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B20-0306 - 33752 VIA DE AGUAFINAL 07/28/2020 Date: Permit No. Applicant: Phone/E-Mail Job Location: CITY OF SAN JUAN CAPISTRANO BUILDING PERMIT FEES Account # Type Cost 01-44221 Building Permit 01-44223 Mechanical 01-44224 Plumbing 01-44225 Electrical 01-44221 Mobile Home Permit 01-44222 Grading Permit Fee 01-44231 Grading Plan Check 01-44222 On-Site Residential Permit 01-44231 On-Site Residential Plan Check Subtotal 01-44230 Bond Processing 01-44230 Building Plan Check 01-44230 Additional Plan Check 01-44230 Digital Record Fee ($1.00 per sheet) 01-44221 C & D Administrative Fee 01-44221 Special Inspection-Reinspection 01-44222 On-Site Commercial/Tract Permit Fee 01-44231 On-Site Commercial/Tract Plan Check Fee 01-44214 Geotechnical Soils Plan Review 10-44320 Ordinance 211 10-42510 Ordinance 364 01-45354 Copies @ .20 Each 90-23331 SMIP Fee 33-44370 H.O.P.E. Fee (Housing in Lieu) Other Fees TCA Fees Date Received HOA Approval Date Received School Fees Date Received Engineering Fees Date Received Water Division Fees Date Received 01-44221 01-44221 01-44240 90-23000 90-23000 TOTAL FEES PAYABLE TO CITY OF SAN JUAN CAPISTRANO Receipt # _________ Date: ______________ Cashier: _____________________________ Refundable Bond/Deposit Posted by ______Owner_____Contractor ________Type Title 24 Energy Provision (20% Permit Subtotal & Bldg Plan Check)) Title 24 ADA Fee (10% Permit Subtotal & Bldg Plan Check) Refundable Bond/Deposit Posted by ______Owner_____Contractor ________Type NPDES Permit Fee (10% Permit Subtotal) $ 777.53 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $ 79.80 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $7.15 $0.00 $0.00 $0.00 $ 77.75 $ 621.15 5/4/2020 $ 2,113.38 $0.00 $ 777.53 5/4/2020 B20-0306 R D S DEVELOPMENT INC 33752 VIA DE AGUA 75401 (949) 496-1234 $ 550.00 B20 0306 800 33752 VIA DE AGUA STRUCTURAL CALCULATIONS FOR LAWRENCE RESIDENCE DECK RENOVATIONS RSG Job# 19-076 November 26, 2019 ÓCopyright 2019 by Regal Structural Group. No part of this document may be reproduced or distributed in any form or by any means, or stored in a database or retrieval system, without the prior written permission of Regal Structural Group 9 Sincerely, Nick Murphy, P.E. Page 1 of 51 Page 2 of 51 Page 3 of 51 Page 4 of 51 33752 Via De Agua, San Juan Capistrano, CA 92675, USA Latitude, Longitude: 33.4727966, -117.66158949999999 Date 9/8/2019, 1:51:12 PM Design Code Reference Document IBC-2015 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.342 MCER ground motion. (for 0.2 second period) S1 0.503 MCER ground motion. (for 1.0s period) SMS 1.342 Site-modified spectral acceleration value SM1 0.754 Site-modified spectral acceleration value SDS 0.894 Numeric seismic design value at 0.2 second SA SD1 0.503 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.523 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.523 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.342 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.402 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.769 Factored deterministic acceleration value. (0.2 second) S1RT 0.503 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.502 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.645 Factored deterministic acceleration value. (1.0 second) PGAd 0.662 Factored deterministic acceleration value. (Peak Ground Acceleration) U.S. Seismic Design Maps https://seismicmaps.org/ 1 of 3 9/9/2019, 9:35 AM Page 5 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:J1: Deck joists Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - LarchNo.2 900.0900.01,350.0625.0 1,600.0580.0 180.0575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.0450 ksf, Tributary Width = 1.330 ft, (Deck Loads) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.629: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.750ft 43.51 psi= = FB : Allowable 1,242.00psi Fv : Allowable 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 180.00 psi== Section used for this span 2x8fb : Actual Maximum Shear Stress Ratio 0.242 : 1 8.911ft= = 781.00psi fv : Actual Maximum Deflection 0<240621Ratio =0<180 Max Downward Transient Deflection 0.145 in 787Ratio =>=240Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.183 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.001.00Length = 9.50 ft 1 0.147 0.057 0.90 1.200 1.15 1.00 1.00 0.18 164.42 1117.80 0.07 162.001.00 9.161.00+D+L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.50 ft 1 0.629 0.242 1.00 1.200 1.15 1.00 1.00 0.86 781.00 1242.00 0.32 180.001.00 43.51 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1834 4.785 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.360 0.360 Page 6 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:J1: Deck joists Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MINimum 0.284 0.284 +D+H 0.076 0.076 +D+L+H 0.360 0.360 D Only 0.076 0.076 L Only 0.284 0.284 Page 7 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:J2: Deck Joists Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - LarchNo.1 100010001500625 1700620 180675 31.21 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.0450 ksf, Extent = 0.0 -->> 8.250 ft, Tributary Width = 1.330 ft, (Deck Loads) Uniform Load : D = 0.0050, L = 0.010 ksf, Extent = 8.250 -->> 12.0 ft, Tributary Width = 5.250 ft, (Trellis Loads) Point Load : D = 0.2570, L = 0.960 k @ 8.250 ft, (Edge Beam Reactions) Load for Span Number 2 Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 5.250 ft, (Trellis Loads) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 1.000: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1Location of maximum on span 8.246ft 45.70 psi= = FB : Allowable 1,000.00psi Fv : Allowable 6x8Section used for this span Span # where maximum occursLocation of maximum on span Span # 1= Load Combination +D+L+H= = = 180.00 psi== Section used for this span 6x8 fb : Actual Maximum Shear Stress Ratio 0.254 : 1 11.397ft== 999.92psi fv : Actual Maximum Deflection 368>=240482Ratio =286>=180 Max Downward Transient Deflection 0.232 in 619Ratio =>=240Max Upward Transient Deflection -0.065 in Ratio = Max Downward Total Deflection 0.298 in Ratio =>=180Max Upward Total Deflection -0.084 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 12.0 ft 1 0.246 0.065 0.90 1.000 1.00 1.00 1.00 0.95 221.08 900.00 0.29 162.001.00 10.55 1.00Length = 1.0 ft 2 0.003 0.065 0.90 1.000 1.00 1.00 1.00 0.01 3.05 900.00 0.01 162.001.00 10.551.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 1.000 0.254 1.00 1.000 1.00 1.00 1.00 4.30 999.92 1000.00 1.26 180.001.00 45.70 1.00Length = 1.0 ft 2 0.009 0.254 1.00 1.000 1.00 1.00 1.00 0.04 9.16 1000.00 0.03 180.001.00 45.70 . Page 8 of 51 DESIGN IS OKAY Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:J2: Deck Joists Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.2982 6.436 0.0000 0.000 +D+L+H20.0000 6.436 -0.0838 1.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.834 1.383 Overall MINimum 0.653 1.051 +D+H 0.181 0.332 +D+L+H 0.834 1.383 D Only 0.181 0.332 L Only 0.653 1.051 Page 9 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:J3: Deck Joists Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - LarchNo.2 900.0900.01,350.0625.0 1,600.0580.0 180.0575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.0450 ksf, Extent = 0.0 -->> 6.666 ft, Tributary Width = 1.330 ft, (Deck Loads) Uniform Load : D = 0.0050, L = 0.010 ksf, Extent = 6.666 -->> 8.50 ft, Tributary Width = 5.250 ft, (Trellis Loads) Point Load : D = 0.210, L = 0.7880 k @ 6.666 ft, (Edge Beam Reactions) Load for Span Number 2 Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 5.250 ft, (Trellis Loads) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.626: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1Location of maximum on span 6.648ft 63.22 psi= = FB : Allowable 1,170.00psi Fv : Allowable 4x8Section used for this span Span # where maximum occursLocation of maximum on span Span # 1= Load Combination +D+L+H= = = 180.00 psi== Section used for this span 4x8 fb : Actual Maximum Shear Stress Ratio 0.351 : 1 7.930ft== 732.37psi fv : Actual Maximum Deflection 576>=240811Ratio =452>=180 Max Downward Transient Deflection 0.099 in 1032Ratio =>=240Max Upward Transient Deflection -0.042 in Ratio = Max Downward Total Deflection 0.126 in Ratio =>=180Max Upward Total Deflection -0.053 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.50 ft 1 0.150 0.086 0.90 1.300 1.00 1.00 1.00 0.40 157.62 1053.00 0.24 162.001.00 13.95 1.00Length = 1.0 ft 2 0.005 0.086 0.90 1.300 1.00 1.00 1.00 0.01 5.14 1053.00 0.01 162.001.00 13.951.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.626 0.351 1.00 1.300 1.00 1.00 1.00 1.87 732.37 1170.00 1.07 180.001.00 63.22 1.00Length = 1.0 ft 2 0.013 0.351 1.00 1.300 1.00 1.00 1.00 0.04 15.41 1170.00 0.03 180.001.00 63.22 . Page 10 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:J3: Deck Joists Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1257 4.606 0.0000 0.000 +D+L+H20.0000 4.606 -0.0530 1.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.533 1.193 Overall MINimum 0.420 0.916 +D+H 0.114 0.277 +D+L+H 0.533 1.193 D Only 0.114 0.277 L Only 0.420 0.916 Page 11 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.1: Trellis Face Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - LarchNo.1 1,350.01,350.0925.0625.0 1,600.0580.0 170.0675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 Unbraced Lengths First Brace starts at ft from Left-Most supportRegular spacing of lateral supports on length of beam = 5.250 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 7.0 ft, (Trellis Loads) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.432: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 6.040ft 33.93 psi= = FB : Allowable 1,735.49psi Fv : Allowable 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 170.00 psi== Section used for this span 4x8fb : Actual Maximum Shear Stress Ratio 0.200 : 1 0.000ft= = 749.59psi fv : Actual Maximum Deflection 0<240509Ratio =0<180 Max Downward Transient Deflection 0.190 in 764Ratio =>=240Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.285 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.000.99Length = 5.246 ft 1 0.157 0.074 0.90 1.300 1.00 1.00 1.00 0.63 245.55 1564.00 0.19 153.001.00 11.31 0.99Length = 5.246 ft 1 0.160 0.074 0.90 1.300 1.00 1.00 1.00 0.64 249.86 1564.00 0.16 153.001.00 11.31 1.00Length = 1.587 ft 1 0.072 0.074 0.90 1.300 1.00 1.00 1.00 0.29 114.06 1575.13 0.19 153.001.00 11.31 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 5.246 ft 1 0.424 0.200 1.00 1.300 1.00 1.00 1.00 1.88 736.65 1735.49 0.57 170.001.00 33.93 0.99Length = 5.246 ft 1 0.432 0.200 1.00 1.300 1.00 1.00 1.00 1.92 749.59 1735.49 0.47 170.001.00 33.93 1.00Length = 1.587 ft 1 0.196 0.200 1.00 1.300 1.00 1.00 1.00 0.87 342.18 1749.58 0.57 170.001.00 33.93 . Page 12 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.1: Trellis Face Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.2845 6.084 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.634 0.634 Overall MINimum 0.423 0.423 +D+H 0.211 0.211 +D+L+H 0.634 0.634 D Only 0.211 0.211 L Only 0.423 0.423 Page 13 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.2: Beam at Transition Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - LarchNo.1 1,350.01,350.0925.0625.0 1,600.0580.0 170.0675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.0450 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 3.150 ft, (Uniform Deck Loads) Point Load : D = 0.1260, L = 0.4730 k @ 8.0 ft, (Left Face Beam Reaction) Point Load : D = 0.110, L = 0.420 k @ 4.0 ft, (J3 Reaction) Point Load : D = 0.0770, L = 0.2950 k @ 8.0 ft, (Right Face Beam Reaction) Uniform Load : D = 0.0050, L = 0.010 ksf, Extent = 8.0 -->> 12.0 ft, Tributary Width = 4.750 ft, (Trellis Loads) Load for Span Number 2 Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 4.750 ft, (Trellis Loads) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.999: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 6.369ft 57.12 psi= = FB : Allowable 1,350.00psi Fv : Allowable 6x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 170.00 psi== Section used for this span 6x8fb : Actual Maximum Shear Stress Ratio 0.336 : 1 0.000ft= = 1,349.16psi fv : Actual Maximum Deflection 240>=240293Ratio =188>=180 Max Downward Transient Deflection 0.384 in 374Ratio =>=240Max Upward Transient Deflection -0.100 in Ratio = Max Downward Total Deflection 0.490 in Ratio =>=180Max Upward Total Deflection -0.127 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 12.0 ft 1 0.239 0.080 0.90 1.000 1.00 1.00 1.00 1.25 290.88 1215.00 0.34 153.001.00 12.311.00Length = 1.0 ft 2 0.002 0.080 0.90 1.000 1.00 1.00 1.00 0.01 2.76 1215.00 0.01 153.001.00 12.311.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Page 14 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.2: Beam at Transition Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 12.0 ft 1 0.999 0.336 1.00 1.000 1.00 1.00 1.00 5.80 1,349.16 1350.00 1.57 170.001.00 57.12 1.00Length = 1.0 ft 2 0.006 0.336 1.00 1.000 1.00 1.00 1.00 0.04 8.29 1350.00 0.03 170.001.00 57.12 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.4901 6.034 0.0000 0.000 +D+L+H20.0000 6.034 -0.1272 1.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.679 1.615 Overall MINimum 1.322 1.238 +D+H 0.357 0.377 +D+L+H 1.679 1.615 D Only 0.357 0.377 L Only 1.322 1.238 Page 15 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.3: Corner Trellis Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir - LarchNo.2 9009001350625 1600580 180575 31.21 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : D = 0.280, L = 0.920 k @ 4.0 ft, (J3 Reaction) Point Load : D = 0.280, L = 0.920 k @ 0.0 ft, (J3 Reaction) Point Load : D = 0.280, L = 0.920 k @ 8.0 ft, (J3 Reaction) Uniform Load : D = 0.0050, L = 0.010 ksf, Extent = 8.0 -->> 12.0 ft, Tributary Width = 4.250 ft, (Trellis Loads) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.866: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1Location of maximum on span 7.971ft 51.58 psi= = FB : Allowable 964.94psi Fv : Allowable 4x12Section used for this span Span # where maximum occursLocation of maximum on span Span # 1= Load Combination +D+L+H= = = 180.00 psi== Section used for this span 4x12 fb : Actual Maximum Shear Stress Ratio 0.287 : 1 11.080ft== 835.25psi fv : Actual Maximum Deflection 0<240707Ratio =0<180 Max Downward Transient Deflection 0.155 in 929Ratio =>=240Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.204 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 0.98Length = 12.0 ft 1 0.230 0.078 0.90 1.100 1.00 1.00 1.00 1.23 200.40 871.54 0.33 162.001.00 12.62 0.98+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.97Length = 12.0 ft 1 0.866 0.287 1.00 1.100 1.00 1.00 1.00 5.14 835.25 964.94 1.35 180.001.00 51.58 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.2036 6.044 0.0000 0.000 . Page 16 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.3: Corner Trellis Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.443 1.413 Overall MINimum 1.868 1.062 +D+H 0.574 0.351 +D+L+H 2.443 1.413 D Only 0.574 0.351 L Only 1.868 1.062 Page 17 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.4: Deck Edge Beam - East Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - LarchNo.1 1,350.01,350.0925.0625.0 1,600.0580.0 170.0675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 Unbraced Lengths First Brace starts at ft from Left-Most supportRegular spacing of lateral supports on length of beam = 5.313 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Point Load : D = 0.330, L = 1.050 k @ 0.0 ft, (J2 Reaction) Point Load : D = 0.330, L = 1.050 k @ 5.313 ft, (J2 Reaction) Point Load : D = 0.330, L = 1.050 k @ 10.625 ft, (J2 Reaction) Point Load : D = 0.330, L = 1.050 k @ 15.938 ft, (J2 Reaction) Point Load : D = 0.380, L = 1.240 k @ 21.250 ft, (B2 Reaction) Load for Span Number 2 Point Load : D = 0.330, L = 1.050 k @ 0.0 ft, (J2 Reaction) Point Load : D = 0.0640, L = 0.1280 k @ 4.250 ft, (Trellis Beam Reaction) Point Load : D = 0.0250, L = 0.0550 k @ 8.50 ft, (Trellis Beam Reaction) Point Load : D = 0.350, L = 1.060 k @ 8.50 ft, (B3 Reaction) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.994: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1Location of maximum on span 21.250ft 64.14 psi= = FB : Allowable 1,342.80psi Fv : Allowable 6x12Section used for this span Span # where maximum occursLocation of maximum on span Span # 1= Load Combination +D+L+H= = = 170.00 psi== Section used for this span 6x12fb : Actual Maximum Shear Stress Ratio 0.377 : 1 16.027ft== 1,334.43psi fv : Actual Maximum Deflection 0<240416Ratio =792526>=180 Max Downward Transient Deflection 0.383 in 594Ratio =>=240Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.548 in Ratio =>=180Max Upward Total Deflection -0.000 in .Maximum Forces & Stresses for Load Combinations Page 18 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.4: Deck Edge Beam - East Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 5.223 ft 1 0.142 0.051 0.90 1.000 1.00 1.00 1.00 1.74 171.76 1209.36 0.33 153.001.00 7.881.00Length = 5.342 ft 1 0.145 0.051 0.90 1.000 1.00 1.00 1.00 1.78 175.84 1209.22 0.33 153.001.00 7.881.00Length = 5.342 ft 1 0.145 0.051 0.90 1.000 1.00 1.00 1.00 1.78 175.84 1209.22 0.33 153.001.00 7.88 1.00Length = 5.342 ft 1 0.283 0.102 0.90 1.000 1.00 1.00 1.00 3.46 342.44 1209.22 0.66 153.001.00 15.60 1.00Length = 5.307 ft 2 0.283 0.102 0.90 1.000 1.00 1.00 1.00 3.46 342.44 1209.26 0.44 153.001.00 15.601.00Length = 4.193 ft 2 0.098 0.102 0.90 1.000 1.00 1.00 1.00 1.20 118.51 1210.55 0.38 153.001.00 15.60 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 5.223 ft 1 0.553 0.200 1.00 1.000 1.00 1.00 1.00 7.50 742.28 1342.97 1.44 170.001.00 34.050.99Length = 5.342 ft 1 0.584 0.200 1.00 1.000 1.00 1.00 1.00 7.92 783.84 1342.80 1.44 170.001.00 34.050.99Length = 5.342 ft 1 0.584 0.200 1.00 1.000 1.00 1.00 1.00 7.92 783.84 1342.80 1.32 170.001.00 34.05 0.99Length = 5.342 ft 1 0.994 0.377 1.00 1.000 1.00 1.00 1.00 13.48 1,334.43 1342.80 2.70 170.001.00 64.14 0.99Length = 5.307 ft 2 0.994 0.377 1.00 1.000 1.00 1.00 1.00 13.48 1,334.43 1342.85 1.68 170.001.00 64.141.00Length = 4.193 ft 2 0.350 0.377 1.00 1.000 1.00 1.00 1.00 4.76 470.89 1344.46 1.49 170.001.00 64.14 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.4442 9.141 0.0000 0.000L Only+D+L+H 2 0.5478 9.500 -0.0009 0.318 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.816 7.386 Overall MINimum 2.153 5.580 +D+H 0.662 1.807 +D+L+H 2.816 7.386 D Only 0.662 1.807 L Only 2.153 5.580 Page 19 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.5: Deck Edge Beam - South Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Trus JoistParallam PSL 2.0E 290029002900625 20001016.535 2902025 45.07 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 Unbraced Lengths First Brace starts at ft from Left-Most supportRegular spacing of lateral supports on length of beam = 4.70 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.0450 ksf, Extent = 0.0 -->> 9.50 ft, Tributary Width = 4.750 ft, (J1 Reactions) Point Load : D = 0.280, L = 0.920 k @ 14.222 ft, (J3 Reaction) Point Load : D = 0.280, L = 0.920 k @ 18.944 ft, (J3 Reaction) Point Load : D = 0.280, L = 0.920 k @ 23.666 ft, (J3 Reaction) Point Load : D = 0.140, L = 0.460 k @ 9.50 ft, (1/2 J3 Reaction) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.707: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1Location of maximum on span 9.760ft 78.79 psi= = FB : Allowable 2,881.60psi Fv : Allowable 5.25x11.25Section used for this span Span # where maximum occursLocation of maximum on span Span # 1= Load Combination +D+L+H= = = 290.00 psi== Section used for this span 5.25x11.25 fb : Actual Maximum Shear Stress Ratio 0.272 : 1 0.000ft== 2,036.44psi fv : Actual Maximum Deflection 0<240182Ratio =0<180 Max Downward Transient Deflection 1.123 in 252Ratio =>=240Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.555 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 0.99Length = 4.664 ft 1 0.142 0.082 0.90 1.000 1.00 1.00 1.00 3.39 367.39 2595.56 0.84 261.001.00 21.28 Page 20 of 51 Wood Beam KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:B.5: Deck Edge Beam - South Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99Length = 4.664 ft 1 0.215 0.082 0.90 1.000 1.00 1.00 1.00 5.14 556.84 2595.56 0.55 261.001.00 21.28 0.99Length = 4.750 ft 1 0.218 0.082 0.90 1.000 1.00 1.00 1.00 5.23 566.58 2595.26 0.20 261.001.00 21.280.99Length = 4.664 ft 1 0.217 0.082 0.90 1.000 1.00 1.00 1.00 5.19 562.17 2595.56 0.41 261.001.00 21.280.99Length = 4.750 ft 1 0.148 0.082 0.90 1.000 1.00 1.00 1.00 3.54 383.61 2595.26 0.76 261.001.00 21.28 1.00Length = 0.1727 ft 1 0.006 0.082 0.90 1.000 1.00 1.00 1.00 0.13 14.50 2609.51 0.76 261.001.00 21.28 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 4.664 ft 1 0.470 0.272 1.00 1.000 1.00 1.00 1.00 12.49 1,353.24 2881.97 3.10 290.001.00 78.79 0.99Length = 4.664 ft 1 0.703 0.272 1.00 1.000 1.00 1.00 1.00 18.68 2,024.67 2881.97 2.00 290.001.00 78.79 0.99Length = 4.750 ft 1 0.707 0.272 1.00 1.000 1.00 1.00 1.00 18.79 2,036.44 2881.60 0.65 290.001.00 78.790.99Length = 4.664 ft 1 0.700 0.272 1.00 1.000 1.00 1.00 1.00 18.62 2,017.53 2881.97 1.37 290.001.00 78.790.99Length = 4.750 ft 1 0.474 0.272 1.00 1.000 1.00 1.00 1.00 12.62 1,367.31 2881.60 2.64 290.001.00 78.79 1.00Length = 0.1727 ft 1 0.017 0.272 1.00 1.000 1.00 1.00 1.00 0.46 49.72 2899.40 2.64 290.001.00 78.79 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 1.5546 11.833 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.352 3.858 Overall MINimum 2.449 2.802 +D+H 0.903 1.056 +D+L+H 3.352 3.858 D Only 0.903 1.056 L Only 2.449 2.802 Page 21 of 51 Wood Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.1: Post @ A:1 - Wood Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Wood Section Name 6x6Analysis Method : 9.0Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top Free, Bottom Fixed Wood Species Douglas Fir - Larch Wood Grade No.1 Fb +1,200.0 1,200.0psi1,000.0 625.0 170.0 825.031.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0580.0 1,600.0580.0 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 1,600.0 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 = 9.0 ft, K = 2.1 Unbraced Length for buckling ABOUT Y-Y Axis = 9.0 ft, K = 2.1 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 59.006 lbs * Dead Load FactorAXIAL LOADS . . . B1 Reaction: Axial Load at 9.0 ft, D = 0.210, L = 0.420 kBENDING LOADS . . . Seismic: Lat. Point Load at 9.0 ft creating Mx-x, E = 0.1650 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.2431 Location of max.above base 0.0 ft Applied Axial 0.2690k Applied Mx -1.040 k-ft Load Combination +D+0.70E+H Load Combination +D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 5.727 psi 272.0Allowable Shear psi 0.02106 : 1 Bending Compression Tension Location of max.above base 8.940 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 0.1650 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.5650 in at 9.0 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 269.461 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+H 0.900 PASS PASS0.0 0.0 9.0 ft0.288 ft0.03429+D+L+H 1.000 PASS PASS0.0 0.0 9.0 ft0.262 ft0.0870+D+0.70E+H 1.600 PASS PASS0.0 0.02106 8.940 ft0.168 ft0.2431+0.60D+0.70E+0.60H 1.600 PASS PASS0.0 0.02106 8.940 ft0.168 ft0.2392 . 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+H 0.269 Page 22 of 51 Wood Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.1: Post @ A:1 - Wood Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . 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+L+H 0.689 +D+0.70E+H 0.2690.116 1.040 +0.60D+0.70E+0.60H 0.1610.116 1.040 D Only 0.269 L Only 0.420 E Only 0.165 1.485 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 +D+L+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E+H 0.0000 0.396 9.000 ftftinin0.000 +0.60D+0.70E+0.60H 0.0000 0.396 9.000 ftftinin0.000 D Only 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 E Only 0.0000 0.559 8.940 ftftinin0.000 .Sketches Page 23 of 51 Wood Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.2: Post @ A:2 - Wood Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Wood Section Name 6x6Analysis Method : 9.0Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top Free, Bottom Fixed Wood Species Douglas Fir - Larch Wood Grade No.1 Fb +1,200.0 1,200.0psi1,000.0 625.0 170.0 825.031.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0580.0 1,600.0580.0 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 1,600.0 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 = 9.0 ft, K = 2.1 Unbraced Length for buckling ABOUT Y-Y Axis = 9.0 ft, K = 2.1 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 59.006 lbs * Dead Load FactorAXIAL LOADS . . . B1 & B4 Reactions: Axial Load at 9.0 ft, D = 0.870, L = 2.570 kBENDING LOADS . . . Seismic: Lat. Point Load at 9.0 ft creating Mx-x, E = 0.5780 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.9347 Location of max.above base 0.0 ft Applied Axial 0.9290k Applied Mx -3.641 k-ft Load Combination +D+0.70E+H Load Combination +D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 20.063 psi 272.0Allowable Shear psi 0.07376 : 1 Bending Compression Tension Location of max.above base 8.940 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 0.5780 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 1.979 in at 9.0 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 269.461 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+H 0.900 PASS PASS0.0 0.0 9.0 ft0.288 ft0.1184+D+L+H 1.000 PASS PASS0.0 0.0 9.0 ft0.262 ft0.4418+D+0.70E+H 1.600 PASS PASS0.0 0.07376 8.940 ft0.168 ft0.9347+0.60D+0.70E+0.60H 1.600 PASS PASS0.0 0.07376 8.940 ft0.168 ft0.8832 . 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+H 0.929 Page 24 of 51 Wood Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.2: Post @ A:2 - Wood Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . 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+L+H 3.499 +D+0.70E+H 0.9290.405 3.641 +0.60D+0.70E+0.60H 0.5570.405 3.641 D Only 0.929 L Only 2.570 E Only 0.578 5.202 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 +D+L+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E+H 0.0000 1.385 9.000 ftftinin0.000 +0.60D+0.70E+0.60H 0.0000 1.385 9.000 ftftinin0.000 D Only 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 E Only 0.0000 1.959 8.940 ftftinin0.000 .Sketches Page 25 of 51 Steel Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.3: Post @ A:3 - Steel Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . .Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Stress Grade Top Free, Bottom FixedAnalysis Method :, A500, Grade B, Fy = 46 ksi, Carbon Steel 9.0Overall Column HeightTop & Bottom FixityAllowable Strength Fy : Steel Yield ksi19,000.0 ksi Steel Section Name :HSS4x4x3/16 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 9.0 ft, K = 2.1 Unbraced Length for buckling ABOUT X-X Axis = 9.0 ft, K = 2.1 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 84.780 lbs * Dead Load Factor AXIAL LOADS . . . B4 Reaction: Axial Load at 9.0 ft, D = 1.810, L = 5.580 k BENDING LOADS . . . Seismic: Lat. Point Load at 9.0 ft creating Mx-x, E = 0.7610 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.6489 Location of max.above base 0.0 ft 1.895 k11.867 k -4.794 k-ft Load Combination +D+0.70E+H Load Combination +D+0.70E+H 8.424 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.5327 k 0.02663 : 1 Location of max.above base 0.0 ftAt maximum location values are . . . : 1 At maximum location values are . . . k 8.424 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 kBottom along X-X 0.0 k Top along Y-Y 0.0 kBottom along Y-Y 0.7610 k Maximum Load Deflections . . . Along Y-Y 2.695 in at 9.0ft above basefor load combination :E Only Along X-X 0.0 in at 0.0ft above base for load combination : 20.003 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry +D+H PASS PASS0.00 0.000 0.00 ftft0.160 1.67 1.00 146.32 146.32+D+L+H PASS PASS0.00 0.000 0.00 ftft0.630 1.67 1.00 146.32 146.32 +D+0.70E+H PASS PASS0.00 0.027 0.00 ftft0.649 1.67 1.00 146.32 146.32 +0.60D+0.70E+0.60H PASS PASS0.00 0.027 0.00 ftft0.617 1.67 1.00 146.32 146.32 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+H 1.895 +D+L+H 7.475 +D+0.70E+H 1.895 0.533 -4.794 +0.60D+0.70E+0.60H 1.137 0.533 -4.794 D Only 1.895 L Only 5.580 E Only 0.761 -6.849 Page 26 of 51 Steel Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.3: Post @ A:3 - Steel Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 7.475 Minimum"0.761 -6.849 MaximumReaction, X-X Axis Base 1.895 Minimum"1.895 MaximumReaction, Y-Y Axis Base 0.761 -6.849 Minimum"1.895 MaximumReaction, X-X Axis Top 1.895 Minimum"1.895 MaximumReaction, Y-Y Axis Top 1.895 Minimum"1.895 MaximumMoment, X-X Axis Base 1.895 Minimum"0.761-6.849 -6.849 MaximumMoment, Y-Y Axis Base 1.895 Minimum"1.895 MaximumMoment, X-X Axis Top 1.895 Minimum"1.895 MaximumMoment, Y-Y Axis Top 1.895 Minimum"1.895 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 +D+L+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E+H 0.0000 1.886 9.000 ftftinin0.000 +0.60D+0.70E+0.60H 0.0000 1.886 9.000 ftftinin0.000 D Only 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 E Only 0.0000 2.667 8.940 ftftinin0.000 .Steel Section Properties :HSS4x4x3/16 R xx = 1.550 in Depth =4.000 in R yy = 1.550 in J =10.000 in^4 Width =4.000 in Wall Thick = 0.187 in Zx =3.670 in^3 Area = 2.580 in^2 Weight =9.420 plf I xx =6.21 in^4 S xx =3.10 in^3Design Thick =0.174 in I yy =6.210 in^4 C =5.070 in^3 S yy =3.100 in^3 Ycg =0.000 in Page 27 of 51 Steel Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.3: Post @ A:3 - Steel Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Sketches Page 28 of 51 Steel Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.4: Post @ B:4 - Steel Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . .Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Stress Grade Top Free, Bottom FixedAnalysis Method :9.0Overall Column HeightTop & Bottom FixityAllowable Strength Fy : Steel Yield ksi19,000.0 ksi Steel Section Name :HSS4x4x3/16 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 9.0 ft, K = 2.1 Unbraced Length for buckling ABOUT X-X Axis = 9.0 ft, K = 2.1 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 84.780 lbs * Dead Load Factor AXIAL LOADS . . . B2, B3, & B5 Reactions: Axial Load at 9.0 ft, D = 1.630, L = 4.670 k BENDING LOADS . . . Seismic: Lat. Point Load at 9.0 ft creating Mx-x, E = 0.6550 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.5621 Location of max.above base 0.0 ft 1.715 k11.867 k -4.127 k-ft Load Combination +D+0.70E+H Load Combination +D+0.70E+H 8.424 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.4585 k 0.02292 : 1 Location of max.above base 0.0 ftAt maximum location values are . . . : 1 At maximum location values are . . . k 8.424 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : AppliedVn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 kBottom along X-X 0.0 k Top along Y-Y 0.0 kBottom along Y-Y 0.6550 k Maximum Load Deflections . . . Along Y-Y 2.319 in at 9.0ft above basefor load combination :E Only Along X-X 0.0 in at 0.0ft above base for load combination : 20.003 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry +D+H PASS PASS0.00 0.000 0.00 ftft0.145 1.67 1.00 146.32 146.32+D+L+H PASS PASS0.00 0.000 0.00 ftft0.538 1.67 1.00 146.32 146.32 +D+0.70E+H PASS PASS0.00 0.023 0.00 ftft0.562 1.67 1.00 146.32 146.32 +0.60D+0.70E+0.60H PASS PASS0.00 0.023 0.00 ftft0.533 1.67 1.00 146.32 146.32 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+H 1.715 +D+L+H 6.385 +D+0.70E+H 1.715 0.459 -4.127 +0.60D+0.70E+0.60H 1.029 0.459 -4.127 D Only 1.715 L Only 4.670 E Only 0.655 -5.895 Page 29 of 51 Steel Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.4: Post @ B:4 - Steel Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 6.385 Minimum"0.655 -5.895 MaximumReaction, X-X Axis Base 1.715 Minimum"1.715 MaximumReaction, Y-Y Axis Base 0.655 -5.895 Minimum"1.715 MaximumReaction, X-X Axis Top 1.715 Minimum"1.715 MaximumReaction, Y-Y Axis Top 1.715 Minimum"1.715 MaximumMoment, X-X Axis Base 1.715 Minimum"0.655-5.895 -5.895 MaximumMoment, Y-Y Axis Base 1.715 Minimum"1.715 MaximumMoment, X-X Axis Top 1.715 Minimum"1.715 MaximumMoment, Y-Y Axis Top 1.715 Minimum"1.715 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 +D+L+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E+H 0.0000 1.623 9.000 ftftinin0.000 +0.60D+0.70E+0.60H 0.0000 1.623 9.000 ftftinin0.000 D Only 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 E Only 0.0000 2.296 8.940 ftftinin0.000 .Steel Section Properties :HSS4x4x3/16 R xx = 1.550 in Depth =4.000 in R yy = 1.550 in J =10.000 in^4 Width =4.000 in Wall Thick = 0.187 in Zx =3.670 in^3 Area = 2.580 in^2 Weight =9.420 plf I xx =6.21 in^4 S xx =3.10 in^3Design Thick =0.174 in I yy =6.210 in^4 C =5.070 in^3 S yy =3.100 in^3 Ycg =0.000 in Page 30 of 51 Steel Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.4: Post @ B:4 - Steel Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Sketches Page 31 of 51 Wood Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.5: Post @ C:4 - Wood Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Wood Section Name 6x6Analysis Method : 9.0Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top Free, Bottom Fixed Wood Species Douglas Fir - Larch Wood Grade No.1 Fb +1,200.0 1,200.0psi1,000.0 625.0 170.0 825.031.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0580.0 1,600.0580.0 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 1,600.0 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 = 9.0 ft, K = 2.1 Unbraced Length for buckling ABOUT Y-Y Axis = 9.0 ft, K = 2.1 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 59.006 lbs * Dead Load FactorAXIAL LOADS . . . B5 Reaction: Axial Load at 9.0 ft, D = 0.90, L = 2.450 kBENDING LOADS . . . Seismic: Lat. Point Load at 9.0 ft creating Mx-x, E = 0.4860 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.7919 Location of max.above base 0.0 ft Applied Axial 0.9590k Applied Mx -3.062 k-ft Load Combination +D+0.70E+H Load Combination +D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 16.869 psi 272.0Allowable Shear psi 0.06202 : 1 Bending Compression Tension Location of max.above base 8.940 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 0.4860 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 1.664 in at 9.0 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 269.461 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+H 0.900 PASS PASS0.0 0.0 9.0 ft0.288 ft0.1222+D+L+H 1.000 PASS PASS0.0 0.0 9.0 ft0.262 ft0.4305+D+0.70E+H 1.600 PASS PASS0.0 0.06202 8.940 ft0.168 ft0.7919+0.60D+0.70E+0.60H 1.600 PASS PASS0.0 0.06202 8.940 ft0.168 ft0.7453 . 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+H 0.959 Page 32 of 51 Wood Column KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:P.5: Post @ C:4 - Wood Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . 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+L+H 3.409 +D+0.70E+H 0.9590.340 3.062 +0.60D+0.70E+0.60H 0.5750.340 3.062 D Only 0.959 L Only 2.450 E Only 0.486 4.374 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 +D+L+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E+H 0.0000 1.165 9.000 ftftinin0.000 +0.60D+0.70E+0.60H 0.0000 1.165 9.000 ftftinin0.000 D Only 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 E Only 0.0000 1.647 8.940 ftftinin0.000 .Sketches Page 33 of 51 Steel Base Plate KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:HSS Baseplate Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Code References Calculations per AISC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 General Information Material Properties Load Resistance Factor Design Concrete Support f'c 2.50 ksi Nominal Bearing Fp per J8 4.250ksi : LRFD Resistance Factor)c 0.60Steel Plate Fy =36.0 ksi Assumed Bearing Area :Full Bearing= AISC Design Method Column Properties Steel Section :HSS4x4x3/16 Depth 0.174 in in in^22.584Area Width along "X"48.0 inLength along "Z'48.0 in Support Dimensions Column assumed welded to base plate. Width 4 in Flange Thickness Ixx 6.21 in^46.21 in^4Web Thickness in Plate DimensionsN : Length 12.0 inB : Width 12.0 inThickness0.750 in Iyy Column & Plate Applied Loads 1.8105.580 0.7610 6.850 " P " = Gravity load, "+" sign is downward. k k P-Y k k k k k "+" Moments create higher soil pressure at +Z edge. M-X k-ft k-ft k-ft k-ft k-ft k-ft k-ft V-Z D : Dead Load ....... L : Live ....... Lr : Roof Live ......... S : Snow ................ W : Wind ................ E : Earthquake ............... k H : Lateral Earth .........k k k k k k "+" Shears push plate towards +Z edge. Anchor Bolts 1" 6.90 4.140 2.0 1.0 Anchor Bolt or Rod Description Number of Bolts in each Row................... k Number of Bolt Rows........................ Max of Tension or Pullout Capacity........... Shear Capacity.........................................k 1.50 inEdge distance : bolt to plate................... Page 34 of 51 Steel Base Plate KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:HSS Baseplate Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Fp : Allowable :2.550 ksi Bearing Stress OK Tension in each Bolt ...................3.527 Allowable Bolt Tension ...............6.900 Tension Stress Ratio 0.511 Tension Stress OK Bearing Stress Ratio 0.777 fu : Max. Plate Bearing Stress ....2.550 ksi Design Method Load Resistance Factor Design+1.20D+0.50L+0.70S+E+1.60H Governing Load Case Type Axial + Moment, L/2 < Eccentricity, Tension on Bolts Design Plate Size 1'-0" x 1'-0" x 0 -3/4" Pu : Axial .........1.629 k Mu : Moment ........6.850 k-ft Mu : Max. Moment .....................3.541 k-in Governing Load Combination fb : Max. Bending Stress ...............25.181 ksi Fb : Allowable : Fy * Phi 32.400 ksi Bending Stress OK Bending Stress Ratio 1.000 Governing STRESS RATIO 1.0 Axial Load Only, No MomentLoad Comb. : +1.40D+1.60H Loading Bearing Stresses Pu : Axial .........2.534 k A1 : Plate Area .........144.000 in^2 A2: Support Area ..................2,304.000 in^2 sqrt( A2/A1 )2.000 Fp : Allowable ...............................2.550ksi fb : Actual ................................ Distance for Moment Calculation Stress Ratio .....................0.022 " m " .....................4.100 in Design Plate Width .........12.000 in Stress Ratio .......................0.007 X ..............................0.000 in^2 Lambda ......................0.000 n' ........................................0.000 in n' * Lambda ..................................0.000 in fu : Max. Bearing Pressure 0.018ksi ksi L = max(m, n, n'') .........................4.100 in Will be different from entry if partial bearing used.Plate Bending Stresses Design Plate Height .........12.000 in " n " .....................4.100 in Mmax = Fu * L^2 / 2 ...................0.148 k-in Fb : Allowable ..............................32.400 ksi 0.701 Axial Load Only, No MomentLoad Comb. : +1.20D+0.50Lr+1.60L+1.60H Loading Bearing Stresses Pu : Axial .........11.100 k A1 : Plate Area .........144.000 in^2 A2: Support Area ..................2,304.000 in^2 sqrt( A2/A1 )2.000 Fp : Allowable ...............................2.550ksi fb : Actual ................................ Distance for Moment Calculation Stress Ratio .....................0.095 " m " .....................4.100 in Design Plate Width .........12.000 in Stress Ratio .......................0.030 X ..............................0.000 in^2 Lambda ......................0.000 n' ........................................0.000 in n' * Lambda ..................................0.000 in fu : Max. Bearing Pressure 0.077ksi ksi L = max(m, n, n'') .........................4.100 in Will be different from entry if partial bearing used.Plate Bending Stresses Design Plate Height .........12.000 in " n " .....................4.100 in Mmax = Fu * L^2 / 2 ...................0.648 k-in Fb : Allowable ..............................32.400 ksi 3.071 Page 35 of 51 Steel Base Plate KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:HSS Baseplate Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Axial Load Only, No MomentLoad Comb. : +1.20D+1.60Lr+0.50L+1.60H Loading Bearing Stresses Pu : Axial .........4.962 k A1 : Plate Area .........144.000 in^2 A2: Support Area ..................2,304.000 in^2 sqrt( A2/A1 )2.000 Fp : Allowable ...............................2.550ksi fb : Actual ................................ Distance for Moment Calculation Stress Ratio .....................0.042 " m " .....................4.100 in Design Plate Width .........12.000 in Stress Ratio .......................0.014 X ..............................0.000 in^2 Lambda ......................0.000 n' ........................................0.000 in n' * Lambda ..................................0.000 in fu : Max. Bearing Pressure 0.034ksi ksi L = max(m, n, n'') .........................4.100 in Will be different from entry if partial bearing used.Plate Bending Stresses Design Plate Height .........12.000 in " n " .....................4.100 in Mmax = Fu * L^2 / 2 ...................0.290 k-in Fb : Allowable ..............................32.400 ksi 1.373 Axial Load + Moment, Ecc. > L/2Load Comb. : +1.20D+0.50L+0.70S+E+1.60H LoadingPu : Axial .........4.962 k A1 : Plate Area .........144.000 in^2 Bearing Stresses A2 : Support Area .....................2,304.000 in^2 sqrt( A2/A1 )2.000 fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio ....................1.000 Plate Bending Stresses Fp : Allowable ...............................2.550 ksi Mu : Moment ........6.850 k-ft 6.900k "A" : Bearing Length 0.665 Plate Moment from Bolt Tension .......1.302 k-in 3.541 k-in fb : Actual ................................25.181 ksi Mmax .......................................... Mpl : Plate Moment 0.295 k-in Fb : Allowable ................................32.400 ksi Stress Ratio ....................0.777 Eccentricity ........................16.566 0.377Stress Ratio ....................in Calculate plate moment from bolt tension . . .Tension per Bolt ..........................2.604 k Tension : Allowable .................... in Dist. from Bolt to Col. Edge .............2.600 in Calculate plate moment from bearing . . . Effective Bolt Width for Bending .....10.400 in max(m, n)4.400 in Axial Load + Moment, Ecc. > L/2Load Comb. : +0.90D+E+0.90H LoadingPu : Axial .........1.629 k A1 : Plate Area .........144.000 in^2 Bearing Stresses A2 : Support Area .....................2,304.000 in^2 sqrt( A2/A1 )2.000 fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio ....................1.000 Plate Bending Stresses Fp : Allowable ...............................2.550 ksi Mu : Moment ........6.850 k-ft 6.900k "A" : Bearing Length 0.568 Plate Moment from Bolt Tension .......1.764 k-in 3.047 k-in fb : Actual ................................21.667 ksiMmax .......................................... Mpl : Plate Moment 0.254 k-in Fb : Allowable ................................32.400 ksi Stress Ratio ....................0.669 Eccentricity ........................50.460 0.511Stress Ratio ....................in Calculate plate moment from bolt tension . . .Tension per Bolt ..........................3.527 kTension : Allowable .................... in Dist. from Bolt to Col. Edge .............2.600 in Calculate plate moment from bearing . . . Effective Bolt Width for Bending .....10.400 in max(m, n)4.400 in Page 36 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.1: Loads from Post P.1 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 200.0ksiNo ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 1.0 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 YesYes: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. # Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis =3.0 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness =12.0 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 =4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =4.0 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 0.210 0.420 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k0.1650V-z k M-xx =k-ft=k-ft1.485 H = Page 37 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.1: Loads from Post P.1 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . PASS 4.958 Sliding - X-X 0.1155 k 0.5727 k +0.60D+0.70E+0.60H 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 0.5743 Soil Bearing 0.8615 ksf 1.50 ksf +0.60D+0.70E+0.60H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.181 Overturning - Z-Z 1.155 k-ft 1.364 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03867 Z Flexure (+X)0.4031 k-ft/ft 10.424 k-ft/ft +0.90D+E+0.90H PASS 0.03867 Z Flexure (-X)0.4031 k-ft/ft 10.424 k-ft/ft +0.90D-E+0.90H PASS 0.003526 X Flexure (+Z)0.03675 k-ft/ft 10.424 k-ft/ft +1.40D+1.60H PASS 0.003526 X Flexure (-Z)0.03675 k-ft/ft 10.424 k-ft/ft +1.40D+1.60H PASS 0.04297 1-way Shear (+X)3.222 psi 75.0 psi +0.90D+E+0.90H PASS 0.04297 1-way Shear (-X)3.222 psi 75.0 psi +0.90D-E+0.90H PASS 0.003025 1-way Shear (+Z)0.2269 psi 75.0 psi +1.40D+1.60H PASS 0.003025 1-way Shear (-Z)0.2269 psi 75.0 psi +1.40D+1.60H PASS 0.005671 2-way Punching 0.8507 psi 150.0 psi +1.40D+1.60H 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+H 1.50 n/a0.1683 0.1683 n/a 0.1120.0n/aX-X, +D+L+H 1.50 n/a0.2150 0.2150 n/a 0.1430.0n/aX-X, +D+0.70E+H 1.50 n/a0.1683 0.1683 n/a 0.1120.0n/aX-X, +0.60D+0.70E+0.60H 1.50 n/a0.1010 0.1010 n/a 0.0670.0n/aZ-Z, +D+H 1.50 0.1683n/a n/a 0.1683 0.112n/a0.0Z-Z, +D+L+H 1.50 0.2150n/a n/a 0.2150 0.143n/a0.0Z-Z, +D+0.70E+H 1.50 0.0n/a n/a 0.4533 0.302n/a9.149Z-Z, +0.60D+0.70E+0.60H 1.50 0.0n/a n/a 0.8615 0.574n/a15.248 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, +D+H None 0.0 k-ft Infinity OKX-X, +D+L+H None 0.0 k-ft Infinity OKX-X, +D+S+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKX-X, +D+0.70E+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OKX-X, +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OKZ-Z, +D+H None 0.0 k-ft Infinity OKZ-Z, +D+L+H None 0.0 k-ft Infinity OKZ-Z, +D+S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.70E+H 1.155 k-ft 2.273 k-ft 1.968 OKZ-Z, +D+0.750L+0.750S+0.5250E+H 0.8663 k-ft 2.745 k-ft 3.169 OKZ-Z, +0.60D+0.70E+0.60H 1.155 k-ft 1.364 k-ft 1.181 OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, +D+H 0.0 k 0.7545 k No Sliding OKX-X, +D+L+H 0.0 k 0.8805 k No Sliding OKX-X, +D+S+H 0.0 k 0.7545 k No Sliding OKX-X, +D+0.750L+0.750S+H 0.0 k 0.8490 k No Sliding OKX-X, +D+0.70E+H 0.1155 k 0.7545 k 6.532 OKX-X, +D+0.750L+0.750S+0.5250E+H 0.08663 k 0.8490 k 9.801 OKX-X, +0.60D+0.70E+0.60H 0.1155 k 0.5727 k 4.958 OKZ-Z, +D+H 0.0 k 0.7545 k No Sliding OKZ-Z, +D+L+H 0.0 k 0.8805 k No Sliding OK Page 38 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.1: Loads from Post P.1 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Z-Z, +D+S+H 0.0 k 0.7545 k No Sliding OKZ-Z, +D+0.750L+0.750S+H 0.0 k 0.8490 k No Sliding OKZ-Z, +D+0.70E+H 0.0 k 0.7545 k No Sliding OKZ-Z, +D+0.750L+0.750S+0.5250E+H 0.0 k 0.8490 k No Sliding OKZ-Z, +0.60D+0.70E+0.60H 0.0 k 0.5727 k No Sliding OK 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+1.60H 0.03675 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +1.40D+1.60H 0.03675 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D+E+0.90H 0.02363 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D+E+0.90H 0.02363 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D-E+0.90H 0.02363 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D-E+0.90H 0.02363 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +1.40D+1.60H 0.03675 -X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +1.40D+1.60H 0.03675 +X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D+E+0.90H 0.1468 -X Top 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D+E+0.90H 0.4031 +X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D-E+0.90H 0.4031 -X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D-E+0.90H 0.1468 +X Top 0.2592 Min Temp %0.2667 10.424 OKOne Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 0.23 0.23 0.23 0.23 0.23 75.00 0.00psipsipsipsipsipsi OK +0.90D+E+0.90H 0.91 3.22 0.15 0.15 3.22 75.00 0.04psipsipsipsipsipsi OK+0.90D-E+0.90H 3.22 0.91 0.15 0.15 3.22 75.00 0.04psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 0.85 150.00 0.005671 OKpsipsi+0.90D+E+0.90H 0.81 150.00 0.005399 OKpsipsi+0.90D-E+0.90H 0.81 150.00 0.005399 OKpsipsi Page 39 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.2: Loads from Post P.2 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 200.0ksiNo ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 1.0 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 YesYes: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. # Dimensions Width parallel to X-X Axis 4.50 ft Length parallel to Z-Z Axis =4.50 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness =12.0 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 =6.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =6.0 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 0.870 2.570 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k0.5780V-z k M-xx =k-ft=k-ft5.202 H = Page 40 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.2: Loads from Post P.2 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . PASS 2.806 Sliding - X-X 0.4046 k 1.135 k +0.60D+0.70E+0.60H 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 0.4641 Soil Bearing 0.6962 ksf 1.50 ksf +0.60D+0.70E+0.60H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.270 Overturning - Z-Z 4.046 k-ft 5.138 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09151 Z Flexure (+X)0.9539 k-ft/ft 10.424 k-ft/ft +0.90D+E+0.90H PASS 0.09151 Z Flexure (-X)0.9539 k-ft/ft 10.424 k-ft/ft +0.90D-E+0.90H PASS 0.01461 X Flexure (+Z)0.1523 k-ft/ft 10.424 k-ft/ft +1.40D+1.60H PASS 0.01461 X Flexure (-Z)0.1523 k-ft/ft 10.424 k-ft/ft +1.40D+1.60H PASS 0.06870 1-way Shear (+X)5.152 psi 75.0 psi +0.90D+E+0.90H PASS 0.06870 1-way Shear (-X)5.152 psi 75.0 psi +0.90D-E+0.90H PASS 0.01103 1-way Shear (+Z)0.8270 psi 75.0 psi +1.40D+1.60H PASS 0.01103 1-way Shear (-Z)0.8270 psi 75.0 psi +1.40D+1.60H PASS 0.02442 2-way Punching 3.663 psi 150.0 psi +1.40D+1.60H 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+H 1.50 n/a0.1880 0.1880 n/a 0.1250.0n/aX-X, +D+L+H 1.50 n/a0.3149 0.3149 n/a 0.2100.0n/aX-X, +D+0.70E+H 1.50 n/a0.1880 0.1880 n/a 0.1250.0n/aX-X, +0.60D+0.70E+0.60H 1.50 n/a0.1128 0.1128 n/a 0.0750.0n/aZ-Z, +D+H 1.50 0.1880n/a n/a 0.1880 0.125n/a0.0Z-Z, +D+L+H 1.50 0.3149n/a n/a 0.3149 0.210n/a0.0Z-Z, +D+0.70E+H 1.50 0.0n/a n/a 0.4720 0.315n/a12.756Z-Z, +0.60D+0.70E+0.60H 1.50 0.0n/a n/a 0.6962 0.464n/a21.260 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, +D+H None 0.0 k-ft Infinity OKX-X, +D+L+H None 0.0 k-ft Infinity OKX-X, +D+S+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKX-X, +D+0.70E+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OKX-X, +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OKZ-Z, +D+H None 0.0 k-ft Infinity OKZ-Z, +D+L+H None 0.0 k-ft Infinity OKZ-Z, +D+S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.70E+H 4.046 k-ft 8.564 k-ft 2.117 OKZ-Z, +D+0.750L+0.750S+0.5250E+H 3.035 k-ft 12.901 k-ft 4.251 OKZ-Z, +0.60D+0.70E+0.60H 4.046 k-ft 5.138 k-ft 1.270 OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, +D+H 0.0 k 1.592 k No Sliding OKX-X, +D+L+H 0.0 k 2.363 k No Sliding OKX-X, +D+S+H 0.0 k 1.592 k No Sliding OKX-X, +D+0.750L+0.750S+H 0.0 k 2.170 k No Sliding OKX-X, +D+0.70E+H 0.4046 k 1.592 k 3.934 OKX-X, +D+0.750L+0.750S+0.5250E+H 0.3035 k 2.170 k 7.152 OKX-X, +0.60D+0.70E+0.60H 0.4046 k 1.135 k 2.806 OKZ-Z, +D+H 0.0 k 1.592 k No Sliding OKZ-Z, +D+L+H 0.0 k 2.363 k No Sliding OK Page 41 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.2: Loads from Post P.2 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Z-Z, +D+S+H 0.0 k 1.592 k No Sliding OKZ-Z, +D+0.750L+0.750S+H 0.0 k 2.170 k No Sliding OKZ-Z, +D+0.70E+H 0.0 k 1.592 k No Sliding OKZ-Z, +D+0.750L+0.750S+0.5250E+H 0.0 k 2.170 k No Sliding OKZ-Z, +0.60D+0.70E+0.60H 0.0 k 1.135 k No Sliding OK 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+1.60H 0.1523 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +1.40D+1.60H 0.1523 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D+E+0.90H 0.09788 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D+E+0.90H 0.09788 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D-E+0.90H 0.09788 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D-E+0.90H 0.09788 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +1.40D+1.60H 0.1523 -X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +1.40D+1.60H 0.1523 +X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D+E+0.90H 0.3303 -X Top 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D+E+0.90H 0.9539 +X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D-E+0.90H 0.9539 -X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D-E+0.90H 0.3303 +X Top 0.2592 Min Temp %0.2667 10.424 OKOne Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 0.83 0.83 0.83 0.83 0.83 75.00 0.01psipsipsipsipsipsi OK +0.90D+E+0.90H 1.79 5.15 0.53 0.53 5.15 75.00 0.07psipsipsipsipsipsi OK+0.90D-E+0.90H 5.15 1.79 0.53 0.53 5.15 75.00 0.07psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 3.66 150.00 0.02442 OKpsipsi+0.90D+E+0.90H 2.62 150.00 0.01749 OKpsipsi+0.90D-E+0.90H 2.62 150.00 0.01749 OKpsipsi Page 42 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.3: Loads from Post P.3 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 200.0ksiNo ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 1.0 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 YesYes: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. # Dimensions Width parallel to X-X Axis 4.750 ft Length parallel to Z-Z Axis =4.750 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness =12.0 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 =7.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =7.0 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 1.810 5.580 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k0.7610V-z k M-xx =k-ft=k-ft6.850 H = Page 43 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.3: Loads from Post P.3 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . PASS 2.609 Sliding - X-X 0.5327 k 1.390 k +0.60D+0.70E+0.60H 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 0.4488 Soil Bearing 0.6732 ksf 1.50 ksf +0.60D+0.70E+0.60H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.359 Overturning - Z-Z 5.328 k-ft 7.241 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1075 Z Flexure (+X)1.234 k-ft/ft 11.477 k-ft/ft +0.90D+E+0.90H PASS 0.1075 Z Flexure (-X)1.234 k-ft/ft 11.477 k-ft/ft +0.90D-E+0.90H PASS 0.02760 X Flexure (+Z)0.3168 k-ft/ft 11.477 k-ft/ft +1.40D+1.60H PASS 0.02760 X Flexure (-Z)0.3168 k-ft/ft 11.477 k-ft/ft +1.40D+1.60H PASS 0.08585 1-way Shear (+X)6.439 psi 75.0 psi +0.90D+E+0.90H PASS 0.08585 1-way Shear (-X)6.439 psi 75.0 psi +0.90D-E+0.90H PASS 0.02239 1-way Shear (+Z)1.679 psi 75.0 psi +1.40D+1.60H PASS 0.02239 1-way Shear (-Z)1.679 psi 75.0 psi +1.40D+1.60H PASS 0.05081 2-way Punching 7.621 psi 150.0 psi +1.40D+1.60H 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+H 1.50 n/a0.2252 0.2252 n/a 0.1500.0n/aX-X, +D+L+H 1.50 n/a0.4725 0.4725 n/a 0.3150.0n/aX-X, +D+0.70E+H 1.50 n/a0.2252 0.2252 n/a 0.1500.0n/aX-X, +0.60D+0.70E+0.60H 1.50 n/a0.1351 0.1351 n/a 0.0900.0n/aZ-Z, +D+H 1.50 0.2252n/a n/a 0.2252 0.150n/a0.0Z-Z, +D+L+H 1.50 0.4725n/a n/a 0.4725 0.315n/a0.0Z-Z, +D+0.70E+H 1.50 0.0n/a n/a 0.5344 0.356n/a12.581Z-Z, +0.60D+0.70E+0.60H 1.50 0.0n/a n/a 0.6732 0.449n/a20.969 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, +D+H None 0.0 k-ft Infinity OKX-X, +D+L+H None 0.0 k-ft Infinity OKX-X, +D+S+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKX-X, +D+0.70E+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OKX-X, +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OKZ-Z, +D+H None 0.0 k-ft Infinity OKZ-Z, +D+L+H None 0.0 k-ft Infinity OKZ-Z, +D+S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.70E+H 5.328 k-ft 12.069 k-ft 2.265 OKZ-Z, +D+0.750L+0.750S+0.5250E+H 3.996 k-ft 22.008 k-ft 5.508 OKZ-Z, +0.60D+0.70E+0.60H 5.328 k-ft 7.241 k-ft 1.359 OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, +D+H 0.0 k 1.999 k No Sliding OKX-X, +D+L+H 0.0 k 3.673 k No Sliding OKX-X, +D+S+H 0.0 k 1.999 k No Sliding OKX-X, +D+0.750L+0.750S+H 0.0 k 3.255 k No Sliding OKX-X, +D+0.70E+H 0.5327 k 1.999 k 3.753 OKX-X, +D+0.750L+0.750S+0.5250E+H 0.3995 k 3.255 k 8.147 OKX-X, +0.60D+0.70E+0.60H 0.5327 k 1.390 k 2.609 OKZ-Z, +D+H 0.0 k 1.999 k No Sliding OKZ-Z, +D+L+H 0.0 k 3.673 k No Sliding OK Page 44 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.3: Loads from Post P.3 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Z-Z, +D+S+H 0.0 k 1.999 k No Sliding OKZ-Z, +D+0.750L+0.750S+H 0.0 k 3.255 k No Sliding OKZ-Z, +D+0.70E+H 0.0 k 1.999 k No Sliding OKZ-Z, +D+0.750L+0.750S+0.5250E+H 0.0 k 3.255 k No Sliding OKZ-Z, +0.60D+0.70E+0.60H 0.0 k 1.390 k No Sliding OK 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+1.60H 0.3168 +Z Bottom 0.2592 Min Temp %0.2947 11.477 OKX-X, +1.40D+1.60H 0.3168 -Z Bottom 0.2592 Min Temp %0.2947 11.477 OKX-X, +0.90D+E+0.90H 0.2036 +Z Bottom 0.2592 Min Temp %0.2947 11.477 OKX-X, +0.90D+E+0.90H 0.2036 -Z Bottom 0.2592 Min Temp %0.2947 11.477 OKX-X, +0.90D-E+0.90H 0.2036 +Z Bottom 0.2592 Min Temp %0.2947 11.477 OKX-X, +0.90D-E+0.90H 0.2036 -Z Bottom 0.2592 Min Temp %0.2947 11.477 OKZ-Z, +1.40D+1.60H 0.3168 -X Bottom 0.2592 Min Temp %0.2947 11.477 OKZ-Z, +1.40D+1.60H 0.3168 +X Bottom 0.2592 Min Temp %0.2947 11.477 OKZ-Z, +0.90D+E+0.90H 0.3681 -X Top 0.2592 Min Temp %0.2947 11.477 OKZ-Z, +0.90D+E+0.90H 1.234 +X Bottom 0.2592 Min Temp %0.2947 11.477 OKZ-Z, +0.90D-E+0.90H 1.234 -X Bottom 0.2592 Min Temp %0.2947 11.477 OKZ-Z, +0.90D-E+0.90H 0.3681 +X Top 0.2592 Min Temp %0.2947 11.477 OKOne Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 1.68 1.68 1.68 1.68 1.68 75.00 0.02psipsipsipsipsipsi OK +0.90D+E+0.90H 1.95 6.44 1.08 1.08 6.44 75.00 0.09psipsipsipsipsipsi OK+0.90D-E+0.90H 6.44 1.95 1.08 1.08 6.44 75.00 0.09psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 7.62 150.00 0.05081 OKpsipsi+0.90D+E+0.90H 5.25 150.00 0.03501 OKpsipsi+0.90D-E+0.90H 5.25 150.00 0.03501 OKpsipsi Page 45 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.4: Loads from Post P.4 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 200.0ksiNo ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 1.0 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 YesYes: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. # Dimensions Width parallel to X-X Axis 4.50 ft Length parallel to Z-Z Axis =4.50 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness =12.0 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 =6.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =6.0 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 1.630 4.670 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k0.6550V-z k M-xx =k-ft=k-ft5.895 H = Page 46 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.4: Loads from Post P.4 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . PASS 2.774 Sliding - X-X 0.4585 k 1.272 k +0.60D+0.70E+0.60H 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 0.4633 Soil Bearing 0.6949 ksf 1.50 ksf +0.60D+0.70E+0.60H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.344 Overturning - Z-Z 4.585 k-ft 6.164 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1079 Z Flexure (+X)1.125 k-ft/ft 10.424 k-ft/ft +0.90D+E+0.90H PASS 0.1079 Z Flexure (-X)1.125 k-ft/ft 10.424 k-ft/ft +0.90D-E+0.90H PASS 0.02737 X Flexure (+Z)0.2853 k-ft/ft 10.424 k-ft/ft +1.40D+1.60H PASS 0.02737 X Flexure (-Z)0.2853 k-ft/ft 10.424 k-ft/ft +1.40D+1.60H PASS 0.08202 1-way Shear (+X)6.151 psi 75.0 psi +0.90D+E+0.90H PASS 0.08202 1-way Shear (-X)6.151 psi 75.0 psi +0.90D-E+0.90H PASS 0.02066 1-way Shear (+Z)1.550 psi 75.0 psi +1.40D+1.60H PASS 0.02066 1-way Shear (-Z)1.550 psi 75.0 psi +1.40D+1.60H PASS 0.04575 2-way Punching 6.863 psi 150.0 psi +1.40D+1.60H 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+H 1.50 n/a0.2255 0.2255 n/a 0.1500.0n/aX-X, +D+L+H 1.50 n/a0.4561 0.4561 n/a 0.3040.0n/aX-X, +D+0.70E+H 1.50 n/a0.2255 0.2255 n/a 0.1500.0n/aX-X, +0.60D+0.70E+0.60H 1.50 n/a0.1353 0.1353 n/a 0.0900.0n/aZ-Z, +D+H 1.50 0.2255n/a n/a 0.2255 0.150n/a0.0Z-Z, +D+L+H 1.50 0.4561n/a n/a 0.4561 0.304n/a0.0Z-Z, +D+0.70E+H 1.50 0.0n/a n/a 0.5397 0.360n/a12.049Z-Z, +0.60D+0.70E+0.60H 1.50 0.0n/a n/a 0.6949 0.463n/a20.082 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, +D+H None 0.0 k-ft Infinity OKX-X, +D+L+H None 0.0 k-ft Infinity OKX-X, +D+S+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKX-X, +D+0.70E+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OKX-X, +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OKZ-Z, +D+H None 0.0 k-ft Infinity OKZ-Z, +D+L+H None 0.0 k-ft Infinity OKZ-Z, +D+S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.70E+H 4.585 k-ft 10.274 k-ft 2.241 OKZ-Z, +D+0.750L+0.750S+0.5250E+H 3.439 k-ft 18.155 k-ft 5.279 OKZ-Z, +0.60D+0.70E+0.60H 4.585 k-ft 6.164 k-ft 1.344 OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, +D+H 0.0 k 1.820 k No Sliding OKX-X, +D+L+H 0.0 k 3.221 k No Sliding OKX-X, +D+S+H 0.0 k 1.820 k No Sliding OKX-X, +D+0.750L+0.750S+H 0.0 k 2.871 k No Sliding OKX-X, +D+0.70E+H 0.4585 k 1.820 k 3.969 OKX-X, +D+0.750L+0.750S+0.5250E+H 0.3439 k 2.871 k 8.348 OKX-X, +0.60D+0.70E+0.60H 0.4585 k 1.272 k 2.774 OKZ-Z, +D+H 0.0 k 1.820 k No Sliding OKZ-Z, +D+L+H 0.0 k 3.221 k No Sliding OK Page 47 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.4: Loads from Post P.4 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Z-Z, +D+S+H 0.0 k 1.820 k No Sliding OKZ-Z, +D+0.750L+0.750S+H 0.0 k 2.871 k No Sliding OKZ-Z, +D+0.70E+H 0.0 k 1.820 k No Sliding OKZ-Z, +D+0.750L+0.750S+0.5250E+H 0.0 k 2.871 k No Sliding OKZ-Z, +0.60D+0.70E+0.60H 0.0 k 1.272 k No Sliding OK 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+1.60H 0.2853 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +1.40D+1.60H 0.2853 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D+E+0.90H 0.1834 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D+E+0.90H 0.1834 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D-E+0.90H 0.1834 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OKX-X, +0.90D-E+0.90H 0.1834 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +1.40D+1.60H 0.2853 -X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +1.40D+1.60H 0.2853 +X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D+E+0.90H 0.3303 -X Top 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D+E+0.90H 1.125 +X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D-E+0.90H 1.125 -X Bottom 0.2592 Min Temp %0.2667 10.424 OKZ-Z, +0.90D-E+0.90H 0.3303 +X Top 0.2592 Min Temp %0.2667 10.424 OKOne Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 1.55 1.55 1.55 1.55 1.55 75.00 0.02psipsipsipsipsipsi OK +0.90D+E+0.90H 1.79 6.15 1.00 1.00 6.15 75.00 0.08psipsipsipsipsipsi OK+0.90D-E+0.90H 6.15 1.79 1.00 1.00 6.15 75.00 0.08psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 6.86 150.00 0.04575 OKpsipsi+0.90D+E+0.90H 4.73 150.00 0.03155 OKpsipsi+0.90D-E+0.90H 4.73 150.00 0.03155 OKpsipsi Page 48 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.5: Loads from Post P.5 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 200.0ksiNo ksfAllowable Soil Bearing ==2.5060.03,122.0145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 1.0 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 YesYes: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. # Dimensions Width parallel to X-X Axis 4.250 ft Length parallel to Z-Z Axis =4.250 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness =12.0 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 =6.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =6.0 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 0.90 2.450 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==k0.4860V-z k M-xx =k-ft=k-ft4.374 H = Page 49 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.5: Loads from Post P.5 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . PASS 3.111 Sliding - X-X 0.3402 k 1.058 k +0.60D+0.70E+0.60H 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 0.4239 Soil Bearing 0.6358 ksf 1.50 ksf +0.60D+0.70E+0.60H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.319 Overturning - Z-Z 3.402 k-ft 4.487 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07707 Z Flexure (+X)0.8487 k-ft/ft 11.013 k-ft/ft +0.90D+E+0.90H PASS 0.07707 Z Flexure (-X)0.8487 k-ft/ft 11.013 k-ft/ft +0.90D-E+0.90H PASS 0.01430 X Flexure (+Z)0.1575 k-ft/ft 11.013 k-ft/ft +1.40D+1.60H PASS 0.01430 X Flexure (-Z)0.1575 k-ft/ft 11.013 k-ft/ft +1.40D+1.60H PASS 0.06513 1-way Shear (+X)4.884 psi 75.0 psi +0.90D+E+0.90H PASS 0.06513 1-way Shear (-X)4.884 psi 75.0 psi +0.90D-E+0.90H PASS 0.01171 1-way Shear (+Z)0.8784 psi 75.0 psi +1.40D+1.60H PASS 0.01171 1-way Shear (-Z)0.8784 psi 75.0 psi +1.40D+1.60H PASS 0.02509 2-way Punching 3.763 psi 150.0 psi +1.40D+1.60H 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+H 1.50 n/a0.1948 0.1948 n/a 0.1300.0n/aX-X, +D+L+H 1.50 n/a0.3305 0.3305 n/a 0.2200.0n/aX-X, +D+0.70E+H 1.50 n/a0.1948 0.1948 n/a 0.1300.0n/aX-X, +0.60D+0.70E+0.60H 1.50 n/a0.1169 0.1169 n/a 0.0780.0n/aZ-Z, +D+H 1.50 0.1948n/a n/a 0.1948 0.130n/a0.0Z-Z, +D+L+H 1.50 0.3305n/a n/a 0.3305 0.220n/a0.0Z-Z, +D+0.70E+H 1.50 0.0n/a n/a 0.4737 0.316n/a11.601Z-Z, +0.60D+0.70E+0.60H 1.50 0.0n/a n/a 0.6358 0.424n/a19.335 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, +D+H None 0.0 k-ft Infinity OKX-X, +D+L+H None 0.0 k-ft Infinity OKX-X, +D+S+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKX-X, +D+0.70E+H None 0.0 k-ft Infinity OKX-X, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OKX-X, +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OKZ-Z, +D+H None 0.0 k-ft Infinity OKZ-Z, +D+L+H None 0.0 k-ft Infinity OKZ-Z, +D+S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OKZ-Z, +D+0.70E+H 3.402 k-ft 7.478 k-ft 2.198 OKZ-Z, +D+0.750L+0.750S+0.5250E+H 2.552 k-ft 11.383 k-ft 4.461 OKZ-Z, +0.60D+0.70E+0.60H 3.402 k-ft 4.487 k-ft 1.319 OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, +D+H 0.0 k 1.481 k No Sliding OKX-X, +D+L+H 0.0 k 2.216 k No Sliding OKX-X, +D+S+H 0.0 k 1.481 k No Sliding OKX-X, +D+0.750L+0.750S+H 0.0 k 2.032 k No Sliding OKX-X, +D+0.70E+H 0.3402 k 1.481 k 4.352 OKX-X, +D+0.750L+0.750S+0.5250E+H 0.2552 k 2.032 k 7.964 OKX-X, +0.60D+0.70E+0.60H 0.3402 k 1.058 k 3.111 OKZ-Z, +D+H 0.0 k 1.481 k No Sliding OKZ-Z, +D+L+H 0.0 k 2.216 k No Sliding OK Page 50 of 51 General Footing KPFF CONSULTING ENGINEERSLic. # : KW-06003761 DESCRIPTION:F.5: Loads from Post P.5 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . File = C:\Users\nmurphy\Dropbox\PERSON~1\R\RSG\2019\19-076~1\Calcs\Lawrence.ec6 . Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Z-Z, +D+S+H 0.0 k 1.481 k No Sliding OKZ-Z, +D+0.750L+0.750S+H 0.0 k 2.032 k No Sliding OKZ-Z, +D+0.70E+H 0.0 k 1.481 k No Sliding OKZ-Z, +D+0.750L+0.750S+0.5250E+H 0.0 k 2.032 k No Sliding OKZ-Z, +0.60D+0.70E+0.60H 0.0 k 1.058 k No Sliding OK 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+1.60H 0.1575 +Z Bottom 0.2592 Min Temp %0.2824 11.013 OKX-X, +1.40D+1.60H 0.1575 -Z Bottom 0.2592 Min Temp %0.2824 11.013 OKX-X, +0.90D+E+0.90H 0.1013 +Z Bottom 0.2592 Min Temp %0.2824 11.013 OKX-X, +0.90D+E+0.90H 0.1013 -Z Bottom 0.2592 Min Temp %0.2824 11.013 OKX-X, +0.90D-E+0.90H 0.1013 +Z Bottom 0.2592 Min Temp %0.2824 11.013 OKX-X, +0.90D-E+0.90H 0.1013 -Z Bottom 0.2592 Min Temp %0.2824 11.013 OKZ-Z, +1.40D+1.60H 0.1575 -X Bottom 0.2592 Min Temp %0.2824 11.013 OKZ-Z, +1.40D+1.60H 0.1575 +X Bottom 0.2592 Min Temp %0.2824 11.013 OKZ-Z, +0.90D+E+0.90H 0.2946 -X Top 0.2592 Min Temp %0.2824 11.013 OKZ-Z, +0.90D+E+0.90H 0.8487 +X Bottom 0.2592 Min Temp %0.2824 11.013 OKZ-Z, +0.90D-E+0.90H 0.8487 -X Bottom 0.2592 Min Temp %0.2824 11.013 OKZ-Z, +0.90D-E+0.90H 0.2946 +X Top 0.2592 Min Temp %0.2824 11.013 OKOne Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 0.88 0.88 0.88 0.88 0.88 75.00 0.01psipsipsipsipsipsi OK +0.90D+E+0.90H 1.64 4.88 0.56 0.56 4.88 75.00 0.07psipsipsipsipsipsi OK+0.90D-E+0.90H 4.88 1.64 0.56 0.56 4.88 75.00 0.07psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 3.76 150.00 0.02509 OKpsipsi+0.90D+E+0.90H 2.74 150.00 0.01823 OKpsipsi+0.90D-E+0.90H 2.74 150.00 0.01823 OKpsipsi Page 51 of 51