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5 067: : • Structural Calculations for: Oak Street Townhomes 0. 10417 Akilean Terrace, 97223 - Bldg 4 UNIT24 RECEIVED Project No: 10107.02 MAY 8 2019 Issue Date: 01/15/19 CITY OF fIGAR D Design Criteria 8UILUING DIVISION Roof Loads Wall Loads Wood Shingles ',x,2:00 psf Exterior 1 ply A.S. felt W ,o-.50 psf Siding 2.00 psf 2x framing & '/" plywood sheathing 1,11 6.00;psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF k -.1:.,50 psf 1/" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live/Snow Loads ;25..00; psf %" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf 1/" underlayment "l'!-50 psf '/" plywood sheathing 3.00 psf Interior 2x Framing HI 5.,00 psf 1/2" GWB 2.00 psf Miscellaneous 5:50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1/" GWB 2.00 psf Total Live Loads 40.00psf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL= 4,30.00; psf Floor diaphragms: (glued) 3/4" T&G CDX(APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX(APA 24/0) plywood or approved equal w/8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate/wall intersection. Fasten within a 5'-0"wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D OFFICE COPY Seismic Use Group : 1 Basic Wind Speed/3 sec. Gust: 120 Wind Exposure Factor: B Site Elevation assumed: 380 41,1,D ek Ground Snow Load PSF: 30 l Miscellaneous: 111.7i. 7 21 Soil Bearing: 1500 psf assumed filly `� Add.Snow Ld.=((Elev-393)9/212)+25)PSF 0 x POR "'° '"'"" Concrete foundations: 3000-psi mix �J� Concrete Flatwork: 2000-psi mix , 0 t`�' Beams and stringers: DF/L#1 or better Repetitive Joists: DF/L#2 or better MST2019-00122 10421 SW AKILEAN TER Columns: DF/L#2 or better, Studs: Stud Grade. MST2019-00123 110417 SW AKILEAN TER Sills Plates @ FDN.: P.T. Hem Fir#2B or better i MST2019-00124 110413 SW AKILEAN TER Steel: Reinforcement bar-Grade 40 MST2019-00125 110409 SW AKILEAN TER Structural components -ASTM A36 I Prepared by: MST2019-00126 110405 SW AKILEAN TER MST2019-00127 10401 SW AKILEAN TER 1rO l tac�hitccFt�u c/planning Ilc MST2019-00128 � 10397 SW AKILEAN TER 1` 11\`II ,_a MST2019-0012 9 10393 SW AKILEAN TER THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRU ' PROJECT INDICATED.THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION.SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL.NO WARRANTY IS OFFERED OR IMPLIED.NOTIFY THE DESIGN PROFESSIONAL,PRIOR TO EXECUTION,IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. Versions 01,15.'-9 page a Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B1 upper header worst case StruCalc Version 10.0.1.6 2/5/2019 3:09:01 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.33 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:3.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/Infinity Dead Load 0.12 in Total Load 0.12 IN L/613 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 0 lb 0 lb Dead Load 4122 lb 5377 lb Total Load 4122 lb 5377 lb 1 2 3 Bearing Length 1.57 in 2.05 in BEAM DATA Center Span Length 6.33 ft 6.33 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.33 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 2900 psi Fb'= 2696 psi Total Uniform Load 9 plf Cd=0.90 CF=1.03POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 257 psi Load Number One Two Three Cd=0.90 Live Load 0 Ib 0 Ib 0 Ib Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Dead Load 3976 lb 2686 lb 2777 lb Comp.l to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 1.84 ft 3.84 ft 5.84 ft Controlling Moment: 7801 ft-lb 3.8 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: -5377 lb At right support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Recfd Provided Section Modulus: 34.72 in3 49.91 in3 Area(Shear): 31.44 in2 32.38 in2 Moment of Inertia(deflection): 67.82 in4 230.84 in4 Moment: 7801 ft-lb 11215 ft-lb Shear: -5377 lb 5536 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B2 header at M.B.#1 worst StruCalc Version 10.0.1.6 2/5/2019 3:09:02 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.25 IN x 9.25 IN x 9.0 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:5.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/Infinity Dead Load 0.32 in Total Load 0.32 IN L/333 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 0 lb 0 lb Dead Load 6189 lb 6189 lb Total Load 6189 lb 6189 lb 1 2 3 4 5 Bearing Length 1.57 in 1.57 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft 9ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 2900 psi Fb'= 2696 psi Total Uniform Load 14 plf Cd=0.90 CF=1.03 Shear Stress: Fv= 285 psi Fv'= 257 psi POINT LOADS-CENTER SPAN Cd=0.90 Load Number One Two Three Four Five Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 0 lb 0 lb 0 lb 0 lb 0 lb Comp.l to Grain: Fc L= 750 psi Fc-1'= 750 psi Dead Load 2450 lb 2450 lb 2450 lb 2450 lb 2450 lb Location 1.1 ft 3.1 ft 4.5 ft 5.9 ft 7.9 ft Controlling Moment: 15946 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: 6189 lb At left support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Read Provided Section Modulus: 70.97 in3 74.87 in3 Area(Shear): 36.19 in2 48.56 in2 Moment of Inertia(deflection): 187.02 in4 346.26 in4 Moment: 15946 ft-lb 16822 ft-lb Shear: 6189 lb 8304 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B2 deck door header worst case StruCalc Version 10.0.1.6 2/5/2019 3:09:13 PM _ Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.25 IN x 9.25 IN x 8.2 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By: 11.2% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/MAX Dead Load 0.24 in Total Load 0.25 IN L/400 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1 2 REACTIONS A B Live Load 164 lb 164 lb Dead Load 7440 lb 7465 lb Total Load 7604 lb 7629 lb TRI Bearing Length 1.93 in 1.94 in w BEAM DATA Center Span Length 8.2 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Cen er MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 2900 psi Fb'= 2696 psi Total Uniform Load 114 plf Cd=0.90 CF=1.03 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 257 psi Load Number One Two Cd=0.90 Live Load 0 lb 0 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Dead Load 6626 lb 7220 lb Comp. L to Grain: Fc-1-= 750 psi Fc-1'= 750 psi Location 1.5 ft 6.5 ft Controlling Moment: 12506 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 6.31 Ft from left support of span 2(Center Span) Load Number One Created by dead loads only on all span(s). Left Live Load 40 plf Controlling Shear: -7465 lb Left Dead Load 15 plf 8.2 Ft from left support of span 2(Center Span) Right Live Load 40 plf Created by dead loads only on all span(s). Right Dead Load 15 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 8.2 ft Section Modulus: 55.66 in3 74.87 in3 Load Length 8.2 ft Area(Shear): 43.65 in2 48.56 in2 Moment of Inertia(deflection): 207.52 in4 346.26 in4 Moment: 12506 ft-lb 16822 ft-lb Shear: -7465 lb 8304 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location: B2 header at back door StruCalc Version 10.0.1.6 2/5/2019 3:09:14 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] or 5.25 IN x 9.25 IN x 3.2 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:26.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.01 in Total Load 0.01 IN L/6031 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 64 lb 64 lb Dead Load 6546 lb 1289 lb Total Load 6610 lb 1353 lb TR1 Bearing Length 1.68 in 0.34 in BEAM DATA Center Span Length 3.2 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 15 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 2900 psi Fb'= 2696 psi Total Uniform Load 69 plf Cd=O.90 CF=1.03 Shear Stress: Fv= 285 psi Fv'= 257 psi POINT LOADS-CENTER SPAN Cd=0.90 Load Number One Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Live Load 0 lb Comp. L to Grain: Fc- = 750 psi Fc- = 750 psi Dead Load 7646 lb Location 0.5 ft Controlling Moment: 3252 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 0.51 Ft from left support of span 2(Center Span) Load Number One Created by dead loads only on all span(s). Left Live Load 0 plf Controlling Shear: 6546 lb Left Dead Load 30 plf At left support of span 2(Center Span) Right Live Load 0 plf Created by dead loads only on all span(s). Right Dead Load 30 plf Load Start 0 ft Comparisons with required sections: Reo'd Provided Load End 3.2 ft Section Modulus: 14.47 in3 74.87 in3 Load Length 3.2 ft Area(Shear): 38.28 in2 48.56 in2 Moment of Inertia(deflection): 13.78 in4 346.26 in4 Moment: 3252 ft-lb 16822 ft-lb Shear: 6546 lb 8304 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B2 header at den StruCalc Version 10.0.1.6 2/5/2019 3:09:16 PM f Multi-Loaded Multi-Span Beam o [2015 International Building Code(2015 NDS)] 5.25 IN x 9.25 IN x 5.2 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:41.1% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.04 in Total Load 0.04 IN L/1468 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 104 lb 104 lb Dead Load 5884 lb 2146 lb rR1 Total Load 5988 lb 2250 lb Bearing Length 1.52 in 0.57 in BEAM DATA Center Span Length 5.2 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 15 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 2900 psi Fb'= 2696 psi Total Uniform Load 69 plf Cd=0.90 CF=1.03 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 257 psi Load Number One Cd=0.90 Live Load 0 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Dead Load 7671 lb Comp.-I-to Grain: Fc-L= 750 psi Fc- = 750 psi Location 1.33 ft Controlling Moment: 7747 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.35 Ft from left support of span 2(Center Span) Load Number One Created by dead loads only on all span(s). Left Live Load 0 plf Controlling Shear: 5884 lb Left Dead Load 40 plf At left support of span 2(Center Span) Right Live Load 0 plf Created by dead loads only on all span(s). Right Dead Load 40 plf Load Start 0 ft Comparisons with required sections: Redd Provided Load End 5.2 ft Section Modulus: 34.48 in3 74.87 in3 Load Length 5.2 ft Area(Shear): 34.41 in2 48.56 in2 Moment of Inertia(deflection): 56.61 in4 346.26 in4 Moment: 7747 ft-lb 16822 ft-lb Shear: 5884 lb 8304 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location:B3 upper header worst case StruCalc Version 10.0.1.6 2/5/2019 3:09:03 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] of 5.25 IN x 9.5 IN x 9.0 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:2.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/Infinity Dead Load 0.33 in Total Load 0.33 IN L/328 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 0 lb 0 lb Dead Load 9539 lb 5662 lb 1 2 3 4 Total Load 9539 lb 5662 lb Bearing Length 2.42 in 1.44 in BEAM DATA Center w Span Length 9 ft Unbraced Length-Top 0 ft 111111111 Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 360 plf Base Values Adiusted Beam Self Weight 15 plf Bending Stress: Fb= 2900 psi Fb'= 2687 psi Total Uniform Load 375 plf Cd=0.90 CF=1.03 Shear Stress: Fv= 285 psi Fv'= 257 psi POINT LOADS-CENTER SPAN Cd=0.90 Load Number One Two Three Four Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Live Load 0 lb 0 lb 0 lb 0 lb Comp.±to Grain: Fc-±= 750 psi Fc-u-'= 750 psi Dead Load 2910 lb 2835 lb 2575 lb 3510 lb Location Oft 1.9 ft 3.9 ft 5.8 ft Controlling Moment: 17320 ft-lb 3.96 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: 6629 lb At left support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Req'd Provided Section Modulus: 77.34 in3 78.97 in3 Area(Shear): 38.77 in2 49.88 in2 Moment of Inertia(deflection): 205.93 in4 375.1 in4 Moment: 17320 ft-lb 17685 ft-lb Shear: 6629 lb 8529 lb NOTES page - Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B4 header main windows front StruCalc Version 10.0.1.6 2/5/2019 3:09:08 PM _ Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] (2) 1.5 IN x 7.25 IN x 6.2 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 191.3% Controlling Factor:Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/8529 Dead Load 0.03 in Total Load 0.03 IN L/2137 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 124 lb 124 lb Dead Load 371 lb 371 lb Total Load 495 lb 495 lb TRI Bearing Length 0.26 in 0.26 in w BEAM DATA Center Span Length 6.2 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.2 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(North) Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 105 plf Cd=1.00 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 40 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 15 plf Comp.±to Grain: Fc-±= 625 psi Fc-±'= 625 psi Right Live Load 40 plf Right Dead Load 15 plf Controlling Moment: 767 ft-lb Load Start 0 ft 3.1 Ft from left support of span 2(Center Span) Load End 6.2 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6.2 ft Controlling Shear: 495 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: 9.02 in3 26.28 in3 Area(Shear): 4.12 in2 21.75 in2 Moment of Inertia(deflection): 10.7 in4 95.27 in4 Moment: 767 ft-lb 2234 ft-lb Shear: 495 lb 2610 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 I StruCalc 9.0 I page Location:B5- beam around main stair opening StruCalc Version 10.0.1.6 Multi-Loaded Multi-Span Beam 2/5/2019 3:09:09 PM [2015 International Building Code(2015 NDS)] or 1.75 IN x 16.0 IN x 10.66 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:698.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/8169 Dead Load 0.01 in Total Load 0.02 IN L/5412 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 270 lb 450 lb Dead Load 146 lb 217 lb Total Load 416 lb 667 lb Bearing Length 0.32 in 0.51 in BEAM DATA Center Span Length 10.66 ft Unbraced Length-Top 0 ft 10.66 ft Unbraced Length-Bottom 10.66 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 15 plf Base Values Adiusted Beam Self Weight 8 plf Bending Stress: Fb= 2900 psi Fb'= 2798 psi Total Uniform Load 63 plf Cd=1.00 CF=0.96 Shear Stress: Fv= 285 psi Fv'= 285 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Live Load 293 lb Comp. L to Grain: Fc- = 750 psi Fc- L'= 750 psi Dead Load 116 lb Location 8.6 ft Controlling Moment: 1368 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 6.61 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -667 lb 11.0 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: 5.87 in3 74.67 in3 Area(Shear): 3.51 in2 28 in2 Moment of Inertia(deflection): 26.49 in4 597.33 in4 Moment: 1368 ft-lb 17407 ft-lb Shear: -667 lb 5320 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 I StruCalc 9.0 I page StruCalc Version 10.0.1.6 2/5/2019 3:09:33 PM Location:65-beam at top of upper stair or Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] 1.75 IN x 16.0 IN x 3.25 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By: 1642.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 422 lb 422 lb 2 1 3 Dead Load 181 lb 181 lb Total Load 603 lb 603 lb Bearing Length 0.46 in 0.46 in BEAM DATA Center Span Length 3.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 64 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 24 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 2900 psi Fb'= 2798 psi Total Uniform Load 96 plf Cd=1.00 CF=0.96 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One * Two * Three Cd=1.00 Live Load 212 lb 212 lb 212 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Dead Load 86 lb 86 lb 86 lb Comp. to Grain: Fc- = 750 psi Fc- = 750 psi Location 1.63 ft 0 ft 3.25 ft Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: 369 ft-lb 1.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 305 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: 1.58 in3 74.67 in3 Area(Shear): 1.61 in2 28 in2 Moment of Inertia(deflection): 1.95 in4 597.33 in4 Moment: 369 ft-lb 17407 ft-lb Shear: 305 lb 5320 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 5 StruCalc 9.0 page Multi-Loaded Location:B6-Multi-Span beam at A of cant beams worst case StruCalc Version 10.0.1.6 2/5/2019 3:06:44 PM Beam 12015 International Building Code(2015 NDS)] / 3.5 IN x 16.0 IN x 14.0 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By: 132.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/3419 Dead Load -0.13 in Total Load -0.13 IN L/1259 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 992 lb 992 lb 2 Dead Load -3991 lb -3407 lb Total Load -2999 lb -2415 lb TRI Uplift(1.5 F.S) -3991 lb -3407 lb Bearing Length 0.00 in 0.00 in BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Notch Depth 0,00 UNIFORM LOADS Center Uniform Live Load 40 plf MATERIAL PROPERTIES Uniform Dead Load 15 plf 2.0E-2900F-APA EWS LVL Stress Classes Beam Self Weight 16 plf Base Values Adjusted Total Uniform Load 71 plf Bending Stress: Fb= 2900 psi Fb'= 2184 psi POINT LOADS-CENTER SPAN Cd=0.90 C1=0.87 CF=0.96 Shear Stress: Fv= 285 psi Fv'= 257 psi Load Number One * Two * Cd=0.90 Live Load 152 lb 152 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load -4554 lb -3703 lb Comp.±to Grain: Fc- L= 750 psi Fc- = 750 psi Location 2.2 ft 11.8 ft *Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: -8911 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.24 Ft from left support of span 2(Center Span) Load Number One Created by dead loads only on all span(s). Left Live Load 80 plf Controlling Shear: -4120 lb Left Dead Load 30 plf 2.1 Ft from left support of span 2(Center Span) Right Live Load 80 plf Created by dead loads only on all span(s). Right Dead Load 30 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 14 ft Section Modulus: 48.97 in3 149.33 in3 Load Length 14 ft Area(Shear): 24.09 in2 56 in2 Moment of Inertia(deflection): 227.79 in4 1194.67 in4 Moment: -8911 ft-lb 27176 ft-lb Shear: -4120 lb 9576 lb NOTES page - Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 3 StruCalc 9.0 Location:B7 Open side beam Bldg#3 StruCalc Version 10.0.1.6 2/5/2019 3:04:51 PM of Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] 5.25 IN x 16.0 IN x 15.1 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:89.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/918 Dead Load 0.11 in Total Load 0.31 IN L/589 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4278 lb 4199 lb Dead Load 3388 lb 1639 lb Total Load 7666 lb 5838 lb -..--. Bearing Length 1.95 in 1.48 in w T BEAM DATA Center =_ Span Length 15.1 ft 15.1 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15.1 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 25 plf Bending Stress: Fb= 2900 psi Fb'= 2798 psi Total Uniform Load 140 plf Cd=1.00 CF=0.96 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Cd=1.00 Live Load 1003 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Dead Load -2909 lb Comp.1 to Grain: Fc-i= 750 psi Fc-1'= 750 psi Location 11.5 ft Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: 27601 ft-lb 7.1 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Two Three Four Controlling Shear: 7665 lb Left Live Load 210 plf 290 plf 0 plf 290 plf At left support of span 2(Center Span) Left Dead Load 79 plf 109 plf 200 plf 109 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 210 plf 290 plf 0 plf 290 plf Right Dead Load 79 plf 109 plf 200 plf 109 plf Comparisons with required sections: Req'd Provided Load Start O ft a ft O ft O ft Section Modulus: 118.39 in3 224 in3 Load End 3 ft 11.5 ft 15.1 ft 15.1 ft Area(Shear): 40.34 in2 84 in2 Load Length 3 ft 8.5 ft 15.1 ft 15.1 ft Moment of Inertia(deflection): 729.62 in4 1792 in4 Moment: 27601 ft-lb 52221 ft-lb Shear: 7665 lb 15960 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 3 StruCalc 9.0 page Location:B7-beam at bay worst case StruCalc Version 10.0.1.6 2/5/2019 3:04:52 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] or 5.25 IN x 16.0 IN x 15.0 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:7.1% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/MAX Dead Load 0.39 in Total Load 0.40 IN L/446 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 Live Load 300 lb 300 lb Dead Load 8532 lb 13414 lb Total Load 8832 lb 13714 lb TR2 TR3 Bearing Length 2.24 in 3.48 in BEAM DATA Center w Span Length 15 ft iiiiii1,11T-a.,-,S,,1-4.iwatTafie-z--4,-- 14,--,.Liii'ilrei..is',Kiciz --1,i,w,sic_g:If,,17.,:Vri],i:-.11. Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 15 plf Base Values Adjusted Beam Self Weight 25 plf Bending Stress: Fb= 2900 psi Fb'= 2518 psi Total Uniform Load 80 plf Cd=0.90 CF=0.96 Shear Stress: Fv= 285 psi Fv'= 257 psi POINT LOADS-CENTER SPAN Cd=0.90 Load Number One Two Three Four Five Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Live Load 0 lb 0 lb 0 lb 0 lb 0 lb Comp,d to Grain: Fc-L= 750 psi Fc- I-'= 750 psi Dead Load 5790 lb 9540 lb 2991 lb 541 lb 541 lb Location 3 ft 12 ft 14.1 ft 4.5 ft 10.5 ft Controlling Moment: 33169 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 10.8 Ft from left support of span 2(Center Span) Load Number One Two Three Created by dead loads only on all span(s). Left Live Load 0 plf 0 plf 0 plf Controlling Shear: -13414 lb Left Dead Load 70 plf 170 plf 170 plf At right support of span 2(Center Span) Right Live Load 0 plf 0 plf 0 plf Created by dead loads only on all span(s). Right Dead Load 70 plf 170 plf 170 plf Load Start 4.5 ft 0 ft 10.5 ft Comparisons with required sections: Req'd Provided Load End 10.5 ft 4.5 ft 15 ft Section Modulus: 158.09 in3 224 in3 Load Length 6 ft 4.5 ft 4.5 ft Area(Shear): 78.44 in2 84 in2 Moment of Inertia(deflection): 963.29 in4 1792 in4 Moment: 33169 ft-lb 46999 ft-lb Shear: -13414 lb 14364 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 I StruCalc 9.0 page Location:68-window at garage side wall StruCalc Version 10.0.1.6 2/5/2019 3:46:33 PM of Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:93.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4334 Dead Load 0.01 in Total Load 0.03 IN L/2374 i Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1173 lb 1880 lb TR3 Dead Load 850 lb 1535 lb Total Load 2023 lb 3415 lb TR2 Bearing Length 0.59 in 0.99 in BEAM DATA Center iiiiiiimTV.X.7';.1.7,7%,40.;V:a7NTV:7,f7,.VM'tiq:'ta.FV;-7:.;:-.1-:: 1:7:71.:f.iii.N7. Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 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(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 13 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 852 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1104 lb Comp.-i-to Grain: Fc--I-= 625 psi Fc-J-'= 625 psi Location 4.25 ft Controlling Moment: 4576 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.2 Ft from left support of span 2(Center Span) Load Number One Two Three Four Created by combining all dead loads and live loads on span(s)2 Left Live Load 0 plf 284 plf 284 plf 0 plf Controlling Shear: -3415 lb Left Dead Load 115 plf 107 plf 107 plf 40 plf At right support of span 2(Center Span) Right Live Load 0 plf 284 plf 284 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 115 plf 107 plf 107 plf 40 plf Load Start 4.25 ft 4.25 ft O ft O ft Comparisons with required sections: Read Provided Load End 6 ft 6 ft 6 ft 4.25 ft Section Modulus: 62.75 in3 121.23 in3 Load Length 1.75 ft 1.75 ft 6 ft 4.25 ft Area(Shear): 30.14 in2 63.25 in2 Moment of Inertia(deflection): 70.46 in4 697.07 in4 Moment: 4576 ft-lb 8840 ft-lb Shear: -3415 lb 7168 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location:B9 header at side wall main level StruCalc Version 10.0.1.6 2/5/2019 3:09:04 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] or (2) 1.5 IN x 9.25 IN x 5.2 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:4.2% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/Infinity Dead Load 0.04 in Total Load 0.04 IN L/1410 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 0 lb 0 lb Dead Load 2215 lb 2215 lb .111.111111.1111r 11111111111111111111. T Total Load 2215 lb 2215 lb T IIIMIMIIIIIII . R1111111111111111111111, Bearing Length 1.18 in 1.18 in BEAM DATA Center w Span Length 5.2 ft iiiiiiit-;;:7I4z34:17;.:7-;:-. .., 0--...-,:0-......-w-w. Tww--.1.7.2%17%;;;;:fri:Tarm-c--..7j.-ziy: Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.2 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(North) Uniform Dead Load 118 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 850 psi Fb'= 842 psi Total Uniform Load 124 plf Cd=0.90 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 162 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=0.90 Load Number One Two Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Live Load 0 plf 0 plf Comp.--to Grain: Fc-L= 625 psi Fc--L= 625 psi Left Dead Load 398 plf 330 plf Right Live Load 0 plf 0 plf Controlling Moment: 2879 ft-lb Right Dead Load 398 plf 330 plf 2.6 Ft from left support of span 2(Center Span) Load Start 0 ft 0 ft Created by dead loads only on all span(s). Load End 5.2 ft 5.2 ft Controlling Shear: -2215 lb Load Length 5.2 ft 5.2 ft At right support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: R&M Provided Section Modulus: 41.06 in3 42.78 in3 Area(Shear): 20.51 in2 27.75 in2 Moment of Inertia(deflection): 33.68 in4 197.86 in4 Moment: 2879 ft-lb 3000 ft-lb Shear: -2215 lb 2997 lb NOTES wall load 118#LF floor load 398#LF roof load 330#LF page - Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B9-header side wall main floor StruCalc Version 10.0.1.6 2/5/2019 3:09:20 PM Multi-Loaded Multi-Span Beam / [2015 International Building Code(2015 NDS)] (2)1.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 10.5% Controlling Factor:Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2753 Dead Load 0.04 in Total Load 0.06 IN L/1158 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 852 lb 852 lb Dead Load 1207 lb 1069 lb TRS Total Load 2059 lb 1921 lb Bearing Length 1.10 in 1.02 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 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(North) Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 850 psi Fb'= 935 psi Total Uniform Load 106 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 0 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 462 lb Comp.-I-to Grain: Fc-1= 625 psi Fc--L'= 625 psi Location 1.33 ft Controlling Moment: 3016 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.88 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 284 plf 0 plf Controlling Shear: 2059 lb Left Dead Load 107 plf 115 plf At left support of span 2(Center Span) Right Live Load 284 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 107 plf 115 plf Load Start 0 ft 1.33 ft Comparisons with required sections: Req'd Provided Load End 6 ft 6 ft Section Modulus: 38.7 in3 42.78 in3 Load Length 6 ft 4.67 ft Area(Shear): 17.16 in2 27.75 in2 Moment of Inertia(deflection): 41.02 in4 197.86 in4 Moment: 3016 ft-lb 3333 ft-lb Shear: 2059 lb 3330 lb NOTES • Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 3 StruCalc 9.0 page Location:B10 cantilevered beam at bay worst case StruCalc Version 10.0.1.6 2/5/2019 3:04:54 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.25 IN x 16.0 IN x 6.0 FT(3.8+2.2) 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:24.9% Controlling Factor:Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.01 IN L/6264 0.03 IN 2L/1528 Dead Load -0.01 in 0.03 in Total Load -0.01 IN L/3207 0.07 IN 2L/780 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 152 lb 11938 lb Dead Load -4027 lb 11429 lb Total Load -3875 lb 23367 lb Uplift(1.5 F.S) -8317 lb 0 lb Bearing Length 0.00 in 5.93 in w w BEAM DATA Center Right Span Length 3.8 ft 2.2 ft 3.8 ft 2.2 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 3.8 ft 2.2 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center Right Uniform Live Load 80 plf 80 plf MATERIAL PROPERTIES Uniform Dead Load 30 plf 30 plf 2.0E-2900F-APA EWS LVL Stress Classes Beam Self Weight 25 plf 25 plf Base Values Adjusted Total Uniform Load 135 plf 135 plf Bending Stress: Fb= 2900 psi Fb'= 3191 psi POINT LOADS-RIGHT SPAN Cd=1.15 C1=0.99 CF=0.96 Load Number One Shear Stress: Fv= 285 psi Fv'= 328 psi Live Load 7321 Ib * Cd=1.15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 7075 lb Comp.-I-to Grain: Fc- = 750 psi Fc- L'= 750 psi Location 2.2 ft Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: -31997 ft-lb 3.8 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)3 Controlling Shear: 14692 lb At left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Read Provided Section Modulus: 120.34 in3 224 in3 Area(Shear): 67.24 in2 84 in2 Moment of Inertia(deflection): 551.3 in4 1792 in4 Moment: -31997 ft-lb 59558 ft-lb Shear: 14692 lb 18354 lb NOTES Use a Simpson or eq.CB66 Post Base combined with a LSTHD8 for the hold down for the uplift at Reaction A page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B11 steel beam worst case StruCalc Version 10.0.1.6 2/5/2019 3:09:05 PM , Multi-Loaded Multi-Span Beam of [2015 International Building Code(AISC 14th Ed ASD)] A992-50 W10x26 x 15.0 FT Section Adequate By:24.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/9733 Dead Load 0.58 in Total Load 0.60 IN L/298 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 713 lb 607 lb 2 Dead Load 20933 lb 17415 lb Total Load 21646 lb 18022 lb Bearing Length 0.74 in 0.74 in TR1 TR3 TR4 BEAM DATA Center . _ Span Length 15 ft illiiMil Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft STEEL PROPERTIES W10x26-A992-50 UNIFORM LOADS Center Uniform Live Load 0 plf Properties: Uniform Dead Load 0 plf Yield Stress: Fy= 50 ksi Beam Self Weight 26 plf Modulus of Elasticity: E= 29000 ksi Total Uniform Load 26 plf Depth: d= 10.3 in POINT LOADS-CENTER SPAN Web Thickness: tw= 0.26 in Load Number One * Two Flange Width: bf= 5.77 in Live Load 739 lb 581 lb Flange Thickness: tf= 0.44 in Dead Load 17982 lb 12706 lb Distance to Web Toe of Fillet: k= 0.74 in Location 2.5 ft 12.5 ft Moment of Inertia About X-X Axis: lx= 144 in4 *Load obtained from Load Tracker.See Summary Report for details. Section Modulus About X-X Axis: Sx= 27.9 in3 Plastic Section Modulus About X-X Axis: Zx= 31.3 in3 TRAPEZOIDAL LOADS-CENTER SPAN Design Properties per AISC 14th Edition Steel Manual: Load Number One Three Four Flange Buckling Ratio: FBR= 6.56 Left Live Load 0 plf 0 plf 0 plf Allowable Flange Buckling Ratio: AFBR= 9.15 Left Dead Load 577 plf 300 plf 300 plf Web Buckling Ratio: WBR= 33.92 Right Live Load 0 plf 0 plf 0 plf Allowable Web Buckling Ratio: AWBR= 90.55 Right Dead Load 577 plf 300 plf 300 plf Controlling Unbraced Length: Lb= 0 ft Load Start 2.5 ft 0 ft 12.5 ft Limiting Unbraced Length- Load End 12.5 ft 2.5 ft 15 ft for lateral-torsional buckling: Lp= 4.8 ft Load Length 10 ft 2.5 ft 2.5 ft Nominal Flexural Strength w/safety factor: Mn= 78094 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw= 33.92 Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 53.95 Cv Factor: Cv= 1 Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 53560 lb Controlling Moment: 56783 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: 21645 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reed Provided Moment of Inertia(deflection): 115.79 in4 144 in4 Moment: 56783 ft-lb 78094 ft-lb Shear: 21645 lb 53560 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location: B12 garage door header StruCalc Version 10.0.1.6 2/5/2019 3:09:06 PM Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] of 3.5 IN x 7.25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:599.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/Infinity Dead Load 0.02 in Total Load 0.02 IN L/4082 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 0 lb 0 lb Dead Load 182 lb 182 lb Total Load 182 lb 182 lb Bearing Length 0.08 in 0.08 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft 111 .1 Unbraced Length-Bottom 8 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(North) Uniform Dead Load 40 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 994 psi Total Uniform Load 45 plf Cd=0.90 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 162 psi Cd=0.90 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc- L= 625 psi Fc---'= 625 psi Controlling Moment: 363 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: 182 lb At left support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Req'd Provided Section Modulus: 4.38 in3 30.66 in3 Area(Shear): 1.68 in2 25.38 in2 Moment of Inertia(deflection): 6.54 in4 111.15 in4 Moment: 363 ft-lb 2541 ft-lb Shear: 182 lb 2741 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B14-beam at stairs worst case StruCalc Version 10.0.1.6 2/5/2019 3:09:12 PM / Multi-Loaded Multi-Span Beam o [2015 International Building Code(2015 NDS)] (2) 1.5 IN x 5.5 IN x 3.2 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:223.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4924 Dead Load 0.00 in Total Load 0.01 IN L/3219 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 352 lb 352 lb Dead Load 186 lb 186 lb Total Load 538 lb 538 lb TRI Bearing Length 0.29 in 0.29 in w BEAM DATA Center Span Length 3.2 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.2 ft Live Load Duration Factor 1.00 Notch Depth0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 220 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 83 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 850 psi Fb'= 1105 psi Total Uniform Load 307 plf Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 30 plf Comp.1 to Grain: Fc--L= 625 psi Fc-1'= 625 psi Right Live Load 0 plf Right Dead Load 30 plf Controlling Moment: 431 ft-lb Load Start 0 ft 1.6 Ft from left support of span 2(Center Span) Load End 3.2 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.2 ft Controlling Shear: 538 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: 4.68 in3 15.13 in3 Area(Shear): 4.49 in2 16.5 in2 Moment of Inertia(deflection): 3.1 in4 41.59 in4 Moment: 431 ft-lb 1393 ft-lb Shear: 538 lb 1980 lb NOTES • Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location: B15- beam at main stair StruCalc Version 10.0.1.6 2/5/2019 3:09:34 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 1.75 IN x 16.0 IN x 3.25 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By: 1178.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 293 lb 293 lb Dead Load 124 lb 124 lb Total Load 417 lb 417 lb Bearing Length 0.32 in 0.32 in BEAM DATA Center Span Length 3.25 ft Unbraced Length-Top 0 ft 111111111 Unbraced Length-Bottom 3.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 180 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 68 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 2900 psi Fb'= 2798 psi Total Uniform Load 256 plf Cd=1.00 CF=0.96 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Comp.l to Grain: Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 338 ft-lb 1.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 416 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: 1.45 in3 74.67 in3 Area(Shear): 2.19 in2 28 in2 Moment of Inertia(deflection): 2.09 in4 597.33 in4 Moment: 338 ft-lb 17407 ft-lb Shear: 416 lb 5320 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B17-beam at stair landing StruCalc Version 10.0.1.6 2/5/2019 3:09:11 PM Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 1.5 IN x 11.25 IN x 3.25 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:517.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 422 lb 422 lb 2 1 3 Dead Load 174 lb 174 lb Total Load 596 lb 596 lb Bearing Length 0.64 in 0.64 in w BEAM DATA Center Span Length 3.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 64 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 24 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 850 psi Fb'= 850 psi Total Uniform Load 92 plf Cd=1.O0 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One * Two * Three Cd=1.00 Live Load 212 lb 212 lb 212 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 86 lb 86 lb 86 lb Comp.-I-to Grain: Fc- = 625 psi Fc- = 625 psi Location 1.63 ft 0 ft 3.25 ft *Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: 363 ft-lb 1.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 298 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: Reck! Provided Section Modulus: 5.13 in3 31.64 in3 Area(Shear): 2.48 in2 16.88 in2 Moment of Inertia(deflection): 2.44 in4 177.98 in4 Moment: 363 ft-lb 2241 ft-lb Shear: 298 lb 2025 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location:B18-beam under stair opening beams StruCalc Version 10.0.1.6 2/5/2019 3:46:34 PM Multi-Loaded Multi-Span Beam 12015 International Building Code(2015 NDS)] °f 3.5 IN x 9.25 IN x 6.25 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:22.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1784 Dead Load 0.02 in Total Load 0.06 IN L/1202 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1037 lb 1635 lb 2 Dead Load 509 lb 791 lb Total Load 1546 lb 2426 lb Bearing Length 0.71 in 1.11 in BEAM DATA Center Span Length 6.25 ft Unbraced Length-Top 0 ft 6.25 ft Unbraced Length-Bottom 6.25 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(North) Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One * Two * Three * Four* Five * Six Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 450 lb 450 lb 422 lb 422 lb 352 lb 352 lb Comp. L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Dead Load 226 lb 226 lb 174 lb 174 lb 186 lb 186 lb Location 2.25 ft 5.4 ft 2.25 ft 5.4 ft 2.25 ft 5.4 ft Controlling Moment: 3461 ft Ib *Load obtained from Load Tracker.See Summary Report for details. 2.25 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: -2426 lb Left Live Load 71 plf 6.0 Ft from left support of span 2(Center Span) Left Dead Load 27 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 71 plf Right Dead Load 27 plf Comparisons with required sections: Read Provided Load Start 2.25 ft Section Modulus: 40.71 in3 49.91 in3 Load End 5.4 ft Area(Shear): 20.22 in2 32.38 in2 Load Length 3.15 ft Moment of Inertia(deflection): 46.58 in4 230.84 in4 Moment: 3461 ft-lb 4242 ft-lb Shear: -2426 lb 3885 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B19-Deck support StruCalc Version 10.0.1.6 2/5/2019 3:09:27 PM f Multi-Loaded Multi-Span Beam o [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 12.0 FT(3+6+3) #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:495.3% Controlling Factor:Moment DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.03 IN 2L/2534 -0.01 IN L/6333 0.03 IN 2L/2534 Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.03 IN 2L/2216 -0.01 IN L/6024 0.03 IN 2L/2216 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 810 lb 810 lb Dead Load 221 lb 221 lb Total Load 1031 lb 1031 lb Bearing Length 0.47 in 0.47 in w w w BEAM DATA Left Center Right Span Length 3 ft 6 ft 3 ft s n aft Unbraced Length-Top O ft O ft O ft 3ft Unbraced Length-Bottom 3 ft 6 ft 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 120 plf 120 plf 120 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 30 plf 30 plf 30 plf Base Values Adjusted Beam Self Weight 7 plf 7 plf 7 plf Bending Stress: Fb= 850 psi Fb'= 1010 psi Total Uniform Load 157 plf 157 plf 157 plf Cd=1.00 C1=0.99 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc---= 625 psi Fc--- = 625 psi Controlling Moment: -706 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,3 Controlling Shear: -561 lb At 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: 8.38 in3 49.91 in3 Area(Shear): 4.67 in2 32.38 in2 Moment of Inertia(deflection): 32.81 in4 230.84 in4 Moment: -706 ft-lb 4203 ft-lb Shear: -561 lb 3885 lb NOTES • Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location:P1 -Post at garage door header where carport StruCalc Version 10.0.1.6 2/5/2019 3:09:30 PM Column or [2015 International Building Code(2015 NDS)] (3) 1.5 IN x 3.5 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:97.3% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 209 lb Total Load: Vert-TL-Rxn= 209 lb COLUMN DATAslo Total Column Length: 8 ft B Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted Compressive Stress: Fc= 1400 psi Fc'= 496 psi Cd=0.90 Cf=1.15 Cp=0.34 Lill Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1148 psi Cd=0.90 CF=1.50 Cr-1.15 aft itii Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1148 psi Cd=0.90 CF=1.50 Cr=1.15 kb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 4.5 in Area: A= 15.75 in2 Section Modulus(X-X Axis): Sx= 9.19 in3 Section Modulus(Y-Y Axis): Sy= 3.94 in3it, Slenderness Ratio: Lex/dx= 27.43 Ley/dy= 21.33 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 13 psi Live Load: PL= 0 lb* * Allowable Compressive Stress: Fc'= 496 psi Dead Load: PD= 182 Ib Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 27 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 209 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 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'= 1148 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1148 psi Combined Stress Factor: CSF= 0.03 NOTES • page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:P2-worst loads from header at MB#2 StruCalc Version 10.0.1.6 2/5/2019 3:09:19 PM Column of [2015 International Building Code(2015 NDS)] (3) 1.5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:20.6% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 9607 lb Total Load: Vert-TL-Rxn= 9607 lb COLUMN DATA B Total Column Length: 8 ft Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted Compressive Stress: Fc= 1400 psi Fc'= 489 psi Cd=0.90 Cf=1.10 Cp=0.35 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 994 psi Cd=0.90 CF=1.30 Cr-1.15 8ft ''% Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 994 psi 'n Cd=0.90 CF=1.30 Cr=1.15 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 4.5 in Area: A= 24.75 in2 Section Modulus(X-X Axis): Sx= 22.69 in3 Section Modulus(Y-Y Axis): Sy= 6.19 in3 Slenderness Ratio: Lex/dx= 17.45 — l Ley/dy= 21.33 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) Live Load: PL= 0 lb Actual Compressive Stress: Fc= 388 psi Dead Load: PD= 9565 lb Allowable Compressive Stress: Fc'= 489 psi Column Self Weight: CSW= 42 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 9607 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-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'= 994 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 994 psi Combined Stress Factor: CSF= 0.79 NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location:P3-post at garage window header StruCalc Version 10.0.1.6 2/5/2019 3:09:22 PM Column [2015 International Building Code(2015 NDS)] or (2) 1.5 IN x 5.5 IN x 7.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:36.6% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1880 lb Dead Load: Vert-DL-Rxn= 1560 lb Total Load: Vert-TL-Rxn= 3440 lb COLUMN DATA Total Column Length: 7 ft Unbraced Length(X-Axis)Lx: 7 ft Unbraced Length(Y-Axis)Ly: 7 ft V Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted II 4 Compressive Stress: Fc= 1400 psi Fc = 329 psi Cd=1.00 Cf=1.10 Cp=0.21 1 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1105 psi Cd=1.00 CF=1.30 7 ft Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1105 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E= 1600 ksi E = 1600 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3 in ktki Area: A= 16.5 in2 Section Modulus(X-X Axis): Sx= 15.13 in3 Section Modulus(Y-Y Axis): Sy= 4.13 in3 — U Slenderness Ratio: Lex/dx= 15.27 Ley/dy= 28 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 208 psi Live Load: PL= 1880 lb Allowable Compressive Stress: Fc'= 329 psi Dead Load: PD= 1535 lb* Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 25 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 3440 lb *Load obtained from Load Tracker.See Summary Report for details. 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'= 1105 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1105 psi Combined Stress Factor: CSF= 0.63 NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 / Location:P5-post at B11 steel beam StruCalc Version 10.0.1.6 3/7/2019 1:53:41 PM a Column [2015 International Building Code(AISC 14th Ed ASD)] HSS 4 x 4 x 1/4 x 9.0 FT/ASTM A500-GR.B-46 Section Adequate By:67.1% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 713 lb Dead Load: Vert-DL-Rxn= 21044 lb Total Load: Vert-TL-Rxn= 21757 lb COLUMN DATA B Total Column Length: 9 ft Unbraced Length(X-Axis)Lx: 9 ft ii‘s Unbraced Length(Y-Axis)Ly: 9 ft Column End Condition-K(e): 1 COLUMN PROPERTIES HSS 4 x 4 x 1/4-Square Steel Yield Strength: Fy= 46 ksi Modulus of Elasticity: E= 29000 ksi Column Section: dx= 4 in dy= 4 in Column Wall Thickness: t= 0.233 in s ft Area: A= 3.37 in Moment of Inertia(deflection): lx= 7.8 in4 ly= 7.8 in4 Section Modulus: Sx= 3.9 in3 Sy= 3.9 in3 ii- Plastic Section Modulus: Zx= 4.69 in3 Zy= 4.69 in3 Rad.of Gyration: rx= 1.52 in Ty= 1.52 in Column Compression Calculations: KL/r Ratio: KLx/rx= 71.05 KLy/ry= 71.05 Controlling Direction for Compr.Calcs:(Y-Y Axis) Flexural Buckling Stress: Fcr= 32.75 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc= 66 kip — j Combined Stress Calculations: A H1-la Controls:0.33 Controlling Combined Stress Factor:0.33 AXIAL LOADING NOTES Live Load: PL= 713 lb* Dead Load: PD= 20933 lb* Column Self Weight: CSW= 111 lb Total Axial Load: PT= 21757 lb *Load obtained from Load Tracker.See Summary Report for details. Project: 10107.02-Lennar-Oak St-Gravity Gales-Bldg 4 StruCalc 9.0 page Location:P6 post at B18 StruCalc Version 10.0.1.6 2/5/2019 3:09:32 PM Column [2015 International Building Code(2015 NDS)] or 3.5 IN x 3.5IN x 10.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:47.6% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1635 lb Dead Load: Vert-DL-Rxn= 817 lb Total Load: Vert-TL-Rxn= 2452 lb COLUMN DATA Total Column Length: 10 ft B Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ftLLL, 1 Column End Condition-K(e): 1Li j Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1 #2-Douglas-Fir-Larch(North) Base Values Adjusted Compressive Stress: Fc= 1400 psi Fc'= 382 psi Cd=1.00 Cf=1.15 Cp=0.24 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1275 psi Cd=1.00 CF=1.50 as h11 Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1275 psi kll Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 34.29 Ley/dy= 34.29 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 200 psi Live Load: PL= 1635 lb Allowable Compressive Stress: Fc'= 382 psi Dead Load: PD= 791 lb* Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 26 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 2452 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 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'= 1275 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1275 psi Combined Stress Factor: CSF= 0.52 NOTES • page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location: P7-post at B5 at stairs StruCalc Version 10.0.1.6 2/5/2019 3:09:10 PM Column of [2015 International Building Code(2015 NDS)] (2) 1.5 IN x 3.5 IN x 4.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:91.0% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 450 lb Dead Load: Vert-DL-Rxn= 226 lb Total Load: Vert-TL-Rxn= 676 lb COLUMN DATA B Total Column Length: 4 ft Unbraced Length(X-Axis)Lx: 4 ft T l Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 11-gggi Axial Load Duration Factor 1.00lit COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted lk sag Compressive Stress: Fc= 1400 psi Fc'= 714 psi Cd=1.00 Cf=1.15 Cp=0.44 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1275 psi E Cd=1.00 CF=1.50 Oft Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1275 psi11 Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3 in Area: A= 10.5 in2 11,N Section Modulus(X-X Axis): Sx= 6.13 in3 Section Modulus(Y-Y Axis): Sy= 2.63 in3 I Slenderness Ratio: Lex/dx= 13.71 Ley/dy= 16 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 450 lb Actual Compressive Stress: Fc= 64 psi Dead Load: PD= 217 Ib Allowable Compressive Stress: Fc'= 714 psi Column Self Weight: CSW= 9 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 676 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 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'= 1275 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1275 psi Combined Stress Factor: CSF= 0.09 NOTES o Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location: P8-post for deck StruCalc Version 10.0.1.6 2/5/2019 3:09:28 PM Column [2015 International Building Code(2015 NDS)] or 3.5 IN x 5.5 IN x 10.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:85.4% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 810 lb Dead Load: Vert-DL-Rxn= 262 lb Total Load: Vert-TL-Rxn= 1072 lb le COLUMN DATA Total Column Length: 10 ft B Unbraced Length(X-Axis)Lx: 10 ft _ V Unbraced Length(Y-Axis)Ly: 10 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) il Base Values Adjusted Compressive Stress: Fc= 1400 psi Fc'= 381 psi Cd=1.00 Cf=1.10 Cp=0.25 i Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1105 psi Cd=1.00 CF=1.30 loft Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1105 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi trI Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3.5 in ‘,.., Area: A= 19.25 in2 Section Modulus(X-X Axis): Sx= 17.65 in3 Section Modulus(Y-Y Axis): Sy= 11.23 in3 Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 34.29 A A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 56 psi Live Load: PL= 810 lb* Allowable Compressive Stress: Fc'= 381 psi Dead Load: PD= 221 lb* Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 41 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Total Axial Load: PT= 1072 lb * Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Load obtained from Load Tracker.See Summary Report for details. 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'= 1105 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1105 psi Combined Stress Factor: CSF= 0.15 NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:F1-Fnd wall at stair StruCalc Version 10.0.1.6 2/5/2019 3:09:24 PM Footing of [2015 International Building Code(2015 NDS)] Footing Size: 16.0 IN Wide x 8.0 IN Deep Continuous Footing With 8.0 IN Thick x 18.0 IN Tall Stemwall LongitudinalReinforcement:(2)Continuous#4 Bars TransverseReinforcement:#4 Bars @ 12.00 IN.O.C.(unnecessary) 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= 16 in Depth: Depth= 8 in Effective Depth to Top Layer of Steel: d= 4.25 in STEMWALL SIZE Stemwall Width: 8 in Stemwall Height: 18 in 8 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 975 psf Effective Allowable Soil Bearing Pressure: Qe= 1400 psf Width Required: Wreq= 0.93 ft Beam Shear Calculations(One Way Shear): 8 in Beam Shear: Vu1 = 0 lib n Allowable Beam Shear: Vc1 = 3825 lb Transverse Direction: 3 in Bending Calculations: Factored Moment: Mu= 918 in-lb _ Nominal Moment Strength: Mn= 0 in-lb I —1.333333 ft Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.30 in Steel Required Based on Moment: As(1)= 0.01 int FOOTING LOADING Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4)As(2)= 0.19 in2 Live Load: PL= 690 plf Controlling Reinforcing Steel: As-reqd= 0.19 in2 Dead Load: PD= 460 plf Selected Reinforcement: Trans:#4's @ 12.0 in.o.c. Total Load: PT= 1300 plf Reinforcement Area Provided: As= 0.19 in2 Ultimate Factored Load: Pu= 1836 plf Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 1 in Longitudinal Direction: Reinforcement Calculations: Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.26 in2 Controlling Reinforcing Steel: As-reqd= 0.26 in2 Selected Reinforcement: Longitudinal:(2)Cont.#4 Bars Reinforcement Area Provided: As= 0.39 in2 NOTES Project: 10107.02-Lennar-Oak St-GravityCalcs-Bldg4 page StruCalc 9.0 Location:F2-Fnd at shared wall StruCalc Version 10.0.1.6 2/5/2019 3:09:25 PM Footing of [2015 International Building Code(2015 NDS)] Footing Size: 18.0 IN Wide x 8.0 IN Deep Continuous Footing With 10.0 IN Thick x 18.0 IN Tall Stemwall LongitudinalReinforcement:(2)Continuous#4 Bars TransverseReinforcement:#4 Bars @ 12.00 IN.O.C.(unnecessary) 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= 18 in Depth: Depth= 8 in Effective Depth to Top Layer of Steel: d= 4.25 in STEMWALL SIZE Stemwall Width: 10 in Stemwall Height: 18 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS 10 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1178 psf Effective Allowable Soil Bearing Pressure: Qe= 1400 psf Width Required: Wreq= 1.26 ft Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 0 lb 8 in Allowable Beam Shear: Vc1 = 3825 lb o Transverse Direction: Bending Calculations: a in Factored Moment: Mu= 1084 in-lb L Nominal Moment Strength: Mn= 0 in-lb Reinforcement Calculations: 1.5 ft Concrete Compressive Block Depth: a= 0.30 in Steel Required Based on Moment: As(1)= 0.01 in2 FOOTING LOADING Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4)As(2)= 0.19 in2 Live Load: PL= 796 plf Controlling Reinforcing Steel: As-reqd= 0.19 in2 Dead Load: PD= 784 plf Selected Reinforcement: Trans:#4's @ 12.0 in.o.c. Total Load: PT= 1768 plf Reinforcement Area Provided: As= 0.19 in2 Ultimate Factored Load: Pu= 2439 plf Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 1 in Longitudinal Direction: Reinforcement Calculations: Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.29 in2 Controlling Reinforcing Steel: As-reqd= 0.29 in2 Selected Reinforcement: Longitudinal:(2)Cont.#4 Bars Reinforcement Area Provided: As= 0.39 in2 NOTES page Project: 10107.02-Lennar-Oak St-Gravity Gales-Bldg 4 StruCalc 9.0 / Location:F3-End Wall at building sides StruCalc Version 10.0.1.6 2/5/2019 3:09:23 PM Footing a [2015 International Building Code(2015 NDS)] Footing Size:18.0 IN Wide x 12.0 IN Deep Continuous Footing With 8.0 IN Thick x 18.0 IN Tall Stemwall LongitudinalReinforcement:(3)Continuous#4 Bars TransverseReinforcement:#4 Bars @ 8.00 IN.O.C.(unnecessary) 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= 18 in Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in I 8 in I STEMWALL SIZE Stemwall Width: 8 in Stemwall Height: 18 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 878 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf 12 in Width Required: Wreq= 0.98 ft Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 0 lb Allowable Beam Shear: Vc1 = 7425 lb I 0 C 1 Transverse Direction: a in Bending Calculations: Factored Moment: Mu= 1281 in-lb Nominal Moment Strength: Mn= 0 in-lb 1.5 ft Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.45 in Steel Required Based on Moment: As(1)= 0.00 in2 FOOTING LOADING Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4)As(2)= 0.29 in2 Live Load: PL= 660 plf Controlling Reinforcing Steel: As-reqd= 0.29 in2 Dead Load: PD= 507 plf Selected Reinforcement: Trans:#4's @ 8.0 in.o.c. Total Load: PT= 1317 plf Reinforcement Area Provided: As= 0.29 in2 Ultimate Factored Load: Pu= 1844 plf Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 2 in Longitudinal Direction: Reinforcement Calculations: Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.43 in2 Controlling Reinforcing Steel: As-reqd= 0.43 in2 Selected Reinforcement: Longitudinal:(3)Cont.#4 Bars Reinforcement Area Provided: As= 0.59 in2 NOTES V Project: 10107.02-Lennar-Oak St-GravityCalcs-Bldg4 page StruCalc 9.0 Location: F4-footing at back door posts StruCalc Version 10.0.1.6 2/5/2019 3:23:23 PM Footing or [2015 International Building Code(2015 NDS)] Footing Size:2.25 FT x 2.25 FT x 10.00 IN Reinforcement:#4 Bars @ 10.00 IN.O.C.E/W/(3)min. 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 I--5.5 in---1 FOOTING SIZE 1 Width: W= 2.25 ft Length: L= 2.25 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in 10 in COLUMN AND BASEPLATE SIZE n 0 Column Type: Wood T Column Width: m= 4.5 in 3 in Column Depth: n= 5.5 in _ _L FOOTING CALCULATIONS 1 2.25 ft 1 Bearing Calculations: was in Ultimate Bearing Pressure: Qu= 1314 psf — - 1 1 Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 4.84 sf Area Provided: A= 5.06 sf Baseplate Bearing: to in Bearing Required: Bear= 9313 lb Allowable Bearing: Bear-A= 68372 lb Beam Shear Calculations(One Way Shear): T 3 in Beam Shear: Vul = 2501 lb Allowable Beam Shear: Vol = 12656 lb T Punching Shear Calculations(Two Way Shear): 2.25 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 7699 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 55611 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Dead Load: PD= 6652 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Total Load: PT= 6652 lb Controlling Allowable Punching Shear: vc2= 42188 lb Ultimate Factored Load: Pu= 9313 lb Bending Calculations: Footing plus soil above footing weight: Wt= 408 lb Factored Moment: Mu= 31431 in-lb Nominal Moment Strength: Mn= 128119 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.14 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 @ 10.0 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= 10.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES • page y Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:F4- footing at den posts StruCalc Version 10.0.1.6 2/5/2019 3:23:24 PM Footing of [2015 International Building Code(2015 NDS)] Footing Size:2.25 FT x 2.25 FT x 10.00 IN Reinforcement:#4 Bars @ 10.00 IN.O.C.ENV/(3)min. 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 5.5 in—1 FOOTING SIZE Width: W= 2.25 ft Length: L= 2.25 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in 10 in COLUMN AND BASEPLATE SIZE p 0 9 T Column Type: Wood 3 in Column Width: m= 4.5 in Column Depth: n= 5.5 in — 2.25 ft FOOTING CALCULATIONS 1-4.5 in—H Bearing Calculations: Ultimate Bearing Pressure: Qu= 1191 psf — Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 4.39 sf Area Provided: A= 5.06 sf Baseplate Bearing: 10 in Bearing Required: Bear= 8442 lb n n n Allowable Bearing: Bear-A= 68372 lb i i 7-- Beam Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 2267 lb 1_ Allowable Beam Shear: Vc1 = 12656 lb 2.25 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 6979 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 55611 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Dead Load: PD= 6030 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Total Load: PT= 6030 lb Controlling Allowable Punching Shear: vc2= 42188 lb Ultimate Factored Load: Pu= 8442 lb Bending Calculations: Footing plus soil above footing weight: Wt= 408 lb Factored Moment: Mu= 28492 in-lb Nominal Moment Strength: Mn= 128119 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.13 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 @ 10.0 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= 10.5 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Y 4 Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location:F5-Footing at P6 stair post StruCalc Version 10.0.1.6 3/11/2019 2:13:02 PM / Footing o [2015 International Building Code(2012 NDS)] Footing Size: 1.25 FT x 2.0 FT x 10.00 IN Reinforcement in Long Direction:#4 Bars©8.00 IN.O.C./(2)min. Reinforcement in Short Direction-center band(Equal to width of short side):#4 Bars @ 8.00 IN.O.C./(3)min. Reinforcement in Short Direction-outside bands:#4 Bars @ 0.00 IN.O.C./0 Each band. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in I-3.5 in H FOOTING SIZE — Width: W= 1.25 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in io in COLUMN AND BASEPLATE SIZE p 0 Column Type: Wood 1— Column Column Width: m= 3.5 in 3I Column Depth: n= 3.5 in — _L FOOTING CALCULATIONS I eft I--3.5 In H Bearing Calculations: Ultimate Bearing Pressure: Qu= 981 psf — Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 1.78 sf Area Provided: A= 2.50 sf Baseplate Bearing: io in Bearing Required: Bear= 3596 lb Allowable Bearing: Bear-A= 33841 lb r 9T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 862 lb Allowable Beam Shear: Vc1 = 7031 lb I 1.25 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 39 in Punching Shear: Vu2= 2647 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 54844 lb Live Load: PL= 1635 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 76875 lb Dead Load: PD= 817 lb* Allowable Punching Shear(ACI 11-37): vc2-c= 36563 lb Total Load: PT= 2452 lb* Controlling Allowable Punching Shear: vc2= 36563 lb Ultimate Factored Load: Pu= 3596 lb Footing plus soil above footing weight: Wt= 201 lb *Load obtained from Load Tracker.See Summary Report for details. Short Direction: Long Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 6743 in-lb Factored Moment: Mu= 10789 in-lb Nominal Moment Strength: Mn= 127575 in-lb Nominal Moment Strength: Mn= 84874 in-lb Reinforcement Calculations: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.03 in2 Steel Required Based on Moment: As(1)= 0.05 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.48 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.3 in2 Controlling Reinforcing Steel: As-reqd= 0.48 in2 Controlling Reinforcing Steel: As-reqd= 0.3 in2 Selected Reinforcement: Short Dir:#4's @ 8.0 in.o.c.(3)Min. Selected Reinforcement: Long Dir:#4's @ 8.0 in.o.c.(2)Min. Reinforcement Area Provided: As= 0.59 in2 Reinforcement Area Provided: As= 0.39 in2 Development Length Calculations: Development Length Calculations: Development Length Required: Ld= 15 in Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 4.5 in Development Length Supplied: Ld-sup= 9 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES — 103 f .y.,-, .,,e-A... .. ..4...;„1.4e.,.r.4..1•>....,„,..:,, :.- -,,,,••,- ,4.-',•le,0 Z'. t'. 1a---6. tl It) PI')— ILIDrG.,,e›.s...e.4 . GL.01 t\-,k _, .c ..,.., \ l .________ • - , . . . . . I . . ...1 -: ,, . - - - i -.,i4-,r :',.,i . C...#4.4.,• # ;., - - , . , i •a. c. . --• ' • " — , . . .. ..... . . . Cra. -----,--) -4-*1-.. .A 0 . ..: ,: •. ; , , pr.*'[ r -,-.1 ti-zc1/49‘- . • . t'l. • • f V. , , • I'em '." 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I i • Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location.F7-Footing at P5 StruCalc Version 10.0.1.6 3/7/2019 1:53:42 PM Footing [2015 International Building Code(2012 NDS)] of Footing Size:4.25 FT x 8.0 FT x 12.00 IN Reinforcement in Long Direction:#4 Bars @ 4.05 IN.O.C./(12)min. Reinforcement in Short Direction-center band(Equal to width of short side):#4 Bars @ 5.61 IN.O.C./(9)min. Reinforcement in Short Direction-outside bands:#4 Bars @ 8.00 IN.O.C./(2) Each band. 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= 4.25 ft Length: L= 8 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in 14ifi FOOTING CALCULATIONS — – 12 in Bearing Calculations: 9 Ultimate Bearing Pressure: Qu= 1277 psf — T Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I aft I Required Footing Area: Areq= 32.15 sf Area Provided: A= 34.00 sf i4 i fi Baseplate Bearing: — Bearing Required: Bear= 58768Ib 12 in Allowable Bearing: Bear-A= 99450 lb " " 3 in Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 22803 lb 4.2e ft Allowable Beam Shear: Vc1 = 31556 Ib Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 53 in Live Load: PL= 1426 lb* Punching Shear: Vu2= 56660 lb Dead Load: PD= 41977 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 98381Ib Total Load: PT= 43403 lb Allowable Punching Shear(ACI 11-36): vc2-b= 134888 lb Ultimate Factored Load: Pu= 58768 lb Allowable Punching Shear(ACI 11-37): vc2-c= 65588 lb Footing plus soil above footing weight: Wt= 3287 lb Controlling Allowable Punching Shear. vc2= 65588Ib *Load obtained from Load Tracker.See Summary Report for details. Short Direction: Long Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 304786 in-lb Factored Moment: Mu= 633667 in-lb Nominal Moment Strength: Mn= 734749 in-lb Nominal Moment Strength: Mn= 662907 in-lb Reinforcement Calculations: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.50 in Concrete Compressive Block Depth: a= 0.87 in Steel Required Based on Moment: As(1)= 1.04 in2 Steel Required Based on Moment: As(1)= 2.25 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 2.30 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 1.22 in2 Controlling Reinforcing Steel: As-reqd= 2.30 in2 Controlling Reinforcing Steel: As-reqd= 2.25 in2 Selected Reinforcement: Short-band:#4's @ 5.6 in.o.c.(9)Min. Selected Reinforcement: Long Dir:#4's @ 4.0 in.o.c.(12)Min. Out.bands:#4's @ 8.0 in.o.c.(2)Min. Reinforcement Area Provided: As= 2.36 in2 Reinforcement Area Provided: As= 2.55 in2 Development Length Calculations: Development Length Calculations: Development Length Required: Ld= 15 in Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 42.5 in Development Length Supplied: Ld-sup= 20 in NOTES • page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location: F-8 footing at deck post StruCalc Version 10.0.1.6 2/5/2019 3:09:29 PM Footing of [2015 International Building Code(2015 NDS)] Footing Size: 1.0 FT x 1.0 FT x 18.00 IN Section Footing Design Adequate CAUTIONS Footing has been designed without reinforcement 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 P-5.5 in-I i Width: W= 1 ft Length: L= 1 ft Depth: Depth= 18 in Effective Depth to Top Layer of Steel: d= 16 in 18 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 5.5 in 3 in FOOTING CALCULATIONS I 1 ft I Bearing Calculations: [3.5 irj Ultimate Bearing Pressure: Qu= 1072 psf I 1 Effective Allowable Soil Bearing Pressure:Qe= 1275 psf Required Footing Area: Areq= 0.84 sf Area Provided: A= 1.00 sf Baseplate Bearing: 18 in Bearing Required: Bear= 1610 lb Allowable Bearing: Bear-A= 44997 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 0 lb 3 in Allowable Beam Shear: Vc1 = 7040 lb 1 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 0 in Punching Shear: Vu2= 0 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 0 lb Live Load: PL= 810 lb* Bending Calculations: Dead Load: PD= 262 lb Factored Moment: Mu= 2416 in-lb Total Load: PT= 1072 lb Nominal Moment Strength: Mn= 70400 in-lb Ultimate Factored Load: Pu= 1610 lb NOTES Footing plus soil above footing weight: Wt= 145 lb Load obtained from Load Tracker.See Summary Report for details. • page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 3 StruCalc 9.0 Location:F9-Ftg at masonry column Bldg#3 StruCalc Version 10.0.1.6 2/5/2019 3:04:53 PM Footing or [2015 International Building Code(2015 NDS)1 Footing Size:2.5 FT x 2.5 FT x 18.00 IN Reinforcement:#4 Bars @ 4.70 IN.O.C.E/W/(6)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 18 in Effective Depth to Top Layer of Steel: d= 14.25 in COLUMN AND BASEPLATE SIZE I-4in—H Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 7.5 in Baseplate Length: bsl= 7.5 in FOOTING CALCULATIONS Bearing Calculations: as in Ultimate Bearing Pressure: Qu= 1237 psf Effective Allowable Soil Bearing Pressure: Qe= 1275 psf Required Footing Area: Areq= 6.06 sf Area Provided: A= 6.25 sf Baseplate Bearing: Bearing Required: Bear= 10987 lb 3 in Allowable Bearing: Bear-A= 155391 lb Beam Shear Calculations(One Way Shear): zs rt Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 32063 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 80 in Live Load: PL= 4278 lb* Punching Shear: Vu2= 6104 lb Dead Load: PD= 3452 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 256500 lb Total Load: PT= 7730 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 390094 lb Ultimate Factored Load: Pu= 10987 lb Allowable Punching Shear(ACI 11-37): vc2-c= 171000 lb Footing plus soil above footing weight: Wt= 906 lb Controlling Allowable Punching Shear: vc2= 171000 lb *Load obtained from Load Tracker.See Summary Report for details. Bending Calculations: Factored Moment: Mu= 26922 in-lb Nominal Moment Strength: Mn= 588398 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.74 in Steel Required Based on Moment: As(1)= 0.05 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.08 in2 Controlling Reinforcing Steel: As-reqd= 1.08 in2 Selected Reinforcement: #4's @ 4.7 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= 9.13 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES • page Project: 10107.02-Lennar-Oak St-Gravity Coles-Bldg 4 StruCalc 9.0 / Location:F10-Footing at B11 end of bldg-worst case StruCalc Version 10.0.1.6 3/7/2019 2:14:33 PM Footing of [2015 International Building Code(2012 NDS)] Footing Size:4.5 FT x 5.0 FT x 12.00 IN Reinforcement in Long Direction:#4 Bars @ 7.00 IN.O.C./(7)min. Reinforcement in Short Direction-center band(Equal to width of short side):#4 Bars @ 7.00 IN.O.C./(8)min. Reinforcement in Short Direction-outside bands:#4 Bars @ 0.00 IN.O.C./0 Each band. 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= 4.5 ft Length: L= 5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE, Column Type: Steel Fain- Column Width: m= 4 in i Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in 12 in P FOOTING CALCULATIONS Sin Bearing Calculations: sh Ultimate Bearing Pressure: Qu= 1308 psf Fa in-1 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I Required Footing Area: Areq= 21.79 sf T Area Provided: A= 22.50 sf Baseplate Bearing: 12 in Bearing Required: Bear= 37304 lb P n 9 _ Allowable Bearing: Bear-A= 99450 lb Sinn Beam Shear Calculations(One Way Shear): I as n Beam Shear: Vu1 = 11968 lb Allowable Beam Shear: Vc1 = 33413 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 53 in Live Load: PL= 4991 lb* Punching Shear: Vu2= 35283 lb Dead Load: PD= 24432 lb* Allowable Punching Shear(ACI 11-35): vc2-a= 98381 lb Total Load: PT= 29423 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 134888 lb Ultimate Factored Load: Pu= 37304 lb Allowable Punching Shear(ACI 11-37): vc2-c= 65588 lb Footing plus soil above footing weight: Wt= 2175 lb Controlling Allowable Punching Shear: vc2= 65588 lb *Load obtained from Load Tracker.See Summary Report for details. Short Direction: Long Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 207331 in-lb Factored Moment: Mu= 235093 in-lb Nominal Moment Strength: Mn= 452371 in-lb Nominal Moment Strength: Mn= 396358 in-lb Reinforcement Calculations: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Concrete Compressive Block Depth: a= 0.48 in Steel Required Based on Moment: As(1)= 0.71 in2 Steel Required Based on Moment: As(1)= 0.81 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.44 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 1.3 in2 Controlling Reinforcing Steel: As-reqd= 1.44 in2 Controlling Reinforcing Steel: As-reqd= 1.3 in2 Selected Reinforcement: Short Dir:#4's @ 7.0 in.o.c.(8)Min. Selected Reinforcement: Long Dir:#4's @ 7.0 in.o.c.(7)Min. Reinforcement Area Provided: As= 1.57 in2 Reinforcement Area Provided: As= 1.37 in2 Development Length Calculations: Development Length Calculations: Development Length Required: Ld= 15 in Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 21.5 in Development Length Supplied: Ld-sup= 24.5 in I NOTES ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 • 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:27AM Steel Column Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning IIc,KW-06012469 Description : Typ.column at V11 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Steel Section Name : HSS4x4x1/4 Overall Column Height 8.0 ft Analysis Method : Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis : E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=10 ft, K=0.80 Y-Y(depth)axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included :97.680 lbs*Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, E=7.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.09081 : 1 Maximum Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are.. . Top along Y-Y 0.0 k Pa:Axial 5.348 k Bottom along Y-Y 0.0 k Pn/Omega:Allowabli 58.887 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 8.425 k-ft Along Y-Y 0.0 in at 0.0ft above base For load combination : Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 8.425 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+ Bending Stress Ratios Maximum Shear Ratios Load Combination Stress RatioStatus Location Cbx Cby {xLx/Rx<yLy/Ry Stress Ratic6tatus Location +D+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+L+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+Lr+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+S+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.7505+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.60W+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.70E+H 0.091 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.45( 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.7505+0.450 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.7505+0.525 0.069 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.001 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.090 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 0.098 +D+L+H 0.098 ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes f 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam • 0 0 Printed:30 JAN 2019, 2:27AM Steel Column Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 Lic.#:KW-06012469 Licensee:ICON architecture/planning IIc,KW-06012469 Description : Typ.column at V11 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+Lr+H 0.098 +D+S+H 0.098 +D+0.750Lr+0.750L+H 0.098 +D+0.750L+0.750S+H 0.098 +D+0.60W+H 0.098 +D+0.70E+H 5.348 +D+0.750Lr+0.750L+0.450W+H 0.098 +D+0.750L+0.750S+0.450W+H 0.098 +D+0.750L+0.750S+0.5250E+H 4.035 +0.60D+0.60W+0.60H 0.059 +0.60D+0.70E+0.60H 5.309 D Only 0.098 Lr Only L Only S Only W Only E Only 7.500 H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 7.500 Minimum Reaction, X-X Axis Base Maximum 0.098 Minimum 0.098 Reaction, Y-Y Axis Base Maximum 0.098 Minimum 0.098 Reaction, X-X Axis Top Maximum 0.098 Minimum 0.098 Reaction, Y-Y Axis Top Maximum 0.098 Minimum 0.098 Moment, X-X Axis Base Maximum 0.098 Minimum 0.098 Moment, Y-Y Axis Base Maximum 0.098 Minimum 0.098 Moment, X-X Axis Top Maximum 0.098 Minimum 0.098 Moment, Y-Y Axis Top Maximum 0.098 --- Minimum 0.098 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505-0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D-0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft , ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego, OR 97035 Project ID: 10107.02 • 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:27AM Steel Column Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning Ilc,KW-06012469 Description : Typ.column at V11 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only*-1.0 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x1/4 Depth = 4.000 in I xx = 7.80 inA4 J = 12.800 inA4 Design Thick = 0.233 in S xx = 3.90 inA3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 inA3 Area = 3.370 in^2 I yy = 7.800 inA4 C = 6.560 inA3 Weight = 12.210 plf S yy = 3.900 inA3 R yy = 1.520 in Ycg = 0.000 in Sketches c )I( +X 0 Load 1 0 4.00in ICON architecture/planning llc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:27AM Steel Column Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning llc,KW-06012469 Description : Typ.column at V11 Code References Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Steel Section Name : HSS4x4x1/4 Overall Column Height 8.0 ft Analysis Method : Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling)along columns : Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=10 ft,K=0.80 Y-Y(depth)axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included :97.680 lbs"Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, E=7.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.09081 : 1 Maximum Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 5.348 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 58.887 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 8.425 k-ft Along Y-Y 0.0 in at 0.Oft above base for load combination : Ma-y.:Applied 0.0 k-ft Mn-y/Omega:Allowable 8.425 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Rath 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are.. . Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios -Maximum Shear Ratios Load Combination Stress RatioStatus Location Cbx Cby <xLx/Rx KyLy/Ry Stress RaticStatus Location - +D+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+L+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+Lr+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+S+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.60W+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.70E+H 0.091 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.45( 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.525 0.069 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.001 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.090 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 0.098 +D+L+H 0.098 , ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 • 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:27AM Steel Column Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning Ilc,KW-06012469 Description : Typ.column at V11 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+Lr+H 0.098 +D+S+H 0.098 +D+0.750Lr+0.750L+H 0.098 +D+0.750L+0.750S+H 0.098 +D+0.60W+H 0.098 +D+0.70E+H 5.348 +D+0.750Lr+0.750L+0.450W+H 0.098 +D+0.750L+0.750S+0.450W+H 0.098 +D+0.750L+0.750S+0.5250E+H 4.035 +0.60D+0.60W+0.60H 0.059 +0.600+0.70E+0.60H 5.309 D Only 0.098 Lr Only L Only S Only W Only E Only 7.500 H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 7.500 Minimum Reaction, X-X Axis Base Maximum 0.098 Minimum 0.098 Reaction, Y-Y Axis Base Maximum 0.098 Minimum 0.098 Reaction, X-X Axis Top Maximum 0.098 Minimum 0.098 Reaction, Y-Y Axis Top Maximum 0.098 Minimum 0.098 Moment, X-X Axis Base Maximum 0.098 Minimum 0.098 Moment, Y-Y Axis Base Maximum 0.098 Minimum 0.098 Moment, X-X Axis Top Maximum 0.098 Minimum 0.098 Moment, Y-Y Axis Top Maximum 0.098 Minimum 0.098 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7508+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505-0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D-0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:27AM Steel Column Software copyright ENERCALC,INC.1983-2019,BuiId:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning tic,KW-06012469 Description : Typ.column at V11 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only*-1.0 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x1/4 Depth = 4.000 in I x _x = 7.80 in^4 J - 12.800 in^4 Design Thick = 0.233 in S xx = 3.90 inA3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 inA3 Area = 3.370 in^2 I yy = 7.800 in^4 C = 6.560 inA3 Weight = 12.210 plf S yy = 3.900 inA3 R yy = 1.520 in Ycg = 0.000 in Sketches 7.60k 7.50k T _ . II +X c Load 1 0 1 o - _._ m W I 4.00in E. ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2 29A Steel Base Plate Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 Lic.#:KW-06012469 Licensee:ICON architecture/planning Ilc,KW-06012469 Description : Column Base Plate @ P4/V11 Code Reference: Calculations per AISC Design Guide# 1, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2018 General Information Material Properties AISC Design Methothllowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi S2 c :ASD Safety Fac 2.310 Assumed Bearing AFesiI Bearing Nominal Bearing Fp per J8 2.550 ksi Column&Plate Column Properties 1'-0" Steel Sectic HSS4x4x1/4 Z Depth 4 in Area 3.37 in^2 Width 4 in lxx 7.8 inA4 Flange Thickne 0.233 in lyy 7.8 inA4 L� ,_. Web Thickne in Plate Dimensions Support Dimensions N :Length 12.0 in Width along"X" 12.0 in X B:Width 12.0 in Length along"Z' 12.0 in o H q Thickness 0.750 in = Column assumed welded to base l , MI 4 Ii 1'-o" Applied Loads Tp P-Y V-Z M-X -74 D: Dead Load k k k ft ' +X r _;- +}{ %�- L:Live k k k-ft �� Lr:Roof Live k k k-ft -% 1I-ti 4- 1111 S:Snow k k k-ft W:Wind k k k-ft "rZ \ E:Earthquake k k 7.0 k-ft N. H:Lateral Earth k k k-ft +Z N. +Z "P"=Gravity load,"+"sign is downwde-" Moments create higher soil pressure at+Z ec "+" Shears push plate towards+Z edge Anchor Bolts i E•,.Dtstance Anchor Bolt or Rod Description 5/8"AB Edge Distance MI Max of Tension or Pullout Capacity 6.10 k Shear Capacity 5.40 k Edge distance:bolt to plate 1.250 in Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes ,, 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam . OPrinted:30 JAN 2019, 2:29AM Steel Base Plate Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning IIc,KW-06012469 Description: Column Base Plate @ P4/V11 GOVERNING DESIGN LOAD CASE SUMMARY Ma:Max.Moment 1.927 k-in Plate Design Summary fb: Max.Bending Stress 13.706 ksi Design Method Allowable Strength Design Fb:Allowable: 21.557 ksi Governing Load Combinat +D+0.70E+H Fy/Omega Governing Load Case Type Axial+Moment, L/2<Eccentricity,Te Bending Stress Rati 0.636 Governing STRESS RATI( 1.0 Bending Stress OK Design Plate Size I'-0"x 1'-O"x 0-3/4" fu: Max.Plate Bearing Stress.... 1.104 ksi Pa:Axial Load .... 0.000 k Fp:Allowable: 1.104 ksi Ma:Moment 4.900 k-ft Bearing Stress Ratic 1.000 Bearing Stress OK Tension in each Bolt 2.809 Allowable Bolt Tension 6.100 Tension Stress Rati 0.460 Tension Stress OK Load Comb. : +D+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending StressE Al :Plate Area 144.000 inA2 Mmax=Fu*LA2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sgrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in Load Comb. : +D+L+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height.......__ 12.000 in -__ fa -Max:. Bearing Pressure - 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending StressE Al : Plate Area 144.000 inA2 Mmax=Fu`LA2/2 0.000 k-in A2:Support Area 144.000 in"2 fb:Actual 0.000 ksi sqrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior m^ 4.100 in 4.100 in X 0.000 in"2 Lambda 0.000 n' 0.000 in n"Lambda 0.000 in L=max(m,n,n") 4.100 in ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego, OR 97035 Project ID: 10107.02 • 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:29AM Steel Base Plate Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning Ilc,KW-06012469 Description : Column Base Plate @ P4/V11 Load omb. : +D+Lr+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending StressE Al :Plate Area 144.000 inA2 Mmax=Fu*LA2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sgrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in „n 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in • n'*Lambda 0.000 in L=max(m,n,n") 4.100 in - L oad Comb. : +D+S+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa: Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending StressE . Al :Plate Area 144.000 inA2 Mmax=Fu*LA2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sgrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior m 4.100 in ' n 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in Load Comb. : +D+0.750Lr+0750L+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa: Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending StressE Al :Plate Area 144.000 inA2 Mmax=Fu*LA2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sgrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior m . 4.100 in n, 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 Project Descr:Column at V11 Grade Beam 0 0 0 Printed:30 JAN 2019, 2:29AM Steel Base Plate Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 Lic.#:KW-06012469 : Licensee:ICON architecture/planning Ilc,KW-06012469 Description : Column Base Plate @ P4/V11 _...__._...._......_.......---..___........_........_.___......._..---.__..........._----.__.........._.. Load Comb. : +D+0,750L+0.750S+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending StressE Al :Plate Area 144.000 inA2 Mmax=Fu*V2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi Fb:Allowable 21.557 ksi sgrt(A2/Al ) 1.000 Stress Ratio 0.000 Distance for Moment Calculatior „m„ 4.100 in „n" 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in r/*Lambda 0.000 in L=max(m,n,n") 4.100 in Load Coomb.. :: +D+0.60W+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending Stress( Al :Plate Area 144.000 inA2 Mmax=Fu*V2/2 0.000 k-in 144.000 fb:Actual 0.000 ksi A2:Support Area inA2 Fb:Allowable 21.557 ksi sgrt(A2/A1 ) 1.000 Stress Ratio 0.000 Distance for Moment Calculatior „m„ 4.100 in „n„ 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n"Lambda 0.000 in L=max(m,n,n") 4.100 in Load Comb. : +D+0.70E+H Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension Pa:Axiatto-ad 0.000 k Tension per Bolt 2.809 k Ma:Moment 4.900 k-ft Tension:Allowable 6.100 k Eccentricity #ttfff/tft.11lllt in Stress Ratio 0.460 Al : Plate Area 144.000 inA2 A2:Support Area 144.000 inA2 Dist.from Bolt to Col.Edge 2.850 in Effective Bolt Width for Bending 11.400 in sgrt(A2/A1 ) 1.000 Plate Moment from Bolt Tension 1.404 k-in Calculate plate moment from bearing . . max(m,n) 4.400 in Bearing Stresses "A":Bearing Length 0.848 in Fp:Allowable 1.104 ksi Mpl:Plate Moment 0.161 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.927 k-in fb:Actual 13.706 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.636 ', ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:29AM Steel Base Plate Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning tic,KW-06012469 Description : Column Base Plate @ P4/V11 Load omb. : +D-0.70E+H Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension Pa:Axial Load.... 0.000 k Tension per Bolt 2.809 k Ma:Moment 4.900 k-ft Tension:Allowable 6.100 k Eccentricity ######Olt in Stress Ratio 0.460 Al :Plate Area 144.000 inA2 A2:Support Area 144.000 inA2 Dist.from Bolt to Col.Edge 2.850 in sqrt(A2/A1 ) 1.000 Effective Bolt Width for Bending 11.400 in Plate Moment from Bolt Tension 1.404 k-in Calculate plate moment from bearing . . . max(m,n) 4.400 in Bearing Stresses "A":Bearing Length 0.848 in Fp:Allowable 1.104 ksi Mpl:Plate Moment 0.161 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.927 k-in fb:Actual 13.706 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.636 Load Comb. : +D+0.750Lr+0.750L+0.450W+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending StressE Al :Plate Area 144.000 inA2 Mmax=Fu*LA2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sqrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in Load Comb. : +D+0.750L+0.750S+0.450W+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in, fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending Stress€ Al : Plate Area 144.000 inA2 Mmax=Fu*LA2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sqrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 Project Descr:Column at V11 Grade Beam 0 0 0 Printed:30 JAN 2019, 2:29AM - Steel Base Plate Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning Ilc,KW-06012469 Description : Column Base Plate @ P4/V11 Load Comb. : +D+0.750L+0.750S+0.5250E+H Axial Load+Moment, Ecc. > Loading Calculate plate moment from bolt tension Pa:Axial Load.... 0.000 k Tension per Bolt 2.092 k Ma:Moment 3.675 k-ft Tension:Allowable 6.100 k Eccentricity 11#.##1#in Stress Ratio 0.343 Al :Plate Area 144.000 inA2 A2:Support Area 144.000 inA2 Dist.from Bolt to Col.Edge 2.850 in Effective Bolt Width for Bending 11.400 in sgrt(A2/A1 ) 1.000 Plate Moment from Bolt Tension 1.046 k-in Calculate plate moment from bearing . . . max(m,n) 4.400 in Bearing Stresses "A":Bearing Length 0.632 in Fp:Allowable 1.104 ksi Mpl:Plate Moment 0.122 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.461 k-in fb:Actual 10.388 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.482 Load Comb. : +D+0.750L+0.750S-0.5250E+H Axial Load+Moment, Ecc. > Loading Calculate plate moment from bolt tension Pa:Axial Load.... 0.000 k Tension per Bolt 2.092 k Ma:Moment 3.675 k-ft Tension:Allowable 6.100 k Eccentricity ##t#ttttttft.1111##in Stress Ratio 0.343 Al : Plate Area 144.000 inA2 A2:Support Area 144.000 inA2 Dist.from Bolt to Col.Edge 2.850 in Effective Bolt Width for Bending 11.400 in sgrt(A2/A1 ) 1.000 Plate Moment from Bolt Tension 1.046 k-in Calculate plate moment from bearing . . . max(m,n) 4.400 in Bearing Stresses "A":Bearing Length 0.632 in Fp:Allowable 1.104 ksi Mpl:Plate Moment 0.122 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.461 k-in fb:Actual 10.388 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.482 Load Comb. : +0.60D+0.60W+0.60H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending StressE Al :Plate Area 144.000 inA2 Mmax=Fu*LA2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi Fb:Allowable 21.557 ksi sgrt(A2/A1 ) 1.000 Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:29AM Steel Base Plate Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning llc,KW-06012469 Description: Column Base Plate @ P4/V11 Load Comb. : +0.60D+0.70E+0.60H Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment from bolt tension Pa:Axial Load.... 0.000 k Tension per Bolt 2.809 k Ma:Moment 4.900 k-ft Tension:Allowable 6.100 k Eccentricity //////tf////.//////in Stress Ratio 0.460 Al :Plate Area 144.000 inA2 A2:Support Area 144.000 inA2 Dist.from Bolt to Col.Edge 2.850 in sgrt(A2/A1 ) 1.000 Effective Bolt Width for Bending 11.400 in Plate Moment from Bolt Tension 1.404 k-in Calculate plate moment from bearing . . . max(m,n) 4.400 in Bearing Stresses "A":Bearing Length 0.848 in Fp:Allowable 1.104 ksi Mpl:Plate Moment 0.161 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.927 k-in fb:Actual 13.706 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.636 Load Comb. : +0.60D-0.70E+0.60H Axial Load+Moment, Ecc. >--L./2 Loading Calculate plate moment from bolt tension Pa:Axial Load.... 0.000 k Tension per Bolt 2.809 k Ma:Moment 4.900 k-ft Tension:Allowable 6.100 k Eccentricity /1/4/4/4/4/.Il111f in Stress Ratio 0.460 Al :Plate Area 144.000 inA2 A2:Support Area 144.000 inA2 Dist.from Bolt to Col.Edge 2.850 in sgrt(A2/A1 ) 1.000 Effective Bolt Width for Bending 11.400 in Plate Moment from Bolt Tension 1.404 k-in Calculate plate moment from bearing . . . max(m,n) 4.400 in Bearing Stresses "A":Bearing Length 0.848 in Fp:Allowable 1.104 ksi Mpl:Plate Moment 0.161 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.927 k-in fb:Actual 13.706 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.636 - fiwrrr1111rrwr :- - ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 Project Descr:Column at V11 Grade Beam 0 0 0 Printed: 5 FEB 2019, 1:43AM Steel Base Plate Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning tic,KW-06012469 Description : Column Base Plate @ P4/V11 Code Reference Calculations per AISC Design Guide#1, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2018 General Information Material Properties AISC Design Methothilowable Strength Design Steel Plate Fy = 36.0 ksi c :ASD Safety Fac 2.310 Concrete Support fc = 3.0 ksi cl Assumed Bearing Aral!Bearing Nominal Bearing Fp per J8 2.550 ksi Column &Plate 1'-0" Column Properties Steel Sectic HSS4x4x1/4 Z Depth 4 in Area 3.37 in^2 Width 4 in lxx inA4 _ Flange Thickne 0.233 in lyy inA4 l— Web Thickne in Plate Dimensions Support Dimensions ,k N : Length 12.0 in Width along"X" 12.0 in x B :Width 12.0 in Length along"Z' 12.0 in o Thickness 0.6250 ins Column assumed welded to base 1 1'-0" a Applied Loads +r" � P-Y V-Z r M-X .: y 1.,1 +X � , ,� D:Dead Load k k k-ft +x µ L:Live k k k-ft 0�1(.4 Lr:Roof Live k k k-ft S Snow k k k ft -A/Z. - �, W:Wind k k k-ft ."-- ..." N. , E:Earthquake k k 7.0 k ft +Z v" +Z N. H:Lateral Earth k k k-ft "P"=Gravity load,"+' sign is downwdi" Moments create higher soil pressure at+Z ec :. x`' "+" Shears push plate towards+Z edge Anchor Bolts I. Edge astance Anchor Bolt or Rod Description 5/8"AB Ellii "°t5 Max of Tension or Pullout Capacity 6.10 k Shear Capacity 5.40 k Edge distance:bolt to plate 1.250 in x x Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 • • ICONarchitecture/planning Uo Project Title: Lennar-Oak StreeTownhomes 1O035BoononFonyRoad 8udo2O7 Engineer: Dan LGovdhohUn~^ Lakn0avmgo.OR97O3S Pn� �m |D: 101V7.O2 �� 0 Project Descr:Colunin at Vii Grade Beam 0 0 Printed: 5 FEB 2019, 1:*3xm Steel Base Plate Softwareo"mmomINC.1983-2019,Build:10.18.12.31 u�x:xW�xmuw� ENERCALC, Licensee.�Om KW-06012469 —~ Description oommnBase P�m��P4/v11 architecture/planning GOVERNING DESIGN LOAD CASE SUMMARY Ma:Maxmomom ---- ----- 1ourx�n Plate Deoiqn Summary m:Max.Bending Stress 19.737 ksi Design Method Allowable Strength Design Fb:Allowable: 21.557 ksi Governing Load Corn binat EOnly*V.T0 Fy/Omega Governing Load Case TyPAxial+Moment, U2<Eccentricity,Te Bending Stress Rati 0.916 Governing STRESS RATI( 1.0 Bending Stress OK Design Plate Size 1'-0''u1'-0''o0'5/8 m:Max.Plate Bearing Stress.... 1.104 ksi pa:Axial Load.... 0.000 k pn:Allowable: 1.104 ksi Ma:Momen4.900 k-ft Bearing Stress Rati 1.000 Bearing Stress OK Tension in each Bolt 2.809 Allowable Bolt Tension 6.100 Tension Stress Rath 0.460 Tension Stress OK ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam OPrinted:30 JAN 2019, 2:40AM Concrete Beam Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.# KW-06012469 Licensee ICON architecture/planning lic,KW-06012469 Description : Grade Beam at V11 Frame CODE REFERENCES Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties fc - 3.0 ksi Phi Values Flexure: 0.90 1/fr= fc 2 7.50 = 410.792 psi Shear: 0.750 NJ Density = 145.0 pcf R 1 = 0.850 X LtWt Facto = 1.0 Elastic ModuliF 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Reba= 40.0 ksi E-Stirrups = 29,000.0 ksi E-Main Reba= 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 2 Provide#3 Stirrups @ 4"o/c for 48"ea.end i irla X 0 15.0 ft 18"wx 12-ti Cross Section &Reinforcing Details Rectangular Section, Width= 18.0 in, Height= 12.0 in Span#1 Reinforcing.... 3-#5 at 3.0 in from Bottom,from 0.0 to 15.0 ft in this span 345 at 3.0 in from Top,from 0.0 to 15.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Moment: E=7.0 k-ft, Location = 1.50 ft from left end of this span, (P4 Column-Rotation to grade beam) DESIGN SUMMARY --- Design OK Maximum Bending Stress Ratio = 0.218 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.021 in Ratio= 8736>=361; Mu:Applied 6.299 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.� Mn*Phi:Allowable 28.958 k-ft Max Downward Total Deflection 0.021 in Ratio= 8736>=181 Max Upward Total Deflection 0.000 in Ratio= 0<180. Location of maximum on span 1.503 ft Span#where maximum occurs Span#1 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum -0.467 0.467 Overall MINimum -0.245 0.245 E Only*0.70 -0.327 0.327 E Only*0.5250 -0.245 0.245 E Only -0.467 0.467 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'r$uggest E Only 1 0.00 9.00 -0.47 0.47 0.00 0.00 12.64 Vu<PhiVc/2 1t Reqd 11 12.6 0.0 0.0 E Only 1 0.03 9.00 -0.47 0.47 0.01 1.00 14.39 Vu<PhiVc/2 )t Reqd 11, 14.4 0.0 0.0 E Only 1 0.05 9.00 -0.47 0.47 0.03 1.00 14.39 Vu<PhiVc/2 )t Reqd 11, 14.4 0.0 0.0 k ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:40AM Concrete Beam Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning Ilc,KW-06012469 Description : Grade Beam at V11 Frame Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'Suggest E Only 1 14.84 9.00 -0.47 0.47 0.08 1.00 14.39 Vu<PhiVc/2 t Reqd 11 14.4 0.0 0.0 E Only 1 14.86 9.00 -0.47 0.47 0.06 1.00 14.39 Vu<PhiVc/2 >t Reqd 11 14.4 0.0 0.0 E Only 1 14.89 9.00 -0.47 0.47 0.05 1.00 14.39 Vu<PhiVc/2 A Reqd 11 14.4 0.0 0.0 E Only 1 14.92 9.00 -0.47 0.47 0.04 1.00 14.39 Vu<PhiVc/2 A Reqd 11 14.4 0.0 0.0 E Only 1 14.95 9.00 -0.47 0.47 0.03 1.00 14.39 Vu<PhiVc/2 At Reqd 11 14.4 0.0 0.0 E Only 1 14.97 9.00 -0.47 0.47 0.01 1.00 14.39 Vu<PhiVc/2 At Reqd 11 14.4 0.0 0.0 E Only 1 15.00 9.00 -0.47 0.47 0.00 1.00 14.39 Vu<PhiVc/2 At Reqd 11 14.4 0.0 0.0 Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 15.000 6.30 28.96 0.22 Span#1 1 15.000 6.30 28.96 0.22 E Only Span#1 1 15.000 6.30 28.96 0.22 Overall Maximum Deflections Load Combination Span Max.""Defl (in).ocation in Span (ft Load Combination Max."+"Defl (invocation in Span (ft E Only 1 0.0206 6.516 E Only -0.0000 0.000 ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:40AM - Concrete Beam Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning IIc,KW-06012469 Description : Grade Beam at V11 Frame CODE REFERENCES Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties _...fc = 3.0 ksi Phi Values Flexure: 0.90 fr= fc2 7.50 = 410.792 psi Shear: 0.750 IV Density = 145.0 pcf (31 = 0.850 • • • X, LtWt Facto = 1.0 Elastic Moduli.F 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Reba= 40.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size# 3 E-Main Reba= 29,000.0 ksi • • • Number of Resisting Legs Per Stirrup= 2 L ,IF X- -----"-E-- 1 X 12h1 14;'I 15.0 ftj 18"wa12"t� Cross Section &Reinforcing Details Rectangular Section, Width= 18.0 in, Height= 12.0 in Span#1 Reinforcing.... 3-#5 at 3.0 in from Bottom,from 0.0 to 15.0 ft in this span 3-#5 at 3.0 in from Top,from 0.0 to 15.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Moment: E=7.0 k-ft, Location = 1.50 ft from left end of this span, (P4 Column-Rotation to grade beam) DESIGN SUMMARY �_ Design OK Maximum Bending Stress Ratio = 0.218 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.021 in Ratio= 8736>=361 Mu:Applied 6.299 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360., Mn*Phi:Allowable 28.958 k-ft Max Downward Total Deflection0.021 in Ratio= 8736>=181' Max Upward Total Deflection 0.000 in Ratio= 0<180. Location of maximum on span 1.503 ft Span#where maximum occurs Span#1 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum -0.467 0.467 Overall MINimum -0.245 0.245 E Only*0.70 -0.327 0.327 E Only*0.5250 -0.245 0.245 E Only -0.467 0.467 Detailed Shear Information - _ Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'c$uggest E Only 1 0.00 9.00 -0.47 0.47 0.00 0.00 12.64 Vu<PhiVc/2 At Reqd 11. 12.6 0.0 0.0 E Only 1 0.03 9.00 -0.47 0.47 0.01 1.00 14.39 Vu<PhiVc/2 rt Reqd 11 14.4 0.0 0.0 E Only 1 0.05 9.00 -0.47 0.47 0.03 1.00 14.39 Vu<PhiVc/2 rt Reqd 11 14.4 0.0 0.0 ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego, OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:40AM Concrete Beam " ;,?_; Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning Ilc,KW-06012469 Description : Grade Beam at V11 Frame Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'iSuggest E Only 1 14.84 9.00 -0.47 0.47 0.08 1.00 14.39 Vu<PhiVc/2 rt Reqd 11. 14.4 0.0 0.0 E Only 1 14.86 9.00 -0.47 0.47 0.06 1.00 14.39 Vu<PhiVc/2 At Reqd 11 14.4 0.0 0.0 E Only 1 14.89 9.00 -0.47 0.47 0.05 1.00 14.39 Vu<PhiVc/2 At Reqd 11 14.4 0.0 0.0 E Only 1 14.92 9.00 -0.47 0.47 0.04 1.00 14.39 Vu<PhiVc/2 rt Reqd 11 14.4 0.0 0.0 E Only 1 14.95 9.00 -0.47 0.47 0.03 1.00 14.39 Vu<PhiVc/2 t Reqd 11 14.4 0.0 0.0 E Only 1 14.97 9.00 -0.47 0.47 0.01 1.00 14.39 Vu<PhiVc/2 t Reqd 11 14.4 0.0 0.0 E Only 1 15.00 9.00 -0.47 0.47 0.00 1.00 14.39 Vu<PhiVc/2 rt Reqd 11 14.4 0.0 0.0 Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 15.000 6.30 28.96 0.22 Span#1 1 15.000 6.30 28.96 0.22 E Only Span#1 1 15.000 6.30 28.96 0.22 Overall Maximum Deflections Load Combination Span Max.""Defl (in).ocation in Span (ft Load Combination Vlax."+"Defl (in ocation in Span (ft E Only 1 0.0206 6.516 E Only -0.0000 0.000 Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223- Bldg 4 UNIT 24 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I) Kzt= 1 Exp= B [Kd]= 0.85 Wind force: qz= 0.00256 Kd Kzt Kh K. V2 Cp = qz PLF Height(Ht) Kh Force Kd Kzt K. Kh V2 Cp EP.9 qz PLF P1 = 0'- 15' qz= 0.00256 0.85 1 0.57 15 14400 1.10 = 346.71 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.10 = 125.71 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.10 = 133.82 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.10 = 141.93 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.10 = 308.18 TOTAL= 709.63 Height(Ht)K2 Force Kd Kzt Kz Kh V2 Cp NIS qz PLF P1 = 0'- 15' qz= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.3 = 126.28 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.3 = 134.42 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.3 = 142.57 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.3 = 309.58 TOTAL= 751.56 Front to Rear Height 3300", - Width 15.00r Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 37.00 ` - Width 39.00 Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY C 0 ® irchteceurc/plt 207 Ilc 16325 te Ferry Road,Suite 207 Lake Oswego,Oregon 97035 �� 101=35340337 c onarchOect com Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223- Bldg 4 UNIT 24 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight (W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 616.00 sf Site Class= D >:' HR,= 25.00 Floor= 10.00 psf ARw-ex 1.90:00 sf S5= 77.1 '; H2fIr= 12•:00 Exterior wall= 10.00 psf ARw-in , 95.00sf Si= 39.3 H2rf= 11.00 Interior walls/partitions = 5.00 psf A2flr= 571.00 sf Fa. 1 00'x` H1flr= , 1;00. Elevated Concrete Floor= 0.00 psf A2rf= `.:48.00 sf FF= 1 60 ', Left to Right A2w-ex= 190.00'sf RFR= 6.5 = HRn= 25:00 A2w-in= :. ;,''95.00 sf RLR= 6.5` `, H2fIr= '12.001; A1flr= ; `.,343.00'sf Skis= 0.771 H2rf= '111001 A1rf= °s 276.00 sf SM, = 0.629 H1fIr= =1.00` A1w-ex= 114'.00;sf Sos= 0.52 A1w4n ' "57.00 sf So, = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof(ARrf)= 616.00 sf X 10.00 psf= 6160 # Area of upper exterior wall (ARw-ex)= 190.00 sf X 10.00 psf= 1900 # Area of upper interior wall (ARw-in)= 95.00 sf X 5.00 psf= 475 # Mass of Upper Roof(MUr)= 8535 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 571.00 sf X 10.00 psf= 5710 # Area of lower roof or elev.conc slabs (A2rf)= 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall (A2w-ex)= 190.00 sf X 10.00 psf= 1900 # Area of lower interior wall (A2w-in) = 95.00 sf X 5.00 psf= 475 # Mass of 2nd Floor(M2f)= 8565 # Area of 1st floor&walls Area of 1st floor(A1flr)= 343.00 sf X 10.00 psf= 3430 # Area of lowest roof or elev.conc slabs(A1 rf) = 276.00 sf X 10.00 psf= 2760 # Area of lowest exterior wall (A1w-ex)= 114.00 sf X 10.00 psf= 1140 # Area of lowest interior wall (A1w-in)= 57.00 sf X 5.00 psf= 285 # Mass of 1st Floor(M1f)= 7615 # Total Mass (TM)= 24715 Base shear Front to Rear Left to Right V=((1.2*Sos)/RFR)W= 0.095 W' V=((1.2*Sos)/RLR)W= 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V5 V5 total VtFR,wx Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.31 619 2.7 X = 17654 X = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa V5 Vs total VtLR/W. Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.01 619 2.7 X = 17654 X = 231264 1.00 1684 4437 1.Controlling V per IRC 16-56 Oarchitecture/planning Ile 16325 Sooner Ferry Road,Suite 207 Lake Oswego.Oregon 97035 - IM503.534.U33J wwwlcglbldLgect.cam Shear Wall Design Approach Governing shear force @ brace wall line: VG = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: VIW = 300 plf Shear redundancy adjustment factor: p= 1.10 Adjusted panel design load : V= 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: Vt = 3300 # Typical Uplift Calculation: Uplift Pul = (((Vt x Hp)- (((Hp x Wp) x DLp)+(DLOp)) x .5(Wp)) /Wp)+Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V= 330 # Hp = 8 FT Pu= 2915 # DLp= 15 # DLOp = 250 # Use panel:Type 2 = 380 PLF allowable PU2Assumed = 1000 # Use Holdown: Pu2 Type C (Simpson MST 37 wood to wood) = 3815#allowable Dead load Type G (Simpson PAHD42 wood to conc.) = 2945#allowable over 7::: +4...„ VtAGeneral Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): ;I DLp I @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" Hp i,, @ 9'-0"plate heights=9'/3.5=2.57'say 2'-7" 5W I' '` @ 10'-0"plate heights= 10'/3.5=2.86'say 2'-10" { � Minimum panel widths in Seismic Zone 4=(2:1): ' tai Pu1 f @ 8'-0"plate heights=8'/2=4'-0" @ 9'-0"plate heights=9'/2=4'-6"' v @ 10'-0"plate heights=10'/2=5'-0" IWp 4 1. Reinforced concrete stem walls below panels may be raised,within limits, per the calculations to achieve desired panel ratios. 2.There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over OI 6325Booecture/pI®nning Ilc 763c Boones Ferry Road,Suite 207 Lake Oswego,Oregon 97035 .`ww I S lel 5035340337 konarchRat.com Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223-Bldg 4 UNIT 24 Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level -Roof Trib. Trib. Seismic Vx Wind Vx V. Pnl Pnl Pnl Trib. DL Pnl Design Brace Line Force Siesmic Force Gov. Lngth Hght Wdth Br Load pt PNL. Area Width Wind 9 g Brg. over Load ID Uplift=Pu HD Load HD Notes ncf nlf nlf - Shaar I JJJ H W Aran nlf 1 nlf I l Front to RearV1 308.0 ( J 7.5 1.8 555 V2 308.0 I 7.5 I 1.8 I 555 1 268 268 1 2012 2012 1 2012 2012 136.0 8.0 136.0(215.0 1 8600 8600 I 56 WG 56 56 WG 56 1 I 1 + -5329-5329 I -5329 A-5329 A X = 616.0 $ = 1110 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 I 365 I 7483 7483 I 15.0 8.0 2.5 105.01 4200 V4 I; 308.0 120.5 J 1.8 I 555 365 7483 17483 15.0 J 8.0 l 4.5 105.0 4200 499 WG 499 WG 99 v. 5 I X = 616.0 X = 1110 I 499 1„.3 °`3 °I 1707 1707 + 1789 1707 1, 5 Controlling p= 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 5. Use Perforated panel. I O architecture/planning Ile 16325 a ite Ferry Road.Suite 207 Lake Oewego,Oregon 97535 OS ei553.e33 Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223-Bldg 4 UNIT 24 Proj. No. 10107.02 Issue Date: 1/15/19 Main Level -Floor Seismic Vx Wind Vx VG Gov. Pnl Pnl Pnl Trib. DL Pnl Design Pnl Accum. Trib. Trib. Lngth Hght Wdth Br Load Pi Load ID Uplift=Pu HD Load HD Notes Brace Line Force Siesmic Force Wind Shears g g g' over Area Width naf nif nif I H W Area nif nif Front to Rear V5 309.0 7.5 2.7 821 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A V6 309.0 7.5 2.7 821 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A = 618.0 X = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 2.7 738 623 12154 12154 15.0 9.0 2.5 20.0 800 810 WG 810 5 6777 8566 E 3,4,5 V8 340.0 23.5 2.7 903 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E 5 = 618.0 X = 1641 Controlling p= 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN/FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. O architecture/planning IIc 1632I Lake Oswegoomso, Ferry Rn 9d Suite 207W onn Lake Oswego,Oregon 97035 1..3 b.CM) ¢4iecteom Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223- Bldg 4 UNIT 24 Proj. No. 10107.02 Issue Date: 1/15/19 Lower Level -Floor Brace Line Trib. Trib. Seismic Vx Wind Vx VG Gov. Pnl PMPnl Trib. DL Pnl Design Force Siesmic ForceUplift=P Accum. Area Width Wind Shears Lngth Hght Wdth Brg. over Load P1 Load Pnl.ID u HD Load HD Notes ncf nif nil I N W Area nil nil Front to Rear V9 309.0 7.5 2.7 840 619 4640 4640 20.5 8.0 20.5 0.0 0 226 WG 226 1 970 970 G1 V10 309.0 7.5 2.7 840 619 4640 4640 23.0 8.0 23.0 0.0 0 202 WG 202 1 671 671 G1 1 = 618.0 X = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120139 STL 3,4,6 V12 340.0 23.5 2.7 925 715 16814 16814 11.0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 I = 618.0 1 = 1681 Controlling 1.00 1.WG=Wind governs, typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X4 STL. FLAG POLE TO FDN/FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12"x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT I ^N V16325 Boones Ferry Roatl.Suite 207 Lake Oswego,Oregon 97075 IISlel 503 x ca .w rne.saa n om Shear Panel and Hold Down Schedule PANEL PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF#2 Anchor Bolt HF#2B - Connection DF#2 DF#2 1 260 1/2"CDX 8d @ 6,6,12 16d @ 6"o/c 5/8"@ 4'-0"o/c 16d @ 5"o/c 2 x Typ.exterior wall const. 1,2,5,D,E,F 2 380 1/2"CDX 8d @ 4,4,12 16d @ 5"o/c 5/8"@ 3'-4"o/c 16d @ 3"o/c 3 x 1,4,5,B,D,E,F 3 490 1/2"CDX 8d @ 3,3,12 16d @ 4"o/c 5/8"@ 2'-6"o/c 16d @ 10"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 4 640 1/2”CDX 8d @ 2,2,12 16d @ 3"o/c 5/8"@ 2'-0"o/c 16d @ 4"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 5 770 1/2”CDX 10d @ 2,2,12 16d(7a.4"o/c&A34 as 12" 5/8"@ 1'-6"o/c 16d @ 3"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 6 980 3/8”CDX ea.side 8d @ 3,3,12 16d @ 8"o/c&A34 @ 6"o/c 5/8"@ 16"o/c 16d @ 5"o/c&A34 @ 6"o/c 3 x 1,2,4,5„D,E,F 7 1280 3/8”CDX ea.side 8c1@ 2,2,12 16d A 3.5"o/c&A34 @ 6" 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts, no 1,2,5,D,E,F 8 1540 1/2"CDX ea.side 10d @ 2,2,12 16d @ 4"o/c&A34 @ 4"o/c 5/8"@ 10"o/c 16d @ 3"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no 1,2,5,D,E,F 9 50 1/2"GWB unblkd. 5d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8"GWB unblkd. 6d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 11 150 1/2"GWB blkd ea.side 5d @ 4,4,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 8"o/c 2 x 1,2,3,5,DE,F 12 175 5/8"GWB blkd ea.side 5d @ 4,4,12 16d @ 10"o/c 5/8"@ 4'-0"o/c 16d @ 6"o/c 2 x 1,2,3,5,DE,F HOLO DOWN HD ID UpliftloadSimpson Model# Fasteners Remarks Footnote - NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. I A35 260 A35 12-8d each anchor Install 2-anchors at each end post per condition 3 of Simpson specs.See Typ.Hold Down detail. A 1420 ST22 9-16d each :rd %equal strap length min.lap at splices and joints.Provide Y lap length for continuous straps. 8 B 3140 MST 27 15-16d each :r d %equal strap length min.lap at splices and joints.Provide^/.lap length for continuous straps. 4,6,8 C 4395 MST37 21-16d each :r d '%equal strap length minimum lap at splices and joints.Provide Y.lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each :rid ^ equal strap length minimum lap at splices and joints.Provide%lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each •nd %equal strap length minimum lap at splices and joints.Provide Y.lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB e:oh 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-1/."'MB Installation in 8"stem wall @ 8"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 G1 1400 PAHD42 16-16d or 3-1/."MB Installation in 8"stem wall @ Y"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/."'MB Installation in 8"stem wall©8"from corner.Use STHD14RJ w/Fir.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/•"MB Installation in 8"stem wall @ Ys'from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 '12-16d nr(1 RI 1 410 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod wfSET epoxy at 8"embed. 5,6,9 J1 7175 HDQ8-SDS3 (20)SDS1/4'3, 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wfSET epoxy at 10"embec 5,6,9 K 7460 HD8A 3-7/8"M:. 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wfSET epoxy at 10"embec 5,6,9 L 9540 HD10A 4-7/8"Ms 1 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wf SET'epoxy at 12"ember 5,6,7,9 M 11080 HD14A 4-1"MB 1'x30"w/3"x1/4"washer or threaded rod w/42"dev.embd.Igth.May be hooked in wall plane. Equiv.thd rod wfSET epoxy at 18"ember 5,6,7,9 General Notes A. Equal approved/rated material and ha -re may be subsituted. B. 1. Edge members(sills and end stud )=t panel ID#2 without an"and higher require(1)3x nominal solid members,4x4 lumber may be used. 2. Provide 3x P.T.foundation sill pla elfor walls 4 through 8 w/5/8"A.B.as noted&2"x 2"x 3/16"GI steel plate washers. C. Approved cinch anchors or epoxy ad e•ive may be substituted for A.B.when installed and inspected,as required per mfgr.Specs. A.B.may be sub.w/A.B.or larger diam. D. The panels indicated may be upsized ii.h any APA rated structural panel,including OSB products,to units of equal or better value. Values are based on 1-1/4"min.8d common or galvanized box nail penetrron into solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nom el thickness i.e.,15/32"=1/2",7/16"=3//8"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl. ''our 15"x 7"ftg.w/(2)cont.#4 rebar,an 8"stem wall w/(1)cont.#4 rebar top and btm. Verify top rebar located per holdown mfgr.spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100%in seismic zones other than 3&4. 4. 3x edge members may be substituted w/(2)2x edge members w/10d©6"o.c.staggered at alternating sides. See General Note B. 5. Installation into an 8"foundation wall r quired,min.2500 PSI concrete anchor bolts to have 2"x 1/16"sq.stl.GI washers. See General Note B. ,r\, 6. 3x or(2)2x edge members required f r'hold down attachment. See footnote#4 and General Note B. a no A +a. 7. 4x4 or 6x6 panel edge member requir d;as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) 8. See'Alternative Installation' HD ID J tt)ru M using Simpson adhesive or eq. (Shear Wall Symbol 9. Installation with adhesives requires c rtlfied inspection. architecture/planning IIG Additional notes may appear on the Shear Wall Layout she t. I C 7 lake Borman Ferry Road.Suite zoN a.do1134 0117 IS Lake Oswego.Oregon 97035 11! Structural Calculations for: Oak Street Townhomes 10413 Akilean Terrace, 97223 - Bldg 4 UNIT 25 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing & 1/" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 1.50 psf %" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live/Snow Loads 25.00 psf %" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf '/" underlayment 1.50 psf 3/" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf V2" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 12" GWB 2.00 psf Total Live Loads 40.00 psf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL= 0.00 psf Floor diaphragms: (glued) 3/4" T&G CDX(APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX(APA 24/0) plywood or approved equal w/8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate/wall intersection. Fasten within a 5'-0"wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed/3 sec. Gust: 120 Wind Exposure Factor: B Site Elevation assumed: 380 Ground Snow Load PSF: 30 Miscellaneous: Soil Bearing: 1500 psf assumed Add.Snow Ld.=((Elev-380)8/212+25>PSF 0 Concrete foundations: 3000-psi mix Concrete Flatwork: 2000-psi mix Beams and stringers: DF/L#1 or better Repetitive Joists: DF/L#2 or better Columns: DF/L#2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar-Grade 40 Structural components-ASTM A36 Prepared by: 1 C O N architecture/planning Ilc 18325 Boone.Fe rty Road,Suite 20) lake Oswego.Oregon 91035 THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS.IT IS PREPARED SOLELY FOR THE PROJECT INDICATED.THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION.SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL.NO WARRANTY IS OFFERED OR IMPLIED.NOTIFY THE DESIGN PROFESSIONAL,PRIOR TO EXECUTION,IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. Vetsicm 01.15.15 Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 10413 Akilean Terrace, 97223- Bldg 4 UNIT 25 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I) Kzt= 1 Exp= B [Kd]= 0.85 Wind force: qz= 0.00256 Kd Kzt K, Kz V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt Kz Ki, V2 Cp EM! qz PLF P1 = 0'- 15' qz= 0.00256 0.85 1 0.57 15 14400 1.10 = 346.71 P2= 15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.10 = 125.71 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.10 = 133.82 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.10 = 141.93 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.10 = 308.18 TOTAL= 709.63 Height(Ht) K2 Force Kd Kzt Kz lc V2 Cp NIS qz PLF P1 = 0'- 15' q.= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.3 = 126.28 P3=20'-25' q.= 0.00256 0.85 1 0.66 5 14400 1.3 = 134.42 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.3 = 142.57 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.3 = 309.58 TOTAL= 751.56 Front to Rear Height 33.00 - Width 16;40Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 37.00'; T Width 39,00'Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY 0 architecture/planning Ilc 16325 Boone,Ferry Road,Suite 207 I Lake Oswego Oregon 97035 is ,� 10503.531.033] onwc050ct.com Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10413 Akilean Terrace, 97223- Bldg 4 UNIT 25 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight (W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 61::6.00'sf Site Class= D HR.= 25'00' Floor= 10.00 psf ARw-ex= sf SS- 77-.1 H2flr= 12:00 Exterior wall = 10.00 psf ARw-in 98,001 sf S7. 3.9'3, H2rf=441.00' Interior walls/partitions= 5.00 psf A2flr 5.85:40;sf Fa= .1:40':. H1flr= 1-49 Elevated Concrete Floor= 0.00 psf A2rf .48:00;sf Fv= 1 60 Left to Right A2w-ex= 95.00 sf RFR= 65,..` HR,= 25:00 A2w-in= afi,:98:00s sf RLR= 6 5::: H2flr= .12;00 A1flr= 111536.00 sf Skis= 0.771 H2rf= ,11100, Al rf „ 96.00;sf SM,= 0.629 H1flr= 100 A1w-ex= 179011 sf Sos= 0.52 Alwin= 90:00 sf So1 = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof(ARrf)= 616.00 sf X 10.00 psf= 6160 # Area of upper exterior wall (ARw-ex)= 195.00 sf X 10.00 psf= 1950 # Area of upper interior wall (ARw-in)= 98.00 sf X 5.00 psf= 490 # Mass of Upper Roof(MUr)= 8600 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 585.00 sf X 10.00 psf= 5850 # Area of lower roof or elev.conc slabs (A2rf)= 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall (A2w-ex)= 195.00 sf X 10.00 psf= 1950 # Area of lower interior wall (A2w-in)= 98.00 sf X 5.00 psf= 490 # Mass of 2nd Floor(M2f)= 8770 # Area of 1st floor&walls Area of 1st floor(A1 flr)= 536.00 sf X 10.00 psf= 5360 # Area of lowest roof or elev.conc slabs(A1 rf) = 96.00 sf X 10.00 psf= 960 # Area of lowest exterior wall (A1w-ex)= 179.00 sf X 10.00 psf= 1790 # Area of lowest interior wall (A1w-in)= 90.00 sf X 5.00 psf= 450 # Mass of 1st Floor(M1f)= 8560 # Total Mass (TM)= 25930 Base shear Front to Rear Left to Right V=((1.2*Sos)/RFR)W= 0.095 W1 V=((1.2*Sos)/RLR)W= 0.095 w1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V5 Vs total VtFRW Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 46 1766 0.29 632 2.8 X = 18521 X = 234857 1.00 1766 4642 Left to Right Level Wx Hx WxHx Fa Vs Vs total VtLRMIx Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 46 1766 0.01 632 2.8 X = 18521 X = 234857 1.00 1766 4642 1.Controlling V per IRC 16-56 I C Q N architecture/planning Ilc 16325 Boones Ferry Road,Suite 207 Lake Oswego,Oregon 97035 1111 t5 503.534.033] erchXxLcan Shear Wall Design Approach Governing shear force @ brace wall line: VG = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p= 1.10 Adjusted panel design load : V= 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: Vt = 3300 # Typical Uplift Calculation: Uplift Put = (((Vt x Hp)- (((Hp x Wp) x DLp)+(DLOp))x .5(Wp))/ Wp)+Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V = 330 # Hp= 8 FT Pu= 2915 # DLp = 15 # DLOp= 250 # Use panel:Type 2 = 380 PLF allowable PU2Assumed = 1000 # Use Holdown: tpi Type C (Simpson MST 37 wood to wood) = 3815#allowable Dead load Type G (Simpson PAHD42 wood to conc.) = 2945#allowable over II. j General Notes: _�t`` Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): t '_ DLp @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" H r @ 9'-0"plate heights=9'/3.5=2.57'say 2'-7" p 5W @ 10'-0"plate heights=10'/3.5=2.86'say 2'-10" ' ► £ „:. Minimum panel widths in Seismic Zone 4=(2:1): ' P u 1 @ 8'-0”plate heights=8'/2=4'-0" T _. @ 9'-0"plate heights=9'/2=4'-6"' �(!' .. -. @ 10'-0"plate heights=10'/2=5'-0" Wp 1. Reinforced concrete stem walls below panels may be raised,within limits, per the calculations to achieve desired panel ratios. 2.There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over Q architecture/planning Ilc I C N 6325 Boones Ferry Road Suite 20 Lake Oswego.Oregon 97035 l,, to 503 534 0337 arct3tectcmn Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10413 Akilean Terrace, 97223- Bldg 4 UNIT 25 Proj. No. 10107.02 ssue Date: 1/15/19 j Upper Level -Roof Trib. Trib. Seismic Vx Wind Vx V. Pnl Pnl Pnl Trib. DL Pnl Design pm...Brace Line Force Siesmic Force Gov. Ln th H ht Wdth Br Area Width Wind g g g over Load P+ Load ID Uplift=Pu HD Load HD Notes ncf nlf nif Rhnar I H W Arpa nlf nlf Front to Rear V1 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A I = 616.0 X = 1155 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 577 365 7483 7483 15.0 8.0 3.0 105.0 4200 499 WG 499 3 1768 1768 A 5 V4 308.0 20.5 1.9 577 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 616.0 1 = 1155 Controlling p= 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 5. Use Perforated panel. I0 S architectured.planning Ilc 1e,25. to Roatl.Suila 2i SLake Oswego,Oregon 97035 ,! ±aao.oaa� n.x w,-e....--.. Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10413 Akilean Terrace, 97223-Bldg 4 UNIT 25 Proj. No. 10107.02 Issue Date: 1/15/19 Main Level -Floor Seismic Vx Wind Vx VG Gov. Pnl Pnl Pnl Trib. DL Pnl Design Pnl. Accum. Trib. Trib. Lngth Hght Wdth Br Load P1 Load ID Uplift=Pu HD Load HD Notes Brace Line Force Siesmic Force Wind Shears g g g' over Area Width naf nlf nif I H W Gran nif nlf Front to Rear V5 316.0 7.5 2.7 859 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A V6 316.0 7.5 2.7 859 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A = 632.0 = 1718 Controlling p= 1.00 Left to Right V7 292.0 19,5 2.7 794 623 12154 12154 15.0 9.0 4.5 20.0 800 810 WG 810 5 6685 8453 E 3,4,5 V8 340.0 23.5 2.7 924 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E 5 = 632.0 / = 1718 Controlling p= 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN/FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. O architecture/planning Ilc Lake Osooneswego, ferry Road.Suite 207 nW C Lake Oswego,tur 97935 el!.3'.J40J3T Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10413 Akilean Terrace, 97223-Bldg 4 UNIT 25 Proj. No. 10107.02 Issue Date: 1/15/19 Lower Level -Floor Trib. Trib. Seismic Vx Wind Vx Vo Gov. Pnl Pnl Pnl Trib. DL Pnl Design Brace Line Force Siesmic Force Uplift=P Accum. Area Width Wind Shears Lngth Hght Wdth Brg. over Load Pi Load Pnl.ID u HD Notes ncf nif riff HD LOad Front to Rear 14 W Grpa 1 nif nlf IJ V10 =V9 ' 316.0 316.0 1 7.5 2.8 1 883 883 1 619 i 4640 619 4640 1 4640 4640 1 23.0 20.5 1 8.0 8.0 120.51 0.0 I 0 1 202 WG 202 1 1 226 WG 226 1 970 970 G1 I 632.0 1 = 1766 1 970 970 I G1 I Controlling 1.00 Left to Right 292.0 2.8 816 715 13952 I 1.0 V12 I 340.0 1 23.5 I 2.8 1 950 1 715 168141 16814 11.0' 1 8.0 2.0 j 120 0.0 13600 113952 WG 1 529 WG 13952152STL 1034 1 16617 STLM3,5,6 I = 632.0 1 = 1766 1 11115741 6 1M 1 5 I Controlling 1.00 1.WG=Wind governs, typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X4 STL. FLAG POLE TO FDN/FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12"x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT CCrchitecturc/pirrning Ilc I 16325 eoorres FerryRoad.Suite 707 IIII Lake Oswego,Oregon 97035 Shear Panel and Hold Down Schedule PANEL TopPlate Edge Mem. Remarks PNL Shear Panel Material Common Nailing Sole Plate Anchors Footnote ID Value Requirements Staggered Nailing DF#2 -.Anchor Bolt HF#2B Connection DF#2 ..• DF#2'. , 1 260 1/2"CDX 8d @ 6,6,12 16d @ 6'o/c 5/8"@ 4'-0'o/c 16d @ 5"o/c 2 x Typ.exterior wall const. 1,2,5,D,E,F 2 380 1/2"CDX 8d @ 4,4,12 16d @ 5"o/c 5/8"@ 3'-4"o/c 16d @ 3"o/c 3 x 1,4,5,B,D,E,F 1,2,4,5„D,E,F 3 490 1/2”CDX 8d @ 3,3,12 16d @ 4"o/c 5/8"@ 2'-6"o/c 16d @ 10"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 4 640 1/2”CDX 8d @ 2,2,12 16d @ 3"o/c 5/8"@ 2'-0"o/c 16d @ 4"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 5 770 1/2”CDX 10d @ 2,2,12 16d(a.4"o/c&A34 A 12" _ 5/8"@ 1'-6"o/c 16d @ 3"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 6 980 3/8”CDX ea.side 8d @ 3,3,12 16d @ 8"o/c&A34 @ 6"o/c 5/8"@ 16"o/c 16d©5"o/c&A34 @ 6"o/c 3 x ,2,4,5„D,E, 7 1280 3/8"CDX ea.side 8d @ 2,2,12 16d @ 3.5"o/c&A34 a 6" 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no 8 1540 1/2"CDX ea.side 10d @ 2,2,12 16d @ 4"o/c&A34 @ 4"o/c 5/8"@ 10"o/c 16d @ 3"o/c&A34 @ 4' o/c 3 x Use 4 x4 posts, no 1,2,5,D,E,F 9 50 1/2"GWB unblkd. 5d 1,2,3,5,DE,F @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8"GWB unblkd. 6d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 11 150 1/2"GWB blkd ea.side 5d @ 4,4,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 8"o/c 2 x 1,2,3,5,DE,F 12 175 5/8"GWB blkd ea.side 5d @ 4,4,12 16d @ 10"o/c 5/8"@ 4'-0"o/c 16d @ 6"o/c 2 x HOLE DOWN Footnote HD ID/,Uolift=load Simpson Model# Fasteners , Remarks NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. i A35 260 A35 12-8d each anchor Install 2-anchors at each end post per condition 3 of Simpson specs.See Typ.Hold Down detail. 8 A 1420 ST22 9-16d each end 'A equal strap length min.lap at splices and joints.Provide'/4 lap length for continuous straps. 4,6,8 B 3140 MST 27 15-16d each end 'A equal strap length min.lap at splices and joints.Provide Y.lap length for continuous straps. 4,6,8 C 4395 MST37 21-16d each end '/equal strap length minimum lap at splices and joints.Provide'.lap length for continuous straps. 4 6 8 D 4845 MST48 23-16d each and %equal strap length minimum lap at splices and joints.Provide'/.lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end %equal strap length minimum lap at splices and joints.Provide Y.lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB ea�h 3 1/2"edge member required.Floor to floor Hold down. 5,6,8 G 2945 PAHD42 16-16d or 3-1/2'MB Installation in 8"stem wall @ 8"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 Cl 1400 PAHD42 16-16d or 3-1/2"",MB Installation in 8"stem wall @'/s'from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/21 MB Installation in 8"stem wall @ 8"from corner.Use STHDI4RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/21 MB Installation in 8"stem wall @''A"from corner.Use STHDI4RJ w/Flr.Jst. J 5250/5860 HTT22 or PHD6 39-1Rd nr(181 1/2x3 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 8"embed. 5,6,9 J1 7175 HDQ8-SDS3 (20)SDS1/4)9 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wf SET'epoxy at 10"embec 5,6,9 Equiv.thd rod wISET epoxy at 10"embec 5,6,9 K 7460 HD8A 3-7/8"MB! 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 12"embec 5,6,7,9 L 9540 HD10A 4-7/8"M3 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. M 11080 HD14A 4-1"MB 1"x30"w/3"x1/4"washer or threaded rod w/42"dev.embd.Igth.May be hooked in wall plane. Equiv.thd rod wPSET epoxy at 18"embec 5,6,7,9 General Notes A. Equal approved/rated material and hardware may be subsituted. B. 1. Edge members(sills and end studs)at panel ID#2 without an*and higher require(1)3x nominal solid members,4x4 lumber may be used. 2. Provide 3x P.T.foundation sill plate for walls 4 through 8 w/5/8"A.B.as noted&2"x 2"x 3/16"GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B.when installed and inspected,as required per mfgr.Specs. A.B.may be sub.w/A.B.or larger diam. D. The panels indicated may be upsized with any APA rated structural panel,including OSB products,to units of equal or better value. Values are based on 1-1/4"min.8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in no irMal thickness i.e.,15/32"=1/2",7/16"=3//8"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl.Pour 15"x T'ftg.w/(2)cont.#4 rebar,an 8"stem wall w/(1)cont.#4 rebar top and btm. Verify top rebar located per holdown mfgr.spec. Footnotes: 1. Simpson A34's may be subsituted wi h Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails t framing member above plate. 3. Shear values for GWB panels may b increased by 100%in seismic zones other than 3&4. 4. 3x edge members may be substitute in.//(2)2x edge members w/10d @ 6"o.c.staggered at alternating sides. See General Note B. 5. Installation into an 8"foundation wall squired,min.2500 PSI concrete anchor bolts to have 2"x 1/16"sq.stl.GI washers. See General Note B. 6. 3x or(2)2x edge members required for hold down attachment. See footnote#4 and General Note B. r.r a rto.\ 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) 1.1a.1 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. I Shear Wall Symbol 9. Installation with adhesives requires certified inspection. . r architecture/planning25enet,27 ��GP Additional notes may appear on the Shear Wall Layout sheet. I C N ,sats sFerry Rosa,Suite r Lake Oswego,Oregon 97035 I,! IM 503 SU OW Structural Calculations for: • Oak Street Townhomes 10409 Akilean Terrace, 97223 - UNIT26 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing & %" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 1.50 psf %2" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live/Snow Loads 25.00 psf %" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf 1/11 underlayment 1.50 psf 3/" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf 1/" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf %" GWB 2.00 psf Total Live Loads 40.00 psf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL= 0.00 psf Floor diaphragms: (glued) 3/4" T&G CDX(APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX(APA 24/0) plywood or approved equal w/8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate/wall intersection. Fasten within a 5'-0"wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed/3 sec. Gust: 120 Wind Exposure Factor: B Site Elevation assumed: 380 Ground Snow Load PSF: 30 Miscellaneous: Soil Bearing: 1500 psf assumed Add.Snow Ld.=((Elev-380)8/212)+25)PSF 0 Concrete foundations: 3000-psi mix Concrete Flatwork: 2000-psi mix Beams and stringers: DF/L#1 or better Repetitive Joists: DF/L#2 or better Columns: DF/L#2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar-Grade 40 Structural components-ASTM A36 Prepared by: I C 0 N architecture/planning Ilc 18325 Boone.Ferry Road.Suite 201 Leda Oswego,Orogon 91035 1� v THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS.IT IS PREPARED SOLELY FOR THE PROJECT INDICATED.THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION.SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL.NO WARRANTY IS OFFERED OR IMPLIED.NOTIFY THE DESIGN PROFESSIONAL,PRIOR TO EXECUTION,IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. Version:31.16,19 _.. _ Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 10409 Akilean Terrace, 97223- UNIT 26 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I) Kzt= 1 Exp= B [Kd]= 0.85 Wind force: q== 0.00256 Kd Kzt Kh Ku V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt Ku Kh V2 Cp Elw qz PLF P1 = 0'- 15' qz= 0.00256 0.85 1 0.57 15 14400 1.10 = 346.71 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.10 = 125.71 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.10 = 133.82 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.10 = 141.93 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.10 = 308.18 TOTAL= 709.63 Height(Ht) K2 Force Kd Kzt Ku Kh V2 Cp N/S qz PLF P1 = 0'- 15' qz= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2=15'-20' qu= 0.00256 0.85 1 0.62 5 14400 1.3 = 126.28 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.3 = 134.42 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.3 = 142.57 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.3 = 309.58 TOTAL= 751.56 Front to Rear Height 33.00:$ - Width 15.00 Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height '37`.00.. = Width 39.00::Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY O 1 architecture/planning Ilc 16325 Boones Ferry Road,Suite 207 Lake Oswego.Oregon 97035 ,� lei 503 534 0337 onachilect.cwn Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10405 Akilean Terrace, 97223- Bldg 4 UNIT 27 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load (DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 61600 sf Site ClassD HRS_ X25„00; Floor= 10.00 psf ARw-ex= 195:00 sf S5= 77.1 : H2fIr= 1.2.00 Exterior wall = 10.00 psf ARw-in= $ ^98,00 sf S1= 393 H2rf= t1 t 0 Interior walls/partitions= 5.00 psf A2fIr= [585 00 sf Fs= 1;;00 H1fIr= Elevated Concrete Floor= 0.00 psf A2rf= =:48;00;sf F5= 160". ;Left to Right A2w-ex= x` '195;90 sf RFR HRn= ;25:00, A2w4n= 98;00 sf RLR="6 5 H2fIr=.12.00 A1flr= 53000 sf SMs= 0.771 H2rf= .:11.00 Alrf= 96:00 sf SMi = 0.629 H1fIr= _. 1,00 A1w-ex= k_$79.00 sf Sin= 0.52 Alw-in= :90.00 sf SDI = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof(ARrf)= 616.00 sf X 10.00 psf= 6160 # Area of upper exterior wall (ARw-ex)= 195.00 sf X 10.00 psf= 1950 # Area of upper interior wall (ARw-in)= 98.00 sf X 5.00 psf= 490 # Mass of Upper Roof(MUr)= 8600 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 585.00 sf X 10.00 psf= 5850 # Area of lower roof or elev. conc slabs(A2rf) = 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall(A2w-ex)= 195.00 sf X 10.00 psf= 1950 # Area of lower interior wall(A2w-in)= 98.00 sf X 5.00 psf= 490 # Mass of 2nd Floor(M2f)= 8770 # Area of 1st floor&walls Area of 1st floor(A1 flr)= 536.00 sf X 10.00 psf= 5360 # Area of lowest roof or elev. conc slabs(A1 rf)= 96.00 sf X 10.00 psf= 960 # Area of lowest exterior wall(A1w-ex)= 179.00 sf X 10.00 psf= 1790 # Area of lowest interior wall(A1w-in)= 90.00 sf X 5.00 psf= 450 # Mass of 1st Floor(M1f)= 8560 # Total Mass(TM)= 25930 Base shear Front to Rear Left to Right V=((1.2*Sps)/RFR)W= 0.095 W' V=((1.2*Sps)/RLR)W= 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFR/WX Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 46 1766 0.29 632 2.8 X = 18521 X = 234857 1.00 1766 4642 Left to Right Level Wx Hx WxHx Fa VS V5 total VtLRIWX Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 46 1766 0.01 632 2.8 X = 18521 X = 234857 1.00 1766 4642 1.Controlling V per IRC 16-56 C0 r9rchitccture/planning Ilc V 78325 Boones Ferry Road,Suite 207 Lake Oswego,Oregon 97035 IInri 503 534 0331 worn i,orlar,hiteCr corn Shear Wall Design Approach Governing shear force @ brace wall line: VG = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p= 1.10 Adjusted panel design load : V= 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: Vt= 3300 # Typical Uplift Calculation: Uplift Put = (((Vt x Hp)- (((Hp x Wp) x DLp)+(DLOp)) x .5(Wp))/Wp)+Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V = 330 # H p= 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel:Type 2 = 380 PLF allowable PU2Assumed = 1000 # Use Holdown: Type C (Simpson MST 37 wood to wood) = 3815#allowable yp ( p Deadload Type G (Simpson PAHD42 wood to conc.) = 2945#allowable over VtI- A tpti General Notes: }g . .3 Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): _ DLp @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" H p @ 9'-0"plate heights=9'/3.5=2.57'say 2'-7" 5W @ 10'-0"plate heights=10'/3.5=2.86'say 2'-10" 1 . Minimum panel widths in Seismic Zone 4=(2:1): P u 1 @ 8'-0"plate heights=8'/2=4'-0" . @ 9'-0"plate heights=9'/2=4'-6"' -" @ 10'-0"plate heights=10'/2=5'-0" 1. Reinforced concrete stem walls below panels may be raised,within limits, Wp per the calculations to achieve desired panel ratios. 2.There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over O t1l-chitecture/,ele ning lic 163c Bite FerryRoad,Suice 207 C Lake Oswego Oregon 97035 w con I I .1503 534 0337 architactcom Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10409 Akilean Terrace, 97223- UNIT 26 Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level -Roof Trib. Trib. Seismic Vx Wind Vx VG PnI Pnl PnI Trib. DL Pnl Design PNL. Brace Line Area Width Force Siesmic Force Wind Gov. Lngth Hght Wdth Brg. over Load Pi Load ID Uplift=Pu HD Load HD Notes naf nlf nlf Shanr I H W Area nlf nlf Front to Rear V1 308.0 7.5 1.9 573 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG _ 56 1 -5329 -5329 A V2 308.0 7.5 1.9 573 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A Z = 616.0 X = 1147 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 573 365 7483 7483 15.0 8.0 2.0 105.0 4200 499 WG 499 3 1809 1809 A 5 V4 308.0 20.5 1.9 573 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 616.0 X = 1147 Controlling p= 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 5. Use Perforated panel. 1 I architecture/planning Ile 1fi3c Bite Ferry Roatl.Suite i i iiir- Lake Oswego,Oreyon 97035 Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10409 Akilean Terrace, 97223-UNIT 26 Proj. No. 10107.02 Issue Date: 1/15/19 Main Level -Floor Trib. Trib. Seismic - Vx Wind Vx VG Gov. Pnl Pnl Pnl Trib. DL Pnl Design pni. Accum. Brace Line Force Siesmic Force Lngth Hght Wdth Brg. Load Pi Load Uplift=Pu HD Notes Area Width Wind Shears over ID HD Load ncf nif nlf I H W _ Oras nif _ nlf Front to Rear V5 311.0 7.5 2.7 850 526 3949 3949 36.0 9.0 36.0 . 0.0 0 110 WG 110 1 -673 0 A V6 311.0 7.5 ' 2.7 850 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A I = 622.0 1 = 1699 Controlling p= 1.00 Left to Right V7 282.0 19.5 2.7 770 623 12154 12154 15.0 9.0 2.0 20.0 800 810 WG 810 5 6800 8609 E 3,4,5 V8 340.0 , 23.5 2.7 929 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E 5 X = 622.0 I = 1699 Controlling p= 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X4 STL. FLAG POLE TO FDN/FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. I C O t J architecture/planning IIc 16325 Boones Ferry Road.Suite 207 Lake Oswego,Oregon 97035 '. 10 503 534 0337 enar<;iactuon, Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10409 Akilean Terrace, 97223- UNIT 26 Proj. No. 10107.02 Issue Date: 1/15/19 Lower Level -Floor Tri b. Trib. Seismic Vx Wind Vx Vo Gov. Pnl PnI PnI Trib. DL Pill Design Brace Line Force Siesmic Force Lngth Hght Wdth Br Load Pi Load Uplift=P Accum. Area Width Wind Shears g g 9' over PnI.ID HD Notes ncf nlf nlf I H W Area nlf nlf u HD Load Front to Rear V9 311.0 7.5 2.8 874 619 4640 4640 34.0 8.0 34.0 0.0` 0 136 WG 136 1 -302 0 G1 V10 311.0 7.5 2.8 874 619 4640 4640 36.0 8.0 36.0 0.0 0 129 WG 129 1 -445 0 G1 X = 622.0 2 = 1747 Controlling 1.00 Left to Right V11 282.0 19.5 2.8 792 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120183 STL 3,4,6 V12 340.0 23.5 ` 2.8 955 715 16814 16814 11.0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 X = 622.0 X = 1747 Controlling 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X4 STL. FLAG POLE TO FDN/FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12"x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT I f architecture/planning Ilc V 1oones Lake Oawego,Oregon 97055 tel 303.534033"! pwrckilecl.com Shear Panel and Hold Down Schedule PANEL PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF#2 Anchor.Bolt HF#2B Connection DF#2 DF#2 1 260 1/2"CDX 8d @ 6,6,12 16d @ 6"o/c 5/8"@ 4'-0"o/c 16d @ 5"o/c 2 x Typ.exterior wall const. 1,2,5,D,E,F 2 380 1/2"CDX 8c1@ 4,4,12 16d @ 5"o/c 5/8"@ 3'-4"o/c 16d @ 3"o/c 3 x 1,4,5,B,D,E,F 3 490 1/2"CDX 8c1@ 3,3,12 16d @ 4"o/c 5/8"@ 2'-6"o/c 16d @ 10"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 4 640 1/2”CDX 8d @ 2,2,12 16d @ 3"o/c 5/8"@ 2'-0"o/c 16d @ 4"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 5 770 1/2”CDX 10d @ 2,2,12 16d 4"o/c&A34 @ 12" 5/8"@ 1'-6"o/c 16d @ 3"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 6 980 3/8”CDX ea.side 8d @ 3,3,12 16d @ 8"o/c&A34 @ 6"o/c 5/8"@ 16"o/c 16d @ 5"o/c&A34 @ 6"o/c 3 x 1,2,4,5„D,E,F 7 1280 3/8”CDX ea.side 8d @ 2,2,12 16d @ 3.5"o/c&A34 a@ 6" 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no 1,2,5,D,E,F 8 1540 1/2"CDX ea.side 10d @ 2,2,12 16d @ 4"o/c&A34 @ 4"o/c 5/8"@ 10"o/c 16d @ 3"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts, no 1,2,5,D,E,F 9 50 1/2"GWB unblkd. 5d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8"GWB unblkd. 6d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 11 150 1/2"GWB blkd ea.side 5d @ 4,4,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 8"o/c 2 x 1,2,3,5,DE,F 12 175 5/8"GWB blkd ea.side 5d @ 4,4,12 16d @ 10"o/c 5/8"A 4'-0"o/c _ 16d @ 6"o/c 2 x 1,2,3,5,DE,F HOLO DOWN HD ID Uplift load Simpson Model# Fasteners Remarks Footnote - NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. I A35 260 A35 12-8d each anchor Install 2-anchors at each end post per condition 3 of Simpson specs.See Typ.Hold Down detail. A 1420 ST22 9-16d each end %equal strap length min.lap at splices and joints.Provide%lap length for continuous straps. 8 B 3140 MST 27 15-16d each nd %equal strap length min.lap at splices and joints.Provide"/lap length for continuous straps. 4,6,8 C 4395 MST37 21-16d each rid '/equal strap length minimum lap at splices and joints.Provide'/lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each rid 'A equal strap length minimum lap at splices and joints.Provide'/lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each rid 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB e ch 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-1/ 'MB Installation in 8"stem wall @ 8"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 G1 1400 PAHD42 16-16d or 3-1/2"MB Installation in 8"stem wall @'14"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @ 8"from corner.Use STHDI4RJ w/Fir.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2" MB Installation in 8"stem wall @%"from corner.Use STHDI4RJ w/Fir.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-15d or(1 P1 114x3 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 8"embed. 5,6,9 J1 7175 HDQ8-SDS3 (20)SDS1/4X3 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wfSET epoxy at 10"embec 5,6,9 K 7460 HD8A 3-7/8"MB 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wfSET epoxy at 10"embec 5,6,9 L 9540 HD10A 4-7/8"MB 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 12"embec 5,6,7,9 M 11080 HD14A 4-1"MB 1'X30"w/3"x1/4"washer or threaded rod w/42"dev.embd.Igth.May be hooked in wall plane. Equiv.thd rod wPSET epoxy at 18"ember 5,6,7,9 General Notes A. Equal approved/rated material and hardware may be subsituted. B. 1. Edge members(sills and end studs)at panel ID#2 without an*and higher require(1)3x nominal solid members,4x4 lumber may be used. 2. Provide 3x P.T.foundation sill plate for walls 4 through 8 w/5/8"A.B.as noted&2"x 2"x 3/16"GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B.when installed and inspected,as required per mfgr.Specs. A.B.may be sub.w/A.B.or larger diam. D. The panels indicated may be upsized with any APA rated structural panel,including OSB products,to units of equal or better value. Values are based on 1-1/4"min.8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nominal thickness i.e.,15/32"=1/2",7/16"=3//8"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl.Pour 15"x 7"ftg.w/(2)cont.#4 rebar,an 8"stem wall w/(1)cont.#4 rebar top and btm. Verify top rebar located per holdown mfgr.spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. panels may b in 3. Shear values for GWBccreased by 100%in seismic zones other than 3&4. 4. 3x edge members may be substituted /(2)2x edge members w/10d @ 6"o.c.staggered at alternating sides. See General Note B. 5. Installation into an 8"foundation wall r wired,min.2500 PSI concrete anchor bolts to have 2"x 1/16"sq.stl.GI washers. See General Note B. /\ 6. 3x or(2)2x edge members required for hold down attachment. See footnote#4 and General Note B. 1 Pm a no 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) r.o.1 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. I Shear Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. C architecture/planning lie 16325c ante Ferry U e/Suite a zoo se Lake Oswego.Oregon 97035 Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 10405 Akilean Terrace, 97223- Bldg 4 UNIT 27 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I) Kzt= 1 Exp= B [Kd]= 0.85 Wind force: qz= 0.00256 Kd Kzt Kn K V2 Cp = a pLF Height(Ht) K Force Kd Kzt K Kn V2 Cp EM qZ pLF P1 = 0'- 15' q== 0.00256 0.85 1 0.57 15 14400 1.10 = 346.71 P2=15'-20' q.= 0.00256 0.85 1 0.62 5 14400 1.10 = 125.71 P3=20'-25' q:= 0.00256 0.85 1 0.66 5 14400 1.10 = 133.82 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.10 = 141.93 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.10 = 308.18 TOTAL= 709.63 Height(Ht)K2 Force Kd Kzt K Kn V2 Cp N/S qz PLF P1 = 0'- 15' q== 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.3 = 126.28 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.3 = 134.42 P4=25'-30' q:= 0.00256 0.85 1 0.70 5 14400 1.3 = 142.57 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.3 = 309.58 TOTAL= 751.56 Front to Rear Height :33:00 _ Width .15:00;Ratio 2,2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 37.00 _ Width 39;00 Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY II ®ret /pa 16325c,hitBoonescFerurry Road,Sulite 207 nning Ilc Lake Oswego,Oregon 87035 ,I_ Ie1503.534,0337 erchihcl.cue Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10405 Akilean Terrace, 97223- Bldg 4 UNIT 27 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight (W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= VIA1,64)0,,sf Site Class= HR,= 251)0 Floor= 10.00 psf ARw-ex=iN3105;90. sf S.. 70 H2fIr= Exterior wall = 10.00 psf ARw-inV�"` 98,;Q0 sf S,_ H2rf= 11:00' Interior walls/partitions= 5.00 psf A2flr=tiV5,80,0 sf Fe.,1 00 H1flr= .:11;00, Elevated Concrete Floor= 0.00 psf A2rf= 4N,48:.90 sf F„_ 11607=,; Left to Right A2w-ex= sf RFR=;6 5 HRn= '25.00' A2w-in= sf RLR= 65 :` H2flr= 2,:00 A1flr= ASASSO sf SMs= 0.771 H2rf= =11.00; A1rf= sf SM1= 0.629 H1fIr= A1w-ex179 00;,sf Sos= 0.52 A1w-in : 90:00,sf SD,= 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof(ARrf)= 616.00 sf X 10.00 psf= 6160 # Area of upper exterior wall (ARw-ex)= 195.00 sf X 10.00 psf= 1950 # Area of upper interior wall (ARw-in)= 98.00 sf X 5.00 psf= 490 # Mass of Upper Roof(MUr)= 8600 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 585.00 sf X 10.00 psf= 5850 # Area of lower roof or elev.conc slabs (A2rf)= 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall (A2w-ex)= 195.00 sf X 10.00 psf= 1950 # Area of lower interior wall (A2w-in)= 98.00 sf X 5.00 psf= 490 # Mass of 2nd Floor(M2f)= 8770 # Area of 1st floor&walls Area of 1st floor(A1flr)= 536.00 sf X 10.00 psf= 5360 # Area of lowest roof or elev.conc slabs(A1 rf) = 96.00 sf X 10.00 psf= 960 # Area of lowest exterior wall (A1w-ex)= 179.00 sf X 10.00 psf= 1790 # Area of lowest interior wall (A1w-in) = 90.00 sf X 5.00 psf= 450 # Mass of 1st Floor(M1f)= 8560 # Total Mass (TM)= 25930 Base shear Front to Rear Left to Right V=((1.2*Sos)/RFR)W= 0.095 W' V=((1.2*Sos)/RLR)W= 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V5 Vs total VtFRWa Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 46 1766 0.29 632 2.8 = 18521 = 234857 1.00 1766 4642 Left to Right Level Wx Hx WxHx Fa V5 Vs total VtLRMhc Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 46 1766 0.01 632 2.8 = 18521 = 234857 1.00 1766 4642 1.Controlling V per IRC 16-56 O architecture/planning Ilc 16325 Boonea Ferry Road,Suite 207 lake Oswego,Oregon 97035 (', tel 503 530 0337 u.ww ico nwohitect_com Shear Wall Design Approach Governing shear force @ brace wall line: Vc = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p= 1.10 Adjusted panel design load : V= 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: Vt= 3300 # Typical Uplift Calculation: Uplift Put = (((Vt x Hp)- (((Hp x Wp) x DLp)+(DLOp))x .5(Wp))/Wp)+Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V= 330 # Hp = 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel:Type 2 = 380 PLF allowable Pu2Assumed = 1000 # Use Holdown: Type C (Simpson MST 37 wood to wood) = 3815#allowable load Pu2 v Type G (Simpson PAHD42 wood to conc.) = 2945#allowable Deadover i Vt General Notes: ; I: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): s ," I DLp @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" H @ 9'-0"plate heights=9'/3.5=2.57'say 2'-7" p 15W u @ 10'-0"plate heights= 10'/3.5=2.86'say 2'-10" _ t - , Minimum panel widths in Seismic Zone 4=(2:1): @ 8'-0"plate heights=8'/2=4'-0" _ Pu1 @ 9'-0"plate heights=9'/2=4'-6"' @ 10'-0"plate heights=10'/2=5'-0" 1. Reinforced concrete stem walls below panels may be raised,within limits, .4o. per the calculations to achieve desired panel ratios. 2.There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over 1 '!0 architecture/planning Ilc ` 16325 architecture/planning Ferry Road,Suite 207 Lake Oswego,Oregon 97035 .503534.033] www.iconarcNlacLcrnn Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10405 Akilean Terrace, 97223- Bldg 4 UNIT 27 Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level -Roof Area Width Vx Wind Vx VG Pnl Pnl Pnl Trib. DL Pnl Design pNL, U lift=Pu HD Load HD Notes Brace Line Force Siesmic Force Wind Gov. Lngth Hght Wdth Brg. over Load PiLoad ID p Trib. Trib. Seismic nqf nlf nlf Chaar I la W Area nlf nlf Front to Rear V1 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A = 616.0 / = 1155 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 577 365 7483 7483 15.0 8.0 3.0 105.0 4200 499 WG 499 3 1768 1768 A 5 V4 308.0 20.5 1.9 577 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 616.0 / = 1155 Controlling p= 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 5. Use Perforated panel. Oarchitccturc/planning Ilc I C 11111 N 16325BFerry 97.Suite 207 wW rnu makeeOsww egogo,Oregon,,97035 a.oaa> ,nitmi,00m Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10405 Akilean Terrace, 97223-Bldg 4 UNIT 27 Proj. No. 10107.02 Issue Date: 1/15/19 Main Level -Floor Trib. Trib. Seismic Vx Wind Vx VG Gov. Pni Pnl Pnl Trib. DL Pnl Design Brace Line FWind Shears Lngth Hght Wdth Brg. over Load Pi Load IDI. orce Siesmic ForceAccum. Area Width Uplift=Pu HD Load HD Notes _ ncf nlf nif I 1-1 W Arca nif nif Front to Rear V5 316.0 7.5 2.7 859 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A V6 316.0 7.5 2.7 859 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A X = 632.0 X = 1718 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.7 794 623 12154 12154 15.0 9.0 4.5 20.0 800 810 WG 810 5 6685 8453 E 3,4,5 V8 340.0 23.5 2.7 924 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E 5 = 632.0 X = 1718 Controlling p= 1.00 1.WG=Wind governs, typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X4 STL. FLAG POLE TO FDN/FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. I0 I architecture/plonniIIg Ilc 16325 eowres FerryRoad.Suite 107 Lake Oswego.Oregon 97075 Il' ILa3.530.0�31 mrx.�q.o3,3.cl.com Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10405 Akilean Terrace, 97223-Bldg 4 UNIT 27 Proj. No. 10107.02 Issue Date: 1/15/19 Lower Level -Floor Trib. Trib.- Seismic Vx Wind Vx VG Gov. PnI Pnl Pnl Trib. DL PnI Design Uplift=P Accum. Brace Line Force Siesmic Force Lngth Hght Wdth Brg. over Load P1 Load PnI.ID HD Notes Area Width Wind Shears u HD Load naf nif nif I H AN Crag nlf nlf Front to Rear V9 316.0 7.5 2.8 883 619 4640 4640 30.0 8.0 30.0 0.0 0 155 WG 155 1 7 7 G1 V10 316.0 7.5 2.8 883 619 4640 4640 36.0 8.0 36.0 0.0 0 129 WG 129 1 -445 0 01 $ = 632.0 1 = 1766 Controlling 1.00 Left to Right V11 292.0 19.5 2.8 816 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120026 STL 3,4,6 V12 340.0 23.5 2.8 950 715 16814 16814 11.0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 1 = 632.0 1 = 1766 Controlling 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN/FTG. F OM ABOVE 4. USE THREADED ROD TO A.B. BELOW / COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12" x 18" CONTINU US ACROSS ENTIRE WIDTH OF UNIT I /+ONOrChiteCtUre/p101.....1w.i. ngIIC 'IL0kBoones Ferry Road,Suite 207 c,n,rxi V' Lake Oswego,Oreton 97075 y I Shear Panel and Hold Down Schedule PANEL PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF#2 Anchor Bolt HF#2B Connection DF#2 DF#2 1 260 1/2"CDX 8d @ 6,6,12 16d @ 6"o/c 5/8"@ 4'-0"o/c 16d @ 5"o/c 2 x Typ.exterior wall const. 1,2,5,D,E,F 2 380 1/2"CDX 8c1@ 4,4,12 16d @ 5"o/c 5/8"@ 3'-4"o/c 16d @ 3"o/c 3 x 1,4,5,B,D,E,F 3 490 1/2"CDX 8d @ 3,3,12 16d @ 4"o/c 5/8"@ 2'-6"o/c 16d @ 10"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 4 640 1/2”CDX 8d @ 2,2,12 16d @ 3"o/c 5/8"@ 2'-0"o/c 16d @ 4"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 5 770 1/2”CDX 10d @ 2,2,12 16d @ 4"o/c&A34(7a. 12" 5/8"@ 1'-6"o/c 16d @ 3"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 6 980 3/8”CDX ea.side 8d @ 3,3,12 16d @ 8"o/c&A34 @ 6"o/c 5/8"@ 16"o/c 16d @ 5"o/c&A34 @ 6"o/c 3 x 1,2,4,5„D,E,F 7 1280 3/8”CDX ea.side 8d @ 2,2,12 16d(o?3.5"o/c&A34 @ 6" 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts, no 1,2,5,D,E,F 8 1540 1/2"CDX ea.side 10d @ 2,2,12 16d @ 4"o/c&A34 @ 4"o/c 5/8"@ 10"o/c 16d @ 3"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts, no 1,2,5,D,E,F 9 50 1/2"GWB unblkd. 5d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8"GWB unblkd. 6d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 11 150 1/2"GWB blkd ea.side 5d @ 4,4,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 8"o/c 2 x 1,2,3,5,DE,F 12 175 5/8"GWB blkd ea.side 5d @ 4,4,12 16d @ 10"o/c 5/8"@ 4'-0"o/c 16d @ 6"o/c 2 x 1,2,3,5,DE,F HOLO DOWN HD ID,.Uplift load Simpson-Model-# Fasteners Remarks Footnote NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. I A35 260 A35 12-8d each anchor Install 2-anchors at each end post per condition 3 of Simpson specs.See Typ.Hold Down detail. A 1420 ST22 9-16d each end 14 equal strap length min.lap at splices and joints.Provide%lap length for continuous straps. 8 B 3140 MST 27 15-16d each end 14 equal strap length min.lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 C 4395 MST37 21-16d each end /equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end 'A equal strap length minimum lap at splices and joints.Provide%lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB each 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-1/2"MB Installation in 8"stem wall @ 8"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 G1 1400 PAHD42 16-16d or 3-1/2°MB Installation in 8"stem wall @'A"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @ 8"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2°MB Installation in 8"stem wall @'A"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d nr(181 1/40 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 8"embed. 5,6,9 J1 7175 HDQ8-SDS3 (20)SDS1/4X3 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 10"ember 5,6,9 K 7460 HD8A 3-7/8"MB 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod w/SET epoxy at 10"embec 5,6,9 L 9540 HD10A 4-7/8"MB 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 12"ember 5,6,7,9 M 11080 HD14A 4-1"MB 1"x30"w/3"x1/4"washer or threaded rod w/42"dev.embd.lgth.May be hooked in wall plane. Equiv.thd rod wPSET epoxy at 18"ember 5,6,7,9 General Notes A. Equal approved/rated material and hardware may be subsituted. B. 1. Edge members(sills and end studs)at panel ID#2 without an*and higher require(1)3x nominal solid members,4x4 lumber may be used. 2. Provide 3x P.T.foundation sill plate for walls 4 through 8 w/5/8"A.B.as noted&2"x 2"x 3/16"GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B.when installed and inspected,as required per mfgr.Specs. A.B.may be sub.w/A.B.or larger diam. D. The panels indicated may be upsized with any APA rated structural panel,including OSB products,to units of equal or better value. Values are based on 1-1/4"min.8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nominal thickness i.e., 15/32"=1/2",7/16"=3//8"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl.Pour 15"x 7"ftg.w/(2)cont.#4 rebar,an 8"stem wall w/(1)cont.#4 rebar top and btm. Verify top rebar located per holdown mfgr.spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100%in seismic zones other than 3&4. 4. 3x edge members may be substituted w/(2)2x edge members w/10d @ 6"o.c.staggered at alternating sides. See General Note B. 5. Installation into an 8"foundation wall required,min.2500 PSI concrete anchor bolts to have 2"x 1/16"sq.stl.GI washers. See General Note B. 6. 3x or(2)2x edge members required for hold down attachment. See footnote#4 and General Note B. P,dno a 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) r.a.i 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. Shear Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. O architccturc/planning Ilc N 16325 Boom Ferry Road,suits 207 111 II lake Oswego,Oregon 97035 el:;035240337 ww.kwwliilsl...0 3 Structural Calculations for: Oak Street Townhomes 10401 Akilean Terrace, 97223 - Bldg 4 UNIT 28 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing & 1/" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 1.50 psf 1/2" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live/Snow Loads 25.00 psf 1/2" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext.Wall Loads 10.25 psf %" underlayment 1.50 psf 3/" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf '/2" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf '/2" GWB 2.00 psf Total Live Loads 40.00 psf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL= 0.00 psf Floor diaphragms: (glued) 3/4" T&G CDX(APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX(APA 24/0) plywood or approved equal w/ 8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate/wall intersection. Fasten within a 5'-0"wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed/3 sec. Gust: 120 Wind Exposure Factor: B Site Elevation assumed: 380 Ground Snow Load PSF: 30 Miscellaneous: Soil Bearing: 1500 psf assumed Add.Snow Ld.=((Elev-380)8/212)+25)PSF 0 Concrete foundations: 3000-psi mix Concrete Flatwork: 2000-psi mix Beams and stringers: DF/L#1 or better Repetitive Joists: DF/L#2 or better Columns: DF/L#2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar-Grade 40 Structural components -ASTM A36 Prepared by: I C 0 N architccturc/plaSihnning Ilc 163c Boonea Ferry Road, Lake Oswego,Oregon 9]035 US THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS.IT IS PREPARED SOLELY FOR THE PROJECT INDICATED.THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION.SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL,NO WARRANTY IS OFFERED OR IMPLIED.NOTIFY THE DESIGN PROFESSIONAL,PRIOR TO EXECUTION,IN THE EVENT OF AN i,'AMBIGUITY OR DISCREPANCY. Vesicn:01.15.19 Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 10401 Akilean Terrace, 97223- Bldg 4 UNIT 28 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I) Kzt= 1 Exp= B [Kd]= 0.85 Wind force: qz= 0.00256 Kd Kzt Kh Kz V2 Cp = qz PLF Height(Ht) Kh Force Kd Kzt Kz Kh V2 Cp En+v qz PLF P1 = 0'- 15' qz= 0.00256 0.85 1 0.57 15 14400 1.10 = 346.71 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.10 = 125.71 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.10 = 133.82 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.10 = 141.93 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.10 = 308.18 TOTAL= 709.63 Height(Ht) K2 Force Kd Kzt Kz Kh V2 Cp NS qz PLF P1 = 0'- 15' qz= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.3 = 126.28 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.3 = 134.42 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.3 = 142.57 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.3 = 309.58 TOTAL= 751.56 Front to Rear Height „'33:00;;; - Width 15.001 Ratio 2,2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height '37.00.' _ Width 39.00 Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY 0 architecture/planning Ilc 16325 architecture/planning Ferry Road,Suite 207 Lake Oswego,Oregon 97035 elllel 503.534 0337 www iconerchfiect corn r Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10401 Akilean Terrace, 97223- Bldg 4 UNIT 28 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight (W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf 6.145 00 sf Site Class D HR = 25'000 Floor= 10.00 psf ARw-ex 1f:00,sf S3 77'l >" H2flr= 12.00 Exterior wall = 10.00 psf ARw-in ."i95; M Shear Wall Design Approach Governing shear force @ brace wall line: VG = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p= 1.10 Adjusted panel design load : V= 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: Vt = 3300 # Typical Uplift Calculation: Uplift Put = (((Vi x Hp)- (((Hp x Wp) x DLp)+(DLOp)) x .5(Wp)) /Wp)+Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V= 330 # Hp = 8 FT Pu= 2915 # DLp = 15 # DLOp = 250 # Use panel:Type 2 = 380 PLF allowable Pu2Assumed = 1000 # Use Holdown: Type C (Simpson MST 37 wood to wood) = 3815#allowable Pu2 De load Type G (Simpson PAHD42 wood to conc.) = 2945#allowable v over Vt ._. . �. General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): - DLp @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" @ 9'-0"plate heights=9'/3.5=2.57'say 2'-7" Hp 5W E @ 10'-0"plate heights=10'/3.5=2.86'say 2'-10" r, Minimum panel widths in Seismic Zone 4=(2:1): 6 . ' Pu1 @ 8'-0"plate heights=8'/2=4'-0" @ 9'-0"plate heights=9'/2=4'-6"' ..( ) , y @ 10'-0"plate heights=10'/2=5'-0" 1. Reinforced concrete stem walls below panels may be raised,within limits, per the calculations to achieve desired panel ratios. 2.There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over I C N® irchtecture/planning Ilc _ 76325 Boones Ferry Road,Suite 207 Lake Oswego,Oregon 97035 III .1 003.534 0337 www.IconarcNlect.corn Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10401 Akilean Terrace, 97223- Bldg 4 UNIT 28 Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level -Roof Trib. Trib. Seismic Vx Wind Vx VG Pnl Pnl Pnl Trib. DL Pnl Design PNL. Brace Line Area Width Wind Force Siesmic Force Gov. Lngth Hght Wdth Brg. over Load Pi Load ID Uplift=Pu HD Load HD Notes nsf nlf nlf ChPar I V W Arpa nlf nlf Front to Rear V1 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A = 616.0 X = 1110 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 365 7483 7483 15.0 8.0 2.5 105.0 4200 499 WG 499 3 1789 1789 A, 5 V4 308.0 20.5 1.8 555 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 1 = 616.0 X = 1110 Controlling p= 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 5. Use Perforated panel. I C Oarchitecture/planning Ilc 76325 Booms Ferry Road.Soda 207 Lake Oswego,Oregon 97035 NSei 503'53403]] namnitmtoom s y Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10401 Akilean Terrace, 97223- Bldg 4 UNIT 28 Proj. No. 10107.02 Issue Date: 1/15/19 Main Level -Floor Trib. Trib. Seismic Vx Wind Vx VG Gov. Pnl Pnl Pnl Trib. DL PnI Design Brace Line Force Siesmic Force Lngth Hght Wdth Br Load Pi Load ID Uplift=Pu HD cum. HD Notes Area Width Wind Shears g g g' over ID HD Load naf nif nlf I H W 4rPa nif nlf Front to Rear V5 309.0 7.5 2.7 821 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A V6 309.0 7.5 2.7 821 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WO 110 1 -673 0 A 1 = 618.0 1 = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 2.7 738 623 12154, 12154 15.0 9.0 2,5 20.0 800 810 WG 810 5 6777 8566 E 3,4,5 V8 340.0 23,5 _ 2.7 903 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E _ 5 Z = 618.0 = 1641 Controlling p= 1.00 1.WG=Wind governs, typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X4 STL. FLAG POLE TO FDN/FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. IO a325Booccturc/planning Ilc 16325 a ite Ferry Road,Suita 207 Lake Oawogo,Oregon 97035 le .i eon ae.aa3> Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10401 Akilean Terrace, 97223- Bldg 4 UNIT 28 Proj. No. 10107.02 Issue Date: 1/15/19 Lower Level -Floor Trib. Trib. Seismic Vx Wind Vx VG Gov. Pnl Pnl Pnl Trib. DL Pnl Design Uplift=P Accum. Brace Line, Area Width Force Siesmic Force Wind Shears Lngthg g over Hght Wdth Br Load Pi Load Pnl.ID u HD Load HD Notes ncf nif nif I H W Gran nif nif Front to Rear V9 309.0 7.5 2.7 840 619 4640 4640 18.5 8.0 18.5 0.0 0 251 WG 251 1 1248 1248 G1 V10 309.0 7.5 2.7 840 619 4640 4640 23.0 8.0 23.0 0.0 0 202 WG 202 1 671 671 G1 = 618.0 = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120139 STL 3,4,6 V12 340.0 23.5 2.7 925 715 16814 16814 11,0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 = 618.0 = 1681 Controlling 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X4 STL. FLAG POLE TO FDN/FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12"x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT Qarchitecture/planning Ilc 1 C +aBowes Ferry Road. 207 lakeke Oswego,Oregonn97035 el 503 5310337 pwnM1Nacl.cum • , • Shear Panel and Hold Down Schedule PANEL PNL Shear Panel Material Common Nailing Sole Plate Anchors ID' Value Top Plate Edge Mem. Remarks Requirements Staggered Nailing DF#2 Anchor Bolt.HF#2B Connection DF#2 DF#2 Footnote 1 260 1/2"CDX 8d @ 6,6,12 16d @ 6"o/c 5/8"@ 4'-0"o/c 16d @ 5"o/c 2 x Typ.exterior wall const. 1,2,5,D,E,F 2 380 1/2"CDX 8d @ 4,4,12 16d @ 5"o/c 5/8"@ 3'-4"o/c 16d @ 3"o/c 3 x 3 490 1/2"CDX 8d @ 3,3,12 16d @ 4"o/c 5/8"@ 2'-6"o/c 16d @ 10"o/c&A34 12"o/c 3 x 1,2,5,B,D,E,F @ 4 640 1/2"CDX 8d @ 2,2,12 16d @ 3"o/c 5/8"@ 2'-0"o/c 16d @ 4"o/c&A34 @ 12"o/c 3 x 1, ,4,5„D,E,F 5 770 1/2”CDX 10d @ 2,2,12 16d 4"o/c&A34(cil 12" 5/8"@ 1'-6"o/c 16d @ 3"o/c&A34 12"o/c 3 x 1,2,4,5„D,E,F 6 980 3/8”CDX ea.side 8d @ 3,3,12 16d @ 8"o/c&A34 @ 6"o/c 5/8"@ 16"o/c 16d @ 5"o/c&A34 @ 6"o/c 3 x 1,2,4,5„D,E,F 7 1280 3/8”CDX ea.side 8d 2,2,12c3461,2,4,5„D,E,F 8 1540 1/2”CDX ea.side 10d @ 2,2,12 16d @ 43 o/c&A34 @ 4 o/c 5/8"@ 10"o/c 16d @ 3"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no 1,2,5,D,E,F 9 50 1/2"GWB unblkd. 5d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x Use 4x4 posts, no 1,2,5,D,E,F 10 57.5 5/8"GWB unblkd. 6d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 11 150 1/2"GWB blkd ea.side 5d 4,4,12 1,2,3,5,DE,F 12 175 5/8"GWB blkd ea.side 5d A 4,4,12 16d A 10"o/c 5/8"(rD,4o/c 16d C�6"o/c 2 x'-0" 1,2,3,5,DE,F HOLO DOWN 1,2,3,5,DE,F HD ID Uplift load Simpson Model# Fasteners Remarks '" - NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. I •'(®��' A35 260 A35 12-8d each anchor Install 2-anchors at each end post per condition 3 of Simpson specs.See Typ.Hold Down detail. A 1420 ST22 9-16d each end %equal strap length min.lap at splices and joints.Provide^/.lap length for continuous straps. B 3140 MST 27 15-16d each end %equal strap length min.lap at splices and joints.Provide"A lap length for continuous straps. I 8 C 4395 MST37 21-16d each end %equal strap length minimum lap at splices and joints.Provide^/.lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each end %equal strap length minimum lap at splices and joints.Provide^/.lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end /equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB each 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-1/2°MB Installation in 8"stem wall @ 8"from comer.Use LSTHD8RJ w/Flr.Jst. 4,6,8 G1 1400 PAHD42 16-16d or 3-1/2°MB Installation in 8"stem wall @^%"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2°MB Installation in 8"stem wall @ 8"from corner.Use STHDI4RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @''"from corner.Use STHDI4RJ w/Flr.Jst. 5,6,8 5,6,8 J 5250/5860 HTT22 or PHD6 32-1 Firs or(181 1/40 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod wISET epoxy at 8"embed. 5,6,9 J1 7175 HDQ8-SDS3 (20)SDS1/4X3 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. K 7460 HD8A 3-7/8"MB 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wfSET epoxy at 10"embec 5,6,9 L 9540 HD10A 4-7/8"MB 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 10"embec 5,6,Equiv.thd rod wiSET epoxy at 12"embec , 9 M 11080 HD14A 4-1"MB 1"x30"w/3"x1/4"washer or threaded rod w/42"dev.embd.Igth.May be hooked in wall plane. Equiv.thd rod wISET epoxy at 18"ember 5,6,7,9 General Notes A. Equal approved/rated material and hardware may be subsituted. B. 1. Edge members(sills and end studs)at panel ID#2 without an*and higher require(1)3x nominal solid members,4x4 lumber may be used. 2. Provide 3x P.T.foundation sill plate for walls 4 through 8 w/5/8"A.B.as noted&2"x 2"x 3/16"GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B.when installed and inspected,as required per mfgr.Specs. A.B.may be sub.w/A.B.or larger diam. D. The panels indicated may be upsized with any APA rated structural panel,including OSB products,to units of equal or better value. Values are based on 1-1/4"min.8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nominal thickness i.e., 15/32"=1/2",7/16"=3118"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl.Pour 15"x 7"ftg.w/(2)cont.#4 rebar,an 8"stem wall w/(1)cont.#4 rebar top and btm. Verify top rebar located per holdown mfgr.spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100%in seismic zones other than 3&4. 4. 3x edge members may be substituted w/(2)2x edge members w/10d @ 6"o.c.staggered at altemating sides. See General Note B. 5. Installation into an 8"foundation wall required,min.2500 PSI concrete anchor bolts to have 2"x 1/16"sq.stl.GI washers. See General Note B. 6. 3x or(2)2x edge members required for hold down attachment. See footnote#4 and General Note B. 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) rpt°"D 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. 1.41.1 9. Installation with adhesives requires certified inspection. 1511ear Wall Symbol Additional notes may appear on the Shear Wall Layout sheet. Qt ChItCCtt C/p�0111119 IlC O76325 Boone Feat'IJRoad,Suds 20117 uslake Oawego On gon 97035 . "��`I nr U S Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223- Bldg 4 UNIT 24 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I) Kzt= 1 Exp= B [Kd]= 0.85 Wind force: q.= 0.00256 Kd Kzt Kh Kz V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt Kz Kh V2 Cp enm qz PLF P1 = 0'- 15' q.= 0.00256 0.85 1 0.57 15 14400 1.10 = 346.71 P2= 15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.10 = 125.71 P3=20'-25' q.= 0.00256 0.85 1 0.66 5 14400 1.10 = 133.82 P4=25'-30' q.= 0.00256 0.85 1 0.70 5 14400 1.10 = 141.93 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.10 = 308.18 TOTAL= 709.63 Height(Ht) K2 Force Kd Kzt K. Kh V2 Cp NIS qz PLF P1 = 0'- 15' qz= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.3 = 126.28 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.3 = 134.42 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.3 = 142.57 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.3 = 309.58 TOTAL= 751.56 Front to Rear Height 133,00 I T Width 415!00 Ratio 2.2 FON DL REDUCTION DOES NOT APPLY Left to Right Height '37:00 - Width `39.00'_Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY O architecture/Planning Ilc 16325 800000 Ferry Road,Suite 207 1 ,. Lake Oswego,Oregon 97035 ww 1a1503.534.033) Onarchkectcom I Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223- Bldg 4 UNIT 24 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight (W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= ,x.;61.6:00' sf Site Class=NADAV: FIR,= ..25..00' Floor= 10.00 psf ARw-ex= 1,1.90;00sf Ss. 77 1 °e: H2fIr= 1.2`00 Exterior wall = 10.00 psf ARw-in= 95:00: sf S1. 39.3,4.; H2rf= X11:'00; Interior walls/partitions = 5.00 psf A2flr= 571:.00 sf Fa= 1:00 - H1flr= .x:1,00, Elevated Concrete Floor= 0.00 psf A2rf= 48'.00 sf F„- 1:60 Left to Right A2w-ex= 190:00'sf RFR= 65r,„' HRn= 25.00; A2w-in= -95:00'sf RLR= 6;5 --';` H2flr= 12,00 A1flr= 343.00:sf SMS= 0.771 H2rf=n11 00 Al rf= ,.2.76.00 sf SM, = 0.629 H1fIr= ,;11: 0; A1w-ex= ,=,1:14.00 sf SDS= 0.52 A1w-in= x;57.00 sf So, = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof(ARrf)= 616.00 sf X 10.00 psf= 6160 # Area of upper exterior wall (ARw-ex)= 190.00 sf X 10.00 psf= 1900 # Area of upper interior wall (ARw-in)= 95.00 sf X 5.00 psf= 475 # Mass of Upper Roof(MUr)= 8535 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 571.00 sf X 10.00 psf= 5710 # Area of lower roof or elev.conc slabs (A2r0= 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall (A2w-ex)= 190.00 sf X 10.00 psf= 1900 # Area of lower interior wall (A2w-in)= 95.00 sf X 5.00 psf= 475 # Mass of 2nd Floor(M2f)= 8565 # Area of 1st floor&walls Area of 1st floor(Al flr)= 343.00 sf X 10.00 psf= 3430 # Area of lowest roof or elev.conc slabs(A1 rf) = 276.00 sf X 10.00 psf= 2760 # Area of lowest exterior wall (A1w-ex)= 114.00 sf X 10.00 psf= 1140 # Area of lowest interior wall (A1w-in)= 57.00 sf X 5.00 psf= 285 # Mass of 1st Floor(Mit)= 7615 # Total Mass (TM)= 24715 Base shear Front to Rear Left to Right V=((1.2*Sos)/RFR)W= 0.095 W1 V=((1.2*Sos)/RLR)W= 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V5 Vstotal VtFRnnu Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.31 619 2.7 X = 17654 X = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa Vs Vs total VtLRMIx Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.01 619 2.7 X = 17654 X = 231264 1.00 1684 4437 1.Controlling V per IRC 16-56 O ®rchitcctur A,I,F207 Ilc 16325 Boones Ferry Road,Suites 207 Lake Oswego.OreDon 97035 ,I, lel 503.5340337 www ionerchtect.corn a Shear Wall Design Approach Governing shear force @ brace wall line: VG = 3000 # Sum of designated length of full height shear panel @ brace line: W = 10 ft Load plf of designated brace wall @ brace line: V/W = 300 plf Shear redundancy adjustment factor: p= 1.10 Adjusted panel design load : V= 330 plf Panel selection determined from this plf load from Shear Panel Schedule Adjusted overturning load: Vt = 3300 # Typical Uplift Calculation: Uplift Put = (((Vt x Hp)- (((Hp x Wp) x DLp)+(DLOp)) x .5(Wp))/ Wp)+Pu2 = 2915 # Per Shear Wall Schedule: Wp = 10 FT V= 330 # Hp = 8FT Pu= 2915 # DLp = 15 # DLOp= 250 # Use panel:Type 2 = 380 PLF allowable PU2Assumed = 1000 # Use Holdown: Type C (Simpson MST 37 wood to wood) = 3815#allowable Deadload Pu2 Type G (Simpson PAHD42 wood to conc.) = 2945#allowable over - Vt General Notes Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): }11• @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" Hp11121 -0 @ 9'-0"plate heights=9'/3.5=2,57'say 2'-7" @ 10'-0"plate heights=10'/3.5=2.86'say 2'-10" Minimum panel widths in Seismic Zone 4=(2:1): Pitt @ 8'-0"plate heights=8'/2=4'-0" gmhAA. @ 9'-0"plate heights=9'/2=4'-6' +' MI @ 10'-0"plate heights= 1072=5'-0" 1. Reinforced concrete stem walls below panels may be raised,within limits, per the calculations to achieve desired panel ratios. 2.There are additional adjustment factors in Zone 4 that are not shown in this example. 3. Panel uplift calcualtions similar for Pu2 at panel over I COarchitecture/ 0.2no,ing Ilc 763c B ite FerryRoad,Suite 207 C Lake Oswego Oregon 97035 IS tel 503 534 0337 onxch a t com Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223- Bldg 4 UNIT 24 Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level -Roof Trib. Trib. Seismic Vx Wind Vx VG Pnl Pnl Pnl Trib. DL Pnl Design Brace Line Force Siesmic Force PNL. Area Width Wind Gov. Lngth Hght Wdth Brg. over Load Pi Load ID Uplift=Pu HD Load HD Notes nsf nlf nlf Rhaar J H W lima nlf Front to Rear I nlf I I 7.5 1.8 555 V2 308.0 I 7.5 1 1.8 1 555 1 268 2012 268 2012 1 2012 2012 1 36.0 36.0 1 8.0 8.0 136.0 1215.01 8600 215.0 8600 56 WG 56 1 -5329 5329 A 1 I X = 616.0 E = 1110 1 56 WG 56 1 1 -5329 1 -5329 1 A Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 365 7483 7483 15.0 V4 308.0 1 20.5 l 1.8 1 555 1 365 1 7483 1 7483 1 15.0 J 8.0 I 2.5 4.5 1105.01 4200 4200 1 499 WG 499 I 3 499 WG 499 3 I 1707 1789 A 5 X = 616.0 = 1110 1 178 1707 1 A 1 5 Controlling p= 1.00 1.WG=Wind governs, typical all levels 2.Typical panel DL weight= 10 psf 5. Use Perforated panel. I0 architectur /planning Ilc 1fi3c Booties t u Roatl.Suite 207 'l Lake Oswego,Oregon 97035 e1603.501.033] wyw.x.wwrchNect.com Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223-Bldg 4 UNIT 24 Proj. No. 10107.02 Issue Date: 1/15/19 Main Level -Floor Seismic Vx WindPnl Pnl Pnl Trib. DL Pnl Design poi. Accum. Trib.a Width Vx VhGov. Lngth Hght Wdth Br Load Pi Load ID Uplift=Pu HD Load HD Notes Brace Line Force Siesmic Force Wind Shears g g g• over Area nef nlf nif reI H W Area nlf nif Front to Rear V5 309.0 7.5 2.7 821 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A V6 309.0 7.5 2.7 821 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A 1 = 618.0 1 = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 2.7 738 623 12154 12154 15.0 9.0 2.5 20.0 800 810 WG 810 5 6777 8566 E 3,4,5 V8 340.0 23.5 2.7 903 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E` 5 1 = 618.0 li = 1641 Controlling p= 1.00 1.WG=Wind governs, typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X4 STL. FLAG POLE TO FDN/FTG. 4. USE A THREADED ROD TO A.B. BELOW W/ COUPLER 5. Use Perforated panel. Oarchitecture/Planning Ilc I c Rs N tel F.,.5.0337 takes Ferry Road.Suits 207 . "n J e< o Lake Oswego3wego,Oregonn97035 d 1 Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10417 Akilean Terrace, 97223- Bldg 4 UNIT 24 Proj. No. 10107.02 Issue Date: 1/15/19 Lower Level -Floor .: Trib. Trib. Seismic Vx Wind Vx Vo Gov. PnI PnI Pnl Trib. Pill Design race Line Force Siesmic Force DL g Uplift=P Accum. 1, Area Width Wind Shears Lngth Hght Wdth Brg. over Load P+ Load Pnl•ID HD Notes ncf nlf nlf I H W Aran nlf nlf u HD Load Front to Rear V9 309.0 7.5 2.7 840 619 4640 4640 20.5 8.0 20.5 0.0 0 226 WG 226 1 970 970 G1 V10 309.0 7.5 2.7 840 619 4640 4640 23.0 8.0 23.0 0.0 0 202 WG 202 1 671 671 G1 X = 618.0 X = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 715 13952 13952 1.0; 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120139 STL 3,4,6 V12 340.0 23.5 2.7 925 715 16814 16814 11.0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 X = 618.0 Z = 1681 Controlling 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 3. 4 X4 STL. FLAG POLE TO FDN/FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/ COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 12"x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT 0architectur /planning Uc I1fi325 Boorres FarryRoatl.Suila 207 Lake Oewego,Oregon 97055 1111tel.'.F73.531.CtJ3w....cow,,tt,t.wr, Shear Panel and Hold Down Schedule PANEL PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF#2 ,Anchor Bolt HF#2B Connection DF#2 DF#2 1 260 1/2"CDX 8d @ 6,6,12 16d @ 6"o/c 5/8"@ 4'-0"o/c 16d @ 5"o/c 2 x Typ.exterior wall const. 1,2,5,D,E,F 2 380 1/2"CDX 8c1@ 4,4,12 16d @ 5"o/c 5/8"@ 3'-4"o/c 16d @ 3"o/c 3 x 1,4,5,B,D,E,F 3 490 1/2"CDX 8d @ 3,3,12 16d @ 4"o/c 5/8"@ 2'-6"o/c 16d @ 10"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 4 640 1/2”CDX 8d @ 2,2,12 16d @ 3"o/c 5/8"@ 2'-0"o/c 16d @ 4"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 5 770 1/2”CDX 10d @ 2,2,12 16d @ 4"o/c&A34 @ 12" 5/8"@ 1'-6"o/c 16d @ 3"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 6 980 3/8”CDX ea.side 8d @ 3,3,12 16d @ 8"o/c&A34 @ 6"o/c 5/8"@ 16"o/c 16d @ 5"o/c&A34 @ 6"o/c 3 x 1,2,4,5„D,E,F 7 1280 3/8”CDX ea.side 8d @ 2,2,12 16d @ 3.5"o/c&A34 @ 6" 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no 1,2,5,D,E,F 8 1540 1/2"CDX ea.side 10d @ 2,2,12 16d @ 4"o/c&A34 @ 4"o/c 5/8"@ 10"o/c 16d @ 3"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts, no 1,2,5,D,E,F 9 50 1/2"GWB unblkd. 5d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8"GWB unblkd. 6d @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 12"o/c 2 x 1,2,3,5,DE,F 11 150 1/2"GWB blkd ea.side 5d @ 4,4,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 16d @ 8"o/c 2 x 1,2,3,5,DE,F 12 175 5/8"GWB blkd ea.side 5d @ 4,4,12 16d @ 10"o/c _ 5/8"@ 4'-0"o/c 16d @ 6"o/c 2 x 1,2,3,5,DE,F HOLE DOWN HD ID Uplift load Simoson Model# Fasteners Remarks Footnote NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. I A35 260 A35 12-8d each anchor Install 2-anchors at each end post per condition 3 of Simpson specs.See Typ.Hold Down detail. 8 A 1420 ST22 9-16d each end %equal strap length min.lap at splices and joints.Provide''A lap length for continuous straps. 4,6,8 B 3140 MST 27 15-16d each nd %equal strap length min.lap at splices and joints.Provide Y.lap length for continuous straps. 4,6,8 C 4395 MST37 21-16d each rid /equal strap length minimum lap at splices and joints.Provide%lap length for continuous straps. 4 6 8 D 4845 MST48 23-16d each d %equal strap length minimum lap at splices and joints.Provide Y.lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each d 'A equal strap length minimum lap at splices and joints.Provide%lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB e oh 3 1/2"edge member required.Floor to floor Hold down. G 2945 PAHD42 16-16d or 3-1/ "MB Installation in 8"stem wall @ 8"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 G1 1400 PAHD42 16-16d or 3-1/2"MB Installation in 8"stem wall @%"from corner.Use LSTHDBRJ wl Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @ 8"from corner.Use STHDI4RJ w/Fir.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @%"from corner.Use STHDI4RJ w/Flr.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d nr(1 Al 1/4x3 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 8"embed. 5,6,9 J1 7175 HDQ8-SDS3 (20)SDS1/4X3 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 10"ember 5,6,9 K 7460 HD8A 3-7/8"MB 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wtSET epoxy at 10"ember 5,6,9 L 9540 HD10A 4-7/8"M3 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 12"ember 5,6,7,9 M 11080 HD14A 4-1"MB 1"x30"w/3"x1/4"washer or threaded rod w/42"dev.embd.Igth.May be hooked in wall plane. Equiv.thd rod wwSET epoxy at 18"ember 5,6,7,9 General Notes A. Equal approved/rated material and hardware may be subsituted. B. 1. Edge members(sills and end studs)at panel ID#2 without an*and higher require(1)3x nominal solid members,4x4 lumber may be used. 2. Provide 3x P.T.foundation sill plate for walls 4 through B w/5/8"A.B.as noted&2"x 2"x 3/16"GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B.when installed and inspected,as required per mfgr.Specs. A.B.may be sub.w/A.B.or larger diam. D. The panels indicated may be upsized with any APA rated structural panel,including OSB products,to units of equal or better value. Values are based on 1-1/4"min.8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nominal thickness i.e.,15/32"=1/2",7/16"=3/18"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl.Pour 15"x T'ftg.w/(2)cont.#4 rebar,an 8"stem wall w/(1)cont.#4 rebar top and btm. Verify top rebar located per holdown mfgr.spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100%in seismic zones other than 3&4. 4. 3x edge members may be substituted w/(2)2x edge members w/10d @ 6"o.c.staggered at alternating sides. See General Note B. 5. Installation into an 8"foundation wall required,min.2500 PSI concrete anchor bolts to have 2"x 1/16"sq.stl.GI washers. See General Note B. 6. 3x or(2)2x edge members required for hold down attachment. See footnote#4 and General Note B. rw a r;;;',., 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) r...1 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. Shear Wall Symbol9. pear onon with earWail requires certified inspection. r Ni architecture/planning Ilc Additional notes may appear on the Shear Wall Layout sheet. l(` 16325 eoonas Ferry Road.suite 207 rLake Oswego,Oregon 97035 ,! lel.3534.on, gwN,iaa l.wn Y 1'