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HomeMy WebLinkAbout2022.07.05_Hyodo-1625-L LateralGravity and Lateral Analysis for 1625-L Plan 2709 NE 23rd Place Renton, WA for Michael Hyodo 2709 NE 23rd Place Renton, WA 98056 by N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 NLO# 12177-22 July-22 07/05/2022 Matthew Zawlocki 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'c = 2500 psi Design Assumptions: Foundation Bearing: 1500 psf Design Wind: 110 MPH 3 sec gust Exp B Seismic Zone D2 Ss =150% S1 =50.0% Site Class: D Snow Load: 25 psf Ground CONTENTS: Page 1-2 Basic Design Criteria/Dimensions Page 3-4 Lateral Loads Page 5 Roof Diaphragm Page 6-8 Shear wall Analysis Page 9-11 Beam Analysis Page 12-21 Post and Footings Basic Design Criteria Basic Wind Speed = 110 mph Seismic design category = D Site Class = D Ss =150% S1 =50.0% Ground Snow Load = 25 psf Importance Factor, Seismic IE =1.0 Importance Factor, Snow IS =1.0 Importance Factor, Wind IW =1.0 Dead Loads Wall = 12 psf (2 psf studs, 2.5 sheathing, 0.5 insulation, 3 paneling) Roof = 15 psf (3 psf truss, 1 insulation, 3 ceiling, 5 roofing) 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 =1.1 (ASCE 7-16 Table 7-3) pf = 0.7CeCtIspg =19.25 psf (ASCE 7-16 Eq 7-1) Cs =1.0 (ASCE 7-16 Figure 7-2) ps = Cspf =19.25 psf Use 25 psf Check Footing Load Trib Floor = 2 ft Total Load (D+L+S) = 1200 plf Trib Roof = 22 ft Foooting Width = 12 inches Bearing Pressure = 1200 psf Basic Dimensions Main Roof Slope is 5 :12 or 22.6 degrees 18 ft Front Elevation 30 ft 9 ft Side Elevation 9 ft 47 ft Plan View Assumed N 47 ft 30 ft PATIO Wind Loads Main Force resisting System - ASCE 7-16 Simplified Method (28.5) Basic Wind Speed, V = 110 mph Exposure Category = B Building is Enclosed 2a = 6 ft adjustment factor l =0.85 (ASCE 7-16 Fig. 28.5-1) Topographic, Kzt =1.00 (ASCE 7-16 26.8) ps = lKzt ps30 = Ps30 values shown below from ASCE 7-16 Fig. 28.5-1 3.9 psf 7.0 psf 17.7 psf 17.7 psf 26.6 psf 26.6 psf E-W N-S Diaphragm Design Forces Diaphragm Design Forces Roof Shear = 6568 lbs Roof Shear = 3273 lbs Base Shear = 3211 lbs Base Shear = 2235 lbs Shearwall Design Forces Shearwall Design Forces Main Floor Shear = 6568 lbs Main Floor Shear = 3273 lbs Resisting Moment, Mr =919.6 k-ft Overturning Moment, Mo =29 k-ft Safety Factor, Fo = 0.9D/W =28.1 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 =150% Fa =1.200 (ASCE 7-16 Table 11.4-1) SDS = 2/3SMS = 2/3FaSS =1.200 F = 1.0 R = 6.5 (ASCE 7-16 Table 12.14-1) Seismic Design Category = D W2 =30816 lbs (dead load of roof + walls only) W1 =8316 lbs (dead load of 1/2 walls) Wtotal =39.132 kips Lateral Forces Fx = Cvx V F2 =5689 lbs F1 =1535 lbs Base Shear, V = 7.22 kips Resisting Moment, Mr =919.6 k-ft Overturning Moment, Mo =51.2 k-ft Safety Factor, Fo = 0.6D/0.7E =15.4 Diaphragm Design Forces Shearwall Design Forces E = F2 =5689 lbs E = F2 =5689 lbs Base shear due to Seismic governs main lateral force resisting system design Redundancy - 1st Floor Shear walls USE r =1.3 Roof Diaphragm Max diaphragm force per ASCE7 12.10.1.1 = 0.4SDSIwx =14792 lbs Min diaphragm force per ASCE7 12.10.1.1 = 0.2SDSIwx =7396 lbs N-S Total Shear Force= 7396 lbs 45 ft N-S Shear Load = 247 plf 20 ft Mmax = W L2/8 =27734.4 lb-ft Max Tension in Chord = 1387 lbs 30 ft 2015 SDPWS Table 4.2A Load Case #1 82 plf 7/16" OSB unblocked w/ 8d@6" gives 516 plf OK for 7/16 unblocked w/ 8d nails at 6" edge 185 plf Diaphragm Deflection check 5vL3 E(DcX) D =-------- + ----------------------- + --------- 8EAW 2W Use double 2x6 DF top plate w/ 4 splices and 8d nails loaded to 120 lbs each D =0.011 0.4 = 0.50 in unblocked diaphrams = 2.5 D =1.25 in 30 ft N-S Total Shear Force= 7396 lbs N-S Shear Load = 164 plf 45 ft Mmax = W L2/8 =41602 lb-ft Max Tension in Chord = 1387 lbs 15 ft 2015 SDPWS Table 4.2C Load Case #3 123 plf 7/16 OSB unblocked w/ 8d nail @6" gives 380 plf OK for 7/16 unblocked w/ 8d nails at 6" edge 247 plf Diaphragm Deflection check 5vL3 E(DcX) D =-------- + ----------------------- + --------- 8EAW 2W Use double 2x6 DF top plate w/ 4 splices and 8d nails loaded to 120 lbs each D =0.016 0.4 = 0.50 in unblocked diaphrams = 2.5 D =1.26 in 0.088 0.25vL 1000Ga 0.088 1000Ga 0.25vL N N Use Segmented Shearwall design for North Exterior Wall Full length = 14 ft Wall Height = 9 ft Length of Full height wall = 14 ft Max Height of opening = 0 % of full height walls = 100% Shear Resistance Adjustment Factor , Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 3698 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoELi =2377 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoELi =264 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing =416 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1-(0.5-SG)) = 399 plf (2015 SDPWS Table 4.3A) multiply by 1.25-0.125h/b = 349 plf (2015 SDPWS 4.3.4.2) dead load on walls = 305 plf Net uplift is 1.0E-0.9D = 456 lbs or 284.8 lbs in ASD Use STHD14 Hold Downs Area of (2) 2x6 studs is 16.5 in2; tension/compression stress is 144.1 psi OK for dbl 2x6 at ends of walls Allowable load on 5/8 anchors bolt in 2x sill = 2858 lbs shear (NDS Table 11E) Min Spacing of anchor bolts req'd = 10.8 ft Use 5/8" anchors @ 4' on center Use Segmented Shearwall design for East Exterior Wall Full length = 16 ft Wall Height = 9 ft Length of Full height wall = 16 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 = 3698 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoELi =2080 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoELi =231 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing =416 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1-(0.5-SG)) = 399 plf (2015 SDPWS Table 4.3A) Drag Force (with overstrength) =4109 lbs dead load on walls = 100 plf Net uplift is 1.0E-0.9D = 1360 lbs or 850.1 lbs in ASD Use STHD14 Hold Downs Area of (2) 2x6 studs is 16.5 in2; tension/compression stress is 126.1 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 11E) Min Spacing of anchor bolts req'd = 12.4 ft Use 5/8" anchors @ 4' o.c. Use Segmented Shearwall design for West Exterior Wall Full length = 28 ft Wall Height = 9 ft Length of Full height wall = 28 ft Max Height of opening = 0 % of full height walls = 100% Shear Resistance Adjustment Factor , Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 3698 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoELi =1189 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoELi =132 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing =416 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1-(0.5-SG)) = 399 plf (2015 SDPWS Table 4.3A) dead load on walls = 90 plf Net uplift is 1.0E-0.9D = 55 lbs or 34 lbs in ASD No hold Downs required Area of (2) 2x6 studs is 16.5 in2; tension/compression stress is 72.04 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 = 21.6 ft Use 5/8" anchors @ 4' o.c. Use Segmented Shearwall design for South Exterior wall at patio Full length = 10 ft Wall Height = 9 ft Length of Full height wall = 10 ft Max Height of opening = 0 % of full height walls = 100% Shear Resistance Adjustment Factor , Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 3698 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoELi =3328 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoELi =370 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing =416 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1-(0.5-SG)) = 399 plf (2015 SDPWS Table 4.3A) dead load on walls = 90 plf Net uplift is 1.0E-0.9D = 2923 lbs or 1827 lbs in ASD Use STHD14 Hold Downs Area of (2) 2x6 studs is 16.5 in2; tension/compression stress is 201.7 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 = 7.7 ft Use 5/8" anchors @ 4' o.c. Use Segmented Shearwall design for South Exterior wall at Entrance Full length = 5 ft Wall Height = 9 ft Length of Full height wall = 5 ft Max Height of opening = 0 % of full height walls = 100% Shear Resistance Adjustment Factor , Co = 1 (2015 NDS SDPWS Table 4.3.3.5) V = 924.5 lbs (from Seismic load) Uplift Anchorage, T = Vh / CoELi =1664 lbs (2015 NDS SDPWS Eqn 4.3-8) Unit shear force, v = V/CoELi =185 plf (2015 NDS SDPWS Eqn 4.3-9) 7/16 sheathing w/ 8d Nails @6" edge spacing =416 plf (2015 SDPWS Table 4.3A) for HF framing multiply capacity (1-(0.5-SG)) = 399 plf (2015 SDPWS Table 4.3A) dead load on walls = 90 plf Net uplift is 1.0E-0.9D = 1462 lbs or 913 lbs in ASD Use STHD14 Hold Downs Area of (2) 2x6 studs is 16.5 in2; tension/compression stress is 100.9 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 = 15.5 ft Use 5/8" anchors @ 4' o.c. Multiple Simple Beam LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: Description : BEAM Size :4x10, Sawn, Fully BracedUsing Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Hem-Fir No.2850.0850.0 1,300.0405.0 1,300.0470.0150.0525.0 26.840Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf Rear Header Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 22.0 ft .Design Summary Max fb/Fb Ratio =0.812 : 1 Max Reactions (k)HEWSLLr +D+SLoad Comb : Span # 1 Left Support D in 3.000 inft 91.33 psi Fb : Allowable :1,173.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S172.50 psi fb : Actual : Max fv/FvRatio =0.529 : 1 5.240 ft 952.09 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.054in Transient Upward 0.000in Total Downward 0.086 in Total Upward 0.000 in 0.99 1.650.99 1.65 Ratio 1340 837Ratio LC: S Only LC: +D+S LC:LC: BEAM Size :4x8, Sawn, Fully BracedUsing Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Hem-Fir No.28508501300405 1300470150525 26.84Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf Rear Header2 Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 22.0 ft .Design Summary Max fb/Fb Ratio =0.847 : 1 Max Reactions (k)HEWSLLr +D+SLoad Comb : Span # 1 Left Support D in 2.500 inft 98.84 psi Fb : Allowable :1,270.75 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S172.50 psi fb : Actual : Max fv/FvRatio =0.573 : 1 4.400 ft 1,076.27 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.054in Transient Upward 0.000in Total Downward 0.086 in Total Upward 0.000 in 0.83 1.380.83 1.38 Ratio 1114 696Ratio LC: S Only LC: +D+S LC:LC: Multiple Simple Beam LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :5.5x9, GLB, Fully BracedUsing Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 DF/DF 24F-V4240018501650650 18009502651100 31.21Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf patio beam under truss Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 22.0 ft .Design Summary Max fb/Fb Ratio =0.644 : 1 Max Reactions (k)HEWSLLr +D+SLoad Comb : Span # 1 Left Support D in 5.000 inft 113.78 psi Fb : Allowable :2,760.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S304.75 psi fb : Actual : Max fv/FvRatio =0.373 : 1 9.267 ft 1,777.78 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.207in Transient Upward 0.000in Total Downward 0.331 in Total Upward 0.000 in 1.65 2.751.65 2.75 Ratio 580 362Ratio LC: S Only LC: +D+S LC:LC: BEAM Size :6x8, Sawn, Fully BracedUsing Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Hem-Fir No.2850.0850.0 1,300.0405.0 1,300.0470.0150.0525.0 26.840Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf patio beam under side Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft .Design Summary Max fb/Fb Ratio =0.357 : 1 Max Reactions (k)HEWSLLr +D+SLoad Comb : Span # 1 Left Support D in 5.000 inft 19.20 psi Fb : Allowable :977.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S172.50 psi fb : Actual : Max fv/FvRatio =0.111 : 1 9.400 ft 349.09 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.067in Transient Upward 0.000in Total Downward 0.108 in Total Upward 0.000 in 0.23 0.380.23 0.38 Ratio 1778 1111Ratio LC: S Only LC: +D+S LC:LC: Multiple Simple Beam LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: BEAM Size :6x8, Sawn, Fully BracedUsing Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Hem-Fir No.2850.0850.0 1,300.0405.0 1,300.0470.0150.0525.0 26.840Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf entry roof beam Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 11.0 ft .Design Summary Max fb/Fb Ratio =0.553 : 1 Max Reactions (k)HEWSLLr +D+SLoad Comb : Span # 1 Left Support D in 3.250 inft 42.29 psi Fb : Allowable :977.50 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S172.50 psi fb : Actual : Max fv/FvRatio =0.245 : 1 0.000 ft 540.80 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.044in Transient Upward 0.000in Total Downward 0.071 in Total Upward 0.000 in 0.54 0.890.54 0.89 Ratio 1765 1103Ratio LC: S Only LC: +D+S LC:LC: BEAM Size :4x10, Sawn, Fully BracedUsing Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Hem-Fir No.2850.0850.0 1,300.0405.0 1,300.0470.0150.0525.0 26.840Eminbend - xx ksi Wood Species :Wood Grade :Fb - Tension psipsi Fv psiFb - Compr Ft psiFc - Prll psipsiFc - Perp Ebend- xx ksi Density pcf crawlspace girder Applied Loads Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 10.0 ft .Design Summary Max fb/Fb Ratio =0.490 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 2.750 inft 50.46 psi Fb : Allowable :1,020.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L150.00 psi fb : Actual : Max fv/FvRatio =0.336 : 1 0.000 ft 500.01 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max DeflectionsTransient Downward 0.028in Transient Upward 0.000in Total Downward 0.038 in Total Upward 0.000 in 0.41 1.100.41 1.10 Ratio 2392 1739Ratio LC: L Only LC: +D+L LC:LC: Wood Column LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:post under grider truss NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Wood Section Name 3-2x6Analysis Method : 9Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Hem-Fir Wood Grade No.2 Fb +850 850psi 1300 405 150 525 26.84 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1300 470 1300 470 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 4.50 in Exact Depth 5.50 in Area 24.750 in^2 Ix 62.391 in^4 Iy 41.766 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1300 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi NoMinimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 41.518 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.0 ft, D = 3.0, S = 5.0 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.5403 Location of max.above base 0.0 ft Applied Axial 8.042k Applied Mx 0.0 k-ft Load Combination +D+S Load Combination +0.60D Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 240.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 9.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 601.39 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 9.0 ft0.448 ft0.2130+D+S 1.150 PASS PASS0.0 0.0 9.0 ft0.366 ft0.5403+D+0.750S 1.150 PASS PASS0.0 0.0 9.0 ft0.366 ft0.4563+0.60D 1.600 PASS PASS0.0 0.0 9.0 ft0.273 ft0.1182 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 3.042 +D+S 8.042 +D+0.750S 6.792 Wood Column LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:post under grider truss NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +0.60D 1.825 S Only 5.000 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ftftinin0.000 +D+S 0.0000 0.000 0.000ftftinin0.000 +D+0.750S 0.0000 0.000 0.000ftftinin0.000 +0.60D 0.0000 0.000 0.000ftftinin0.000 S Only 0.0000 0.000 0.000ftftinin0.000 .Sketches Wood Column LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:patio corner post NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Wood Section Name 6x6Analysis Method : 9Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Hem-Fir Wood Grade No.2 Fb +850.0 850.0psi 1,300.0 405.0 150.0 525.0 26.840 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,300.0 470.0 1,300.0 470.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,300.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi NoMinimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 50.744 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 9.0 ft, D = 1.50, S = 2.50 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.1653 Location of max.above base 0.0 ft Applied Axial 4.051k Applied Mx 0.0 k-ft Load Combination +D+S Load Combination +0.60D Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 240.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 9.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 810.22 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 9.0 ft0.635 ft0.06898+D+S 1.150 PASS PASS0.0 0.0 9.0 ft0.542 ft0.1653+D+0.750S 1.150 PASS PASS0.0 0.0 9.0 ft0.542 ft0.1398+0.60D 1.600 PASS PASS0.0 0.0 9.0 ft0.421 ft0.03516 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 1.551 +D+S 4.051 +D+0.750S 3.426 Wood Column LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:patio corner post NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +0.60D 0.930 S Only 2.500 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ftftinin0.000 +D+S 0.0000 0.000 0.000ftftinin0.000 +D+0.750S 0.0000 0.000 0.000ftftinin0.000 +0.60D 0.0000 0.000 0.000ftftinin0.000 S Only 0.0000 0.000 0.000ftftinin0.000 .Sketches General Footing LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:footing under girder NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.03,122.0145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft=Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars =3 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =3.0 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 3.0 5.0 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = General Footing LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:footing under girder NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9180 Soil Bearing 1.377 ksf 1.50 ksf +D+L 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2846 Z Flexure (+X)1.450 k-ft/ft 5.095 k-ft/ft +1.20D+1.60L PASS 0.2846 Z Flexure (-X)1.450 k-ft/ft 5.095 k-ft/ft +1.20D+1.60L PASS 0.2846 X Flexure (+Z)1.450 k-ft/ft 5.095 k-ft/ft +1.20D+1.60L PASS 0.2846 X Flexure (-Z)1.450 k-ft/ft 5.095 k-ft/ft +1.20D+1.60L PASS 0.3403 1-way Shear (+X)25.520 psi 75.0 psi +1.20D+1.60L PASS 0.3403 1-way Shear (-X)25.520 psi 75.0 psi +1.20D+1.60L PASS 0.3403 1-way Shear (+Z)25.520 psi 75.0 psi +1.20D+1.60L PASS 0.3403 1-way Shear (-Z)25.520 psi 75.0 psi +1.20D+1.60L PASS 0.7535 2-way Punching 113.030 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.5767 0.5767 n/a 0.3850.0n/a X-X, +D+L 1.50 n/a1.377 1.377 n/a 0.9180.0n/a X-X, +D+0.750L 1.50 n/a1.177 1.177 n/a 0.7850.0n/a X-X, +0.60D 1.50 n/a0.3460 0.3460 n/a 0.2310.0n/a Z-Z, D Only 1.50 0.5767n/a n/a 0.5767 0.385n/a0.0 Z-Z, +D+L 1.50 1.377n/a n/a 1.377 0.918n/a0.0 Z-Z, +D+0.750L 1.50 1.177n/a n/a 1.177 0.785n/a0.0 Z-Z, +0.60D 1.50 0.3460n/a n/a 0.3460 0.231n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.5250 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.40D 0.5250 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+1.60L 1.450 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+1.60L 1.450 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+0.50L 0.7625 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+0.50L 0.7625 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D 0.450 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D 0.450 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +0.90D 0.3375 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +0.90D 0.3375 -Z Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.40D 0.5250 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.40D 0.5250 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+1.60L 1.450 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+1.60L 1.450 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+0.50L 0.7625 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+0.50L 0.7625 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D 0.450 -X Bottom 0.1728 AsMin 0.240 5.095 OK General Footing LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:footing under girder NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.450 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +0.90D 0.3375 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +0.90D 0.3375 +X Bottom 0.1728 AsMin 0.240 5.095 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 9.24 9.24 9.24 9.24 9.24 75.00 0.12psipsipsipsipsipsi OK +1.20D+1.60L 25.52 25.52 25.52 25.52 25.52 75.00 0.34psipsipsipsipsipsi OK +1.20D+0.50L 13.42 13.42 13.42 13.42 13.42 75.00 0.18psipsipsipsipsipsi OK +1.20D 7.92 7.92 7.92 7.92 7.92 75.00 0.11psipsipsipsipsipsi OK +0.90D 5.94 5.94 5.94 5.94 5.94 75.00 0.08psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 40.93 150.00 0.2728 OKpsipsi +1.20D+1.60L 113.03 150.00 0.7535 OKpsipsi +1.20D+0.50L 59.44 150.00 0.3963 OKpsipsi +1.20D 35.08 150.00 0.2339 OKpsipsi +0.90D 26.31 150.00 0.1754 OKpsipsi General Footing LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:footing at patio corner NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.03,122.0145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft=Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars =2 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =2 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 1.50 2.50 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = General Footing LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:footing at patio corner NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7313 Soil Bearing 1.097 ksf 1.50 ksf +D+L 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.1691 Z Flexure (+X)0.7250 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1691 Z Flexure (-X)0.7250 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1691 X Flexure (+Z)0.7250 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1691 X Flexure (-Z)0.7250 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1869 1-way Shear (+X)14.017 psi 75.0 psi +1.20D+1.60L PASS 0.1869 1-way Shear (-X)14.017 psi 75.0 psi +1.20D+1.60L PASS 0.1869 1-way Shear (+Z)14.017 psi 75.0 psi +1.20D+1.60L PASS 0.1869 1-way Shear (-Z)14.017 psi 75.0 psi +1.20D+1.60L PASS 0.3712 2-way Punching 55.680 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.4717 0.4717 n/a 0.3150.0n/a X-X, +D+L 1.50 n/a1.097 1.097 n/a 0.7310.0n/a X-X, +D+0.750L 1.50 n/a0.9404 0.9404 n/a 0.6270.0n/a X-X, +0.60D 1.50 n/a0.2830 0.2830 n/a 0.1890.0n/a Z-Z, D Only 1.50 0.4717n/a n/a 0.4717 0.315n/a0.0 Z-Z, +D+L 1.50 1.097n/a n/a 1.097 0.731n/a0.0 Z-Z, +D+0.750L 1.50 0.9404n/a n/a 0.9404 0.627n/a0.0 Z-Z, +0.60D 1.50 0.2830n/a n/a 0.2830 0.189n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.2625 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.40D 0.2625 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+1.60L 0.7250 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+1.60L 0.7250 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+0.50L 0.3813 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+0.50L 0.3813 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D 0.2250 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D 0.2250 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +0.90D 0.1688 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +0.90D 0.1688 -Z Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.40D 0.2625 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.40D 0.2625 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+1.60L 0.7250 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+1.60L 0.7250 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+0.50L 0.3813 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+0.50L 0.3813 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D 0.2250 -X Bottom 0.1728 AsMin 0.20 4.288 OK General Footing LIC# : KW-06015858, Build:20.22.5.16 OLSON & ASSOCIATES (c) ENERCALC INC 1983-2022 DESCRIPTION:footing at patio corner NL Olson & Associates, Inc. 2453 Bethel Ave. PO Box 637 Port Orchard, WA 98366 (360) 876-2284 Project File: 1625-L.ec6 Project Title:Engineer:Project ID:Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.2250 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +0.90D 0.1688 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +0.90D 0.1688 +X Bottom 0.1728 AsMin 0.20 4.288 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 5.08 5.08 5.08 5.08 5.08 75.00 0.07psipsipsipsipsipsi OK +1.20D+1.60L 14.02 14.02 14.02 14.02 14.02 75.00 0.19psipsipsipsipsipsi OK +1.20D+0.50L 7.37 7.37 7.37 7.37 7.37 75.00 0.10psipsipsipsipsipsi OK +1.20D 4.35 4.35 4.35 4.35 4.35 75.00 0.06psipsipsipsipsipsi OK +0.90D 3.26 3.26 3.26 3.26 3.26 75.00 0.04psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 20.16 150.00 0.1344 OKpsipsi +1.20D+1.60L 55.68 150.00 0.3712 OKpsipsi +1.20D+0.50L 29.28 150.00 0.1952 OKpsipsi +1.20D 17.28 150.00 0.1152 OKpsipsi +0.90D 12.96 150.00 0.0864 OKpsipsi