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0000.0017 2020.11.16 NHD RL 1318 AC (A) Palisades Lot2Structural Analysis and Calculations for NHD RL 1318 AC 10612 Palisades Street SE Yelm,WA 98328 for Value Line Homes 17892 SE 58th Place Bellevue,WA 98006 by N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 NLO#11318A-20 da M. 0 A4.sy�y �O ?� n 40 O��GCT AL1002 November -20 Scope of Work: Engineering for new SFR based on NDH RL 1318 AC Plan Analysis was done using the 2015 International Building Code Materials: Reinforcing Steel: ASTM A615 Grade 60 Concrete: f c = 2500 psi Design Assumptions: Soil Properties: 1500 psf Bearing Capacity, 250 psf/ft lateral capacity (assumed) Design Wind: 110 MPH 3 sec gust Seismic Zone D Ss = 160% S, = 60.0% Snow Load: 30 psf Ground Dead Loads Live Loads Snow Loads Wind Loads Seismic Loads Floor= 12 psf(3 Joists,3 subfloor, 4 coverings) Wall= 10 psf(1.5 studs,2.5 sheathing,O.5 insul. 3 paneling) Roof = 15 psf (2 psf truss, 1 insulation, 3 ceiling, 5, roofing) Floor, Lf = 40 psf (60 psf Deck) Roof, Lr = 25 psf Exposure Category C (ASCE 7-10 26.7.3) Risk Category 11 (ASCE 7-10 1.5-1) Ct = 1.1 (ASCE 7-10 Table 7-3) Ce = 0.9 (ASCE 7-10 Table 7-2) Is = 1 (ASCE 7-10 Table 1.5-2) Cs = 1 (ASCE 7-10 Figure 7-2) Pg = 30 psf (ASCE 7-10 Figure 7-1) Pf = O.7Ce*Ct*Is*Pg Pf = 20.79 psf (ASCE 7-10 7.3-1) Ps = Cs*Pf Ps = 20.79 psf Use 25 psf for design Vult = 110 mph (3 Sec. Gust) Exposure B Site Class D (Assumed) Ss = 1.6 (USGS) S1 = 0.6 (USGS) (ASCE 7-10 7.4-1) Building Layout 39 ft 68 ft Wind Loads (Simplified Envelope Method) (Per ASCE 7-10 Section 28.2-1) ---� b = 68.00 ft Case A - East-West Wind Case A Case B b = 39.00 ft Case B - North-South Wind Roof Angle 6:12 or 27 degrees V= 110 mph a= 3 f A= 1 A = 24.1 psf B = 8.0 psf C = 17.4 psf D = 8.0 psf F1 = 7822 lbs Fb = 11102 lbs F1 = 11233 lbs Fb = 16855 lbs hr= 9 ft h1=9 ft hr= 9 ft h1=9 ft (ASCE 7-10 Figure 26.5-1) (ASCE 7-10 Figure 28.6-1) Seismic Loads Site Class D Risk Category II Ss = 1.6 Fa = 1 (ASCE 7-10 Table 11.4-1) Sms = Fa*Ss = 1.6 Sds = (2/3)*Sms = 1.000 * Design Category D (ASCE 7-10 Table 11.6-1) S1=0.6 Fv = 1.5 (ASCE 7-10 Table 11.4-2) Sm1 = S1*Fv = 0.9 Sd1=(2/3)*Sm1 = 0.55 *Design Category D (ASCE 7-10 Table 11.6-2) R = 6.5 (ASCE 7-10 Table 12.2-1) O = 3 (ASCE 7-10 Table 12.2-1) Cd = 4 (ASCE 7-10 Table 12.2-1) le = 1 (ASCE 7-10 Table 1.5-2) Approximate period per ASCE 7-10 Section 12.8.2.1 Ct = 0.02 x = 0.75 TL = 6 T = 0.2169 seconds Cs = (Sds)/(R/le) = 0.1538 Csmax = 0.3902 Csmin = 0.044 Use Cs = 0.154 Weight of the Structure Weight @ Roof = 49500 lbs Wtotal = 49500 lbs V = CsW = 7615 lbs Total applied earthquake load K= 1 (ASCE 7-10 12.8.3) Cv1 = 1.000 F1 = 7615 lbs Roof Base Shear= 7615 lbs North Wall (Perforated Method) (Seismic H = 9 ft (Wall height) W = 50 ft (Wall width) Wf = 23.5 ft (Wall width w1 full height sheathing) F = 3807.7 lbs (Horizontal load) W = 168 Ib/ft (Vertical load) ft = 184.62 psi Ft' = 1260 psi Works F (Attatchment) Check Shear p = 1.3 v= 468 Ib/ft vs = 560 Ib/ft (SDPWS Table 4.3A) �O = 0.8 Use 7/1611n sheathing w/ 8d nails@ 4in edge spacing Check Studs Co = 45.0% T = C = 1523.08 Ib Try 2"x6" A = 8.25 in^2 fc = 184.62 psi Fc' = 2080 psi Works ft = 184.62 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Anchors z = 1771.2 Ib/bolt (NDS Table 11 E, is=1 1/2in, 5/8", HF) S= 3.78 ft Use 5/8in anchor bolts @ 36in Check Holddowns Fto = -2220 lbs No Net Uplift No Holdown Required Check Deflections Ga = 14 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 1.63 in Allowable Deflection =.02H = 2.16 in Meets deflection criteria South Wall (Seamented Method) (Seismic H = 9 ft (Wall height) W = 14.5 ft (Wall width) Wf = 14.5 ft (Wall width w/ full height sheathing) F = 3807.7 lbs (Horizontal load) W = 63 Ib/ft (Vertical load) ft = 286.47 psi Ft' = 1260 psi Works F (Attatchment) Check Shear p = 1.3 v = 341 Ib/ft vs = 504 Ib/ft (SDPWS Table 4.3A) SO = 0.8 Use 7/161in sheathing w/ 8d nails@ 4in edge spacing Check Studs Co = 100.0% T = C = 2363.40 Ib Try 2"x6" A= 8.25 in^2 fc = 286.47 psi Fc' = 2080 psi Works ft = 286.47 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Anchors z = 1771.2 Ib/bolt (NDS Table 11E, is=1 1/2in, 5/8", HF) S= 5.19 ft Use 5/8in anchor bolts @ 48in Check Holddowns Fto = 3234 lbs Net Uplift Use STHD14RJ Check Deflections Ga = 14 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 1.55 in Allowable Deflection =.02H = 2.16 in Meets deflection criteria East/West Wall (Segmented Method) (Wind H = 9 ft (Wall height) W = 33.5 ft (Wall width) Wf = 31.5 ft (Wall width w/ full height sheathing) F = 5616.5 lbs (Horizontal load) W = 108 Ib/ft (Vertical load) ft= 261.28 psi Ft' = 1260 psi Works F (Attatchment) Check Shear p = 1 v = 255 Ib/ft vs = 560 Ib/ft (SDPWS Table 4.3A) c9 = 0.8 Use 7/16in sheathing w/ 8d nails@ 4in edge spacing Check Studs Co = 70.0% T = C = 2155.59 Ib Try 2"x6" A = 8.25 in"2 fc = 261.28 psi Fc' = 2080 psi Works ft= 261.28 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Anchors z = 1771.2 Ib/bolt (NDS Table 11 E, is=1 1/2in, 5/8", HF) S = 6.95 ft Use 5/8in anchor bolts @ 48in Check Holddowns Fto = 347 lbs Net Uplift No Holdown Required Check Deflections Ga = 14 Cd = 1 (ASCE 7-10 12.8.6) Wall Deflection = 0.48 in Allowable Deflection =.02H = 2.16 in Meets deflection criteria North Wall (Basement) (Perforated Method) (Wind H = 8.5 ft (Wall height) W = 56 ft (Wall width) Wf = 35 ft (Wall width w/ full height sheathing) F = 5550.8 lbs (Horizontal load) W = 224 Ib/ft (Vertical load) ft = 170.21 psi Ft' = 1260 psi Works F (Attatchment) Check Shear p = 1 v = 264 Ib/ft vs = 560 Ib/ft (SDPWS Table 4.3A) co � 0.8 Use 7/16in sheathing w/ 8d nails@ 4in edge spacing Check Studs Co = 60.0% T = C = 1404.21 Ib Try 2"x6" A = 8.25 in"2 fc = 170.21 psi Fc' = 2080 psi Works ft = 170.21 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Anchors z = 1771.2 Ib/bolt (NDS Table 11E, is=1 1/2in, 5/8", HF) S = 6.70 ft Use 5/8in anchor bolts @ 481in Check Holddowns Fto = -4868 lbs No Net Uplift No Holdown Required Check Deflections Ga = 14 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 0.90 in Allowable Deflection =.02H = 2.04 in Meets deflection criteria Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description : Wood Beam Design : Deck/Entry Roof Beam Project Title: Engineer: Project ID: Project Descr: Printed: 13 NOV 2020, T41AM Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Aplied Loads Total Downward 0.142 in Unif Load: D = 0.0150, Lr = 0.0250, S = 0.0250 k/ft, Trib= 8.0 ft Design Summary LC: +D+Lr+H Max fb/Fb Ratio = 0.573: 1 fb : Actual : 841.30 psi at 5.000 ft in Span # 1 Fb: Allowable: 1,468.12 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.218: 1 fv : Actual : 56.39 psi at 9.233 ft in Span # 1 Fv: Allowable: 259.20 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max Reactions (k) D L Lr S W E Left Support 0.60 1.00 1.00 Right Support 0.60 1.00 1.00 Wood Beam Design : 6'+ First Floor Header D 0.120 Lr 0.20 S 0.20 gig - 6x10 10.0 ft S H Transient Downward 0.089 in Total Downward 0.142 in Ratio 1355 Ratio 846 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 26.84 pcf Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Total Downward 0.087 in Unif Load: D = 0.0150, Lr = 0.0250, S = 0.0250 k/ft, Trib=15.50 ft Design Summary LC: +D+Lr+H Max fb/Fb Ratio = 0.625: 1 fb : Actual : 916.88 psi at 3.750 ft in Span # 1 Fb: Allowable: 1,468.12 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.296: 1 fv : Actual : 76.78 psi at 0.000 ft in Span # 1 Fv: Allowable: 259.20 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max Reactions (k) D L Lr S W E Left Support 0.87 1.45 1.45 Right Support 0.87 1.45 1.45 H Transient Downward 0.054 in Total Downward 0.087 in Ratio 1657 Ratio 1036 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam Design : Typical First Floor Header Project Title: Engineer: Project ID: Project Descr: Printed: 13 NOV 2020, T41AM Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0150, Lr = 0.0250, S = 0.0250 k/ft, Trib= 15.50 ft Design Summary ft Max fb/Fb Ratio = 0.576: 1 fb : Actual : 1,099.51 psi at 2.500 ft in Span # 1 Fb : Allowable: 1,908.56 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.390: 1 fv : Actual : 100.97 psi at 4.400 ft in Span # 1 Fv: Allowable: 259.20 psi Load Comb : +1.20D+1.60Lr+0.50L+1.60H Max Reactions (k) D L Lr S W E Left Support 0.58 0.97 0.97 Right Support 0.58 0.97 0.97 Wood Beam Design : Floor Joists D 0.2325 Lr 0.3875 S 0.3875 4x8 5.0 ft ns H Transient Downward 0.038 in Total Downward 0.061 in Ratio 1582 Ratio 989 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2x12, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- roc 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0120, L = 0.040 k/ft, Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.949: 1 fb : Actual : 1,601.62 psi at 9.000 ft in Span # 1 Fb: Allowable: 1,688.34 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.290: 1 fv : Actual : 75.08 psi at 0.000 ft in Span # 1 Fv: Allowable: 259.20 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Reactions (k) D L Lr S vv E Left Support 0.14 0.48 Right Support 0.14 0.48 D 0.01596 L 0.05320 2x12 18.0 ft H Transient Downward 0.546 in Ratio 395 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downwar Ratio Total Upward Ratio d 0.710 in 304 LC: +D+L+H 0.000 in 9999 LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design : Deck Joists Project Title: Engineer: Project ID: Project Descr: Printed: 13 NOV 2020, T41AM Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Flo - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Flo - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Max fb/Fb Ratio = Unif Load: D = 0.0150, L = 0.060 k/ft, Trib= 1.330 ft Design Summary 1,347.22 psi Load Comb: Max fb/Fb Ratio = 0.716: 1 0.378: 1 fb : Actual : 1,063.22 psi at 5.000 ft in Span # 1 Flo : Allowable: 1,485.74 psi +1.20D+0.50Lr+1.60L+1.60H Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.335: 1 fv : Actual : 69.39 psi at 9.233 ft in Span # 1 Fv: Allowable: 207.36 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Reactions (k) D L Lr S W E Left Support 0.10 0.40 Right Support 0.10 0.40 Wood Beam Design: Deck Beam D 0.01995 L 0.07980 2x10 10.0 ft s H Transient Downward 0.140 in Total Downward 0.175 in Ratio 854 Ratio 683 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x12, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.1 Flo - Tension 975 psi Fc - Prll 1350 psi Fv 150 psi Ebend- xx 1500 ksi Density 26.84 pcf Flo - Compr 975 psi Fc - Perp 405 psi Ft 625 psi Eminbend - xx 550 ksi Applied Loads Unif Load: D = 0.0150, L = 0.060 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.954: 1 fb : Actual : 1,285.37 psi at 6.750 ft in Span # 1 Fb : Allowable: 1,347.22 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.378: 1 fv : Actual : 78.47 psi at 12.555 ft in Span # 1 Fv: Allowable: 207.36 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H D 0.0750 L 0.30 6x12 Max Reactions (k) D L Lr s W E H Transient Downward 0.216 in Left Support 0.51 2.03 Ratio 751 Right Support 0.51 2.03 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downwar Ratio Total Upward Ratio J 0.269 in 601 LC: +D+L+H 0.000 in 9999 LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design : Floor Beam Project Title: Engineer: Project ID: Project Descr: Printed: 13 NOV 2020, 7:41 AM Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 26.84 pcf Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Unif Load: D = 0.0120, Design Summary Max fb/Fb Ratio = fb : Actual : Fb: Allowable: Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable: Load Comb: Max Reactions (k) _D Left Support 0.; Right Support 0.: L = 0,040 k/ft, Trib=10.0 ft 0.481 : 1 848.22 psi at 3.000 ft in Span # 1 1,761.74 psi +1.20D+0.50Lr+1.60L+1.60H 0.314: 1 81.37 psi at 5.240 ft in Span # 1 259.20 psi +1.20D+0.50Lr+1.60L+1.60H L Lr S W 16 1.20 6 1.20 D 0.120 Q0.40) 4x10 6.0 ft E H Transient Downward 0.039 in Total Downward 0.051 in Ratio 1842 Ratio 1417 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : Typical Basement Window Header Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 26.84 pcf Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 6.0 ft Unif Load: D=0,0150, L = 0.060 k/ft, Trib= 5.0 ft Unif Load: D=0.0150, Lr = 0,0250, S = 0,0250 k/ft, Trib=15.50 ft Design Summary Max fb/Fb Ratio = 0.929: 1 fb : Actual : 1,637.10 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,761.74 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.606: 1 fv : Actual : 157.04 psi at 5.240 ft in Span # 1 Fv: Allowable: 259.20 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Reactions (k) D L Lr S W E Left Support 1.14 1.62 1.16 1.16 Right Support 1.14 1.62 1.16 1.16 D 0.2 7 .38751 4x10 6.0 ft ons H Transient Downward 0.053 in Total Downward 0.105 in Ratio 1364 Ratio 685 LC: L Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: in You can change this area in Engineer: in using the "Settings" menu item Project ID: 3.0 in and then using the Printing & Project Descr: Title Block" selection. 4.0 Reinforcing Bar Size = # 4 Title Block Line 6 Number of Bars = Printed: 13 NOV 2020, 7:43AM - - 1:• f h-'.F-..�'�zs.Kdx� i "Val l�'� i,- 'Y 1k`� C_. 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A k IMAM tElJE,R IL (NC 19B 202 1�;1 20611.. 4 Bandwidth Distribution Check (ACI 15.4.4.2) , ,�8 KW -06002029 n/a OLSON & ASSOCIATES DESCRIPTION: Deck Ftg. # Bars required on each side of zone n/a Applied Loads Code References D Calculations per AC 1318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy ; Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec ; Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 ;1 Min, Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes . length or width is greater than when maxlen = ksf Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 2.5 ft Z Length parallel to Z -Z Axis = 2.50 ft Footing Thickness = 12.0 in i Pedestal dimensions... px : parallel to X -X Axis = in pz ; parallel to Z -Z Axis = in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D X N_ W °u 4 gaaars , X -X Section looking to +Z Lr L S - - -W - E--- - -- H P: Column Load = 1.10 0.90 2.10 0.90 OB: Overburden = M-xx = M-zz = V -x = V -z = k ksf k -ft k -ft k k X Z 2.I N_ W °u 4 gaaars , X -X Section looking to +Z Lr L S - - -W - E--- - -- H P: Column Load = 1.10 0.90 2.10 0.90 OB: Overburden = M-xx = M-zz = V -x = V -z = k ksf k -ft k -ft k k Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 13 NOV 2020, T43AM DESCRIPTION: Deck Ftg. DESIGN SUMMARY Design • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4540 Soil Bearing 0.6810 ksf 1.50 ksf +D+0.750L+0.750S about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05164 Z Flexure (+X) 0.6413 k-ft/ft 12.418 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.05164 Z Flexure (-X) 0.6413 k-ft/ft 12.418 k-ft/ft +1,20D+0.50Lr+1.60L PASS 0.05164 X Flexure (+Z) 0.6413 k-ft/ft 12.418 k-ft/ft +1,20D+0.50Lr+1.60L PASS 0.05164 X Flexure (-Z) 0.6413 k-ft/ft 12,418 k-ft/ft +1.20D+0.50Lr+1.60L PASS 0.05067 1 -way Shear (+X) 3.80 psi 75.0 psi +1.20D+0.50Lr+1.60L PASS 0.05067 1 -way Shear (-X) 3.80 psi 75.0 psi +1.20D+0.50Lr+1.60L PASS 0.05067 1 -way Shear (+Z) 3.80 psi 75.0 psi +1.20D+0.50Lr+1.60L PASS 0.05067 1 -way Shear (-Z) 3.80 psi 75.0 psi +1.20D+0.50Lr+1.60L PASS 0.09606 2 -way Punching 14.408 psi 150.0 psi +1.20D+0.50Lr+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X. D Onlv 1.50 n/a 0.0 0.3210 0.3210 n/a n/a 0.214 X -X. +D+L 1.50 n/a 0.0 0.6570 0.6570 n/a n/a 0.438 X -X. +D+Lr 1.50 n/a 0.0 0.4650 0.4650 n/a n/a 0.310 X -X. +D+S 1.50 n/a 0.0 0.4650 0.4650 n/a n/a 0.310 X -X. +D+0.750Lr+0,750L 1.50 n/a 0.0 0.6810 0.6810 n/a n/a 0.454 X -X, +D+0.750L+0.750S 1.50 n/a 0.0 0.6810 0.6810 n/a n/a 0.454 X -X. +0.60D 1.50 n/a 0.0 0.1926 0.1926 n/a n/a 0.128 Z -Z. D Onlv 1.50 0.0 n/a n/a n/a 0.3210 0.3210 0.214 Z -Z. +D+L 1.50 0.0 n/a n/a n/a 0.6570 0.6570 0,438 Z -Z. +D+Lr 1.50 0.0 n/a n/a n/a 0.4650 0.4650 0.310 Z -Z. +D+S 1.50 0.0 n/a n/a n/a 0.4650 0.4650 0.310 Z -Z. +D+0.750Lr+0.750L 1.50 0.0 n/a n/a n/a 0,6810 0.6810 0.454 Z -Z, +D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 0.6810 0.6810 0.454 Z -Z, +0,60D 1.50 0.0 n/a n/a n/a 0.1926 0.1926 0.128 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k -ft Surface in"2 in 2 in k -ft X -X, +1.40D 0.1925 +Z Bottom 0.2592 Min Temo % 0.320 12.418 OK X -X, +1,40D 0.1925 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X. +1.20D+0.50Lr+1.60L 0.6413 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+0.50Lr+1.60L 0.6413 -Z Bottom 0.2592 Min Temp % 0.320 12,418 OK X -X. +1.20D+1,60L+0.50S 0.6413 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+1.60L+0.50S 0.6413 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+1.60Lr+L 0.6075 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X. +1.20D+1.60Lr+L 0.6075 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X. +1.20D+1.60Lr 0,3450 +Z Bottom 0.2592 Min Temn % 0.320 12.418 OK X -X, +1.20D+1,60Lr 0.3450 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Deck Ftg. Footing Flexure Flexure Axis & Load Combination Mu k -ft Side Tension Surface As Req'd in^2 Gvrn. As in^2 Actual As in^2 Phi Mn k -ft Status X -X, +1.20D+L+1.60S 0.6075 +Z Bottom 0.2592 Min Temp % 0.320 12,418 OK X -X, +1.20D+L+1.60S 0.6075 -Z Bottom 0,2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+1.60S 0.3450 +Z Bottom 0.2592 Min Temp % 0,320 12.418 OK X -X, +1.20D+1.60S 0.3450 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+0.50Lr+L 0.4838 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+0,50Lr+L 0.4838 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+L+0.50S 0.4838 +Z Bottom 0,2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+L+0.50S 0.4838 -Z Bottom 0.2592 Min Temp % 0,320 12.418 OK X -X, +0.90D 0.1238 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X, +0.90D 0.1238 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+L+0.20S 0.450 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X -X, +1.20D+L+0.20S 0.450 -Z Bottom 0,2592 Min Temp % 0.320 12,418 OK Z -Z, +1.40D 0.1925 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.40D 0.1925 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+0.50Lr+1.60L 0.6413 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+0.50Lr+1.60L 0.6413 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+1.601 -+0.50S 0.6413 -X Bottom 0.2592 Min Temp % 0,320 12.418 OK Z -Z, +1.20D+1.60L+0.50S 0.6413 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+1,60Lr+L 0.6075 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+1.60Lr+L 0,6075 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+1.60Lr 0.3450 -X Bottom 0.2592 Min Temp % 0,320 12.418 OK Z -Z, +1,20D+1,60Lr 0.3450 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+L+1.60S 0,6075 -X Bottom 0.2592 Min Temp % 0,320 12.418 OK Z -Z, +1,20D+L+1.60S 0.6075 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+1.60S 0.3450 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+1.60S 0.3450 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+O,50Lr+L 0,4838 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+0.50Lr+L 0.4838 +X Bottom 0.2592 Min Temp % 0,320 12,418 OK Z -Z, +1.20D+L+0.50S 0.4838 -X Bottom 0.2592 Min Temp % 0.320 12,418 OK Z -Z, +1.20D+L+0.50S 0,4838 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +0.90D 0.1238 -X Bottom 0.2592 Min Temp % 0,320 12.418 OK Z -Z, +0,90D 0.1238 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+L+0.20S 0.450 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z -Z, +1.20D+L+0.20S 0.450 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK One Wav Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 1.14 psi 1.14 psi 1.14 psi 1.14 psi 1.14 psi 75.00 psi 0.02 OK +1.20D+0.50Lr+1.60L 3.80 psi 3.80 psi 3.80 psi 3.80 osi 3.80 psi 75.00 psi 0.05 OK +1,20D+1.60L+0.50S 3,80 osi 3.80 psi 3.80 osi 3.80 psi 3.80 psi 75.00 osi 0.05 OK +1.20D+1.60Lr+L 3.60 psi 3.60 osi 3.60 osi 3.60 psi 3.60 osi 75.00 osi 0.05 OK +1.20D+1.60Lr 2.04 osi 2.04 osi 2.04 psi 2.04 psi 2.04 osi 75.00 osi 0.03 OK +1.20D+L+1.60S 3.60 osi 3.60 osi 3.60 osi 3.60 osi 3.60 osi 75.00 osi 0.05 OK +1,20D+1.60S 2,04 osi 2.04 osi 2.04 osi 2.04 osi 2.04 osi 75.00 osi 0.03 OK +1.20D+0.50Lr+L 2.87 psi 2.87 psi 2.87 osi 2.87 osi 2.87 osi 75.00 osi 0.04 OK +1.20D+L+0,50S 2.87 Dsi 2.87 psi 2.87 osi 2.87 psi 2.87 Dsi 75.00 osi 0.04 OK +0.90D 0.73 osi 0.73 osi 0.73 Dsi 0.73 psi 0.73 Dsi 75.00 osi 0.01 OK +1.20D+L+0.20S 2.67 psi 2,67 psi 2.67 psi 2,67 Dsi 2.67 psi 75.00 Dsi 0.04 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 4,33 Dsi 150.00osi 0.02884 OK +1.20D+0.50Lr+1,60L 14.41 Dsi 150.00Dsi 0.09606 OK +1.20D+1.60L+0.50S 14.41 Dsi 150.00Dsi 0.09606 OK +1,20D+1.60Lr+L 13.65 Dsi 150.00Dsi 0.091 OK +1.20D+1.60Lr 7.75 Dsi 150.00osi 0.05168 OK +1.20D+L+1.60S 13.65 Dsi 150.00osi 0.091 OK +1.20D+1.60S 7.75 Dsi 150.00osi 0.05168 OK +1,20D+0.50Lr+L 10.87 osi 150.00Dsi 0.07246 OK +1.20D+L+0.50S 10.87 psi 150.00 Dsi 0.07246 OK +0.90D 2.78 psi 150.00Dsi 0.01854 OK +1.20D+L+0.20S 10.11 Dsi 150.00Dsi 0.06741 OK NL Olson & Associates, Inc. 2453 Bethel Ave Port Orchard, WA 98366 (360) 876-2284 Title ...New... Page: Job # :...New... Dsgnr: Date: NOV 13,2020 Description.... This Wall in File: Ilserver-hostlnlo projects111318 value line Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration #: RP -1166795 RP9.27 Restrained Retaining Wall Design Criteria Retained Height = 8.50 ft Wall height above soil = 0.50 ft Total Wall Height = 9.00 ft Top Support Height = 9.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density = 110.00 pcf FootingIlSoil Frictior = 0.300 Soil height to ignore Surcharge Over Toe = for passive pressure = 12.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.150 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Desi n Summary Concrete Stem Construction Total Bearing Load = 2,490 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 4.61 in Wall Weight = 100.0 psf fc = 2,500 psi Soil Pressure @ Toe = 830 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 830 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 230 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,761 psf Design Height Above Ftg = 9.00 ft 3.72 ft 0.00 ft Footing Shear @ Toe = 3.4 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 1.6 psi OK Rebar Spacing = 9.00 in 9.00 in 9.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 511.8 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 1,517.2 lbs Design Data fb/FB + fa/Fa = 0.000 0.461 0.000 Sliding Calcs Slab Resists All Sliding I lbs Mu .... Actual = 0.0 ft-# 3,012.7 ft-# 0.0 ft-# Lateral Sliding Force = 1,517.2 Mn * Phi..... Allowable = 6,532.8 ft-# 6,532.8 ft-# 6,532.8 ft-# Shear Force @ this height = 818.8 lbs 1,779.5 lbs Shear..... Actual = 17.06 psi 37.07 psi Shear..... Allowable = 100.00 psi 75.00 psi Load Far me Rebar Lap Required = 23.40 in 23.40 in Hooked embedment into footing = 10.50 in uead Load 1.200 Other Acceptable Sizes & Spacings: Live Load 1.600 Toe: None Spec'd -or- Not req'd, Mu < S * Fr Earth, H 1.600 Heel: None Spec'd -or- Not req'd, Mu < S * Fr Wind, W 1.600 Key: No key defined -or- No key defined Seismic, E 1.000 NL Olson & Associates, Inc. 2453 Bethel Ave Port Orchard, WA 98366 (360)876-2284 Title :...New... Page: Job # ...New... Dsgnr: Date: NOV 13,2020 Description.... This Wall in File: 1lserver-hostlnlo proiects111318 value line Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration#: RP -1166795 RP9.27 Restrained Retaining Wall Design Footing Strengths & Dimensions Toe Width = 1.16 ft Heel Width = 1.84 Total Footing Wid& = 3.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Surcharge Over Heel = lbs ft Too .4eel ft Factored Pressure = 230 1,761 psf Mu': Upward = 288 1,072 ft-# Mu': Downward = 151 896 ft-# Mu: Design = 137 -176 ft-# Actual 1 -Way Shear = 3.44 1.65 psi Allow 1 -Way Shear = 75.00 75.00 psi Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = 42.5lbs 0.58 ft 24.7ft-# Adjacent Footing Load = lbs . ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 900.Olbs 1.49 ft 1,344.Oft-# Soil Over Heel = 1,097.1 lbs 2.41 ft 2,647.6ft-# Footing Weight = 450.0lbs 1.50 ft 675.0ft-# Total Vertical Force = 2,489.6 lbs Moment = 4,691.3ft-# Net Mom. at Stem/Ftg Interface = -956.9 ft-# Allow. Mom. @ Stem/Ftg Interface = 4,083.0 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 829.9 psf DESIGNER NOTES: A Portal Frame with Hold Downs for Engineered Applications The APA portal -frame design, as shown in Figure 1, was envisioned primarily for use as bracing in conventional light -frame construction. However, it can also be used in engineered applications, as described in this technical topic. The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid, moment -resisting frame. The extended header is integral in the function of the portal frame, thus, the effective frame width is more than just the wall segment, but includes the header length that extends beyond the wall segment. For this shear transfer mechanism, the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. FIGURE 1 CONSTRUCTION DETAILS FOR APA PORTAL -FRAME DESIGN WITH HOLD DOWNS FRONT ELEVATION Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) �•— 2' to 18' rough width of opening for single or double portal Pony wa l l height ,L. 12' max total " wa (I height 2 10' max height SECTION Header to jack -stud X. strap per wind design min. 1000 Ibf on both Min. 3/8" wood sides of opening opposite side of sheathing Fasten king stud to header 6 16D - --= •, with sinkers sheathing Fasten top plate to :1 -� '• header with two rows of 16d sinker nails at • • ' 3" o.c. typ X. Min. 3/8" wood Fasten sheathing to header with 8d common or•• panel anel galvanized box nails at 3" grid pattern as shown ;•;• sheathing Min 1000 Ibf on both sides of opening opposite Header to Pack -stud strap per wind design.It. • • If needed, Panel splice edges shall occur over side of sheathing. • ;•;• and be nailed to common blocking Min. double 2x4 framing covered with min 3/8" � "• within middle ht. of O portal -leg height. One thick wood structural panel sheathing with „ , V �_ _: �' row of 3" o.c. nailing 8d common or galvanized box nails at 3 o.c. in all framing (studs, blocking, and sills) typ. r.; •; .. is reqin each 9uired P ane edge. •'•Typical portal frame Min length of panel per table 1 construction Min double 2x4 post kinand ack stu (Number Min (2) 3500 Ib strap -type hold-downs of jack studs (embedded into concrete and nailed into framing) per IRC tables R602.7(1) & (2). Min reinforcing of foundation, one #4 bar top and bottom of footing. Lap bars 15" min. - ,1__ The strap hold-down may be located on the backside of the 1 portal -frame bracing. Min 1000 Ib hold-down device Min footing size under opening is 12" x 12". A turned -down slab shall be permitted at door openings. (embedded into Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — concrete and nailed with 2" x 2" x 3/16" plate washer into framing) A Portal Frame with Hold Downs for Engineered Applications TABLE 1 RECOMMENDED ALLOWABLE DESIGN VALUES FOR A SINGLE LEG OF AN APA PORTAL FRAME USED ON A RIGID -BASE FOUNDATION FOR WIND OR SEISMIC LOADING°-b,`,d Allowable Design (ASD) Values Minimum Portal Maximum Portal per Frame Segment Width (in.) Height (ft) Sheare,f (Ibf) Deflection (in.) Load Factor 16 8 850 0.33 3.09 10 625 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 a. Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1.0. b. For construction as shown in Figure 1. c. Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments. d. Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. e. The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. f. If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the win _design adjustment factor in Footnote (e) above. Recommended design values for engineered use of the portal frames are provided in Table 1 considering both strength and stiffness. The Table 1 values were developed using the CURES cyclic test protocol (ASTM E2126) with a flexible load head to ensure that the code (IBC) drift limit, ductility and safety factor are maintained. For seismic design, APA recommends using the design coefficients and factors for light -frame (wood) walls sheathed with wood structural panels rated for shear resistance (Item 15 of Table 12.2-1 of ASCE 7-16). See APA Report T2004-59 for more details. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap -type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid -base foundations, such as a concrete foundation, stem wall or slab, and using a similar embedded strap -type hold down. Form No. 17-1 OOH 0 © 2020 APA - The Engineered Wood Association 0 www.apawood.org 1 2 A Portal Frame with Hold Downs for Engineered Applications References APA. 2004. Confirmation of Seismic Design Coefficients for the APA Portal Frame. APA Report T2004-59. Tacoma, WA. APA. 2012. Effect of Hold -Down Capacity on IRC Bracing Method PFH and IBC Alternate Method. APA Report T2012L-24. Tacoma, WA. American Society of Civil Engineers. 2016. Minimum Design Load and Associated Criteria for Buildings and Other Structures. ASCE 7. Reston, VA. ASTM International. 2001. Standard Test Methods for Cyclic (Reversed) Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings. ASTM E2126. West Conshohocken, PA. 11/16/2020 ATC Hazards by Location Ll Hazards by Location Search Information Value aa'81 SDC * null Seismic design category h to i oP 0 O��'.�alIup O Address: 10606 Palisades St SE, Yelm, WA 98597, USA ��,u,� * null Site amplification factor at 1.0s CRS =� 381 ft Coordinates: 46.93326260000001,-122.6201464Oi tl ma 0 a pt Elevation: 381 ft ee•n M1 Raett9E FPGA 1.2 Site amplification factor at PGA N6itlonal P. Timestamp: 2020-11-16T1 7:31:40.066Z Centralia Hazard Type: Seismic c_ Reference ASCE7-16Che.habi:_ ��- � Map data ©2020 Google Document: Risk Category: II Site Class: D -default Basic Parameters Name Value Description SS 1.287 MCER ground motion (period=0.2s) S1 0.466 MCER ground motion (period=1.Os) SMS 1.544 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SIDS 1.03 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.908 Coefficient of risk (0.2s) CR, 0.891 Coefficient of risk (1.0s) PGA 0.515 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.618 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=46.93326260000001&Ing=-122.6201464&address=10606 Palisades St SE%2C Yelm%2C WA 98597%2C ... 1/2 11/16/2020 ATC Hazards by Location TL 16 Long -period transition period (s) SsRT 1.287 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.417 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1 RT 0.466 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.523 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.631 Factored deterministic acceleration value (1.0s) PGAd 0.515 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=46.93326260000001 &Ing=-122.6201464&address=10606 Palisades St SE%2C Yelm%2C WA 98597%2C ... 2/2