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Specifications (31) Structural Calculations for: RECEIVED JUN — 6 2019 Project No: CITY OF TIGARD Issue Date: : A BUILDING DIVISION Design Criteria Roof Loads Wall Loads Composition Shingles 3.50 psf Exterior 1 ply A.S. felt 0.50 psf Siding I. 7, psf 2x framing & 1/2" plywood sheathing ;`::6.00 psf 1 ply A.S. Felt X0,50 psf Misc.&/or Snow load > 30 PSF 1.50 psf 1/" plywood sheathing :60 psf Total Dead Loads 11.50 psf 2x6 framing X1.70 psf Total Live/Snow Loads ':25.00psf 1/" GWB ;20' psf Total Roof Loads 36.50 psf Insulation . 00 psf Floor Loads Total Ext.Wall Loads 15.00 psf Carpet &pad 17,::2.00;psf 1 1/8" plywood sheathing ,:3.30;psf Interior 16"web joist @24" o.c. ``4.50 psf '/" GWB 20 psf Gyp. Ceiling & Miscellaneous 2.70 psf 2x4 framing ; ,0 :® psf Total Dead Loads 12.50 psf '/" GWB 2 psf Total Live Loads .;40.00 psf Miscellaneous a`i "psf Total Floor Loads 52.50 psf Total Int. Wall Loads 5.30 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 OFFICE Copy Seismic Use Group : 1. . . Basic Wind Speed/3 sec. Gust: 120, Wind Exposure Factor: B Site Elevation assumed: 38Q.* +D r Ground Snow Load PSF: 25 e Miscellaneous: • 1 Soil Bearing: 1500 psf assumed DANIELi.i Add.Snow Ld.=((Elev380)81212)+25)PSF 0 tvS Concrete foundations: 3000-psi mix tit Concrete Flatwork: 2000-psi mix 0 „-POR ;a I .,_.•. Beams and stringers: DF/L#1 or better '� Repetitive Joists: DF/L#2 or better ef Columns: DF/L#2 or better, Studs: Stud Grade. '% OF 1 Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar- Grade 40 MST2019-00160 110392 SW AKILEAN TER Structural components-ASTM A36 MST2019-00161 10396 SW AKILEAN TER Prepared by: MST2019-00162 110400 SW AKILEAN TER architecture/planning Ik MST2019-00163 10404 SW AKILEAN TER 1g22rc Bxnes Perry Rcad, Suite 20? �e«cs.,•e�a,a=a��s MST2019-00164 110408 SW AKILEAN TER �� =` ' "'' ' •^a .a.Q-,� MST2019-00165 10412 SW AKILEAN TER THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL I MST2019-00166 110416 SW AKILEAN TER PROJECT INDICATED.THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION I MST2019-00167 I 10420 SW AKI LEAN TER DESIGN PROFESSIONAL.NO WARRANTY IS OFFERED OR IMPLIED.NOTIFY THE DESIGN PROFEE AMBIGUITY OR DISCREPANCY. Vol-12-os MST2019-00168 110424 SW AKILEAN page 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 Unbraced Length-Top 0 ft 6.33 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=1.03 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 257 psi Load Number One Two Three Cd=0.90 Live Load 0 lb 0 lb 0 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 3976 lb 2686 lb 2777 lb Comp.L to Grain: Fc- t-= 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: Rea'd 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 Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page 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 sn 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 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 257 psi Load Number One Two Three Four Five Cd=0.90 Live Load 0 lb 0 Ib 0 lb 0 lb 0 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 2450 lb 2450 lb 2450 lb 2450 lb 2450 lb Comp.±to Grain: Fc-L= 750 psi Fc-L'= 750 psi 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: Req'd 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 12 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 Center 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.±to Grain: Fc- = 750 psi Fc-±'= 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: Reo'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 or [2015 International Building Code(2015 NDS)] 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 TRI 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 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 7646 lb Comp. to Grain: Fc-1= 750 psi Fc-1'= 750 psi 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: Req'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 Multi-Loaded Multi-Span Beam of [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 Total Load 5988 lb 2250 lb TRI Bearing Length 1.52 in 0.57 in w 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. to Grain: Fc- = 750 psi Fc--L'= 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: Reo'd Provided Load End 5.2 ft Section Modulus: 34.48 in3 74.87 in3 Load Length 5.2 ft Area(Shear): 34.41 int 48.56 int Moment of Inertia(deflection): 56.61 in4 346.26 in4 Moment: 7747 ft-lb 16822 ft-lb Shear: 5884 lb 8304 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B3 upper header worst case StruCalc Version 10.0.1.6 2/5/2019 3:09:03 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 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 ° Total Load 9539 lb 5662 lb Bearing Length 2.42 in 1.44 in w BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft 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 Adjusted Beam Self Weight 15 plf Bending Stress: Fb= 2900 psi Fb'= 2687 psi Total Uniform Load 375 plf Cd=0.90 CF=1.03 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 257 psi Load Number One Two Three Four Cd=0.90 Live Load 0 lb 0 lb 0 lb 0 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 2910 lb 2835 lb 2575 lb 3510 lb Comp.J-to Grain: Fc- = 750 psi Fc- = 750 psi Location 0 ft 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 or [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 Live Load 124 lb 124 lb Dead Load 371 lb 371 lb Total Load 495 lb 495 lb Bearing Length 0.26 in 0.26 in y, w BEAM DATA Center " ' "`"` t '" 7 Span Length 6.2 ft Unbraced Length-Top 0 ft 6.2 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 Adiusted 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. L to Grain: Fc- = 625 psi Fc- = 625 psi Right Live Load 40 plf ControllingMoment: 767 ft-lb Right Dead Load 15 plf 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 StruCalc 9.0 page Location:B5- beam around main stair opening StruCalc Version 10.0.1.6 2/5/2019 3:09:09 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 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 w BEAM DATA Center 71:z -7 7; 74777 7171-1777-ISf 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 Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 2900 psi Fb'= 2798 psi Total Uniform Load 63 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 293 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 116 lb Comp.±to Grain: Fc-±= 750 psi Fc-±'= 750 psi 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: Req'd 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 page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B5-beam at top of upper stair StruCalc Version 10.0.1.6 2/5/2019 3:09:33 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: 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 w BEAM DATA Center Span Length 3.25 ft Unbraced Length-Top 0 ft 11111111 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. I-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 page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 5 StruCalc 9.0 Location: B6-beam at A of cant beams worst case StruCalc Version 10.0.1.6 2/5/2019 3:06:44 PM Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 3.5 INx16.0INx14.0FT 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 2 Live Load 992 lb 992 lb Dead Load -3991 lb -3407 lb Total Load -2999 lb -2415 lb TR1 Uplift(1.5 ES) -3991 lb -3407 lb Bearing Length 0.00 in 0.00 in W BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft 11111111 Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 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 Load Number One * Two * Shear Stress: Fv= 285 psi Fv'= 257 psi Live Load 152 lb 152 lb Cd=0.90 Dead Load -4554 lb -3703 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Location 2.2 ft 11.8 ft Comp.-I-to Grain: Fc- 1 = 750 psi Fc-L'= 750 psi *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 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.25 IN x 16.0IN 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 1 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 BEAM DATA Center Span Length 15.1 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15.1 ftilliiiMill 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-l'= 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: Read 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 page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 3 StruCalc 9.0 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 or [2015 International Building Code(2015 NDS)] 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 1 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 w BEAM DATA Center Span Length 15 ft 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 Adiusted Beam Self Weight 25 plf Bending Stress: Fb= 2900 psi Fb'= 2518 psi Total Uniform Load 80 plf Cd=0.90 CF=0.96 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 257 psi Load Number One Two Three Four Five Cd=0.90 Live Load 0 lb 0 lb 0 lb 0 lb 0 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Dead Load 5790 lb 9540 lb 2991 lb 541 lb 541 lb Comp.--to Grain: Fc-1= 750 psi Fc--L'= 750 psi 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: Reo'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 page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location:B8-window at garage side wall StruCalc Version 10.0.1.6 2/5/2019 3:46:33 PM Multi-Loaded Multi-Span Beam of [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% 111111., 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 1 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1173 lb 1880 lb Dead -. - Dead Load 850 lb 1535 lb TR3 Total Load 2023 lb 3415 lb Bearing Length 0.59 in 0.99 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft111111111 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-1= 625 psi Fc--I-'= 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 page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 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 or [2015 International Building Code(2015 NDS)] (2) 1.5 INx9.25INx5.2FT #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 Live Load 0 lb 0 lb Dead Load 2215 lb 2215 lb Total Load 2215 lb 2215 lb11111111111111P TR Bearing Length 1.18 in 1.18 in w 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 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 118 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 850 psi Fb'= 842 psi Total Uniform Load 124 plf Cd=0.90 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 162 psi Load Number One Two Cd=0.90 Left Live Load 0 plf 0 plf Modulus of Elasticity: E= L1600 ksi E'=1 1600 ksi Left Dead Load 398 plf 330 plf Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Right Live Load 0 plf 0 plf Controlling Moment: 2879 ft-lb Right Dead Load 398 plf 330 plf Load Start 0 ft 0 ft 2.6 Ft from left support of span 2(Center Span) Load End 5.2 ft 5.2 ft Created by dead loads only on all span(s). Load Length 5.2 ft 5.2 ft Controlling Shear: -2215 lb At right support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Req'd 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 of [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 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 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 462 lb Comp.l to Grain: Fc- L= 625 psi Fc-1'= 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: Rea'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 page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 3 StruCalc 9.0 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 UNIFORM LOADS Center Right Notch Depth 0.00 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 CI=0.99 CF=0.96 Load Number One Shear Stress: Fv= 285 psi Fv'= 328 psi Live Load 7321 lb Cd=1,15 Dead Load 7075 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location 2.2 ft Comp.1-to Grain: Fc- L= 750 psi Fc-1'= 750 psi •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: Req'd 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 1 Live Load 713 lb 607 lb Dead Load 20933 lb 17415 lb 2 Total Load 21646 lb 18022 lb Bearing Length 0.74 in 0.74 in TR1 TR3 TR4 BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft 11111111111 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: Req'd 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 Gales-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 of [2015 International Building Code(2015 NDS)] 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 111111 Unbraced Length-Top 0 ft 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 Adiusted 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-1= 625 psi Fc-1'= 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 of [2015 International Building Code(2015 NDS)] (2) 1.5 IN x5.5INx3.2 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 111111111 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 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. to Grain: Fc- = 625 psi Fc- L'= 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 page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 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 w BEAM DATA Center Span Length 3.25 ft Unbraced Length-Top 0 ft 111111 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.1 to Grain: Fc-L= 750 psi Fc- L'= 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 of [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 7.74 774 Span Length 3.25 ft Unbraced Length-Top 0 ft 3.25 ft Unbraced Length-Bottom 3.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Cen er 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=1.00 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.l to Grain: Fc-1= 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: Redd 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 page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 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 of [2015 International Building Code(2015 NDS)] 3.5 INx9.25INx6.25FT #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 2 Live Load 1037 lb 1635 lb Dead Load 509 lb 791 lb Total Load 1546 lb 2426 lb Bearing Length 0.71 in 1.11 in TRS BEAM DATA Center Span Length 6.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.25 ft /11111 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 7 plf Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One * Two * Three * Four* Five * Six Cd=1.00 Live Load 450 lb 450 lb 422 lb 422 lb 352 lb 352 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 226 lb 226 lb 174 lb 174 lb 186 lb 186 lb Comp.-L to Grain: Fc--1-= 625 psi Fc-1'= 625 psi Location 2.25 ft 5.4 ft 2.25 ft 5.4 ft 2.25 ft 5.4 ft Controlling Moment: 3461 ft-lb *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: Req'd 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 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.51N 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 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 E ft 3 ft Unbraced Length-Top O ft O ft O ft I 3ft 6ft 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 CI=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. to Grain: Fc-1 = 625 psi Fc-1'= 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: Req'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 page _ Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 Location: P1 -Post at garage door header where carport StruCalc Version 10.0.1.6 2/5/2019 3:09:30 PM Column of [2015 International Building Code(2015 NDS)] (3) 1.5 IN x 3.5IN 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 DATA Total Column Length: 8 ft B Unbraced Length(X-Axis)Lx: 8 ft V 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 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1148 psi Cd=0.90 CF=1.50 Cr-1.15 aft ,44 Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1148 psi Cd=0.90 CF=1.50 Cr=1.15 1 9 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 in3 Slenderness Ratio: Lex/dx= 27.43 — 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= 13 psi Dead Load: PD= 182 lb Allowable Compressive Stress: Fc'= 496 psi 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)1 (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 111 Total Load: Vert-TL-Rxn= 9607 lb COLUMN DATA B Total Column Length: 8 ft Unbraced Length(X-Axis)Lx: 8 ft — -1r Unbraced Length(Y-Axis)Ly: 8 ft Nil 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=O.90 CF=1.30 Cr=1.15 8 ft Bending Stress(Y-YAxis): Fby= 850 psi Fby'= 994 psi 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 — A Ley/dy= 21.33 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) Actual Compressive Stress: Fc= 388 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 489 psi Dead Load: PD= 9565 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 42 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 9607 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= 019 NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 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)] of (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 B Unbraced Length(X-Axis)Lx: 7 ft _ V Unbraced Length(Y-Axis)Ly: 7 ft 11 Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 it COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted Compressive Stress: Fc= 1400 psi Fc'= 329 psi Cd=1.00 Cf=1.10 Cp=0.21 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 f. f" Modulus of Elasticity: E= 1600 ksi E= 1600 ksi ir Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3 in Area: A= 16.5 in2 Section Modulus(X-X Axis): Sx= 15.13 in3 Section Modulus(Y-Y Axis): Sy= 4.13 in3 Slenderness Ratio: Lex/dx= 15.27A — 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 Moment Due to Lateral Loads(X-X Axis): Mx= 0 ftIb *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= 0.63 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 Column of [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 Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft — V Unbraced Length(Y-Axis)Ly: 9 ft Column End Condition-K(e): 1 OL. COLUMN PROPERTIES 11 HSS 4 x 4 x 1/4-Square 41 Steel Yield Strength: Fy= 46 ksi Modulus of Elasticity: E= 29000 ksi Column Section: dx= 4 in dy= 4 in i. Column Wall Thickness: t= 0.233 in Area: A= 3.37 in 9 ft Moment of Inertia(deflection): lx= 7.8 in4 ly= 7.8 in4 j Section Modulus: Sx= 3.9 in3 Sy= 3.9 in3 Plastic Section Modulus: Zx= 4.69 in3 Zy= 4.69 in311:' 441i Rad.of Gyration: rx= 1.52 in ry= 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 3 Nominal Compressive Strength: Pc= 66 kip — Combined Stress Calculations: A Hi-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 Calcs-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 or [2015 International Building Code(2015 NDS)] 3.5 INx3.5INx10.0FT #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 V Unbraced Length(Y-Axis)Ly: 10 ft ri 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'= 382 psi Cd=1.00 Cf=1.15 Cp=0.24 N. Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1275 psi Cd=1.00 CF=1.50 loft i g Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1275 psi 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 114 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Et Slenderness Ratio: Lex/dx= 34.29 A 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 — Unbraced Length(Y-Axis)Ly: 4 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'= 714 psi Cd=1.00 Cf=1.15 Cp=0.44 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1275 psi Cd=1.00 CF=1.50 4 n Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1275 psi =lc 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 Section Modulus(X-X Axis): Sx= 6.13 in3 Section Modulus(Y-Y Axis): Sy= 2.63 in3 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 lb 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 - 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 or [2015 International Building Code(2015 NDS)] 3.5 IN x 5.5IN 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 I COLUMN DATA WI 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 IX Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted Compressive Stress: Fc= 1400 psi Fc'= 381 psi Cd=1.00 Cf=1.10 Cp=0.25 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1105 psi Cd=1.00 CF=1.30 loft J. Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1105 psi al Cd=1.00 CF=1.30 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi i 4 Column Section(X-X Axis): dx= 5.5 in If Column Section(Y-Y Axis): dy= 3.5 in ti 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= 21.82A 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= 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-lb Total Axial Load: PT= 1072 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft Ib *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:Fl-Fnd wall at stair StruCalc Version 10.0.1.6 2/5/2019 3:09:24 PM Footing or [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 Stemwall Weight: 150 pcf 8 in I 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): Beam Shear: Vul = 0 lb s in 0 0 Allowable Beam Shear: Vc1 = 3825 lbI T Transverse Direction: 3 in Bending Calculations: Factored Moment: Mu= 918 in-lb Nominal Moment Strength: Mn= 0 in-lbI 1.333333 ft Reinforcement Calculations: 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= 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 page . Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 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: Vul = 0 lb Bin Allowable Beam Shear: Vc1 = 3825 lb Transverse Direction: T 3 in Bending Calculations: Factored Moment: Mu= 1084 in-lb Nominal Moment Strength: Mn= 0 in-lb1.e ft Reinforcement Calculations: 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 Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 page Location:F3-Fnd Wall at building sides StruCalc Version 10.0.1.6 2/5/2019 3:09:23 PM Footing of [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: Fc= 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 sin 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 Width Required: Wreq= 0.98 ft 12 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vol = 7425 lb Transverse Direction: 3 in Bending Calculations: Factored Moment: Mu= 1281 in-lb Nominal Moment Strength: Mn= 0 in-lb 15 f< 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 page - Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 - Location:F4-footing at back door posts StruCalc Version 10.0.1.6 2/5/2019 3:23:23 PM Footing [2015 International Building Code(2015 NDS)] of 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 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 loin COLUMN AND BASEPLATE SIZE p n Column Type: Wood T Column Width: m= 4.5 in 3 in Column Depth: n= 5.5 in — J. FOOTING CALCULATIONS I 2.25 ft 4.5in-1 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1314 psf — Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 4.84 sf Area Provided: A= 5.06 sf Baseplate Bearing: loin Bearing Required: Bear= 9313 lb o Allowable Bearing: Bear-A= 68372 lb 7-- Beam Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vul = 2501 lb Allowable Beam Shear: Vc1 = 12656 lb 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 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 1 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 to in COLUMN AND BASEPLATE SIZE P cC 9 Column Type: Wood T Column Width: m= 4.5 in 3 in Column Depth: n= 5.5 in — _L FOOTING CALCULATIONS I 2.25 ft [-4.5 in—I 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 o n ot Allowable Bearing: Bear-A= 68372 lb i— 7-- Beam Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vul = 2267 lb J_ 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 page • Project: 10107.02-Lennar-Oak St-Gravity Calcs-Bldg 4 StruCalc 9.0 / - Location:F5-Footing at P6 stair post StruCalc Version 10.0.1.6 3/11/2019 2:13:02 PM Footing a [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: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in H3.5 in H FOOTING SIZE 1 1 Width: W= 1.25 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in to in COLUMN AND BASEPLATE SIZE n C o Column Type: Wood T Column Width: m= 3.5 in 3 In Column Depth: n= 3.5 in — _L FOOTING CALCULATIONS I eft H Bearing Calculations: X3.5 in Ultimate Bearing Pressure: Qu= 981 psf 1 1 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 I -1- Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 862 lb _ J_ Allowable Beam Shear: Vc1 = 7031 lb Punching Shear Calculations(Two Way Shear): 1.25 ft 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.ITemp.(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 ' - - ._...._.e;),612.._, . . -• --- .. f... • -at-...,„. , . . - . • • . . 038/157 .. ,,,. .. CeA._01-4.N ........ ,:.4 1 . I Ti '.... . , . . .. . . . I kel4 0.1...24 \ i . -.. t trffl72. A....trAtOi'•••? . . „...164;;;.-.9'1 ‹. •-•., - - -.. .•-.4•;,-tv-i--77,- 2...s .- ,z\ .... •,.:.• • . I.. • - . . • , .• • ..,.• ei- •.•. -.—..-..-. .I, o. c?., . • ir" .4.4' ....? . •, - • , . . . . . . 7 t.. 7,,j3....._ - • , .. .. . . . .. .. . . • . _.. .. . .. . ., .., . .. .. .. .. . •..... , , ...... .ili.,_........ • ; s t . . . . . . • . - . . .. . . . •f2,--;,„iti......,,. .:,..;-, ‘ . -...i -1.24,-----:- ------.Icotj,----:---.1.--e' ---- 177, . en:44 . .. .. ?colt.. . ,) . • .__•r •_ • . . ..,..._________.......... .. . .. 1 . . -4,- --t-•• 1-1. 9t) .-eg 16 . . •-- — •••••• —••• - — • ••• ..- • • • et, . ..-r- --Z:..*- '-` ,..1- Iil ,.77.1, -7'2:..)...,-...'... .. -".• ,II-_:' -.—... ...,5.r= a--: ttp . 7 I IAhNlr . .,. i • c,- • . . . • . . .... ... . -t•- . ..•-• , , . . ._.. .. .. . . .... . • •-•• • . - -- . • — k4 rr..r . ... . .• - . 1 -'-----(5-3 - •-iin • • :.;.....•,......;:.. ,...17 . - . . - -• •- -• - ...• . .. . .. .. _. . . .. • . ALL."- e35-eQ,i 4;Pf24,7 - . . - ... (! lc" ..‹..,.--,-441.Wisjt.1;r-t .-..aki.- •.\-10. fe...,,E . . „ ... . . . . . .. ...,. .. . .... . .. . jar ... ..... ....ct,m „ 15 • .z ix Es.. t. i95. 44'- _ " c•_e7xce 3..7e• 1 S. . . .. (5.92, -F 4.17,) x 4.5 =45.41 CF ... =45.41 CF+ 6 CF= 51.41 CF ' . , . _______ = 51.41 CF x 217.5 If/CF _• _ . 5.92' • • • 4.17' = 11.18K DL OK . , . A . , C.401??Liedi?-,-I 1--: • , . . _. . . ..._,. . . .. • t • , , . . , • . • i•. • • 1- ' •-k •• --',- ,.. . .. .....„, . . , ••, • .••• - - ; . " ri1• ,L,i.i-t, •• ,, ,;.,! o,:.w.• .,•-- - : • _ , , ._. •_ . . • co , c." .iNt ._:_;...i.....1_ ;....1... ..r.-:....._:,...,...,.....i.............4...0.4_.,.... __;... ......;...;.. .i. . . . .....,_:i..-*_1....),..- .. -,:_, ' (--1*--"'-'*1---- • '---i-4-1.-1--_-L-.-* :-1:*-'• it :-;----• - . ---- ::::- --; - - - ‘....-; T--.;--; -;,..-47-,- Ai., I. • . ' : ' , MUNI ' •• ! . • , . 0.„47/:- : • • • : : i_ 1 ..; .1 : ,. 7 i ,. , : ,. , ,... ,... ..„.„,„.„,....... .,..„ .:.r! . ., . . : : , ,.. ., ,-, -1- .1 ,,, i ;-• r , •, : , i .!_- ..,,-, , --,- - .,...i. -,„;:,- , - .-.-.1- . . . . . ... ... .. . ... . • .. . • , - - ----...---- --- ----,---04:4"--r-,, . ;.• . ..., . . •--'• • ! ' ' -;• . • ' -it-J- , : : :_ ';:"...Liz•, ,),': .:- •••• • ; : I ....t.-- - ': ' ,. ; ' .... . , : : i..i. i i •• i ,....„_,A. , i...;.. _i , ,..,.r.._,..,,,,,,..,i,-,„,„,Ai,— ,,,.. ., ,„,,,„,,,,:.. . t..i,e:r7...::: '_ ..:Ai . 4'7.'4 • : 1 . '') • - •-, i • ..-,---:--1•••-t--1-,---4----••i--!---,-;.1.1.J..-1.-..i.--1.1-01.1.1.:.___.;,..!..:1 .' ..' .'4,,i ..,!...-.11-• 1 •I % .1..‘J._'..! . . -!.1,._'....j.. - t . ‘ ...f.._... ..:.._........: ..:. .j.....i........:..:..:.......i._ii I r t ": • --',._ . : . L I ' — - . • • ! ... . .. . or' i " • !it . ;'4... .1 -4 • .• ••••••••••--- •-•• . ,•: •,, :, • 1, . • , ..1-4..:-,„ . , - , - , : . ,, ; • . . . • . • • • : : • , , --" L " :. „ -1:::\..,,... . . . • .• •. : , . . . • _. •- --- • "•••-"• : t . • . , . . 3' 0" . . . . . . _ t t•e• . , - 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 of [2015 International Building Code(2012 NDS)] 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: Fc= 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 i4 if FOOTING CALCULATIONS T 12 in Bearing Calculations: 1 0 e _ • a Ultimate Bearing Pressure: Qu= 1277 psf T Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I 8 ft I Required Footing Area: Areq= 32.15 sf I4 iiii Area Provided: A= 34.00 sf Baseplate Bearing: T Bearing Required: Bear= 58768 lb 12 in Allowable Bearing: Bear-A= 99450 lb 1 -- " " " " - " - " - " 3 in Beam Shear Calculations(One Way Shear): T Beam Shear: Vul = 22803 lb 4.25 ft Allowable Beam Shear: Vc1 = 31556 lb 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= 98381 lb 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: VVt= 3287 lb Controlling Allowable Punching Shear: vc2= 65588 lb *Load obtained from Load Tracker.See Summary Report for details. Short Direction: Bending Calculations: Factored Moment: Long Direction: Bending Calculations: Mu= 304786 in-lb Factored Moment: Mu= 633667 in-lb Nominal Moment Strength: Reinforcement Calculations: Mn= 734749 in-lb Nominal Moment Strength: Mn= 662907 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= As(1)= 0.50 in Concrete Compressive Block Depth: a= 0.87 in Steel Required Based on Moment: 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.ITemp.(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 g NOTES page Project: 10107.02-Lennar-Oak St Gravity Calcs Bldg 4 StruCalc 9.0 Location:F-8 footing at deck postStruCalc 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= 1500P sf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: FY= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE f-5.5 in-1 Width: W= 1 ft — 1 Length: L= 1 ft Depth: Depth= 18 in Effective Depth to Top Layer of Steel: d= 16 in lain COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 5.5 in 3 in FOOTING CALCULATIONS I I rt Bearing Calculations: 3.5 hi Ultimate Bearing Pressure: Qu= 1072 psf _ 1 I 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= 44997Ib Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 0 lb 3 in Allowable Beam Shear: Vc1 = 7040Ib 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 of [2015 International Building Code(2015 NDS)] Footing Size:2.5 FT x 2.5 FT x 18.00 IN Reinforcement:#4 Bars @ 4.70 IN.O.C.ENV/(6)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 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 in—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: 18 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 ft Beam Shear: Vul = 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 Calcs-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: Pc= 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 F4 in-I Column Width: m= 4 in Column Depth: n= 4 in T Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in 12 in ^ ^ P Q 9 FOOTING CALCULATIONS 3 in Bearing Calculations: I 51t Ultimate Bearing Pressure: Qu= 1308 psf Fainl Effective Allowable Soil Bearing Pressure: Qe= 1350 psf 1 Required Footing Area: Areq= 21.79 sf Area Provided: A= 22.50 sf Baseplate Bearing: 12 in Bearing Required: Bear= 37304 lb P 9 Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): I 4.5 ft I 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 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 lic,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:Allowablf 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 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+0.7505+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+0.45C 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 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.#:KW06012469. Licensee:ICON architecture/planning llc,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+0.750S-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 inA2 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 + Y Leak ,.Wk +X • o /Load 1 0 4 \ m N. E, 4.00in 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 Vi i 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:Allowabh 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 Ratii 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 <xL ' • • - : '.. : .- :-: :- +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+0.750S+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 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+0.7505+0.5250E+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 +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 inA2 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 Leak 7,501‘ +Y • +X c Load 1 0 m e 4.00in J 1 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 lic,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 Concrete Support fc = 3.0 ksi 52 c :ASD Safety Fac 2.310 Assumed Bearing AFsdl 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 in"4 - Flange Thickne 0.233 in lyy 7.8 in"4 �i 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 q Thickness 0.750 in o' Column assumed welded to base a G, s. 1.-0,. Applied Loads + P-Y V-Z M-X +1+,,1;i D:Dead Load k k k-ft +X .,,,."- tX `. r ` L:Live k k k-ft I Lr:Roof Live k k k-ft �I- ,r S:Snow k k k-ft W:Wind k k k-ft 'ti�rZ ."- N.1111101) E: Earthquake k k 7.0 k-ft ��. H:Lateral Earth k k k-ft +Z L' N, +2 1---- "P"=Gravity load,"+"sign is downwdo-" Moments create higher soil pressure at+Z ec "+" Shears push plate towards+Z edge Anchor Bolts z a Anchor Bolt or Rod Description 5/8"AB II. Distance _ ` Max of Tension or Pullout Capacity 6.10 k Shear Capacity 5.40 k Edge distance:bolt to plate 1.250 in z I z Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 • • • . z 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.#:KW06012469 Licensee:ICON architecture/planning Ilc,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 Typ Axial+Moment, L/2<Eccentricity,Te Bending Stress Rati 0.636 Governing STRESS RATI( 1,0 Bending Stress OK Design Plate Size 1'-0"x 1'-0"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 Rati< 1.000 Bearing Stress OK Tension in each Bolt 2.809 Allowable Bolt Tension 6.100 Tension Stress Ratio 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 "m" 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 inA2 fb:Actual 0.000 ksi sgrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior rn" 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 IIc,KW-06012469 Description : Column Base Plate @ P4/V11 Load Comb. : +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*L^2/2 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+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*L^2/2 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+0.750Lr+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*V2/2 0.000 k-in A2:Support Area sqrt(A2/A1 ) 144.000 inA2 fb:Actual 0.000 ksi 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 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. : +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 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 "m" 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+0.60W+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 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 "m" 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+0.70E+H Axial Load+Moment, Ecc. >U2 Loading Calculate plate moment from bolt tension Pa:Axial Load .... 0.000 tr,- Tension per Bolt 2.809 k Ma:Moment 4.900 k-ft Tension:Allowable 6.100 k -- Eccentricity -Eccentricity 1✓IFIEIIII#.fftt#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 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 lic,KW-06012469 Description : Column Base Plate @ P4/V11 Load Comb. : +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 Illllllllllt.Illl/t 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 sort(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*L^2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sort(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( L 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 sort(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 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 Comb. : +D+0.750L+0.750S+0.5250E+H Axial Load+Moment, Ecc. >L/2 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 NIllll//l/f.###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 sgrt(A2/A1 ) 1.000 Effective Bolt Width for Bending 11.400 in 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. >L/2 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 tttHttttt#.11lllt 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 sgrt(A2/A1 ) 1.000 Effective Bolt Width for Bending 11.400 in 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 Coad 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 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 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 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 iic,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 1114141#ll.tttttt in Stress Ratio 0.460 Al :Plate Area 144.000 in^2 A2:Support Area 144.000 in^2 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. : +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 #/##µµ/#.µt{#in Stress Ratio 0.460 Al :Plate Area 144.000 in^2 A2:Support Area 144.000 in^2 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 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: 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/planning11c,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 0 c :ASD Safety Fac 2.310 Assumed Bearing AFRI 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 inA2 Width 4 in lxx in^4 Flange Thickne 0.233 in lyy inA4 •-- Web Thickne in FPlate 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 Thickness 0.6250 in Column assumed welded to base l ,I 1'-0" Applied Loads *, +P P-Y V-Z M-X f` 41\.,1 D:Dead Load k k k-ft +X + ''' L:Live k k k-ft ��I`�r ) Lr:Roof Live k k k-ft S:Snow kAi k k-ft --- W :Wind is _- k k-ft E:Earthquake k k 7.0 k-ft /' H:Lateral Earth k k k-ft +Z - +' +Z v -.7 "P"=Gravity load,"+"sign is downwthF" Moments create higher soil pressure at+Z ec "+" Shears push plate towards+Z edge Anchor Bolts Anchor Bolt or Rod Description 5/8"AB MI -c Max of Tension or Pullout Capacity 6.10 k Shear Capacity 5.40 k Edge distance:bolt to plate 1.250 in x —" Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 . z 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: 5 FEB 2019, 1:43AM Steel Base Plate Software copyright ENERCALC,INC.1983-2019,BuiId:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecture/planning 11c,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 19.737 ksi Design Method Allowable Strength Design Fb:Allowable: 21.557 ksi Governing Load Combinat E Only*0.70 Fy/Omega Governing Load Case Typ.Axial+Moment, L/2<Eccentricity,Te Bending Stress Rati 0.916 Governing STRESS RATI( to Bending Stress OK Design Plate Size 1.-0"x 1'-0"x 0-5/8 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 Ratii 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 - 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 11c,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 1/2 = 3.0 ksi Phi Values Flexure : 0.90 __1 fr= fc 7.50 = 410.792 psi Shear: 0.750 w Density = 145.0 pcf 13 = 0.850 • • • X LtWt Facto = 1.0 Elastic Modulus 3,122.0 ksi Fy-Stirrups40.0 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 xC x 15.0 ft 18`w A 12 li 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 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 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 A 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 A 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'Suggest E Only 1 14.84 9.00 -0.47 0.47 0.08 1.00 14.39 Vu<PhiVc/2 At 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 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 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 A 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 A 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 (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 . tic.#:KW-06012469 Licensee:ICON architecture/planninglIc,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 6 Phi Values Flexure: 0.90 1/2v � fr= fc 7.50 = 410.792 psi Shear: 0.750 11J Density = 145.0 pcf [31 = 0.850 �"` ' r ' X LtWt Facto = 1.0 Elastic Modulus 3,122.0 ksi Fy-Stirrups 40.0 ksi .i,I ?; ` * a 'i 'it. E-Stirrups = 29,000.0 ksi t� fy Main Reba= 40.0 ksi Stirrup Bar Size# 3 . .: E-Main Reba 29,000.0 ksi � Number of Resisting Legs Per Stirrup= 2 7`3 ; 7 : x (.._. -‘ 1 x us 40, 15.0 ft 18"wA-12"tv 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<360.1 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'Suggest E Only 1 0.00 9.00 -0.47 0.47 0.00 0.00 12.64 Vu<PhiVc/2 )t 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 At Reqd 11 14.4 0.0 0.0 RR 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 At 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 t 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 At 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 A 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 A 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 >t 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 (invocation 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 ESN 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' 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 N/S qz PLF P1 = 0'- 15' qz= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2=15'-20' q.= 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 architecture 12211ning Ilc 16325 B ite Ferry Road,Suite 207 C Lake Oswego Oregon 97035 „ � tel 503.534.0337 onarchhect.com Structural Calculations for: Oak Street Townhomes 10392 Akilean Terrace, 97223 - Bldg 5 UNIT 31 Project No: 10107.02 Issue Date: 04/02/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding '12.00 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 1/" 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 1/" underlayment 1.50 psf 3/4 plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf %" 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 40.00 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: IC°N7,,rhitcy.nuLe/pso,121,101,1ing cIlc L.e Oswe,9o.Oregvr 9)035 ,I 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. Vers TT GT 15.19 Structural Calculations for: Client: Oak Street Townhomes Project: 10392 Akilean Terrace, 97223- Bldg 5 UNIT 31 Proj. No.: 10107.02 Issue Date: 4/2/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 Wind force: qz= 0.00256 Kd Kzt Kt, Kz V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt Kz Kh V2 Cp EN/ 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 N/S 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 15.00 Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 37.00 r - Width 39.00 Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY Structural Calculations for: Client: Oak Street Townhomes Project: 10392 Akilean Terrace, 97223- Bldg 5 UNIT 31 Project No: 10107.02 Issue Date: 4/2/19 Mass Weight(W) Dead Load (DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 656.00 sf Site Class= D,'°, HRn= 25.00 Floor= 10.00 psf ARw-ex= 192.00 sf Ss. 77.1=: H2flr= 12.00 Exterior wall = 10.00 psf ARw-in = 96.00 sf S1= 39.3 H2rf= 11.00 Interior walls/partitions= 5.00 psf A2flr= 575.00sf Fa= 1'00<',. H1fIr= '.;1:00 Elevated Concrete Floor= 0.00 psf A2rf= ` ': 48.00 sf Fv= 1.60 Left to Right A2w-ex= 192.00 sf RFR= 6.5 HRn= 25.00 A2w-in= 96,00 sf RLR= 6.5 H2flr= ,12.00 Al flr= 536.00 sf SMS= 0.771 H2rf= 11.00 Al rf= ` 86.00 sf Simi = 0.629 H1flr= ' 1.00 A1w-ex= 179.00 sf SDS= 0.52 Alwin= 90.00 sf 5D1 = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof(ARrf)= 656.00 sf X 10.00 psf= 6560 # Area of upper exterior wall (ARw-ex)= 192.00 sf X 10.00 psf= 1920 # Area of upper interior wall(ARw-in)= 96.00 sf X 5.00 psf= 480 # Mass of Upper Roof(MUr)= 8960 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 575.00 sf X 10.00 psf= 5750 # Area of lower roof or elev. conc slabs(A2rf) = 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall (A2w-ex)= 192.00 sf X 10.00 psf= 1920 # Area of lower interior wall(A2w-in)= 96.00 sf X 5.00 psf= 480 # Mass of 2nd Floor(M2f)= 8630 # 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)= 86.00 sf X 10.00 psf= 860 # 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)= 8460 # Total Mass(TM)= 26050 Base shear Front to Rear Left to Right V=((1.2"Sps)/RFR)W= 0.095 Wi V=((1.2*Sos)/RLR)W= 0.095 Wi Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V5 V5 total VtFR/WX Area psf Roof 6400 25 160000 0.67 1183 1183 0.18 656 1.8 2nd Floor 6164 12 73971 0.31 547 1730 0.28 623 2.8 1st floor 6043 1 6043 0.03 45 1775 0.29 622 2.9 I = 18607 I = 240014 1.00 1775 4687 Left to Right Level Wx Hx WxHx Fa VS V5 total VtLR,,,,,X Area psf Roof 6400 25 160000 0.67 1183 1183 0.18 656 1.8 2nd Floor 6164 12 73971 0.31 547 1730 0.28 623 2.8 1st floor 6043 1 6043 0.03 45 1775 0.01 622 2.9 Z = 18607 $ = 240014 1.00 1775 4687 1.Controlling V per IRC 16-56 Structural Calculations for: 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 = (((V,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 Deadload Type G (Simpson PAHD42 wood to conc.) = 2945#allowable over General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): DLp @ 8'-0"plate heights=813.5=2.29'say 2'-3" Hp @ 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" Minimum panel widths in Seismic Zone 4=(2:1): " P111 @ 8'-0"plate heights=8'/2=4'-0" V @ 9'-0"plate heights=9'/2= V @ 10'-0"plate heights= 10'/2=5'-0" Wn 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 Structural Calculations for: Client: Oak Street Townhomes Project: 10392 Akilean Terrace,97223-Bldg 5 UNIT 31 Proj.No. 10107.02 Issue Date: 4/2/19 Upper Level-Roof Trib. Seismic Vx Wind Vx Vo Gov. Pnl Pnl Pnl Trib. Pnl Design PNL. Brace Line Trib.Area Width Force psf Siesmic Force Wind Shears Lngth Hght Wdth Brg. DL over Load Pi Load plf ID Uplift=Pu HD Load HD Notes of of L H W Area pg Front to Rear V1 348.0 8.5 1.8 628 268 2280 2280 16.0 8.0 8.0 130.0 5200 143 WG 143 1 r'': -1788 -1788 A V2 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 "' -3629 -3629 A = 656.0 $- 1183 Controlling p 1.00 Left to Right V3 328.0 20.5 1.8 591 416 8537 8537 15.0 8.0 2.0 185.0 7400 569 WG 569771 771 A 5 V4 328.0 20.5 1.8 591 416 8537 8537 15.0 8.0 4.5 185.0 7400 569 WG 569 668 668 A 5 2- 656.0 2= 1183 Controlling p- 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 5.Use Perforated panel. Structural Calculations for: Client: Oak Street Townhomes Project: 10392 Akilean Terrace,97223-Bldg 5 UNIT 31 Proj.No.10107.02 Issue Date:4/2/19 Main Level-Floor Trib Trib,. Seismic Wind Vz. G ov- $Pnl IJL. - Design Pah Accam Brace Lme ,` 'Siesmic Force .= Lngth light With. Brg Loadpt Uplrtt=Pu HD`.. Notes' Area Width.Force pat FIf... plf .Wind shears,- 'L 14,7 '`Area over.. pN Load pi! IR HD Load Front to Rear V5 4 311.0 7.5 2.8 864 526 3949 3949 16.0 9.0 :3.0= 0.0 0 247 WG 247 1 2083 2083 B V6 311.0 7.5 2.8 864 526 3949 3949 36.0 90.: 36.0 `,0.0 0 110 WG 110 1 -673 0 ;A-4 r= = 622.0 X= 1727 Controlling p= 1.00 Left to Right W 282.0 19.5 2.8 783 675 13156 13156 15.0 90 2.0 20.0'' 800 877 WG 877 5 7401 8172 E3,4,5 V8 340.0 23.5 2.8 944 675 15854 15854 18.5 9.0 3.5 120.0 4800 857 WG 857 5 5151 5820 E 5 $= 622.0 = 1727 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. • Structural Calculations for: Client:Oak Street Townhomes Project: 10392 Akilean Terrace,97223-Bldg 5 UNIT 31 Proj.No.10107.02 Issue Date:4/2/19 Lower Level-Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib Tri b. Seismic Siesmic Force Vx Vo Gov. Lngth Hght Wdth Brg. DL Load p� Design Pnl.ID Uplift=P Accum. HD Notes Area Width Force psf plf plf Wind ShearsL H W Area over plf Load plf u HD Load Front to Rear V9 311.0 7.5 2.9 887 619 4640 4640 20.0 8.0 8.0 0.0 0 232 WG 232 1 1528 3611 H V10 311.0 7.5 2.9 887 619 4640 4640 32.0 8.0 32.0 0.0 0 145 WG 145 ,..1 -152 0 G1 E= 622.0 = 1775 Controlling 1.00 Left to Right V11 282.0 19.5 2.9 805 767 14954 14954 1.0 8.0 1.0 0.0 0 14954 WG 14954 r 119588 127760 STL 3,4,6 V12 340.0 23.5 2.9 970 767 18021 18021 110 8.0 2.0 120.0 3600 1638 WG 1638 t ,•,.::f 11224 17044 M 5 E= 622.0 X= 1775 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.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 Structural Calculations for: PANEL PNL Shear Panel Material Common Nailing ' Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote 1... 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 164 @ 3"o/c 3 x 1,4,5,B,D,E,F 3 490 1/2"CDX 84 @ 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 164 @ 4"o/c&A34 5120/c 3 x 1 2,4,5„D,EF 5 770 1/2”CDX 104 @ 2,2,12 164 @ 4"o/c&A34 @ 12"o/c 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 @ 3,3,12 164 @ 8"o/c&A34 @ 6"o/c 5/8"@ 16"o/c 164 @ 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"o/c 5/8"@ 12"o/c 164 @ 6"o/c&A34 @ 4"o/c 3 x Use 4x4 posts,no subs. 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 164 @ 3"o/c&A34 @ 4"o/c 3 x Use 4x4 posts,no subs. 1,2,5,D,E,F 9 50 1/2"GWB unblkd. 54 @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"o/c 164 @ 12"o/c 2 x 1,2,3,5,DE,F 10 57.5 5/8"GWB unblkd. 64 @ 7,7,12 16d @ 12"o/c 5/8"@ 4'-0"0/0 16d @ 12"o/c 2 x 1,2,3,5,DE,F 11 150 12°GWB blkd ea.side 5d @ 4,4,12 164 @ 12"o/c 5/8"@ 4'-0"o/c 164 @ 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"(014'-0"o/c 16d G 6"o/c 2 x 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load ''Simpson Model# Fasteners Remarks" /i/ Footnote - NA No Hold down Negligible uplift,no hold down required.Typical AB..placement or sill plate nailing required. 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 ''A equal strap length min.lap at spices and joints.Provide'N lap length for continuous straps. 8 B 3140 MST 27 15-164 each end %equal strap length min.lap at spices and joints.Provide 14lap length for continuous straps. 4,6,8 C 4395 MST37 21-164 each end %equal strap length minimum lap at splices and joints.Provide%lap length for continuous straps. 4,6,8 D 4845 MST48 23-164 each end %equal strap length minimum lap at splices and joints.Provide 1114 lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end h equal strap length minimum lap at spices and joints.Provide%lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB each end 312°edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-12"MB Installation in 8"stern wall 5 8"from corner.Use LSTHDBRJ w/Flr.Jst 5,6,8 G1 1400 PAHD42 16-164 or 3-1/2"MB Installation in 8"stem wall @ 14"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-164 or 4-1/2"MB Installation in 8"stem wall @ 8"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-164 or 4-12"MB Installation in 8"stem wall 5%"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 J 5250/5860 H1T22 or PHD6 32-16d or(18)11403 WS 5/8"or 718°x 18'embed.AB,SSTB29 AB,5/8"or 7/8"x 16 5/8"embedment. Equivthd rod wfSET 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"embed. 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"embed. 5,6,9 L 9540 HD10A 4-7/8"MB 718°x 18"embed.AB,88T828 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wfSET epoxy at 12'embed. 5,6,7,9 M 11080 HD14A 4-1"MB 1"x30"w/3'51/4"washer or threaded rod w/42"dev.embd.Igth.May be hooked in wall plane. Equiv.thd rod wfSET epoxy at 18"embed. 5,6,7,9 General Notes A Equal approvedhated material and hardware may be subsituted. B. 1.Edge members(sills and end studs)at pond ID 92 without an"and higher require(1)3x nominal solid members,404 lumber may be used. 2.Provide 3x PT.foundation sill plate for walls 4 through 8 w/5/8"AB.as noted 87'x 2'x 3/16'GI steel pate washers. C.Approved finch anchors or epoxy adhesive may be substituted for AB.when installed and inspected,as required per mfgr.Specs.AB.may be sub.w/AB.or larger dam. D.The panda indicated may be upsized with any APA rated structural panel,inducting 008 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'=112",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 wd(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 spadng.All fasteners are staggered. 2.A34's may be omitted if panel nails to framing member above plate. 3.Shear values for GWB ponds may be increased by 100%in seismic zones other than 384. 4.3x edge members may be substituted w/(2)2x edge member;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 94 and General Note B. vnl a n 7.4x4 or 6x6 pond edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) o` 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 • • Structural Calculations for: Oak Street Townhomes 10396 Akilean Terrace, 97223 - Bldg 5 UNIT 32 Project No: 10107.02 _ Issue Date: 04/02/19 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 &'/I" 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 1/" 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 1.50 psf 3/" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf 1/2" 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 cC ml A.l `I -,534.17 wnas La4e Oswego.o' ,,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. Lateral Analysis - Wind Calculations , Client: Oak Street Townhomes Project: 10396 Akilean Terrace, 97223- Bldg 5 UNIT 32 Proj. No.: 10107.02 Issue Date: 4/2/19 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 Ew 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 N/S 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 1500 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 I6rchitecture/pl®ening Ilc 16325 ite Ferry Roatl.Suite 207 C lake Oswego Oregon 97035 11111 'a 5G3.'ill.03)7 Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10396 Akilean Terrace, 97223 -Bldg 5 UNIT 32 Project No: 10107.02 Issue Date: 4/2/19 Mass Weight(W) Dead Load (DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 616.00 sf Site Class= D ' HRS= `25:00 Floor= 10.00 psf ARw-ex= 195.00sf Ss= 77.1 H2fIr= 12.00 Exterior wall = 10.00 psf ARw-in = 98.00 sf S1= 39.3. H2rf= 11.00 Interior walls/partitions= 5.00 psf A2fIr= 585.00 sf Fa_ 1 00 H1flr= 1.00 Elevated Concrete Floor= 0.00 psf A2rf= sf F„= 1.60. Left to Right A2w-ex= 195.00 sf RFR= 6.5 HRn= 25.00 A2w-in= 98.00 sf RLR= 6.5 H2fIr= 12.00 Al flr= 343.00 sf SMS= 0.771 H2rf= 11.00 Al rf= 290.00 sf SM1 = 0.629 H1fIr= 1.00 A1w-ex= 114.00 sf SDS= 0.52 Alwin= 57.00 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(Al flr)= 343.00 sf X 10.00 psf= 3430 # Area of lowest roof or elev. conc slabs(A1 rf)= 290.00 sf X 10.00 psf= 2900 # Area of lowest exterior wall (Alw-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)= 7755 # Total Mass(TM)= 25125 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 VtFRIW. Area psf Roof 6143 25 153571 0.66 1122 1122 0.18 616 1.8 2nd Floor 6264 12 75171 0.32 549 1671 0.27 633 2.6 1st floor 5539 1 5539 0.02 40 1711 0.31 633 2.7 = 17946 X = 234282 1.00 1711 4504 Left to Right Level Wx Hx WxHx Fa VS V0 total VtLR/W. Area psf Roof 6143 25 153571 0.66 1122 1122 0.18 616 1.8 2nd Floor 6264 12 75171 0.32 549 1671 0.27 633 2.6 1st floor 5539 1 5539 0.02 40 1711 0.01 633 2.7 X = 17946 X = 234282 1.00 1711 4504 1.Controlling V per IRC 16-56 IcoN,rVLitctur91F2ling ptic 63nFryRui7,. .�•e 5(??5,9137 wxu t onau tute 1 cem 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: Put Type C (Simpson MST 37 wood to wood) = 3815#allowable Deadload 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): • @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" MI @ 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): Pu1 @ 8'-0"plate heights=8'/2=4'-0" ii @ 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, 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 �rchitecture/pl®ening Ilc 783258ite Ferry Road,SuM1e 207 C Lake Oswego Oregon 97035 •r tel 503 534 0337 an n@vet cow r r r Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10396 Akilean Terrace, 97223- Bldg 5 UNIT 32 Proj. No. 10107.02 ssue Date: 4/2/19 Upper Levi 4/2/2019 Trib. Seismic Vx Wind Vx VGGov. Pnl Pnl Pnl Trib. Pnl Design PNL. Brace Line Trib, Area Siesmic ForceLngth Hght Wdth Brg. DL over Load pi Uplift=Pu HD Load HD Notes Width Force psf plf plf Wind Shears Load plf ID L H W Area plf Front to Rear V1 308.0 7.5 1.8 561 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A V2 308.0 7.5 1.8 561 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A X = 616.0 X = 1122 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 561 416 8537 8537 15.0 8.0 3.0 185.0 7400 569 WG 569 3 730 730 A 5 V4 308.0 20.5 1.8 561 416 8537 8537 15.0 8.0 4.5 185.0 7400 569 WG 569 3 668 668 A. - 5 X = 616.0 X = 1122 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. O C I• architecture/planning Ile 76325 Boones Ferry Road,Suite 207 Lake Oswego,Oregon 97035 10 503 534 0337 OnSc5l40Ol cpm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10396 Akilean Terrace,97223-Bldg 5 UNIT 32 Proj.No. 10107.02 Issue Date: 4/2/19 Vx Wind Pnl Trib. Pnl Trib. Seismic VX VG Gov. DL n Design Pnl. Accum. Brace Line Trib. Area Siesmic Force' Pnl Lngth L Pnl Hght H Wdth Brg. Load Pi Uplift=Pu HD Notes Width Force psf plf plf Wind Shears W Area over plf RAG,, Load plf ID HD Load Front to Rear V5 316.0 7.5 2.6 834 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 1.00 110 1 -673 0 A V6 316.0 7.5 2.6 834 526 3949 3949 36.0 9.0 _ 36.0 0.0 0 110 WG 1.00 110 1 -673 0 A Z = 632.0 I = 1668 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.6 771 675 13156 13156 15.0 9.0 4.5 20.0 800 877 WG 1.00 877 5 7286 8016 E 3,4,5''' V8 340.0 23.5 2.6 898 675 15854 15854 18.5 9.0 3.5 120.0 4800 857 WG 1.00 857 5 5151 5820 E 5 1 = 632.0 X = 1668 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. I C N a16325 rchitecture/planningBooFerryRoad.Suit207 Ile ne Lek¢Oawego.Oregon 97035 r Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10396 Akilean Terrace, 97223-Bldg 5 UNIT 32 Proj. No. 10107.02 Issue Date: 4/2/19 Lower Level - Floor Vx Wind PnI Pnl PnI Trib. PnI Trib. Seismic Vx VG Gov. DL Design Accum. Brace Line Trib. Area Siesmic ForceLngth Hght Wdth Brg. Load Pi PnI.ID Uplift=Pu HD Notes Width Force psf plf plf Wind Shears L H W Area over plf Load plf HD Load Front to Rear V9 316.0 7.5 2.7 854 619 4640 4640 18.5 8.0 18.5 0.0 0 251 WG 251 1 1248 1248 G1 V10 316.0 7.5 2.7 854 619 _ 4640 4640 23.0 8.0 23.0 0.0 0 202 WG 202 1 671 671 G1 X = 632.0 = 1709 Controlling 1.00 Left to Right V11 292.0 19.5 2.7 790 767 14954 14954 10 8.0 1.0 0.0 0 14954 WG 14954 STL 119588 127604 STL 3,4,6 V12 340.0 23.5 2.7 919 767 18021 18021 11:0 8.0 _ 2.0 120.0 3600 1638 WG 1638 _ 8 11224 17044 M 5 X = 632.0 2 = 1709 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. 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 0 crc325hBoonesitcceurRcoad,Suae/pla207nning Ilc 16Ferry r Lake Oswego.Oregon 97035 '! to 503,5310131 p.erchilect , 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 @ 4"o/c&A34 @ 12"o/c 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"o/c 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"oft 3 x Use 4 x4 posts,no subs. 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 subs. 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 HOLD 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. 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 Y equal strap length min.lap at splices and joints.Provide^%lap length for continuous straps. 8 B 3140 MST 27 15-16d each end /equal strap length min.lap at splices and joints.Provide¼lap 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 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 '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 eid 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-1/2"NB 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 @'/z'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 @^W from corner.Use STHD14RJ w/Fir.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d or(18)1/4x3 WS 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'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 w/'SET'epoxy at 10"embed. 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 10"embed. 5,6,9 L 9540 HD1 DA 4-7/8"MB 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'epoxy at 12"embed. 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 w/'SET'epoxy at 18"embed. 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 ay 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 an, 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 in o solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nominal thi kness 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 Simp-on L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framin.member above plate. 3. Shear values for GWB panels may be increa ed by 100%in seismic zones other than 3&4. 4. 3x edge members may be substituted w/(2). edge members w/10d©6"o.c.staggered at alternating sides. See General Note B. 5. Installation into an 8"foundation wall require.,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'gown attachment. See footnote#4 and General Note B. ' `,. /Pnl&Fip 7. 4x4 or 6x6 panel edge member required as n cessary-no splits.(Uplift load shown assumes 4x wood member thickness.) Pao.' 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. I chaa4.snren c.,...r,-.r I 9. Installation with adhesives requires certified inspection. O architecture/planning Ilc Additional notes may appear on the Shear Wall Layout sheet. ( �53zs soar o Fer g Road, 5 zo `` Lake Boone.,Oregon ad.S ill t.,503 53.0331 • , Structural Calculations for: Oak Street Townhomes 10400 Akilean Terrace, 97223 - Bldg 5 UNIT 33 Project No: 10107.02 Issue Date: 04/02/19 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 &Y2" 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/" 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 'A" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf '/" 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: 1 O N architecture/planning Ilc � • 1 a 08oarea Fea�R aaao SWte ltl.. 4aa 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:01.15.19 , Lateral Analysis - Wind Calculations _ Client: Oak Street Townhomes Project: 10400 Akilean Terrace, 97223- Bldg 5 UNIT 33 Proj. No.: 10107.02 Issue Date: 4/2/19 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 E!W 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 K= Kh V2 Cp NQS qz PLF P1 = 0'-15' qz= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2=15'-20' q,= 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 T Width 39.00 Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY l 0 architecture/planning Ilc 16325 Boons FerryRoad,Suite 207 lake Oswego,Oregon 97035 ,s let 543534 0337 x�h'eci ccnn Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10400 Akilean Terrace, 97223- Bldg 5 UNIT 33 Project No: 10107.02 Issue Date: 4/2/19 Mass Weight(W) Dead Load (DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 616,00 sf Site Class = D , HRS,= ..25.00 Floor= 10.00 psf ARw-ex= 190.00 sf Se= 77.1,,=s H2flr= 12.00' Exterior wall = 10.00 psf ARw-in= ... 95,00 sf S1= 39.3 `: H2rf= :11.00 Interior walls/partitions= 5.00 psf A2flr= 571:00 sf Fa= 1.:00 H1fIr= 1.00 Elevated Concrete Floor= 0.00 psf A2rf= , 48.00 sf F . 1.60 Left to Right A2w-ex= ;190.00 sf RFR= 65 ' HR,= 25.00 A2w-in= ` 95,00 sf RLR= 6.5 H2flr= 12.00 A1fIr= 343.00 sf SMS= 0.771 H2rf= .,11.00, Alrf= -.: 276.00 sf SMI = 0.629 H1flr= 1.00 A1w-ex= 114.00 sf SDS= 0.52 A1w-in= ' 57.00 sf 5D1 = 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(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(M1f)= 7615 # Total Mass(TM)= 24715 Base shear Front to Rear Left to Right V=((1.2*SDs)/RFR)W= 0.095 W' V=((1.2*SDs)/RLR)W= 0.095 W, Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa Vs Vs total VtFRAwx 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 VtLRivvx 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 0 I architecture/planning Ilc 18325 Boones Ferryf20dC.Suite 207 Lake Oswego,Oregon 97035 C •r : �, 537 wAV _sn 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 Deadload Pu2 Type G (Simpson PAHD42 wood to conc.) = 2945#allowable over V, General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): M • @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" Ell MI @ 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): Pu1 @ 8'-0"plate heights=8'/2=4'-0" a @ 9'-0"plate heights=9'/2=4'-6"' @ 10'-0"plate heights= 10'/2=5-0" Elail 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 IO architecture/pl®ening Ilc 163c Bite Forty Road.Suite 207 C Lake Oswego Oregon 97035 w IItel 503.534 0337 pte"-M1rtect cixn Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10400 Akilean Terrace, 97223- Bldg 5 UNIT 33 j Proj. No. 10107.02 ssue Date: 4/2/19 Upper Level - Roof Trib. Seismic Vx' ' Wind Vx V Gov. Pnl Pnl Pnl Trib. Pni VG Design PNL. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load Pi Uplift=Pu HD Load HD Notes Width Force psf plf pit Wind Shears L H W Area plf Load plf ID Front to Rear V1 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A V2 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A X = 616.0 X = 1110 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 416 8537 _ 8537 15.0 8.0 2.5 185.0 7400 569 WG 569 3 750 750 A 5 V4 308.0 20.5 1.8 555 416 8537 8537 15.0 8.0 4.5 185.0 7400 569 WG 569 3 668 668 A 5 X = 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. O orchitecturc/planning Ilc 16325 B000es Ferry Road,Su,te 207 SS Lake Oswego,Oregon 97035 C te1503 511 0337 g (eGi an Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10400 Akilean Terrace, 97223- Bldg 5 UNIT 33 Proj. No. 10107.02 Issue Date: 4/2/19 Main Level -Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx VG Gov. DL Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load pl Uplift=Pu HD Notes Width Force psf plf plf Wind Shears L H W Area over pit Load plf ID HD Load 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 X = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 _ 2.7 738 675 13156 13156 15.0 9.0 2.5 20.0 800 877 WG 877 5 7378 8128 E 3,4,5 V8 340.0 23.5 2.7 903 675 15854 15854 18.5 9.0 _ 3.5 120.0 4800 857 WG 857 5 _ 5151 5820 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. IO architneecturReoaA,/pl®nning20Ile 'S Lake nwego GerrySuitee 7 Lake Oswego,Oregon S7p35 .003 034 033/ =w,h lwY,c»n Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10400 Akilean Terrace, 97223 - Bldg 5 UNIT 33 Proj. No. 10107.02 Issue Date: 4/2/19 Lower Level - Floor Vx Wind PnI PnI PnI Trib. PnI TribSeismic Vx VG Gov. DL Design Accum. .Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load p, Pnl.ID Uplift=Pu HD Notes Width Force psf pIf pIf Wind Shears L H W Area over pIf Load pit HD Load Front to Rear V9 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 V10 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 X = 618.0 I = 1681 Controlling 1.00 Left to Right V11 278,0 19:5=+ 2.7 756 767 14954 14954 .1 0m 8'.0; 1';0:=. .:0.0 0 14954 WG 14954 STL ' 119588 127717AL 334,6 V12 . 340.0 23.5•; 2.7 925 767 18021 18021 11.0 8:0 2:0' 120.0'' 3600 1638 WG 1638 . ,8 11224 17044 *VI ` 5 X = 618.0 1 = 1681 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. 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 IO architecture/planning Ilc 16325 Bowies Ferry Road,Suite 297 C Lake Oswego,Oregon 97035 'S to 503534.0337 a S6CI c.xn 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 @ 4"o/c&A34 @ 12"o/c 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"o/c 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no subs. 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 subs. 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 HOLD 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. 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 'A equal strap length min.lap at splices and joints.Provide%lap length for continuous straps. 8 B 3140 MST 27 15-16d each end ''A equal strap length min.lap at splices and joints.Provide'/lap length for continuous straps. 4,6,8 C 4395 MST37 21-16d each end 'A 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.Provide¼lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end %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 end 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 @%"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 @%"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d or(18)1/4x3 WS 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'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 w/'SET'epoxy at 10"embed. 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"embed. 5,6,9 L 9540 HD1DA 4-7/8"MB 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wISET'epoxy at 12"embed. 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 w/'SET'epoxy at 18"embed. 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 Simps n 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 increas d by 100%in seismic zones other than 3&4. 4. 3x edge members may be substituted w/(2) 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 own attachment. See footnote#4 and General Note B. pnl6 HD 7. 4x4 or 6x6 panel edge member required as n cessary-no splits.(Uplift load shown assumes 4x wood member thickness.) POe,i 8. See'Alternative Installation' HD ID J thru M wing Simpson adhesive or eq. I cwaav tinran c.,.,,r-.r,i I 9. Installation with adhesives requires certified ir1spection. C co) � ` tarchil}ecture/planning Ilc Additional notes may appear on the Shear Wall Layout sheet. V 16325 600008 Ferry Road,Sulte 207 ` Lake Oswego,Oregon 97035 ■. to 503.040331 xwK bcMeci c;aTM,. Structural Calculations for: Oak Street Townhomes .. 10404 Akilean Terrace 97223 - UNIT 34 Project No: 10107.02 Issue Date: 04/02/19 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 & 1/2" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF "1.50psf 1/" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live/Snow Loads 25.00 psf 1/" 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 3/4 plywood sheathing ''-- .3.00 psf Interior 2x Framing 5.00 psf 1/" GWB 2.00 psf Miscellaneous ::l 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1/" GWB -2.00 psf Total Live Loads ;:40100 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-3808/212)*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: architecture/planning Ile f5 c Boors Ferry ROaC,Suite n tn4e Oawego,Or0Oar.95035 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 01.15..-15 Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 10404 Akilean Terrace 97223- UNIT 34 Proj. No.: 10107.02 Issue Date: 4/2/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 �1 Wind force: qz= 0.00256 Kd Kzt K5 Kz V2 Cp qz PLF Height(Ht)Kh Force Kd Kzt Kz Kh V2 Cp F1w 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 K5 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' 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 15.00 Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 37.00 s - Width 39.00 Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY O architecture/planning Ilc 16325 Boones Ferry Roed.Suite 207 Lake Oswego,Oregon 97035 rnx nx T 'r to 53.534.033) Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10404 Akilean Terrace 97223- UNIT 34 Project No: 10107.02 Issue Date: 4/2/19 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= 195.00 sf Ss= 77.1 ;:; H2flr= 12.00 Exterior wall = 10.00 psf ARw-in = .9800 sf S1= 39.3: H2rf= .11:00 Interior walls/partitions= 5.00 psf A2fIr= 585.00sf Fa= 1.00.:, H1fIr= 1;00 Elevated Concrete Floor= 0.00 psf A2rf= 4800 sf F„= 1.60: ` Left to Right A2w-ex= .F:' 1952,00 sf RFR= 6.5 _' HR„= 25.00 A2w-in .: 98;,00 sf RLR= 6.5 H2fIr= 12.00 A1fIr x`:536:00 sf SMS= 0.771 H2rf= .11.00 Alrf= 96:00 sf SMI = 0.629 H1fIr= 1;00 A1w-ex= .,, 179:00 sf SEG= 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(A1fIr)= 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"SDs)/RLR)W= 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFwwX 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 X = 234857 1.00 1766 4642 Left to Right Level Wx Hx WxHx Fa VS VS total VtLwwX 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 r9325Booecture/planning Iic 16325 Beit es FerryRoad.Suite 2 i C Lake Oswego Oregon 87035 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: Pu2 Type C (Simpson MST 37 wood to wood) = 3815#allowable Deadload Type G (Simpson PAHD42 wood to conc.) = 2945#allowable over V, General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): n • @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" @ 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): Pill @ 8'-0"plate heights=8'/2=4'-0" �� @ 9'-0"plate heights=9'/2=4'-6"' ' @ 10'-0"plate heights= 10'/2=5'-0" ELQ 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 ION NOarchitecturplnning16325 Boones Ferry Re/oad.Sude 207 rLake Oswego,Oregon 97035 tel 5035340337 aii aU,. Panel and Uplift Calculations Client: Oak Street Town homes Project: 10404 Akilean Terrace 97223- UNIT 34 Proj. No. 10107.02 ssue Date: 4/2/19 Upper Level - Roof Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx V�Gov. Design PNL. Brace Line Trib. AreaSiesmic Force Lngth. light Wdth Brg. DL over Load pi Uplift=Pu HD Load HD Notes Width Force psf Wind Shears Load plf ID plf _ plf L H W Area plf Front to Rear V1 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A V2 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A X = 616.0 = 1155 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 577 416 8537 8537 15.0 8.0 3.0 185.0 7400 569 WG 569 3 730 730 A 5 V4 308.0 20.5 1.9 577 416 8537 8537 15.0 8.0 4.5 185.0 7400 569 WG 569 3 668 668 A 5 X = 616.0 I = 1155 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. I C 0 N archtc / a 70 c e ite Ferrycturc RoaA,plSurto 207nning Ilc Lake Oswego.Oregon 97035 e• 0 503 534 0337 cww¢p Yc5NO c m Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10404 Akilean Terrace 97223- UNIT 34 Proj. No. 10107.02 Issue Date: 4/2/19 Main Level -Floor Trib. Seismic Vx Wind Vx VG Gov. Pnl Pnl Pnl Trib. DL Load Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load p� Uplift=Pu HD Notes Width Force psf pit plf Wind Shears L H W Area over pit Load plf ID HD Load 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 1 = 632.0 1 = 1718 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.7 794 675 13156 13156 15.0 9.0 4.5 20.0 800 877 WG 877 5 7286 8016 E 3,4,5 V8 340.0 23.5 2.7 924 675 15854 15854 18.5 9.0 3.5 120.0 4800 857 WG 857 5 5151 5820 E 5 1 = 632.0 X = 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. IO architecture/planning Ilc 76325 Boones Ferry Road,Swle 207 II C Lake Oswago Oregon 97035 • lW 503 534 033> www x:MYCMeC�r<m Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10404 Akilean Terrace 97223- UNIT 34 Proj. No. 10107.02 Issue Date: 4/2/19 Lower Level -Floor Vx Wind PnI Pnl Pnl Trib. PnI Trib. Seismic Vx VG Gov. DL Design Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load pi Pnl.ID Uplift=Pu HD Notes Width Force psf plf plf Wind Shears L H W Area over plf Load plf HD Load Front to Rear V9 316.0 7.5 2.8 883 619 4640 4640 34.0 8.0 34.0 0.0 0 136 WG 136 1 -302 0 G1 V10 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 $ = 632.0 I = 1766 Controlling 1.00 Left to Right V11 m 292.0 19.5 2.8 816 767 14954 14954 1:0 8:0 1.0 ; 0.0 0 14954 WG 14954 STL 119588 127604 _ STL 3,4,6 V12 340.0 23.5 2.8 950 767 18021 18021 11.0 ` °"8.0 w 2,0, Ir 120.0 3600 1638 WG 1638 „8 ;, 11224 17044 M 5 X = 632.0 X = 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. 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 1 C 0 N arch oen Forrrc/planningSufte Ilc 76325 itFerry Road, 207 Lake Oswego.Oregon 97035 II1.50353..033) oWcI*e0I,; 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 @ 4"o/c&A34 @ 12"o/c 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"o/c 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no subs. 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 subs. 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 HOLD DOWN HD ID Uplift,load Simpson Model# Fasteners Remarks 1.".',, Footnote NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. 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 'A equal strap length min.lap at splices and joints.Provide'/lap length for continuous straps. 8 B 3140 MST 27 15-16d each end 'A 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 h 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^%lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB each end 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"IV B Installation in 8"stem wall @^/"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2"IV B Installation in 8"stem wall @ 8"from corner.Use STHD14RJ w/Fir.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @'/"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d or(18)1/4x3 WS 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'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 w/'SET'epoxy at 10"embed. 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"embed. 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 w/'SET'epoxy at 12"embed. 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"embed. 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. w I 2. Provide 3x P.T.foundation sill plate for Is 4 through 8 w/5/B"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 Simpon� LSO'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. Pftl 6 tD 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) Ronal 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. I ct,aev tinren c..,.ra,."i 1 9. Installation with adhesives requires certified inspection. c9IN architecture/planning Ile Additional notes may appear on the Shear Wall Layout sheet. 16325 Booms Ferry Road.Suite 207 lake Oswego.Oregon 97035 to 503534,013) Structural Calculations for: Oak Street Townhomes 10408 Akilean Terrace, 97223 - Bldg 5 Unit 35 Project No: 10107.02 Issue Date: 04/02/19 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 '/" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live/Snow Loads 25.00 psf 1/" 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 1.50 psf 3/" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf '/" 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 IIc 180BiSuMe L190 Ofw90,Oregon 9]0]5 NO 0 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. ve,a,u,i:01.15.19 _ Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 10408 Akilean Terrace, 97223-Bldg 5 Unit 35 Proj. No.: 10107.02 Issue Date: 4/2/19 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 ENV 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 NJS qz PLF P1 = 0'-15' qz= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2= 15'-20' q== 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 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 0ehitnt1916325rcBoones cFerryRoae,urc/p1Suite 207 nning (lc CLake Oswego Oregon 97035 0• ted 503-534-033 Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10408 Akilean Terrace, 97223- Bldg 5 Unit 35 Project No: 10107.02 Issue Date: 4/2/19 Mass Weight(W) Dead Load (DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= _ `616.00 sf Site Class= - D HRn= "25.00 Floor= 10.00 psf ARw-ex= 192.00 sf Ss= 77,1. . H2flr= '12.00 Exterior wall= 10.00 psf ARw-in `96.00 sf S1=39.3 H2rf= 11.00 Interior walls/partitions= 5.00 psf A2flr= : 575.00 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= .} 192.00 sf RFR= 6,5,, ; HRa= x25:00 A2w4n= , 96.00 sf RLR= W':,, H2fir= 12.00 A1flr ,536.00'sf SMS= 0.771 H2rf= 11,00 Al rf= ";86.00 sf SMi = 0.629 H1 flr= 1.00 A1w-ex x179,00 sf SDS= 0.52 Alwin 90.00 sf Spi = 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)= 192.00 sf X 10.00 psf= 1920 # Area of upper interior wall (ARw-in)= 96.00 sf X 5.00 psf= 480 # Mass of Upper Roof(MUr)= 8560 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 575.00 sf X 10.00 psf= 5750 # Area of lower roof or elev. conc slabs(A2rf)= 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall (A2w-ex)= 192.00 sf X 10.00 psf= 1920 # Area of lower interior wall(A2w-in)= 96.00 sf X 5.00 psf= 480 # Mass of 2nd Floor(M2f)= 8630 # Area of 1st floor&walls Area of 1st floor(A1fIr) = 536.00 sf X 10.00 psf= 5360 # Area of lowest roof or elev. conc slabs(A1 rf)= 86.00 sf X 10.00 psf= 860 # 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)= 8460 # Total Mass(TM)= 25650 Base shear Front to Rear Left to Right V=((1.2"Sps)/RFR)W= 0.095 W' V=((1.2"Sps)/RAW= 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFRAvx Area psf Roof 6114 25 152857 0.66 1147 1147 0.19 616 1.9 2nd Floor 6164 12 73971 0.32 555 1702 0.28 623 2.7 1st floor 6043 1 6043 0.03 45 1747 0.29 622 2.8 X = 18321 X = 232871 1.00 1747 4596 Left to Right Level Wx Hx WxHx Fa VS VS total VtLRANx Area psf Roof 6114 25 152857 0.66 1147 1147 0.19 616 1.9 2nd Floor 6164 12 73971 0.32 555 1702 0.28 623 2.7 1st floor 6043 1 6043 0.03 45 1747 0.01 622 2.8 X = 18321 X = 232871 1.00 1747 4596 1.Controlling V per IRC 16-56 I O ar /pa 76325 Boochitectureneo FerryRoad.Sade 207nning Ilc C lake Oswego Oregon 97035 Shear Wall Design Approach _ 10408 Akilean Terrace, 97223- Bldg 5 Unit 35 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: Type C (Simpson MST 37 wood to wood) = 3815#allowable DeadloadPu2 Type G (Simpson PAHD42 wood to conc.) =2945#allowable over j 1� Vt General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): n • @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" Ma li rill @ 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): Pu1 @ 8'-0"plate heights=8'/2=4'-0" @ 9'-0"plate heights=9'/2=4'-6"' @ 10'-0"plate heights=10'/2=5'-0" FELI 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 OIN architecture/pnning163c Boones Forty Raatl.Suite 207 Lake Oswego,Oregon 97035v .,� te45035340337 act,0cct c�n Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10408 Akilean Terrace, 97223- Bldg 5 Unit 35 Proj. No. 10107.02 ssue Date: 4/2/19 Upper Level - Roof Trib. Seismic Vx Wind Vx V Gov. PnI PnI PnI Trib. Pnl Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Br DL over Load Design PNL. Width Force psf Wind Shears g g g" plf p' Load plf ID Uplift=Pu HD Load HD Notes pif plf L H W Area Front to Rear V1 308.0 7.5 1.9 573 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A V2 308.0 7.5 1.9 573 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A X = 616.0 = 1147 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 573 416 8537 8537 15.0 8.0 2.0 185.0 7400 569 WG 569 3 771 771 A 5 V4 308.0 20.5 1.9 573 416 8537 8537 15.0 8.0 4.5 185.0 7400 569 WG 569 3:`r:; 668 668 A 5 X = 616.0 = 1147 Controlling p= 1.00 1.WG=Wind governs, typical all levels 2.Typical panel DL weight= 10 psf 5. Use Perforated panel. O architecture/planning Ilc C f325 Boones Ferry Road Sl 207 r Lake Oswego.Oregon 97035 ,Iw ,.503.534 0331 pnycMbCr<a Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10408 Akilean Terrace, 97223 - Bldg 5 Unit 35 Proj. No. 10107.02 Issue Date: 4/2/19 Main Level -Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx VG Gov. Lngth Hght Wdth Brg. DL Load p1 Design Pnl. Uplift=Pu Accum. HD Notes Width Force psf pit of Wind Shears L H W Area over pit Load pif ID HD Load 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 2 = 622.0 X = 1699 Controlling p= 1.00 Left to Right V7 282.0 19.5 2.7 770 675 13156 13156 15.0 9.0 2.0 20.0 800 877 WG 877 5 7401 8172 E 3,4,5 V8 340.0 23.5 2.7 929 675 15854 15854 18.5 9.0 3.5 120.0 4800 857 WG 857 5 5151 5820 E 5 2 = 622.0 X = 1699 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. IO architecture/pI®nning Ilc C 6325 eoones FerryRoaA Sure 20 h Lake Oswego,Oregon 97Q35 1,r tat'03 534 0337 pnYcnkypl s:mn Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10408 Akilean Terrace, 97223-Bldg 5 Unit 35 Proj. No. 10107.02 Issue Date: 4/2/19 Lower Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx VG Gov. DL Design Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load pi Pnl.ID Uplift=Pu HD Notes Width Force psf Wind Shears over pif Load plf HD Load pif pit L H W Area Front to Rear V9 311.0 7.5 2.8 874 619 4640 4640 30.0 8.0 30.0 0.0 0 155 WG 155 _ 1 7 7 G1 V10 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 Z = 622.0 X = 1747 Controlling 1.00 Left to Right V11 282.0 19.5 2.8 792 767 14954 14954 1.0 8.0 1.0 0.0 0 14954 WG 14954 STL 119588 127760 STL 3,4,6 V12 340.0 23.5 2.8 955 767 18021 18021 11.0 8.0 2.0 120.0 3600 1638 WG 1638 8 11224 17044 M 5 Z = 622.0 X = 1747 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. 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 1 0 ®r325chBooitrrcctuesFerry rc/plan Road, d ning Ilc 16Soe 207 vs C Lake Oswego,Oregon 97035 d SC,3 531 033' h:npecl c.n Shear Panel and Hold Down Schedule PANEL PNL Shear Panel;Material ;, Common Nailing1 r, Sole Plate«Anchors , , m: TophPlate Edge Mem, Remarks,-!,,,.,,s Footnote:. ID._. Value , ,.. . Requirements t ...,;,Staggered Nailing DF#2 , 'AnchorBolt>HF#2B x. . :Connection.DF#2,�. : 'DF#2:, ':..,: ...:,-,-,6',-.4:',1 1 260 1/2"CDX 8c1@ 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 8c1©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"o/c 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"o/c 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no subs. 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 subs. 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 HOLD DOWN HD ID, Uplift load:' Simpson iModel.# Fasteners t;t. Remarks,,- -' --" '4,, ,=' = ,, .;I << Footnote - NA No Hold down Negligible uplift,no hold down required.Typical A.B•placement or sill plate nailing required. 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 end 'equal strap length min.lap at splices and joints.Provide''%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 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'/.lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB each end 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 @ Y"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 or(18)114x3 WS 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'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 w/SET'epoxy at 10"embed. 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"embed. 5,6,9 L 9540 HD10A 4-7/8"MB 7/8"x 18"embed.AB,SSTB28 Aft 7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'epoxy at 12"embed. 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 w/'SET'epoxy at 18"embed. 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 instated and inspected,as required per mfgr.Specs. A.B.may be sub.WI 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"=31/8"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. 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) Ponol 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. 9. Installation with adhesives requires certified inspection. /� t Qrchltecturc/punning Iic Additional notes may appear on the Shear Wall Layout sheet. 1 C O 76325 9oones Fe y rco,e,sudo z07 lake Oswego.Oregon 97035 ISS503539U337 uwr wa d Structural Calculations for: Oak Street Townhomes 10412 Akilean Terrace, 97223 - UNIT 36 Project No: 10107.02 Issue Date: 04/02/19 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 &1/2" plywood sheathing 6.001 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 Loads25.00 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 '`; 1.50 psf 3/4 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 1/" GWB ': 2.00 psf Total Live Loads40.00psf 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 Basic Wind Speed/3 sec. Gust: -!,r..21..:!20 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 architecture/planning rchitccturc/planning IlcCc2N,c„,..„,:;,,z,„-z.r. 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 01.15.19 Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 10412 Akilean Terrace, 97223-UNIT 36 Proj. No.: 10107.02 Issue Date: 4/2/19 Method 1 V= 120 (I)Kzt= 1 Exp= B IKd]= 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 ow qz PLF P1 = 0'-15' qz= 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' 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' 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 15.00Ratio 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 erchitncturc/plenning Ilc 16325 ite Ferry Road,5 I n C Leke Oswego Oregon 97035 $1 13,1 503 034 0337 vrrw kM -1100 com Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10412 Akilean Terrace, 97223-UNIT 36 Project No: 10107.02 Issue Date: 4/2/19 Mass Weight(W) Dead Load (DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 616.00 sf Site Class= D FIR,= 25.00 Floor= 10.00 psf ARw-ex= 195.00 sf S5= 77.1 H2flr= :12:00 Exterior wall= 10.00 psf ARw-in = h ¢-98.00 sf S1= 39.3 H2rf= 11.00 Interior walls/partitions= 5.00 psf A2fIr= 585.00 sf Fa= 1:00. H1fIr= . 1:00' Elevated Concrete Floor= 0.00 psf A2rf= 0_ 48.00 sf F„= 1.60. Left to Right A2w-ex= , 1,9,5,00 sf sf RFR= 6,5 HRn= 25.00 A2w-in= .-:.„49,,p .),0sf RLR= 6.5 H2flr= 12.00 A1flr= '343:00 sf SMS= 0.771 H2rf= 11.00 A1rf= ;° 290.00 sf SM, = 0.629 HIM= 1.00' A1w-ex= :,, 114.00 sf Sps= 0.52 Alwin= 57.00 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)= 343.00 sf X 10.00 psf= 3430 # Area of lowest roof or elev. conc slabs(A1 rf)= 290.00 sf X 10.00 psf= 2900 # 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)= 7755 # Total Mass(TM)= 25125 Base shear Front to Rear Left to Right V=((1.2*Sps)/RFR)W= 0.095 W7 V= ((1.2*SDs)/RLR)W= 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFR/Wx Area psf Roof 6143 25 153571 0.66 1122 1122 0.18 616 1.8 2nd Floor 6264 12 75171 0.32 549 1671 0.27 633 2.6 1st floor 5539 1 5539 0.02 40 1711 0.31 633 2.7 X = 17946 $ = 234282 1.00 1711 4504 Left to Right Level Wx Hx WxHx Fa VS VS total VtLRnvx Area psf Roof 6143 25 153571 0.66 1122 1122 0.18 616 1.8 2nd Floor 6264 12 75171 0.32 549 1671 0.27 633 2.6 1st floor 5539 1 5539 0.02 40 1711 0.01 633 2.7 X = 17946 X = 234282 1.00 1711 4504 1.Controlling V per IRC 16-56 I 0 ®rchlitecturc/planning Ilc 76325 Boones Ferry Road,Suite 207 Lake Oswego,Oregon 97035 US ,342337 mh.:hp=7c:..n, Shear Wall Design Approach _ 10412 Akilean Terrace, 97223- UNIT 36 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: Type C (Simpson MST 37 wood to wood) = 3815#allowable DeadloadPu2 Type G (Simpson PAHD42 wood to conc.) = 2945#allowable over 1 l� Vt General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): • ©8'-0"plate heights=8'/3.5=2.29'say 2'-3" rEl @ 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): Put @ 8'-0"plate heights=8'/2=4'-0" I► @ 9'-0"plate heights=9'/2=4'-6"' ' @ 10'-0"plate heights= 10'/2=5'-0" 11 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 I0 architecture/planning Ile 16325 6 ite Ferry Road.SuHe 207 - Lake Oswego,Oregon 97035 •i 501534 Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10412 Akilean Terrace, 97223 -UNIT 36 Proj. No. 10107.02 ssue Date: 4/2/19 Upper Level - Roof Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx VG Gov. Design PNL. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load pi Uplift=Pu HD Load HD Notes Width Force psf Wind Shears Load plf ID plf plf _ L H W Area plf Front to Rear V1 308.0 7.5 1.8 561 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A V2 308.0 7.5 1.8 561 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A = 616.0 X = 1122 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 561 416 8537 8537 15.0 8.0 3.0 185.0 7400 569 WG 569 3 730 730 A 5 V4 308.0 20.5 1.8 561 416 8537 8537 15.0 8.0 4.5 185.0 7400 569 WG 569 3 ` 668 668 A 5 = 616.0 X = 1122 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2.Typical panel DL weight= 10 psf 5. Use Perforated panel. QN architccturc/pinning16325 Bite Feng Rose,::"vs 3 534 0337 207 CLake Oswego Oregon 97035 «mow Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10412 Akilean Terrace, 97223 - UNIT 36 Proj. No. 10107.02 Issue Date: 4/2/19 Main Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic' Force Vx VG Gov. Lngth Hght Wdth Brg. DL Load p� Design Pnl' AcUplift=Pu HD Notes Width Force psf plf plf Wind Shears L H W Area_ over pif Load pif ID HDD Load Front to Rear V5 316.0 7.5 2.6 834 _ 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A V6 316.0 7.5 2.6 834 526 3949 3949 36.0 9.0 _ 36.0 0.0 0 110 WG 110 1 -673 0 A = 632.0 X = 1668 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.6 771 675 13156 13156 15.0 9.0 4.5 20.0 800 877 WG 877 5 7286 8016 E 3,4,5 V8 340.0 23.5 2.6 898 675 15854 15854 18.5 9.0 3.5 120.0 4800 857 WO 857 5 5151 5820 E 5 I = 632.0 Z = 1668 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. I O architecture/pl®nning ` 16325 Bite Ferry RoaA,Suite 207 Lake Oswego.Oregon 9703.5 •• tt.1 503 510 013 3 anTpe l z Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10412 Akilean Terrace, 97223 - UNIT 36 Proj. No. 10107.02 Issue Date: 4/2/19 Lower Level - Floor Vx Wind PnI PnI PnI Trib. PnI Trib. Seismic Vx VG Gov. DL Design Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load pi Pnl.ID Uplift=Pu HD Notes Width Force psf plf plf Wind Shears L H W Area over plf Load plf HD Load Front to Rear V9 316.0 7.5 2.7 854 619 4640 4640 18.5 8.0 18.5 0.0 0 251 WG 251 1 1248 1248 G1 V10 316.0 7.5 2.7 854 619 4640 4640 23.0 8.0 23.0 0.0 0 202 WG 202 1 671 671 G1 X = 632.0 I = 1709 Controlling 1.00 Left to Right V11 292.0 19.5 2.7 790 767 14954 14954 1.0 8.0 1.0 0.0 0 14954 WG 14954 -'STL ' 119588 127604 STL 3,4,6 V12 340.0 23.5 2.7 919 767 18021 18021 11.0 8.0 2.0 120.0 3600 1638 WG 1638 8 11224 17044 M 5 X = 632.0 = 1709 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. 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 C 0 N architecture/planning Ilc� 16325 Boones Ferry Road,Suite 207 II II Lake Oswego.Oregon 97035 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 @ 4"o/c&A34 @ 12"o/c 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"o/c 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no subs. 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 subs. 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 HOLD 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. 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 'A equal strap length min.lap at splices and joints.Provide'%lap length for continuous straps. 8 B 3140 MST 27 15-16d each end %equal strap length min.lap at splices and joints.Provide'/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 end 'A equal strap length minimum lap at splices and joints.Provide 5%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 end 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 LSTHDBRJ w/Flr.Jst. 5,6,8 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 STHD14RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2" B Installation in 8"stem wall @'W from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d or(18)1/4x3 S 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'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 w/'SET'epoxy at 10"embed. 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"embed. 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 w/'SET'epoxy at 12"embed. 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 w/'SET'epoxy at 18"embed. 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/B"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 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. Pnt&HD 7. 4x4 or 6x6 panel edge member required as n cessary-no splits.(Uplift load shown assumes 4x wood member thickness.) P.e.i 8. See'Alternative Installation' HD ID J thru M sing Simpson adhesive or eq. j case„+Wren c,,.,,r,r,i I 9. Installation with adhesives requires certified i spection. 'coil architecture/plonning IIc Additional notes may appear on the Shear Wall Layout sheet. 16325 Boones Ferry Road,suite 207 Lke Oswego,Oregon 97035 too 503.534 0331 Structural Calculations for: Oak Street Townhomes 10416 Akilean Terrace, 97223 - Bldg 5 UNIT 37 Project No: 10107.02 Issue Date: 04/02/19 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 &1/2" 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 1/" 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 3/4' plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf '/" 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 40.00 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 C0 NchitCcturP9 18)25 Ferry RoaE.Suite 207 UI .893 Onwe90,Oregon 970]5 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.01.15.19 Lateral Analysis - Wind Calculations - Client: Oak Street Townhomes Project: 10416 Akilean Terrace, 97223- Bldg 5 UNIT 37 Proj. No.: 10107.02 Issue Date: 4/2/19 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 lc Kh V2 Cp Env 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 N/S qz PLF P1 = 0'-15' qz= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2= 15'-20' q,= 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 15.00Ratio 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 I O ar25chitecture/Ferrypuitelan207 ning Ilc 163Bole Road,S C Lake Oswego Oregon 97035 ie "503534OW Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10416 Akilean Terrace, 97223- Bldg 5 UNIT 37 Project No: 10107.02 Issue Date: 4/2/19 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= ;616.00 sf Site Class= D HRn= `25.00 Floor= 10.00 psf ARw-ex= 190.00 sf Ss. 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 . ' H1fIr= 1.00 Elevated Concrete Floor= 0.00 psf A2rf= 48.00 sf F ._ 1.60,: Left to Right A2w-ex= 190.00 sf RFR= 6.5 r; HRn= .25.00 A2w-in= ,: 95.,00 sf RLR= 6.5 H2flr= .12.00 A1flr= .84.3:00 sf SMS= 0.771 H2rf= 11.00 Al rf= 276.00 sf SM1 = 0.629 H1flr= :1.00, A1w-ex= 114.00 sf Sps= 0.52 Alw-in= `57.00 sf Spy= 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(A1 fIr)= 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*SDs)/RFR)W= 0.095 W1 V=((1.2*SDs)/RLR)W= 0.095 Wi Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa Vs Vs total VtFRANx 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 VtLRmx 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 I C N archlitecture/planning Ilc 16325 Bite FerryRoad,Suite 207 Lake Oswego.Oregon 97035 �� awa spa oz» _-hnacz,.:.- Shear Wall Design Approach Governing shear force @ brace wall line: = 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 DeadloadPu2 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): ril @ 8'4"plate heights=8'/3.5=2.29'say 2'-3" @ 9'-0"plate heights=9'/3.5=2.5T say 2'-7" 71 @ 10'-0"plate heights= 10'/3.5=2.86'say 2'-10" Minimum panel widths in Seismic Zone 4=(2:1): Ptt1 @8'-0"plate heights=8'/2=4'-0" @ 9'-0"plate heights=9'/2= @ 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 architecture/planning llc 16325 Boones Ferry Road,Suite 207 C Lake Oswego,Oregon 97035 •• t.503534 OW r,a,tm Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10416 Akilean Terrace, 97223-Bldg 5 UNIT 37 Proj. No. 10107.02 ssue Date: 4/2/19 Upper Level -Roof Trib. Seismic Vx Wind Vx VGGov. Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load pi Design PNL. Uplift=Pu HD Load HD Notes Width Force psf Wind Shears plf Load plf ID plf plf L H W Area Front to Rear V1 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A V2 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A X = 616.0 X = 1110 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 416 8537 8537 15.0 8.0 2.5 185.0 7400 569 WG 569 3 750 750 A 5 V4 308.0 20.5 1.8 555 416 8537 8537 15.0 8.0 _ 4.5 185.0 7400 569 WG 569 3 668 668 A 5 X = 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 ON ar325chBitetecture/FerryRoad,Suite207pinning16Lake Owego,Oregon 97035 'rN 50.553.1 0337 OnicMtq Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10416 Akilean Terrace, 97223 - Bldg 5 UNIT 37 Proj. No. 10107.02 Issue Date: 4/2/19 Main Level -Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx VG Gov. DL Design Pnl. Accum. Brace Line Trib. Area Width- Force psf Siesmic', Force Wind Shears Lngth Hght Wdth Brg. over Load Pi Load pif ID Uplift=Pu HD Load HD Notes plf plf L H W Area plf _ 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 2 = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 2.7 738 675 13156 13156 15.0 9.0 2.5 20.0 800 877 WG 877 5 7378 8128 E 3,4,5 V8 340.0 23.5 2.7 903 675 15854 15854 18.5 9.0 3.5 120.0 4800 857 WG 857 5 5151 5820 E 5 = 618.0 2 = 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. I0 arcecture/pl®nning I I c Loke hitswego Ferry Ro9735 207 IS Lake Oswogo,Uregon 87035 !x,501 531 0737 YCMls41<rv++ Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10416 Akilean Terrace, 97223-Bldg 5 UNIT 37 Proj. No. 10107.02 Issue Date: 4/2/19 Lower Level - Floor Vx Wind PnI Pnl PnI Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx VG Gov. Lngth Hght Wdth Br DL Load Design Accum. Width Force psf Wind Shears g g g' over plf p' Load plf Pnl.ID Uplift=Pu HD Load HD Notes Of plf L H W Area Front to Rear V9 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 V10 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 X = 618.0 I = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 767 14954 14954 1.0 8.0 1.0 0.0 0 14954 WG 14954 •STL:! 119588 127717 STL 3,4,6 V12 340.0 23.5 2.7 925 767 18021 18021 11.0 8.0 2.0 120.0 3600 1638 WG 1638 8 11224 17044 M 5 X = 618.0 X = 1681 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. 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 Iarchitecture/planning IIc 16325 Boons Ferry Road,Su,te 207 r Loke Oswego.Oregon 97035 C 503534 0337 wwr >MMr<m 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"0/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 @ 4"o/c&A34 @ 12"o/c 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"o/c 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no subs. 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 subs. 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 I,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 HOLD 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. 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 end 1/2 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 'A 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 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 endl /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 ehd 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©' "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 @'R from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d or(18)1/4x3 WS 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'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 w/'SET'epoxy at 10"embed. 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"embed. 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 w/'SET'epoxy at 12"embed. 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"embed. 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 in o 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)2lx 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. /\\Prti&HD 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) RM`' 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. ( C}has®,Small C1....hr.1 I 9. Installation with adhesives requires certified inspection. (1rchitecl we/planning IIC Additional notes may appear on the Shear Wall Layout sheet. O 16325 Boones Fe..,aaae,sone zo7 Lake Oswego.Oregon 97035 I,• tM 503,534 0337 Structural Calculations for: Oak Street Townhomes 10420 Akilean Terrace, 97223 Bldg 5 UNIT 38 Project No: 10107.02 Issue Date: 04/02/19 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 & 1/2" plywood sheathing 6.00 psf 1 ply A.S. Felt .0.50 psf Misc.&/or Snow load > 30 PSF 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 1/" 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 1.50 psf 3/" plywood sheathing '3.00psf 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: Site Elevation assumed: 380... Ground Snow Load PSF: 30 Miscellaneous: Soil Bearing: 1500 psf assumed Add.Snow Ld.=((Elev-380)W212)c25)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: IC°Nr.,1,17, hiteqLf8eql:22ir cing Ilc LOMB Ofwpo,Or° "9]0 9 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'01.15.19 Lateral Analysis - Wind Calculations - Client: Oak Street Townhomes Project: 10420 Akilean Terrace, 97223- Bldg 5 UNIT 38 Proj. No.: 10107.02 Issue Date: 4/2/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kdl= 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 E/W 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' 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 KZ K5 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' 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' q== 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 architecture/planning Ile 16325 ite Ferry Roatl,Sofia 207 Lake Oswego,Oregon 97035 USI.$03 504 O33> wlca, 5,* fo Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 10420 Akilean Terrace, 97223- Bldg 5 UNIT 38 Project No: 10107.02 Issue Date: 4/2/19 Mass Weight(W) Dead Load (DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 616.00 sf Site Class= D HRS= 25.00 Floor= 10.00 psf ARw-ex= ,195:00 sf S5= 77.1 H2fIr= 12:00 Exterior wall = 10.00 psf ARw-in= 98.00 sf S1= 39.3 H2rf= 11.00 Interior walls/partitions= 5.00 psf A2fIr= 585,,,00'sf Fa= 1,00 H1flr= 1.00 Elevated Concrete Floor= 0.00 psf A2rf= ::48.;00,sf Fv= 1:60 Left to Right A2w-ex= 195.00 sf RFR= 65 v HRn= ;25,00 A2w-in= 98.00 sf RLR= 6:5 H2fIr= '12.00 A1fIr= '536.00 sf SMs= 0.771 H2rf= ,11.00 Al rf= 96.00 sf SM1 = 0.629 H1fir= ti: 1.00 A1w-ex= 179.00 sf Sps= 0.52 A1w-in= 90.00 sf S01 = 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(M10= 8560 # Total Mass(TM)= 25930 Base shear Front to Rear Left to Right V=((1.2"SDs)/RFR)W= 0.095 W1 V=((1.2*SDs)/RLR)W= 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFRnmX 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 VtLRnux 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 icoNarchitecture/pI nning Ilc 16325 Boones Ferry Roa5.Suite 297 lake Oswego,Oregon 97035 • t 503 534 0339 blichkccl<wn 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: 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): • ©8'-0"plate heights=8'/3.5=2.29'say 2'-3" rai MEI @ 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): II pil1 @ 8'-0"plate heights=8'/2=4'-0" @ 9'-0"plate heights=9'/2=4'-6"' I @ 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 architecture toe2noning Ilc 16325 Bite Ferry Roao,Sui[e 207 Lake Oswego.Oregon 97035 'M tel 503.534.0331 Panel and Uplift Calculations Client: Oak Street Townhomes Project: 10420 Akilean Terrace, 97223-Bldg 5 UNIT 38 Proj. No. 10107.02 ssue Date: 4/2/19 Upper Level - Roof Trib. Seismic Vx Wind Vx V Gov. PnI Pnl PnI Trib. Pnl Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load P1 Design PNL. Uplift=Pu HD Load HD Notes Width Force psf Wind Shears pit Load plf ID plf plf L H W Area Front to Rear V1 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 _ -3629 -3629 A V2 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A X = 616.0 X = 1155 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 577 416 8537 8537 15.0 8.0 3.0 185.0 7400 569 WG 569 3 730 730 A 5 V4 308.0 20.5 1.9 577 416 8537 8537 15.0 8.0 4.5 185.0 7400 569 WG 569 3 668 668 A 5 X = 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. I o architecture/planning llc 16325 Boons Forry Road,Suee 207 Lake Oswego.Oregon 97035 C NOtb5035310337 sc xf Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10420 Akilean Terrace, 97223-Bldg 5 UNIT 38 Proj. No. 10107.02 Issue Date: 4/2/19 Main Level -Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx VG Gov. DL Design Pnl. Accum. Brace Line Trib. Area Width Force psf Siesmic Force Wind Shears Lngth Hght Wdth Brg. over Load pi Load pif ID Uplift=Pu HD Load HD Notes pif plf L H _ W Area plf 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 1 = 632.0 I = 1718 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.7 794 675 13156 13156 15.0 9.0 4.5 20.0 800 877 WG 877 5 7286 8016 E 3,4,5 V8 340.0 23.5 2.7 924 675 15854 15854 18.5 9.0 3.5 120.0 4800 857 WG 857 5 5151 5820 E 5 1 = 632.0 X = 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. I architecture/planning Ilc 16325 Gooses Ferry Road,Sole 207 Lake Oswego,Oregon 9703.5 ..h •• ,i,t,534 0131 Client: Oak Street Townhomes Panel and Uplift Calculations Project: 10420 Akilean Terrace, 97223-Bldg 5 UNIT 38 Proj. No. 10107.02 Issue Date: 4/2/19 Lower Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Area Trib. Seismic Siesmic Force Vx VG Gov. Lngth Hght Wdth Brg. DL Load Pi Design Pnl.ID Uplift=Pu Accum. HD Notes Width Force psf Wind Shears over Load pif HD Load pif pit L H W Area pif Front to Rear V9 316.0 7.5 2.8 883 619 4640 4640 34.0 8.0 34.0 0.0 0 136 WG 136 1 -302 0 G1 V10 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 X = 632.0 X = 1766 Controlling 1.00 Left to Right V11 292.0 19.5 2.8 816 767 14954 14954 1.0 8.0 1.0 0.0 0 14954 WG 14954 STL 119588 127604 STL 3,4,6 V12 340.0 23.5 2.8 950 767 18021 18021 11.0 8.0 2.0 120.0 3600 1638 WG 1638 8 11224 17044 M 5 X = 632.0 X = 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. 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 O aret /pla 16325 chitB000es cFerry Rureoad,Sete 207 nning Ilc C Lake Oswego.Oregon 97035 •r PANEL Shear Panel and Hold Down Schedule PNL , Shear Panel Material . Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value =. ... Requirements Staggered Nailinq'DF#2 Anchor Bolt HF#2B Connection DF#2 DF#2 ' 1 260 1/2"CDX 8c1@ 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 @ 4"0/c&A34 @ 12"o/c 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"o/c 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no subs. 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 subs. 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"0/c 5/8"@ 4'-0"0/c 16d @ 6"0/c 2 x 1,2,3,5,DE,F HOLD DOWN HD ID Uplift load Simpson Model.# .Fasteners E 1 Remarks ,..„,...,- ,., Footnote - NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. 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 end '/equal strap length min.lap at splices and joints.Provide'/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 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%lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB each end 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/Fir.Jst. 5,6,8 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 STHD14RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @'/"from corner.Use STHD14RJ w/Fir.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d or(18)1/4x3 WS 5/8"or 7/8"x 18"embed.AB,SSTB28 AB,5/8"or 7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'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 w/'SET'epoxy at 10"embed. 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"embed. 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 w/'SET'epoxy at 12"embed. 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 w/'SET'epoxy at 18"embed. 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. Pnl S/':\;-\\D 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) P.n.l 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. I ckma..tinran c.,.,.51,-.1 I 9. Installation with adhesives requires certified inspection. architecture/pI®nning flc Additional notes may appear on the Shear Wall Layout sheet. IcoN 16325'Boonos Forry Rood,Susie 201 Lake Oswego.Oregon 97035 •M 9,31 ,E .".t,, Structural Calculations for: Oak Street Townhomes 10424 Akilean Terrace;,97223 - Bldg 5 UNIT 39 Project No: 10107.02 Issue Date: 04/02/19 Design Criteria Roof Loads Wall Loads Wood Shingles y; 2.00 psf Exterior 1 ply A.S. felt C.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 '/" 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 40.00 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: C oN architecture/pining 17325Bome+Fo,,yRoad.Su 1e 291 L Yo Oawega.Oregon 91015 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.01.15.19 Structural Calculations for: Client: Oak Street Townhomes Project: 10424 Akilean Terrace, 97223- Bldg 5 UNIT 39 Proj. No.: 10107.02 Issue Date: 4/2/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 Wind force: qz= 0.00256 Kd Kzt Kh Kz VZ Cp = qz pLF Height(Ht)Kh Force Kd Kzt Kz KE V2 Cp EPN 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 33.00 f - Width 15.00Ratio 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 Structural Calculations for: Client: Oak Street Townhomes Project: 10424 Akilean Terrace, 97223- Bldg 5 UNIT 39 Project No: 10107.02 Issue Date: 4/2/19 Mass Weight(W) Dead Load (DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 656.00 sf Site Class= D HRa= '25.00' Floor= 10.00 psf ARw-ex= 192.00 sf SS= 77.1 H2flr= 12.00 Exterior wall = 10.00 psf ARw-in= :96.00 sf S1= 39.3 H2rf= 11.00 Interior walls/partitions= 5.00 psf A2flr= 575.00 sf Fa_ 1:00 H1flr= 1.00 Elevated Concrete Floor= 0.00 psf A2rf= 48.00 sf F„= 1.60 Left to Right A2w-ex= 192.00 sf RFR= 6.5 HR,= 25.00 A2w-in= 96.00 sf RLR= 6.5 H2flr= .;.12.00 A1flr= 536.00 sf SMS= 0.771 H2rf= '11.00 A1rf= 86.00 sf SMI = 0.629 H1flr= 1.00' A1w-ex= 179.00 sf SDS= 0.52 A1w-in= 90.00,sf Spy = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof(ARrf)= 656.00 sf X 10.00 psf= 6560 # Area of upper exterior wall (ARw-ex)= 192.00 sf X 10.00 psf= 1920 # Area of upper interior wall(ARw-in)= 96.00 sf X 5.00 psf= 480 # Mass of Upper Roof(MUr)= 8960 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 575.00 sf X 10.00 psf= 5750 # Area of lower roof or elev. conc slabs (A2rf)= 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall (A2w-ex)= 192.00 sf X 10.00 psf= 1920 # Area of lower interior wall(A2w-in)= 96.00 sf X 5.00 psf= 480 # Mass of 2nd Floor(M2f)= 8630 # Area of 1st floor&walls Area of 1st floor(Al fir)= 536.00 sf X 10.00 psf= 5360 # Area of lowest roof or elev. conc slabs(A1 rf)= 86.00 sf X 10.00 psf= 860 # Area of lowest exterior wall (Alw-ex)= 179.00 sf X 10.00 psf= 1790 # Area of lowest interior wall (Alw-in)= 90.00 sf X 5.00 psf= 450 # Mass of 1st Floor(M1f)= 8460 # Total Mass(TM)= 26050 Base shear Front to Rear Left to Right V=((1.2*SDs)/RFR)W= 0.095 W1 V=((1.2*SDs)/RLR)W= 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa V5 V5 total VtFRNV. Area psf Roof 6400 25 160000 0.67 1183 1183 0.18 656 1.8 2nd Floor 6164 12 73971 0.31 547 1730 0.28 623 2.8 1st floor 6043 1 6043 0.03 45 1775 0.29 622 2.9 X = 18607 X = 240014 1.00 1775 4687 Left to Right Level Wx Hx WxHx Fa V5 V5 total VtLRnvx Area psf Roof 6400 25 160000 0.67 1183 1183 0.18 656 1.8 2nd Floor 6164 12 73971 0.31 547 1730 0.28 623 2.8 1st floor 6043 1 6043 0.03 45 1775 0.01 622 2.9 X = 18607 X = 240014 1.00 1775 4687 1.Controlling V per IRC 16-56 Structural Calculations for: Governing shear force @ brace wall line: = 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: Pu2 Type C (Simpson MST 37 wood to wood) = 3815#allowable Deadload 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): • @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" ® , @ 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): r .7 Pu1 @ 8'-0"plate heights=8'/2=4'0" I® @ 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, 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 Structural Calculations for: Client: Oak Street Townhomes Project: 10424 Akilean Terrace, 97223- Bldg 5 UNIT 39 Proj. No. 10107.02 ;sue Date: 4/2/19 Upper Level -Roof Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx VG Gov. Design PNL. Brace Line Trib. Area Siesmic ForceLngth Hght Wdth Brg. DL over Load p, Uplift=Pu HD Load HD Notes Width Force psf Wind Shears plf Load plf ID plf plf L H W Area Front to Rear V1 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 130.0 5200 56 WG 56 1 -3629 -3629 A V2 348.0 8.5 1.8 628 268 2280 2280 16.0 8.0 8.0 130.0 5200 143 _ WG _ 143 1 -1788 -1788 A X = 656.0 / = 1183 Controlling p= 1.00 Left to Right V3 328.0 20.5 1.8 591 416 8537 _ 8537 l 15.0 8.0 2.0 185.0 7400 569 WG 569 3 771 771 A 5 V4 328.0 20.5 1.8 591 416 8537 8537 15.0 8.0 4.5' 185.0 7400 569 WG 569 ,;.3'k:: 668 668 A 5 X = 656.0 Z = 1183 Controlling p= 1.00 1.WG=Wind governs,typical all levels 2.Typical panel DL weight= 10 psf 5. Use Perforated panel. iI• iC N archtccturc/planning Ilc 16325 Bte Ferry Road.Suite n Lake Oswego,Oregon 97035 Structural Calculations for: Client: Oak Street Townhomes Project: 10424 Akilean Terrace, 97223- Bldg 5 UNIT 39 Proj. No. 10107.02 Issue Date: 4/2/19 Main Level -Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx VG Gov. Design nl. Accum. HD Brace Line Trib. Area Siesmic Force Wind Shears Lngth Hght Wdth Brg. over DL Load Pi Load P plf ID Uplift=Pu Load HD Notes Width Force psf plf plf L H W Area plf Front to Rear V5 311.0 7.5 2.8 864 . 526 3949 3949 36.0L 9.0 360 0.0 0 110 WG 110 1 -673 0 A V6 311.0 7.5 2.8 _ 864 526 3949 3949 16.0'. 9.0 3.0 0.0 0 247 WG 247 1 2083 2083 B = 622.0 Z = 1727 Controlling p= 1.00 Left to Right V7 282.0 19.5 2.8 783 675 13156 13156 15.0 9.0 2.0 20.0 800 877 WG 877 5 7401 8172 E- 3,4,5 V8 340.0 23.5 2.8 944 675 15854 15854 18.5 9.0 3.5 1200. 4800 857 WG 857 5-, 5151 5820 E -5 = 622.0 = 1727 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. icoN,Gr-325 Loitne.c,LurR.,<Iul,?r21.71ing Ilc tylart Structural Calculations for: Client: Oak Street Townhomes Project: 10424 Akilean Terrace, 97223- Bldg 5 UNIT 39 Proj. No. 10107.02 Issue Date: 4/2/19 Lower Level -Floor Trib. Seismic Vx Wind vx v..Gov. Pal Pal ,Pnl Trib. DL Pnl :1 ° :Design . .-Accum _, Brace Line Trib. Area Width Force psf Siesmic Force Wind Shears -,Lngth Hght? Wdth Brg.. over Load ,. Pi Loadiplf Ohl.ID uplift=Pu ,HD'load 1 HD Notes ,; 6. pif: , plf. , _:: L H W Area pif..,. .,i Front to Rear 1 V9 311.0 7.5:j 2.9 887 619 _ 4640 4640 30.0,°, 8.0 30 0„3k;0.0; 0 155 WG 155 1 7 7 -G1 V10 311".0 ,.7.5 "' 2.9 887 619 4640 4640 20.0 '8.0 8.0 "`0,0 0 232 WG 232 1 1528 3611 H : E = 622.0 I = 1775 Controlling 1.00 Left to Right V11 282.0 19.5 2.9 805 767 14954 14954 1.0 '8.0. 1.0 0:0 , 0 14954 WG 14954 STL 119588 127760 STL 3,4,6 V12 340.0 -23,5 2.9 970 767 18021 18021 :` 11.0 8.0 2.0 "120.0,' 3600 1638 WG 1638 8 11224 17044 =` °M4 °=5 . = 622.0 $ = 1775 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. 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 1 C N architccturc/pnn 76325 eoones FerryRoatl.Suitela207ing Ilc Lake Oswego.Oregon 97035 US .,503.5x4017 m ce.0,,,a0 Structural Calculations for: ,PANEL PNL Shear Panel Material Common Nailing Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID 260 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 8c1@ 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"o/c 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 8c1@ 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"o/c 5/8"@ 12"o/c 16d @ 6"o/c&A34 @ 4"o/c 3 x Use 4 x4 posts,no subs. 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 subs. 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. 6c1@ 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 HOLD DOWN HD ID Uplift load Simpson.Model 4 Fasteners Remarks ... Footnote - NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. 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%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 1 lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each end 1h equal strap length minimum lap at splices and joints.Provide 1 lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end 14 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 end 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 @%"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 I H1 2210 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @%"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d or(18)1/4x3 WS 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/X3 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET'epoxy at 10"embed. 5,6,9 K 7460 HD8A 3-7/8" B 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'epoxy at 10"embed. 5,6,9 L 9540 HD10A 4-7/8" B 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'epoxy at 12"embed. 5,6,7,9 M 11080 HD14A 4-1"M 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"embed. 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. t 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. Pnl 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) &HD Paa*1 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. I C o architccturc/planning Ik, 18325 aoones ferry Road.SWta 207 Leke Oewego.Oregon 97035 U• ..,50S34OW to,