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2021.0019 2021.04.08_C&E_NHD 909-VA_AnalysisGravity and Lateral Analysis for NHD 909 -VA 0 Longmire CT SE Yelm, WA 98597 for C&E Development PO Box 2983 Yelm, WA 98597 VA N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 NLO# 11558 M- Z/4 WAsy ti 40 6 ,FSS/� A April -21 Scope of Work: Vertical and Lateral Engineering for new single family residence. Materials: Framing: HF #2 or better Beams: DF #2 or better Glulam: Douglas Fir 24F -V4 for simple supported and 24F -V8 for continuous or cantilevered beams Reinforcing Steel: ASTM A615 Grade 60 Concrete: f = 2500 psi Design Assumptions: Foundation Bearing: 1500 psf Design Wind: 110 MPH 3 sec gust Exp B Seismic Zone D2 SS = 160% S, = 60.0% Site Class: D Snow Load: 30 psf Ground CONTENTS: Page 1-2 Basic Design Criteria/Dimensions Page 34 Lateral Loads Page 5 Roof Diaphragm Page 6-7 Shear wall Analysis Page 8-11 Beam Analysis Page 12-15 Appendix Basic Design Criteria Basic Wind Speed = 110 mph Seismic design category = D Site Class = D SS = 160% S, = 60.0% Ground Snow Load = 30 psf Importance Factor, Seismic IE = 1.0 Importance Factor, Snow Is = 1.0 Importance Factor, Wind IW = 1.0 Dead Loads Floor = Wall = Roof = Live Loads Floor Live Load, Lf = Roof Live Load, Lr = Deck Live Load, Ld = Snow Loads Ce = Ct = Pf = 0.7CeCtlsp9 = CS = ps = CSpf = Use Check Footinq Load Trib Floor = Trib Roof = 12 psf (2.5 psf joists, 3 sheathing, 0.5 insulation, 5 flooring) 12 psf (2 psf studs, 2.5 sheathing, 0.5 insulation, 3 paneling) 15 psf (3 psf truss, 1 insulation, 3 ceiling, 5 roofing) 40 psf 25 psf 60 psf 1.0 for Partially exposed roof in exposure B 1.1 (ASCE 7-16 Table 7-3) 23.1 psf (ASCE 7-16 Eq 7-1) 1.0 (ASCE 7-16 Figure 7-2) 23.1 psf 25 psf (ASCE 7-16 Table 7-2) 6 ft Total Load (D+L+S) = 1352 plf 20 ft F000ting Width = 12 inches Bearing Pressure = 1352 psf Basic Dimensions 20 ft 1 11 ft 9 f 42 ft 10 42 ft 62 ft 62 tt garage doors Main Roof Slope is 6 :12 or 26.6 degrees Side Elevation Front Elevation Plan View Assumed N Wind Loads Main Force resisting System - ASCE 7-16 Simplified Method (28.5) 17 24 Basic Wind Speed, V = 110 mph Exposure Category = C Building is Enclosed 2a = 8 ft adjustment factor X = 1.29 (ASCE 7-16 Fig. 28.5-1) Topographic, Kt = 1.00 (ASCE 7-16 26.8) Ps = kKzc Ps30 = (EQ 28.5-1) Ps30 values shown below from ASCE 7-16 Fig. 28.5-1 Diaphragm Design Forces Roof Shear = 9738 lbs Base Shear = 4553 lbs Shearwall Design Forces Main Floor Shear = 9738 lbs 4.0 psf , 3.9 psf 17.4 psf 24.1 psf N -S Diaphragm Design Forces Roof Shear= 10081 lbs Base Shear = 6574 lbs Shearwall Design Forces Main Floor Shear= 10081 lbs Resisting Moment, Mr = 1358 k -ft Overturning Moment, Mo = 91 k -ft Safety Factor, Fo = 0.9D/W = 13.5 Equivalent lateral force method per ASCE 7-16 Section 12.14 Base shear, V = F SDs W / R (ASCE 7-16 Eqn 12.14-12) Ss = 160% Fa = 1.200 (ASCE 7-16 Table 11.4-1) SDs = 2/3SMs = 2/3FaSs = 1.280 F = 1.0 R = 6.5 (ASCE 7-10 Table 12.14-1) Seismic Design Category = D W2 = 55584 lbs (dead load of roof + 1/2 walls only) W, = 9072 lbs (dead load of 1/2 walls) Wtotai = 64.656 kips Lateral Forces FX = C„X V F2 = 10946 lbs F, = 1786 lbs Base Shear, V = 12.73 kips Resisting Moment, Mr = 1358 k -ft Overturning Moment, Mo = 98.51 k -ft Safety Factor, Fo = 0.6D/0.7E = 11.8 Diaphragm Design Forces E = F2 = 10946 lbs Shearwall Design Forces E = F2 = 10946 lbs Base shear due to Wind governs main lateral force resisting system design in the east -west direction Redundancy - 1 st Floor Shear walls USE p = 1.3 Roof Diaphragm Max diaphragm force per ASCE? 12.10.1.1 = 0.4SDS/Wx = 28459 lbs Min diaphragm force per ASCE7 12.10.1.1 = 0.2SDS/Wx = 14230 lbs l 1 36 ft 36 ft 60 ft 198 plf Diaphragm Deflection check N -S Total Shear Force= 14230 lbs N -S Shear Load = 237 plf Mmax = W L2/8 = 106721 Ib -ft Max Tension in Chord = 2964 lbs 2015 SDPWS Table 4.2C Load Case #1 7/16 OSB unblocked w/ 8d nail @6" gives 342 plf OK for 7/16 unblocked w/ 8d nails at 6" edge 198 plf 5vLj 0.25vL E(AcX) A=-------- +----------------------- +--------- 8EAW 1000Ga 2W Use double 2x6 DF top plate w/ 4 splices and 8d nails loaded to 120 lbs each A = 0.045 0.169 0.4 = 0.61 in unblocked diaphrams = 2.5 A = 1.54 in 60 ft N 36 ft 60 ft Diaphragm Deflection check N -S Total Shear Force= 10081 lbs N -S Shear Load = 280 plf Mmax = W L2/8 = 45366 Ib -ft Max Tension in Chord = 756 lbs 2015 SDPWS Table 4.2A Load Case #3 7/16" OSB unblocked w/ 8d@6" gives 253 plf OK for 7/16 unblocked w/ 8d nails at 6" edge 5vL6 0.25vL E(AcX) A=-------- +----------------------- +--------- 8EAW 1000Ga 2W Use double 2x6 DF top plate w/ 4 splices and 8d nails loaded to 120 lbs each A = 0.007 0.120 0.4 = 0.53 in unblocked diaphrams = 2.5 A = 1.32 in Use Segmented Shearwall design for East Exterior Wall Full length = 42 ft Wall Height = 9 ft Length of Full height wall = 32 ft Max Height of opening = 0 % of full height walls = 76% Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 5473 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoEL; = 1539 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 171 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing = 386 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 371 plf (2015 SDPWS Table 4.3A) dead load on walls = 108 plf Net uplift is 1.0E -0.9D = -502 lbs or -314 lbs in ASD No Hold Downs Required Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 93.29 psi OK for dbl 2x6 at ends of walls Allowable load on 5/8 anchors bolt in 2x sill = 2858 lbs shear (NDS Table 11 E) Min Spacing of anchor bolts req'd = 16.7 ft Use 5/8" anchors @ 4' on center Use Segmented Shearwall design for West Exterior Wall Full length = 42 ft Wall Height = 9 ft Length of Full height wall = 36 ft Max Height of opening = % of full height walls = 86% Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 5473 lbs (from seismic load) Uplift Anchorage, T = Vh / CoEL; = 1368 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 152 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing = 386 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 371 plf (2015 SDPWS Table 4.3A) dead load on walls = 108 plf Net uplift is 1.0E -0.9D = -673 lbs or -421 lbs in ASD No Hold Downs Required Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 82.92 psi OK for dbl 2x6 stud at end of wall Allowable load on 5/8" anchors bolt in 2x sill = 2858 lbs shear (NDS Table 11 E) Min Spacing of anchor bolts req'd = 18.8 ft Use 5/8" anchors @ 4' o.c. Use Segmented Shearwall design for North Exterior Wall Full length = 62 ft Wall Height = 9 ft Length of Full height wall = 27 ft Max Height of opening = 0 % of full height walls = 44% Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 5473 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoEL; = 1824 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 203 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing = 386 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 371 plf (2015 SDPWS Table 4.3A) dead load on walls = 108 plf Net uplift is 1.0E -0.9D = -1189 lbs or -743 lbs in ASD No Hold Downs Required Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 110.6 psi OK for dbl 2x6 studs at end of wall Allowable load on 5/8" anchors bolt in 2x sill = 2858 lbs shear (NDS Table 11E) Min Spacing of anchor bolts req'd = 14.1 ft Use 5/8" anchors @ 4' o.c. Use Segmented Shearwall design for South Exterior Wall Full length = 62 ft Wall Height = 9 ft Length of Full height wall = 12 ft Max Height of opening = 0 % of full height walls = 19% Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 4073 lbs (from Seismic load minus 24" portal frame) Uplift Anchorage, T = Vh / CoEL; = 3055 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 339 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing = 386 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 371 plf (2015 SDPWS Table 4.3A) dead load on walls = 108 plf Net uplift is 1.0E -0.9D = 41 lbs or 26 lbs in ASD No Hold Downs Required Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 185.1 psi OK for dbl 2x6 studs at end of wall Allowable load on 5/8" anchors bolt in 2x sill = 2858 lbs shear (NDS Table 11E) Min Spacing of anchor bolts req'd = 8.4 ft Use 5/8" anchors @ 4' o.c. NL Olson & Associates, Inc. PO Box 637 2453 Bethel Ave Port Orchard, 98366 � (360) 876-22844 Description : Wood Beam Design : rear window header Project Title: Engineer: Project ID: Project Descr: Printed 7 APR 2021, 6:27PM Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 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, S = 0.0250 k/ft, Trib= 20.0 ft es►gn Summary D 0.30 S 0.50 Max fb/Fb Ratio = 0.777. 1 fb : Actual : 978.43 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,258.94 psi Load Comb: +D+S 4x8 Max fv/FvRatio = 0.521 : 1 5.0 ft fv : Actual : 89.85 psi at 4.400 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S Max Deflections Max Reactions (k) D L Lr S w E H Transient Downward 0.049 in Left Support 0.75 1.25 Ratio 1226 Right Support 0.75 1.25 LCen I Wood Beam Design : rear qirder option ny Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.078 in Ratio 766 LC: +D+S Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 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, S = 0.0250 k/ft, Trib= 20.0 ft esfgn SummalV D 0.30 S(0_50) Max fb/Fb Ratio= 0.991 : 1 fb : Actual : 1,040.25 psi at 4.000 ft in Span # 1 Fb: Allowable: 1,049.95 psi IMEW Load Comb: +D+S ` 4x12 Max fv/FvRatio - 0.542: 1 8.o ft Span - ------ - -- ------ - - fv :Actual : 93.46 psi at 0.000 ft in S an # 1 -_ Fv: Allowable: 172.50 psi Load Comb: +D+S Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.086 in Left Support 1.20 2.00 Ratio 1118 Right Support 1.20 2.00 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.137 in Ratio 699 LC: +D+S Total Upward 0.000 in Ratio 9999 LC: NL Olson & Associates, Inc. PO Box 637 2453 Bethel Ave Port Orchard, 98366 � (360) 876-22844 Wood Beam Design : garage header Project Title: Engineer: Project ID: Project Descr: Printed 7 APR 2021, 6 27P Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x12, GLIB, Fully Unbraced Ratio Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F -V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx Applied Loads LC: Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 20.0 ft Design Summary D(0.30; Max fb/Fb Ratio = 0.464: 1 Design Summary fb : Actual : 1,222.32 psi at 4.625 ft in Span # 1 awn� Fb: Allowable: 2,633.09 psi 550.37 psi at 3.750 ft in Span # 1 Load Comb: +D+S 3.5 M fv /F R' = 1 Load Comb: 1,800.0 ksi Density 31.210 pcf 950.0 ksi ax v atio 0.341 . 9.250 ft fv : Actual : 103.95 psi at 8.263 ft in Span # 1 Fv : Allowable: 304.75 psi Load Comb: +D+S Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.091 in Left Support 1.39 2.31 Ratio 1216 Right Support 1.39 2.31 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Wood Beam Design : front entry beam Total Downward 0.146 in Ratio 760 Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending LC: +D+S Total Upward 0.000 in Ratio 9999 Fv 150 psi Ebend- xx LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Ratio 908 Using Allowable Stress Design with ASCE 7-16 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 Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.439. 1 D o.07s0s c — — fb : Actual : 550.37 psi at 3.750 ft in Span # 1 "��® Fb: Allowable: 1,252.93 psi Load Comb: +D+S 4x8 Max fv/FvRatio = 0.216: 1 7.50 ft fv : Actual : 37.24 psi at 0.000 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.062 in Left Support 0.28 0.47 Ratio 1453 Right Support 0.28 0.47 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: 1300 ksi Density 26.84 pcf 470 ksi Total Downward 0.099 in Ratio 908 LC: +D+S Total Upward 0.000 in Ratio 9999 LC: NL Olson & Associates, Inc. Project Title: PO Box 637 Engineer: 2453 Bethel Ave Port Orchard, WA 98366 Project ID: Project Descr: +� (360) 876-2284 Max Deflections Printed7APR 2021, &27PM = 0.749. 1 F10� t�Ic1t1��Ott�4 fb : Actual : 865.53 psi at Wood Beam Design : front window header Fb : Allowable: 1,156.25 psi Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced +D+S Using Allowable Stress Design with ASCE 7-16 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 3.5x12 Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 20.0 ft Design Summary Max Deflections Max fb/Fb Ratio = 0.749. 1 fb : Actual : 865.53 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,156.25 psi Ratio Load Comb: +D+S LC: S Only Max fv/FvRatio = 0.481 : 1 Transient Upward fv : Actual : 83.03 psi at 5.240 ft in Span # 1 Fv: Allowable: 172.50 psi Ratio Load Comb: +D+S LC: Max Reactions (k) D L Lr S w E Left Support 0.90 1.50 Right Support 0.90 1.50 Wood Beam Design : living room ridge H Transient Downward 0.049 in Total Downward 0.078 in Ratio 1474 Ratio 921 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F -V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi Applied Loads 3.5x12 Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 7.0 ft Design Summary Max Deflections Max fb/Fb Ratio = 0.528: 1 fb : Actual : 1,280.00 psi at 8.000 ft in Span # 1 Fb : Allowable: 2,423.02 psi Ratio Load Comb: +D+S LC: S Only Max fv/FvRatio = 0.231 : 1 Transient Upward fv : Actual : 70.40 psi at 0.000 ft in Span # 1 Fv: Allowable: 304.75 psi Ratio Load Comb: +D+S LC: Max Reactions (k) D L Lr S w E Left Support 0.84 1.40 Right Support 0.84 1.40 Mo. 1050) S(0.1750) 3.5x12 16.0 ft Max Deflections H Transient Downward 0.286 in Total Downward 0.458 in Ratio 671 Ratio 419 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: NL Olson & Associates, Inc. PO Box 637 2453 Bethel Ave Port Orchard, 98366 � (360) 876-22844 Printed 7 APR 2021, 6 27PM Ie, 9Q90"Qis.eW f�& MIS vi!irihi k1#§dALC_ IW 19A3:202n Biillrl 12 2b 8 2d Project Title: Engineer: Project ID: Project Descr: Wood Beam Design : livinq room beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 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 Unit Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.188: 1 fb : Actual : 236.78 psi at 2.750 ft in Span # 1 Fb : Allowable: 1,257.80 psi Load Comb: +D+S Max fv/FvRatio = 0.119: 1 fv : Actual : 20.46 psi at 0.000 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S Max Reactions (k) D L Lr S Left Support 0.17 0.28 Right Support 0.17 0.28 5.50 ft Max Detlections W E H Transient Downward 0.014 in Ratio 4607 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Wood Beam Design : livinq room ridge support Total Downward 0.023 in Ratio 2879 Design Summary LC: +D+S Total Upward 0.000 in Ratio 9999 Fb: Allowable: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 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 0.060 in Point: D = 0.90, L = 1.40 k @ 3.0 ft Design Summary LC: +D+L Max fb/Fb Ratio = 0.823: 1 fb : Actual : 829.47 psi at Fb: Allowable: 1,007.73 psi Load Comb: +D+L Max fv/FvRatio = 0.355: 1 fv : Actual : 53.28 psi at Fv: Allowable: 150.00 psi Load Comb: +D+L Max Reactions (k) D L Lr Left Support 0.45 0.70 Right Support 0.45 0.70 3.000 ft in Span # 1 p 4x10 a 0.000 ft in Span # 1 6.0 ft S W E H Transient Downward 0.036 in Ratio 1974 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.060 in Ratio 1202 LC: +D+L Total Upward 0.000 in Ratio 9999 LC: APPENDIX Vendor Supplied Information 'a Technical Topics 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 SECTION Header to jack -stud Extent of header with double portal frames (two braced wall panels) strap per wind design min. 1000 Ibf on both Extent of header with single portal frame (one braced wall panels) sides of opening opposite side of —2' to 18' rough width of opening sheathing for single or double portal •-� Fasten kin stud to Pony -- - - header wit6 16D wall sinkers height : Fasten top plate to �'• header with two rows of 16d sinker nails at 3" o.c. typ Min. 3/8" wood Fasten sheathing to header with 8d common or structural panel 12' galvanized box nails of 3" grid pattern as shown X. sheathing max total Header to lack -stud strap per wind design. If needed, Panel splice wall Min 1000 Ibf on both sides of opening opposite edges shall occur over and be nailed to height side of sheathing. common blocking 10' Min. double 2x4 framing covered with min 3/8" within middle 24" of portal -leg height. One max thick wood structural panel sheathing with 5 row of 3" o.c. nailing height 8d common or galvanized box nails at 3" o.c. in all framing (studs, blocking, and sills) typ. is re uired in each q panel edge. Typical portal frame Min length of panel per table 1 construction Min double 2x4 post (king and jack stud). Min (2) 3500 Ib strap -type hold-downs Number of jack studs (embedded into concrete and nailed into framing) per IRC tables R602.7(1) 8 (2). Min reinforcing of foundation, one #4 bar top and bottom of footing. Lap bars 15" min. 1,_ I: The strap hold-down I may be located on the backside of the 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) Shearo,' (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 wind -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 CUREE 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. TT -100H 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. We have field representatives in many major U.S. cities and in Canada who can help answer questions involving , APA trademarked products. For additional assistance in specifying engineered wood products; contact us APA HEADQUARTERS: 7011 So. 19th St. ■ Tocomo, Washington 98466 (253) $65-6600 ■ Fax: (253) 565-7265 Form No. TTA 0011 APA PRODUCT suPPORIf HELP DESK: (253) 620.7400 ■ E-mail: helpQapawood.oig Revised May 2020 DISCLAIMER: The information contained herein is based on APA — The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive Meld experience. Neither APA nor its members make any warranty, expressed or implied, or assume any legal, liability or responsibility'for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your All" Ajjlj� local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. AS Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility for product performance or designs as actually constructed. © 2020 APA — The Engineered Wood Association