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Pal W 10 NHD #I-949-O_AnalysisGravity and Lateral Analysis for NHD #I-949-0 10726 Palisades St SE Yelm, WA for GNS Construction PO BOX 1750 Eatonville, WA 98328 by N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 NL0911789-21 .. CdA Al. A September -21 Scope of Work: Vertical and Lateral Engineering for new 2 -Story Plan Matcarinic- 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: fc = 2500 psi Design Assumptions: Foundation Bearing: 1500 psf Design Wind: 110 MPH 3 sec gust Exp B Seismic Zone D2 SS = 129% S, = 46.6% Site Class: D Snow Load: 20 psf Ground CONTENTS: Page 1-2 Basic Design Criteria/Dimensions Page 3-4 Lateral Loads Page 5 Roof Diaphragm Page 6-9 Shear wall Analysis Page 10-17 Beam Analysis Page 18-23 Post & Footing Pad Analysis Page 24-25 Retaining Wall Analysis Page 26-28 Floor Joist Analysis Basic Design Criteria Basic Wind Speed = 110 mph Seismic design category = D Site Class = D Ss = 129% S, = 46.6% Ground Snow Load = 20 psf Importance Factor, Seismic IE = 1.0 Importance Factor, Snow IS = 1.0 Importance Factor, Wind IW = 1.0 Dead Loads 2nd Floor = 12 psf (2.1 joists, 2.2 GWB, 2.3 sheathing, 3 finish, 1 beams, 1.4 miscellaneous) Wall = 13.5 psf (12 sheathing, studs, gypboard, insulation, siding) Roof = 15 psf (3 roofing, 1.5 sheathing, 3 insulation, 2.2 GWB, 2.2 truss, 3.1 misc.) Live Loads Floor Live Load, Lf = 40 psf Roof Live Load, Lr = 25 psf Snow Loads Ce = 1.0 for Partially exposed roof in exposure B (ASCE 7-16 Table 7-2) Ct = 1 (ASCE 7-16 Table 7-3) Pf = 0.7CeCtlsp9 = 14 psf (ASCE 7-16 Eq 7-1) CS = 1.0 PS = CSpf = 14 psf Use 20 psf (ASCE 7-16 Figure 7-2) Check Footing Load Trib Floor = 8.25 ft Total Load (D+L+S) = 1336 plf Trib Roof = 19.75 ft F000ting Width = 16 inches Bearing Pressure = 1002 psf Basic Dimensions 26.5 ft 1 8 f 9ft 48 ft 48ft♦ 4 40 ft 10 garage door 01 40 ft Main Roof Slope is 4:12 or 18.4 degrees 9 f Side Elevation 8 ft Front Elevation Plan View Assumed N Wind Loads Main Force resisting System - ASCE7-16 Simplified Method 23. 15. Basic Wind Speed, V = 110 mph Exposure Category = B Building is Enclosed 2a = 6 (ASCE 7-16 Table 26.6-1) Topographic, KZt = 1.00 (ASCE 7-16 26.8.2) Adjustment Factor Lambda = 1.00 psf (EQ 16-35) a= 3 Pnet values shown below are based Cnet from IBC Table 1609.6.2 E -W Diaphragm Design Forces Roof Shear = 6479 lbs Main Floor Shear = 5199 lbs Shearwall Design Forces (ASD) Upper Floor Shear = 3888 lbs Main Floor Shear = 7007 lbs 8.0 psf 8.0 psf 23.5 psf 15.6 psf N -S Diaphragm Design Forces Roof Shear = 5584 lbs Main Floor Shear = 5713 lbs Shearwall Design Forces (ASD) Upper Floor Shear = 3351 lbs Main Floor Shear = 6778 lbs Resisting Moment, Mr = 1922 k -ft Overturning Moment, Mo = 50 k -ft Safety Factor, Fo = 0.91D/W = 34.4 Equivalent lateral force method per ASCE 7-16 Base shear, V =CSW (ASCE 7-16 Eqn 12.8-1) SS = 129% Ct = 0.02 Fa = 1.200 (ASCE 7-16 Table 11.4-1) X = 0.75 SDS = 2/3Sms = 2/3FaSS = 1.029 Ta =Ct h,X = 0.137 sec S, = 46.6% FV = 1.700 (ASCE 7-16 Table 11.4-2) SD1 = 2/3SM, = 2/3F„ S, = 0.528 Seismic Design Category = D R = 6.5 (ASCE 7-16 Table 12.2-1) CS = SDS / (RI) = 0.158 K= 1 Max CS = SD1 /(T R/1) = 0.593 Min CS = 0.044SDS 1 = 0.045 W2 = 43047 lbs (dead load of roof+ floor + 1/2 walls only) W1 = 37056 lbs (dead load of 1/2 walls+floor+garage roof) Wtotal = 80.103 kips Lateral Forces FX = C'X V F2 = 9023 lbs F, = 3655 lbs Base Shear, V = 12.68 kips Stability coefficient, 0 = PXONXhSXCd = 0.024 <0.1 threrefore no Pdelta calculated Resisting Moment, Mr = 1922 k -ft Overturning Moment, Mo = 81.21 k -ft Safety Factor, Fo = 0.6D/0.7E = 20.3 Diaphragm Design Forces (ASD) E = F2 = 6316 lbs E = F, = 2559 lbs Redundancy - 1 st Floor Shear walls USE p = 1.3 Shearwall Design Forces (ASD E = F2 = 6316 lbs E = F,= 8875 lbs Roof Diaphragm Max diaphragm force per ASCE7 12.10.1.1 = 0.4Sps/wX = 17715 lbs Min diaphragm force per ASCE7 12.10.1.1 = 0.2Sps/wx = 8857 lbs 1 1 48 ft 48 ft 40 ft N -S Total Shear Force= 9023 lbs N -S Shear Load = 226 plf Mmax = W L2/8 = 45116 Ib -ft Max Tension in Chord = 940 lbs 2015 SDPWS Table 4.2C Load Case #1 94 plf 7/16" OSB unblocked w/ 8d@6" gives 516 plf OK for 7/16 unblocked w/ 8d nails at 6" edge 94 plf Diaphragm Deflection check 5vL3 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 = 0.009 0.107 0.4 = 0.52 in unblocked diaphrams = 2.5 A = 1.29 in 40 ft N 48 ft 40 ft 113 plf 13 plf Diaphragm Deflection check E -W Total Shear Force= 9023 lbs E -W Shear Load = 188 plf Mmax = W L2/8 = 54139 Ib -ft Max Tension in Chord = 1353 lbs 2015 SDPWS Table 4.2C Load Case #3 7/16 OSB unblocked w/ 8d nail @6" gives 272 plf OK for 7/16 unblocked w/ 8d nails at 6" edge 5vL3 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 = 0.016 0.265 0.4 = 0.68 in unblocked diaphrams = 2.5 A = 1.70 in Use Segmented Shearwall design for North Exterior Upper Wall Full length = 13 ft Wall Height = 9 ft Length of Full height wall = 13 ft Max Height of opening = ft % of full height walls = 100% Shear Resistance Adjustment Factor , Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 4106 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoEL; = 2842 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 316 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @4" edge spacing = 350 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 336 plf (2015 SDPWS Table 4.3A) dead load on walls = 444 plf Net uplift is 0.6W -0.6D = 1111 lbs Use MSTC28 Straps Area of (2) 2x6 studs is 16.5 int, tension/compression stress is 172.3 psi OK for single 2x6 at ends of walls Allowable load on 16d sole plate nails in 2x sill = 163.2 lbs shear (NDS Table 11 N) Min Spacing of nails req'd = 6.2 inches Use 6" Nail Spacing Use Segmented Shearwall design for South Exterior Upper Wall/Garage Wall Full length = 24.5 ft Wall Height = 9 ft Length of Full height wall = 24.5 ft Max Height of opening = % of full height walls = 100% Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 4106 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoEL; = 1508 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 168 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing = 240 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 230 plf (2015 SDPWS Table 4.3A) dead load on walls = 444 plf Net uplift is 0.7E -0.6D = -1755 lbs No Hold Downs Required Area of (2) 2x6 studs is 16.5 int, tension/compression stress is 91.4 psi OK for single 2x6 at ends of walls Allowable load on 5/8 anchors bolt in 2x sill = 1376 lbs shear (NDS Table 11 E) Min Spacing of anchor bolts req'd = 8.2 ft Use 5/8 anchors @ 4' o.c. Use Segmented Shearwall design for East Exterior Upper Wall Full length = 19.25 ft Wall Height = 9 ft Length of Full height wall = 19.25 ft Max Height of opening = % of full height walls = 100% Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 4106 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoEL; = 1919 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 213 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing = 240 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 230 plf (2015 SDPWS Table 4.3A) dead load on walls = 151.5 plf Net uplift is 0.7E -0.6D = 1045 lbs Use STHD14 Hold Downs Area of (2) 2x6 studs is 16.5 int, tension/compression stress is 116.3 psi OK for dbl 2x6 studs at end of wall Allowable load on 16d sole plate nails in 2x sill = 163.2 lbs shear (NDS Table 11 N) Min Spacing of nails req'd = 9.2 inches Use 9" Nail Spacing Use Segmented Shearwall design for West Exterior Upper Wall Full length = 48 ft Wall Height = 9 ft Length of Full height wall = 46 ft Max Height of opening = ft % of full height walls = 96% Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 4106 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoEL; = 803.3 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 89 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing = 240 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 230 plf (2015 SDPWS Table 4.3A) dead load on walls = 151.5 plf Net uplift is 0.6W -0.6D = -1378 lbs No Hold Downs Required Area of (2) 2x6 studs is 16.5 int; tension/compression stress is 4 8.6 8 psi OK for single 2x6 at ends of walls Allowable load on 16d sole plate nails in 2x sill = 163.2 lbs shear (NDS Table 11 N) Min Spacing of nails req'd = 21.9 inches OK For Perscriptive Nailing Portal Frame Shearwall design for Front of Garage Wall Full length = 4 ft Wall Height = 9 ft Length of Full height wall = 4 ft Max Height of opening = % of full height walls = 100% Shear Resistance Adjustment Factor , Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 1026 lbs (from Seismic load) Portal Frame Capacity = 1400 lbs each (TT -100) Use (1) 24" portal frame Use Segmented Shearwall design for West Exterior Lower Wall Full length = 15.67 ft Wall Height = 8 ft Length of Full height wall = 15.67 ft Max Height of opening = % of full height walls = 100% Shear Resistance Adjustment Factor , Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 5769 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoEL; = 2945 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 368 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @3" edge spacing = 450 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 432 plf (2015 SDPWS Table 4.3A) dead load on walls = 259.5 plf Net uplift is 0.6D -0.6W = 1115 lbs Use STHD14 Hold Downs Area of (2) 2x6 studs is 16.5 int, tension/compression stress is 178.5 psi OK for dbl 2x6 studs at end of wall Allowable load on 5/8 anchors bolt in 2x sill = 1376 lbs shear (NDS Table 11 E) Min Spacing of anchor bolts req'd = 3.7 ft Use 5/8 anchors @ 3' o.c. Use Segmented Shearwall design for North Exterior Lower Wall Full length = 16.5 ft Wall Height = 8 ft Length of Full height wall = 16.5 ft Max Height of opening = % of full height walls = 100% Shear Resistance Adjustment Factor, Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 5769 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoEL; = 2797 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 350 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @3" edge spacing = 450 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 432 plf (2015 SDPWS Table 4.3A) dead load on walls = 642 plf Net uplift is W -0.6D = -381 lbs No Hold Downs Required Area of (2) 2x6 studs is 16.5 int, tension/compression stress is 169.5 psi OK for dbl 2x6 studs at end of wall Allowable load on 5/8 anchors bolt in 2x sill = 1376 lbs shear (NDS Table 11 E) Min Spacing of anchor bolts req'd = 3.9 ft Use 5/8 anchors @ 3' o.c. Use Segmented Shearwall design for East Exterior Lower Wall Full length = 25.25 ft Wall Height = 8 ft Length of Full height wall = 25.25 ft Max Height of opening = % of full height walls = 100% Shear Resistance Adjustment Factor , Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 5769 lbs (from Seicmic load) Uplift Anchorage, T = Vh / CoEL; = 1828 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoEL; = 228 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing = 240 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1 -(0.5 -SG)) = 230 plf (2015 SDPWS Table 4.3A) dead load on walls = 259.5 plf Net uplift is 0.6D -0.6W = -1121 lbs No Hold Downs Required Area of (2) 2x6 studs is 16.5 int, tension/compression stress is 110.8 psi OK for dbl 2x6 studs at end of wall Allowable load on 5/8 anchors bolt in 2x sill = 1376 lbs shear (NDS Table 11 E) Min Spacing of anchor bolts req'd = 6.0 ft Use 5/8 anchors @ 4' o.c. NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 360-876-2284 Project ID: Project Descr: Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 8.750 ft Printed 22 SEP 2021, 11 51AM Multiple Simple Beam File: NHD 1- - .e 060020 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 • •ASSOCIATES Description : main level hdrs Design Summary Wood Beam Design : critical hdr Load Comb: Max fb/Fb Ratio = 0.759: 1 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x12, Sawn, Fully Unbraced fb : Actual : 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 Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf 525.0 psi Eminbend - xx 470.0 ksi Applied Loads 850.88 psi at Transient Downward 0.035 in Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 2.0 ft Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 8.750 ft Unif Load: D = 0.01350 k/ft, Trib= 9.0 ft fv : Actual : Unif Load: D = 0.010, L = 0.060 k/ft, Trib= 5.0 ft Design Summary Load Comb: Max fb/Fb Ratio = 0.759: 1 Max Reactions (k) D L Lr fb : Actual : 699.61 psi at 3.000 ft in Span # 1 1.13 Fb: Allowable: 921.80 psi 1.13 Load Comb: +D+L+H Max fv/FvRatio = 0.505: 1 fv : Actual : 75.79 psi at 5.080 ft in Span # 1 Fv: Allowable: 150.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Left Support 0.92 1.95 0.12 Right Support 0.92 1.95 0.12 Wood Beam Design : critical hdr 2 rr :� of.•tis '.'e� c�tc�. ax ueriections 850.88 psi at Transient Downward 0.035 in Ratio 2039 LC: L Only Transient Upward 0.000 in Ratio 9999 fv : Actual : LC: Total Downward 0.052 in Ratio 1386 LC: +D+L+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 bLAIVI 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 Unif Load: D = 0.0150, S = 0.020 k/ft, Trib= 22.50 ft Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 8.0 ft Unif Load: D = 0.01350 k/ft, Trib= 9.0 ft Design Summary Max fb/Fb Ratio = 0.734. 1 fb : Actual : 850.88 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,159.24 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.527: 1 9999 fv : Actual : 90.95 psi at 4.233 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+0.750L+0.750S+H --- Max Reactions (k) D L Lr S W E H Left Support 1.39 0.80 1.13 Right Support 1.39 0.80 1.13 ax uetlections Transient Downward 0.021 in Ratio 2830 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.053 in Ratio 1124 .C: +D+0.750L+0.750S+H Total Upward 0.000 in Ratio 9999 LC: NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 360-876-2284 Project ID: Project Descr: Printed 22 SEP 2021, 11 51 AM Multiple Simple Beam p p File: NHD#1-94 - .eco KW -06002029 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 OLSON & ASSOCIATES Wood Beam Design : interior floor beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x10.5, GLIB, 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 Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 12.50 ft Design Summary Max fb/Fb Ratio = 0.526: 1 D (0.150) L(0.50) --- - - fb : Actual : 1,227.99 psi at 4.500 ft in Span # 1 - - Fb: Allowable: 2,333.21 psi 4 Load Comb: +D+L+H Z� 3.5x10.5 Max fv/FvRatio = 0.363: 1 9.0 ft fv : Actual : 96.31 psi at 0.000 ft in Span # 1 Fv: Allowable : 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.122 in Total Downward 0.159 in Left Support 0.68 2.25 Ratio 884 Ratio 680 Right Support 0.68 2.25 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 : interior floor beam 2 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 Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 12.875 ft Design Summary D(0.1545) L(0.5150) Max fb/Fb Ratio = 0.150: 1 _ fb : Actual : 152.16 psi at 1.375 ft in Span # 1 - Fb: Allowable: 1,014.84 psi Load Comb: +D+L+H Max fv/FvRatio = 0.125: 1 fv : Actual : 18.77 psi at 0.000 ft in Span # 1 r 2.750 ft - Fv: Allowable : 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.002 in Total Downward 0.003 in Left Support 0.21 0.71 Ratio 9999 Ratio 9999 Right Support 0.21 0.71 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: NL Olson & Associates 2453 Bethel Rd Port Orchard, WA 98366 360-876-2284 Multiple Simple Beam Project Title: Engineer: Project ID: Project Descr: Printed 22 SEP 2021, 11.51AM Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 Wood Beam Design : interior floor beam 3 Unif Load: D = 0.010, L = 0.060 k/ft, TO= 5.50 ft Design Summary Ratio Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced 1,120.00 psi at 6.000 ft in Span # 1 Fb : Allowable: 2,376.63 psi Load Comb: Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending 0.232: 1 fv : Actual : Wood Species: Hem -Fir Wood Grade: No.2 Load Comb: +D+L+H 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 = 0,0120, L = 0.040 k/ft, Trib= 12.250 ft esign Summary x(0.1470) L 0.490 Max fb/Fb Ratio = 0.684 ;- fb : Actual : 689.18 psi at 3.000 ft in Span # 1- MR Fb: Allowable: 1,007.73 psi Load Comb: +D+L+H Max fv/FvRatio = 0.441:1 4x10 fv : Actual : 66.11 psi at 5.240 ft in Span # 1 � s.o ft Fv: Allowable: 150.00 psi � Load Comb: +D+L+H Max Deflections -- Max Reactions (k) D L Lr S W E H Transient Downward 0.048 in Total Downward 0.062 in Left Support 0.44 1.47 Ratio 1504 Ratio 1157 Right Support 0.44 1.47 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 : rear deck beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.5x9, GLIB, 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 Unif Load: D = 0.010, L = 0.060 k/ft, TO= 5.50 ft Design Summary Ratio Max fb/Fb Ratio = 0.471 ; 1 fb : Actual : 1,120.00 psi at 6.000 ft in Span # 1 Fb : Allowable: 2,376.63 psi Load Comb: +D+L+H Max fv/FvRatio = 0.232: 1 fv : Actual : 61.60 psi at 11.280 ft in Span # 1 Fv: Allowable: 265.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.33 1.98 Right Support 0.33 1.98 D(0.0550) L(0.330) I in Max Deflections H Transient Downward 0.257 in Total Downward 0.300 in Ratio 559 Ratio 479 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 360-876-2284 Project ID: Project Descr: Printed 22 SEP 2021, 11.51AM I�lultiple Simple Beam File: NHD I- - . KW -06002029 Software copyright ENE RCALC, INC. 1983-2020, Build: 12.20.8.24 OLSON & ASSOCIATES Description : Top floor hdrs _ Wood Beam Design : Critical hdr 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 = 0.020 k/ft, Trib= 22.50 ft Design Summary p�o.337s� s�.450) - ax fb/Fb Ratio = 0.489: -- - - -- fb : Actual : 616.41 psi at 2.000 ft in Span # 1 -q Fb: Allowable: 1,261.25 psiNsAq Load Comb: +D+S+H Max fv/FvRatio = 0.378: 1 4x8 44, fv : Actual : 65.17 psi at 0.000 ft in Span # 1 4.0 ft Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L Lr S W E H Transient Downward 0.018 in Total Downward 0.032 in Left Support 0.68 0.90 Right Support 0.68 0.90 Ratio 2661 Ratio 1520 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : Critical hdr 2 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BFAM bize : 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 = 0.020 k/ft, Trib= 22.50 ft Design Summa - - - -- _ D(0.3375)S(0.450) _ - Max fb/Fb Ratio = 0.545: fb : Actual : 576.00 psi at 3.000 ft in Span # 1 :ry Fb: Allowable: 1,057.13 psi Load Comb: +D+S+H Max fv/FvRatio = 0.362: 1 4x,2 fv : Actual : 62.40 psi at 5.080 ft in Span # 1 6.0 ft Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) g L Lr S W E H Transient Downward 0.024 in Left Support 1.01 1.35 Ratio 2946 Right Support 1.01 1.35 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.043 in Ratio 1683 LC: +D+S+H Total Upward 0.000 in Ratio 9999 LC: NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 360-876-2284 Project ID: Project Descr: Design Summary Printed 22 SEP 2021 11 51 AM Multiple Simple Beam p p File: NHD#1-9 9- .e KW-06002029OLSON Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 & ASSOCIATH Wood Beam Design : Critical hdr 3 Fb: Allowable : 1,006.13 psi Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced +D+S+H 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 = 0.020 k/ft, Trib= 22.50 ft +D+S+H Design Summary DLo.3375) S(o.450 Maxfb/Fb Ratio = 0.690: S W E fb : Actual : 869.23 psi at 2.375 ft in Span # 1 �- - - Fb: Allowable: 1,259.50 psi Right Support Load Comb: +D+S+H 0.32 Max fv/FvRatio = 0.479: 1 4x8 fv : Actual : 82.55 psi at 0.000 ft in Span # 1 4.750 ft Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.036 in Total Downward 0.063 in Left Support 0.80 1.07 Right Support 0.80 1.07 Ratio 1589 Ratio 908 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : garage door 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 = 0.020 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.362: 1 fb : Actual : 364.09 psi at 8.000 ft in Span # 1 Fb: Allowable : 1,006.13 psi Load Comb: +D+S+H Max fv/FvRatio = 0.110: 1 fv : Actual : 18.92 psi at 0.000 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.24 0.32 Right Support 0.24 0.32 D(0.030) S�0.040) 4x12 16.0 ft Max Deflections H Transient Downward 0.110 in Total Downward 0.192 in Ratio 1748 Ratio 998 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 360-876-2284 Project ID: Project Descr: 172.50 psi Printed 22 SEP 2021, 11 51 AM Multiple Simple Beam File: NHD#I- - .e p p a.aa a Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 • • • Wood Beam Design : rear deck roof beams Max Reactions (k) D L Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x12, Sawn, Fully Unbraced Left Support 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 = 0.020 k/ft, Trib= 7.0 ft Design Summary Max fb/Fb Ratio = 0.554: D(0.1050) S(0.140� fb : Actual : 575.24 psi at 5.375 ft in Span # 1 =° Fb: Allowable: 1,038.75 psi IWr Load Comb: +D+S+H 4 4x12 Max fv/FvRatio = 0.240: 1 10.750 ft fv : Actual : 41.47 psi at 9.818 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Transient Downward 0.078 in Total Downward 0.137 in Left Support 0.56 0.75 Ratio 1646 Ratio 940 Right Support 0.56 0.75 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 _ LC: LC: Wood Beam Design : front porch beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x10, 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 = 0.020 k/ft, Trib= 3.50 ft Design Summary --- - Max fb/Fb Ratio = 0.434: 1 D(o.05250) s(o.0701 fb : Actual : 419.93 psi at 6.875 ft in Span # 1Fb: Allowable: 968.03 psi z= Load Comb: +D+S+H 6x10 Max fv/F,/Ratio = 0 124 ' 1 13.750 ft fv : Actual : 21.44 psi at 12.971 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Transient Downward 0.111 in Left Support 0.36 0.48 Ratio 1489 Right Support 0.36 0.48 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.194 in Ratio 851 LC:+D+S+H Total Upward 0.000 in Ratio 9999 LC: NL Olson & Associates 2453 Bethel Rd Port Orchard, WA 98366 360-876-2284 Wood Beam DESCRIPTION: deck joists CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Printed22 SEP 2021, 11 51AM File: NHD #1-949-0. .C, INC. 1983-2020, Build: 12.20.8.24 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Service loads entered. Load Factors will be applied for calculations. Load Combination Set: ASCE 7-16 Width = 1.330 ft Material Properties DESIGN SUMMARY Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem -Fir Fc - Perp 405.0 psi Wood Grade ; No.2 Fv 150.0 psi 419.57 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing ; Beam is Fully Braced against lateral -torsional buckling 850.00 psi Fv: Allowable D(0.0133) L(0.0798) 150.00 psi Load Combination 2x12 Span = 9.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY -• • Maximum Bending Stress Ratio = 0.494 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 419.57 psi fv: Actual = 32.69 psi Fb: Allowable = 850.00 psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.875ft Location of maximum on span = 8.825 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.071 in Ratio= 1658 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.082 in Ratio= 1421 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 _ Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.078 0.035 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.16 59.94 765.00 0.05 4.67 135.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.494 0.218 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.11 419.57 850.00 0.37 32.69 150.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.310 0.137 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.87 329.66 1062.50 0.29 25.68 187.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.026 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 35.96 1360.00 0.03 2.80 240.00 Overall Maximum Deflections Load Combination Span Max. "- Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0823 4.911 0.0000 0.000 NL Olson & Associates 2453 Bethel Rd Port Orchard, WA 98366 360-876-2284 Project Title: Engineer: Project ID: Project Descr: Printed 22 SEP 2021, 11 51 AM Wood BeamFile: NHD #1- 4 -O.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 KW -06002029 OLSON & ASSOCIATEI: DESCRIPTION: deck joists Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.454 0.454 Overall MINimum 0.389 0.389 D Only 0.065 0.065 +D+L 0.454 0.454 +D+0.750L 0.357 0.357 +0.60D 0.039 0.039 L Only 0.389 0.389 Values in KIPS NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 360-876-2284 Project ID: Project Descr: Ak! 4W I Printed 22 SEP 2021 11 51AM General FootingFile: NHD #1- - .ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 DESCRIPTION: rear deck pad Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 31122.0 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 /o 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 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 2.0 ft Length parallel to Z -Z Axis = 2.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis = Height = Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X -X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z -Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads D in in in 3.0 in 3.0 # 4 3.0 # 4 n/a n/a n/a X 3-N48ers 4 3-#4 Bars X -X Section Looking to +Z Lr L S W E H P: Column Load = 0.890 1.980 0.750 k OB : Overburden = ksf M-xx = k -ft M-zz = k -ft V -x = k V -z = k General Footing Project Title: Engineer: Project ID: Project Descr: Printed 22 SEP 2021, 11 51 AM Software copyright ENERCALC, INC. 1983-2020, Build: 12,20.8.24 DESCRIPTION: rear deck pad NL Olson & Associates 2453 Bethel Rd Port Orchard, WA 98366 360-876-2284 DESIGN SUMMARY General Footing Project Title: Engineer: Project ID: Project Descr: Printed 22 SEP 2021, 11 51 AM Software copyright ENERCALC, INC. 1983-2020, Build: 12,20.8.24 DESCRIPTION: rear deck pad DESIGN SUMMARY Design • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5863 Soil Bearing 0.8794 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 0.04904 Z Flexure (+X) 0.5764 k-ft/ft 11,753 k-ft/ft +1,20D+1.60L+0.50S PASS 0.04904 Z Flexure (-X) 0.5764 k-ft/ft 11.753 k-ft/ft +1.20D+1.60L+0,50S PASS 0,04904 X Flexure (+Z) 0.5764 k-ft/ft 11.753 k-ft/ft +1.20D+1.60L+0.50S PASS 0.04904 X Flexure (-Z) 0.5764 k-ft/ft 11.753 k-ft/ft +1,20D+1.60L+0.50S PASS 0.03118 1 -way Shear (+X) 2.562 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.03118 1 -way Shear (-X) 2.562 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.03118 1 -way Shear (+Z) 2.562 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0,03118 1 -way Shear (-Z) 2.562 psi 82.158 psi +1.20D+1.60L+0.50S PASS 0.07410 2 -way Punching 12.176 psi 164.317 psi +1.20D+1.60L+0.50S 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 0.3675 0.3675 n/a n/a 0.245 X -X, +D+L 1.50 n/a 0.0 0.8625 0.8625 n/a n/a 0.575 X -X, +D+S 1.50 n/a 0.0 0.5550 0,5550 n/a n/a 0.370 X -X, +D+0.750L 1.50 n/a 0.0 0,7388 0.7388 n/a n/a 0.493 X -X. +D+0,750L+0.750S 1.50 n/a 0.0 0.8794 0.8794 n/a n/a 0.586 X -X, +0.60D 1.50 n/a 0.0 0.2205 0.2205 n/a n/a 0.147 Z -Z, D Onlv 1.50 0.0 n/a n/a n/a 0.3675 0.3675 0.245 Z -Z, +D+L 1.50 0.0 n/a n/a n/a 0.8625 0.8625 0.575 Z -Z. +D+S 1.50 0.0 n/a n/a n/a 0.5550 0.5550 0.370 Z -Z, +D+0.750L 1.50 0.0 n/a n/a n/a 0.7388 0.7388 0.493 Z -Z, +D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 0.8794 0.8794 0.586 Z -Z. +0,60D 1.50 0.0 n/a n/a n/a 0.2205 0.2205 0.147 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^2 k -ft X -X, +1.40D 0,1558 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1.40D 0.1558 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1.20D+1.60L 0.5295 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1.20D+1.60L 0.5295 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1,20D+1.60L+0.50S 0.5764 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1.20D+1.60L+0.50S 0.5764 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1.20D+L 0.3810 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1.20D+L 0.3810 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1,20D 0.1335 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X. +1.20D 0.1335 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1,20D+L+1,60S 0.5310 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X, +1.20D+L+1.60S 0.5310 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 360-876-2284 Project ID: Project Descr: Printed. 22 SEP 2021, 11 51AM General Footing File: NHD#1- 9-9.49 Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8,24 DESCRIPTION: rear deck pad 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^2 k -ft X -X, +1.20D+1.60S 0.2835 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X. +1.20D+1,60S 0.2835 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X -X. +1,20D+L+0.50S 0.4279 +Z Bottom 0.2592 Min Temq % 0.30 11.753 OK X -X, +1.20D+L+0.50S 0.4279 -Z Bottom 0.2592 Min Temq % 0.30 11.753 OK X -X, +0,90D 0.1001 +Z Bottom 0.2592 Min Temq % 0.30 11.753 OK X -X, +0.90D 0.1001 -Z Bottom 0.2592 Min Temq % 0.30 11.753 OK X -X, +1.20D+L+0,20S 0.3998 +Z Bottom 0.2592 Min Temq % 0.30 11.753 OK X -X. +1.20D+L+0,20S 0.3998 -Z Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z. +1.40D 0.1558 -X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z, +1.40D 0.1558 +X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z, +1,20D+1.60L 0.5295 -X Bottom 0.2592 Min Temp % 0.30 11.753 OK Z -Z, +1,20D+1.60L 0.5295 +X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z, +1,20D+1.60L+0.50S 0.5764 -X Bottom 0.2592 Min Temp % 0.30 11.753 OK Z -Z. +1.20D+1,60L+0.50S 0.5764 +X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z. +1.20D+L 0.3810 -X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z. +1.20D+L 0.3810 +X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z, +1.20D 0.1335 -X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z, +1,20D 0.1335 +X Bottom 0.2592 Min Temp % 0.30 11.753 OK Z -Z, +1,20D+L+1,60S 0.5310 -X Bottom 0.2592 Min Temp % 0.30 11.753 OK Z -Z, +1,20D+L+1,60S 0.5310 +X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z. +1.20D+1,60S 0.2835 -X Bottom 0,2592 Min Temq % 0.30 11.753 OK Z -Z. +1.20D+1.60S 0.2835 +X Bottom 0.2592 Min Temp % 0.30 11.753 OK Z -Z. +1.20D+L+0.50S 0.4279 -X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z. +1.20D+L+0.50S 0.4279 +X Bottom 0.2592 Min Temq % 0.30 11,753 OK Z -Z. +0.90D 0,1001 -X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z. +0.90D 0.1001 +X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z. +1.20D+L+0.20S 0.3998 -X Bottom 0.2592 Min Temq % 0.30 11.753 OK Z -Z. +1,20D+L+0.20S 0.3998 +X Bottom 0.2592 Min Temq % 0.30 11.753 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.69 qsi 0.69 psi 0.69 psi 0.69 Dsi 0.69 qsi 82.16 qsi 0.01 OK +1,20D+1.60L 2.35 Dsi 2.35 Dsi 2.35 qsi 2.35 qsi 2.35 psi 82,16 psi 0.03 OK +1,20D+1.60L+0.50S 2.56 Dsi 2.56 qsi 2.56 qsi 2.56 qsi 2.56 qsi 82.16 qsi 0.03 OK +1,20D+L 1.69 qsi 1.69 qsi 1.69 psi 1,69 qsi 1,69 qsi 82,16 qsi 0.02 OK +1.20D 0.59 qsi 0.59 qsi 0.59 psi 0.59 qsi 0.59 Dsi 82.16 Dsi 0.01 OK +1.20D+L+1.60S 2,36 Dsi 2,36 qsi 2.36 Dsi 2,36 Dsi 2.36 qsi 82.16 qsi 0.03 OK +1.20D+1.60S 1.26 Dsi 1,26 Dsi 1.26 Dsi 1.26 Dsi 1.26 qsi 82.16 qsi 0.02 OK +1.20D+L+0.50S 1.90 Dsi 1.90 qsi 1.90 Dsi 1.90 qsi 1.90 qsi 82,16 qsi 0.02 OK +0.90D 0.45 Dsi 0.45 qsi 0.45 qsi 0.45 qsi 0.45 qsi 82,16 Dsi 0.01 OK +1.20D+L+0.20S 1.78 Dsi 1.78 Dsi 1.78 psi 1.78 qsi 1.78 qsi 82,16 Dsi 0.02 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 3.29 qsi 164.32Dsi 0.02003 OK +1.20D+1.60L 11.19 qsi 164.32Dsi 0.06808 OK +1.20D+1.60L+0.50S 12.18 Dsi 164.32Dsi 0,0741 OK +1.20D+L 8.05 Dsi 164.32Dsi 0.04899 OK +1.20D 2.82 Dsi 164.32Dsi 0.01716 OK +1.20D+L+1.60S 11.22 asi 164.32Dsi 0.06827 OK +1.20D+1.60S 5.99 asi 164.32Dsi 0.03645 OK +1,20D+L+0.50S 9,04 Dsi 164.32osi 0.05501 OK +0.90D 2.12 Dsi 164.32Dsi 0.01287 OK +1.20D+L+0.20S 8.45 Dsi 164.32 Dsi 0,0514 OK NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 Project ID: 360-876-2284 Project Descr: Printed 22 SEP 2021, 11 51AM General Footing File: NHD#I-94 -0.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12,20.8.24 .• . •FA DESCRIPTION: pad under girder truss Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 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 = Analysis Settings 0.750 Increases based on footing Depth Min Steel % Bending Reinf. = Footing base depth below soil surface = Allowress, increase per foot of depth = ft 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 = ksf Add Pedestal Wt for Soil Pressure No when max, length or width is greater than Use Pedestal wt for stability, mom & shear No ft Dimensions Width parallel to X -X Axis = Length parallel to Z -Z Axis = Footing Thickness = Pedestal dimensions... px ; parallel to X -X Axis = pz ; parallel to Z -Z Axis = Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X -X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z -Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 2.50 ft 2.50 ft 10.0 in in in in 3.0 in 3.0 # 4 3.0 # 4 n/a n/a n/a X z 3-#4Bars X -X Section Looking to +Z D Lr L S W E H P: Column Load = 3.230 4.30 k OB ; Overburden = ksf M-xx = k -ft M-zz = k -ft V -x = k V -z = k NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 Project ID: Project Descr: 360-876-2284 Printed 22 SEP 2021, 11 51AM General Footing File: NHD #1- 4 - .ec6 KW -06002029 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 OLSON & ASSOCIATES DESCRIPTION: pad under girder truss DESIGN SUMMARY Design Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8840 Soil Bearing 1.326 ksf 1.50 ksf +D+S 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 0.1840 Z Flexure (+X) 1.345 k-ft/ft 7.306 k-ft/ft +1.20D+1,60S PASS 0.1840 Z Flexure (-X) 1.345 k-ft/ft 7.306 k-ft/ft +1,20D+1,60S PASS 0,1840 X Flexure (+Z) 1.345 k-ft/ft 7,306 k-ft/ft +1,20D+1.60S PASS 0.1840 X Flexure (-Z) 1.345 k-ft/ft 7.306 k-ft/ft +1,20D+1.60S PASS 0.1683 1 -way Shear (+X) 13,829 psi 82.158 psi +1,20D+1.60S PASS 0.1683 1 -way Shear (-X) 13.829 psi 82.158 psi +1.20D+1.60S PASS 0.1683 1 -way Shear (+Z) 13.829 psi 82.158 psi +1.20D+1,60S PASS 0,1683 1 -way Shear (-Z) 13.829 psi 82.158 psi +1.20D+1,60S PASS 0.3147 2 -way Punching 51.717 psi 164.317 psi +1.20D+1.60S 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 0.6376 0.6376 n/a n/a 0.425 X -X, +D+S 1,50 n/a 0.0 1.326 1.326 n/a n/a 0.884 X -X, +D+0.750S 1.50 n/a 0.0 1.154 1.154 n/a n/a 0.769 X -X, +0.60D 1.50 n/a 0.0 0.3826 0.3826 n/a n/a 0.255 Z -Z, D Onlv 1.50 0.0 n/a n/a n/a 0.6376 0.6376 0.425 Z -Z, +D+S 1.50 0.0 n/a n/a n/a 1.326 1.326 0.884 Z -Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.154 1.154 0.769 Z -Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3826 0.3826 0,255 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 in12 in^2 in"2 k -ft X -X, +1,40D 0.5653 +Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +1.40D 0.5653 -Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +1.20D 0.4845 +Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +1,20D 0.4845 -Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +1.20D+0.50S 0.7533 +Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +1.20D+0.50S 0.7533 -Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +1,20D+1,60S 1.345 +Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +1.20D+1,60S 1.345 -Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +0.90D 0.3634 +Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +0.90D 0.3634 -Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X, +1.20D+0.20S 0.5920 +Z Bottom 0.2160 Min Temp % 0.240 7.306 OK X -X. +1.20D+0.20S 0.5920 -Z Bottom 0.2160 Min Temp % 0.240 7.306 OK Z -Z. +1.40D 0.5653 -X Bottom 0.2160 Min Temp % 0.240 7.306 OK Z -Z, +1.40D 0.5653 +X Bottom 0.2160 Min Temp % 0.240 7.306 OK Z -Z, +1.20D 0.4845 -X Bottom 0.2160 Min Temp % 0.240 7.306 OK Z -Z, +1.20D 0.4845 +X Bottom 0.2160 Min Temp % 0.240 7.306 OK NL Olson & Associates Project Title: 2453 Bethel Rd Engineer: Port Orchard, WA 98366 360-876-2284 Project ID: Project Descr: Printed 22 SEP 2021, 11 51AM General Footing File: NHD I- 49-O.ec6 KW -06002029 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 OLSON & ASSOCIATES DESCRIPTION: pad under girder truss 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^2 k -ft Z -Z, +1.20D+0.50S 0.7533 -X Bottom 0.2160 Min Temp % 0.240 7.306 OK Z -Z, +1.20D+0.50S 0.7533 +X Bottom 0.2160 Min Temq % 0.240 7.306 OK Z -Z, +1.20D+1.60S 1.345 -X Bottom 0.2160 Min Temq % 0.240 7.306 OK Z -Z, +1.20D+1.60S 1.345 +X Bottom 0.2160 Min Temq % 0.240 7.306 OK Z -Z, +0.90D 0.3634 -X Bottom 0.2160 Min Temq % 0.240 7.306 OK Z -Z, +0.90D 0,3634 +X Bottom 0.2160 Min Temq % 0.240 7.306 OK Z -Z, +1.20D+0.20S 0,5920 -X Bottom 0.2160 Min Temq % 0.240 7.306 OK Z -Z, +1.20D+0.20S 0.5920 +X Bottom 0.2160 Min Temp % 0,240 7,306 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 5.81 Dsi 5.81 Dsi 5.81 psi 5.81 qsi 5.81 psi 82.16 psi 0.07 OK +1.20D 4.98 psi 4.98 nsi 4.98 psi 4.98 Dsi 4.98 psi 82.16 psi 0.06 OK +1.20D+0.50S 7.75 psi 7.75 psi 7.75 psi 7.75 psi 7.75 osi 82,16 psi 0.09 OK +1.20D+1.60S 13.83 psi 13.83 qsi 13.83 psi 13.83 qsi 13.83 psi 82.16 Dsi 0.17 OK +0.90D 3,74 qsi 3.74 psi 3.74 Dsi 3,74 psi 3.74 psi 82.16 psi 0.05 OK +1.20D+0.20S 6.09 Dsi 6,09 qsi 6.09 psi 6.09 Dsi 6.09 psi 82.16 osi 0.07 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 21.74 Dsi 164.32 Dsi 0.1323 OK +1.20D 18.64 Dsi 164.32Dsi 0.1134 OK +1.20D+0.50S 28.97 Dsi 164.32Dsi 0.1763 OK +1.20D+1.60S 51.72 osi 164.32Dsi 0.3147 OK +0.90D 13.98 Dsi 164.32Dsi 0.08506 OK +1.20D+0.20S 22.77 Dsi 164.32osi 0.1386 OK NL Olson & Associates, Inc. 2453 Bethel Ave Port Orchard, WA 98366 (360) 876-2284 Title NHD #1-949-0 Page: Job # 11789 Dsgnr: KMK Date: SEP 21,2021 Description.... Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 This Wall in File: \\server-hostlnlo projects111789 GNS Con: Registration#: RP -1166795 RP9.27 Restrained Retaining Wall Design Criteria Retained Height = 9.00 ft Wall height above soil = 0.00 ft Total Wall Height = 9.00 ft Top Support Height = 9.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Uniform Lateral Load Applied to Stem 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 = 0.350 Soil height to ignore 0.00 ft for passive pressure = 12.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Allowable = 1,500 psf Soil Pressure Less Than Allowable Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding &Overturning Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Tod = 0.00 ft Footing Width = 0.00 ft Used for Sliding &Overturning ...Height to Bottory = 0.00 ft Eccentricity = 0.00 in Axial Load Applied to Stem The above lateral load has been increased 1.00 Wall to Ftg CL Dist = Footing Type 0.00 ft Line Load Axial Dead Load = 72.0 lbs by a factor of 1.3 psi OK Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 1.0 psf at Back of Wall Rebar Spacing = Axial Load Eccentricity = 0.0 in 12.00 in 12.00 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 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 Design Data Design Summary Concrete Stem Construction fb/FB + fa/Fa = Total Bearing Load = 2,695 lbs Thickness = 8.00 in Fy = 60,000 psi Mu .... Actual = ...resultant ecc. = 1.51 in Wall Weight = 100.0 psf fc = 2 500p si Soil Pressure @ Toe = 1,078 psf OK Stem is FREE to rotate at top of footing 3,387.6 ft-# Soil Pressure @ Heel = 1,078 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable @ Top Support Mmax Between Top & Base @ Base of Wall ACI Factored @ Toe = 904 psf ACI Factored @Heel = 1,683 psf Stem OK Stem OK Stem OK Footing Shear @Toe = 3.6 psi OK Design Height Above Ftc = 9.00 ft 3.80 ft 0.00 ft Footing Shear @ Heel = 1.3 psi OK Rebar Size = # 4 # 4 # 4 Allowable = 75.0 psi Rebar Spacing = 12.00 in 12.00 in 12.00 in Reaction at Top = 607.4 lbs Rebar Placed at = Center Center Center Reaction at Bottom = 1,638.8 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Design Data _ fb/FB + fa/Fa = 0.000 0.994 0.000 Sliding Calcs Slab Resists All Sliding ! = Lateral Sliding Force 1,638.8 lbs Mu .... Actual = 0.0 ft-# 3,366.5 ft-# 0.0 ft-# Mn * Phi..... Allowable = 3,387.6 ft-# 3,387.6 ft-# 3,387.6 ft-# Shear Force @ this height = 971.9 lbs 1,938.1 lbs Shear..... Actual = 20.25 psi 40.38 psi Shear..... Allowable = 100.00 psi 75.00 psi Load Factors Rebar Lap Required = 18.72 in 18.72 in Building Code Hooked embedment into footing = 8.40 in Dead Load 1.200 Other Acceptable Sizes & Spacings: Live Load Earth, H 1.600 1.600 Toe: None Spec'd -or- Not req'd, Mu < S * Fr Wind, W 1.600 Heel: None Spec'd -or- Not req'd, Mu < S * Fr Seismic, E 1.000 Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on NL Olson & Associates, Inc. 2453 Bethel Ave Port Orchard, WA 98366 (360) 876-2284 Title NHD #1-949-0 Page: Job # 11789 Dsgnr: KMK Date: SEP 21,2021 Description.... This Wall in File: \\serve r-host\n I o projects\11789 GNS Con: Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP -1166795 RP9.27 Restrained Retaining Wall Design Footing Strengths & Dimensions Toe Width = 0.50 ft Heel Width = 2.00 Total Footing Wiclft = 2.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 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 Toe Heel Factored Pressure = 904 1,683 psf Mu' : Upward = 119 1,219 ft-# Mu': Downward = 31 1,216 ft-# Mu: Design = 89 -3 ft-# Actual 1 -Way Shear = 3.61 1.25 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 = 72.0 lbs 0.83 ft 60.0ft-# Soil Over Toe = 27.5 lbs 0.25 ft 6.9ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 900.0 lbs 0.83 ft 750.0ft-# Soil Over Heel = 1,320.0lbs 1.83 ft 2,420.Oft-# Footing Weight = 375.0 lbs 1.25 ft 469.3ft-# Total Vertical Force = 2,694.5 lbs Moment = 3,706.1 ft-# Net Mom. at Stem/Ftg Interface = -338.0 ft-# Allow. Mom. @ Stem/Ftg Interface = 2,117.3 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 1,077.8 psf DESIGNER NOTES: MEMBER REPORT PASSED Level, main floor cant. jst 2 piece(s) 117/8" TJ1@ 110 @ 16" OC Overall Leng,h: 18'1" C, i o 166" 1 1❑ 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3746 @ 16' 11 1/4" 4451 (3.50") Passed (84%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 3534 @ 171" 3588 Passed (98%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 2100 @ 7' 11 7/8" 6320 Passed (33%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.169 @ 8'6 7/8" 0.418 1 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.187 @ 8'4 1/4" 0.836 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) TJ-ProT"' Rating 53 Any Passed -- -- - v...l l...,U VII �I I�cIiV. LL �L,'TUV) OIIV IL IL, LTV. • Overhang deflection criteria: LL (2L/480) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT"' Rating include: None. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories I - Stud wall - HF 3.50" 2.25" 1.75" 97 457 -35 55405 1 1/4" Rim Board i - Stud wall - HF 3.50" 3.50" 3.50" 1821 509 1925 4255 Blocking Rim Board is assumed to carry all loads applied directly above it, bypassing the member beino desianed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments fop Edge (Lu) 5' 7" o/c 3ottom Edge (Lu) 7' 3" o/c • 1 J1 Joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Spacing Dead Floor Live Snow (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 18' 1" 16" 12.0 40.0 Default Load 2 - Point (lb) 18' N/A 208 - - 3 - Point (lb) 17' 3" N/A 1420 1890 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-Iibrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 9/22/20214:44:39 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 11789 Page 1 / 1 Job Notes Kyle Knoll NL Olson and Associates (360) 876-2284 kknoll@nlolson.com ® MEMBER REPORT PASSED Level, Main floor cant joist 1 piece(s) 117/8" T]I@ 110 @ 16" OC Over-all Leng,h: 18' 1" 16' 6' u All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 1 + 0 Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 573 @ 2 1/2" 1041 (2.25") Passed (55%) 1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs) 560 @ 3 1/2" 1560 Passed (36%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft -lbs) 2311 @ 8' 4 1/2" 3160 Passed (73%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.313 @ 8'6 7/8" 1 0.418 Passed (L/641) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.387 @ 8'6 1/16" 0.836 Passed (L/519) -- 1.0 D + 1.0 L (Alt Spans) T3-ProT"' Rating 41 Any Passed -- -- - • Overhang deflection criteria: LL (2L/480) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edger Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTm Rating include: None. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor live Total Accessories 1 - Stud wall - HF 3.50" 2.25" 1.75" 123 457 580 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 3.50" 3.50" 374 509 883 1 Blocking Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral _Bracing Bracing Intervals Comments Top Edge (Lu) 3'8" o/c Bottom Edge (Lu) 7' 4" o/c • "r joists are omy anaiyzea using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Dead Floor Live Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 18' 1" 16" 12.0 40.0 Default Load 2 - Point (lb) 18' N/A 208 - System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-Iibrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Kyle Knoll NL Olson and Associates (360)876-2284 kknoll@nlolson.com 9/22/20214:46:24 PM UTC \, ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 11789 Page 1 / 1 ft 1 . 'WEB MEMBER REPORT Level, main floor joist 1 piece(s) 117/8" TJI® 110 @ 16" OC Overall Lend h: 17'6" L 16' 9' 1❑ 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. .Design Results Actual @ Location !l!4 d Result LDF Load: Combination (Pattern) Member Reaction (lbs) 594 @ 2 1/2" 1041(2.25") Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 581 @ 3 1/2" 1560 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2480 @ 8'8" 3160 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.327 @ 8'8" 1 0.423 1 Passed (L/621) 1 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.425 @ 8'8" 0.846 Passed (L/478) -- 1.0 D + 1.0 L (All Spans) TI-ProT"' Rating 40 40 Passed I-- • LMIMLLIUII LFIMFld: LL (L/96V) dnu I L tL/L9U). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"' Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTm Rating include: None. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor live Total Accessories 1 - Stud wall - HF 3.50" 2.25" 1.75" 139 462 601 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 4.25" 1.75" 141 471 612 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3'6" o/c Bottom Edge (Lu) 17'4" o/c •TJ1 joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 17' 6" 16" 12.0 40.0 Default Load PASSED 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Www rhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Kyle Knoll NL Olson and Associates (360)876-2284 kknoll@nlolson.com 9/22/20214:26:28 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 11789 Page 1 / 1