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Specifications MST2019-00041-8933 SW ELENA LN MST2019-00048-8895 SW ELENA LN MST2019-00042-8929 SW ELENA LN MST2019-00049-8891 SW ELENA LN MST2019-00043-8925 SW ELENA LN MST2019-00050-8887 SW ELENA LN MST2019-00045-8921 SW ELENA LN MST2019-00051-8883 SW ELENA LN - MST2019-00046-8917 SW ELENA LN •• .ctural Calculations for: MST2019 00052-8879 SW ELENA LN ., MS_T2_0_100047-13899 SW ELENA LN _ Lennar NW -Vancouver I 8879 - 8933 SW Elana Ln. Tigard OR Project No: 1017.02 OFFICE COPY Issue Date: 01/31/19 Design Criteria Roof Loads Wall Loads Shingles 3.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing & '/" plywood sheathing 10.00 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 15.00 psf 2x6 framing 3.50 psf Total Live/Snow Loads 25.00 psf 1/" GWB 2.00 psf Total Roof Loads 40.00 psf Miscellaneous 0.00 psf Floor Loads Total Ext. Wall Loads 10.00 psf 1/" underlayment .1.50.psf 3A" plywood sheathing ;-::,3.00:psf Interior 2x Framing , 5.00;psf 1/2' GWB 2.00 psf Miscellaneous 0.50 psf 2x4 framing 1.00 psf Total Dead Loads 10.00 psf 1/" GWB 2.00 psf Total Live Loads 40.00' psf Miscellaneous 0.00 psf Total Floor Loads 50.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL= 4 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: 80 Wind Exposure Factor: B Site Elevation assumed: 380 ��11 Ground Snow Load PSF: 25 '��,11 `, Miscellaneous: Soil Bearing: 1500 psf assumed :�, j rid Add.Snow Ld.=((Elevss0)81212)+25)PSF 0 DANIEL e� i++ -ICH Concrete foundations: 3000-psi mix J Concrete Flatwork: 2000-psi mix $ 0 Beams and stringers: DF/L#1 or better ef&POR ' ' ' `-`' Repetitive Joists: DF/L#2 or better 9 . �� Columns: DF/L#2 or better, Studs: Stud Grade. OF . Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar-Grade 40 Structural components-ASTM A36 Prepared by: I0Narchitecture/PJonninQ 1d.SIlc 1!328 Bmnas Frry Sds 2�7Laa Osweg o,Oon x793SB .,./50192.0337 waro_2vvt,isc._ 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. V 02-12-09 Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 page 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 6.33ft 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 Ib 0 Ib 0 Ib Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 3976 lb 2686 lb 2777 lb Comp. t to Grain: Fc- t-= 750 psi Fc--- = 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 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 B 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 l 1 BEAM DATA Center Span Length 9 ft _ .� .. °•. _ ,: Unbraced Length-Top 0 ft 9ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 2900 psi Fb'= 2696 psi Total Uniform Load 14 plf Cd=0.90 CF=1.03 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 Ib 0 Ib Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Dead Load 2450 lb 2450 lb 2450 lb 2450 lb 2450 lb Comp.-I-to Grain: Fc-1 = 750 psi Fc- = 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: Read Provided Section Modulus: 70.97 in3 74.87 in3 Area(Shear): 36.19 in2 48.56 in2 Moment of Inertia(deflection): 187.02 in4 346.26 in4 Moment: 15946 ft-lb 16822 ft-lb Shear: 6189 lb 8304 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs 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 2 REACTIONS A B Live Load 164 lb 164 lb Dead Load 7440 lb 7465 lb Total Load 7604 lb 7629 lb TR1 Bearing Length 1.93 in 1.94 in w BEAM DATA Center Span Length 8.2 ft 11111111 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-1= 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: Req'd Provided Load End 8.2 ft Section Modulus: 55.66 in3 74.87 in3 Load Length 8.2 ft Area(Shear): 43.65 in2 48.56 in2 Moment of Inertia(deflection): 207.52 in4 346.26 in4 Moment: 12506 ft-lb 16822 ft-lb Shear: -7465 lb 8304 lb NOTES page _ Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 Location: B2 header at back door StruCalc Version 10.0.1.6 2/5/2019 3:09:14 PM Multi-Loaded Multi-Span Beam of [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 Bearing Length 1.68 in 0.34 in w BEAM DATA Center Span Length 3.2 ft Unbraced Length-Top 0 ft 3.2ft 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.1-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: Reo'd Provided Load End 3.2 ft Section Modulus: 14.47 in3 74.87 in3 Load Length 3.2 ft Area(Shear): 38.28 in2 48.56 in2 Moment of Inertia(deflection): 13.78 in4 346.26 in4 Moment: 3252 ft-lb 16822 ft-lb Shear: 6546 lb 8304 lb NOTES Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 page Location:B2 header at den StruCalc Version 10.0.1.6 2/5/2019 3:09:16 PM Multi-Loaded Multi-Span Beam of 12015 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 1 REACTIONS A B Live Load 104 lb 104 lb Dead Load 5884 lb 2146 lb Total Load 5988 lb 2250 lb 1111111111Wi 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- '= 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: Req'd Provided Load End 5.2 ft Section Modulus: 34.48 in3 74.87 in3 Load Length 5.2 ft Area(Shear): 34.41 in2 48.56 in2 Moment of Inertia(deflection): 56.61 in4 346.26 in4 Moment: 7747 ft-lb 16822 ft-lb Shear: 5884 lb 8304 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs 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 Live Load 0 lb 0 lb Dead Load 9539 lb 5662 lb 1 2 3 4 Total Load 9539 lb 5662 lb Bearing Length 2.42 in 1.44 in w BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft 1111111111.1 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. L to Grain: Fc-1= 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: Read 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 StruCalc 9.0 / Location:B4 header main windows front StruCalc Version 10.0.1.6 2/5/2019 3:09:08 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] (2) 1.5 IN x 7.25 IN x 6.2 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 191.3% Controlling Factor:Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/8529 Dead Load 0.03 in Total Load 0.03 IN L/2137 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 124 lb 124 lb Dead Load 371 lb 371 lb Total Load 495 lb 495 lb TRI Bearing Length 0.26 in 0.26 in w BEAM DATA Center Span Length 6.2 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 105 plf Cd=1.00 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 40 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 15 plf Comp. L to Grain: Fc- = 625 psi Fc-1'= 625 psi Right Live Load 40 plf Controlling Moment: 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 page _ Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 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 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 1 -L= -1 = Comp. to Grain: Fc 750psi Fc 750 psi Location 8.6 ft Controlling Moment: 1368 ft Ib *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 Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 page 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 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 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.l to Grain: Fc- 1 = 750 psi Fc-1'= 750 psi Location 1.63 ft 0 ft 3.25 ft Controlling Moment: 369 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 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: Read 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 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 of [2015 International Building Code(2015 NDS)] 3.5 IN x 16.0 IN x 14.0 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By: 132.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/3419 Dead Load -0.13 in Total Load -0.13 IN L/1259 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 Live Load 992 lb 992 lb Dead Load -3991 lb -3407 lb Total Load -2999 lb -2415 lb 4i Uplift(1.5 F.S) -3991 lb -3407 lb Bearing Length 0.00 in 0.00 in BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 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 Ib 152 Ib 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. 1 to Grain: Fc- = 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 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 16.0 IN x 15.1 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:89.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/918 Dead Load 0.11 in 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 1/111111111 Unbraced Length-Bottom 15.1 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 25 plf Bending Stress: Fb= 2900 psi Fb'= 2798 psi Total Uniform Load 140 plf Cd=1.00 CF=0.96 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Cd=1.00 Live Load 1003 lb Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Dead Load -2909 Ib Comp.1 to Grain: Fc- 1 = 750 psi Fc-1'= 750 psi Location 11.5 ft Controlling Moment: 27601 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 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 3 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 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 of [2015 International Building Code(2015 NDS)1 5.25 IN x 16.0 IN x 15.0 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:7.1% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/MAX Dead Load 0.39 in Total Load 0.40 IN L/446 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 Live Load 300 lb 300 lb Dead Load 8532 lb 13414 lb Total Load 8832 lb 13714 lb TR2 TR3 Bearing Length 2.24 in 3.48 in w BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft 11711 Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 15 plf Base Values Adjusted Beam Self Weight 25 plf Bending Stress: Fb= 2900 psi Fb'= 2518 psi Total Uniform Load 80 plf Cd=0.90 CF=0.96 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- = 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: Req'd Provided Load End 10.5 ft 4.5 ft 15 ft Section Modulus: 158.09 in3 224 in3 Load Length 6 ft 4.5 ft 4.5 ft Area(Shear): 78.44 in2 84 in2 Moment of Inertia(deflection): 963.29 in4 1792 in4 Moment: 33169 ft-lb 46999 ft-lb Shear: -13414 lb 14364 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs 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 INx11.5INx6.0FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:93.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4334 Dead Load 0.01 in Total Load 0.03 IN L/2374 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1173 lb 1880 lb Dead Load 850 lb 1535 lb Total Load 2023 lb 3415 lb Bearing Length 0.59 in 0.99 in BEAM DATA Center _ _ Span Length 6 ft _ _, _ . _.. _ _., - Unbraced Length-Top O ft 6ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 13 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 852 lb Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Dead Load 1104 lb Comp.-L to Grain: Fc-L= 625 psi Fc--L'= 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 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 of 12015 International Building Code(2015 NDS)] (2) 1.5 IN x 9.25 IN x 5.2 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:4.2% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/Infinity Dead Load 0.04 in Total Load 0.04 IN L/1410 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 0 lb 0 lb Dead Load 2215 lb 2215 lb Total Load 2215 lb 2215 lb Bearing Length 1.18 in 1.18 in 1 ti w BEAM DATA Center Span Length 5.2 ft Unbraced Length-Top 0 ft 5.2 ft B Unbraced Length-Bottom 5.2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 118 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 850 psi Fb'= 842 psi Total Uniform Load 124 plf Cd=0.90 CF=1.10 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= 1 1600 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: Read 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 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 111111111111111111111111.. Total Load 2059 lb 1921 lb Bearing Length 1.10 in 1.02 in BEAM DATA Center w ` to Span Length 6 ft Unbraced Length-Top 0 ft 1111111111111111111111111 Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 850 psi Fb'= 935 psi Total Uniform Load 106 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 0 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 462 lb Comp.-L to Grain: Fc-1= 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 liveloads on spans)2 Left Live Load284 plf 0P If Controlling Shear: 2059 lb Left Dead Load 107plf 115P If At left support of span 2(Center Span) Right Live Load 284plf 0P If 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: Read Provided Load End 6 ft 6 ft Section Modulus: 38.7 in3 42.78 in3 Load Length 6 ft 4.67 ft Area(Shear): 17.16 in2 27.75 in2 Moment of Inertia(deflection): 41.02 in4 197.86 in4 Moment: 3016 ft-lb 3333 ft-lb Shear: 2059 lb 3330 lb NOTES _ Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 page Location:B10 cantilevered beam at bay worst case StruCalc Version 10.0.1.6 2/5/2019 3:04:54 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.25 IN x 16.0 IN x 6.0 FT(3.8+2.2) 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:24.9% Controlling Factor:Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.01 IN L/6264 0.03 IN 2L/1528 Dead Load -0.01 in 0.03 in Total Load -0.01 IN L/3207 0.07 IN 2L/780 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 152 lb 11938 lb Dead Load -4027 lb 11429 lb Total Load -3875 lb 23367 lb Uplift(1.5 F.S) -8317 lb 0 lb Bearing Length 0.00 in 5.93 in W W BEAM DATA Center Right Span Length 3.8 ft 2.2 ft 3.8 n 2.2 h Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 3.8 ft 2.2 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center Right Uniform Live Load 80 plf 80 plf MATERIAL PROPERTIES Uniform Dead Load 30 plf 30 plf 2.0E-2900F-APA EWS LVL Stress Classes Beam Self Weight 25 plf 25 plf Base Values Adjusted Total Uniform Load 135 plf 135 plf Bending Stress: Fb= 2900 psi Fb'= 3191 psi POINT LOADS-RIGHT SPAN Cd=1.15 CI=0.99 CF=0.96 Load Number One Shear Stress: Fv= 285 psi Fv'= 328 psi Live Load 7321 lb Cd=1.15 Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Dead Load 7075 lb Location 2.2 ft Comp. l to Grain: Fc- L= 750 psi Fc- = 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: Read Provided Section Modulus: 120.34 in3 224 in3 Area(Shear): 67.24 in2 84 in2 Moment of Inertia(deflection): 551.3 in4 1792 in4 Moment: -31997 ft-lb 59558 ft-lb Shear: 14692 lb 18354 lb NOTES Use a Simpson or eq.CB66 Post Base combined with a LSTHD8 for the hold down for the uplift at Reaction A page Project: 10107.02-Lennar-Oak St-Gravity Calcs 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 TRI TR3 TR4 BEAM DATA Center iiiaiii- - - - Span Length 15 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15 ft STEEL PROPERTIES W10x26-A992-50 UNIFORM LOADS Center Uniform Live Load 0 plf Properties: Uniform Dead Load 0 plf Yield Stress: Fy= 50 ksi Beam Self Weight 26 plf Modulus of Elasticity: E= 29000 ksi Total Uniform Load 26 plf Depth: d= 10.3 in POINT LOADS-CENTER SPAN Web Thickness: tw= 0.26 in Load Number One * Two * Flange Width: bf= 5.77 in Live Load 739 lb 581 lb Flange Thickness: tf= 0.44 in Dead Load 17982 lb 12706 lb Distance to Web Toe of Fillet: k= 0.74 in Location 2.5 ft 12.5 ft Moment of Inertia About X-X Axis: lx= 144 in4 *Load obtained from Load Tracker.See Summary Report for details. Section Modulus About X-X Axis: Sx= 27.9 in3 Plastic Section Modulus About X-X Axis: Zx= 31.3 in3 TRAPEZOIDAL LOADS-CENTER SPAN Design Properties per AISC 14th Edition Steel Manual: Load Number One Three Four Flange Buckling Ratio: FBR= 6.56 Left Live Load 0 plf 0 plf 0 plf Allowable Flange Buckling Ratio: AFBR= 9.15 Left Dead Load 577 plf 300 plf 300 plf Web Buckling Ratio: WBR= 33.92 Right Live Load 0 plf 0 plf 0 plf Allowable Web Buckling Ratio: AWBR= 90.55 Right Dead Load 577 plf 300 plf 300 plf Controlling Unbraced Length: Lb= 0 ft Load Start 2.5 ft 0 ft 12.5 ft Limiting Unbraced Length- Load End 12.5 ft 2.5 ft 15 ft for lateral-torsional buckling: Lp= 4.8 ft Load Length 10 ft 2.5 ft 2.5 ft Nominal Flexural Strength w/safety factor: Mn= 78094 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw= 33.92 Limiting height to thickness ratio for eqn.G2-2:h/tw-limit= 53.95 Cv Factor: Cv= 1 Controlling Equation: G2-2 1 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: Reg 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 Calcs 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 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 w BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft 1.1111 Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 40 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 994 psi Total Uniform Load 45 plf Cd=O.90 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 162 psi Cd=0.90 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.L to Grain: Fc-L= 625 psi Fc--- = 625 psi Controlling Moment: 363 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: 182 lb At left support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Req'd Provided Section Modulus: 4.38 in3 30.66 in3 Area(Shear): 1.68 in2 25.38 in2 Moment of Inertia(deflection): 6.54 in4 111.15 in4 Moment: 363 ft-lb 2541 ft-lb Shear: 182 lb 2741 lb NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs 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 x 5.5 IN x 3.2 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:223.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4924 Dead Load 0.00 in Total Load 0.01 IN L/3219 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 352 lb 352 lb Dead Load 186 lb 186 lb Total Load 538 lb 538 lb TRI Bearing Length 0.29 in 0.29 in w BEAM DATA Center Span Length 3.2 ft Unbraced Length-Top 0 ft 11111 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.1to Grain: Fc---= 625 psi Fc--- = 625 psi Right Live Load 0 plf Controlling Moment: 431 ft-lb Right Dart ft Load 30plf 1.6 Ft from left support of span 2(Center Span) Load E 0 ft 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 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 BEAM DATA Center Span Length 3.25 ft Unbraced Length-Top 0 ft 1111111 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. 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 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 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 BEAM DATA Center Span Length 3.25 ft Unbraced Length-Top 0 ft 111111111 Unbraced Length-Bottom 3.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 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.-1-to Grain: Fc--t-= 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: Req'd Provided Section Modulus: 5.13 in3 31.64 in3 Area(Shear): 2.48 in2 16.88 in2 Moment of Inertia(deflection): 2.44 in4 177.98 in4 Moment: 363 ft-lb 2241 ft-lb Shear: 298 lb 2025 lb NOTES Project: 10107.02-Lennar-Oak St-GravityCalcs page 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 or [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.25 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:22.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1784 Dead Load 0.02 in Total Load 0.06 IN L/1202 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1037 lb 1635 lb 1 2 Dead Load 509 lb 791 lb Total Load 1546 lb 2426 lb Bearing Length 0.71 in 1.11 in TR1 BEAM DATA Center Span Length 6.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values 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- = 625 psi Fc-L'= 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 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)] 3.5 IN x 9.25 IN x 12.0 FT(3+6+3) #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:495.3% Controlling Factor:Moment DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.03 IN 2L/2534 -0.01 IN L/6333 0.03 IN 2L/2534 Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.03 IN 2L/2216 -0.01 IN L/6024 0.03 IN 2L/2216 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 810 lb 810 lb Dead Load 221 lb 221 lb Total Load 1031 lb 1031 lb Bearing Length 0.47 in 0.47 in w w w BEAM DATA Left Center Right --- Span Length 3 ft 6 ft 3 ft Unbraced Length-Top O ft O ft O ft I 3ft 6ft 3ft I 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--I-= 625 psi Fc- = 625 psi Controlling Moment: -706 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,3 Controlling Shear: -561 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: 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 _ Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 page Location:P1 -Post at garage door header where carport StruCalc Version 10.0.1.6 2/5/2019 3:09:30 PM Column of [2015 International Building Code(2015 NDS)] (3) 1.5 IN x 3.5 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:97.3% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 209 lb Total Load: Vert-TL-Rxn= 209 lb COLUMN DATA UIQ Total Column Length: 8 ft B Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted Compressive Stress: Fc= 1400 psi Fc'= 496 psi Cd=0.90 Cf=1.15 Cp=0.34 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1148 psi Cd=0.90 CF=1.50 Cr=1.15 aft Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1148 psi Cd=0.90 CF=1.50 Cr-1.15 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-YAxis): Sy= 3.94 in3 Slenderness Ratio: Lex/dx= 27.43 — Ley/dy= 21.33 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING * Actual Compressive Stress: Fc= 13 psi Live Load: PL= 0 lb * Allowable Compressive Stress: Fc'= 496 psi Dead Load: PD= 182 lb 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 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'= 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 StruCalc 9.0 - Location:P2-worst loads from header at MB#2 StruCalc Version 10.0.1.6 2/5/2019 3:09:19 PM Column of [2015 International Building Code(2015 NDS)] (3) 1.5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:20.6% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.11 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 9607 lb Total Load: Vert-TL-Rxn= 9607 lb COLUMN DATA B Total Column Length: 8 ft Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft Cil Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 ,k4 j COLUMN PROPERTIES j #2-Douglas-Fir-Larch(North) I Base Values Adjusted Compressive Stress: Fc= 1400 psi Fc'= 489 psi (III Cd=0.90 Cf=1.10 Cp=0.35 -11 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 994 psi Cd=0.90 CF=1.30 Cr=1.15 aft Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 994 psi 1. Cd=0.90 CF=1.30 Cr-1.15 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi I Column Section(X-X Axis): dx= 5.5 in :to Column Section(Y-Y Axis): dy= 4.5 in i 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 Ley/dy= 21.33 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) Live Load: PL= 0 lb Actual Compressive Stress: Fc= 388 psi Dead Load: PD= 9565 lb Allowable Compressive Stress: Fc'= 489 psi Column Self Weight: CSW= 42 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 9607 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 994 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 994 psi Combined Stress Factor: CSF= 0.79 NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 Location:P3-post at garage window header StruCalc Version 10.0.1.6 2/5/2019 3:09:22 PM Column or [2015 International Building Code(2015 NDS)] (2) 1.5 IN x 5.5 IN x 7.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:36.6% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1880 lb Dead Load: Vert-DL-Rxn= 1560 lb Total Load: Vert-TL-Rxn= 3440 lb COLUMN DATA Total Column Length: 7 ft Unbraced Length(X-Axis)Lx: 7 ft Unbraced Length(Y-Axis)Ly: 7 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) tf 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 n Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1105 psiet Cd=1.00 CF=1.30 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3 in 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= 15.27 Ley/dy= 28 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING * Actual Compressive Stress: Fc= 208 psi Live Load. PL= 1880 lb * Allowable Compressive Stress: Fc'= 329 psi Dead Load: PD= 1535 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 25 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 3440 lb 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= 0.63 NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 Location: P6-post at B18 StruCalc Version 10.0.1.6 2/5/2019 3:09:32 PM Column of [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 lbI COLUMN DATA B Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condition-K(e): 1 OAT Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1. #2-Douglas-Fir-Larch(North) .4410 Base Values Adjusted, Compressive Stress: Fc= 1400 psi Fc'= 382 psi Cd=1.00 Cf=1.15 Cp=0.24 Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1275 psi Cd=1.00 CF=1.50 10 ft 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 41 Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 j kil Section Modulus(Y-Y Axis): Sy= 7.15 in3 1.11 Slenderness Ratio: Lex/dx= 34.29 — Ley/dy= 34.29 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 1635 lb Actual Compressive Stress: Fc= 200 psi Dead Load: PD= 791 lb Allowable Compressive Stress: Fc'= 382 psi Column Self Weight: CSW= 26 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 2452 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= 0.52 NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs 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 Total Column Length: 4 ft B 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 ft 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 in It I 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) * Actual Compressive Stress: Fc= 64 psi Live Load: PL= 450 lb * Allowable Compressive Stress: Fc'= 714 psi Dead Load: PD= 217 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 9 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 676 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= 0.09 NOTES page Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 Location:P8-post for deck StruCalc Version 10.0.1.6 2/5/2019 3:09:28 PM Column of [2015 International Building Code(2015 NDS)] 3.5 IN x 5.5 IN x 10.0 FT #2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:85.4% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 810 lb Dead Load: Vert-DL-Rxn= 262 lb Total Load: Vert-TL-Rxn= 1072 lb COLUMN DATA B Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft — V Unbraced Length(Y-Axis)Ly: 10 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 0,1 COLUMN PROPERTIES #2-Douglas-Fir-Larch(North) Base Values Adjusted r 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 to ft Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1105 psi Cd=1.00 CF=1.30 ,.!:-''' Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 19.25 in2 Section Modulus(X-X Axis): Sx= 17.65 in3 y' Section Modulus(Y-Y Axis): Sy= 11.23 in3 '; Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 34.29 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) * 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-lb *Load obtained from Load Tracker.See Summary Report for details. Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1105 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1105 psi Combined Stress Factor: CSF= 0.15 NOTES _ Project: 10107.02-Lennar-Oak St-GravityCalcs page StruCalc 9.0 Location:Fl -Fnd wall at stair StruCalc Version 10.0.1.6 2/5/2019 3:09:24 PM Footing of [2015 International Building Code(2015 NDS)] Footing Size: 16.0 IN Wide x 8.0 IN Deep Continuous Footing With 8.0 IN Thick x 18.0 IN Tall Stemwall LongitudinalReinforcement:(2)Continuous#4 Bars TransverseReinforcement:#4 Bars @ 12.00 IN.O.C.(unnecessary) Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 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 I 8 in 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: Vu1 = 0 lb $1° Allowable Beam Shear: Vc1 = 3825 lb Transverse Direction: 3 in Bending Calculations: Factored Moment: Mu= 918 in-lb Nominal Moment Strength: Mn= 0 in-lb Reinforcement Calculations: 1.333333 ft Concrete Compressive Block Depth: a= 0.30 in Steel Required Based on Moment: As(1)= 0.01 in2 FOOTING LOADING Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4)As(2)= 0.19 in2 Live Load: PL= 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 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 sin CSI Allowable Beam Shear: Vc1 = 3825 lbIn Transverse Direction: 3 in Bending Calculations: Factored Moment: Mu= 1084 in-lb _ Nominal Moment Strength: Mn= 0 in-lb 1.5 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-GravityCalcs page StruCalc 9.0 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: Pc= 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 8 in 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: Vcl = 7425 lb 0 Transverse Direction: Bending Calculations: a in Factored Moment: Mu= 1281 in-lb Nominal Moment Strength: Mn= 0 in-lb Reinforcement Calculations: 1.5 ft 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 StruCalc 9.0 - Location:F4-footing at back door posts StruCalc Version 10.0.1.6 2/5/2019 3:23:23 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 I(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in [ 5.5 in 1 FOOTING SIZE — Width: W= 2.25 ft Length: L= 2.25 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in 10 in COLUMN AND BASEPLATE SIZE n c) o T Column Type: Wood 3 in Column Width: m= 4.5 in Column Depth: n= 5.5 in _L FOOTING CALCULATIONS I 2.25 ft 4.5 in— ] 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: lain Bearing Required: Bear= 9313 lbof Allowable Bearing: Bear-A= 68372 Ib T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 2501 lb _L Allowable Beam Shear: Vcl = 12656 lb 2.25 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 45in Punching Shear: Vu2= 7699 IbFOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 55611 Ib Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Dead Load: PD= 6652 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188Ib Total Load: PT= 6652 lb Controlling Allowable Punching Shear: vc2= 42188Ib 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 StruCalc 9.0 Location: F4- footing at den posts StruCalc Version 10.0.1.6 2/5/2019 3:23:24 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 H-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 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4.5 in 3 in Column Depth: n= 5.5 in — _L FOOTING CALCULATIONS 2.25 ft 4.5in--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: io in Bearing Required: Bear= 8442 lb Allowable Bearing: Bear-A= 68372 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 2267 lb Allowable Beam Shear: Vc1 = 12656 lb Punching Shear Calculations(Two Way Shear): 2.25 ft 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 StruCalc 9.0 Location:F5-Footing at P9 stair post StruCalc Version 10.0.1.6 2/5/2019 3:09:35 PM Footing of [2015 International Building Code(2015 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./() 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 H3.5 in H FOOTING SIZE Width: W= 1.25 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in 10 in COLUMN AND BASEPLATE SIZEn g Column Type: Wood T Column Width: m= 3.5 in 3 in Column Depth: n= 3.5 in — FOOTING CALCULATIONS 2ft H3.5 in—{ Bearing Calculations: Ultimate Bearing Pressure: Qu= 981 psf — Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 1.78 sf Area Provided: A= 2.50 sf Baseplate Bearing: 10 in Bearing Required: Bear= 3596 lb C) n Allowable Bearing: Bear-A= 33841 lb I T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 862 lb _L Allowable Beam Shear: Vc1 = 7031 lb 1.25 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 39 in Punching Shear: Vu2= 2647 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 54844 lb Live Load: PL= 1635 lb* Allowable Punching Shear(ACI 11-36): vc2-b= 76875 lb Dead Load: PD= 817 lb* Allowable Punching Shear(ACI 11-37): vc2-c= 36563 lb Total Load: PT= 2452 lb Controlling Allowable Punching Shear: vc2= 36563 lb Ultimate Factored Load: Pu= 3596 lb Footing plus soil above footing weight: Wt= 201 lb *Load obtained from Load Tracker.See Summary Report for details. Short Direction: Lone Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 6743 in-lb Factored Moment: Mu= 10789 in-lb Nominal Moment Strength: Mn= 127575 in-lb Nominal Moment Strength: Mn= 84874 in-lb Reinforcement Calculations: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.03 in2 Steel Required Based on Moment: As(1)= 0.05 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.48 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.3 in2 Controlling Reinforcing Steel: As-reqd= 0.48 in2 Controlling Reinforcing Steel: As-reqd= 0.3 in2 Selected Reinforcement: Short Dir:#4's©8.0 in.o.c.(3)Min. Selected Reinforcement: Long Dir:#4's @ 8.0 in.o.c.(2)Min. Reinforcement Area Provided: As= 0.59 in2 Reinforcement Area Provided: As= 0.39 in2 Development Length Calculations: Development Length Calculations: Development Length Required: Ld= 15 in Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 4.5 in Development Length Supplied: Ld-sup= 9 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES • I I I , • ♦"*'► . .. - } •°..... • • i : ' 1 . . 1 f-.. . Jf .._ _ gip- _ j .IJA ry i i 1 . AT `r ;I ' 1 A .. . • • ! • i'. • • i 17i • ajx .. ? . o A a Q\.\ MIXIs aj 1. 1 I : = 8 '� -L.IS.g--- ji,J ier,.1A• CticA,- 111W 1 . :.�.w,... .,. .'.....`''''LO: :•.(2Z2. (4°1117).;4;::::' 11444 l ' S. . e c,i .. .. . . . . . �} j / .fir _ .. ... • •.. • F $ A. { . 24 ,1 , -- ) T , e;1211'141, r - • Pi 1 0 l'21 \i' - \ ' . ° - r �� I `jjrlaaL f -�- , ales ,:.=! r . 1y /7E r r1 -- page Project: 10107.02-Lennar-Oak St-Gravity Calcs StruCalc 9.0 / Location: F-8 footing at deck post StruCalc Version 10.0.1.6 2/5/2019 3:09:29 PM Footing of [2015 International Building Code(2015 NDS)] Footing Size: 1.0 FT x 1.0 FT x 18.00 IN Section Footing Design Adequate CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE F-5.5 in—I Width: W= 1 ft — Length: L= 1 ft Depth: Depth= 18 in Effective Depth to Top Layer of Steel: d= 16 in COLUMN AND BASEPLATE SIZE 18 in Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 5.5 in 3 in FOOTING CALCULATIONS I ft � T Bearing Calculations: E3.5 irj Ultimate Bearing Pressure: Qu= 1072 psf I 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= 44997 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 0 lb _ 3 in Allowable Beam Shear: Vc1 = 7040 lb 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 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.E/W/(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 �4in 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: 0 Bearing Required: Bear= 10987 lb 3 in Allowable Bearing: Bear-A= 155391 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 0 lb 2.5 ft Allowable Beam Shear: Vcl = 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 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 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Steel Section Name : HSS4x4x1/4 Overall Column Height 8.0 ft Analysis Method : Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling)along columns : Fy:Steel Yield 36.0 ksi X-X(width)axis : E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis= 10 ft,K=0.80 Y-Y(depth)axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 97.680 lbs" Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, E=7.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.09081 : 1 Maximum Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are. . . Top along Y-Y 0.0 k Pa:Axial 5.348 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 58.887 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections. .. Mn-x/Omega:Allowable 8.425 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination : Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 8.425 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress RatioStatus Location Cbx Cby <xLx/Rx<yLy/Ry Stress RatioStatus Location +D+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+L+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+Lr+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+S+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.60W+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.70E+H 0.091 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.45C 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.525 0.069 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.001 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.090 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 0.098 +D+L+H 0.098 ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L.Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:27AM Steel Column Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 Lic.#:KW-06012469 Licensee:ICON architecture/planning 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 +0.600+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+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7503+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 Printed:30 JAN 2019, 2:27AM Steel Column Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee ICON architecture/planning Ilc,KW-06012469 Description : Typ.column at V11 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only*-1.0 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x1/4 Depth = 4.000 in I xx = 7.80 inA4 J = 12.800 inA4 Design Thick = 0.233 in S xx = 3.90 inA3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 inA3 Area = 3.370 in^2 I yy = 7.800 inA4 C = 6.560 inA3 Weight = 12.210 plf S yy = 3.900 inA3 R yy = 1.520 in Ycg = 0.000 in Sketches Leak 7.0011 +Y +X /Load 1 0 0 o m 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 Ilc,KW-06012469 Description : Typ.column at Vii 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:Allowably 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 KxLx/RX<yLy/Ry Stress Ratic6tatus Location +D+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+L+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+Lr+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+S+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.60W+H 0.002 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.70E+H 0.091 PASS 0.00 ft 1.00 1.00 63.16 0.00 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.45C 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.#:KW-06012469 Licensee:ICON architecturetplanning Iic,KW-06012469 Description : Typ.column at V11 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+Lr+H 0.098 +D+S+H 0.098 +D+0.750Lr+0.750L+H 0.098 +D+0.750L+0.750S+H 0.098 +D+0.60W+H 0.098 +D+0.70E+H 5.348 +D+0.750Lr+0.750L+0.450W+H 0.098 +D+0.750L+0.750S+0.450W+H 0.098 +D+0.750L+0.750S+0.5250E+H 4.035 +0.60D+0.60W+0.60H 0.059 +0.60D+0.70E+0.60H 5.309 D Only 0.098 Lr Only L Only S Only W Only E Only 7.500 H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 7.500 Minimum Reaction, X-X Axis Base Maximum 0.098 Minimum 0.098 Reaction, Y-Y Axis Base Maximum 0.098 Minimum 0.098 Reaction, X-X Axis Top Maximum 0.098 Minimum 0.098 Reaction, Y-Y Axis Top Maximum 0.098 Minimum 0.098 Moment, X-X Axis Base Maximum 0.098 Minimum 0.098 Moment, Y-Y Axis Base Maximum 0.098 Minimum 0.098 Moment, X-X Axis Top Maximum 0.098 Minimum 0.098 Moment, Y-Y Axis Top Maximum 0.098 Minimum _- 0.098 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S-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 in^4 Design Thick = 0.233 in S xx = 3.90 in^3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 inA2 I yy = 7.800 in^4 C = 6.560 inA3 Weight = 12.210 plf S yy = 3.900 in^3 R yy = 1.520 in Ycg = 0.000 in Sketches 7 Y 50, 7.50k - 1 +X o /Load 1 0 4.00in ICON architecture/planning lic 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 Vii 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 I V11 Code Reference Calculations per AISC Design Guide# 1, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2018 General Information Material Properties AISC Design Methothllowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi S2 c :ASD Safety Fac 2.310 Assumed Bearing Arad!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 Ixx 7.8 inA4 Flange Thickne 0.233 in lyy 7.8 inA4 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 b Thickness 0.750 in . �� Column assumed welded to base `" �� 1 , ' , ' -_ . J Applied Loads +F.P-Y V-Z M-X �•' D:Dead Load k k k-ft +}{ +xL:Live k k k-ft I Lr:Roof Live k k k-ft1111 S Snow k k -- k-ft- ti rzlig f -- W:Wind —kk kft r \ ,./ NV E: Earthquake k k 7.0 k-ft H:Lateral Earth k k k-ft +Z V +Z "P"=Gravity load,"+"sign is downw2lnx" Moments create higher soil pressure at+Z ec "+" Shears push plate towards+Z edge Anchor Bolts i MI Edge Ckstence Anchor Bolt or Rod Description 5/8"AB M o 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 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 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 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 RATIO 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 Ratic 1.000 Bearing Stress OK Tension in each Bolt 2.809 Allowable Bolt Tension 6.100 Tension Stress Rath 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 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+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 sqrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 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+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 Stress( Al :Plate Area 144.000 inA2 Mmax=Fu*LA2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sqrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in 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;-AI1owatale-_ 1.104 ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending Stress( Al :Plate Area 144.000 inA2 Mmax=Fu*V2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sqrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 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+0.750L+0.750S+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending StressE Al :Plate Area 144.000 inA2 Mmax=Fu*LA2/2 0.000 k-in A2:Support Area 144.000 inA2 fb:Actual 0.000 ksi sgrt(A2/Al ) 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+0.60W+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 sgrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in Load Comb. : +D+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 #####ll##.11lllt in Stress Ratio 0.460 Al :Plate Area 144.000 inA2 A2:Support Area 144.000 inA2 Dist.from Bolt to Col. Edge 2.850 in 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 O 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-0.70E+H Axial Load+Moment, Ecc. >U2 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 //I/IIN##.1ltlll in Stress Ratio 0.460 Al : Plate Area 144.000 inA2 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. : +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 sqrt(A2/A1 ) 1.000 Fb:Allowable 21.557 ksi Stress Ratio 0.000 Distance for Moment Calculatior 4.100 in 4.100 in X 0.000 inA2 Lambda 0.000 n' 0.000 in n'*Lambda 0.000 in L=max(m,n,n") 4.100 in Load Comb. : +D+0.750L+0.750S+0.450W+H Axial Load Only, No Moment Loading Bearing Stresses - - Pa:Axial Load.... 0.000 k Fp:Allowable 1.104 ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.000 ksi Design Plate Width 12.000 in Stress Ratio 0.000 Will be different from entry if partial bearing used. Plate Bending Stress( Al :Plate Area 144.000 in^2 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 ICON architecture/planning!lc 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 I/////!flip.###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. >U2 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 I//I//IIIIII./III#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. : +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 r 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. : +0.60D+0.70E+0.60H Axial Load+Moment, Ecc. >U2 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 1111/i/Nllt.#144 in Stress Ratio 0.460 Al :Plate Area 144.000 inA2 A2:Support Area 144.000 inA2 Dist.from Bolt to Col.Edge 2.850 in sqrt(A2/Ai ) 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. >U2 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 1111111111k'.11illt in Stress Ratio 0.460 Al : Plate Area 144.000 inA2 A2:Support Area 144.000 inA2 Dist.from Bolt to Col.Edge 2.850 in sqrt(A2/Ai ) 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/planning Ile,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 S2 c :ASD Safety Fac 2.310 Assumed Bearing AFI Bearing Nominal Bearing Fp per J8 2.550 ksi Column &Plate Column Properties 1'-O" Steel Sectic HSS4x4x1/4 Z Depth 4 in Area 3.37 inA2 ! Width 4 in lxx inA4 Flange Thickne 0.233 in lyy inA4 ' - 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 - Thickness 0.6250 in ` s Column assumed welded to base - - _lit rI p I ,- Applied Loads -Fp, `� P-Y V-Z M-X i +NI,x D:Dead Load k k k-ft +x r;,,,, s-.. +X F L:Live k k k-ft �I Lr:Roof Live k k k-ft �11I ;4- S:Snow k k k-ft W:Wind k k k-ft +'ti/t E:Earthquake k k 7.0 k-ft N''‘.....7" ," N.11110111i H: Lateral Earth k k k-ft +Z le / +Z v -.7 "P"=Gravity load,"+"sign is downwdt" Moments create higher soil pressure at+Z ec Si; "+" Shears push plate towards+Z edge Anchor Bolts el Edge astarce Anchor Bolt or Rod Description 5/8"AB _,,," Max of Tension or Pullout Capacity 6.10 k Shear Capacity 5.40 k Edge distance:bolt to plate 1.250 in x x Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 • • • • 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/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 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, 1.12<Eccentricity,Te Bending Stress Rati 0.916 Governing STRESS RATI( 1.0 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 Ilc,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 Fc1/2 = 3.0 ksi Phi Values Flexure: 0.90 ' fr= fc 7.50 = 410.792 psi Shear: 0.750 yl Density = 145.0 pcf 131 = 0.850 • • • X LtWt Facto = 1.0 Elastic Modulus 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Reba= 40.0 ksi E-Stirrups = 29,000.0 ksi E-Main Reba= 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 2 • Provide#3 Stirrups @ 4"o/c for 48"ea.end L r i C \ x l o re''''-‘, i 15.0 ft 18`wAl2"-h 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. 1 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$uggest E Only 1 0.00 9.00 -0.47 0.47 0.00 0.00 12.64 Vu<PhiVc/2 )t Reqd 11 12.6 0.0 0.0 E Only 1 0.03 9.00 -0.47 0.47 0.01 1.00 14.39 Vu<PhiVc/2 )t Reqd 11, 14.4 0.0 0.0 E Only 1 0.05 9.00 -0.47 0.47 0.03 1.00 14.39 Vu<PhiVc/2 )t Reqd 11 14.4 0.0 0.0 ICON architecture/planning Ilc Project Title: Lennar-Oak Street Townhomes 16835 Boones Ferry Road Suite 207 Engineer: Dan L. Goodrich AIA Lake Oswego,OR 97035 Project ID: 10107.02 0 Project Descr:Column at V11 Grade Beam 0 0 Printed:30 JAN 2019, 2:40AM Concrete Beam Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06012469 Licensee:ICON architecturetplanning 11c,KW-06012469 Description : Grade Beam at V11 Frame Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi`Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'r$uggest E Only 1 14.84 9.00 -0.47 0.47 0.08 1.00 14.39 Vu<PhiVc/2 >t Reqd 11. 14.4 0.0 0.0 E Only 1 14.86 9.00 -0.47 0.47 0.06 1.00 14.39 Vu<PhiVc/2 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 t 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 rt Reqd 11, 14.4 0.0 0.0 E Only 1 14.97 9.00 -0.47 0.47 0.01 1.00 14.39 Vu<PhiVc/2 At Reqd 11. 14.4 0.0 0.0 E Only 1 15.00 9.00 -0.47 0.47 0.00 1.00 14.39 Vu<PhiVc/2 At Reqd 11. 14.4 0.0 0.0 Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 15.000 6.30 28.96 0.22 Span#1 1 15.000 6.30 28.96 0.22 E Only Span#1 1 15.000 6.30 28.96 0.22 Overall Maximum Deflections Load Combination Span Max."-Defl (in).ocation in Span (ft Load Combination 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 . Lic.#:KW-06012469 Licensee:ICON architecture/planning llc,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 fc1/2 = 3.0 ksi 6 Phi Values Flexure: 0.90 fr= fc 7.50 = 410.792 psi Shear: 0.750 lif Density = 145.0 pcf R 1 = 0.850 • • • X LtWt Facto = 1.0 Elastic Modulus 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Reb 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 • • • L-_ x x 1 C---- 15.0 ft 18"wx-12"I 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'c$uggest E Only 1 0.00 9.00 -0.47 0.47 0.00 0.00 12.64 Vu<PhiVc/2 A Reqd 11 12.6 0.0 0.0 E Only 1 0.03 9.00 -0.47 0.47 0.01 1.00 14.39 Vu<PhiVc/2 rt Reqd 11 14.4 0.0 0.0 E Only 1 0.05 9.00 -0.47 0.47 0.03 1.00 14.39 Vu<PhiVc/2 t 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'c uggest E Only 1 14.84 9.00 -0.47 0.47 0.08 1.00 14.39 Vu<PhiVc/2 A 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 A Reqd 11 14.4 0.0 0.0 E Only 1 14.89 9.00 -0.47 0.47 0.05 1.00 14.39 Vu<PhiVc/2 A Reqd 11 14.4 0.0 0.0 E Only 1 14.92 9.00 -0.47 0.47 0.04 1.00 14.39 Vu<PhiVc/2 t Reqd 11 14.4 0.0 0.0 E Only 1 14.95 9.00 -0.47 0.47 0.03 1.00 14.39 Vu<PhiVc/2 At Reqd 11 14.4 0.0 0.0 E Only 1 14.97 9.00 -0.47 0.47 0.01 1.00 14.39 Vu<PhiVc/2 t Reqd 11 14.4 0.0 0.0 E Only 1 15.00 9.00 -0.47 0.47 0.00 1.00 14.39 Vu<PhiVc/2 At Reqd 11 14.4 0.0 0.0 Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 15.000 6.30 28.96 0.22 Span#1 1 15.000 6.30 28.96 0.22 E Only Span#1 1 15.000 6.30 28.96 0.22 Overall Maximum Deflections Load Combination Span Max."-"Defl (in).ocation in Span (ft Load Combination Vlax."+"Defl (invocation in Span (ft E Only 1 0.0206 6.516 E Only -0.0000 0.000 __. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 12 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2:00 psf Exterior 1 ply A.S. felt f ,. 0=50 psf Siding 2.00 psf 2x framing &1/2" plywood sheathing fe 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 0/5 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 1/2" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1/" GWB 2.00 psf Total Live Loads 40.00 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: 25 Actsg.,D ' 1, Miscellaneous: Soil Bearing: 1500 psf assumedDAN '-ICHAdd.Snow Ld.=((Elev�ao)8212) z5)PSF 0 tc.j./ 1IJj y Concrete foundations: 3000-psi mix ' Q Concrete Flatwork: 2000-psi mix ' Beams and stringers: DF/L#1 or better ‘ce Repetitive Joists:9 DF/L#2 or better OF $, + 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 0 136 Bwnes Fry Rimed, 5uKa 207 ` Norchitecture/PIcrnnin9 Linke Owego.Oregan 979803.5....„, www.k;0aan:Slht.arn 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. _ctural Calculations for: Client: Oak Street Town homes Project: 8875 SW Oak Street, 97223- UNIT 12 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 Wind force: qz= 0.00256 Kd Kzt Kh KZ V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt KZ Kh V2 Cp env qz PLF P1 = 0'-15' q2= 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' 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 .ctural Calculations for: Client: Oak Street Town homes Project: 8875 SW Oak Street, 97223- UNIT 12 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 656.00 sf Site Class= D `- HR„= 25:00 Floor= 10.00 psf ARw-ex= 196,60 sf Ss= 77 1 H2flr= ';12.00' Exterior wall= 10.00 psf ARw-in= -W98;00'sf 51. 39.3 H2rf= 1 ,00 Interior walls/partitions= 5.00 psf A2flr= 585:00 sf Fa= 1:00 »; H1fIr= 1,00 Elevated Concrete Floor= 0.00 psf A2rf= ; 8 X00 sf Fv_ 1:60.`; Left to Right A2w-ex= 44,9q.9.9 sf RFR= 6.5 A2w-in= .ar98490-sf RLR= 6;5 H2fir= OZOQ A1flr= =536 Q0 sf SMs= 0.771 H2rf= :.11100; Al rf= `.96:00 sf SMI= 0.629 H1flr= ; 1,00` A1w-ex= ?79 ;0',sf Sos= 0.52 Alwin= :90'00 sf SDI = 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)= 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)= 9000 # 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)= 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)= 26330 Base shear Front to Rear Left to Right V=((1.2*Sos)/RFR)W= 0.095 W1 V=((1.2*Sos)/RLR)W= 0.095 W1 Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS V5 total VtFRiwx Area psf Roof 6429 25 160714 0.66 1191 1191 0.19 656 1.8 2nd Floor 6264 12 75171 0.31 557 1748 0.28 633 2.8 1st floor 6114 1 6114 0.03 45 1794 0.29 632 2.8 = 18807 = 242000 1.00 1794 4733 Left to Right Level Wx Hx WxHx Fa V5 V5 total VtLRiw. Area psf Roof 6429 25 160714 0.66 1191 1191 0.19 656 1.8 2nd Floor 6264 12 75171 0.31 557 1748 0.28 633 2.8 1st floor 6114 1 6114 0.03 45 1794 0.01 632 2.8 = 18807 = 242000 1.00 1794 4733 1.Controlling V per IRC 16-56 __. _ctural 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 = (((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 • y - ---=� General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): = DLp @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" 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): Pii1 @ 8'-0"plate heights=8'/2=4'-0" @ 9'-0"plate heights=9'/2= @ 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: 8875 SW Oak Street, 97223- UNIT 12 Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level -Roof Vx Wind Pnl Pnl Pnl Trib. Pnl Brace Line Trib. Trib. Seismic Vx VG Gov. Design PNL. Siesmic Force Lngth Hght Wdth Brg. DL over Load pi Uplift=Pu HD Load HD Notes Area Width Force psf Wind Shearsplf Load plf ID plf_ plf L, H W Area Front to Rear V1 348.0 8.5 1.8 632 268 2280 2280 16.0 8.0 8.0 215.0 8600 143 WG 143 1 -3488 -3488 A V2 308.0 7.5 1.8 559 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A = 656.0 = 1191 Controlling p= 1.00 Left to Right V3 328.0 20.5 1.8 596 365 7483 7483 15.0 8.0 3.0"105.0 4200 499 WG 499 3 1768 1768 A 5 V4 328.0 20.5 1.8 596 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG _ 499 3 1707 1707 A 5 = 656.0 X = 1191 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: 8875 SW Oak Street, 97223-UNIT 12 Proj. No. 10107.02 Issue Date: 1/15/19 Main Level -Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Trib. Seismic Vx VG Gov. DL Design Pnl. Accum. Brace Line Area Width Force psf Siesmic Force Wind Shears Lngth Hght Wdth Brg. over Load Pi Load plf ID Uplift=Pu HD Load HD Notes pif pif L H W Area pif Front to Rear V5 316.0 7.5 2.8 873 526 3949 3949 16.0 9.0 8.0 0.0 0 247 WG 247 1 1852 1852 B V6 316.0 7.5 2.8 873 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A = 632.0 = 1745 Controllingp= 1.00 Left to Right V7 292.0 19.5 2.8 806 623 12154 12154 15.0 9.0 4.5 20.0 800 810 WG 810 5 6685 8453 E 3,4,5 V8 340.0 23.5 2.8 939 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E 5 = 632.0 = 1745 Controllingp= 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: 8875 SW Oak Street, 97223-UNIT 12 Proj. No. 10107.02 Issue Date: 1/15/19 Lower Level-Floor Vx Wind P,nl -"Phi Pnl Trib. Pnl Brace Line rib: Trib Seismic rSiesmic:.: Vz �Goy ' o DesigriAccum` ° Force Lngth Hgti# Wdth• =°Brg. Load p�' Pnl ID u"1111-'6‘.Pu HD'. Notes' Area Width: Force psf � :plf�.� Wind Shears ��. : Area=:`f.. ' P ° p ;HD Load s•�._.. , � over „Loa 'If ;., . .,.,." .. .....-. .. Front to Rear V9 316 0.... ..7,5"'`" 2.8 897 619 4640 4640 16'.0 " "$.0 8.0=w" 0,0 ; 0 290 WG 290 1 1992 3844 H V10 := 316:0"= 7,5 2.8 897 619 4640 4640 30,0 ,$.0 30 0,;'.0.0 = 0 155 WG 155 1'° 7 7 G1 X = 632.0 X = 1794 Controlling 1.00 Left to Right V11 292.0 19.5 2.8 829 715 13952 13952 r4.>1 0 8.0 1 0 F 0,O.: 0 13952 WG 13952 "STL ; 111574 120026 7STL°" V12 340;0,." ..23.5° 2.8 965 715 16814 16814 11 O 8".0 4:2:b ,120,6, 3600 1529 WG 1529 "a. 8" "' 10346 16617 M`:" 5 X = 632.0 X = 1794 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: Neul iPANEL I shear wen symbol PNL Shear G 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 T 220 1/2"CDX 8d gun or 16 Ga©6,6,12 16d @ 8"o/c DF or SPRC#2 1/2"@ 6'-0"o/c 16d @ 16"o/c DF or SPRC#2 2x Typ.ext.wall const.of DF or SPRC#2 1 322 3/8"CDX 8d @ 6,6,12 16d @ 6"o/c 1/2"@ 4'-0"o/c 16d @ 5"o/c 2 x 1,2,5,D,E,F,G 2 504 3/8"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,G 3 644 3/8"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,G 4 854 3/8"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,G 5 1022 15/32"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,G 6 1516 3/8"CDX ea.side 8d @ 2.5,2.5,12 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,G 7 1540 3/8"CDX ea.side 8c1@ 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,G 8 2058 15/32"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,G 9 100 1/2'GWB unblkd. 5c1@ 7,7,12 16d @ 16"o/c 5/8"@ 4'-0"o/c 16d @ 16"o/c 2 x 1,2,3,5,DE,F,G 10 110 5/8"GWB unblkd. 6c1@ 7,7,12 16d @ 16"o/c 5/8"@ 4'-0"o/c 16d @ 16"o/c 2 x 1,2,3,5,DE,F,G 11 200 1/2"GWB blkd ea.side 5c1@ 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,G 12 220 5/8"GWB blkd ea.side 6d @ 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,G HOLD DOWN HD ID Uplift load Simpson,Model# Fasteners. Remarks I Footno NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. A34 260 A34 12-8d each anchor Install 2-anchors at each end post per condition 3 of Simpson specs.See Typ.Hold Down detail. A 1705 CS16 11-10d each end 12"ea.end+clear span.22-10d fasteners total DF/SP. 8 B 3700 MST27(Lapped) 15-16d each end 'A equal strap length min.lap at splices and joints.Provide'''lap length for continuous straps. Lap for full Nailing,no clear span length. 4,6,8 C 2710 MST37 21-16d each end 'equal strap length minimum lap at splices and joints.Provide A lap length for continuous straps. 16"clear span length 4,6,8 D 4205 MST48 23-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 16"clear span length 4,6,8 E 6235 MST60 28-16d each end 'A equal strap length minimum lap at splices and joints.Provide'/.lap length for continuous straps. 16"clear span length 4,6,8 F 7600 FTA7 3-7/8"MB each end 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 3115 LSTHD8 20-16d sinkers Installation in 8"stem wall @ 8"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6, G1 2700 LSTHD8 20-16d sinkers Installation in 8"stem wall @'A"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6, H 4755 STHD10 28-16d sinkers Installation in 8"stem wall @ 8"from corner.Use STHDI4RJ w/Flr.Jst. 5,6, H1 4120 STH D10 28-16d sinkers Installation in 8"stem wall @'A"from corner.Use STHDI4RJ w/Flr.Jst. 5,6, J 4235 HTT4 18-16d x 21/2" 5/8"x 18"embed.AB,SSTB24 AB Equiv.thd rod wPSET epoxy at 8"embed. 5,6,9 J1 5090 HTT5 26-16d x 21/2" 5/8"x 24"embed.AB,provide Bearing Plate Washer BP5/8-2 per Mfgr.specs. Equiv.thd rod wISET epoxy at 10"embed. 5,6,9 K 7310 HD7B 3-7/8"MB 7/8"x 30"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 10"embed. 5,6,9 L 9920 HD9B 4-7/8"MB 7/8"x 36"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 12"embed. 5,7,9 M 11350 HD12 4-1"M 1"x30"w/3"SQ.x 5/16"washer or threaded rod w/42"dev.embd.lgth.May be hooked in wall plane. Equiv.thd rod wISET epoxy at 18"embed. 5,7,9 General Notes A. Equal approved/rated material and hard are may be subsituted. B. 1. Edge members(sills and end studs) t panel ID#2 without an*and higher require(1)3x nominal solid members,4x4 lumber may be used. 2. Provide 3x P.T.foundation sill plate f r walls 4 through 8 w/5/8"A.B.as noted&3"x 3"x 5/16"slotted GI steel plate washers within 1/2"of edge of plate nearest the panel. C. Approved cinch anchors or epoxy adhe"ve 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 wi h any APA rated structural panel,including OSB products,to units of equal or better value. Values are based on 1-3/8"min. common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails of smaller shank dia.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. G.PANEL ID:Wind Governs(WG)per IBC Sec.2306.3 wood panel values may be increased 40%over Table 2306.3 Footnotes: 1. Simpson A34's may be subsituted with Simpson LSD'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 my be substituted w/2-2x edge members w/10d @ 6"o/c staggered at alternating sides within the field of the diaphragm.See General Note B. 5. Installation into an 8"foundation wall required,min.2500 PSI conc.Anchor Bolts to have 3"SQ.x 5/16"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.See General Note B. 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq, __. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 13 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing &1/" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 1.50 psf 1/2" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live/Snow Loads 25.00 psf 1/2" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf 1/" underlayment 1.50 psf 3/" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf 1/" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 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: Site Elevation assumed: 380.';' Ground Snow Load PSF: <30 Miscellaneous: ,1,J 4 Soil Bearing: 1500 psf assumed &.4 Add.Snow Ld.=((Elev-380)8/212)+25)PSF 0 1•• DANIEL.0 ��!.GConcrete foundations: 3000-psi mix r, Concrete Flatwork: 2000-psi mix g 0 Beams and stringers: DF/L#1 or better <020f1 ` `` Repetitive Joists: DF/L#2 or better Columns: DF/L#2 or better, Studs: Stud Grade. OF C Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar-Grade 40 Structural components-ASTM A36 Prepared by: CO r�rchitecturc/plrs207 Ilc 16325 Boones Ferry Roatl,Suite 207 r Lake Oswego,Oregon 97035 UStel 503.534.0337 archaect.corn 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,on-01.1519 Lateral Analysis - Wind Calculations Client: Oak Street Town homes Project: 8875 SW Oak Street, 97223- UNIT 13 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 Wind force: qz= 0.00256 Kd Kzt Kh KZ V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt KZ Kh V2 CP Eiw 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 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 N33:00,4:; T Width 15.00 Ratio= 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 37.00 T Width 39.00 'r Ratio= 0.9 FDN DL REDUCTION DOES NOT APPLY I ON architecture/plaSuite i,nning Ile 163c Booties Ferry Road, Lake OSWegoM1egon 87035 Lateral Analysis - Seismic Calculations Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223- UNIT 13 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 4 616.00 sf Site Class= D HRn= Floor= 10.00 psf ARw-ex 190.00.sf SS=`f/ 1 H2flr= Exterior wall= 10.00 psf ARw4n ;9500 sf S1= 39 3 ; H2rf= 0 t Interior walls/partitions= 5.00 psf A2flr= 15(/1,;00 sf Fa= 1400 : H1flr= Elevated Concrete Floor= 0.00 psf A2rf= 40;00 sf F„= 160 Left to tg t A2w-ex= .100.0°;sf RFR= 6'`5:: HRn_ ••25,00 A2w-in= 95;00 sf RLR= 6.5 H2flr= 42,00 A1fIr 343:00 sf SMS= 0.771 H2rf= 14 00' A1rf= iz276.00 sf SMI = 0.629 H1flr= 1.00 A1w-ex 114.00 sf Sin= 0.52 A1w4n= 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(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(Alw-ex)= 114.00 sf X 10.00 psf= 1140 # Area of lowest interior wall(Alw-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 Hz 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 Fix WxHx Fa VS VS total VtLwwX 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 = 17654 X = 231264 1.00 1684 4437 1.Controlling V per IRC 16-56 IC t rchitecture�plarning inc. `v 9125 SW Beaverton Hillsdale Hwy Suite 210E Beaverton.Oregon 9]005.3386 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 A PT General Notes: 4 Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): i DLp , @ 8'-0"plate heights=873.5=2.29'say 2'-3" @ 9'-0"plate heights=9'/3.5=2.57'say 2'-7" Hp 5W - a @ 10'-0"plate heights= 10'/3.5=2.86'say 2'-10" Minimum panel widths in Seismic Zone 4=(2:1): , Pio @ 8'-0"plate heights=8'/2=4'-0" 411%,04----34-v.• , @ 9'-0"plate heights=9'/2=4'-6"' 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 O architecture/planning Ilc 16325 Boones Ferry Road,Suite 207 C Lake Oswego,Oregon 97035 l,� tel YJ3.53a 0337 wwxkoneicnilecl tom Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 - UNIT 13 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level - Roof Trib. Seismic Vx Wind Vx V�Gov. Pnl Pnl Pnl Trib. Pnl 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 pIf plf L H W Area pit Front to Rear V1 308.0 7.5 1.8 555 169 1270 1270 36.0 8.0 36.0 215.0 8600 35 WG 35 1 -5494 -5494 A V2 308.0 7.5 1.8 555 169 1270 1270 36.0 8.0 36.0 215.0 8600 35 WG 35 1 -5494 -5494 A = 616.0 = 1110 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 224 4602 4602 15.0 8.0 3.0 105.0 4200 307 WG 307 3 232 232 A 5 V4 308.0 20.5 1.8 555 224 4602 4602 15.0 8.0 4.5 105.0 4200 307 WG 307 3 170 170 A 5 = 616.0 = 1110 Controlling p= 1.00 1. WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. iCoNarcnirecrureiplannln9 inc. 9]25 SWB o yon Hi� n 97095.23164 1� .5+4.7509 .0403 9.3aa.a.rvm Rnerr�nln.mm of RrcMtecte� NLUtB w ww.cmaCNetl.mm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 13 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Main Level - Floor Trib. Seismic Vx Wind Vx V�Gov. Pnl Pnl Pnl Trib. DL Pnl Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load Pi Uplift=Pu HD Notes Width Force psf Wind Shears over Load pit ID HD Load pif plf L H W Area pif Front to Rear V5 309.0 7.5 2.7 821 363 2719 2719 36.0 9.0 36.0 0.0 0 76 WG 76 1 -981 0 _ A V6 309.0 _ 7.5 2.7 821 363 2719 2719 36.0 9.0 36.0 0.0 0 76 WG 76 1 -981 0 A = 618.0 X = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 2.7 738 418 8145 8145 15.0 9.0 4.5 20.0 800 543 WG 543 5 4280 4511 E 3,4,5 V8 340.0 23.5 2.7 903 418 9816 9816 18.5 _ 9.0 ` 3.5 120.0 4800 531 WG 531 5 2214 2384 E 5 = 618.0 = 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. 1Co N®rcnhTecTure,pler nln9 InC. 9725 SW Beaverton Hillsdala Hwy Suite 210E Heaved,,eOis•�xs 97005-OHM Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 13 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 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 plf plf Wind Shears L H W Area over pif Load pif HD Load Front to Rear V9 309.0 7.5 2.7 840 433 3251 3251 20.5 8.0 20.5 0.0 0 159 WG 159 1 428 428 G1 V10 309.0 7.5 2.7 840 433 3251 3251 23.0 8.0 23.0 0.0 0 141 WG 141 1 188 188 G1 = 618.0 X = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 489 9526 9526 1.0 8.0 1.0 0.0 _ 0 9526 WG 9526 STL 76171 80682 STL 3,4,6 V12 340.0 23.5 2.7 925 489 11481 11481 11.0 8.0 2.0 120.0 3600 1044 WG 1044 8 6468 8851 M 5 = 618.0 = 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 1CO t rcnlieci'ure/pl9nnln9Inc. i llJJ 9725 SW Baa•rertun Hillstlale Hwy Suite 210E ,■ Beaverton.«nxnn 97075.WM Ameonlne6oledArtltnxta NGAB1 50. . s wrw.mna.G:tea,COM Ow rMxxo PANEL 1 Shear Wall Symbol I Shear Panel and Hold Down Schedule PNL, Shear G,„ ; Panel.Material Con gt Sole Plate Anchors F.. Top PlateEdge Mem Re0i rks Footnote:_.. . ID.�•.v Valuer'4‘ ',`, Requlrements.43 aStaggere8 Naillnthi7F#2,,,_: AnOhor.Balt HF#281, .t• ConkaectiofifDle#2., ; ,.. ,-.,;bti ..,T4. ,41x: _ T 220 1/2"CDX 8d gun or 16 Ga @ 6,6,12 16d @ 8"o/c DF or SPRC#2 1/2"@ 6'-0"o/c _ 16d @ 16"o/c DF or SPRC#2 2x Typ.ext.wall const.of DF or SPRC#2 1 322 3/8"CDX 8c1@ 6,6,12 16d @ 6"o/c 1/2"@ 4'-0"o/c 16d©5"o/c 2 x 1,2,5,D,E,F,G 2 504 3/8"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,G 3 644 3/8"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,G 4 854 3/8"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,G 5 1022 15/32"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,G 6 1516 3/8"CDX ea.side 8d @ 2.5,2.5,12 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,G 7 1540 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,G 8 2058 15/32"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,G 9 100 1/2"GWB unblkd. 5d @ 7,7,12 16d @ 16"o/c 5/8"@ 4'-0"o/c 16c1@ 16"o/c 2 x 1,2,3,5,DE,F,G 10 110 5/8"GWB unblkd. 6d @ 7,7,12 16d @ 16"o/c 5/8"@ 4'-0"o/c 16d @ 16"o/c 2 x 1,2,3,5,DE,F,G 11 200 1/2"GWB blkd ea.side 5d @ 4,4,12 16d @ 12"0/c 5/8"@ 4'-0"0/c 16d @ 8"0/c 2 x 1,2,3,5,DE,F,G 12 220 5/8"GWB blkd ea.side 6d @ 4,4,12 16d @ 10"o/c 5/8"@ 4'-0"0/c 16d @ 6"o/c 2 x 1,2,3,5,DE,F,G HOLD DOWN HD-ID Uplift load Simpson Modelo#. - ;'Fasteners —#11 It:Remarks' ,.... ---.,/,,,',., ,..,Y , ,n i .a. 5....ci_ 1Footnot - NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. A34 260 A34 12-8d each anchor Install 2-anchors at each end post per condition 3 of Simpson specs.See Typ.Hold Down detail. A 1705 CS16 11-10d each end 12"ea.end+clear span.22-10d fasteners total DF/SP. 8 B 3700 MST27(Lapped) 15-16d each end %equal strap length min.lap at splices and joints.Provide'A lap length for continuous straps. Lap for full Nailing,no clear span length. 4,6,8 C 2710 MST37 21-16d each end %equal strap length minimum lap at splices and joints.Provide%lap length for continuous straps. 16"clear span length 4,6,8 D 4205 MST48 23-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 16"clear span length 4,6,8 E 6235 MST60 28-16d each end %equal strap length minimum lap at splices and joints.Provide%lap length for continuous straps. 16"clear span length 4,6,8 F 7600 FTA7 3-7/8"MB each end 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 3115 LSTHD8 20-16d sinkers Installation in 8"stem wall @ 8"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6, G1 2700 LSTHD8 20-16d sinkers Installation in 8"stem wall @%"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6, H 4755 STHD10 28-16d sinkers Installation in 8"stem wall @ 8"from corner.Use STHD14RJ w/Flr.Jst. 5,6, H1 4120 STHD10 28-16d sinkers Installation in 8"stem wall @%"from corner.Use STHD14RJ w/Flr.Jst. 5,6, J 4235 HTT4 18-16d x 2 1/2" 5/8"x 18"embed.AB,SSTB24 AB Equiv.thd rod w/'SET'epoxy at 8"embed. 5,6,9 J1 5090 HTT5 26-16d x 21/2" 5/8"x 24"embed.AB,provide Bearing Plate Washer BP5/8-2 per Mfgr.specs. Equiv.thd rod w/'SET'epoxy at 10"embed. 5,6,9 K 7310 HD7B 3-7/8"MB 7/8"x 30"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'epoxy at 10"embed. 5,6,9 L 9920 HD9B 4-7/8"MB 7/8"x 36"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'epoxy at 12"embed. 5,7,9 M 11350 HD12 4-1"MB 1"x30"w/3"SQ.x 5/16"washer or threaded rod w/42"dev.embd.lgth.May be hooked in wall plane. Equiv.thd rod w/'SET'epoxy at 18"embed. 5,7,9 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&3"x 3"x 5/16"slotted GI steel plate washers within 1/2"of edge of plate nearest the panel. 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 1-3/8"min. common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails of smaller shank dia.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. G.PANEL ID:Wind Governs(WG)per IBC Sec.2306.3 wood panel values may be increased 40%over Table 2306.3 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 my be substituted w/2-2x edge members w/10d @ 6"o/c staggered at alternating sides within the field of the diaphragm.See General Note B. 5. Installation into an 8"foundation wall required,min.2500 PSI conc.Anchor Bolts to have 3"SQ.x 5/16"sq.stl.GI washers.See General Note B. P"I HD 6. 3x or(2)2x edge members required for hold down attachment. See footnote#4 and General Note B. Pa�xl Shear Wall Symbol 1 7. 4x4 or 6x6 panel edge member required as necessary-no splits.See General Note B. 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. ICO Narchlrecrureipbannmf Inc. u „zz� .mws" __. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 14 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing &1/" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 1.50 psf IA" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live/Snow Loads 25.00 psf '/2' GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf '/" underlayment 1.50 psf 3/4" 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 '/" 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 � e , Site Elevation assumed: 380 Ground Snow Load PSF: 30 J Miscellaneous: DANIEL. .-'+'�!, ICH c) Soil Bearing: 1500 psf assumed 1 r Add.Snow Ld.=((Elev-380)8/212)+25)PSF 0 2 1� • Concrete foundations: 3000-psi mix POR 04 i -* Concrete Flatwork: 2000-psi mix 1 Beams and stringers: DF/L#1 or better -OF .1'. 57 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 Ilc I N uaw OB weOu a o97 a10 THJS 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. Vets,ori..,15P9 __. _ctural Calculations for: Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223- UNIT 14 Proj. No.: 10107.02 Issue Date: 1/15/19 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)Kb Force Kd Kzt Kz Kb V2 Cp EIW 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 Kb 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,;;„ - Width ,15:00''Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 37.001; T Width 39;00 Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY __- _ctural Calculations for: Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223- UNIT 14 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 616.00 sf Site Class= D HRS= Floor= 10.00 psf ARw-ex= 190.00 sf Ss f! 1 „= H2fIr= I o Exterior wall= 10.00 psf ARw-in= 95.00 sf Si= 39 3 H2rf= •c Interior walls/partitions= 5.00 psf A2fIr= 571:00 sf Fa= .1.00 H1fir= is Elevated Concrete Floor= 0.00 psf A2rf= sf F . 1.60 Left to 'ig A2w-ex= 190..00 sf RFR= 6.5 HR„= .25.00 A2w-in= =95.00 sf RLR= 6.5 H2fIr= „12.00 A1flr 343.00:sf SMS= 0.771 H2rf= 11.00 Al rf 27.6.00''sf SMS = 0.629 H1flr= ` 1.00, A1w-ex= 114.00sf SDS= 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(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(Alw-ex)= 114.00 sf X 10.00 psf= 1140 # Area of lowest interior wall(Alw-in)= 57.00 sf X 5.00 psf= 285 # Mass of 1st Floor(M1f)= 7615 # Total Mass(TM)= 24715 Base shear Front to Rear Left to Right V=((1.2*Sos)/RFR)W= 0.095 w' V=((1.2*Sos)/RLR)W= 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFRMIx Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.31 619 2.7 X = 17654 X = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa VS VS total VtLRMIx Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.01 619 2.7 X = 17654 X = 231264 1.00 1684 4437 1.Controlling V per IRC 16-56 __._ctural 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: VAN= 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 mid V General Notes: ` Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): @ 8'-0"plate heights=5/3.5=2.29'say 2'-3" Hp ® @ 9'-0"plate heights=973.5=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): yy Pu1 @ 8'-0"plate heights=8'/2=4'-0" @ 9'-0"plate heights=9'/2=4'-6"' ifr @ 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 Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 - UNIT 14 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level - Roof Trib. Seismic' Vx Wind Vx V Gov. Pnl Pnl Pnl Trib. Pnl c 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 plf Wind Shears L H W Area plf Load plf ID Front to Rear V1 308.0 7.5 1.8 555 169 1270 1270 36.0 8.0 36.0 215.0 8600 35 WG 35 1 -5494 -5494 A V2 308.0 7.5 1.8 555 169 1270 1270 36.0 8.0 36.0 215.0 8600 35 WG 35 1 -5494 -5494 A = 616.0 = 1110 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 224 4602 4602 15.0 8.0 3.0 105.0 4200 307 WG 307 3 232 232 A 5 V4 308.0 20.5 1.8 555 224 4602 4602 15.0 8.0 4.5 105.0 4200 307 WG 307 3 170 170 A 5 X = 616.0 = 1110 Controlling p= 1.00 1. WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. ICON®rcnirecrureiplenning inc. 9725 SW BeavFnlen H,IKtlak Hwy Suite 210E „ Bwavertm.OreOon 97005-9904 e.a. .m®a.rnuma Amemnlnseme MArchmte HGnR6� vwa mnaN.hq.wm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 14 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Main Level - Floor Trib. Seismic Vx Wind Pnl Pnl Pnl Trib. Pnl Vx VG Gov. DL Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load pi Uplift=Pu HD Notes Width Force psfpIf plf Wind Shears L H W Area over pit Load pIf ID HD Load Front to Rear V5 309.0 7.5 2.7 821 363 2719 2719 36.0 9.0 36.0 0.0 0 76 WG 76 1 -981 0 A V6 309.0 7.5 2.7 821 363 2719 2719 36.0 9.0 36.0 0.0 0 76 WG 76 1 -981 0 A Z = 618.0 2 = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 2.7 738 418 8145 8145 15.0 9.0 4.5 20.0 800 543 WG 543 5 4280 4511 E 3,4,5 V8 340.0 23.5 2.7 903 418 9816 9816 18.5 9.0 3.5 120.0 4800 531 WG 531 5 2214 2384 E 5 2. = 618.0 1 = 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. ICoN®rcnirecrure,plennin9 Inc. 9725 SW Beaverton Hillstlak Hvy Sute 210E Reaverlon.Oregon 97MS3SPd 1 rex ew a rum/.. /..aded mm Annonl.. o(AraNeMa NGPRB� Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 14 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Lower Level - Floor Vx Wind Pnl Pnl PnI Trib. Pnl Trib. Seismic Vx V0 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 Wind Shears over plf Load plf HD Load plf plf L H W Area Front to Rear V9 309.0 7.5 2.7 840 433 3251 3251 23.0 8.0 23.0 0.0 0 141 WG 141 1 188 188 G1 V10 309.0 7.5 2.7 840 433 3251 3251 20.5 8.0 20.5_ 0.0 0 159 WG 159 1 428 428 G1 X = 618.0 1 = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 489 9526 9526 1.0 8.0 1.0 0.0 0 9526 WG 9526 STL 76171 80682 STL 3,4,6 V12 340.0 _ 23.5 2.7 925 489 11481 11481 11.0 8.0 2.0 120.0 3600 1044 WG 1044 8 6468 8851 M 5 X = 618.0 E = 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 1CoN®rcnlrecrure,pl®nning Inc. 9725 SW 5eavm'Iw,H,sdale Hwy.Suite 210E ,. Beaverlm.95 p 97005.31&1 xwi®av>wauma.wm Ameronlnstlwm of Arc.. HCM6� agitetl.mn [PANEL 1 sheer Weil symbol 1 Shear Panel and Hold Down Schedule PNL Shear G Panel Material Con g 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 . .. T 220 1/2"CDX 8d gun or 16 Ga©6,6,12 16d @ 8"o/c DF or SPRC#2 1/2"@ 6'-0"o/c 16d©16"o/c DF or SPRC#2 2x Typ.ext.wall const.of DF or SPRC#2 1 322 3/8"CDX 8d @ 6,6,12 16d @ 6"o/c 1/2"@ 4'-0"o/c 16d @ 5"o/c 2 x 1,2,5,D,E,F,G 2 504 3/8"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,G 3 644 3/8"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,G 4 854 3/8"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,G 5 1022 15/32"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,G 6 1516 3/8"CDX ea.side 8d @ 2.5,2.5,12 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,G 7 1540 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,G 8 2058 15/32"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,G 9 100 1/2"GWB unblkd. 5d @ 7,7,12 16d @ 16"o/c 5/8"@ 4'-0"o/c 16d @ 16"o/c 2 x 1,2,3,5,DE,F,G 10 110 5/8"GWB unblkd. 6d @ 7,7,12 16d @ 16"o/c 5/8"@ 4'-0"o/c 16d @ 16"o/c 2 x 1,2,3,5,DE,F,G 11 200 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,G 12 220 5/8"GWB blkd ea.side 6d @ 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,G HOLD DOWN HD ID Uplift load Simpson Model# Fasteners , Remarks IFootnot - NA No Hold down Negligible uplift,no hold down required.Typical A.B..placement or sill plate nailing required. A34 260 A34 12-8d each anchor Install 2-anchors at each end post per condition 3 of Simpson specs.See Typ.Hold Down detail. A 1705 CSI6 11-10d each end 12"ea.end+clear span.22-10d fasteners total DF/SP. 8 B 3700 MST27(Lapped) 15-16d each end 'A equal strap length min.lap at splices and joints.Provide'A lap length for continuous straps. Lap for full Nailing,no clear span length. 4,6,8 C 2710 MST37 21-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 16"clear span length 4,6,8 D 4205 MST48 23-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 16"clear span length 4,6,8 E 6235 MST60 28-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 16"clear span length 4,6,8 F 7600 FTA7 3-7/8"MB each end 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 3115 LSTHD8 20-16d sinkers Installation in 8"stem wall @ 8"from corner.Use LSTHD8RJ wl Flr.Jst. 5,6, G1 2700 LSTHD8 20-16d sinkers Installation in 8"stem wall @'%"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6, H 4755 STHD10 28-16d sinkers Installation in 8"stem wall @ 8"from corner.Use STHDI4RJ w/Fir.Jst. 5,6, H1 4120 STHD10 28-16d sinkers Installation in 8"stem wall @%"from corner.Use STHDI4RJ wl Flr.Jst. 5,6, J 4235 HTT4 18-16d x 2 1/2" 5/8"x 18"embed.AB,SSTB24 AB Equiv.thd rod wfSET'epoxy at 8"embed. 5,6,9 J1 5090 HTT5 26-16d x 2 1/2" 5/8"x 24"embed.AB,provide Bearing Plate Washer BP5/8-2 per Mfgr.specs. Equiv.thd rod w/'SET'epoxy at 10"embed. 5,6,9 K 7310 HD7B 3-7/8"MB 7/8"x 30"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod w/'SET'epoxy at 10"embed. 5,6,9 L 9920 HD9B 4-7/8"MB 7/8"x 36"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET epoxy at 12"embed. 5,7,9 M 11350 HD12 4-1"MB 1"x30"w/3"SQ.x 5/16"washer or threaded rod w/42"dev.embd.Igth.May be hooked in wall plane. Equiv.thd rod wPSET epoxy at 18"embed. 5,7,9 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&3"x 3"x 5/16"slotted GI steel plate washers within 1/2"of edge of plate nearest the panel. 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 1-3/8"min. common or galvanized box nail penetration in.o solid DFL framing members. Values are not shown for gun nails of smaller shank dia.or 16 ga.staples. E. The panels indicated are listed in nominal thickhess 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. G.PANEL ID:Wind Governs(WG)per IBC Seca 2306.3 wood panel values may be increased 40%over Table 2306.3 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 my be substituted w/2-2x edge members w/10d©6"o/c staggered at alternating sides within the field of the diaphragm.See General Note B. 5. Installation into an 8"foundation wall required,min.2500 PSI conc.Anchor Bolts to have 3"SQ.x 5/16"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.See General Note B. 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. 'CoIarcnirecture/pie1f�nntnQ Inc. 1t� 9]]SSW BOE wwm'iirrs*e+rr rYY �mwrimn __. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 15 Project No: 10107.02 Issue Date: 01/15/18 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 & IA" 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 '/" GWB 2.00 psf Total Roof Loads 35.00 psf Miscellaneous 0.75 psf Floor Loads Total Ext. Wall Loads 10.25 psf 1/2" underlayment 1.50 psf 3/" plywood sheathing 3.00 psf Interior 2x Framing 5.00 psf I " 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 0D r Site Elevation assumed: 380 i� Ground Snow Load PSF: 30 ; , 1 •Miscellaneous: DANIEL iii,„ .IcSoil Bearing: 1500 psf assumed r Add.Snow Ld.=((Elev.3808/212+25)PSF 0 w � 6, Concrete foundations: 3000-psi mix i' .9 rr' "1‘. Concrete Flatwork: 2000-psi mix I 4, CP- Beams and stringers: DF/L#1 or better OF . . 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: ICO 1sI a chitecture/planning Ilc ` 16325 Boones Ferry Road.Sura 20) Lake Oswego,Oregon 9]035 NI 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,00 01.1019 Lateral Analysis - Wind Calculations - Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223-UNIT 15 Proj. No.: 10107.02 Issue Date: 1/15/18 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 wind torce: 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 Kz KE 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 T 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 CarchitectUre/pIQrInIng IIC 1a Booties Ferny Sure Lako Oswego.Oregon 8]005 Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223-UNIT 15 Project No: 10107.02 Issue Date: 1/15/18 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 616.00 sf Site Class= D HRS= I Floor= 10.00 psf ARw-ex= =192.00 sf SS. !! 1 H2fIr= ®®, Exterior wall= 10.00 psf ARw-in= 96400 sf 51= q9.3 H2rf= I Interior walls/partitions= 5.00 psf A2flr= 5I500,sf Fa= 100 H1flr= ®i Elevated Concrete Floor= 0.00 psf A2rf= 48.00 sf Fv1,60 Left to 'ig t A2w-ex= =192:00 sf RFR= 6.`5 HRS= 25,00 A2w-in= ?;,' ;96,00,;sf RLR= 6.5 H2flr= „12,00 AlfIr= 536:00 sf SMS= 0.771 H2rf= „11,00, Alrf= 86.00 sf Spm = 0.629 Hlflr= e 1:00 A1w-ex= x179.00 sf SDS= 0.52 Alw-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)= 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(Al 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)= 25650 Base shear Front to Rear Left to Right V=((1.2*SDs)/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 VtFRNJx 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 VtLRAv), 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 1COljercnitccture/p1®nnin�q inc. 9125 SW Beaverton Hillsdale Hwy Suite 10E ,r Beaverton.Ore9on 92005.3304 shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis 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: Put Type C (Simpson MST 37 wood to wood) = 3815#allowable Deadload Type G (Simpson PAHD42 wood to conc.) =2945#allowable over Vt "AND 4 44 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" Hp Irgg @ 9'-0"plate heights=9'/3.5=2.57'say 2'-7" @ 10'-0"plate heights= 10'/3.5=2.86'say 2'-10" ' a 'A Minimum panel widths in Seismic Zone 4=(2:1): Pi i1 @ 8'-0"plate heights=8'/2=4'-0" @ 9'-0"plate heights=9'/2=4'-6" @ 10'-0"plate heights=1072=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 1CONorc25SWBo ure/planning inc. 9725 T Beaverton HAl pl fl Suite 210E „ Beaverton,Oregon 97005-3364 rbffi Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 - UNIT 15 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/18 Upper Level - Roof Trib. Seismic Vx Wind Vx V�Gov. Pnl Pnl Pnl Trib. Pnl Design PNL. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load p� Uplift=Pu HD Load HD Notes Width Force psf Wind Shears Load plf ID pif pif L H W Area pif Front to Rear V1 308.0 7.5 1.9 573 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 308.0 7.5 - 1.9 573 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A = 616.0 = 1147 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 573 365 7483 7483 15.0 8.0 2.0 105.0 4200 499 WG 499 3 1809 1809 A 5 V4 308.0 20.5 1.9 573 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 2, = 616.0 1 = 1147 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. ICoi. N®rcWBcereur P.averon OirO9po0l 9H/we0M y nS3i33n6 4g210iEn c. wA'rxv nnv@wvrmrea.mn AmervnlnaXWb of ArMlacie HCARB wwvmsMnM.mm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 15 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/18 Main Level - Floor Vx Wind Pnl Pnl PnlTrib. Pnl Trib. Seismic Vx VG Gov. DL Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load Pi Uplift=Pu HD Notes Width Force psf Wind Shears over Load pif ID HD Load plf pif L H W Area pif Front to Rear V5 3110 m„755".. 2.7 850 526 3949 3949 36.0 9.0 36.0 0.0 0 110 WG 110 1 -673 0 A V6 1,-,0110,,,'"w '7.5 r; 2.7 850 526 3949 3949 36.0 9.0 36.0 0.0 _ 0 110 WG 110 1 -673 0 A = 622.0 X = 1699 Controlling p= 1.00 Left to Right V7 282:0 ,119.5 2.7 770 623 12154 12154 15.0 9.0 2.0 20.0 800 810 WG 810 5-;:t 6800 8609 E 3,4,5 V8 .340 0 Ww x`23.5=a 2.7 929 623 14647 14647 18.5 9.0 3.5; 120,0. 4800 792 WG 792 '"`5 ., 4564 6271 E 5 = 622.0 1 = 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. IC°L arcnirecrurc.pianning Inc. 9]25 SW Beawhan HIHSdak ryMwwy SuR0 t0E „ Bea.eitd,.Ore®ni 'J0053:LM Amnon 1Mllb9A,hSce NCARB bd�m�in Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 15 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/18 Lower Level -Floor r a Width. of Wind : SheV. P,, F Trib. DL r Accum "_ DesignLaws Trib.;Ares Force Wn�yG1- gthWrg. Loadp� HD Notes °Yer4.44 Loa plfFrenPs . as IM*fArea:. "pits 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 3.11 0 °. ,T45,` 2.8 874 619 4640 4640 .;-'36,-0!._"'8:0':. 36.0 00 0 129 WG 129 . 1: -445 0 G1. = 622.0 X = 1747 Controlling 1.00 Left to Right V11 282'.0x' .19:5 2.8 792 715 13952 13952 ig,0110e1 8 0; 1.0 0,0 0 13952 WG 13952 ' STL; 111574 120183 STL V12 ,.x.340 0 A.y23.5�. 2.8 955 715 16814 16814 410 8 0.,; 0 :120,0; 3600 1529 WG 1529 ;"``8.".': 10346 16617 M:. 5,•, X = 622.0 X = 1747 Controlling 1.00 1. WG=Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 3. 4 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 IC0Narcnirecture/planning inc. 9)15 SW Beaverton Hillsdale Hwy Suke 210E „ Beaverton'Oregon 9]0053386 rcheacam Amman m.uesad a.cu raBcnBe w.w.�m.a.ee.com [PANEL Shear Panel and Hold Down Schedule PNL Shear Panel Material Con g 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"A 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 %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'4 lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end %equal strap length minimum lap at splices and joints.Provide Y.lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB each e c 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-1/2"M: 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"M: Installation in 8"stem wall @%"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2"M: 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"M: 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 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 HDQB-SDS3 (20)SDS1/4X3 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wl'SET'epoxy at 10"embed. 5,6,9 K 7460 HDBA 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 HD10A 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.lgth.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 ay be subsituted. B. 1. Edge members(sills and end studs)at pan-I 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 wa Is 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 m:y 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 int.solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nominal thic ness i.e.,15/32"=1/2",7/16"=3//8"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl.Pour 15". 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.) Pal&HD } 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. 1C lorcnirecrureiplonning Inc. 9]155W B..1wbWM.M OE „ B"ewmn,O,epon ] JJB� __. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 16 Project No: 10107.02 Issue Date: 01/15/18 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 %" 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 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 ��D Ground Snow Load PSF: 30 c, `� � ,� Miscellaneous: . Axa DANIEL r i r+•1p{ Soil Bearing: 1500 psf assumed a Ij)j ,a„] Add.Snow Ld.=((Elev380)8 212)*zs)PSF 0 a 8 r/..,1 r Concrete foundations: 3000-psi mix xX�s Concrete Flatwork: 2000-psi mix OF 1+�,C1O 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 N®chitccturc/planning Ilc architecture/planning e/Slllen 5.0331 Lake Oswego,Oregon 91035 is 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 00 THE DESIGN PROFESSIONAL,NO WARRANTY IS OFFERED OR IMPLIED.NOTIFY THE DESIGN PROFESSIONAL,PRIOR TO EXECUTION,IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. V0rs o z:01.1 18 Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223-UNIT 16 Proj. No.: 10107.02 Issue Date: 1/15/18 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 EIW 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' 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 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,;; 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 Crchitecture/pInfflngO IIC 1 Lake Oswego,Oregon 91035 Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223-UNIT 16 Project No: 10107.02 Issue Date: 1/15/18 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= v1„61,6,00 sf Site Class , , FIR,= Floor= 10.00 psf ARw-ex= 719500 sf Ss_'/t4 H2fIr= . +. Exterior wall= 10.00 psf ARw-in= 98 00 sf S1= 39 3 ,' H2rf= s 4 Interior walls/partitions= 5.00 psf A2flr= 58,5e00,sf Fa= •1 }0 H1flr= I Elevated Concrete Floor= 0.00 psf A2rf= :48 00 sf F„= 160, Left to 'ig A2w-ex= °195:00;sf RFR= " . HRn= $25¢00 A2w4n= 8,00 sf RLR= ,�; H2flr= 12;00 A1flr= 636 00';sf SMS= 0.771 H2rf= 11:00' A1rf= 96;00 sf SM1 = 0.629 H1flr= A1w-ex= '..179:00 sf Sos= 0.52 Alwin= 90.00 sf SD1 = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof(ARrf)= 616.00 sf X 10.00 psf= 6160 # Area of upper exterior wall(ARw-ex)= 195.00 sf X 10.00 psf= 1950 # Area of upper interior wall(ARw-in)= 98.00 sf X 5.00 psf= 490 # Mass of Upper Roof(MUr)= 8600 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 585.00 sf X 10.00 psf= 5850 # Area of lower roof or elev. conc slabs(A2rf)= 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall (A2w-ex)= 195.00 sf X 10.00 psf= 1950 # Area of lower interior wall(A2w-in)= 98.00 sf X 5.00 psf= 490 # Mass of 2nd Floor(M2f)= 8770 # Area of 1st floor&walls Area of 1st floor(A1flr)= 536.00 sf X 10.00 psf= 5360 # Area of lowest roof or elev. conc slabs(A1 rf)= 96.00 sf X 10.00 psf= 960 # Area of lowest exterior wall(A1w-ex)= 179.00 sf X 10.00 psf= 1790 # Area of lowest interior wall(A1w-in)= 90.00 sf X 5.00 psf= 450 # Mass of 1st Floor(M1f)= 8560 # Total Mass(TM)= 25930 Base shear Front to Rear Left to Right V=((1.2*Sos)/RFR)W= 0.095 W V=((1.2*Sos)/RLR)W= 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFRmx Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 46 1766 0.29 632 2.8 = 18521 = 234857 1.00 1766 4642 Left to Right Level Wx Hx WxHx Fa VS VS total VtLRNJx Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 46 1766 0.01 632 2.8 = 18521 = 234857 1.00 1766 4642 1.Controlling V per IRC 16-56 IC0�, Ierchitecturc/planning 0EInc. `v 9725 SW Beaverton Hillsdale Hwy Suite 1 .. Beaverton.Oregon 97005-3364 Mw.nninauwm dn2M503 NCnRB awe s �a4a03 o44ot 0 Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis 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 Of 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: Put 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=873.5=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): ---4Pi 11 @ 8'-0"plate heights=8'/2=4'-0" • @ 9'-0"plate heights=972=4'-6"' y @ 10'-0"plate heights= 10'/2=5-0" Wn 1.Reinforced concrete stem walls below panels may be raised,within limits, 1 ► 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 ICo tarchitecture/planning inc. 'y 8725 SW Beaverton Hillstlale Hwy Suite 210E tr Beave,ton.Oregon 97005-336-a xxo�raurcn�can Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 - UNIT 16 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/18 Upper Level - Roof Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx V�Gov. Design PNL. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load p� 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 36.0 215.0 8600 _ 56 WG 56 1 -5329 -5329 A V2 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A = 616.0 = 1155 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 577 365 7483 7483 15.0 8.0 3.0 105.0 4200 499 WG 499 3 1768 1768 A 5 V4 308.0 _ 20.5 1.9 577 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 616.0 = 1155 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. C ®rcnlrecrureipianning inc. 11 O N 9725 995 0eave,lon Hitlstlale Hwy Suite 21.0E `` Axawrton.6re9an 91M5-3iF4 ea.xs .d�unrv�:leu.vcn Arc�nledWe of TrtRrtcaM XCMB� wwaco-isdxfc.^..wm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 16 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/18 Main Level - Floor Trib. Seismic Vx Wind Vx V0 Gov. Pnl Pnl Pnl Trib. DL Pnl Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load Pi Uplift=Pu HD Notes Width Force psf plf pif Wind Shears L H W Area over pif Load pIf 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 I = 632.0 X = 1718 Controlling p= 1.00 Left to Right V7 292.0 19.5 2.7 794 623 12154 12154 15.0 9.0 4.5 20.0 800 810 _ WG 810 5 6685 8453 E 3,4,5 V8 340.0 23.5 ' 2.7 924 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E 5 I = 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. lc0Iarcnlreureiplem5ninc. 50 9125 N/Beacrvehon COre,j ak Hwy Suite 210E ,■ Reavart Orag�n 9'1Mm3iFAg M, s Nu6txx�¢acnn AinerronlamMOITN.wns NCARBwvrmnaiGaC..com Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 16 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/18 Lower Level -Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx VG Gov. DLDesign Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load p� Pnl.ID Uplift=Pu HD Notes Width Force psf Wind Shears over Load plf HD Load plf pif L H W Area plf Front to Rear V9 316.0 7.5 2.8 883 619 4640 4640 30.0 8.0 30.0 0.0 0 155 WG 155 1 7 7 G1 V10 316.0 7.5 2.8 883 619 4640 4640 36.0 8.0 36.0 0.0 0 129 WG 129 1 -445 0 G1 = 632.0 X = 1766 Controlling 1.00 Left to Right V11 292.0 19.5 2.8 816 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120026 STL 3,4,6 V12 340.0 23.5 2.8 950 715 16814 16814 11.0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 = 632.0 = 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 1811 CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT ICoN®rcnirccrurc/pl®nning Inc. 9725 SW Beavertwr Hillsdale Hwy Suite 210E ,. Pwaverton.Oregon 970053364 ea4ixs www5rar0u Ame�nl^.eliMe of FrcRneesH NLFRe� x»w. nztlxted.[WI PANEL Shear Panel and Hold Down Schedule PNL Shear Panel Material Con g 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 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. 5c1@ 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 5c1@ 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 OLD DOWN MD 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'A lap length for continuous straps. 4,6,8 C 4395 MST37 21-16d each end Y.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 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"M Bj 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"M B, Installation in 8"stem wall @^W from corner.Use LSTHDBRJ 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"Mi 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 WSI 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 wISET 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 wals 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. 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) Pal&HD 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. P'"'1 Shear Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. !Co JorcliItecture/piannln tnc. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 17 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing & '/" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 1.50 psf 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 '/11 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: ;I B Site Elevation assumed: 380 Ground Snow Load PSF: 30 % D Miscellaneous: Soil Bearing: 1500 psf assumed '`��rt� elsAdd.SnowLd.=((Elev-380)8/212)+z5)PSF 0 IE.Ll r . Concrete foundations: 3000-psi mix Ff 8 Concrete Flatwork: 2000-psi mix ppR . Beams and stringers: DF/L#1 or better ��++ Repetitive Joists: DF/L#2 or better OFic • 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 N 7-Viitcyureq122rin g(C) 3rry7e Oawe9o,Oregon 97035 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: 8875 SW Oak Street, 97223- UNIT 17 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 wind torce: q.= 0.00256 Kd Kzt Kh KZ V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt Kz Kt, V2 Cp UN 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' q,= 0.00256 0.85 1 0.76 10 14400 1.10 = 308.18 TOTAL= 709.63 Height(Ht)K2 Force Kd Kzt KZ Kh 1.12 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 .'`33:40:'1 T Width 15,Q0;Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height .:437.40 - Width 39.00 Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY C oI architecture/planning Ilc 16325 600nea Ferry RoeG.Sairo 207 Laka Oawego,Oregon 9)035 Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223-UNIT 17 Project No: 10107.02 Issue Date: 1/15/19 Mass Weiqht(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf 616.00 sf Site Class= D ° HRS_ ®; Floor= 10.00 psf ARw-ex= 190.00 sf Ss='I41 .> H2flr= Exterior wall= 10.00 psf ARw-in= 95 00 sf Si= 39;3; H2rf= 46,1i: Interior walls/partitions= 5.00 psf A2fIr= 57100 sf Fa= 1,00 H1 flr= o Elevated Concrete Floor= 0.00 psf A2rf= 6:483.00 sf F 1.60vt;` Left to -i t �= 9 A2w-ex= ,190&00 sf RFR= 6,5 HR„= .25.00 A2w-in= 4;95:00 sf RLR= 6.5, ' H2flr 12:00; Alflr= 343;00 sf SMS= 0.771 H2rf= y1I:00, Al rf= x ,276,00 sf SM1 = 0.629 H1flr= 1100 AIw-ex= ;`'114.00 sf Sps= 0.52 Alw-in= =~ 57.00 sf So, = 0.42 Mass Calculation Area of roof and upper walls Wght Area of upper roof(ARrf)= 616.00 sf X 10.00 psf= 6160 # Area of upper exterior wall (ARw-ex)= 190.00 sf X 10.00 psf= 1900 # Area of upper interior wall(ARw-in)= 95.00 sf X 5.00 psf= 475 # Mass of Upper Roof(MUr)= 8535 # Area of 2nd floor&walls Area of 2nd floor(A2flr)= 571.00 sf X 10.00 psf= 5710 # Area of lower roof or elev. conc slabs(A2rf)= 48.00 sf X 10.00 psf= 480 # Area of lower exterior wall(A2w-ex)= 190.00 sf X 10.00 psf= 1900 # Area of lower interior wall(A2w-in)= 95.00 sf X 5.00 psf= 475 # Mass of 2nd Floor(M2f)= 8565 # Area of 1st floor&walls Area of 1st floor(A1fIr)= 343.00 sf X 10.00 psf= 3430 # Area of lowest roof or elev. conc slabs(A1 rf)= 276.00 sf X 10.00 psf= 2760 # Area of lowest exterior wall (A1w-ex)= 114.00 sf X 10.00 psf= 1140 # Area of lowest interior wall(A1w-in)= 57.00 sf X 5.00 psf= 285 # Mass of 1st Floor(M1f)= 7615 # Total Mass(TM)= 24715 Base shear Front to Rear Left to Right V=((1.2*Sos)/RFR)W= 0.095 W1 V=((1.2*Sps)/RLR)W= 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFRMIx 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 = 17654 > = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa VS VS total VtLR,w. Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.01 619 2.7 = 17654 = 231264 1.00 1684 4437 1.Controlling V per IRC 16-56 IC°Narchitccturc/pl®nnin9 Inc. 9725 SW Beaverton 1411edale Hwy Suite 10E '. Beaverton.Oregon 970053364 a.a 9 e mvcoma.nnectcein Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis 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: Put Type C (Simpson MST 37 wood to wood) = 3815#allowable Deadload Type G (Simpson PAHD42 wood to conc.) =2945#allowable over Vt *03 General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): DLp @ 8'-0"plate heights=873.5=2.29'say 2'-3" Hp @ 9'-0"plate heights=9'/3.5=2.57'say 2'-7" 5W @ 10'-0"plate heights= 1073.5=2.86 say 2'-10" ' Minimum panel widths in Seismic Zone 4=(2:1): Pi it @ 8'-0"plate heights=8'/2=4'-0" ' @ 9'-0"plate heights=9'/2=4'-6"' ' @ 10'-0"plate heights= 1072=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 'c j terchitecturc/planning Inc. 'V 9725 SW Beaverton H Usdale Hwy Suite 210E tr Beaverton.� 97 ,mA.. Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 - UNIT 17 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level -Roof Vx Wind pni Trio. Pnl Force VX Vx ki'V". Gov. -7 k_,H' Design PNL. ki.."rigth ,Hgot 11Voth -14rg. DL over, ',Load Pi,; uplift-Pd HD Load HD Notes, Brace Line Tril)..kArea kkk," ,Slear_111°,,p ° -wind- Shearsk ,„ -„- k," ,„„,,,"-k if Load Plf ID Width Force psf k- plf 1)10', _ L" H -Area P _ Front to Rear V1 ! 305:0,;t.' 7.5 , 1.8 555 268 2012 2012 ,36.0 8.0 3610 215;0„, 8600 56 WG 56 -5329 -5329 A 1 V2 305:0-, 7,5,, 1.8 555 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 X = 616.0 = 1110 Controlling p= 1.00 Left to Right V3 ,305..0 ,120.5 1.8 555 365 7483 7483 15.0 8.0'.-.13,0 105.0 4200 499 WG 499 3,"' 1768 1768 A V4 308.0 20.8 1.8 555 365 7483 7483 15.0k, 8.0 l'4.5- 108.0 4200 499 WG 499 3 1707 1707 = 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. IC°Nar12151TsvcrLirInc. Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 17 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Main Level -Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx V�Gov. DL Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load- pi Uplift=Pu HD Notes Width Force psf Wind Shears over Load pif ID HD Load pit pit L H W Area pif, 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 = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 2.7 738 623 12154 12154 15.0 9.0 4.5 20.0 800 810 WG 810 5 . 6685 8453 E 3,4,5 V8 340.0 23.5 2.7 903 623 14647 14647 18.5 9.0 3.5 _ 120.0 4800 792 WG 792 5 ; 4564 6271 E 5 X = 618.0 = 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. ICoNarcnlrecruroe.plannin Inc. 9T25 SW Be SWc HWidele Hwy Suke t0E „ Beaverton,Oregon 97005338./ Mpgomodvb com Amerlon M.Yeb dA2MYps BCAeB anatlipcl.�vm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 17 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Lower Level - Floor Trib. Seismic Vx Wind Vx V�Gov. Pnl Pnl Pnl Trib. DL Pnl 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 plf Load plf HD Load plf plf L H W Area Front to Rear V9 309.0 7.5 2.7 840 619 4640 4640 20.5 8.0 20.5 0.0 0 226 WG 226 1 970 970 G1 V10 309.0 7.5 2.7 840 619 4640 4640 23.0 8.0 23.0 0.0 0 202 WG 202 1 671 671 G1 = 618.0 = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120026 STL 3,4,6 V12 340.0 23.5 2.7 925 715 16814 16814 11.0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 = 618.0 = 1681 Controlling 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 3. 4 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 IC0Narcnirecrureipl®nnmg mc. 9]25 SW Beavofon Hillsdale Hwy Suite 210E " Ewaveaonrrgon 910;5-.3366 O9 wuuneNema corn Anenonlnelwtle dAravlttte NL6R6� wv PANEL Shear Panel and Hold Down Schedule PNL., ShearPanel Material:; Con g T .:.: Sole Plate Anchors ''",,Ii. x Top Plate ,;. Edge.;Mem l rlCs .' 4` 1a IDu Value •'-;.. .. _°., Requirements i�: ~+=k= S#aggered°Nailinq`bF#2..�.,; AnchorBolt HF#2B. . .`- Connection DF#2.,.. .4: .DF#2�: -` _.. P�-= 741 1.4; -7.1° - 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(CD,4,4,12 16d @ 10"0/c 5/8"@ 4'-0"0/c 16d @ 6"o/c 2 x 1,2,3,5,DE,F HOLD DOWN Hata Uplift load' .,Simpson:Model#.^:. Fasteners: ( : rlRemarke ,444'" -: -_> :. 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'A 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 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A 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.Jet. 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"=3/18"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.) Pnl:NM 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. ICo�,ly torcnsirecture/plannInL mc. „zs„ _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 UNIT 18 Project No: 10117.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing & 1/2" 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 '/" 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 5.50psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1/2" GWB 2.00 psf Total Live Loads r40 00' psf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL= 86,00; 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: 120 Wind Exposure Factor: Site Elevation assumed: 380 ,''� Ground Snow Load PSF: ` Miscellaneous: 1�f t` Soil Bearing: 1500 psf assumed OANIUI "r' `o Add.Snow Ld.=((Eleus80)8/212)*25)PSF 0 't/ 1. .4"� R � Concrete foundations: 3000-psi mix .ROS ;,.4 Concrete Flatwork: 2000-psi mix ��++ Beams and stringers: DF/L#1 or better '/' ► V� Repetitive Joists: DF/L#2 or better ��ll 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 O NI a32chitccturc/planning Ilc 163c Bite Ferry e/Sults207 Lake OSWe9o,Oregon 97035 THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS.IT IS PREPARED SOLELY FOR THE FRS"_,JECT 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: 8875 SW Oak Street, 97223 UNIT 18 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 �1 Wind torce: q== 0.00256 Kd Kzt Kh Kz V2 Cp = qzpis Height(Ht)Kh Force Kd Kzt Kz Kh V2 Cp EM qz PLF P1 = 0'-15' qz= 0.00256 0.85 1 0.57 15 14400 1.10 = 346.71 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.10 = 125.71 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.10 = 133.82 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.10 = 141.93 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.10 = 308.18 TOTAL= 709.63 Height(Ht)K2 Force Kd Kzt Kz 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' 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' 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 IC O architecture/planning Ile 16325 Bognea Ferry RoeC,Sure 2C� Laka Oswego.Oregon 9]OJ5 1. Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 UNIT 18 Project No: 10117.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load (DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 616.00sf Site Class= . ..D HRS_ Floor= 10.00 psf ARw-ex= 190,,00 sf SS..1/.1 H2flr= . Exterior wall= 10.00 psf ARw-in= '95.00 sf Si= 39 3 . H2rf= Interior walls/partitions= 5.00 psf A2fIr= 57;1:00 sf F5= 1 00 H1flr= :a Elevated Concrete Floor= 0.00 psf A2rf= ;: 48.00 sf F, 160• Left to -ig t A2w-ex= 190300 sf RFR= 6,5 HRn= A2w-in= 915;00 sf RLR= 6:5 H2flr= ;12:00 Alflr= 343:00'sf SMs= 0.771 H211= ".11;00 Al rf= 276.00 sf SMI = 0.629 H1fIr= 1.00 A1w-ex= .114.00 sf Sps= 0.52 Alwin 57,06 sf 8D1 = 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(A2fIr)= 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 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(M10= 7615 # Total Mass(TM)= 24715 Base shear Front to Rear Left to Right V=((1.2"SDs)/RFR)W= 0.095 WI V=((1.2'SDs)/RLR)W= 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS V5 total VtFR/WX Area psf Roof 6096 25 152411 0.66 1110 1110 0.18 616 1.8 2nd Floor 6118 12 73414 0.32 534 1644 0.27 619 2.7 1st floor 5439 1 5439 0.02 40 1684 0.31 619 2.7 = 17654 X = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa VS V5 total VtLRnv. 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 l(Of,tarcltitccture,plannin9 Inc. `y 9725 SW Beaverton H466410 Hw Suite 10E Arnencan Ins..of Arch.. NG. wry cam 'r Beaverton=wagon 97005-3364 vrte®caucM.scam Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis 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: 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): DL @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" Hp E21 @ 9'-0"plate heights=973.5=2.57'say 2'-7" @ 10'-0"plate heights= 10'/3.5=2.86'say 2'-10" t Minimum panel widths in Seismic Zone 4=(2:1): Pi i1 @ 8'-0"plate heights=8'/2=4'-0" ` @ 9'-0"plate heights=972=4'-6"' @ 10'-0"plate heights=1072=5'-0" 1-31 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 1C°Lrchitccturc/planning inc. 9725 SW Beaverton Hillsdale H,y Suite 210E ,r Beavedon.Oregon 97005.336a Panel and Uplift Calculations Client: Oak Street Town homes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 UNIT 18 Simplified Seismic Analysis Proj. No. 10117.02 ssue Date: 1/15/19 Upper Level - Roof Vx Wind PnI Pnl Pnl Trib. Pnl Trib. Seismic Vx V5 Gov. Design PNL. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load p, 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 1.8 555 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A = 616.0 = 1110 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 365 7483 7483 15.0 8.0 2.5 105.0 4200 499 WG 499 3 1789 1789 A 5 V4 308.0 20.5 1.8 555 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 616.0 = 1110 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. IC01\lelfcnitecrureiplenning i10Enc. 9725 SW Bnv ntun Hillsdale Hwy SUBS 2 „ Beaverton.Oa.gnn 9700537674 Ane.®n 1^stade 6 Artnneta 55MB ttttwm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 UNIT 18 iBC Section 1617.1 Proj. No. 10117.02 Simplified Seismic Analysis Issue Date: 1/15/19 Main Level -Floor T4,16tttti."..§iitsrot tVr„1:/„.,004,,,,t,V5(‘ttt VG Gov. /:15Design PflL Brace Lineq, Triti. Area tq' "Siesnlic IForce Lnolit Fight, VVdth- ovek-zt.pad Load t HD trti Notes IT'ce'sP:s! .„, Front to Rear V5 309,0 L5 2.7 821 526 3949 39496m,,t, 3167:0,_ 0 110 WG 110 1 -673 0 ,,,A;if V6 309,0 7.5 2.7 821 526 3949 3949 360 9.0 36.0 0.0 0 110 WG 110 :1 -673 0 = 618.0 X = 1641 Controlling p= 1.00 Left to Right V7 810 WG 810 5 6777 8566 E '2'14 5 , , IQ 20,t V8 340.0 23.5 _ 2.7 903 623 14647 14647 ''''184'5,1; 90 3.51.1200;.- 4800 792 WG 792 5.. 4564 6271 = 618.0 = 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. ICoorg1cure(P'? TqInc.N5U.:Inse10EBw on O,egofl 977 knees.MM..of Archtlect. WPM rnom iconaKreleacesn Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 UNIT 18 IBC Section 1617.1 Proj. No. 10117.02 Simplified Seismic Analysis Issue Date: 1/15/19 Lower Level - Floor Vx Wind PnI PnI Pnl Trib. Pnl Trib. Seismic Vx VG Gov. DL Design Accum. Wdth Brg. Load Pi Pnl.ID Uplift=Pu Brace Line Trib. Area Siesmic Force Lngth Hght HD Notes Width Force psf Wind Shears over Load plf HD Load plf plf L H W Area plf 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 = 618.0 = 1681 Controlling 1.00 Left to Right V111 278.0 19.5 2.7 756 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120139 STL 3,4,6 V12 340.0 23.5 2.7 925 715 16814 16814 11.0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 = 618.0 = 1681 Controlling 1.00 1. WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 3. 4 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(01 t rcnirecrureiplenning Inc. 9725 SW Beaverton 011190219 Hwy Suite 310E „ Reaverton.sraego, 97 5-3304 o®wrm 0+9.1590NafwMWArtMean 40064 wn9.cmaUnro2mm (PANEL Shear Panel and Hold Down Schedule PNL Shear Panel Material Con g 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 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 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 %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 'A 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 1 %equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end %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 e d 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-1/2"M: 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"M:' Installation in 8"stem wall @%"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2"M: 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"M: 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 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 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 7/8"x 18"embed.AB,SSTB28 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"x1/4"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 approved/rated material and hardware ay be subsituted. B. 1. Edge members(sills and end studs)at pa -p 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 wa Is 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 m'y 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 int•solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nominal thic ness i.e.,15/32"=1/2",7/16"=3/18"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl.Pour 15", 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 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.) P"I>k HD Pans! 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. lc0Narcnirecrure/planum Inc. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 UNIT 19 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles ' :2.00: psf Exterior 1 ply A.S. felt 05D psf Siding 2.00 psf 2x framing & 'h" 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/" 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 1/2" GWB 2.00 psf Total Live Loads 40.00 psf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int.Wall Loads 5.00 psf Elevated Concrete Floor DL= 0.00 psf Floor diaphragms: (glued) 3/4" T&G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX(APA 24/0) plywood or approved equal w/8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate/wall intersection. Fasten within a 5'-0"wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed/3 sec. Gust: 120 Wind Exposure Factor: B Site Elevation assumed: 380 Ground Snow Load PSF: 30 V Miscellaneous: C� °,� ' r !+ ei Soil Bearing: 1500 psf assumed DAME -K H� Add.Snow Ld.=«Elev-38O)8/212)*25)PSF 0 L Concrete foundations: 3000-psi mix Concrete Flatwork: 2000-psi mix Beams and stringers: DF/L#1 or better :14' Repetitive Joists: DF/L#2 or better OF . . . 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°N architecture/planning Ilc 16325 Bite to Roatl,Sl 207 Lake Oswa9o,Oregon 91035 THIS DOCUMENT IS PROVIDED TO CONVEY THE INTENT OF THE ACCOMPANYING STRUCTURAL DIAGRAMS.IT IS PREPARED SOLELY FOR THE PROJECT INDICATED.THE DESIGN PROFESSIONAL RESERVES THE RIGHT OF INTERPRETATION.SUPPORT IS PROVIDED AT THE DISCRETION OF THE DESIGN PROFESSIONAL.NO WARRANTY IS OFFERED OR IMPLIED.NOTIFY THE DESIGN PROFESSIONAL,PRIOR TO EXECUTION:IN THE EVENT OF AN AMBIGUITY OR DISCREPANCY. Version:01.15.19 Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223 UNIT 19 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 �1 Wind torce: qz= 0.00256 Kd Kzt Kh K� V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt K= Kh V2 Cp E/W qz PLF P1 = 0'-15' q== 0.00256 0.85 1 0.57 15 14400 1.10 = 346.71 P2= 15-20' qz= 0.00256 0.85 1 0.62 5 14400 1.10 = 125.71 P3=20'-25' q== 0.00256 0.85 1 0.66 5 14400 1.10 = 133.82 P4=25-30' qz= 0.00256 0.85 1 0.70 5 14400 1.10 = 141.93 P5=30'-40' q== 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 1 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 15:00 Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height .;=37.110<; T Width 39:00 Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY ICO architecture/planning Ilc 16325 Boonea Ferty Roetl.Suite 20T Lake Oewega,Oregon 97035 Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223 UNIT 19 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 6,16=00 sf Site Class= D .' HRS= • Floor= 10.00 psf ARw-ex= 192;00 sf SS='t/.11 H2fIr= Exterior wall= 10.00 psf ARw-in= X96 00 sf Si= 39.3 H2rf= Interior walls/partitions= 5.00 psf A2fIr= 5/5 00 sf Fa- :1;00 ; HIM= Elevated Concrete Floor= 0.00 psf A2rf= 48,90 sf F,,. 1.60 Left to 'ig t A2w-ex= ;.192,00 sf RFR= 65 HR,= A2w-in= 9600, sf RLR= 6s5 "t.' H2fIr= Al fIr= 536.00.sf SMS= 0.771 H2rf= '11.00 Alrf= i6€00 sf SMI = 0.629 HIM= V1.00 Alw-ex= 17,9:,00 sf Sps= 0.52 Alw-in= .,590.00 sf Soy = 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(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(Alw-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*Ses)/RFR)W= 0.095 W' V=((1.2'Ses)/RLR)W= 0.095 W' Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS V5 total VtFRlwx 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 = 18321 X = 232871 1.00 1747 4596 Left to Right Level Wx Hx WxHx Fa VS V5 total VtLRnNx 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 ,C0� arenitecturoe/planning inc. `V 9725 SW Beaverton Hillsdale Hwy Suite 210E ,I Beaverton.Oregon 97005.3364 arciannetedrchituu<aae sao s ^b®�rnumm shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis 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 V General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): DLp @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" Hp MEI ,r4e, @ 9'-0"plate heights=9'/3.5=2.57'say 2'-7" @ 10'-0"plate heights= 10'/3.5=2.86'say 2'-10" VI Minimum panel widths in Seismic Zone 4=(2:1): Pi i1 @ 8'-0"plate heights=8'/2=4'-0" • * `**;:ir @ 9'-0"plate heights=9'/2=4'-6"' @ 10'-0"plate heights= 10'/2=5'-0" Wn r 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 ICO�, torchitecture/planning inc. �V 9R5 sw Beaverton H,Ilsdale Hwy Suile 219E „ Beaverton,a 97995-3364 Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 UNIT 19 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level - Roof Vx Wind Pnl Pnl Pnl Trib. Pnl Design PNL. Trib. Seismic Vx VG Gov. Brace Line Trib. Area - Siesmic Force Lngth Hght Wdth Brg. DL over Load Pi Uplift=Pu HD Load HD Notes Width Force psf plf plf Wind Shears L H W Area plf Load plf ID Front to Rear V1 308.0 7.5 1.9 573 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 308.0 7.5 1.9 573 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A = 616.0 1 = 1147 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 573 365 7483 7483 15.0 8.0 2.0 105.0 4200 499 WG 499 3 1809 1809 A 5 V4 308.0 20.5 1.9 573 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 616.0 1. = 1147 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. ICcn0wa ONorirreu,lon Hre,pienning Inc. 9725 SWrecIIIs,iale Hwy S,90 210E " fl.we9on.0`0jona 97005-3364 Ne.x ni,C+znnd4Im.wm Amerkan lnaAAtla dArcRucu NC MB� •wvuxarzinhq.wm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 UNIT 19 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Main Level - Floor Trib. Seismic Vx Wind Vx V�Gov. Pnl Pnl Pnl Trib. DL Pnl Design Pnl. Accum. Brace Line Trib. Area Width Force psf Siesmic Force Wind Shears Lngth Hght Wdth Brg. over Load pi Load pit ID Uplift=Pu HD Load HD Notes pit pif L H W Area plf 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 = 622.0 = 1699 Controlling p= 1.00 Left to Right V7 282.0 19.5 2.7 770 623 12154 12154 15.0 9.0 2.0 20.0 800 810 WG 810 5 6800 8609 E 3,4,5 V8 340.0 23.5 2.7 929 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E 5 I = 622.0 Z = 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. I(0L t rcflhTCcrUre/pl 11,1 1g Inc. 9725 SW Bea,,Nm HI9s0als Hwy Suite 210E Ph+awrt�,(k.X77 9'!005-3764 Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 UNIT 19 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 a '" _'.Tri b: F=S..oericsempicsf . .pVlxf.=..p, Wpirncdes: W1�mZ:d::*'r VSa.e:h_.God 1 .L1nPtLgnt,lik.h,n HPgnhl°t'.u PYnV l .Trib. oDveL r:: Pnl plf . U lftP Lower Level - Floor Wdth' T,k_Brace TribArea Wdth if' H HD.Load oes, Area plf' Front to Rear V9 „,‘.,4311:10 A7.5.. 2.8 874 619 4640 46406".,"-'''S0.`07,,” „8A 30 0 t.,„0 0 a 0 155 WG 155 ”'"" '1 . .a 7 7 `G1 V10 31;1.0 7.5 2.8 874 619 4640 4640 ,36:.0 x4.8.0 '36 D 00.: 0 129 WG 129 w':(" x -445 0 G1 " = 622.0 = 1747 Controlling 1.00 Left to Right V11 282 0 19 5 - 2.8 792 715 13952 13952 1.0 , 6 0 0 0.0�` 0 13952 WG 13952 STI:,.. 111574 1201 S 83 . TL 3,4,6 V12 23.5".. 2.8 955 715 16814 16814 X1,1;0 8.0 .:2.0 120:0:; 3600 1529 WG 1529 ,_.. 8 10346 16617 ,M 5. .::: = 622.0 = 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 ,��Narcnirecrureiplennin.inc. 9)23 SW Aeawirion Hiflsdalemot. Hwy Suite 10E Aea:erlon.Orfegon 9)005-3386 YMr�iwaoea.mm ,.ren mwwaa�� xcnae �awaaw.� PANEL Shear Panel and Hold Down Schedule PNL Shear Panel Material Con g Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF#2 Anchor Bolt HF#2B ...... Connection DF#2 3, 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(ca 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'A 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 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end 'A equal strap length minimum lap at splices and joints.Provide Y.lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB each enc 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-1/2"MB Installation in 8"stem wall @ 8"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 G1 1400 PAHD42 16-16d or 3-1/2"MB Installation in 8"stem wall @''A"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @ 8"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @'A"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 J 5250/5860 HTT22 or PHD6 32-16d 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 wISET'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. PRI&HD 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) Panel 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. IC0Ll rmSeScture/ptnntnQEnc. wnxm.'n.awawe.o xcw �ss.Yu�.� , JI __. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 20 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50psf 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 11=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 3/" plywood sheathing *1 3.00.:psf Interior 2x Framing 5:00' psf 1/" GWB 2.00 psf Miscellaneous . 5=5050 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 �"�D r Site Elevation assumed: 380 Ground Snow Load PSF: 30 Miscellaneous: CY •)' Soil Bearing: 1500 psf assumed DANIEL {� + `ICH Add.Snow Ld.=((Elev-38o)8/212+25)PSF 0 1 oposi Concrete foundations: 3000-psi mix 4 Concrete Flatwork: 2000-psi mix POR •;-:-.• Beams and stringers: DF/L#1 or better cta('t,, Repetitive Joists: DF/L#2 or betterOF 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)N e1T,Vecturc/pinning 163c Bite Ferryc/Stare20] lake Oswego.Oregon 97035 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. V&sio^ Oi.1;.'c Lateran Analysis - Wind Calculations Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223- UNIT 20 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 ft Wind force: qz= 0.00256 Kd Kzt Kh Kz V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt Kz Kh V2 Cp EAN 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/3 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 '+ T Width 15.00 Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height 37.00 T Width 39.00Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY 1 C N architecture/planning Ile 16325 Booms Feny c/Seife 201 lake Oswego.Oregon 91035 11 Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 - UNIT 20 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level -Roof Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx V�Gov. Design PNL. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load pl Uplift=Pu HD Load HD Notes Width Force psf Wind Shears Load plf ID pif pit L H W Area plf Front to Rear V1 308.0 7.5 1.9 577 268 _ 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 308.0 7.5 1.9 577 268 2012 2012 36.0 8.0 36.0_ 215.0 8600 56 WG 56 1 -5329 -5329 A = 616.0 1, = 1155 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.9 577 365 7483 7483 15.0 8.0 3.0 105.0 4200 499 WG 499 3 1768 1768 A 5 V4 308.0 20.5 1.9 577 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 616.0 2 = 1155 Controlling p= 1.00 1. WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. ICON°rcnirecrureipl®nning Inc. 9]25 SW Beave,lon Hillsdale SWy Suite 210E Peavwtan.OWgnn 9tt5-3.764 1� a4 7539 .9 SW axa0rva.num Arcrunt.e.wM d..rWbcu NCARB� wxamlwWm2mm Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis 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 = (((V1 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 1Pu2 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" Hp I Ea @ 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): - Pii1 @ 8'-0"plate heights=8'/2=4'-0" @ 9'-0"plate heights=972=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 1CON®rchitccture/planning inc. 8]25 SW Beaverton Hiltstlale Hwy Sw�e 210E „ Beaverton,�mgon 9]OOS3364 m®amo Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223-UNIT 20 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= 616100 sf Site Class= D NRn= X5.00 Floor= 10.00 psf ARw-ex= sf Ss= Il 1 H2flr= x'12 00 Exterior wall= 10.00 psf ARw-in= sf Si- 39.5„.„ H2rf= Amp Interior walls/partitions= 5.00 psf A2flr= sf Fa= 1 00 H1fIr= 1 00 Elevated Concrete Floor= 0.00 psf A2rf tat 48:00: sf F„= 7160:;,;,,„Left to Dight A2w-ex= sf RFR= 6 5 , , HRn= A2w-in , ,;9804 sf RLR= 65 H2flr= 12:00; A1fIr 53.6 00,sf SMS= 0.771 H2rf= Al rf= 4%, sf SMI = 0.629 H1 fIr= 1:00 A1w-ex 1419 00 sf Sos= 0.52 A1w-in= 90.00sf 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(A1flr)= 536.00 sf X 10.00 psf= 5360 # Area of lowest roof or elev. conc slabs(A1 rf)= 96.00 sf X 10.00 psf= 960 # Area of lowest exterior wall(A1w-ex)= 179.00 sf X 10.00 psf= 1790 # Area of lowest interior wall(A1w-in)= 90.00 sf X 5.00 psf= 450 # Mass of 1st Floor(M1f)= 8560 # Total Mass(TM)= 25930 Base shear Front to Rear Left to Right V= ((1.2°Sos)/RFR)W= 0.095 W' V=((1.2*Sos)/RLR)W= 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFR,N,x Area psf Roof 6143 25 153571 0.65 1155 1155 0.19 616 1.9 2nd Floor 6264 12 75171 0.32 565 1720 0.27 633 2.7 1st floor 6114 1 6114 0.03 46 1766 0.29 632 2.8 = 18521 = 234857 1.00 1766 4642 Left to Right Level Wx Hx WxHx Fa V5 V5 total VtL ), 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 JC° lercnitecture/plonning Inc. 9]25 SW Beaverton 62194010 Hwy Suite 210E Amman I„ of...ea BOAS on.brego�n 9]0won. Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 20 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Lower Level - Floor Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx ' V0 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 30.0 8.0 30.0 0.0 0 155 WG 155 1 7 7 G1 V10 316.0 7.5 2.8 883 619 4640 4640 36.0 8.0 36.0 0.0 0 129 WG 129 1 -445 0 G1 _ = 632.0 X = 1766 Controlling 1.00 Left to Right V11 292.0 19.5 2.8 816 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120026 STL 3,4,6 V12 340.0 23.5 2.8 950 715 16814 16814 11.0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M _ 5 = 632.0 1 = 1766 Controlling 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 3. 4 X 4 STL. FLAG POLE TO FDN/FTG. FROM ABOVE 4. USE THREADED ROD TO A.B. BELOW W/COUPLER FROM ABOVE 5. Use Perforated panel. 6. Grade Beam Size = 1211 x 18" CONTINUOUS ACROSS ENTIRE WIDTH OF UNIT ICC Narcnlrecrureiplsnning inc. 9725 SW Beave,tw,Hillsdale Hwy Suite 210E ,■ Reauedon.OreSon 97005-3374 503 7559 .Y0®.:wi«000.1 cun. Amemsn Metall W..rtNneru NLFflBx wx+mimdntec mm PANEL Shear Panel and Hold Down Schedule PNL Shear Panel Material Con g Sole Plate Anchors Top Plate Edge Mem. RemarksRR-0Itrbl ID Value Requirements Staggered Nailing DF#2 Anchor Bolt HF#2B, Connection DF#2 DF#2 rF. ..x... `.. 1 260 1/2"CDX 8d @ 6,6,12 16d @ 6"o/c 5/8"@ 4'-0"o/c 16d @ 5"o/c 2 x Typ.exterior wall const. 1,2,5,D,E,F 2 380 1/2"CDX 8c1@ 4,4,12 16d @ 5"o/c 5/8"@ 3'-4"o/c 16d @ 3"o/c 3 x 1,4,5,B,D,E,F 3 490 1/2"CDX 8d @ 3,3,12 16d @ 4"o/c 5/8"@ 2'-6"o/c 16d @ 10"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 4 640 1/2”CDX 8d @ 2,2,12 16d @ 3"o/c 5/8"@ 2'-0"o/c 16d @ 4"o/c&A34 @ 12"o/c 3 x 1,2,4,5„D,E,F 5 770 1/2”CDX 10d @ 2,2,12 16d @ 4"o/c&A34 @ 12"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 8c1@ 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. 5c1@ 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 5c1@ 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 5c1@ 4,4,12 16d @ 10"o/c 5/8"@ 4'-0"0/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'A 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'A lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A 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 wl 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/Fir.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/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)SDS1I4X3 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 wl 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 pare 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 wa Is 4 through 8 w/5/8"A.B.as noted&2"x 2"x 3/16"GI steel plate washers. C. Approved cinch anchors or epoxy adhesive may be substituted for A.B.when installed and inspected,as required per mfgr.Specs. A.B.may be sub.w/A.B.or larger diam. D. The panels indicated may be upsized with any APA rated structural panel,including OSB products,to units of equal or better value. Values are based on 1-1/4"min.8d common or galvanized box nail penetration into solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nominal thickness i.e.,15/32"=1/2",7/16"=3118"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl.Pour 15"x 7"ftg.w/(2)cont.#4 rebar,an 8"stem wall w/(1)cont.#4 rebar top and btm. Verify top rebar located per holdown mfgr.spec. Footnotes: 1. Simpson A34's may be subsituted with Simpson L50's of the same spacing. All fasteners are staggered. 2. A34's may be omitted if panel nails to framing member above plate. 3. Shear values for GWB panels may be increased by 100%in seismic zones other than 3&4. 4. 3x edge members may be substituted w/(2)2x edge members w110d @ 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. PIA 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) 6 HO nol 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. m Shear Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. lc0Norcnitecture/pla1NNnyynin�Inc. 9]RS S'I Q�91006J]M 1/ __. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 21 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing & 1/2" 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 1/" underlayment ;' `1.50 psf 3/" plywood sheathing . ;.3.00 psf Interior 2x Framing 5.00 psf 1/" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1/2" GWB 2.00 psf Total Live Loads 40.00 psf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL= 0.00 psf Floor diaphragms: (glued) 3/4"T&G CDX (APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX(APA 24/0) plywood or approved equal w/8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate/wall intersection. Fasten within a 5'-0"wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed/3 sec. Gust: ""`'120 Wind Exposure Factor: B Site Elevation assumed: 380 Ground Snow Load PSF: 300D Att Miscellaneous: Soil Bearing: 1500 psf assumed P� Add.Snow Ld.=((Elev.380)8/212)*25)PSF 0 ••••.; DANIEL c.i,� , ICH Concrete foundations: 3000-psi mix r r Concrete Flatwork: 2000-psi mix Beams and stringers: DF/L#1 or better POR ,4 • -ro Repetitive Joists: DF/L#2 or better Columns: DF/L#2 or better, Studs: Stud Grade. 14, ti. } Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar- Grade 40 Structural components-ASTM A36 Prepared by: i C°N architecture/planning Ilc isaceite Ftu e/sonezoo toms com pace osw�9o,a eroas 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. Vels.lcn 0-1519 Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223-UNIT 21 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 Wind torce: qz= 0.00256 Kd Kzt Kh Kz V2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt Kz Kh V2 Cp ENJ 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' 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 "33.00,2 - Width 1 5.00 Ratio 2.2 FDN DL REDUCTION DOES NOT APPLY Left to Right Height '37,00f T Width 39.00Ratio 0.9 FDN DL REDUCTION DOES NOT APPLY I C°N architecture/planning Ilc 16325 D..ea Ferry Roetl.Suite 207 Lek.O0,eg.,Oregon 9)035 Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223- UNIT 21 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= .4,4616:00;sf Site Class= HR„_ .�o Floor= 10.00 psf ARw-ex= 190 00 sf Ss="!f 1= E H2fIr= Exterior wall= 10.00 psf ARw-in= 95'00 sf Si 393 H2rf= :ot Interior walls/partitions= 5.00 psf A2fIr= 471.00 sf Fa= 1 00 H1fIr= se Elevated Concrete Floor= 0.00 psf A2rf= 48.00 sf Fv= 1:60 Left to -ig t A2w-ex= 190;00 sf RFR= 6.5 HR = 25:00 A2w4n= 4 95'00 sf RLR= 6.5 ° H2flr= ; 12,00 A1fIr= ;,„p343:00 sf SMS= 0.771 H2rf 11.00 A1 rf= -276.00 sf SMI= 0.629 H1fIr= 1:00 A1w-ex= ;114;00 sf Sps= 0.52 Alwin= 57100sf Sp1 = 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*Sos)/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 V5 total VtFRMIx 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 = 17654 = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa Vs V5 total VtLRnvx 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 = 17654 = 231264 1.00 1684 4437 1.Controlling V per IRC 16-56 I(Ok t rchitecture/pl®nnin9 inc. 9125 SW Beaverton Hillsdale Hwy Suite 105 NnwI.111 Med Mne03 NCARB on.047569 e]00S.r c^ � Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis 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 1Pu2 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" Hpim @ 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): pi it @ 8'-0"plate heights=8'/2=4'-0" @ 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 ICON C° terchitecture/planning inc. `y 9725 SW BeaveRon 9415441w Hwy Suite 210E ,r BeauHM1O�Orregonn 97005.3384 Panel and Uplift Calculations Client: Oak Street Town homes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 - UNIT 21 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level - Roof Trib. Seismic Vx Wind Vx V�Gov. Pnl Pnl Pnl Trib. Pnl Design PNL.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 pit L H W Area pit Front to Rear V1 308.0 7,5 1.8 555 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A = 616.0 = 1110 Controlling p= 1.00 Left to Right V3 308.0 20.5 1.8 555 365 7483 7483 15.0 8.0 2.5 105.0 4200 499 WG 499 _ 3 1789 1789 A 5 V4 308.0 20.5 1.8 555 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 616.0 = 1110 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. 1COL t rcn�recrure/Plann�ng inc. 9115 SW 0eareilon Hlllsdala Hwy.Suite 210E Amen®nlnalivb MArcNuets u. HCARe �.�s wxrmnaCnkC.wm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223- UNIT 21 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Main Level - Floor Vx Wind Pnl PnI Pnl Trib. PnI Trib. Seismic Vx VG Gov. DL Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load Pi Uplift=Pu HD Notes Width Force psf plf pIf Wind Shears L H W Area over plf 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 X = 618.0 = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 2.7 738 623 12154 12154 15.0 9.0 2.5 20.0 800 810 WG 810 5 6777 8566 E 3,4,5 V8 340.0 23.5 2.7 903 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 Vg5 4564 6271 E 5 = 618.0 = 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. IC°L tarcmrecrure/planning Inc. lv 9T25 SYJ Beavwtan HiMadak Hwy 5 lto 210E 97005-3364 mm�mrralwa.mm American m.resammct. xcn6e mun:w.mm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 21 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Lower Level - Floor Trib. Seismic Vx Wind Vx V�Gov. Pnl PnI Pnl Trib. DL Pnl Design Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg: Load p� Pnl.ID Uplift=Pu HD Notes Width Force psf plf pif Wind Shears L H W Area over plf Load pif HD Load Front to Rear V9 309.0 7.5 2.7 840 619 4640 4640 20.5 8.0 20.5 0.0 0 226 WG 226 1 970 970 G1 V10 309.0 7.5 2.7 840 619 4640 4640 23.0 8.0 23.0 0.0 0 202 WG 202 1 671 671 G1 = 618.0 = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120139 STL 3,4,6 V12 340.0 23.5 2.7 925 715 16814 16814 11.0 8.0 2.0 120.0.3600 1529 WG 1529 8 10346 16617 M 5 = 618.0 = 1681 Controlling 1.00 1. WG=Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 3. 4 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 ICONrcnIrecrureipianning inc. 9125 BW Beaverton Hyisdale Hwy Suite 210E ,. BeaveHon.Dragon 971w53154 Na. es wn®wlabnucl mm 0.rerianl..elmM MArcMlxta NCARB (PANEL Shear Panel and Hold Down Schedule PNL Shear Panel Material Con g Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value Requirements Staggered Nailing DF#2 Anchor Bolt HF#2B Connection DF#2... .W 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 1 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"0/c 16d @.8"0/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 %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 %equal strap length minimum lap at splices and joints.Provide¼lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each end Y 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 01 1400 PAHD42 16-16d or 3-1/2"MB Installation in 8"stem wall @%"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @ 8"from corner.Use STHDI4RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @%"from corner.Use STHDI4RJ w/Flr.Jst. 5,6,8 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 wPSET'epoxy at 8"embed. 5,6,9 J1 7175 HDQ8-SDS3 (20)SDS1/4X3 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wPSET'epoxy at 10"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 1 7/8"x 18"embed.AB,SSTB28 AB,7/8"x 16 5/8"embedment. Equiv.thd rod wI'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 wISET'epoxy at 18"embed. 5,6,7,9 General Notes A. Equal approved/rated material and hardware ay be subsituted. B. 1. Edge members(sills and end studs)at pa el 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 w Is 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 y 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 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.) Pal&MD Pen.l 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. iC nit 0rcectureiptonnin9Inc. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 22 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0;50 psf Siding 2.00 psf 2x framing &1/" plywood sheathing 6.00 psf 1 ply A.S. Felt 0.50 psf Misc.&/or Snow load > 30 PSF 4.50 psf '/" plywood sheathing 2.00 psf Total Dead Loads 10.00 psf 2x6 framing 3.00 psf Total Live/Snow Loads I :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/" GWB 2.00 psf Miscellaneous 5.50 psf 2x4 framing 1.00 psf Total Dead Loads 15.00 psf 1/2" GWB 2.00 psf Total Live Loads 40.00 psf Miscellaneous 0.00 psf Total Floor Loads 55.00 psf Total Int. Wall Loads 5.00 psf Elevated Concrete Floor DL= 0.00 psf Floor diaphragms: (glued) 3/4"T&G CDX(APA 42/20) plywood or approved equal with 10d ringshank nails at 6,6,12 U.N.O. Plywood is perpendicular to framing members. Plywood must extend to the outside of all perimeter walls below. Roof diaphragms: 15/32" Exposure 1, CDX(APA 24/0) plywood or approved equal w/8d @ 6,6,12, unblocked. Nailing zone starts at edge of roof @ top plate/wall intersection. Fasten within a 5'-0"wide nailing zone around entire perimeter of the structure. IRC Equivalent Lateral Design values: Seismic Site Class : D Seismic Use Group : 1 Basic Wind Speed/3 sec. Gust: 120 Wind Exposure Factor: B Site Elevation assumed: 380 Ground Snow Load PSF: 30 Miscellaneous: Soil Bearing: 1500 psf assumed Add.Snow Ld.=((Elev-380)8/212)+25)PSF 0 Concrete foundations: 3000-psi mix Concrete Flatwork: 2000-psi mix Beams and stringers: DF/L#1 or better Repetitive Joists: DF/L#2 or better Columns: DF/L#2 or better, Studs: Stud Grade. Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar-Grade 40 Structural components-ASTM A36 Prepared by: i CCerchitecture/pinning 1fi3Bftoatl.Suite lake Oswego,Oregon 97035 1� 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. VAISicn:01'5 19 Lateran Analysis - Wind Calculations Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223-UNIT 22 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 'I V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 f1 Wind torce: qz= 0.00256 Kd Kzt Kh Kz v2 Cp = qz PLF Height(Ht)Kh Force Kd Kzt Kz Kh V2 Cp EM qz PLF P1 = 0'-15' qz= 0.00256 0.85 1 0.57 15 14400 1.10 = 346.71 P2=15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.10 = 125.71 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.10 = 133.82 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.10 = 141.93 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.10 = 308.18 TOTAL= 709.63 Height(Ht)K2 Force Kd Kzt Kz 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., - 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 I C N architecture/planning Ilc 16325 Bcones Ferry Road.Suite 267 Laka Oswego,Oruga07036 Lateral Analysis - Seismic Calculations IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223-UNIT 22 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= ,61600 sf Site Class= D HRn= 2 ;00 Floor= 10.00 psf ARw-ex= :190.00 Sf SS= f/1 H2flr= 12100; Exterior wall= 10.00 psf ARw-in= 95.00,sf S1= 39=3 =: H2rf= 1 .00 Interior walls/partitions= 5.00 psf A2f1r= 51:1,00;sf Fa- 1,00 H1fIr 10 Elevated Concrete Floor= 0.00 psf A2rf= 48.00 sf F„- 1;60 ' Left to bight A2w-ex= 190.00 Sf RFR =5 ' . HRn= A2w4n= .x... .:95,00 sf RLR= 6.0 H2fIr= 12 00 A1fIr= = ,.343.00 sf SMS= 0.771 H2rf= 11.00 Al rf= : 276.00 sf SMI = 0.629 H1flr= ;°1.00; A1w-ex= 114.00sf Sps= 0.52 A1w4n= 57.00 sf SD1 = 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 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(Alw-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*Sos)/RLR)W= 0.095 W Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFRNJx 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 I. = 17654 = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa VS VS total VtLRiwx 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 = 17654 = 231264 1.00 1684 4437 1.Controlling V per IRC 16-56 Ic° nmenan,• e9rc5iSWcro0n c R/47009lle o04nSg 0iEn C. InstrtuteaurnmcfiCARB weir...rd.., Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis 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: Pu2 Type C (Simpson MST 37 wood to wood) = 3815#allowable Deadload Type G (Simpson PAHD42 wood to conc.) =2945#allowable over A General Notes: Minimum panel widths in Seismic Zones 1 thru 3=(3.5:1): DLp @ 8'-0"plate heights=8'/3.5=2.29'say 2'-3" 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" t j T ' Minimum panel widths in Seismic Zone 4=(2:1): �Pi i1 @ 8'-0"plate heights=8'/2=4'-0" • @ 9'-0"plate heights=9'/2=4'-6"' .,.1V @ 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 lc jNorchirecrure/plannStyle 210ing inc.E 9]25 SW Beaverton Hillsdale Hwy. ,r Beavert�euriess 97005.3364 nnroeumam�nanmn«u Houle .....�aRniron«m Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 - UNIT 22 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/19 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 1.8 555 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 348.0 _ 8.5 1.8 627 268 2280 2280 16.0 8.0 8.0 215.0 8600 143 WG 143 1 -3488 -3488 A = 656.0 = 1182 Controlling p= 1.00 Left to Right V3 328.0 20.5 1.8 591 365 7483 7483 15.0 8.0 _ 2.5 105.0 4200 499 WG 499 3 1789 1789 A 5 V4 328.0 20.5 1.8 591 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 656.0 1 = 1182 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. ICo Norcnirecrure,pl®nnln9 Inc. 9725 SW Beae rtun H,Iledale Hvry.Suite 210E rx,rvarch ,r Beaverton.(hcgon 9700H. H Amerranl alwM al ArcMauM NCARBµ�M.TMS Uited.wm Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 22 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Main Level -Floor Trib. Seismic Vx Wind Vx VG Gov. Pnl Pnl Pnl Trib. DL Pnl Design Pnl. Accum. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. Load pi Uplift=Pu HD Notes Width Force psf plf plf Wind, Shears L H W _ Area over plf 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 19.0 9.0 19.0 0.0 0 208 WG 208 1 994 994 A = 618.0 Z = 1641 Controlling p= 1.00 Left to Right V7 278.0 19.5 2.7 738 623 12154 12154 15.0 9.0_ 2.5 20.0 800 810 WG 810 5 6777 8566 E 3,4,5 V8 340.0 23.5 2.7 903 623 14647 14647 18.5 9.0 3.5 120.0 4800 792 WG 792 5 4564 6271 E 5 E = 618.0 1. = 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. iCOVircn recrure/plsI1nIng mc. 9725 SWHaBeaverlmi Hillsdale Hwy u,te 210E „ avarton.a..3m 9005S-33RC ,nenon hatromed A,ASwA NCAHBM� xwaiame/med.:. It Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 22 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Lower Level - Floor Vx Wind PnlPnl Pnl Trib. PnI Trib. Seismic Vx V0 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 Wind Shears over Load pif HD Load plf plf L H W Area pif 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 14.5 8.0 7.0 0.0 0 320 WG 320 2 2273 3267 G = 618.0 = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 715 13952 13952 1.0 8.0 1.0 0.0 0 13952 WG 13952 STL 111574 120139 STL 3,4,6 V12 340.0 _ 23.5 2.7 925 715 16814 16814 11.0 _ 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 = 618.0 = 1681 Controlling 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 3. 4 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 ICO rcnirecrure,plenning mc. 9]25 SW Beaverton Hillstlale Hwy Suite 210E „ Beave.ton.Oregon 970053564 W 7005 .mcnrwaeua..orn ProrianlnalioMdFrcMecte ee NGMB wvv�eNNed.wm )PANEL Shear Panel and Hold Down Schedule PNL Shear Panel Material Con g Sole Plate Anchors Top Plate Edge Mem. Remarks Footnote ID Value R- a+l"aai ents 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'''A 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'A lap length for continuous straps. 4,6,8 D 4845 MST48 23-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 E 6420 MST60 28-16d each end 'A equal strap length minimum lap at splices and joints.Provide'A lap length for continuous straps. 4,6,8 F 7395 FTA7 3-7/8"MB each e C 3 1/2"edge member required.Floor to floor Hold down. 4,6,8 G 2945 PAHD42 16-16d or 3-1/2"M 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"M Installation in 8"stem wall @'A"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 HPAHD22 23-16d or 4-1/2"M Installation in 8"stem wall @ 8"from corner.Use STHDI4RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2"M Installation in 8"stem wall @'A"from corner.Use STHDI4RJ 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 wPSET'epoxy at 10"embed. 5,6,9 K 7460 HDBA 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 HD10A 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 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 parcel 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 int PP solid DFL framing members. Values are not shown for gun nails or 16 ga.staples. E. The panels indicated are listed in nominal thiccness i.e.,15/32"=1/2",7/16"=3/18"etc. F. Assumed fnd.: 2500 PSI Conc.Sgl.Pour 15" 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.) PM HD 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. p'".1 Shear Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. ICO Narcnlreciure/plammtt Inc. r __. _ctural Calculations for: Oak Street Townhomes 8875 SW Oak Street, 97223 - UNIT 22 Project No: 10107.02 Issue Date: 01/15/19 Design Criteria Roof Loads Wall Loads Wood Shingles 2.00 psf Exterior 1 ply A.S. felt 0.50 psf Siding 2.00 psf 2x framing &1/2" 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 'h" 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 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 �cD , Miscellaneous: G Soil Bearing: 1500 psf assumed : , ' Add.Snow Ld.=((EIev380)8/212)+25)PSF 0 DANIELili r r' j Concrete foundations: 3000-psi mix rConcrete Flatwork: 2000-psi mix $ ,i, $ Beams and stringers: DF/L#1 or better .$ I ' `.• Repetitive Joists: DF/L#2 or better /t , ci t 9 Columns: DF/L#2 or better, Studs: Stud Grade. � $/F. Sills Plates @ FDN.: P.T. Hem Fir#2B or better Steel: Reinforcement bar-Grade 40 Structural components-ASTM A36 Prepared by: I O► 1 o32 325 BochitcctFturc/pRoaC, lan]ning Ilc t(\`II 16anae S l 2� lel Lake Oswego,Oregon 81035 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.3r:01151,-.: Lateral Analysis - Wind Calculations Client: Oak Street Townhomes Project: 8875 SW Oak Street, 97223-UNIT 22 Proj. No.: 10107.02 Issue Date: 1/15/19 Method 1 V= 120 (I)Kzt= 1 Exp= B [Kd]= 0.85 !� Wind torce: q== 0.00256 Kd Kzt Kh Kz V2 Cp = gzPLF Height(Ht)Kh Force Kd Kzt K, 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 K, Kh V2 Cp NIS qz PLF P1 = 0'-15' qz= 0.00256 0.85 1 0.57 15 14400 1.3 = 348.28 P2= 15'-20' qz= 0.00256 0.85 1 0.62 5 14400 1.3 = 126.28 P3=20'-25' qz= 0.00256 0.85 1 0.66 5 14400 1.3 = 134.42 P4=25'-30' qz= 0.00256 0.85 1 0.70 5 14400 1.3 = 142.57 P5=30'-40' qz= 0.00256 0.85 1 0.76 10 14400 1.3 = 309.58 TOTAL= 751.56 Front to Rear Height 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 I o N architecture/panning Ilc 1b325 Boonea Forty RoeO.Suite 207 Lake Oswego.Oregon 9)075 r• Lateral Analysis - Seismic Calculations • IBC Section 1617.1 Client: Oak Street Townhomes Simplified Seismic Analysis Project: 8875 SW Oak Street, 97223-UNIT 22 Project No: 10107.02 Issue Date: 1/15/19 Mass Weight(W) Dead Load(DL) Areas Factors Front to Rear Roof= 10.00 psf ARrf= ;.616 00,sf Site Class= D HRn= •_° U Floor= 10.00 psf ARw-ex= 190:00 sf SS= 1/ 1 H2fIr= les Exterior wall= 10.00 psf ARw-in= 95 00 sf 51. 39.3 - H2rf= ix® Interior walls/partitions= 5.00 psf A2flr= 511:0Q sf Fa= 1..00 H1 fIr= <. Elevated Concrete Floor= 0.00 psf A2rf= .48.00 sf F,,. 1:60 Left to 'ig t A2w-ex= 190g00sf RFR= 6.5 HRn= w25,00 A2w-in= 95 00 sf RLR= 6.6 H2fIr= Al flr= :343.00 sf SMs= 0.771 H2rf= .11:00 Al rf= 276.00sf SMI = 0.629 Hl flr= {F;11.00; A1w-ex= w11400 sf Sps= 0.52 Alw-in= ;:5 .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)= 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 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 WI V=((1.2*Sps)/R_R)W= 0.095 WI Distribution of Seismic Shears Front to Rear Level Wx Hx WxHx Fa VS VS total VtFRNJ. 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 = 17654 X = 231264 1.00 1684 4437 Left to Right Level Wx Hx WxHx Fa VS Vs total VtLRAvx 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 = 17654 = 231264 1.00 1684 4437 1.Controlling V per IRC 16-56 ICONartlitctur /peanning Inc. 9125 SW BeaveMn Hillstlele Hwy Suite 210E nmenon i'.•a nrcnn00 Bcn B0sas ea41sss 9100w0®cnn.ccmm Shear Wall Design Approach IBC Section 1617.1 Simplified Seismic Analysis 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 irPu2 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" Hp @ 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): @ 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 ICoN®rchitccture/planning inc. 9]fl T Beaverton HAl p l Hwy 1 i 1e 210E „ Beaverton.Oregon 9]OOS3364 >a.aea «�cd.nn.nmm r Panel and Uplift Calculations Client: Oak Street Townhomes IBC Section 1617.1 Project: 8875 SW Oak Street, 97223 - UNIT 22 Simplified Seismic Analysis Proj. No. 10107.02 ssue Date: 1/15/19 Upper Level - Roof Vx Wind Pnl Pnl Pnl Trib. Pnl Trib. Seismic Vx V5 Gov. Design PNL. Brace Line Trib. Area Siesmic Force Lngth Hght Wdth Brg. DL over Load p, Uplift=Pu HD Load HD Notes Width Force psf Wind Shears Load plf ID plf plf L H W Area plf Front to Rear VI 308.0 7.5 1.8 555 268 2012 2012 36.0 8.0 36.0 215.0 8600 56 WG 56 1 -5329 -5329 A V2 348.0 8.5 1.8 627 268 2280 2280 16.0 8.0 8.0 215.0 8600 143 WG 143 1 -3488 -3488 A = 656.0 = 1182 Controlling p= 1.00 Left to Right V3 328.0 20.5 1.8 591 365 7483 7483 15.0 8.0 2.5 105.0 4200 499 WG 499 3 1789 1789 A 5 V4 328.0 20.5 1.8 591 365 7483 7483 15.0 8.0 4.5 105.0 4200 499 WG 499 3 1707 1707 A 5 = 656.0 1 = 1182 Controlling p= 1.00 1.WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 5. Use Perforated panel. ICONC3 rcl,lrecrure,plenning Inc. 9125 SW Bewwrlon Hillsdale Hwy S,,Le 210E „ Beaverton.Oregon 97005-3954 ��r,rouw<wn,rvn� ncnBew...�o-,.wrcn.wn Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223- UNIT 22 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Main Level - Floor Vx Wind4. vpni Pnitf„rijo;tTriv,'14, DLDea6ct, ''.4O Notes Eight"—W8th`! (61g faii; HO Load Brace Line',trib. Area Width Force0 84,11-r, Wind !!',8hea,rs't *F14" ;FArea ; off plf _ , Front to Rear V5 3.09.0,7-:, 7.5 2.7 821 526 3949 3949 36:6X if9107,,,36,Q 0.0 0 110 WG 110 4:0,74 -673 0 A . V6 309.0 %,7::5- 2.7 821 526 3949 3949 lk-o4.9.0 .9,0 19,0 0 208 WG 208 Id 994 994 ;',.:StrAi: = 618.0 = 1641 Controlling p= 1.00 Left to Right V7 278.0:-A119.5 2.7 738 623 12154 12154 20.0 800 810 WG 810 5 6777 8566 I.:5E1i f;23,4,5,", V8 340.0:S' 23.5 2.7 903 623 14647 14647 18.5%, .:9.0c 3.5 120.0 4800792 WG 792 5 4564 6271 E,, 4.15,, = 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. ICIlargILTUre/Pl ;//12q1/c- ,U . i.9 ! 1.1 785 Monican 11.00of Arab. KARS wcGwearcamr.scanna • V, Client: Oak Street Townhomes Panel and Uplift Calculations Project: 8875 SW Oak Street, 97223 - UNIT 22 IBC Section 1617.1 Proj. No. 10107.02 Simplified Seismic Analysis Issue Date: 1/15/19 Lower Level - Floor Vx Wind Pnl Pnl Pni 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 Load plf HD Load pit pit L H W Area pit 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 14.5 8.0 7.0 0.0 0 320 WG 320 2 2273 3267 G = 618.0 = 1681 Controlling 1.00 Left to Right V11 278.0 19.5 2.7 756 715 13952 13952 1.0 8.0 , 1.0 0.0 0 13952 WG 13952 STL 111574 120139 STL 3,4,6 V12 340.0 23.5 2.7 925 715 16814 16814 11.0 8.0 2.0 120.0 3600 1529 WG 1529 8 10346 16617 M 5 = 618.0 = 1681 Controlling 1.00 1. WG =Wind governs, typical all levels 2. Typical panel DL weight= 10 psf 3. 4 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 ICON®rCllireCrure,pl9IThll,g Inc. 9]25 SW Beaverton,HIIISAale Hwy Suite 210E Beavenlon.OrWon 9]005.0M 11 aevxs vvu®wrwa.va.m.n ArorionlnaanedNCMxts H[PRB so rwamisMnen.mm PANEL Shear Panel and Hold Down Schedule PNL =: -.Sheare" PaneltMaterial :`i,Cor .Sale Plat =�t`nchor r . ,. ; ::: Edge . � .> �. g �� 4i TOp Plate-:,'"'";n6747.„ g Mer. :.,.. r ui eni sw . qe . q - 3 l.F# , : :. t. • Footnote ID _, Value��1 .. � .. .��> .. .„..,:.:Requmernents � ..._::�taggered�N-I ngD�2.. :�;,AnchorBoltHF#2B� ., �°,:,.;�Connel<ttonDF.#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"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 .,.rSimpson.Modet#- 'Fasteners , 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 '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 Y 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 LSTHD8RJ w/Flr.Jst. 5,6,8 G1 1400 PAHD42 16-16d or 3-1/2"MB Installation in 8"stem wall @'A"from corner.Use LSTHD8RJ w/Flr.Jst. 5,6,8 H 4875 _ HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @ 8"from corner.Use STHD14RJ w/Flr.Jst. 5,6,8 H1 2210 HPAHD22 23-16d or 4-1/2"MB Installation in 8"stem wall @'"from corner.Use STHD14RJ w/Flr.Jet. 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. 7. 4x4 or 6x6 panel edge member required as necessary-no splits.(Uplift load shown assumes 4x wood member thickness.) P"l&HO 8. See'Alternative Installation' HD ID J thru M using Simpson adhesive or eq. r.o`r Shear Wall Symbol 9. Installation with adhesives requires certified inspection. Additional notes may appear on the Shear Wall Layout sheet. !cokarcMlrCCture/pla ip-mc. »:s �b,�