap= 3640 ft-lb Mcap'= 4186 ft-lb Roof sheathing applied to top of joists-top of rafters fully braced. Cd= 1.15 Sheathing/sheetrock applied to bottom of joists-bottom of rafters fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1633 lb Roof Duration Factor 1.15 Cd= 1.15 RAFTER LOADING Reaction A: Rcap= 950 lb Rcap'= 1093 lb Reaction B: Rcap= 1315 lb Rcap'= 1512 lb Uniform Roof Loading E.I.: El= 283 lb-int El'= 283 lb-int Roof Live Load: LL= 30 psf Roof Dead Load: DL= 12 psf Controlling Moment: 2065 ft Ib Slope Adjusted Spans And Loads 7.001 Ft from left support of span 3(Right Span) Interior Span: L-adj= 14.76 ft Created by combining all dead loads and live loads on span(s)2 Eave Span: L-Ea = 2. Controlling Shear: -578 lb Interior Live Load: wL-adj == 5 54 p1 lf 14.23 Ft from left support of span 2(Center Span) Eave Live Load: wL-Eave-adj= 54 plf Created by combining all dead loads and live loads on span(s)2,3 Interior Dead Load: wD-adj= 23 plf Eave Dead Load: wD-Eave-adj= 23 plf Interior Total Load: wT-adj= 77 plf Comparisons with required sections: Req'd Provided Eave Total Load: wT-Eave-adj= 77 plf E.I.: 91 in2-lb E6 283 in2-lb xE6 Moment: 2065 ft-lb 4186 ft-lb Shear: -578 lb 1633 lb NOTES • VMD DIAGRAM 600 555 lbs @ 0 ft 30Q . ...... .. . Shear(lbs) -300 -600 -5781bs@14ft 3000 2065 ft-lbs @ 7 ft 1500 Moment(ft-lb) M.. 0 -1500 -3000 -51 ft-lbs @ 14 ft 0.4 -0.129 in@ 16 ft -0.2 Deflection(in) 0 0.2 0.4 0.317 in@7ft -14 ft 2ft I page Project: PLAN#2768 PETER RADULESCU -Localion: R-3 ,w,' PR DESIGN&CONSULTING Roof Rafter 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 RFPI-20/11.875-Roseburg Forest Products x 16.0 FT(14+2)@ 24 O.C. Section Adequate By:84.1% StruCalc Version 10.0.1.4 4/20/2018 3:50:28 PM Controlling Factor:End Reaction DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.23 IN L/782 0.01 IN 2L/6014 Dead Load 0.09 in 0.00 in Total Load 0.32 IN L/558 0.00 IN 2Ulnfinity Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 420 lb 549 lb Dead Load 173 lb 231 lb Total Load 593 lb 780 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 210 plf 275 plf 14 ft 2 ft Dead Load 87 plf 116 plf Total Load 297 plf 390 plf I-JOIST PROPERTIES RAFTER DATA Interior Eave RFPI-20/11.875-Roseburg Forest Products Span Length 14 ft 2 ft Base Values Adjusted Rafter Pitch 4 :12 Moment Cap: Mcap= 3640 ft-lb Mcap'= 4186 ft-lb Roof sheathing applied to top of joists-top of rafters fully braced. Cd= 1.15 Sheathing/sheetrock applied to bottom of joists-bottom of rafters fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1633 lb Roof Duration Factor 1.15 Cd= 1.15 RAFTER LOADING Reaction A: Rcap= 950 lb Rcap'= 1093 lb Reaction B: Rcap= 1315 lb Rcap'= 1512 lb Uniform Roof Loading E.I.: El= 283 lb-int El'= 283 lb-int Roof Live Load: LL= 30 psf Roof Dead Load: DL= 12 psf Slope Adjusted Spans And Loads Controlling Moment: 2065 ft-lb 7.001 Ft from left support of span 3(Right Span) Interior Span: L-adj= 14.76ft Eave Span: L-Eave-adj= 2.11 ft Created by combining all dead loads and live loads on span(s)2 Interior Live Load: wL-adj= 54 plf Controlling Shear: -578 lb Eave Live Load: wL-Eave-adj= 54 plf 14.23 Ft from left support of span 2(Center Span) Interior Dead Load: wD-adj= 23 plf Created by combining all dead loads and live loads on span(s)2,3 Eave Dead Load: wD-Eave-adj= 23 plf Interior Total Load: wT-adj= 77 plf Comparisons with required sections: Req'd Provided Eave Total Load: wT-Eave-adj= 77 plf E.I.: 91 in2-lb E6 283 in2-lb xE6 Moment: 2065 ft-lb 4186 ft-lb Shear: -578 lb 1633 lb NOTES VMD DIAGRAM 4 55 lbs @ Oft 300 Shear(Ibs) -300 -600 -578 lbs @ 14 ft 3000 2065 ft-lbs @ 7 ft 1500 Moment(ft-lb) -1500— -3000 -51 ft-lbs @ 14 ft 0.4 -0.129 in @16 ft -0.2 Deflection(in) 0 0.2 0.4 0.317 in@7ft 14ft • 2ft Project:PLAN#2768 „, page ----If PETER RADULESCU Location: R-4 341 PR DESIGN&CONSULTING R6of Rafter 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 RFPI-20/11.875-Roseburg Forest Products x 12.0 FT(9+3)@ 24 O.C. Section Adequate By: 121.6% StruCalc Version 10.0.1.4 4/20/2018 3:50:28 PM Controlling Factor End Reaction DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.04 IN L/2575 0.02 IN 2L/3682 Dead Load 0.01 in 0.00 in Total Load 0.06 IN L/1960 0.01 IN 2L/5556 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 270 lb 480 lb Dead Load 101 lb 202 lb Total Load 371 lb 682 lb Bearing Length 1.75 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 135 plf 240 plf A - 9ft -aft __ Dead Load 51 plf 101 plf Total Load 186 plf 341 plf I-JOIST PROPERTIES RAFTER DATA Interior Eave RFPI-20/11.875-Roseburg Forest Products Span Length 9 ft 3 ft Base Values Adjusted Rafter Pitch 4 :12 Moment Cap: Mcap= 3640 ft-lb Mcap'= 4186 ft-lb Roof sheathing applied to top of joists-top of rafters fully braced. Cd= 1.15 Sheathing/sheetrock applied to bottom of joists-bottom of rafters fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1633 lb Roof Duration Factor 1.15 Cd= 1.15 RAFTER LOADING Reaction A: Rcap= 950 lb Rcap'= 1093 lb Reaction B: Rcap= 1315 lb Rcap'= 1512 lb Uniform Roof Loading E.I.: El= 283 Ib-in2 El'= 283 Ib-int Roof Live Load: LL= 30 psf Roof Dead Load: DL= 12 psf ControllingSlope Adjusted Spans And Loads Moment: 808 ft-lb 4.317 Ft from left support of span 3(Right Span) Interior Span: L-adj= 9.49 ft Eave Span: L-Eave-adj= 3.16 ft Created by combining all dead loads and live loads on span(s)2 Interior Live Load: wL-adj= 54 plf Controlling Shear: -405 lb 8.538 Ft from left support of span 2(Center Span) Eave Live Load: wL-Eave-adj= 54 plf Created by combining all dead loads and live loads on span(s)2,3 Interior Dead Load: wD-adj= 23 plf Eave Dead Load: wD-Eave-adj= 23 plf Interior Total Load: wT-adj= 77 plf Comparisons with required sections: Req'd Provided Eave Total Load: wT-Eave-adj= 77 plf E.I.: 26 in2-lb E6 283 in2-lb xE6 • Moment: 808 ft-lb 4186 ft-lb Shear: -405 lb 1633 lb NOTES VMD DIAGRAM • 3241bs@oft 500— 250— Shear(lbs) „"'-^+w_. 0 -250— _5007 -405 lbs @ 9 ft '.. 900 J 808 ft-lbs @ 4 ft 450— Moment(ft-Ib) 0 450-- , -900— -114 ft-lbs @ 9 ft 0.05— -0.037 in@12ft -0.02.–" Deflection(in) 0—r 0.02— 0.05 1 0.044in@4.5ft A 9ft aft A Project: PLAN#2768 :flffj ,p" page -- — " PETER RADULESCU Location:R-5 PR DESIGN&CONSULTING Roof Rafter 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] " PORTLAND OR 97232 1.5INx11.25INx4.0FT(2+2)@24O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 4/20/2018 3:50:28 PM Section Adequate By: 1739.6% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.00 IN L/MAX 0.00 IN 2L/MAX Dead Load 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.00 IN 2L/19686 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 60 lb 240 lb Dead Load 0 lb 101 lb Total Load 60 lb 341 lb Uplift(1.5 F.S) -60 lb 0 lb Bearing Length 0.06 in 0.36 in SUPPORT LOADS A_ Live Load 30 plf 120 plf 2 ft 2 ft Dead Load 0 plf 51 plf Total Load 30 plf 171 plf MATERIAL PROPERTIES RAFTER DATA Interior Eave #2-Douglas-Fir-Larch Span Length 2 ft 2 ft Base Values Adjusted Rafter Pitch 4 :12 Bending Stress: Fb= 900 psi Fb'= 1190 psi Roof sheathing applied to top of joists-top of rafters fully braced. Cd=1.15 CF=1.00 Cr=1.15 Sheathing/sheetrock applied to bottom of joists-bottom of rafters fully braced. Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Duration Factor 1.15 Cd=1.15 Peak Notch Depth 0.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Base Notch Depth 0.00 Comp.1 to Grain: Fc-- = 625 psi Fc--- = 625 psi RAFTER LOADING Controlling Moment: -171 ft-lb Uniform Roof Loading Roof Live Load: LL= 30 psf 2.002 Ft from left support of span 2(Center Span) Roof Dead Load: DL= 12 psf Created by combining all dead loads and live loads on span(s)3 Slope Adjusted Spans And Loads Controlling Shear: -91 lb Interior Span: L-adj= 2.11 ft At a distance d from right support of span 2(Center Span) Eave Span: L-Eave-adj= 2.11 ft Created by combining all dead loads and live loads on span(s)2,3 Interior Live Load: wL-adj= 54 plf Eave Live Load: wL-Eave-adj= 54 plf Comparisons with required sections: Req'd Provided Interior Dead Load: wD-adj= 23 plf Section Modulus: 1.72 in3 31.64 in3 Eave Dead Load: wD-Eave-adj= 23 plf Area(Shear): 0.66 in2 16.88 in2 Interior Total Load: wT-adj= 77 plf Moment of Inertia(deflection): 1.63 in4 177.98 in4 Eave Total Load: wT-Eave-adj= 77 plf Moment: -171 ft-lb 3138 ft-lb Shear: -91 lb 2329 lb NOTES VMD DIAGRAM 200 162 lbs @ 2 ft - 100 Shear(lbs) .,....,„„ 0 -100 200 -162 lbs @ 2 ft 200 100 Moment(ft-Ib) -100 -.. -200 -171 ft-lbs @ 2 ft 00in@1.2ft_,.. 0-.- Deflection(in) 0� 0� 0.003 in@4ft • 2 ft _.._ - 2 ft A - page Project:PLAN#2768 PETER RADULESCU Location: F-1 ,; PR DESIGN&CONSULTING to Footing 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 Footing Size:2.0 FT x 4.0 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.4 4/20/2018 3:50:29 PM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in Soil Overburden Height: SoilH= 1.5 ft Soil Overburden Weight: SoilW= 120 pcf FOOTING SIZE Width: W= 2 ft Length: L= 4 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE I Column Type: Wood Column Width: m= 4 in 10 in Column Depth: n= 4 in FOOTING CALCULATIONS3 in Bearing Calculations: aft Ultimate Bearing Pressure: Qu= 371 psf I4in-I Effective Allowable Soil Bearing Pressure: Qe= 1195 psf Required Footing Area: Areq= 2.49 sf Area Provided: A= 8.00 sf Baseplate Bearing: 10 in Bearing Required: Bear= 4697 lb Allowable Bearing: Bear-A= 44880 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 1566 lb 2f Allowable Beam Shear: Vc1 = 7712 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 48 in Live Load: PL= 2832 lb Punching Shear: Vu2= 4110 lb Dead Load: PD= 138 lb Controlling Allowable Punching Shear: vc2= 30771 lb Total Load: PT= 2970 lb Ultimate Factored Load: Pu= 4697 lb Footing plus soil above footing weight: Wt= 1604 lb Short Direction: Long Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 14090 in-lb Factored Moment: Mu= 28181 in-lb Nominal Moment Strength: Mn= 77119 in-lb Nominal Moment Strength: Mn= 38560 in-lb NOTES e page Project:PLAN#2768 PETER RADULESCU Location: F-2 ,. ;,' PR DESIGN&CONSULTING Footing 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] ';' PORTLAND OR 97232 Footing Size:2.0 FT x 4.0 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.4 4/20/2018 3:50:29 PM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in Soil Overburden Height: SoilH= 1.5 ft Soil Overburden Weight: SoilW= 120 pcf FOOTING SIZE Width: W= 2 ft Length: L= 4 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in h4 in--I COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in 10 in Column Depth: n= 4 in FOOTING CALCULATIONS 3 in 4 ft Bearing Calculations: Ultimate Bearing Pressure: Qu= 305 psf 14 in Effective Allowable Soil Bearing Pressure: Qe= 1195 psf Required Footing Area: Areq= 2.04 sf Area Provided: A= 8.00 sf Baseplate Bearing: 10 in Bearing Required: Bear= 3864 lb Allowable Bearing: Bear-A= 44880 lb 3 in Beam Shear Calculations(One Way Shear): -- z ft- Beam Shear: Vu1 = 1288 lb Allowable Beam Shear: Vc1 = 7712 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 48 in Live Load: PL= 2330 lb Punching Shear: Vu2= 3381 lb Dead Load: PD= 113 lb Controlling Allowable Punching Shear: vc2= 30771 lb Total Load: PT= 2443 lb Ultimate Factored Load: Pu= 3864 lb Footing plus soil above footing weight: Wt= 1604 lb Short Direction: Long Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 11591 in-lb Factored Moment: Mu= 23182 in-lb Nominal Moment Strength: Mn= 77119 in-lb Nominal Moment Strength: Mn= 38560 in-lb NOTES page Project: PLAN#2768 NAIPs PETER RADULESCU / Location:F-3 f r PR DESIGN&CONSULTING Footing " =� 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 Footing Size:2.5 FT x 2.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11.00 IN.O.C. E/W/(3)min. StruCalc Version 10.0.1.4 4/20/2018 3:50:29 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in Soil Overburden Height: SoiIH= 1.5 ft Soil Overburden Weight: SoiIW= 120 pcf FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS I--4in—I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1005 psf Effective Allowable Soil Bearing Pressure: Qe= 1195 psf Required Footing Area: Areq= 5.26 sf 10 in Area Provided: A= 6.25 sf Baseplate Bearing: Bearing Required: Bear= 9429 lb 3 in Allowable Bearing: Bear-A= 53040 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 2750 lb -2.5 ft Allowable Beam Shear: Vc1 = 15405 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 41 in Live Load: PL= 4726 lb Punching Shear: Vu2= 8328 lb Dead Load: PD= 1556 lb Allowable Punching Shear(ACI 11-35): vc2-a= 63159 lb Total Load: PT= 6282 lb Allowable Punching Shear(ACI 11-36): vc2-b= 85239 lb Ultimate Factored Load: Pu= 9429 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42106 lb Footing plus soil above footing weight: Wt= 1253 lb Controlling Allowable Punching Shear vc2= 42106 lb Bending Calculations: Factored Moment: Mu= 35358 in-lb Nominal Moment Strength: Mn= 191363 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.11 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.54 in2 Controlling Reinforcing Steel: As-reqd= 0.54 in2 Selected Reinforcement: #4's @ 11.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project: PLAN#2768 - — ' PETER RADULESCU Location:F-4 ,, PR DESIGN&CONSULTING Footing 4 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] tl x PORTLAND OR 97232 Footing Size:2.0 FT x 2.0 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.4 4/20/2018 3:50:29 PM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure. Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in Soil Overburden Height: SoilH= 1.5 ft Soil Overburden Weight: SoilW= 120 pcf FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in —4 in I Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 954 psf Effective Allowable Soil Bearing Pressure: Qe= 1195 psf 10 in Required Footing Area: Areq= 3.19 sf Area Provided: A= 4.00 sf Baseplate Bearing: Bearing Required: Bear= 5792 lb i 3 in Allowable Bearing: Bear-A= 44880 lb Beam Shear Calculations(One Way Shear): 2 ft Beam Shear: Vu1 = 965 lb Allowable Beam Shear: Vc1 = 7712 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 48 in Live Load: PL= 3038 lb Punching Shear: Vu2= 4344 lb Dead Load: PD= 776 lb Controlling Allowable Punching Shear: vc2= 30771 lb Total Load: PT= 3814 lb Bending Calculations: Ultimate Factored Load: Pu= 5792 lb Factored Moment: Mu= 17376 in-lb Footing plus soil above footing weight: Wt= 802 lb Nominal Moment Strength: Mn= 38560 in-lb NOTES Project: PLAN#2768 L,m,t ,y page PETER RADULESCU Location:F-5 PR DESIGN&CONSULTING Footing 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] <.; - PORTLAND OR 97232 Footing Size:2.5 FT x 2.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11,00 IN.O.C. E/W/(3)min. StruCalc Version 10.0.1.4 4/20/2018 3:50:29 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in Soil Overburden Height: SoilH= 1.5 ft Soil Overburden Weight: SoilW= 120 pcf FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS 1-4 In---I Bearing Calculations: Ultimate Bearing Pressure: Qu= 573 psf Effective Allowable Soil Bearing Pressure: Qe= 1195 psf Required Footing Area: Areq= 3 sf Area Provided: A= 6.25 sf 10 in Baseplate Bearing: Bearing Required: Bear= 4728 lb 3 in Allowable Bearing: Bear-A= 53040 lb _L Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 1379 lb 2.5 ft Allowable Beam Shear: Vc1 = 15405 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 41 in Live Load: PL= 1080 lb Punching Shear: Vu2= 4176 lb Dead Load: PD= 2500 lb Allowable Punching Shear(ACI 11-35): vc2-a= 63159 lb Total Load: PT= 3580 lb Allowable Punching Shear(ACI 11-36): vc2-b= 85239 lb Ultimate Factored Load: Pu= 4728 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42106 lb Footing plus soil above footing weight: Wt= 1253 lb Controlling Allowable Punching Shear: vc2= 42106 lb Bending Calculations: Factored Moment: Mu= 17730 in-lb Nominal Moment Strength: Mn= 191363 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.05 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.54 in2 Controlling Reinforcing Steel: As-reqd= 0.54 in2 Selected Reinforcement: #4's @ 11.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project: PLAN#2768 "•1/7-,PPETER RADULESCU ' Location: F-6 g .w, PR DESIGN&CONSULTING footing _ 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] = PORTLAND OR 97232 Footing Size:2.5 FT x 2.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11.00 IN.O.C. E/W/(3)min. StruCalc Version 10.0.1.4 4/20/2018 3:50:29 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in Soil Overburden Height: SoilH= 1.5 ft Soil Overburden Weight: SoilW= 120 pcf FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS H-4in—I Bearing Calculations T Ultimate Bearing Pressure: Qu= 923 psf Effective Allowable Soil Bearing Pressure: Qe= 1195 psf Required Footing Area: Areq= 4.83 sf Area Provided: A= 6.25 sf 10 in Baseplate Bearing: Bearing Required: Bear= 8770 lb 3 in Allowable Bearing: Bear-A= 53040 lb Beam Shear Calculations(One Way Shear): 2.5 ft Beam Shear: Vu1 = 2558 lb Allowable Beam Shear: Vc1 = 15405 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 41 in Live Load: PL= 4621 lb Punching Shear: Vu2= 7746 lb Dead Load: PD= 1147 lb Allowable Punching Shear(ACI 11-35): vc2-a= 63159 lb Total Load: PT= 5768 lb Allowable Punching Shear(ACI 11-36): vc2-b= 85239 lb Ultimate Factored Load: Pu= 8770 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42106 lb Footing plus soil above footing weight: Wt= 1253 lb Controlling Allowable Punching Shear: vc2= 42106 lb Bending Calculations: Factored Moment: Mu= 32888 in-lb Nominal Moment Strength: Mn= 191363 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.10 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.54 in2 Controlling Reinforcing Steel: As-reqd= 0.54 in2 Selected Reinforcement: #4's @ 11.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project: PLAN#2768 0, , ,> page PETER RADULESCU Location:F-7 ; s• PR DESIGN&CONSULTING Fooling 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 Footing Size:4.5 FT x 4.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11.00 IN.O.C.EM//(5)min. StruCalc Version 10.0.1.4 4/20/2018 3:50:29 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 4.5 ft Length: L= 4.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1242 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 18.29 sf Area Provided: A= 20.25 sf I-4 in-{ Baseplate Bearing: Bearing Required: Bear= 39027 lb Allowable Bearing: Bear-A= 53040 lb 10in Beam Shear Calculations(One Way Shear): P " " 9 Beam Shear: Vu1 = 14996 lb 3 in Allowable Beam Shear: Vc1 = 27728 lb 4.5 ft - — Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 41 in Punching Shear: Vu2= 37621 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 63159 lb Live Load: PL= 22123 lb Allowable Punching Shear(ACI 11-36): vc2-b= 85239 lb Dead Load: PD= 3025 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42106 lb Total Load: PT= 25148 lb Controlling Allowable Punching Shear: vc2= 42106 lb Ultimate Factored Load: Pu= 39027 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1631 lb Factored Moment: Mu= 263431 in-lb Nominal Moment Strength: Mn= 319844 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.43 in Steel Required Based on Moment: As(1)= 0.80 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.97 in2 Controlling Reinforcing Steel: As-reqd= 0.97 in2 Selected Reinforcement: #4's @ 11.0 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= 24 in NOTES page Project:PLAN#2768 PETER RADULESCU / Location: F-8 E< PR DESIGN&CONSULTING footing 919 NE 19TH AVE PORTLAND SUITE#155N or (2012 International Building Code(2012 NDS)] PORTLAND OR 97232 Footing Size:3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 10.0.1.4 4/20/2018 3:50:30 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1299 psf f-4inH Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 8.5 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17794 lb io in Allowable Bearing: Bear-A= 53040 lb p n o 9 Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 5808 lb Allowable Beam Shear: Vc1 = 18486 lb Punching Shear Calculations(Two Way Shear): s ft Critical Perimeter: Bo= 41 in Punching Shear: Vu2= 16352 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 63159 lb Live Load: PL= 9416 lb Allowable Punching Shear(ACI 11-36): vc2-b= 85239 lb Dead Load: PD= 2274 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42106 lb Total Load: PT= 11690 lb Controlling Allowable Punching Shear: vc2= 42106 lb Ultimate Factored Load: Pu= 17794 lb Bending Calculations: Footing plus soil above footing weight: Wt= 725 lb Factored Moment: Mu= 80075 in-lb Nominal Moment Strength: Mn= 254063 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.24 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.65 in2 Controlling Reinforcing Steel: As-reqd= 0.65 in2 Selected Reinforcement: #4's @ 9.0 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= 15 in NOTES Project:PLAN#2768 Page — PETER RADULESCU / Location: F-9 PR DESIGN&CONSULTING Footing r 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 Footing Size:3.667 FT x 3.667 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C.ENV/(5)min. StruCalc Version 10.0.1.4 4/20/2018 3:50:30 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.67 ft Length: L= 3.67 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1317 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 12.88 sf H4 in H Area Provided: A= 13.45 sf I I Baseplate Bearing: Bearing Required: Bear= 27729 lb Allowable Bearing: Bear-A= 53040 lb fo in Beam Shear Calculations(One Way Shear): j n Beam Shear: Vu1 = 9926 lb Sin Allowable Beam Shear: Vc1 = 22596 lb 3.667 ft --- _...-_..__------- Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 41 in Punching Shear: Vu2= 26224 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 63159 lb Live Load: PL= 16186 lb Allowable Punching Shear(ACI 11-36): vc2-b= 85239 lb Dead Load: PD= 1526 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42106 lb Total Load: PT= 17712 lb Controlling Allowable Punching Shear: vc2= 42106 lb Ultimate Factored Load: Pu= 27729 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1083 lb Factored Moment: Mu= 152522 in-lb Nominal Moment Strength: Mn= 317271 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.46 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.79 in2 Controlling Reinforcing Steel: As-reqd= 0.79 in2 Selected Reinforcement: #4's @ 9.0 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= 19 in NOTES Page Project: PLAN#2768PETER RADULESCU Location: F-10 PR DESIGN&CONSULTING footing ' 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 Footing Size:2.0 FT x 2.0 FT x 10,00 IN Section Footing Design Adequate StruCalc Version 10.0.1.4 4/20/2018 3:50:30 PM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure' Qs= 1500 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in • Column Depth: n= 4 in FOOTING CALCULATIONS a in 1 Bearing Calculations: Ultimate Bearing Pressure: Qu= 892 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 2.59 sf Area Provided: A= 4.00 sf Baseplate Bearing: loin Bearing Required: Bear= 5416 lb Allowable Bearing: Bear-A= 44880 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 903 lb Allowable Beam Shear: Vc1 = 7712 lb Punching Shear Calculations(Two Way Shear): 2 f Critical Perimeter: Bo= 48 in Punching Shear: Vu2= 4062 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 30771 lb Live Load: PL= 2836 lb Bending Calculations: Dead Load: PD= 732 lb Factored Moment: Mu= 16248 in-lb Total Load: PT= 3568 lb Nominal Moment Strength: Mn= 38560 in-lb Ultimate Factored Load: Pu= 5416 lb NOTES Footing plus soil above footing weight: Wt= 322 lb Project: PLAN#2768 f, page lg PETER RADULESCU Location: BM-1PR DESIGN&CONSULTING Multi-Loaded Multi-Span Beam 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] -PORTLAND OR 97232 5.5 INx12.0INx17.0FT(15+2) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 4/20/2018 3:50:30 PM Section Adequate By:33.0% Controlling Factor Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.23 IN L/766 -0.10 IN 2L/478 Dead Load 0,01 in 0.00 in Total Load 0.25 IN L/732 -0.10 IN 2L/458 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2205 lb 2832 lb Dead Load 105 lb 138 lb Total Load 2310 lb 2970 lb Bearing Length 0.65 in 0.83 in w w BEAM DATA Center Right Span Length 15 ft 2 ft Unbraced Length-Top 0 ft 0 ft A 15 ft 2 ft Unbraced Length-Bottom 15 ft 2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 294 plf 294 plf 24F-V4-Visually Graded Western Species Uniform Dead Load 0 plf 0 plf Base Values Adjusted Beam Self Weight 14 plf 14 plf Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 308 plf 308 plf 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.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Controlling Moment: 8657 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2076 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 43.28 in3 132 in3 Area(Shear): 11.75 in2 66 in2 Moment of Inertia(deflection): 595.28 in4 792 in4 Moment: 8657 ft-lb 26400 ft-lb Shear: -2076 lb 11660 lb NOTES VMD DIAGRAM 3000 2271 lbs @ Oft 1500 • Shear(lbs) -1500 -3000 -2353 lbs @ 15 ft 9000 8657 ft-lbs @ 8 ft 4500 Moment(ft-lb) • 1 -4500 -9000 -29 ft-lbs @ 15 ft -0.3 -0.1 in @ 17 ft -0.15 Deflection(in) 0 0.15 0.3 0.235 in@7.5ft j A �,_ —16 ft .,.,..��.....-, _ B 2ft Project: PLAN#2768 rPage i IF PETER RADULESCU / Location: BM-2 s=w " PR DESIGN&CONSULTING Multi-Loaded Multi-Span Beam 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 5.5 INx12.0INx13.5FT(11.5+2) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 4/20/2018 3:50:30 PM Section Adequate By: 195.2% Controlling Factor:Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.08 IN L/1701 -0.05 IN 2L/1062 Dead Load 0.00 in 0.00 in Total Load 0.08 IN L/1627 -0.05 IN 2L/1020 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1691 lb 2330 lb Dead Load 80 lb 113 lb Total Load 1771 lb 2443 lb Bearing Length 0.50 in 0.68 in w w BEAM DATA Center Right Span Length 11.5 ft 2 ft Unbraced Length-Top O ft 0 ft A 11.5 ft B 2 ft Unbraced Length-Bottom 11.5 ft 2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 294 plf 294 plf 24F-V4-Visually Graded Western Species Uniform Dead Load 0 plf 0 plf Base Values Adjusted Beam Self Weight 14 plf 14 plf Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 308 plf 308 plf Fbcmpr= 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.--toGrain: Fc---= 650 psi Fc--- = 650 psi Controlling Moment: 5082 ft-lb 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1543 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Rea'd Provided Section Modulus: 25.41 in3 132 in3 Area(Shear): 8.73 in2 66 in2 Moment of Inertia(deflection): 268.26 in4 792 in4 Moment: 5082 ft-lb 26400 ft-lb Shear: -1543 lb 11660 lb NOTES VMD DIAGRAM 2000 1719 lbs @0 ft 1000 Shear(lbs) 0 -1000 -2000 -1826 lbs @ 12 ft 6000 5082 ft-lbs @ 6 ft 3000 Moment(ft-Ib) 0 -3000 -6000 -29 ft-lbs @ 12 ft i -0.09 -0.045 in @ 13.5 ft -0.04 Deflection(in) 0 0.04 0.09 0.081 in@5.8ft A 11.5 ft -- - - 2ft 1 • page Project:PLAN#2768 Iwo, PETER RADULESCU Location: BM-3 z.; PR DESIGN&CONSULTING Roof Beam 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 5.5 INx11.5INx10.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 4/20/2018 3:50:30 PM Section Adequate By:64.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1432 Dead Load 0.04 in Total Load 0.12 IN L/979 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1688 lb 1688 lb Dead Load 780 lb 780 lb Total Load 2468 lb 2468 lb Bearing Length 0.72 in 0.72 in BEAM DATA • Span Length 10 ft Unbraced Length-Top 0 ft loft B Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 12 psf Bending Stress: Fb= 875 psi Fb'= 1006 psi Tributary Width: TW= 9.3 ft Cd=1.15 CF=1.00 Side Two: Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 12 psf Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Tributary Width: TW= 2 ft Comp.-I-to Grain: Fc- L= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 6169 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.0 ft from left support Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 10 ft Beam Self Weight: BSW= 14 plf Controlling Shear: 2023 lb Beam Uniform Live Load: wL= 338 plf At a distance d from support. Beam Uniform Dead Load: wD_adj= 156 plf Created by combining all dead and live loads. Total Uniform Load: wT= 494 plf Comparisons with required sections: Rend Provided Section Modulus: 73.57 in3 121.23 in3 Area(Shear): 15.52 in2 63.25 in2 Moment of Inertia(deflection): 128.1 in4 697.07 in4 Moment: 6169 ft-lb 10166 ft-lb Shear: 2023 lb 8244 lb NOTES VMD DIAGRAM - 3000 2468 lbs @ 0 ft 1500 Shear Ps)0 ' -1500 -3000 -2468 lbs @ 10 ft 7000 6169 ft-lbs @ 5 ft 3500 Moment(ft-lb) 0 -7000 -0.2—1 -0.1— Deflection(in) 0 0.1- 0.2 0.123 in@Sft A loft page Project:PLAN#2768 . PETER RADULESCU Location: BM-4 _L` PR DESIGN&CONSULTING N SUITE#155N / Uniformly Loaded Floor Beam 919 NE 19TH AVE PORTLAND or [2012 International Building Code(2012 NDS)] r :'PORTLAND OR 97232 5.5 IN x 10.5 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 4/20/2018 3:50:31 PM Section Adequate By:52.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/737 Dead Load 0.03 in Total Load 0.16 IN L/598 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5400 lb 5400 lb Dead Load 1250 lb 1250 lb Total Load 6650 lb 6650 lb Bearing Length 1.86 in 1.86 in BEAM DATA Center �... .z W Span Length 8 ft Unbraced Length-Top 0 ft A atc B Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.03 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 45 psf 45 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 10 psf 10 psf Base Values Adjusted Floor Tributary Width FTW= 14 ft 16 ft Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd—=1.00 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 1350 plf Cd=1.00 Beam Total Dead Load: wD= 300 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Beam Self Weight: BSW= 13 plf Comp.1 to Grain: Fc-L= 650 psi Fc--1-'= 650 psi Total Maximum Load: wT= 1663 plf Controlling Moment: 13300 ft-lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 5320 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 66.5 in3 101.06 in3 Area(Shear): 30.11 in2 57.75 in2 Moment of Inertia(deflection): 259.16 in4 530,58 in4 Moment: 13300 ft-lb 20213 ft-lb Shear: 5320 lb 10203 lb NOTES VMD DIAGRAM 7000 6650 lbs @ Oft 3500�, Shear(lbs) 0 -7000— -6650 lbs @ 8 ft 20000 13300 ft-lbs @ 4 ft 10000 ._. . Moment(ft-lb) 0 -10000 -20000 -0.2 -0.1-- Deflection(in) 0 0.1" 0.2— 0.13 in@oft A8 ft _. _ _ B page Project: PLAN#2768 PETER RADULESCU / Location:BM-5 PR DESIGN&CONSULTING Uniformly Loaded Floor Beam x 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] - PORTLAND OR 97232 5.25 IN x 11.875 IN x 13.25 FT 2.1E-3100F-APA EWS LVL Stress Classes StruCalc Version 10.0.1.4 4/20/2018 3:50:31 PM Section Adequate By:40.5% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN L/506 Dead Load 0.08 in Total Load 0.39 IN L/405 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4621 lb 4621 lb Dead Load 1147 lb 1147 lb Total Load 5768 lb 5768 lb Bearing Length 1.29 in 1.29 in BEAM DATA Center =wanSpan Length 13.25 ft »-.- . .. _ Unbraced Length-Top 0 ft A 13.25 ft B Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 2.1E-3100F-APA EWS LVL Stress Classes Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 45 psf 45 psf Bending Stress: Fb= 3100 psi Fb'= 3104 psi Floor Dead Load FDL= 10 psf 10 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 7 ft 8.5 ft Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 2100 ksi E'= 2100 ksi BEAM LOADING Comp.--to Grain: Fc---= 850 psi Fc---'= 850 psi Beam Total Live Load: wL= 698 plf Controlling Moment: 19107 ft-lb Beam Total Dead Load: wD= 155 plf Beam Self Weight: BSW= 18 plf 6.625 ft from left support Total Maximum Load: wT= 871 plf Created by combining all dead and live loads. Controlling Shear: -4961 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 73.87 in3 123.39 in3 Area(Shear): 26.11 in2 62.34 in2 Moment of Inertia(deflection): 521.44 in4 732.62 in4 Moment: 19107 ft-lb 31917 ft-lb Shear: -4961 lb 11845 lb NOTES VMD DIAGRAM 6000 5768 lbs @ Oft 3000.— Shear(Ibs) ....... 0..... -3000— -6000 -5768 Ibs @ 13 ft 20000 19107 ft-lbs @ 7 ft..... .. 10000..... Moment(ft-Ib) -10000 -20000.- -0.4 20000--0.4— -0.2-- Deflection(in) 0 0.2! 0.4— 0.314 in@6.6ft -, � -- •.. .:. --. ,,. «ter.-,.. .....__..�. 13.25 ft B Project: PLAN#2768 page .<PETER RADULESCU Location:BM-6 PR DESIGN&CONSULTING Uniformly Loaded Floor Beam 919 NE 19TH AVE PORTLAND SUITE#155N • or [2012 International Building Code(2012 NDS)] u �• ''PORTLAND OR 97232 5.25 IN x 11.875 IN x 13.25 FT 2.1E-3100F-APA EWS LVL Stress Classes StruCalc Version 10.0.1.4 4/20/2018 3:50:31 PM Section Adequate By:21.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/436 Dead Load 0.09 in Total Load 0.45 IN L/350 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5366 lb 5366 lb Dead Load 1313 lb 1313 lb Total Load 6679 lb 6679 lb Bearing Length 1.50 in 1.50 in BEAM DATA Center Span Length 13.25 ft •Unbraced Length-Top 0 ft 13.25 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 2.1E-3100F-APA EWS LVL Stress Classes Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 45 psf 45 psf Bending Stress: Fb= 3100 psi Fb'= 3104 psi Floor Dead Load FDL= 10 psf 10 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 9.5 ft 8.5 ft Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 2100 ksi E'= 2100 ksi BEAM LOADING Comp.--to Grain: Fc-l= 850 psi Fc---- = 850 psi Beam Total Live Load: wL= 810 plf Controlling Moment: 22125 ft-lb Beam Total Dead Load: wD= 180 plf 6.625 ft from left support Beam Self Weight: BSW= 18 plf Total Maximum Load: wT= 1008 plf Created by combining all dead and live loads. Controlling Shear: -5744 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 85.53 in3 123.39 in3 Area(Shear): 30.23 in2 62.34 in2 Moment of Inertia(deflection): 605.55 in4 732.62 in4 Moment: 22125 ft-lb 31917 ft-lb Shear: -5744 lb 11845 lb NOTES VMD DIAGRAM 7000 6979 9'9 @ Oft 3500 .,., Shear(lbs) 0 -7000 -6679 lbs @ 13 ft 30000- 22125 ft-lbs @ 7 ft 15000�– Moment(ft-lb) 0� -15000 -30000 -0.2-- Deflection(in) 0 0.2- 0.4 0.365 in@6.6ft .A 13.25 ft _ A Project:PLAN#2768x „ page -~ PETER RADULESCU / Location:BM-7 ?• PR DESIGN&CONSULTING Uniformly Loaded Floor Beam 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] PORTLAND OR 97232 3.5 INx11.875INx10.0FT 2.1E-3100F-APA EWS LVL Stress Classes StruCalc Version 10.0.1.4 4/20/2018 3:50:32 PM Section Adequate By:69.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/675 Dead Load 0.04 in Total Load 0.22 IN L/546 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 4050 lb 4050 lb Dead Load 961 lb 961 lb Total Load 5011 lb 5011 lb Bearing Length 1.68 in 1.68 in BEAM DATA Center Span Length 10 ft ._.. . . . . . Unbraced Length-Top 0 ft A loft B- Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 2.1E-3100F-APA EWS LVL Stress Classes Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 45 psf 45 psf Bending Stress: Fb= 3100 psi Fb'= 3104 psi Floor Dead Load FDL= 10 psf 10 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 9.5 ft 8.5 ft Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 2100 ksi E'= 2100 ksi BEAM LOADING Comp.L to Grain: Fc-L= 850 psi Fc--- = 850 psi Beam Total Live Load: wL= 810 plf Moment: 12527 ft Ib Beam Total Dead Load: wD= 180 plf Controlling from left support Beam Self Weight: BSW= 12 plf 5.0 Created by combining all dead and live loads. Total Maximum Load: wT= 1002 plf Controlling Shear: -4109 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 48.43 in3 82.26 in3 Area(Shear): 21.62 in2 41.56 in2 Moment of Inertia(deflection): 260.32 in4 488.41 in4 Moment: 12527 ft-lb 21278 ft-lb Shear: -4109 lb 7897 lb NOTES VMD DIAGRAM 4 6000—. 5011 lbs @ 0 ft 3000 Shear Ps) •• 0 -3000 -6000 -5011lbs @10ft 20000 12527 ft-lbs @ 5 ft 10000— .. . Moment(ft-Ib) • 0 -10000 -20000 -0.2 -0.1 Deflection(in) 0 0.1 0.2 0.176 in@5ft loft ft page Project: PLAN#2768 70 PETER RADULESCU / Location: BM-8 PR DESIGN&CONSULTING Uniformly Loaded Floor Beam 919 NE 19TH AVE PORTLAND SUITE#155N or [2012 International Building Code(2012 NDS)] 4 y-PORTLAND OR 97232 5.5 IN x 9.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 4/20/2018 3:50:32 PM Section Adequate By:40.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1108 Dead Load 0.02 in Total Load 0.12 IN L/882 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1519 lb 1519 lb Dead Load 388 lb 388 lb Total Load 1907 lb 1907 lb Bearing Length 0.55 in 0.55 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft — 9ft B Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 45 psf 0 psf Bending Stress: Fb= 875 psi Fb'= 875 psi Floor Dead Load FDL= 10 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 7.5 ft 0 ft Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi BEAM LOADING Comp.L to Grain: Fc-L= 625 psi Fc--- = 625 psi Beam Total Live Load: wL= 338 plf Moment: 4291 ft Ib Beam Total Dead Load: wD= 75 plf Controlling from left support Beam Self Weight: BSW= 11 plf 4.5 Total Maximum Load: wT= 424 plf Created by combining all dead and live loads. Controlling Shear: -1602 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 58.85 in3 82.73 in3 Area(Shear): 14.14 in2 52.25 in2 Moment of Inertia(deflection): 127.73 in4 392.96 in4 Moment: 4291 ft-lb 6032 ft-lb Shear: -1602 lb 5922 lb NOTES IIMD DIAGRAM 2000 1907 lbs @ Oft • 1000 Shear(Ibs) 0. -1000 -2000 -1907 lbs @ 9 ft 1 5000 4291 ft-lbs @ 4 ft T 2500— ,.. ... .. Moment(ft-lb) 0—F -2500 -5000 -0.1 -0.05 Deflection(in) 0 0.05— 0.1— 0.098 in@4.5ft A :::: Project: PLAN#2768 page .PETER RADULESCU / Location: BM-9 5 =s° - PR DESIGN&CONSULTING Uniformly Loaded Floor Beam 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] j PORTLAND OR 97232 5.5 IN x 9.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 4/20/2018 3:50:32 PM Section Adequate By:50.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1187 Dead Load 0.02 in Total Load 0.11 IN L/943 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1418 lb 1418 lb Dead Load 366 lb 366 lb Total Load 1784 lb 1784 lb Bearing Length 0.52 in 0.52 in BEAM DATA Center f... Span Length 9 ft :_W Unbraced Length-Top 0 ftA 9ft B Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 45 psf 0 psf Bending Stress: Fb= 875 psi Fb'= 875 psi Floor Dead Load FDL= 10 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 7 ft 0 ft Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi BEAM LOADING Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Beam Total Live Load: wL= 315 plf Controlling Moment: 4013 ft-lb Beam Total Dead Load: wD= 70 plf Beam Self Weight: BSW= 11 plf 4.5 ft from left support Total Maximum Load: wT= 396 plf Created by combining all dead and live loads. Controlling Shear: 1498 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 55.03 in3 82.73 in3 Area(Shear): 13.22 in2 52.25 in2 Moment of Inertia(deflection): 119.21 in4 392.96 in4 Moment: 4013 ft-lb 6032 ft-lb Shear: 1498 lb 5922 lb NOTES VMD DIAGRAM 2000 17831bs Oft 1000 Shear(Ibs) '--- 0 -1000 -2000 -1783 lbs @ 9 ft 5000 4013 ft-lbs @ 4 ft 2500 Moment(ft-lb) 0 -2500 -5000 -0.1— -0.05 Deflection(in) 0 0.05 0.7-- 0.091 in@4.5ft -A 9 ft — or page Project: PLAN#2768 t PRIER / Location: COL-1 , PR DESIGNIGN&CONSULTING Column 919 NE 19TH AVE PORTLAND SUITE#155N of [2012 International Building Code(2012 NDS)] :° :n PORTLAND OR 97232 5.5 x 6.0 x 10.0 FT 24F-V8-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 4/20/2018 4:02:39 PM Section Adequate By: 35.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 22123 lb Dead Load: Vert-DL-Rxn= 3097 lb Total Load: Vert-TL-Rxn= 25220 lb COLUMN DATA Total Column Length: 10 ft B Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 24F-V8-Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc= 1650 psi Fc'= 1176 psi Cd=1.00 Cp=0.71 Bending Stress(X-X Axis): Fbx= 0 psi Fbx'= 2400 psi Cd=1.00 loft Bending Stress(Y-Y Axis): Fby= 1550 psi Fby'= 1659 psi Cd=1.00 Cf=1.07 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Column Section(X-X Axis): dx= 6 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 33 in2 Section Modulus(X-X Axis): Sx= 33 in3 ?, Section Modulus(Y-Y Axis): Sy= 30.25 in3 Slenderness Ratio: Lex/dx= 20 Ley/dy= 21.82 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 764 psi Live Load: PL= 22123 lb Allowable Compressive Stress: Fc'= 1176 psi Dead Load: PD= 3025 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 72 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 25220 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 2400 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1659 psi Combined Stress Factor: CSF= 0.65 NOTES