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HomeMy WebLinkAboutPA2022-0314_20221221_Structural calculationsEJD ENGINEERING, INC. 14726 Ramona Ave. (410-W1) PH: 909.517.2451 Chino, CA 91710 FAX: 877.795.9778 CUSTOM RESIDENCE THE 944 VIA LIDO NORD TRUST 944 VIA LIDO NORD NEWPORT BEACH, CA 92663 EJD JOB# 20-105 DESIGN BASED ON 2019 CBC TABLE OF CONTENTS: DESIGN CRITERIA...PAGE 1 ATC HAZARD DATA...PAGE 5 VERTICAL ROOF DESIGN . . PAGE 9 ENERCALC ROOF ANALYSIS . . PAGE 12 VERTICAL FLOOR DESIGN . . PAGE 28 ENERCALC FLOOR ANALYSIS . . PAGE 34 FOOTING AT MOMENT FRAME . . PAGE 52 FOOTING AT CANT. COLUMNS . . PAGE 54 FOOTING AT SHEAR TRANSFER . . PAGE 56 LATERAL DESIGN...PAGE 58 MOMENT FRAME ANALYSIS . . PAGE 76 CANTILEVER FRAME ANALYSIS . . PAGE 83 DIAPHRAGM DESIGN...PAGE 97 TALL WOOD STUD DESIGN . . PAGE 106 SHEAR TRANSFER COLUMN . . PAGE 109 MOMENT FRAME ANCHORAGE . . PAGE 115 CANTILEVER COLUMN EMBEDMENT . PAGE 121 APPENDIX - GUARDRAILS ICC ESR-3842 REPORT...PAGE 123 Page 1 of 138 DECEMBER 16, 2022 VIA LIDO NORD NEWPORT BEACH, CA (20-105) CBC 2019-COVER.xmcd GRAVITY LOADS: ROOF LIVE LOAD:RLL 20 psfFLOOR LIVE LOAD:FLL1 40 PSF ROOF DEAD LOAD:RDL 15 psfFLOOR DEAD LOAD:FDL1 15 PSF WALL DEAD LOAD:WDL1 15 PSF WIND LOADS: ASCE 7-16: CHAPTER 28 PART 2 - ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDING (95 MPH - 25 FT - EXPOSURE D): IMPORTANCE FACTOR;Iw 1 HEIGHT AND EXPOSURE ADJUSTMENT FACTOR λ 1.61ASCE 7-10 FIGURE 28.5-1 TOPOGRAPHIC FACTOR kzt 1.0ASCE 7-10 SEC 26.8 MAIN WINDFORCE-RESISTING SYSTEM LOADS ROOF SLOPE 3:12 (14 DEGREES) LATERAL PRESSURE END: WPe Iw λkzt18.0()PSFWPe 28.98 PSF LATERAL PRESSURE INTERIOR: WPi Iw λkzt12.0( )PSFWPi 19.32 PSF UPLIFT PRESSURE END: WUe Iw λkzt17.2( )PSFWUe 27.692 PSF UPLIFT PRESSURE INTERIOR: WUi Iw λkzt12.0( )PSFWUi 19.32 PSF COMPONENT AND CLADDING LOADS LATERAL COMP. PRESSURE, END: WPce Iw λkzt21.7( )PSFWPce 34.937 PSF LATERAL COMP. PRESSURE INTERIOR: WPci Iw λkzt17.6( )PSFWPci 28.336 PSF UPLIFT COMP. PRESSURE END: WUce Iw λkzt43.8( )PSFWUce 70.518 PSF UPLIFT COMP. PRESSURE INTERIOR: WUci Iw λkzt30.0( )PSFWUci 48.3 PSF SEISMIC DESIGN - STEEL SPECIAL MOMENT FRAMES & WOOD SHEARWALLS: RISK CATEGORY TABLE 1604.5 TYPE II SITE CLASS SOIL TABLE 1613.5.2 SITE CLASS D LATITUDE AND LONGITUDE (33.6093, -117.9096) MAPPED SPECT.ACCELERATION TABLES 16.13.5 (3) & (4) Ss 1.387S1 0.493 SITE COEFF. TABLE 16.13.5.3 (1) & (2)Fa 1.0Fv 1.5 Page 2 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) CBC 2019-COVER.xmcd ADJUSTED SPECT. ACCELERATION 16.13.5.3 Sms Fa SsSms 1.387 Sm1 Fv S1Sm1 0.740 DESIGN SPECT. ACCELERATION 16.13.5.4 Sds 2 3 SmsSds 0.925 Sd1 2 3 Sm1Sd1 0.493 hn 10CT 0.02 FUNDAMENTAL PERIOD NO. OF STOREYS N2 Ta 0.1 NTa 0.2 Cu 1.5 T min CT hn 3 4Ta Cu  T 0.112 To 0.2 Sd1 SdsTo 0.107 Ts Sd1 SdsTs 0.533 Sa if T To0.6 Sds ToT0.4Sdsif T TsSdsSd1 T  Sa 0.925 SEISMIC USE GROUP;I SEISMIC DESIGN CATEGORY 1613.5.6 D SEISMIC IMPORTANCE FACTOR IE 1 RESPONSE MODIFICATION FACTOR-ASCE TABLE 12.2-1 R8SPECIAL STEEL MOMENT FRAMESSEISMIC RESPONSE COEFF; CsMAX Sd1 R IE  T CsMAX 0.548CsMIN 0.044 SdsIECsMIN 0.041 SPECIAL STEEL MOMENT FRAMESCs if Sds R IE CsMAXCsMAXif Sds R IE CsMINCsMINSds R IE     Cs 0.116 RESPONSE MODIFICATION FACTOR-ASCE TABLE 12.2-1 R 2.5SPECIAL STEEL CANTILEVER COLUMNSSEISMIC RESPONSE COEFF; CsMAX Sd1 R IE  T CsMAX 1.753CsMIN 0.044 SdsIECsMIN 0.041 SPECIAL STEEL CANTILEVER COLUMNSCs if Sds R IE CsMAXCsMAXif Sds R IE CsMINCsMINSds R IE     Cs 0.370 Page 3 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) CBC 2019-COVER.xmcd RESPONSE MODIFICATION FACTOR-ASCE TABLE 12.2-1 R 6.5WOOD SHEARWALLSSEISMIC RESPONSE COEFF; CsMAX Sd1 R IE  T CsMAX 0.674CsMIN 0.044 SdsIECsMIN 0.041 WOOD SHEARWALLSCs if Sds R IE CsMAXCsMAXif Sds R IE CsMINCsMINSds R IE     Cs 0.142 MATERIAL SPECIFICATIONS: LUMBER:2x STUDS:STUD GRADE NAILS:COMMON or BOX 2x JOISTS NO. 2 (U.N.O.)SCREWS:#12 SELF DRILLING 4x BEAMS NO. 1 (U.N.O.)BOLTS:A-307 6x BEAMS NO. 1 (U.N.O.)ADHESIVE:SIMPSON SET-XP PLYWOOD:1/2" MIN.STRUCTURAL-1 SOILS:1500 PSF ALLOWABLE SOIL BEARING PRESSURE.CONCRETE:f'c1 2500 PSI(28 DAYS) CMU:f'm 1500 PSI Page 4 of 138 Page 5 of 138 Page 6 of 138 Page 7 of 138 Page 8 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Vert-Roof.xmcd CUSTOM RESIDENCE NEWPORT BEACH, CA DESIGN FOR VERTICAL LOADING ROOF LEVEL: ROOF LIVE LOAD:RLL 20 psf ROOF DEAD LOAD:RDL 15 psf WALL DEAD LOAD:WDL 15 psf 1: DESIGN 8'-0" ROOF RAFTERS (TYPICAL) SPAN LENGTH:L8ft TRIBUTARY WIDTH ROOF:TWR 2 ft DEAD LOADING:Wdead RDL TWRWdead 30 plf LIVE LOADING:Wlive RLL TWRWlive 40 plf SEE ENERCALC FOR DESIGN USE 2x6 NO. 2 DOUGLAS FIR-LARCH 2: DESIGN 11'-0" ROOF RAFTERS (SUPPORTING GARAGE DOOR) SPAN LENGTH:L11ft TRIBUTARY WIDTH ROOF:TWR 2 ft DEAD LOADING:Wdead RDL TWRWdead 30 plf LIVE LOADING:Wlive RLL WDL( ) TWRWlive 70 plf SEE ENERCALC FOR DESIGN USE 2x10 NO. 1 DOUGLAS FIR-LARCH 3: DESIGN 31'-7" RIDGE BEAM (GRIDLINE 1.5) SPAN LENGTH:L 31.583 ft TRIBUTARY WIDTH ROOF:TWR 11 11 2 ft DEAD LOADING:Wdead RDL TWRWdead 165 plf LIVE LOADING:Wlive RLL WDL( ) TWRWlive 385 plf SEE ENERCALC FOR DESIGN USE 7x20 2.0E PSL PARALLAM Page 9 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Vert-Roof.xmcd 4: CHECK LOADING ON 30'-0" MF BEAMS (GRIDLINES 1 & 2) SPAN LENGTH:L30ft TRIBUTARY WIDTH ROOF:TWR 11 2 ft DEAD LOADING:Wdead RDL TWRWDL 18 ft()Wdead 352.5 plf LIVE LOADING:Wlive RLL TWRWlive 110 plf SEE MOMENT FRAME CALCULATIONS FOR DESIGN USE W18x46 A992 STEEL BEAM 5: DESIGN 3'-0" HEADERS (GRIDLINES A & D - SUPPORTING RIDGE ABOVE) SPAN LENGTH:L3ft TRIBUTARY WIDTH ROOF:TWR 2 2 ft DEAD LOADING:Wdead RDL TWRWDL 4.5 ft()Wdead 82.5 plf LIVE LOADING:Wlive RLL TWRWlive 20 plf TRIBUTARY WIDTH ROOF:TWR 11 11 2 ft DEAD LOADING:Pdead RDL TWR31.583()ft 2Pdead 2605.6lbAT X=1.75' LIVE LOADING:Plive RLL TWR31.583()ft 2Plive 3474.1lbAT X=1.75' SEE ENERCALC FOR DESIGN USE 6x8 NO. 1 DOUGLAS FIR-LARCH 6: DESIGN 12'-0" HEADER (GRIDLINE C) SPAN LENGTH:L12ft TRIBUTARY WIDTH ROOF:TWR 8 2 ft DEAD LOADING:Wdead RDL TWRWDL 1.667 ft()Wdead 85 plf LIVE LOADING:Wlive RLL TWRWlive 80 plf SEE ENERCALC FOR DESIGN USE 6x8 NO. 1 DOUGLAS FIR-LARCH Page 10 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Vert-Roof.xmcd 7: DESIGN 10'-6" HEADER (GRIDLINE C) SPAN LENGTH:L 10.5 ft TRIBUTARY WIDTH ROOF:TWR 8 2 ft DEAD LOADING:Wdead RDL TWRWDL 1.667 ft()Wdead 85 plf LIVE LOADING:Wlive RLL TWRWlive 80 plf SEE ENERCALC FOR DESIGN USE 6x8 NO. 1 DOUGLAS FIR-LARCH 8: DESIGN 8'-6" HEADER (GRIDLINE C) SPAN LENGTH:L 8.5 ft TRIBUTARY WIDTH ROOF:TWR 8 2 ft DEAD LOADING:Wdead RDL TWRWDL 1.667 ft()Wdead 85 plf LIVE LOADING:Wlive RLL TWRWlive 80 plf SEE ENERCALC FOR DESIGN USE 6x8 NO. 1 DOUGLAS FIR-LARCH 9: DESIGN 4'-0" MAX HEADERS (TYPICAL) SPAN LENGTH:L4ft TRIBUTARY WIDTH ROOF:TWR 8 2 ft DEAD LOADING:Wdead RDL TWRWDL 14 ft()Wdead 270 plf LIVE LOADING:Wlive RLL TWRWlive 80 plf SEE ENERCALC FOR DESIGN USE 6x6 NO. 1 DOUGLAS FIR-LARCH Page 11 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1: DESIGN 8'-0" ROOF RAFTER (TYPICAL) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 3:59PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.030, Lr = 0.040 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.528: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 45.34 psi= = FB : Allowable 1,681.88psi Fv : Allowable 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H= = = 225.00 psi== Section used for this span 2x6 fb : Actual Maximum Shear Stress Ratio 0.201 : 1 7.562 ft= = 888.60psi fv : Actual Maximum Deflection 0<240492Ratio =0<180 Max Downward Transient Deflection 0.111 in 861Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.195 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 = 8.0 ft 1 0.314 0.120 0.90 1.300 1.15 1.00 1.00 0.24 380.83 1210.95 0.11 162.001.00 19.431.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.283 0.108 1.00 1.300 1.15 1.00 1.00 0.24 380.83 1345.50 0.11 180.001.00 19.431.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.0 ft 1 0.528 0.201 1.25 1.300 1.15 1.00 1.00 0.56 888.60 1681.88 0.25 225.001.00 45.34 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.246 0.094 1.15 1.300 1.15 1.00 1.00 0.24 380.83 1547.33 0.11 207.001.00 19.431.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.0 ft 1 0.453 0.173 1.25 1.300 1.15 1.00 1.00 0.48 761.65 1681.88 0.21 225.001.00 38.86 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.246 0.094 1.15 1.300 1.15 1.00 1.00 0.24 380.83 1547.33 0.11 207.001.00 19.43 Page 12 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1: DESIGN 8'-0" ROOF RAFTER (TYPICAL) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 3:59PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.0 ft 1 0.177 0.067 1.60 1.300 1.15 1.00 1.00 0.24 380.83 2152.80 0.11 288.001.00 19.431.00+D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.177 0.067 1.60 1.300 1.15 1.00 1.00 0.24 380.83 2152.80 0.11 288.001.00 19.43 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.0 ft 1 0.354 0.135 1.60 1.300 1.15 1.00 1.00 0.48 761.65 2152.80 0.21 288.001.00 38.861.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.177 0.067 1.60 1.300 1.15 1.00 1.00 0.24 380.83 2152.80 0.11 288.001.00 19.431.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.0 ft 1 0.177 0.067 1.60 1.300 1.15 1.00 1.00 0.24 380.83 2152.80 0.11 288.001.00 19.43 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.0 ft 1 0.106 0.040 1.60 1.300 1.15 1.00 1.00 0.14 228.50 2152.80 0.06 288.001.00 11.661.00+0.60D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 8.0 ft 1 0.106 0.040 1.60 1.300 1.15 1.00 1.00 0.14 228.50 2152.80 0.06 288.001.00 11.66 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1950 4.029 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.280 0.280 Overall MINimum 0.160 0.160 +D+H 0.120 0.120 +D+L+H 0.120 0.120 +D+Lr+H 0.280 0.280 +D+S+H 0.120 0.120 +D+0.750Lr+0.750L+H 0.240 0.240 +D+0.750L+0.750S+H 0.120 0.120 +D+0.60W+H 0.120 0.120 +D+0.70E+H 0.120 0.120 +D+0.750Lr+0.750L+0.450W+H 0.240 0.240 +D+0.750L+0.750S+0.450W+H 0.120 0.120 +D+0.750L+0.750S+0.5250E+H 0.120 0.120 +0.60D+0.60W+0.60H 0.072 0.072 +0.60D+0.70E+0.60H 0.072 0.072 D Only 0.120 0.120 Lr Only 0.160 0.160 L Only S Only W Only E Only H Only Page 13 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :2: DESIGN 11'-0" ROOF RAFTER (SUPPORTING GARAGE DOOR) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:51PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.030, Lr = 0.070 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.537: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.500ft 51.21 psi= = FB : Allowable 1,581.25psi Fv : Allowable 2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H= = = 225.00 psi== Section used for this span 2x10 fb : Actual Maximum Shear Stress Ratio 0.228 : 1 10.237 ft= = 848.50psi fv : Actual Maximum Deflection 0<240670Ratio =0<180 Max Downward Transient Deflection 0.138 in 957Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.197 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 = 11.0 ft 1 0.224 0.095 0.90 1.100 1.15 1.00 1.00 0.45 254.55 1138.50 0.14 162.001.00 15.361.00+D+L+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.0 ft 1 0.201 0.085 1.00 1.100 1.15 1.00 1.00 0.45 254.55 1265.00 0.14 180.001.00 15.361.00+D+Lr+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.0 ft 1 0.537 0.228 1.25 1.100 1.15 1.00 1.00 1.51 848.50 1581.25 0.47 225.001.00 51.21 1.00+D+S+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.0 ft 1 0.175 0.074 1.15 1.100 1.15 1.00 1.00 0.45 254.55 1454.75 0.14 207.001.00 15.361.00+D+0.750Lr+0.750L+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.0 ft 1 0.443 0.188 1.25 1.100 1.15 1.00 1.00 1.25 700.01 1581.25 0.39 225.001.00 42.25 1.00+D+0.750L+0.750S+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.0 ft 1 0.175 0.074 1.15 1.100 1.15 1.00 1.00 0.45 254.55 1454.75 0.14 207.001.00 15.36 Page 14 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :2: DESIGN 11'-0" ROOF RAFTER (SUPPORTING GARAGE DOOR) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:51PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.0 ft 1 0.126 0.053 1.60 1.100 1.15 1.00 1.00 0.45 254.55 2024.00 0.14 288.001.00 15.361.00+D+0.70E+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.0 ft 1 0.126 0.053 1.60 1.100 1.15 1.00 1.00 0.45 254.55 2024.00 0.14 288.001.00 15.36 1.00+D+0.750Lr+0.750L+0.450W+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.0 ft 1 0.346 0.147 1.60 1.100 1.15 1.00 1.00 1.25 700.01 2024.00 0.39 288.001.00 42.251.00+D+0.750L+0.750S+0.450W+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.0 ft 1 0.126 0.053 1.60 1.100 1.15 1.00 1.00 0.45 254.55 2024.00 0.14 288.001.00 15.361.00+D+0.750L+0.750S+0.5250E+H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.0 ft 1 0.126 0.053 1.60 1.100 1.15 1.00 1.00 0.45 254.55 2024.00 0.14 288.001.00 15.36 1.00+0.60D+0.60W+0.60H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.0 ft 1 0.075 0.032 1.60 1.100 1.15 1.00 1.00 0.27 152.73 2024.00 0.09 288.001.00 9.221.00+0.60D+0.70E+0.60H 1.100 1.15 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.0 ft 1 0.075 0.032 1.60 1.100 1.15 1.00 1.00 0.27 152.73 2024.00 0.09 288.001.00 9.22 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1970 5.540 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.550 0.550 Overall MINimum 0.385 0.385 +D+H 0.165 0.165 +D+L+H 0.165 0.165 +D+Lr+H 0.550 0.550 +D+S+H 0.165 0.165 +D+0.750Lr+0.750L+H 0.454 0.454 +D+0.750L+0.750S+H 0.165 0.165 +D+0.60W+H 0.165 0.165 +D+0.70E+H 0.165 0.165 +D+0.750Lr+0.750L+0.450W+H 0.454 0.454 +D+0.750L+0.750S+0.450W+H 0.165 0.165 +D+0.750L+0.750S+0.5250E+H 0.165 0.165 +0.60D+0.60W+0.60H 0.099 0.099 +0.60D+0.70E+0.60H 0.099 0.099 D Only 0.165 0.165 Lr Only 0.385 0.385 L Only S Only W Only E Only H Only Page 15 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :3: DESIGN 31'-7" RIDGE BEAM (GRIDLINE 1.5) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:55PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1650, Lr = 0.3850 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.486: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 15.792ft 83.55 psi= = FB : Allowable 3,625.00psi Fv : Allowable 7x20Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H= = = 362.50 psi== Section used for this span 7x20 fb : Actual Maximum Shear Stress Ratio 0.230 : 1 0.000 ft= = 1,763.41psi fv : Actual Maximum Deflection 0<240 285Ratio =0<180 Max Downward Transient Deflection 0.929 in 408Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.327 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 1.00Length = 31.583 ft 1 0.203 0.096 0.90 1.000 1.00 1.00 1.00 20.57 529.02 2610.00 2.34 261.001.00 25.061.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 31.583 ft 1 0.182 0.086 1.00 1.000 1.00 1.00 1.00 20.57 529.02 2900.00 2.34 290.001.00 25.06 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 31.583 ft 1 0.486 0.230 1.25 1.000 1.00 1.00 1.00 68.58 1,763.41 3625.00 7.80 362.501.00 83.551.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 31.583 ft 1 0.159 0.075 1.15 1.000 1.00 1.00 1.00 20.57 529.02 3335.00 2.34 333.501.00 25.06 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 31.583 ft 1 0.401 0.190 1.25 1.000 1.00 1.00 1.00 56.58 1,454.82 3625.00 6.43 362.501.00 68.93 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 31.583 ft 1 0.159 0.075 1.15 1.000 1.00 1.00 1.00 20.57 529.02 3335.00 2.34 333.501.00 25.06 Page 16 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :3: DESIGN 31'-7" RIDGE BEAM (GRIDLINE 1.5) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:55PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 31.583 ft 1 0.114 0.054 1.60 1.000 1.00 1.00 1.00 20.57 529.02 4640.00 2.34 464.001.00 25.061.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 31.583 ft 1 0.114 0.054 1.60 1.000 1.00 1.00 1.00 20.57 529.02 4640.00 2.34 464.001.00 25.06 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 31.583 ft 1 0.314 0.149 1.60 1.000 1.00 1.00 1.00 56.58 1,454.82 4640.00 6.43 464.001.00 68.931.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 31.583 ft 1 0.114 0.054 1.60 1.000 1.00 1.00 1.00 20.57 529.02 4640.00 2.34 464.001.00 25.061.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 31.583 ft 1 0.114 0.054 1.60 1.000 1.00 1.00 1.00 20.57 529.02 4640.00 2.34 464.001.00 25.06 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 31.583 ft 1 0.068 0.032 1.60 1.000 1.00 1.00 1.00 12.34 317.41 4640.00 1.40 464.001.00 15.041.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 31.583 ft 1 0.068 0.032 1.60 1.000 1.00 1.00 1.00 12.34 317.41 4640.00 1.40 464.001.00 15.04 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 1.3269 15.907 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 8.685 8.685 Overall MINimum 6.080 6.080 +D+H 2.606 2.606 +D+L+H 2.606 2.606 +D+Lr+H 8.685 8.685 +D+S+H 2.606 2.606 +D+0.750Lr+0.750L+H 7.165 7.165 +D+0.750L+0.750S+H 2.606 2.606 +D+0.60W+H 2.606 2.606 +D+0.70E+H 2.606 2.606 +D+0.750Lr+0.750L+0.450W+H 7.165 7.165 +D+0.750L+0.750S+0.450W+H 2.606 2.606 +D+0.750L+0.750S+0.5250E+H 2.606 2.606 +0.60D+0.60W+0.60H 1.563 1.563 +0.60D+0.70E+0.60H 1.563 1.563 D Only 2.606 2.606 Lr Only 6.080 6.080 L Only S Only W Only E Only H Only Page 17 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :5: DESIGN 3'-0" HEADERS (GRIDLINES A & D - SUPPORTING RIDGE ABOVE) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:58PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.08250, Lr = 0.020 , Tributary Width = 1.0 ft Point Load : D = 2.606, Lr = 3.474 k @ 1.750 ft, (RIDGE) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.627: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1Location of maximum on span 1.752ft 132.23 psi= = FB : Allowable 1,683.58psi Fv : Allowable 6x8Section used for this span Span # where maximum occursLocation of maximum on span Span # 1= Load Combination +D+Lr+H= = = 212.50 psi== Section used for this span 6x8 fb : Actual Maximum Shear Stress Ratio 0.622 : 1 2.376 ft== 1,056.33psi fv : Actual Maximum Deflection 0<3601883Ratio =0<240 Max Downward Transient Deflection 0.011 in 3366Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.019 in Ratio =>=240Max 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 1.00Length = 3.0 ft 1 0.381 0.378 0.90 1.000 1.00 1.00 1.00 1.99 462.58 1212.99 1.59 153.001.00 57.91 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.0 ft 1 0.343 0.341 1.00 1.000 1.00 1.00 1.00 1.99 462.58 1347.51 1.59 170.001.00 57.911.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.627 0.622 1.25 1.000 1.00 1.00 1.00 4.54 1,056.33 1683.58 3.64 212.501.00 132.23 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.0 ft 1 0.299 0.296 1.15 1.000 1.00 1.00 1.00 1.99 462.58 1549.19 1.59 195.501.00 57.91 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.539 0.535 1.25 1.000 1.00 1.00 1.00 3.90 907.89 1683.58 3.13 212.501.00 113.651.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Page 18 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :5: DESIGN 3'-0" HEADERS (GRIDLINES A & D - SUPPORTING RIDGE ABOVE) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:58PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . 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 = 3.0 ft 1 0.299 0.296 1.15 1.000 1.00 1.00 1.00 1.99 462.58 1549.19 1.59 195.501.00 57.911.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.0 ft 1 0.215 0.213 1.60 1.000 1.00 1.00 1.00 1.99 462.58 2153.50 1.59 272.001.00 57.91 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.215 0.213 1.60 1.000 1.00 1.00 1.00 1.99 462.58 2153.50 1.59 272.001.00 57.911.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.0 ft 1 0.422 0.418 1.60 1.000 1.00 1.00 1.00 3.90 907.89 2153.50 3.13 272.001.00 113.65 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.0 ft 1 0.215 0.213 1.60 1.000 1.00 1.00 1.00 1.99 462.58 2153.50 1.59 272.001.00 57.911.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.215 0.213 1.60 1.000 1.00 1.00 1.00 1.99 462.58 2153.50 1.59 272.001.00 57.91 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.0 ft 1 0.129 0.128 1.60 1.000 1.00 1.00 1.00 1.19 277.55 2153.50 0.96 272.001.00 34.741.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.129 0.128 1.60 1.000 1.00 1.00 1.00 1.19 277.55 2153.50 0.96 272.001.00 34.74 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0191 1.577 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.687 3.700 Overall MINimum 1.478 2.057 +D+H 1.210 1.644 +D+L+H 1.210 1.644 +D+Lr+H 2.687 3.700 +D+S+H 1.210 1.644 +D+0.750Lr+0.750L+H 2.318 3.186 +D+0.750L+0.750S+H 1.210 1.644 +D+0.60W+H 1.210 1.644 +D+0.70E+H 1.210 1.644 +D+0.750Lr+0.750L+0.450W+H 2.318 3.186 +D+0.750L+0.750S+0.450W+H 1.210 1.644 +D+0.750L+0.750S+0.5250E+H 1.210 1.644 +0.60D+0.60W+0.60H 0.726 0.986 +0.60D+0.70E+0.60H 0.726 0.986 D Only 1.210 1.644 Lr Only 1.478 2.057 L Only S Only W Only E Only H Only Page 19 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :6: DESIGN 12'-0" HEADER (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:17PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0850, Lr = 0.080 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.413: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 6.000ft 32.32 psi= = FB : Allowable 1,671.84psi Fv : Allowable 6x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H= = = 212.50 psi== Section used for this span 6x8 fb : Actual Maximum Shear Stress Ratio 0.152 : 1 0.000 ft= = 691.20psi fv : Actual Maximum Deflection 0<360 575Ratio =0<240 Max Downward Transient Deflection 0.121 in 1186Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.250 in Ratio =>=240Max 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 = 12.0 ft 1 0.295 0.109 0.90 1.000 1.00 1.00 1.00 1.53 356.07 1207.24 0.46 153.001.00 16.650.99+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 12.0 ft 1 0.266 0.098 1.00 1.000 1.00 1.00 1.00 1.53 356.07 1340.29 0.46 170.001.00 16.65 0.99+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 12.0 ft 1 0.413 0.152 1.25 1.000 1.00 1.00 1.00 2.97 691.20 1671.84 0.89 212.501.00 32.320.99+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 12.0 ft 1 0.231 0.085 1.15 1.000 1.00 1.00 1.00 1.53 356.07 1539.41 0.46 195.501.00 16.65 0.99+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 12.0 ft 1 0.363 0.134 1.25 1.000 1.00 1.00 1.00 2.61 607.42 1671.84 0.78 212.501.00 28.40 0.99+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 12.0 ft 1 0.231 0.085 1.15 1.000 1.00 1.00 1.00 1.53 356.07 1539.41 0.46 195.501.00 16.65 Page 20 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :6: DESIGN 12'-0" HEADER (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:17PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 12.0 ft 1 0.167 0.061 1.60 1.000 1.00 1.00 1.00 1.53 356.07 2133.11 0.46 272.001.00 16.650.99+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 12.0 ft 1 0.167 0.061 1.60 1.000 1.00 1.00 1.00 1.53 356.07 2133.11 0.46 272.001.00 16.65 0.99+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 12.0 ft 1 0.285 0.104 1.60 1.000 1.00 1.00 1.00 2.61 607.42 2133.11 0.78 272.001.00 28.400.99+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 12.0 ft 1 0.167 0.061 1.60 1.000 1.00 1.00 1.00 1.53 356.07 2133.11 0.46 272.001.00 16.650.99+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 12.0 ft 1 0.167 0.061 1.60 1.000 1.00 1.00 1.00 1.53 356.07 2133.11 0.46 272.001.00 16.65 0.99+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 12.0 ft 1 0.100 0.037 1.60 1.000 1.00 1.00 1.00 0.92 213.64 2133.11 0.27 272.001.00 9.990.99+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 12.0 ft 1 0.100 0.037 1.60 1.000 1.00 1.00 1.00 0.92 213.64 2133.11 0.27 272.001.00 9.99 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.2503 6.044 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.990 0.990 Overall MINimum 0.480 0.480 +D+H 0.510 0.510 +D+L+H 0.510 0.510 +D+Lr+H 0.990 0.990 +D+S+H 0.510 0.510 +D+0.750Lr+0.750L+H 0.870 0.870 +D+0.750L+0.750S+H 0.510 0.510 +D+0.60W+H 0.510 0.510 +D+0.70E+H 0.510 0.510 +D+0.750Lr+0.750L+0.450W+H 0.870 0.870 +D+0.750L+0.750S+0.450W+H 0.510 0.510 +D+0.750L+0.750S+0.5250E+H 0.510 0.510 +0.60D+0.60W+0.60H 0.306 0.306 +0.60D+0.70E+0.60H 0.306 0.306 D Only 0.510 0.510 Lr Only 0.480 0.480 L Only S Only W Only E Only H Only Page 21 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :7: DESIGN 10'-6" HEADER (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:17PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0850, Lr = 0.080 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.316: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.250ft 27.82 psi= = FB : Allowable 1,674.07psi Fv : Allowable 6x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H= = = 212.50 psi== Section used for this span 6x8 fb : Actual Maximum Shear Stress Ratio 0.131 : 1 0.000 ft= = 529.20psi fv : Actual Maximum Deflection 0<360 858Ratio =0<240 Max Downward Transient Deflection 0.071 in 1771Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.147 in Ratio =>=240Max 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 = 10.50 ft 1 0.226 0.094 0.90 1.000 1.00 1.00 1.00 1.17 272.62 1208.30 0.39 153.001.00 14.330.99+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 10.50 ft 1 0.203 0.084 1.00 1.000 1.00 1.00 1.00 1.17 272.62 1341.64 0.39 170.001.00 14.33 0.99+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 10.50 ft 1 0.316 0.131 1.25 1.000 1.00 1.00 1.00 2.27 529.20 1674.07 0.77 212.501.00 27.820.99+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 10.50 ft 1 0.177 0.073 1.15 1.000 1.00 1.00 1.00 1.17 272.62 1541.26 0.39 195.501.00 14.33 0.99+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 10.50 ft 1 0.278 0.115 1.25 1.000 1.00 1.00 1.00 2.00 465.05 1674.07 0.67 212.501.00 24.45 0.99+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 10.50 ft 1 0.177 0.073 1.15 1.000 1.00 1.00 1.00 1.17 272.62 1541.26 0.39 195.501.00 14.33 Page 22 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :7: DESIGN 10'-6" HEADER (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:17PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 10.50 ft 1 0.128 0.053 1.60 1.000 1.00 1.00 1.00 1.17 272.62 2137.10 0.39 272.001.00 14.330.99+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 10.50 ft 1 0.128 0.053 1.60 1.000 1.00 1.00 1.00 1.17 272.62 2137.10 0.39 272.001.00 14.33 0.99+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 10.50 ft 1 0.218 0.090 1.60 1.000 1.00 1.00 1.00 2.00 465.05 2137.10 0.67 272.001.00 24.450.99+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 10.50 ft 1 0.128 0.053 1.60 1.000 1.00 1.00 1.00 1.17 272.62 2137.10 0.39 272.001.00 14.330.99+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 10.50 ft 1 0.128 0.053 1.60 1.000 1.00 1.00 1.00 1.17 272.62 2137.10 0.39 272.001.00 14.33 0.99+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 10.50 ft 1 0.077 0.032 1.60 1.000 1.00 1.00 1.00 0.70 163.57 2137.10 0.24 272.001.00 8.600.99+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 10.50 ft 1 0.077 0.032 1.60 1.000 1.00 1.00 1.00 0.70 163.57 2137.10 0.24 272.001.00 8.60 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1467 5.288 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.866 0.866 Overall MINimum 0.420 0.420 +D+H 0.446 0.446 +D+L+H 0.446 0.446 +D+Lr+H 0.866 0.866 +D+S+H 0.446 0.446 +D+0.750Lr+0.750L+H 0.761 0.761 +D+0.750L+0.750S+H 0.446 0.446 +D+0.60W+H 0.446 0.446 +D+0.70E+H 0.446 0.446 +D+0.750Lr+0.750L+0.450W+H 0.761 0.761 +D+0.750L+0.750S+0.450W+H 0.446 0.446 +D+0.750L+0.750S+0.5250E+H 0.446 0.446 +0.60D+0.60W+0.60H 0.268 0.268 +0.60D+0.70E+0.60H 0.268 0.268 D Only 0.446 0.446 Lr Only 0.420 0.420 L Only S Only W Only E Only H Only Page 23 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :8: DESIGN 8'-6" HEADER (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:17PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0850, Lr = 0.080 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.207: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.250ft 21.78 psi= = FB : Allowable 1,676.85psi Fv : Allowable 6x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H= = = 212.50 psi== Section used for this span 6x8 fb : Actual Maximum Shear Stress Ratio 0.102 : 1 0.000 ft= = 346.80psi fv : Actual Maximum Deflection 0<360 1618Ratio =0<240 Max Downward Transient Deflection 0.031 in 3338Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.063 in Ratio =>=240Max 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 1.00Length = 8.50 ft 1 0.148 0.073 0.90 1.000 1.00 1.00 1.00 0.77 178.65 1209.64 0.31 153.001.00 11.221.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.133 0.066 1.00 1.000 1.00 1.00 1.00 0.77 178.65 1343.33 0.31 170.001.00 11.22 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 8.50 ft 1 0.207 0.102 1.25 1.000 1.00 1.00 1.00 1.49 346.80 1676.85 0.60 212.501.00 21.780.99+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 8.50 ft 1 0.116 0.057 1.15 1.000 1.00 1.00 1.00 0.77 178.65 1543.56 0.31 195.501.00 11.22 0.99+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 8.50 ft 1 0.182 0.090 1.25 1.000 1.00 1.00 1.00 1.31 304.76 1676.85 0.53 212.501.00 19.14 0.99+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 8.50 ft 1 0.116 0.057 1.15 1.000 1.00 1.00 1.00 0.77 178.65 1543.56 0.31 195.501.00 11.22 Page 24 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :8: DESIGN 8'-6" HEADER (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:17PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 8.50 ft 1 0.083 0.041 1.60 1.000 1.00 1.00 1.00 0.77 178.65 2141.98 0.31 272.001.00 11.220.99+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 8.50 ft 1 0.083 0.041 1.60 1.000 1.00 1.00 1.00 0.77 178.65 2141.98 0.31 272.001.00 11.22 0.99+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 8.50 ft 1 0.142 0.070 1.60 1.000 1.00 1.00 1.00 1.31 304.76 2141.98 0.53 272.001.00 19.140.99+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 8.50 ft 1 0.083 0.041 1.60 1.000 1.00 1.00 1.00 0.77 178.65 2141.98 0.31 272.001.00 11.220.99+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 8.50 ft 1 0.083 0.041 1.60 1.000 1.00 1.00 1.00 0.77 178.65 2141.98 0.31 272.001.00 11.22 0.99+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 8.50 ft 1 0.050 0.025 1.60 1.000 1.00 1.00 1.00 0.46 107.19 2141.98 0.19 272.001.00 6.730.99+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 8.50 ft 1 0.050 0.025 1.60 1.000 1.00 1.00 1.00 0.46 107.19 2141.98 0.19 272.001.00 6.73 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0630 4.281 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.701 0.701 Overall MINimum 0.340 0.340 +D+H 0.361 0.361 +D+L+H 0.361 0.361 +D+Lr+H 0.701 0.701 +D+S+H 0.361 0.361 +D+0.750Lr+0.750L+H 0.616 0.616 +D+0.750L+0.750S+H 0.361 0.361 +D+0.60W+H 0.361 0.361 +D+0.70E+H 0.361 0.361 +D+0.750Lr+0.750L+0.450W+H 0.616 0.616 +D+0.750L+0.750S+0.450W+H 0.361 0.361 +D+0.750L+0.750S+0.5250E+H 0.361 0.361 +0.60D+0.60W+0.60H 0.217 0.217 +0.60D+0.70E+0.60H 0.217 0.217 D Only 0.361 0.361 Lr Only 0.340 0.340 L Only S Only W Only E Only H Only Page 25 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :9: DESIGN 4'-0" MAX HEADERS (TYPICAL) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:16PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.270, Lr = 0.080 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.192: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000ft 20.72 psi= = FB : Allowable 1,215.00psi Fv : Allowable 6x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H= = = 153.00 psi== Section used for this span 6x6 fb : Actual Maximum Shear Stress Ratio 0.135 : 1 3.547 ft= = 233.69psi fv : Actual Maximum Deflection 0<360 2888Ratio =0<240 Max Downward Transient Deflection 0.004 in 12635Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.017 in Ratio =>=240Max 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 1.00Length = 4.0 ft 1 0.192 0.135 0.90 1.000 1.00 1.00 1.00 0.54 233.69 1215.00 0.42 153.001.00 20.721.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.173 0.122 1.00 1.000 1.00 1.00 1.00 0.54 233.69 1350.00 0.42 170.001.00 20.72 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 4.0 ft 1 0.180 0.126 1.25 1.000 1.00 1.00 1.00 0.70 302.93 1687.50 0.54 212.501.00 26.861.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.151 0.106 1.15 1.000 1.00 1.00 1.00 0.54 233.69 1552.50 0.42 195.501.00 20.72 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 4.0 ft 1 0.169 0.119 1.25 1.000 1.00 1.00 1.00 0.66 285.62 1687.50 0.51 212.501.00 25.32 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.151 0.106 1.15 1.000 1.00 1.00 1.00 0.54 233.69 1552.50 0.42 195.501.00 20.72 Page 26 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :9: DESIGN 4'-0" MAX HEADERS (TYPICAL) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 18 NOV 2022, 4:16PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 4.0 ft 1 0.108 0.076 1.60 1.000 1.00 1.00 1.00 0.54 233.69 2160.00 0.42 272.001.00 20.721.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.108 0.076 1.60 1.000 1.00 1.00 1.00 0.54 233.69 2160.00 0.42 272.001.00 20.72 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 4.0 ft 1 0.132 0.093 1.60 1.000 1.00 1.00 1.00 0.66 285.62 2160.00 0.51 272.001.00 25.321.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.108 0.076 1.60 1.000 1.00 1.00 1.00 0.54 233.69 2160.00 0.42 272.001.00 20.721.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 4.0 ft 1 0.108 0.076 1.60 1.000 1.00 1.00 1.00 0.54 233.69 2160.00 0.42 272.001.00 20.72 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.065 0.046 1.60 1.000 1.00 1.00 1.00 0.32 140.21 2160.00 0.25 272.001.00 12.431.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 4.0 ft 1 0.065 0.046 1.60 1.000 1.00 1.00 1.00 0.32 140.21 2160.00 0.25 272.001.00 12.43 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0166 2.015 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.700 0.700 Overall MINimum 0.160 0.160 +D+H 0.540 0.540 +D+L+H 0.540 0.540 +D+Lr+H 0.700 0.700 +D+S+H 0.540 0.540 +D+0.750Lr+0.750L+H 0.660 0.660 +D+0.750L+0.750S+H 0.540 0.540 +D+0.60W+H 0.540 0.540 +D+0.70E+H 0.540 0.540 +D+0.750Lr+0.750L+0.450W+H 0.660 0.660 +D+0.750L+0.750S+0.450W+H 0.540 0.540 +D+0.750L+0.750S+0.5250E+H 0.540 0.540 +0.60D+0.60W+0.60H 0.324 0.324 +0.60D+0.70E+0.60H 0.324 0.324 D Only 0.540 0.540 Lr Only 0.160 0.160 L Only S Only W Only E Only H Only Page 27 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Vert-Floor.xmcd CUSTOM RESIDENCE NEWPORT BEACH, CA DESIGN FOR VERTICAL LOADING FLOOR LEVEL: ROOF DEAD LOAD RDL 15 PSFFLOOR DEAD LOAD:FDL 15 PSF ROOF LIVE LOAD RLL 20 PSFFLOOR LIVE LOAD:FLL 40 PSF WALL DEAD LOAD WDL 15 PSFBALCONY LIVE LOAD:BLL 1.5()40PSF60 PSF 1: DESIGN 22'-2" FLOOR JOISTS (TYPICAL) SPAN LENGTH:L 22.167 ft TRIBUTARY WIDTH ROOF:TWR 0 inTRIBUTARY WIDTH FLOOR:TWF 12 in DEAD LOADING:Wdead FDL TWFRDL TWRWdead 15 plf LIVE LOADING:Wlive FLL TWFWlive 40 plf SEE ENERCALC FOR DESIGN USE 1.75x11.25 2.0E LVL MICROLLAM 2: DESIGN 9'-9" FLOOR JOISTS (GRIDLINES 5 TO 6) SPAN LENGTH:L 9.75 ft TRIBUTARY WIDTH ROOF:TWR 0 inTRIBUTARY WIDTH FLOOR:TWF 16 in DEAD LOADING:Wdead FDL TWFRDL TWRWdead 20 plf LIVE LOADING:Wlive FLL TWFWlive 53.333 plf SEE ENERCALC FOR DESIGN USE 1.75x11.25 2.0E LVL MICROLLAM 3: DESIGN 3'-10" BALCONY JOISTS (TYPICAL) SPAN LENGTH:L 3.833 ft TRIBUTARY WIDTH ROOF:TWR 0 inTRIBUTARY WIDTH FLOOR:TWF 16 in DEAD LOADING:Wdead FDL TWFRDL TWRWdead 20 plf LIVE LOADING:Wlive BLL TWFWlive 80 plf SEE ENERCALC FOR DESIGN USE 1.75x9.25 2.0E LVL MICROLLAM RAKED TO 8.25" AT END Page 28 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Vert-Floor.xmcd 4: DESIGN 22'-2" FLOOR BEAM (GRIDLINE C) SPAN LENGTH:L 22.167 ft TRIBUTARY WIDTH ROOF:TWR 8 2 0.75 ftTRIBUTARY WIDTH FLOOR:TWF 1.333 3.833 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWDL 10 ft()Wdead 259.995 plf ROOF LIVE LOADING:Wroof RLL TWRWroof 95 plf LIVE LOADING:Wlive BLL TWFWlive 154.98 plf SEE ENERCALC FOR DESIGN USE 5.25x14 2.0E PSL PARALLAM 5: DESIGN 9'-9" FLOOR BEAM (GRIDLINE C) SPAN LENGTH:L 9.75 ft TRIBUTARY WIDTH ROOF:TWR 8 2 0.75 ftTRIBUTARY WIDTH FLOOR:TWF 1.333 3.833 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWDL 10 ft()Wdead 259.995 plf ROOF LIVE LOADING:Wroof RLL TWRWroof 95 plf LIVE LOADING:Wlive BLL TWFWlive 154.98 plf SEE ENERCALC FOR DESIGN USE 5.25x11.25 2.0E PSL PARALLAM 6: DESIGN 11'-7" FLOOR BEAM (GRIDLINE 2) SPAN LENGTH:L 11.583 ft TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 22.167 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWDL 10 ft()Wdead 316.252 plfX=0' TO X=7.75' ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plfX=0' TO X=7.75' LIVE LOADING:Wlive FLL TWFWlive 443.34 plfX=0' TO X=7.75' TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 1.333 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWdead 9.997 plfX=7.75' TO X=11.583' ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plfX=7.75' TO X=11.583' Page 29 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Vert-Floor.xmcd LIVE LOADING:Wlive BLL TWFWlive 39.99 plfX=7.75' TO X=11.583' TRIBUTARY WIDTH ROOF:TWR 8 2 0.75 ftTRIBUTARY WIDTH FLOOR:TWF 1.333 3.833 2  ft DEAD LOADING:Pdead 22.167 ft 2 FDL TWFRDL TWRWDL 10 ft()[]Pdead 2881.655lbAT X=7.75' ROOF LIVE LOADING:Proof 22.167 ft 2 RLL TWR()Proof 1052.932lbAT X=7.75' LIVE LOADING:Plive 22.167 ft 2 BLL TWF()Plive 1717.721lbAT X=7.75' SEE ENERCALC FOR DESIGN USE 5.25x11.25 2.0E PSL PARALLAM 7: DESIGN 11'-7" FLOOR BEAM (GRIDLINE 6) SPAN LENGTH:L 11.583 ft TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 9.75 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWDL 10 ft()Wdead 223.125 plfX=0' TO X=7.75' ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plfX=0' TO X=7.75' LIVE LOADING:Wlive FLL TWFWlive 195 plfX=0' TO X=7.75' TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 1.333 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWdead 9.997 plfX=7.75' TO X=11.583' ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plfX=7.75' TO X=11.583' LIVE LOADING:Wlive BLL TWFWlive 39.99 plfX=7.75' TO X=11.583' TRIBUTARY WIDTH ROOF:TWR 8 2 0.75 ftTRIBUTARY WIDTH FLOOR:TWF 1.333 3.833 2  ft DEAD LOADING:Pdead 9.75 ft 2 FDL TWFRDL TWRWDL 10 ft()[]Pdead 1267.476lbAT X=7.75' ROOF LIVE LOADING:Proof 9.75 ft 2 RLL TWR()Proof 463.125 lbAT X=7.75' LIVE LOADING:Plive 9.75 ft 2 BLL TWF()Plive 755.527 lbAT X=7.75' SEE ENERCALC FOR DESIGN USE 5.25x11.25 2.0E PSL PARALLAM Page 30 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Vert-Floor.xmcd 8A: DESIGN 22'-2" FLOOR BEAM (GRIDLINE B SIMPLE SPAN) SPAN LENGTH:L 22.167 ft TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 3.833 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWdead 28.747 plf ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plf LIVE LOADING:Wlive BLL TWFWlive 114.99 plf SEE ENERCALC FOR DESIGN USE 7x11.25 2.0E PSL PARALLAM 8B: DESIGN 9'-9" FLOOR BEAM (GRIDLINE B CANTILEVER SPAN) SPAN LENGTH:L 9.75 ft TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 3.833 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWdead 28.747 plf ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plf LIVE LOADING:Wlive BLL TWFWlive 114.99 plf DEAD LOADING:Pdead 1458 lbSEE OUTPUT FOR BEAM 7: ROOF LIVE LOADING:Proof 309.9 lbSEE OUTPUT FOR BEAM 7: LIVE LOADING:Plive 1139 lbSEE OUTPUT FOR BEAM 7: SEE ENERCALC FOR DESIGN USE 7x11.25 2.0E PSL PARALLAM 9: CHECK LOADING ON 9'-9" CANTILEVER STEEL FLOOR BEAM (GRIDLINE D) SPAN LENGTH:L 9.75 ft TRIBUTARY WIDTH ROOF:TWR 8 2  ftTRIBUTARY WIDTH FLOOR:TWF 1.333 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWDL 10 ft()Wdead 219.997 plf ROOF LIVE LOADING:Wroof RLL TWRWroof 80 plf LIVE LOADING:Wlive FLL TWFWlive 26.66 plf DEAD LOADING:Pdead 1576 lbSEE OUTPUT FOR BEAM 7: Page 31 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Vert-Floor.xmcd ROOF LIVE LOADING:Proof 153.2 lbSEE OUTPUT FOR BEAM 7: LIVE LOADING:Plive 1281 lbSEE OUTPUT FOR BEAM 7: SEE CANTILEVER COLUMN CALCULATIONS FOR DESIGN USE W12x35 A992 STEEL BEAM 10: CHECK LOADING ON 11'-7" CANTILEVER STEEL FLOOR BEAM (GRIDLINES 3 & 4) SPAN LENGTH:L 11.583 ft TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 22.167 22.167 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWdead 332.505 plfX=0' TO X=7.75' ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plfX=0' TO X=7.75' LIVE LOADING:Wlive FLL TWFWlive 886.68 plfX=0' TO X=7.75' TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 1.333 1.333 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWdead 19.995 plfX=7.75' TO X=11.583' ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plfX=7.75' TO X=11.583' LIVE LOADING:Wlive FLL TWFWlive 53.32 plfX=7.75' TO X=11.583' DEAD LOADING:Pdead 2( ) 2882lb5764lbSEE OUTPUT FOR BEAM 4:AT X=7.75' ROOF LIVE LOADING:Proof 2( ) 1053lb2106lbSEE OUTPUT FOR BEAM 4:AT X=7.75' LIVE LOADING:Plive 2( ) 1718lb3436lbSEE OUTPUT FOR BEAM 4:AT X=7.75' DEAD LOADING:Pdead 2( ) 319lb638lbSEE OUTPUT FOR BEAM 8A:AT X=11.583' ROOF LIVE LOADING:Proof 2()0lb0lbSEE OUTPUT FOR BEAM 8A:AT X=11.583' LIVE LOADING:Plive 2( ) 1275lb2550lbSEE OUTPUT FOR BEAM 8A:AT X=11.583' SEE CANTILEVER COLUMN CALCULATIONS FOR DESIGN USE W14x68 A992 STEEL BEAM Page 32 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Vert-Floor.xmcd 11: CHECK LOADING ON 11'-7" CANTILEVER STEEL FLOOR BEAM (GRIDLINE 5) SPAN LENGTH:L 11.583 ft TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 22.167 2 9.75 ft DEAD LOADING:Wdead FDL TWFRDL TWRWdead 312.502 plfX=0' TO X=7.75' ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plfX=0' TO X=7.75' LIVE LOADING:Wlive FLL TWFWlive 833.34 plfX=0' TO X=7.75' TRIBUTARY WIDTH ROOF:TWR 0 ftTRIBUTARY WIDTH FLOOR:TWF 1.333 1.333 2  ft DEAD LOADING:Wdead FDL TWFRDL TWRWdead 19.995 plfX=7.75' TO X=11.583' ROOF LIVE LOADING:Wroof RLL TWRWroof 0 plfX=7.75' TO X=11.583' LIVE LOADING:Wlive FLL TWFWlive 53.32 plfX=7.75' TO X=11.583' DEAD LOADING:Pdead 2882 lb1268 lb4150lbSEE OUTPUT FOR BEAMS 4: & 5:AT X=7.75' ROOF LIVE LOADING:Proof 1053 lb463 lb1516lbSEE OUTPUT FOR BEAMS 4: & 5:AT X=7.75' LIVE LOADING:Plive 1718 lb756 lb2474lbSEE OUTPUT FOR BEAMS 4: & 5:AT X=7.75' DEAD LOADING:Pdead 319 lb1738 lb2057lbSEE OUTPUT FOR BEAMS 8A: & 8B:AT X=11.583' ROOF LIVE LOADING:Proof 0lb310 lb310lbSEE OUTPUT FOR BEAMS 8A: & 8B:AT X=11.583' LIVE LOADING:Plive 1275 lb2260 lb3535lbSEE OUTPUT FOR BEAMS 8A: & 8B:AT X=11.583' SEE CANTILEVER COLUMN CALCULATIONS FOR DESIGN USE W14x68 A992 STEEL BEAM Page 33 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1: DESIGN 22'-2" FLOOR JOISTS (TYPICAL) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 12:39PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.406: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 11.084ft 42.72 psi= = FB : Allowable 2,704.00psi Fv : Allowable 1.75x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 285.00 psi== Section used for this span 1.75x11.25 fb : Actual Maximum Shear Stress Ratio 0.150 : 1 0.000 ft= = 1,098.19psi fv : Actual Maximum Deflection 0<360367Ratio =0<240 Max Downward Transient Deflection 0.526 in 505Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.724 in Ratio =>=240Max 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 = 22.167 ft 1 0.123 0.045 0.90 1.000 1.04 1.00 1.00 0.92 299.51 2433.60 0.15 256.501.00 11.651.00+D+L+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.406 0.150 1.00 1.000 1.04 1.00 1.00 3.38 1,098.19 2704.00 0.56 285.001.00 42.721.00+D+Lr+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.089 0.033 1.25 1.000 1.04 1.00 1.00 0.92 299.51 3380.00 0.15 356.251.00 11.65 1.00+D+S+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.096 0.036 1.15 1.000 1.04 1.00 1.00 0.92 299.51 3109.60 0.15 327.751.00 11.651.00+D+0.750Lr+0.750L+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.266 0.098 1.25 1.000 1.04 1.00 1.00 2.76 898.52 3380.00 0.46 356.251.00 34.95 1.00+D+0.750L+0.750S+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.289 0.107 1.15 1.000 1.04 1.00 1.00 2.76 898.52 3109.60 0.46 327.751.00 34.95 Page 34 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1: DESIGN 22'-2" FLOOR JOISTS (TYPICAL) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 12:39PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.069 0.026 1.60 1.000 1.04 1.00 1.00 0.92 299.51 4326.40 0.15 456.001.00 11.651.00+D+0.70E+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.069 0.026 1.60 1.000 1.04 1.00 1.00 0.92 299.51 4326.40 0.15 456.001.00 11.65 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.208 0.077 1.60 1.000 1.04 1.00 1.00 2.76 898.52 4326.40 0.46 456.001.00 34.951.00+D+0.750L+0.750S+0.450W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.208 0.077 1.60 1.000 1.04 1.00 1.00 2.76 898.52 4326.40 0.46 456.001.00 34.951.00+D+0.750L+0.750S+0.5250E+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.208 0.077 1.60 1.000 1.04 1.00 1.00 2.76 898.52 4326.40 0.46 456.001.00 34.95 1.00+0.60D+0.60W+0.60H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.042 0.015 1.60 1.000 1.04 1.00 1.00 0.55 179.70 4326.40 0.09 456.001.00 6.991.00+0.60D+0.70E+0.60H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.042 0.015 1.60 1.000 1.04 1.00 1.00 0.55 179.70 4326.40 0.09 456.001.00 6.99 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.7237 11.164 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.610 0.610 Overall MINimum 0.443 0.443 +D+H 0.166 0.166 +D+L+H 0.610 0.610 +D+Lr+H 0.166 0.166 +D+S+H 0.166 0.166 +D+0.750Lr+0.750L+H 0.499 0.499 +D+0.750L+0.750S+H 0.499 0.499 +D+0.60W+H 0.166 0.166 +D+0.70E+H 0.166 0.166 +D+0.750Lr+0.750L+0.450W+H 0.499 0.499 +D+0.750L+0.750S+0.450W+H 0.499 0.499 +D+0.750L+0.750S+0.5250E+H 0.499 0.499 +0.60D+0.60W+0.60H 0.100 0.100 +0.60D+0.70E+0.60H 0.100 0.100 D Only 0.166 0.166 Lr Only L Only 0.443 0.443 S Only W Only E Only H Only Page 35 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :2: DESIGN 9'-9" FLOOR JOISTS (GRIDLINES 5 TO 6) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 12:40PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.05333 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.105: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.875ft 22.07 psi= = FB : Allowable 2,704.00psi Fv : Allowable 1.75x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 285.00 psi== Section used for this span 1.75x11.25 fb : Actual Maximum Shear Stress Ratio 0.077 : 1 8.825 ft= = 283.26psi fv : Actual Maximum Deflection 0<3603239Ratio =0<240 Max Downward Transient Deflection 0.026 in 4454Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.036 in Ratio =>=240Max 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 = 9.750 ft 1 0.032 0.023 0.90 1.000 1.04 1.00 1.00 0.24 77.26 2433.60 0.08 256.501.00 6.021.00+D+L+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.105 0.077 1.00 1.000 1.04 1.00 1.00 0.87 283.26 2704.00 0.29 285.001.00 22.071.00+D+Lr+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.023 0.017 1.25 1.000 1.04 1.00 1.00 0.24 77.26 3380.00 0.08 356.251.00 6.02 1.00+D+S+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.025 0.018 1.15 1.000 1.04 1.00 1.00 0.24 77.26 3109.60 0.08 327.751.00 6.021.00+D+0.750Lr+0.750L+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.069 0.051 1.25 1.000 1.04 1.00 1.00 0.71 231.76 3380.00 0.24 356.251.00 18.06 1.00+D+0.750L+0.750S+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.075 0.055 1.15 1.000 1.04 1.00 1.00 0.71 231.76 3109.60 0.24 327.751.00 18.06 Page 36 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :2: DESIGN 9'-9" FLOOR JOISTS (GRIDLINES 5 TO 6) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 12:40PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.018 0.013 1.60 1.000 1.04 1.00 1.00 0.24 77.26 4326.40 0.08 456.001.00 6.021.00+D+0.70E+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.018 0.013 1.60 1.000 1.04 1.00 1.00 0.24 77.26 4326.40 0.08 456.001.00 6.02 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.054 0.040 1.60 1.000 1.04 1.00 1.00 0.71 231.76 4326.40 0.24 456.001.00 18.061.00+D+0.750L+0.750S+0.450W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.054 0.040 1.60 1.000 1.04 1.00 1.00 0.71 231.76 4326.40 0.24 456.001.00 18.061.00+D+0.750L+0.750S+0.5250E+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.054 0.040 1.60 1.000 1.04 1.00 1.00 0.71 231.76 4326.40 0.24 456.001.00 18.06 1.00+0.60D+0.60W+0.60H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.011 0.008 1.60 1.000 1.04 1.00 1.00 0.14 46.35 4326.40 0.05 456.001.00 3.611.00+0.60D+0.70E+0.60H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.011 0.008 1.60 1.000 1.04 1.00 1.00 0.14 46.35 4326.40 0.05 456.001.00 3.61 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0361 4.911 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.357 0.357 Overall MINimum 0.260 0.260 +D+H 0.098 0.098 +D+L+H 0.357 0.357 +D+Lr+H 0.098 0.098 +D+S+H 0.098 0.098 +D+0.750Lr+0.750L+H 0.292 0.292 +D+0.750L+0.750S+H 0.292 0.292 +D+0.60W+H 0.098 0.098 +D+0.70E+H 0.098 0.098 +D+0.750Lr+0.750L+0.450W+H 0.292 0.292 +D+0.750L+0.750S+0.450W+H 0.292 0.292 +D+0.750L+0.750S+0.5250E+H 0.292 0.292 +0.60D+0.60W+0.60H 0.059 0.059 +0.60D+0.70E+0.60H 0.059 0.059 D Only 0.098 0.098 Lr Only L Only 0.260 0.260 S Only W Only E Only H Only Page 37 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :3: DESIGN 3'-10" BALCONY JOISTS (TYPICAL) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 12:45PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.080 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.041: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.917ft 12.79 psi= = FB : Allowable 2,704.00psi Fv : Allowable 1.75x8.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 285.00 psi== Section used for this span 1.75x8.25 fb : Actual Maximum Shear Stress Ratio 0.045 : 1 3.148 ft= = 111.01psi fv : Actual Maximum Deflection 0<36015420Ratio =0<240 Max Downward Transient Deflection 0.002 in 19275Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.003 in Ratio =>=240Max 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 = 3.833 ft 1 0.009 0.010 0.90 1.000 1.04 1.00 1.00 0.04 22.20 2433.60 0.02 256.501.00 2.561.00+D+L+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.833 ft 1 0.041 0.045 1.00 1.000 1.04 1.00 1.00 0.18 111.01 2704.00 0.12 285.001.00 12.791.00+D+Lr+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.833 ft 1 0.007 0.007 1.25 1.000 1.04 1.00 1.00 0.04 22.20 3380.00 0.02 356.251.00 2.56 1.00+D+S+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.833 ft 1 0.007 0.008 1.15 1.000 1.04 1.00 1.00 0.04 22.20 3109.60 0.02 327.751.00 2.561.00+D+0.750Lr+0.750L+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.833 ft 1 0.026 0.029 1.25 1.000 1.04 1.00 1.00 0.15 88.81 3380.00 0.10 356.251.00 10.23 1.00+D+0.750L+0.750S+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.833 ft 1 0.029 0.031 1.15 1.000 1.04 1.00 1.00 0.15 88.81 3109.60 0.10 327.751.00 10.23 Page 38 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :3: DESIGN 3'-10" BALCONY JOISTS (TYPICAL) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 12:45PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.833 ft 1 0.005 0.006 1.60 1.000 1.04 1.00 1.00 0.04 22.20 4326.40 0.02 456.001.00 2.561.00+D+0.70E+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.833 ft 1 0.005 0.006 1.60 1.000 1.04 1.00 1.00 0.04 22.20 4326.40 0.02 456.001.00 2.56 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.833 ft 1 0.021 0.022 1.60 1.000 1.04 1.00 1.00 0.15 88.81 4326.40 0.10 456.001.00 10.231.00+D+0.750L+0.750S+0.450W+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.833 ft 1 0.021 0.022 1.60 1.000 1.04 1.00 1.00 0.15 88.81 4326.40 0.10 456.001.00 10.231.00+D+0.750L+0.750S+0.5250E+H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.833 ft 1 0.021 0.022 1.60 1.000 1.04 1.00 1.00 0.15 88.81 4326.40 0.10 456.001.00 10.23 1.00+0.60D+0.60W+0.60H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.833 ft 1 0.003 0.003 1.60 1.000 1.04 1.00 1.00 0.02 13.32 4326.40 0.01 456.001.00 1.531.00+0.60D+0.70E+0.60H 1.000 1.04 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 3.833 ft 1 0.003 0.003 1.60 1.000 1.04 1.00 1.00 0.02 13.32 4326.40 0.01 456.001.00 1.53 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0030 1.930 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.192 0.192 Overall MINimum 0.153 0.153 +D+H 0.038 0.038 +D+L+H 0.192 0.192 +D+Lr+H 0.038 0.038 +D+S+H 0.038 0.038 +D+0.750Lr+0.750L+H 0.153 0.153 +D+0.750L+0.750S+H 0.153 0.153 +D+0.60W+H 0.038 0.038 +D+0.70E+H 0.038 0.038 +D+0.750Lr+0.750L+0.450W+H 0.153 0.153 +D+0.750L+0.750S+0.450W+H 0.153 0.153 +D+0.750L+0.750S+0.5250E+H 0.153 0.153 +0.60D+0.60W+0.60H 0.023 0.023 +0.60D+0.70E+0.60H 0.023 0.023 D Only 0.038 0.038 Lr Only L Only 0.153 0.153 S Only W Only E Only H Only Page 39 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :4: DESIGN 22'-2" FLOOR BEAM (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 4:25PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2900 2900 2900 750 2000 1016.535 290 2025 45.07 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.260, Lr = 0.0950, L = 0.1550 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.615: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 11.084ft 84.28 psi= = FB : Allowable 2,900.00psi Fv : Allowable 5.25x14.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 290.00 psi== Section used for this span 5.25x14.0 fb : Actual Maximum Shear Stress Ratio 0.291 : 1 0.000 ft= = 1,783.57psi fv : Actual Maximum Deflection 0<360 261Ratio =0<240 Max Downward Transient Deflection 0.353 in 754Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.018 in Ratio =>=240Max 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 1.00Length = 22.167 ft 1 0.428 0.202 0.90 1.000 1.00 1.00 1.00 15.97 1,117.41 2610.00 2.59 261.001.00 52.801.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.615 0.291 1.00 1.000 1.00 1.00 1.00 25.49 1,783.57 2900.00 4.13 290.001.00 84.28 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.421 0.199 1.25 1.000 1.00 1.00 1.00 21.80 1,525.70 3625.00 3.53 362.501.00 72.091.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.335 0.158 1.15 1.000 1.00 1.00 1.00 15.97 1,117.41 3335.00 2.59 333.501.00 52.80 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.531 0.251 1.25 1.000 1.00 1.00 1.00 27.49 1,923.24 3625.00 4.45 362.501.00 90.88 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.485 0.229 1.15 1.000 1.00 1.00 1.00 23.11 1,617.03 3335.00 3.74 333.501.00 76.41 Page 40 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :4: DESIGN 22'-2" FLOOR BEAM (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 4:25PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.241 0.114 1.60 1.000 1.00 1.00 1.00 15.97 1,117.41 4640.00 2.59 464.001.00 52.801.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.241 0.114 1.60 1.000 1.00 1.00 1.00 15.97 1,117.41 4640.00 2.59 464.001.00 52.80 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.414 0.196 1.60 1.000 1.00 1.00 1.00 27.49 1,923.24 4640.00 4.45 464.001.00 90.881.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.348 0.165 1.60 1.000 1.00 1.00 1.00 23.11 1,617.03 4640.00 3.74 464.001.00 76.411.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.348 0.165 1.60 1.000 1.00 1.00 1.00 23.11 1,617.03 4640.00 3.74 464.001.00 76.41 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.144 0.068 1.60 1.000 1.00 1.00 1.00 9.58 670.45 4640.00 1.55 464.001.00 31.681.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.144 0.068 1.60 1.000 1.00 1.00 1.00 9.58 670.45 4640.00 1.55 464.001.00 31.68 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L+0.450W+H 1 1.0185 11.164 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.960 4.960 Overall MINimum 1.718 1.718 +D+H 2.882 2.882 +D+L+H 4.600 4.600 +D+Lr+H 3.935 3.935 +D+S+H 2.882 2.882 +D+0.750Lr+0.750L+H 4.960 4.960 +D+0.750L+0.750S+H 4.170 4.170 +D+0.60W+H 2.882 2.882 +D+0.70E+H 2.882 2.882 +D+0.750Lr+0.750L+0.450W+H 4.960 4.960 +D+0.750L+0.750S+0.450W+H 4.170 4.170 +D+0.750L+0.750S+0.5250E+H 4.170 4.170 +0.60D+0.60W+0.60H 1.729 1.729 +0.60D+0.70E+0.60H 1.729 1.729 D Only 2.882 2.882 Lr Only 1.053 1.053 L Only 1.718 1.718 S Only W Only E Only H Only Page 41 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :5: DESIGN 9'-9" FLOOR BEAM (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 4:28PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.260, Lr = 0.0950, L = 0.1550 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.184: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.875ft 41.63 psi= = FB : Allowable 2,900.00psi Fv : Allowable 5.25x11.25Section used for this span Span # where maximum occurs Location 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 0.144 : 1 8.825 ft= = 534.36psi fv : Actual Maximum Deflection 0<360 1592Ratio =0<240 Max Downward Transient Deflection 0.025 in 4598Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.073 in Ratio =>=240Max 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 1.00Length = 9.750 ft 1 0.128 0.100 0.90 1.000 1.00 1.00 1.00 3.09 334.78 2610.00 1.03 261.001.00 26.081.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.184 0.144 1.00 1.000 1.00 1.00 1.00 4.93 534.36 2900.00 1.64 290.001.00 41.63 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.126 0.098 1.25 1.000 1.00 1.00 1.00 4.22 457.10 3625.00 1.40 362.501.00 35.611.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.100 0.078 1.15 1.000 1.00 1.00 1.00 3.09 334.78 3335.00 1.03 333.501.00 26.08 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.159 0.124 1.25 1.000 1.00 1.00 1.00 5.32 576.21 3625.00 1.77 362.501.00 44.89 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.145 0.113 1.15 1.000 1.00 1.00 1.00 4.47 484.47 3335.00 1.49 333.501.00 37.74 Page 42 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :5: DESIGN 9'-9" FLOOR BEAM (GRIDLINE C) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 4:28PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.072 0.056 1.60 1.000 1.00 1.00 1.00 3.09 334.78 4640.00 1.03 464.001.00 26.081.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.072 0.056 1.60 1.000 1.00 1.00 1.00 3.09 334.78 4640.00 1.03 464.001.00 26.08 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.124 0.097 1.60 1.000 1.00 1.00 1.00 5.32 576.21 4640.00 1.77 464.001.00 44.891.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.104 0.081 1.60 1.000 1.00 1.00 1.00 4.47 484.47 4640.00 1.49 464.001.00 37.741.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.104 0.081 1.60 1.000 1.00 1.00 1.00 4.47 484.47 4640.00 1.49 464.001.00 37.74 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.043 0.034 1.60 1.000 1.00 1.00 1.00 1.85 200.87 4640.00 0.62 464.001.00 15.651.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.043 0.034 1.60 1.000 1.00 1.00 1.00 1.85 200.87 4640.00 0.62 464.001.00 15.65 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L+0.450W+H 1 0.0735 4.911 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.182 2.182 Overall MINimum 0.756 0.756 +D+H 1.268 1.268 +D+L+H 2.023 2.023 +D+Lr+H 1.731 1.731 +D+S+H 1.268 1.268 +D+0.750Lr+0.750L+H 2.182 2.182 +D+0.750L+0.750S+H 1.834 1.834 +D+0.60W+H 1.268 1.268 +D+0.70E+H 1.268 1.268 +D+0.750Lr+0.750L+0.450W+H 2.182 2.182 +D+0.750L+0.750S+0.450W+H 1.834 1.834 +D+0.750L+0.750S+0.5250E+H 1.834 1.834 +0.60D+0.60W+0.60H 0.761 0.761 +0.60D+0.70E+0.60H 0.761 0.761 D Only 1.268 1.268 Lr Only 0.463 0.463 L Only 0.756 0.756 S Only W Only E Only H Only Page 43 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :6: DESIGN 11'-7" FLOOR BEAM (GRIDLINE 2) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 4:35PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.3163, L = 0.4433 k/ft, Extent = 0.0 -->> 7.750 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.009997, L = 0.03999 k/ft, Extent = 7.750 -->> 11.583 ft, Tributary Width = 1.0 ft Point Load : D = 2.882, Lr = 1.053, L = 1.718 k @ 7.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.736: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1Location of maximum on span 7.187ft 131.06 psi= = FB : Allowable 2,900.00psi 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 0.452 : 1 10.653 ft== 2,135.25psi fv : Actual Maximum Deflection 0<360 377Ratio =0<240 Max Downward Transient Deflection 0.179 in 778Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.368 in Ratio =>=240Max 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 1.00Length = 11.583 ft 1 0.439 0.270 0.90 1.000 1.00 1.00 1.00 10.58 1,146.63 2610.00 2.77 261.001.00 70.38 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.736 0.452 1.00 1.000 1.00 1.00 1.00 19.71 2,135.25 2900.00 5.16 290.001.00 131.06 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.397 0.244 1.25 1.000 1.00 1.00 1.00 13.28 1,438.73 3625.00 3.48 362.501.00 88.271.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.344 0.211 1.15 1.000 1.00 1.00 1.00 10.58 1,146.63 3335.00 2.77 333.501.00 70.38 Page 44 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :6: DESIGN 11'-7" FLOOR BEAM (GRIDLINE 2) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 4:35PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.579 0.357 1.25 1.000 1.00 1.00 1.00 19.37 2,098.40 3625.00 5.09 362.501.00 129.311.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.565 0.348 1.15 1.000 1.00 1.00 1.00 17.40 1,885.30 3335.00 4.56 333.501.00 115.89 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.247 0.152 1.60 1.000 1.00 1.00 1.00 10.58 1,146.63 4640.00 2.77 464.001.00 70.381.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.247 0.152 1.60 1.000 1.00 1.00 1.00 10.58 1,146.63 4640.00 2.77 464.001.00 70.381.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.452 0.279 1.60 1.000 1.00 1.00 1.00 19.37 2,098.40 4640.00 5.09 464.001.00 129.31 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.406 0.250 1.60 1.000 1.00 1.00 1.00 17.40 1,885.30 4640.00 4.56 464.001.00 115.891.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.406 0.250 1.60 1.000 1.00 1.00 1.00 17.40 1,885.30 4640.00 4.56 464.001.00 115.89 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.148 0.091 1.60 1.000 1.00 1.00 1.00 6.35 687.98 4640.00 1.66 464.001.00 42.231.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.148 0.091 1.60 1.000 1.00 1.00 1.00 6.35 687.98 4640.00 1.66 464.001.00 42.23 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.3682 5.961 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.471 5.207 Overall MINimum 2.880 2.427 +D+H 2.591 2.780 +D+L+H 5.471 5.207 +D+Lr+H 2.940 3.485 +D+S+H 2.591 2.780 +D+0.750Lr+0.750L+H 5.013 5.129 +D+0.750L+0.750S+H 4.751 4.600 +D+0.60W+H 2.591 2.780 +D+0.70E+H 2.591 2.780 +D+0.750Lr+0.750L+0.450W+H 5.013 5.129 +D+0.750L+0.750S+0.450W+H 4.751 4.600 +D+0.750L+0.750S+0.5250E+H 4.751 4.600 +0.60D+0.60W+0.60H 1.555 1.668 +0.60D+0.70E+0.60H 1.555 1.668 D Only 2.591 2.780 Lr Only 0.348 0.705 L Only 2.880 2.427 S Only W Only E Only H Only Page 45 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :7: DESIGN 11'-7" FLOOR BEAM (GRIDLINE 6) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 4:43PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.2231, L = 0.1950 k/ft, Extent = 0.0 -->> 7.750 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.009997, L = 0.03999 k/ft, Extent = 7.750 -->> 11.583 ft, Tributary Width = 1.0 ft Point Load : D = 1.267, Lr = 0.4631, L = 0.7555 k @ 7.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.365: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1Location of maximum on span 6.848ft 64.78 psi= = FB : Allowable 2,900.00psi 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 0.223 : 1 10.653 ft== 1,057.92psi fv : Actual Maximum Deflection 0<360 751Ratio =0<240 Max Downward Transient Deflection 0.080 in 1729Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.185 in Ratio =>=240Max 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 1.00Length = 11.583 ft 1 0.231 0.141 0.90 1.000 1.00 1.00 1.00 5.57 603.34 2610.00 1.45 261.001.00 36.80 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.365 0.223 1.00 1.000 1.00 1.00 1.00 9.76 1,057.92 2900.00 2.55 290.001.00 64.78 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.200 0.123 1.25 1.000 1.00 1.00 1.00 6.70 726.36 3625.00 1.76 362.501.00 44.671.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.181 0.110 1.15 1.000 1.00 1.00 1.00 5.57 603.34 3335.00 1.45 333.501.00 36.80 Page 46 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :7: DESIGN 11'-7" FLOOR BEAM (GRIDLINE 6) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 4:43PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.285 0.176 1.25 1.000 1.00 1.00 1.00 9.52 1,031.62 3625.00 2.51 362.501.00 63.681.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.283 0.173 1.15 1.000 1.00 1.00 1.00 8.71 944.13 3335.00 2.28 333.501.00 57.78 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.130 0.079 1.60 1.000 1.00 1.00 1.00 5.57 603.34 4640.00 1.45 464.001.00 36.801.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.130 0.079 1.60 1.000 1.00 1.00 1.00 5.57 603.34 4640.00 1.45 464.001.00 36.801.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.222 0.137 1.60 1.000 1.00 1.00 1.00 9.52 1,031.62 4640.00 2.51 464.001.00 63.68 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.203 0.125 1.60 1.000 1.00 1.00 1.00 8.71 944.13 4640.00 2.28 464.001.00 57.781.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 11.583 ft 1 0.203 0.125 1.60 1.000 1.00 1.00 1.00 8.71 944.13 4640.00 2.28 464.001.00 57.78 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.078 0.048 1.60 1.000 1.00 1.00 1.00 3.34 362.00 4640.00 0.87 464.001.00 22.081.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.583 ft 1 0.078 0.048 1.60 1.000 1.00 1.00 1.00 3.34 362.00 4640.00 0.87 464.001.00 22.08 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1849 5.918 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.857 2.597 Overall MINimum 1.281 1.139 +D+H 1.576 1.458 +D+L+H 2.857 2.597 +D+Lr+H 1.729 1.768 +D+S+H 1.576 1.458 +D+0.750Lr+0.750L+H 2.652 2.545 +D+0.750L+0.750S+H 2.537 2.312 +D+0.60W+H 1.576 1.458 +D+0.70E+H 1.576 1.458 +D+0.750Lr+0.750L+0.450W+H 2.652 2.545 +D+0.750L+0.750S+0.450W+H 2.537 2.312 +D+0.750L+0.750S+0.5250E+H 2.537 2.312 +0.60D+0.60W+0.60H 0.946 0.875 +0.60D+0.70E+0.60H 0.946 0.875 D Only 1.576 1.458 Lr Only 0.153 0.310 L Only 1.281 1.139 S Only W Only E Only H Only Page 47 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :8A: DESIGN 22'-2" FLOOR BEAM (GRIDLINE B SIMPLE SPAN) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 5:05PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.02875, L = 0.1150 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.247: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 11.084ft 27.91 psi= = FB : Allowable 2,900.00psi Fv : Allowable 7x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H= = = 290.00 psi== Section used for this span 7x11.25 fb : Actual Maximum Shear Stress Ratio 0.096 : 1 0.000 ft= = 717.56psi fv : Actual Maximum Deflection 0<360 562Ratio =0<240 Max Downward Transient Deflection 0.378 in 703Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.473 in Ratio =>=240Max 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 1.00Length = 22.167 ft 1 0.055 0.021 0.90 1.000 1.00 1.00 1.00 1.77 143.51 2610.00 0.29 261.001.00 5.581.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.247 0.096 1.00 1.000 1.00 1.00 1.00 8.83 717.56 2900.00 1.47 290.001.00 27.91 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.040 0.015 1.25 1.000 1.00 1.00 1.00 1.77 143.51 3625.00 0.29 362.501.00 5.581.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.043 0.017 1.15 1.000 1.00 1.00 1.00 1.77 143.51 3335.00 0.29 333.501.00 5.58 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.158 0.062 1.25 1.000 1.00 1.00 1.00 7.06 574.05 3625.00 1.17 362.501.00 22.33 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.172 0.067 1.15 1.000 1.00 1.00 1.00 7.06 574.05 3335.00 1.17 333.501.00 22.33 Page 48 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :8A: DESIGN 22'-2" FLOOR BEAM (GRIDLINE B SIMPLE SPAN) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 5:05PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.031 0.012 1.60 1.000 1.00 1.00 1.00 1.77 143.51 4640.00 0.29 464.001.00 5.581.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.031 0.012 1.60 1.000 1.00 1.00 1.00 1.77 143.51 4640.00 0.29 464.001.00 5.58 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.124 0.048 1.60 1.000 1.00 1.00 1.00 7.06 574.05 4640.00 1.17 464.001.00 22.331.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.124 0.048 1.60 1.000 1.00 1.00 1.00 7.06 574.05 4640.00 1.17 464.001.00 22.331.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.124 0.048 1.60 1.000 1.00 1.00 1.00 7.06 574.05 4640.00 1.17 464.001.00 22.33 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 22.167 ft 1 0.019 0.007 1.60 1.000 1.00 1.00 1.00 1.06 86.11 4640.00 0.18 464.001.00 3.351.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 22.167 ft 1 0.019 0.007 1.60 1.000 1.00 1.00 1.00 1.06 86.11 4640.00 0.18 464.001.00 3.35 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.4729 11.164 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.593 1.593 Overall MINimum 1.275 1.275 +D+H 0.319 0.319 +D+L+H 1.593 1.593 +D+Lr+H 0.319 0.319 +D+S+H 0.319 0.319 +D+0.750Lr+0.750L+H 1.275 1.275 +D+0.750L+0.750S+H 1.275 1.275 +D+0.60W+H 0.319 0.319 +D+0.70E+H 0.319 0.319 +D+0.750Lr+0.750L+0.450W+H 1.275 1.275 +D+0.750L+0.750S+0.450W+H 1.275 1.275 +D+0.750L+0.750S+0.5250E+H 1.275 1.275 +0.60D+0.60W+0.60H 0.191 0.191 +0.60D+0.70E+0.60H 0.191 0.191 D Only 0.319 0.319 Lr Only L Only 1.275 1.275 S Only W Only E Only H Only Page 49 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :8B: DESIGN 9'-9" FLOOR BEAM (GRIDLINE B CANTILEVER SPAN) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 5:04PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.02875, L = 0.1150 , Tributary Width = 1.0 ft Point Load : D = 1.458, Lr = 0.3099, L = 1.139 k @ 9.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.883: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1Location of maximum on span 0.000ft 73.63 psi= = FB : Allowable 2,900.00psi Fv : Allowable 7x11.25Section 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 7x11.25 fb : Actual Maximum Shear Stress Ratio 0.254 : 1 0.000 ft== 2,560.33psi fv : Actual Maximum Deflection 0<360240Ratio =0<240 Max Downward Transient Deflection 0.486 in 480Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.969 in Ratio =>=240Max 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 1.00Length = 9.750 ft 1 0.474 0.125 0.90 1.000 1.00 1.00 1.00 15.22 1,236.73 2610.00 1.71 261.001.00 32.60 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.883 0.254 1.00 1.000 1.00 1.00 1.00 31.50 2,560.33 2900.00 3.87 290.001.00 73.631.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.407 0.106 1.25 1.000 1.00 1.00 1.00 18.16 1,475.99 3625.00 2.02 362.501.00 38.51 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.371 0.098 1.15 1.000 1.00 1.00 1.00 15.22 1,236.73 3335.00 1.71 333.501.00 32.60 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.665 0.187 1.25 1.000 1.00 1.00 1.00 29.64 2,408.88 3625.00 3.56 362.501.00 67.801.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Page 50 of 138 Wood Beam Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :8B: DESIGN 9'-9" FLOOR BEAM (GRIDLINE B CANTILEVER SPAN) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 23 NOV 2022, 5:04PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . 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 = 9.750 ft 1 0.668 0.190 1.15 1.000 1.00 1.00 1.00 27.43 2,229.43 3335.00 3.33 333.501.00 63.371.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.267 0.070 1.60 1.000 1.00 1.00 1.00 15.22 1,236.73 4640.00 1.71 464.001.00 32.60 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.267 0.070 1.60 1.000 1.00 1.00 1.00 15.22 1,236.73 4640.00 1.71 464.001.00 32.601.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.519 0.146 1.60 1.000 1.00 1.00 1.00 29.64 2,408.88 4640.00 3.56 464.001.00 67.80 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.480 0.137 1.60 1.000 1.00 1.00 1.00 27.43 2,229.43 4640.00 3.33 464.001.00 63.371.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.480 0.137 1.60 1.000 1.00 1.00 1.00 27.43 2,229.43 4640.00 3.33 464.001.00 63.37 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.750 ft 1 0.160 0.042 1.60 1.000 1.00 1.00 1.00 9.13 742.04 4640.00 1.03 464.001.00 19.561.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.750 ft 1 0.160 0.042 1.60 1.000 1.00 1.00 1.00 9.13 742.04 4640.00 1.03 464.001.00 19.56 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.9689 9.750 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.999 Overall MINimum 2.260 +D+H 1.738 +D+L+H 3.999 +D+Lr+H 2.048 +D+S+H 1.738 +D+0.750Lr+0.750L+H 3.666 +D+0.750L+0.750S+H 3.434 +D+0.60W+H 1.738 +D+0.70E+H 1.738 +D+0.750Lr+0.750L+0.450W+H 3.666 +D+0.750L+0.750S+0.450W+H 3.434 +D+0.750L+0.750S+0.5250E+H 3.434 +0.60D+0.60W+0.60H 1.043 +0.60D+0.70E+0.60H 1.043 D Only 1.738 Lr Only 0.310 L Only 2.260 S Only W Only E Only H Only Page 51 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) FTG-MOMENT FRAMES.xmcd CUSTOM RESIDENCE NEWPORT BEACH, CA FOUNDATION DESIGN - AT MOMENT FRAME COLUMNS: DESIGN CONSTRAINED FOOTING PER 1807.3.2.2 OVERSTRENGTH FACTOR:Ω0 3 HEIGHT ABOVE GRADE TO BOTT OF COL.h0ft VERTICAL FORCE Ry 12238.7779 lb LATERAL FORCE P1 9151.8980 lb MOMENT FROM COLUMN M0lbft DESIGN SHEAR Vd P1Vd 9151.9lb DESIGN FOOTING DEPTH AND WIDTH: DEPTH OF FOOTING (FT.)ddesign 12 ft DIAMETER OF FOOTING:b36in CHECK GROUND BEARING-DETERMINE DIAMETER OF FOOTING REQUIRED ALLOWABLE SOIL SKIN FRICTION:SF 300 psf AREA OF CONTACT:Askin π bddesign113.1 ft 2 GRAVITY CAPACITY OF FOOTING: Fa SF Askin33929.2 lb Ry 12.239 kips<Fa 33.929 kipsOK LATERAL BEARING PRESSURE PER TABLE 1806.2 AND A FACTOR OF (2) INCREASE PER 1806.3.4 FOR ISOLATED POLES S 2 160 pcf()4 3S 426.67 pcfSmax 1500 psf S3 SddesignS3 5120 psf dreq 4.25 Ω0MP15ft() S3 bdreq 6.16 ftMIN. DEPTH OF FOOTING BELOW GRADE. AREA OF STEEL MINIMUM:ρ 0.0018 Asmin ρπb2 4 Asmin 1.83 in 2 Page 52 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) FTG-MOMENT FRAMES.xmcd NUMBER OF LONGITUDINAL REBARS:NO 6 REBAR SIZE:BarNum 6 DIAMETER OF REBAR:ϕ BarNum 8 inϕ 0.75 in AREA OF STEEL:As πϕ2 4 NOAs 2.65 in 2>Asmin 1.83 in 2OK USE #3 CONFINEMENT TIES:BarNum 3dc BarNum 8 indc 0.38 in MINIMUM TIE SPACING: S1 16 ϕS1 12 in16 TIMES THE VERTICAL BAR DIAMETER S2 48 dcS2 18 in48 TIMES THE TIE BAR DIAMETER S3 bS3 36 inSMALLEST COLUMN DIMENSION SREQD min S1 S2S3()SREQD 12 in USE 36" DIA. x 144" DEEP FOOTING WITH (6) #6 REBAR LONGITUDINAL AND #3 TIES AT 12" O.C. TYPICAL Page 53 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) FTG-CANTILEVER COLUMNS.xmcd CUSTOM RESIDENCE NEWPORT BEACH, CA FOUNDATION DESIGN - AT CANTILEVER COLUMNS: DESIGN CONSTRAINED FOOTING PER 1807.3.2.2 OVERSTRENGTH FACTOR:Ω0 1.25 HEIGHT ABOVE GRADE TO BOTT OF COL.h0ft VERTICAL FORCE Ry 33627.1172 lb LATERAL FORCE P1 10169.2691 lb MOMENT FROM COLUMN M 265296 lbft DESIGN SHEAR Vd P1Vd 10169.27lb DESIGN FOOTING DEPTH AND WIDTH: DEPTH OF FOOTING (FT.)ddesign 12 ft DIAMETER OF FOOTING:b36in CHECK GROUND BEARING-DETERMINE DIAMETER OF FOOTING REQUIRED ALLOWABLE SOIL SKIN FRICTION:SF 300 psf AREA OF CONTACT:Askin π bddesign113.1 ft 2 GRAVITY CAPACITY OF FOOTING: Fa SF Askin33929.2 lb Ry 33.627 kips<Fa 33.929 kipsOK LATERAL BEARING PRESSURE PER TABLE 1806.2 AND A FACTOR OF (2) INCREASE PER 1806.3.4 FOR ISOLATED POLES S 2 160 pcf()4 3S 426.67 pcfSmax 1500 psf S3 SddesignS3 5120 psf dreq 4.25 Ω0M5ftP1() S3 bdreq 10.46 ftMIN. DEPTH OF FOOTING BELOW GRADE. AREA OF STEEL MINIMUM:ρ 0.0018 Asmin ρπb2 4 Asmin 1.83 in 2 Page 54 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) FTG-CANTILEVER COLUMNS.xmcd NUMBER OF LONGITUDINAL REBARS:NO 6 REBAR SIZE:BarNum 6 DIAMETER OF REBAR:ϕ BarNum 8 inϕ 0.75 in AREA OF STEEL:As πϕ2 4 NOAs 2.65 in 2>Asmin 1.83 in 2OK USE #3 CONFINEMENT TIES:BarNum 3dc BarNum 8 indc 0.38 in MINIMUM TIE SPACING: S1 16 ϕS1 12 in16 TIMES THE VERTICAL BAR DIAMETER S2 48 dcS2 18 in48 TIMES THE TIE BAR DIAMETER S3 bS3 36 inSMALLEST COLUMN DIMENSION SREQD min S1 S2S3()SREQD 12 in USE 36" DIA. x 144" DEEP FOOTING WITH (6) #6 REBAR LONGITUDINAL AND #3 TIES AT 12" O.C. TYPICAL Page 55 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) FTG-SHEAR TRANSFER COLUMN.xmcd CUSTOM RESIDENCE NEWPORT BEACH, CA FOUNDATION DESIGN - AT SHEAR TRANSFER COLUMNS: DESIGN CONSTRAINED FOOTING PER 1807.3.2.2 OVERSTRENGTH FACTOR:Ω0 3 HEIGHT ABOVE GRADE TO BOTT OF COL.h0ft VERTICAL FORCE Ry 7323 lb LATERAL FORCE P1 1245 lb MOMENT FROM COLUMN M0lbft DESIGN SHEAR Vd P1Vd 1245lb DESIGN FOOTING DEPTH AND WIDTH: DEPTH OF FOOTING (FT.)ddesign 12 ft DIAMETER OF FOOTING:b36in CHECK GROUND BEARING-DETERMINE DIAMETER OF FOOTING REQUIRED ALLOWABLE SOIL SKIN FRICTION:SF 300 psf AREA OF CONTACT:Askin π bddesign113.1 ft 2 GRAVITY CAPACITY OF FOOTING: Fa SF Askin33929.2 lb Ry 7.323 kips<Fa 33.929 kipsOK LATERAL BEARING PRESSURE PER TABLE 1806.2 AND A FACTOR OF (2) INCREASE PER 1806.3.4 FOR ISOLATED POLES S 2 160 pcf()4 3S 426.67 pcfSmax 1500 psf S3 SddesignS3 5120 psf dreq 4.25 Ω0MP15ft() S3 bdreq 2.27 ftMIN. DEPTH OF FOOTING BELOW GRADE. AREA OF STEEL MINIMUM:ρ 0.0018 Asmin ρπb2 4 Asmin 1.83 in 2 Page 56 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) FTG-SHEAR TRANSFER COLUMN.xmcd NUMBER OF LONGITUDINAL REBARS:NO 6 REBAR SIZE:BarNum 6 DIAMETER OF REBAR:ϕ BarNum 8 inϕ 0.75 in AREA OF STEEL:As πϕ2 4 NOAs 2.65 in 2>Asmin 1.83 in 2OK USE #3 CONFINEMENT TIES:BarNum 3dc BarNum 8 indc 0.38 in MINIMUM TIE SPACING: S1 16 ϕS1 12 in16 TIMES THE VERTICAL BAR DIAMETER S2 48 dcS2 18 in48 TIMES THE TIE BAR DIAMETER S3 bS3 36 inSMALLEST COLUMN DIMENSION SREQD min S1 S2S3()SREQD 12 in USE 36" DIA. x 144" DEEP FOOTING WITH (6) #6 REBAR LONGITUDINAL AND #3 TIES AT 12" O.C. TYPICAL Page 57 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd CUSTOM RESIDENCE NEWPORT BEACH, CA DESIGN FOR LATERAL LOADING: DESIGN LOADS: ROOF DEAD LOAD RDL 15 psf FLOOR DEAD LOAD FDL 15 psf WALL DEAD LOAD WDL 15 psf BASE SHEAR COEFFICIENT ASCE 12.3.4.2 ρ 1.3SEISMIC INCREASE OF (= 1.3) Cs1 0.142WOOD SHEARWALLS R1 6.5 Cs2 0.116STEEL MOMENT FRAMES R2 8 Cs3 0.370STEEL CANTILEVER COLUMNS R3 2.5 WIND PRESSURE WP 28.980 psfWIND INCREASE OF (= 1.3) WIND UPLIFT WU 27.692 psf GARAGE SEGMENT: BUILDING WIDTH BW1 31.583 ft BUILDING LENGTH BL1 22 ftROOF HEIGHT E2 23.833 ft TRIBUTARY HEIGHT (ROOF)THR1 11.917 ft RESIDENCE SEGMENT: 2ND FLOOR HEIGHT E1 14.667 ftBUILDING WIDTH BW2 11.583 ft BUILDING LENGTH BL2 76.25 ftROOF HEIGHT E2 23.833 ft TRIBUTARY HEIGHT (ROOF)THR2 4.583 ft TRIBUTARY HEIGHT (2ND FLOOR)TH2 11.917 ft (ROOF LEVEL SHEARWALLS TRANSVERSE DIRECTION - GRIDLINE 5: TRIBUTARY WIDTH TW 14.417 2 9 ftTW 16.209ftTRIBUTARY WIDTH FROM GRID 4.4 TO 6 SHEAR WALL LENGTH SL 24 in SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VSR RDL TWBW22 WDLTHR2TW( ) 0.7 ρCs1()VSR 651.87 lb Page 58 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd VS VSR SLVS 325.935 plf WIND: VW 0.6 ρWPTWTHR2 SLVW 839.568 plf V max VS VW()V 839.568 plfWIND GOVERNS DESIGN SHEAR WALLS: USE WSWH24x9 FIELD TRIMMED AND RAKED Vall 5150 lb SL 2575 plf>V 840 plfOK DESIGN ANCHORAGE: USE 1" DIAMETER A449 THREADED ROD AT EACH END Tallow 2()1 2.00π 1in()2 40.4()120ksi37699 lb>V R1 R3SL4366lbOK OVERTURNING MOMENT SHEARWALL HEIGHT:E2 E19.166 ft INDIVIDUAL SHEARWALL LENGTH:iSL 20 inSPACING BETWEEN TENSION AND COMPRESSION BOLTS M V iSLE2 E1R1 R3M 33347.065 ft lb Rd if VS VW0.92 3 Rd 0.667REDUCTION IN DEAD LOAD RESISTANCE RESISTING MOMENT: Mr Rd RDL 2ft 2iSLWDL E2 E1iSL iSL 2Mr 141.194 ft lb USE 1" DIAMETER A449 THREADED ROD AT EACH END Tallow 1 2.00 π 1in()2 40.7()120ksi32987 lb>THD MMr iSLTHD 19924lbOK Page 59 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd TRANSVERSE DIRECTION - GRIDLINE 4.4: TRIBUTARY WIDTH TW 10.583 14.417 2  ftTW 12.5ftTRIBUTARY WIDTH FROM GRID 3.9 TO 5 SHEAR WALL LENGTH SL 4.833()ftSL 4.833 ft SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VSR RDL TWBW22 WDLTHR2TW( ) 0.7 ρCs1()VSR 502.722 lb VS VSR SLVS 104.019 plf WIND: VW 0.6 ρWPTWTHR2 SLVW 267.939 plf V max VS VW()V 267.939 plfWIND GOVERNS DESIGN SHEAR WALLS: USE 1/2" STRUCTURAL-1 PLYWOOD - PER TABLE 2306.4.1 EDGE NAILING: 10d NAILS AT 4" O.C. FIELD NAILING: 10d NAILS AT 12" O.C Vall 510 plf>V 268 plfOK DESIGN ANCHORAGE: USE 16d NAILS AT 2" O.C. Vall 1.6( ) 141lb 2inVall 1354 plf>V R1 R3697 plfOK OVERTURNING MOMENT SHEARWALL HEIGHT:E2 E19.166 ft INDIVIDUAL SHEARWALL LENGTH:iSL 4.833 ft M V iSLE2 E1R1 R3M 30860.72 ft lb Rd if VS VW0.92 3 Rd 0.667REDUCTION IN DEAD LOAD RESISTANCE RESISTING MOMENT: Mr Rd RDL 2ft 2iSLWDL E2 E1iSL iSL 2Mr 1187.281ft lb USE SIMPSON MST60 STRAP AT EACH END Tallow 6235 lb>THD MMr iSLTHD 6140lbOK Page 60 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd TRANSVERSE DIRECTION - GRIDLINE 3.9: TRIBUTARY WIDTH TW 20.583 10.583 2  ftTW 15.583ftTRIBUTARY WIDTH FROM GRID 3 TO 4.4 SHEAR WALL LENGTH SL 4.833()ftSL 4.833 ft SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VSR RDL TWBW22 WDLTHR2TW( ) 0.7 ρCs1()VSR 626.714 lb VS VSR SLVS 129.674 plf WIND: VW 0.6 ρWPTWTHR2 SLVW 334.024 plf V max VS VW()V 334.024 plfWIND GOVERNS DESIGN SHEAR WALLS: USE 1/2" STRUCTURAL-1 PLYWOOD - PER TABLE 2306.4.1 EDGE NAILING: 10d NAILS AT 4" O.C. FIELD NAILING: 10d NAILS AT 12" O.C Vall 510 plf>V 334 plfOK DESIGN ANCHORAGE: USE 16d NAILS AT 2" O.C. Vall 1.6( ) 141lb 2inVall 1354 plf>V R1 R3868 plfOK OVERTURNING MOMENT SHEARWALL HEIGHT:E2 E19.166 ft INDIVIDUAL SHEARWALL LENGTH:iSL 4.833 ft M V iSLE2 E1R1 R3M 38472.208 ft lb Rd if VS VW0.92 3 Rd 0.667REDUCTION IN DEAD LOAD RESISTANCE RESISTING MOMENT: Mr Rd RDL 2ft 2iSLWDL E2 E1iSL iSL 2Mr 1187.281ft lb USE (2) SIMPSON MST60 STRAP AT EACH END Tallow 2( ) 6235lb12470lb>THD MMr iSLTHD 7715lbOK Page 61 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd TRANSVERSE DIRECTION - GRIDLINE 3: TRIBUTARY WIDTH TW 13 20.517 2  ftTW 16.758ftTRIBUTARY WIDTH FROM GRID 2.4 TO 3.9 SHEAR WALL LENGTH SL 4.833()ftSL 4.833 ft SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VSR RDL TWBW22 WDLTHR2TW( ) 0.7 ρCs1()VSR 673.99 lb VS VSR SLVS 139.456 plf WIND: VW 0.6 ρWPTWTHR2 SLVW 359.221 plf V max VS VW()V 359.221 plfWIND GOVERNS DESIGN SHEAR WALLS: USE 1/2" STRUCTURAL-1 PLYWOOD - PER TABLE 2306.4.1 EDGE NAILING: 10d NAILS AT 4" O.C. FIELD NAILING: 10d NAILS AT 12" O.C Vall 510 plf>V 359 plfOK DESIGN ANCHORAGE: USE 16d NAILS AT 2" O.C. Vall 1.6( ) 141lb 2inVall 1354 plf>V R1 R3934 plfOK OVERTURNING MOMENT SHEARWALL HEIGHT:E2 E19.166 ft INDIVIDUAL SHEARWALL LENGTH:iSL 4.833 ft M V iSLE2 E1R1 R3M 41374.35 ft lb Rd if VS VW0.92 3 Rd 0.667REDUCTION IN DEAD LOAD RESISTANCE RESISTING MOMENT: Mr Rd RDL 2ft 2iSLWDL E2 E1iSL iSL 2Mr 1187.281ft lb USE (2) SIMPSON MST60 STRAP AT EACH END Tallow 2( ) 6235lb12470lb>THD MMr iSLTHD 8315lbOK Page 62 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd TRANSVERSE DIRECTION - GRIDLINE 2.4: TRIBUTARY WIDTH TW 8.833 13 2  ftTW 10.916ftTRIBUTARY WIDTH FROM GRID 2 TO 3 SHEAR WALL LENGTH SL 4.833()ftSL 4.833 ft SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VSR RDL TWBW22 WDLTHR2TW( ) 0.7 ρCs1()VSR 439.037 lb VS VSR SLVS 90.842 plf WIND: VW 0.6 ρWPTWTHR2 SLVW 233.997 plf V max VS VW()V 233.997 plfWIND GOVERNS DESIGN SHEAR WALLS: USE 1/2" STRUCTURAL-1 PLYWOOD - PER TABLE 2306.4.1 EDGE NAILING: 10d NAILS AT 4" O.C. FIELD NAILING: 10d NAILS AT 12" O.C Vall 510 plf>V 234 plfOK DESIGN ANCHORAGE: USE 16d NAILS AT 2" O.C. Vall 1.6( ) 141lb 2inVall 1354 plf>V R1 R3608 plfOK OVERTURNING MOMENT SHEARWALL HEIGHT:E2 E19.166 ft INDIVIDUAL SHEARWALL LENGTH:iSL 4.833 ft M V iSLE2 E1R1 R3M 26951.284 ft lb Rd if VS VW0.92 3 Rd 0.667REDUCTION IN DEAD LOAD RESISTANCE RESISTING MOMENT: Mr Rd RDL 2ft 2iSLWDL E2 E1iSL iSL 2Mr 1187.281ft lb USE SIMPSON MST60 STRAP AT EACH END Tallow 6235 lb>THD MMr iSLTHD 5331lbOK Page 63 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd TRANSVERSE DIRECTION - GRIDLINE 2: TRIBUTARY WIDTH TW 8.833 2  ftTW 4.417 ftTRIBUTARY WIDTH FROM GRID 2 TO 2.4 SHEAR WALL LENGTH SL 8()ftSL 8ft SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VSR RDL TWBW22 WDLTHR2TW( ) 0.7 ρCs1()VSR 177.622 lb VS VSR SLVS 22.203 plf WIND: VW 0.6 ρWPTWTHR2 SLVW 57.191 plf V max VS VW()V 57.191 plfWIND GOVERNS DESIGN SHEAR WALLS: USE 1/2" STRUCTURAL-1 PLYWOOD - PER TABLE 2306.4.1 EDGE NAILING: 10d NAILS AT 4" O.C. FIELD NAILING: 10d NAILS AT 12" O.C Vall 510 plf>V 57 plfOK DESIGN ANCHORAGE: USE 16d NAILS AT 2" O.C. Vall 1.6( ) 141lb 2inVall 1354 plf>V R1 R3149 plfOK OVERTURNING MOMENT SHEARWALL HEIGHT:E2 E19.166 ft INDIVIDUAL SHEARWALL LENGTH:iSL 4.833 ft M V iSLE2 E1R1 R3M 6587.204 ft lb Rd if VS VW0.92 3 Rd 0.667REDUCTION IN DEAD LOAD RESISTANCE RESISTING MOMENT: Mr Rd RDL 2ft 2iSLWDL E2 E1iSL iSL 2Mr 1187.281ft lb USE SIMPSON MST60 STRAP AT EACH END Tallow 6235 lb>THD MMr iSLTHD 1117lbOK Page 64 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd LONGITUDINAL DIRECTION (GRIDLINE C): TRIBUTARY WIDTH TW 8 2 ftTW 4ftTRIBUTARY WIDTH FROM GRID C TO D SHEAR WALL LENGTH SL 11.5 4.16777.417()ftSL 30.084ft SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VSR RDL TWBL22 WDLTHR2TW( ) 0.7 ρCs1()VSR 662.247 lb VS VSR SLVS 22.013 plf WIND: VW 0.6 ρWPTWTHR2 SLVW 13.774 plf V max VS VW()V 22.013 plfSEISMIC GOVERNS DESIGN SHEAR WALLS: USE 1/2" STRUCTURAL-1 PLYWOOD - PER TABLE 2306.4.1 EDGE NAILING: 10d NAILS AT 6" O.C. FIELD NAILING: 10d NAILS AT 12" O.C Vall 340 plf>V 22 plfOK DESIGN ANCHORAGE: USE 16d NAILS AT 6" O.C. Vall 1.6 141lb 6inVall 451 plf>V R1 R357 plfOK OVERTURNING MOMENT SHEARWALL HEIGHT:E2 E19.166 ft INDIVIDUAL SHEARWALL LENGTH:iSL 4.167 ft M V iSLE2 E1R1 R3M 2186.056 ft lb Rd if VS VW0.92 3 Rd 0.9REDUCTION IN DEAD LOAD RESISTANCE RESISTING MOMENT: Mr Rd RDL 2ft 2iSLWDL E2 E1iSL iSL 2Mr 1191.519ft lb USE SIMPSON MSTA49 STRAP AT EACH END Tallow 2020 lb>THD MMr iSLTHD 239lbOK Page 65 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd LONGITUDINAL DIRECTION (GRIDLINE D): TRIBUTARY WIDTH TW 8 2 ftTW 4ftTRIBUTARY WIDTH FROM GRID C TO D SHEAR WALL LENGTH SL 4.417 44.16717.167()ftSL 65.751ft SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VSR RDL TWBL22 WDLTHR2TW( ) 0.7 ρCs1()VSR 662.247 lb VS VSR SLVS 10.072 plf WIND: VW 0.6 ρWPTWTHR2 SLVW 6.302 plf V max VS VW()V 10.072 plfSEISMIC GOVERNS DESIGN SHEAR WALLS: USE 1/2" STRUCTURAL-1 PLYWOOD - PER TABLE 2306.4.1 EDGE NAILING: 10d NAILS AT 6" O.C. FIELD NAILING: 10d NAILS AT 12" O.C Vall 340 plf>V 10 plfOK DESIGN ANCHORAGE: USE 16d NAILS AT 6" O.C. Vall 1.6 141lb 6inVall 451 plf>V R1 R326 plfOK OVERTURNING MOMENT SHEARWALL HEIGHT:E2 E19.166 ft INDIVIDUAL SHEARWALL LENGTH:iSL 4.417 ft M V iSLE2 E1R1 R3M 1060.226 ft lb Rd if VS VW0.92 3 Rd 0.9REDUCTION IN DEAD LOAD RESISTANCE RESISTING MOMENT: Mr Rd RDL 2ft 2iSLWDL E2 E1iSL iSL 2Mr 1338.778ft lb NO HOLDOWN REQUIRED Tallow 0lb>THD MMr iSLTHD 63lbOK Page 66 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd FIRST FLOOR MOMENT FRAMES OR CANTILEVERED COLUMNS (TRANSVERSE) & SHEARWALLS WITH FORCE TRANSFER AROUND OPENINGS (LONGITUDINAL) TRANSVERSE DIRECTION (GRIDLINE 2 - SIMILAR CONSERVATIVE AT GRIDLINE 1): TRIBUTARY WIDTH ROOF LEVEL TWroof 22 8.833 2 ftTWroof 15.417ftTRIBUTARY WIDTH FROM GRID 1 TO 2.4 TRIBUTARY WIDTH FLOOR LEVEL TWfloor 22.167 2 ftTWfloor 11.084ftTRIBUTARY WIDTH FROM GRID 2 TO 3 SEISMIC: SHEAR FORCE AT ROOF LEVEL: VS2 RDL TWroofBW12 WDLTHR1TWroofCs2()VS2 1486.545 lb SHEAR FORCE AT 2ND FLOOR LEVEL: VS1 FDL TWfloorBW22 WDLTH2TWfloorCs2()VS1 683.027 lb TOTAL SHEAR FORCE TO FLOOR LEVEL: VSF VS2 VS1VSF 2169.572 lb VS1 VSFVS1 2169.572lb WIND: VW1 WP TWfloor TH2TWroof THR1VW1 9151.898lb V max 0.7 ρVS10.6 ρVW1()V 7138.481lbWIND GOVERNS DESIGN MOMENT FRAMES: USE W18x46 BEAM WITH W10x112 COLUMNS SEE ATTACHED VISUAL ANALYSIS OUTPUT FOR MOMENT FRAME DESIGN TRANSVERSE DIRECTION (GRIDLINE 4 - SIMILAR AT GRIDLINE 3): TRIBUTARY WIDTH ROOF LEVEL TWroof 22.167 22.167 2 ftTWroof 22.167ftTRIBUTARY WIDTH FROM GRID 3 TO 5 TRIBUTARY WIDTH FLOOR LEVEL TWfloor 22.167 22.167 2 ftTWfloor 22.167ftTRIBUTARY WIDTH FROM GRID 3 TO 5 SEISMIC: SHEAR FORCE AT ROOF LEVEL: VS2 RDL TWroofBW12 WDLTHR1TWroofCs3()VS2 6817.779 lb Page 67 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd SHEAR FORCE AT 2ND FLOOR LEVEL: VS1 FDL TWfloorBW22 WDLTH2TWfloorCs3()VS1 4357.242 lb TOTAL SHEAR FORCE TO FLOOR LEVEL: VSF VS2 VS1VSF 11175.021 lb VS1 VSFVS1 11175.021 lb WIND: VW1 WP TWfloor TH2TWroof THR1VW1 15310.953 lb V max 0.7 ρVS10.6 ρVW1()V 11942.544 lbWIND GOVERNS DESIGN CANTILEVER COLUMN SYSTEM: USE W18x106 COLUMN WITH W14x68 CANTILEVER BEAM SEE ATTACHED VISUAL ANALYSIS OUTPUT FOR CANTILEVER COLUMN SYSTEM DESIGN TRANSVERSE DIRECTION (GRIDLINE 5): TRIBUTARY WIDTH ROOF LEVEL TWroof 22.167 2 9 ftTWroof 20.084ftTRIBUTARY WIDTH FROM GRID 4 TO 6 TRIBUTARY WIDTH FLOOR LEVEL TWfloor 22.167 2 9 ftTWfloor 20.084ftTRIBUTARY WIDTH FROM GRID 4 TO 6 SEISMIC: SHEAR FORCE AT ROOF LEVEL: VS2 RDL TWroofBW12 WDLTHR1TWroofCs3()VS2 6176.969 lb SHEAR FORCE AT 2ND FLOOR LEVEL: VS1 FDL TWfloorBW22 WDLTH2TWfloorCs3()VS1 3947.7 lb TOTAL SHEAR FORCE TO FLOOR LEVEL: VSF VS2 VS1VSF 10124.669 lb VS1 VSFVS1 10124.669 lb WIND: VW1 WP TWfloor TH2TWroof THR1VW1 13871.861 lb V max 0.7 ρVS10.6 ρVW1()V 10820.051 lbWIND GOVERNS Page 68 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd DESIGN CANTILEVER COLUMN SYSTEM: USE W18x106 COLUMN WITH W14x68 CANTILEVER BEAM SEE ATTACHED VISUAL ANALYSIS OUTPUT FOR CANTILEVER COLUMN SYSTEM DESIGN LONGITUDINAL DIRECTION (GRIDLINE D) - FORCE TRANSFER AROUND OPENINGS: TRIBUTARY WIDTH ROOF LEVEL TWroof 31.583 2 ftTWroof 15.791ftTRIBUTARY WIDTH FROM GRID A TO D TRIBUTARY WIDTH FLOOR LEVEL TWfloor 11.583 ftTWfloor 11.583ftTRIBUTARY WIDTH FROM GRID B TO D SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VS2 RDL TWroofBL1RDL TWfloorBL22 WDLTHR1TWroof0.7 ρCs1()VS2 3114.831 lb SHEAR WALL FORCE AT 2ND FLOOR LEVEL: VS1 FDL TWfloorBL22 WDLTH2TWfloor0.7 ρCs1()VS1 2247.019 lb TOTAL SHEAR WALL FORCE TO FLOOR LEVEL: VSF VS2 VS1VSF 5361.85 lb VS1 VSFVS1 5361.85 lb WIND: VW1 0.6 WPTWfloor THR2TWroof THR1VW1 4195.241lb V max VS1 VW1()V 5361.85 lbSEISMIC GOVERNS CALCULATE HOLDOWN FORCES: SHT 23.25 ftTOTAL SHEARWALL HEIGHT (INCLUDES OPENINGS) SLT 22 ftTOTAL SHEARWALL LENGTH (INCLUDES OPENINGS) THD V SHT SLT 5666.501lbREQUIRED HOLDOWN FORCE AT EACH END HMF 18 ftHEIGHT OF MOMENT FRAME COLUMNS VHD THD HMF 314.806 plfDISTRIBUTED LOAD TO BE TRANSFERRED INTO MOMENT FRAME COLUMNS Page 69 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd TRY 1/2" DIAMETER STUD BOLTS AT 24" O.C. NAILER TO MOMENT FRAME COLUMN Vbolt 830 lbSHEAR CAPACITY OF A SINGLE BOLT PER NDS TABLE 12B Sbolt 24 inBOLT SPACING Va Vbolt Sbolt 415 plfSHEAR TRANSFER CAPACITY OF BOLTS TO MOMENT FRAME COLUMN Va 415 plf>VHD 315 plfOK USE 1/2" DIAMETER STUD BOLTS AT 24" O.C. NAILER TO MOMENT FRAME COLUMN NOTE THAT MOMENT FRAME COLUMN IS ANCHORED TO THE FOUNDATION AND CAN TRANSFER ALL FORCES MOMENT FRAME ANCHORAGE CALCULATED BASED ON MOMENT FRAME RESULTS FOR LOADING IN OPPOSITE ORTHOGONAL DIRECTION, BUT IT IS NOT REQUIRED TO CONSIDER BOTH SIMULTANEOUSLY SOLVE FOR UNIT SHEAR ABOVE AND BELOW OPENINGS: ha 3.833 ftHEIGHT OF TOP FULL LENGTH PIER hb 16.417 ftHEIGHT OF BOTTOM FULL LENGTH PIER va THD ha hb279.827 plfUNIT SHEAR ABOVE OPENINGS vb va 279.827 plfUNIT SHEAR BELOW OPENINGS SOLVE FOR TOTAL BOUNDARY FORCE ABOVE AND BELOW OPENINGS: LO1 3ftLENGTH OF FIRST OPENING LO2 3ftLENGTH OF SECOND OPENING LO3 3ftLENGTH OF THIRD OPENING O1 va LO1839.482 lbTOTAL BOUNDARY FORCE AT FIRST OPENING O2 va LO2839.482 lbTOTAL BOUNDARY FORCE AT SECOND OPENING O3 va LO3839.482 lbTOTAL BOUNDARY FORCE AT THIRD OPENING CALCULATE THE CORNER FORCES: L1 3.5 ftLENGTH OF FIRST PIER AT OPENINGS L2 2.667 ftLENGTH OF SECOND PIER AT OPENINGS L3 2.667 ftLENGTH OF THIRD PIER AT OPENINGS L4 4.083 ftLENGTH OF FOURTH PIER AT OPENINGS Page 70 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd F1 O1 L1 L1 L2476.437 lbCORNER FORCE AT FIRST SIDE OF FIRST OPENING F2 O1 L2 L1 L2363.045 lbCORNER FORCE AT SECOND SIDE OF FIRST OPENING F3 O2 L2 L2 L3419.741 lbCORNER FORCE AT FIRST SIDE OF SECOND OPENING F4 O2 L3 L2 L3419.741 lbCORNER FORCE AT SECOND SIDE OF SECOND OPENING F5 O3 L3 L3 L4331.689 lbCORNER FORCE AT FIRST SIDE OF THIRD OPENING F6 O3 L4 L3 L4507.793 lbCORNER FORCE AT SECOND SIDE OF THIRD OPENING Fmax max F1 F2F3F4F5F6() 507.793 lbMAX CORNER FORCE - REQUIRED STRAP FORCE USE MSTA30 STRAP ABOVE AND BELOW EACH SIDE OF EACH OPENING Tstrap 2050 lb>Fmax 508lbOK CALCULATE UNIT SHEAR BESIDE THE OPENINGS: TL1 L1 LO1 L1 L21.703 ftTRIBUTARY WIDTH OF FIRST OPENING TO FIRST PIER TL2 L2 LO1 L1 L21.297 ftTRIBUTARY WIDTH OF FIRST OPENING TO SECOND PIER TL3 L2 LO2 L2 L31.5ftTRIBUTARY WIDTH OF SECOND OPENING TO SECOND PIER TL4 L3 LO2 L2 L31.5ftTRIBUTARY WIDTH OF SECOND OPENING TO THIRD PIER TL5 L3 LO3 L3 L41.185 ftTRIBUTARY WIDTH OF THIRD OPENING TO THIRD PIER TL6 L4 LO3 L3 L41.815 ftTRIBUTARY WIDTH OF THIRD OPENING TO FOURTH PIER Vp1 V SLT L1 TL1 L1 362.281 plfUNIT SHEAR AT FIRST PIER Vp2 V SLT TL2 L2TL3 L2 499.356 plfUNIT SHEAR AT SECOND PIER Vp3 V SLT TL4 L3TL5 L3 489.116 plfUNIT SHEAR AT THIRD PIER Page 71 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd Vp4 V SLT TL6 L4 L4 352.041 plfUNIT SHEAR AT FOURTH PIER Vmax max Vp1 Vp2Vp3Vp4499.356 plfDESIGN SHEAR FORCE FOR WALL DESIGN SHEAR WALLS: USE 1/2" STRUCTURAL-1 PLYWOOD - PER TABLE 2306.4.1 EDGE NAILING: 10d NAILS AT 4" O.C. FIELD NAILING: 10d NAILS AT 12" O.C Vall 510 plf>Vmax 499 plfOK USE 5/8" DIA.x7" EMBEDMENT ANCHORS AT 32 IN O.C. PER 2015 NDS TABLE 12E Vall 1.33 930lb 32 inVall 464 plf>vb 280 plfOK LONGITUDINAL DIRECTION (GRIDLINE A) - FORCE TRANSFER AROUND OPENINGS: TRIBUTARY WIDTH ROOF LEVEL TWroof 31.583 2 ftTWroof 15.791ftTRIBUTARY WIDTH FROM GRID A TO D TRIBUTARY WIDTH FLOOR LEVEL TWfloor 11.583 2 ftTWfloor 5.792 ftTRIBUTARY WIDTH FROM GRID B TO D SEISMIC: SHEAR WALL FORCE AT ROOF LEVEL: VS2 RDL TWroofBL1RDL TWfloorBL22 WDLTHR1TWroof0.7 ρCs1()VS2 2258.874 lb SHEAR WALL FORCE AT 2ND FLOOR LEVEL: VS1 FDL TWfloorBL22 WDLTH2TWfloor0.7 ρCs1()VS1 1123.509 lb TOTAL SHEAR WALL FORCE TO FLOOR LEVEL: VSF VS2 VS1VSF 3382.384 lb VS1 VSFVS1 3382.384lb WIND: VW1 0.6 WPTWfloor THR2TWroof THR1VW1 3733.721lb V max VS1 VW1()V 3733.721lbWIND GOVERNS CALCULATE HOLDOWN FORCES: SHT 23.25 ftTOTAL SHEARWALL HEIGHT (INCLUDES OPENINGS) SLT 22 ftTOTAL SHEARWALL LENGTH (INCLUDES OPENINGS) Page 72 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd THD V SHT SLT 3945.864lbREQUIRED HOLDOWN FORCE AT EACH END HMF 18 ftHEIGHT OF MOMENT FRAME COLUMNS VHD THD HMF 219.215 plfDISTRIBUTED LOAD TO BE TRANSFERRED INTO MOMENT FRAME COLUMNS TRY 1/2" DIAMETER STUD BOLTS AT 24" O.C. NAILER TO MOMENT FRAME COLUMN Vbolt 830 lbSHEAR CAPACITY OF A SINGLE BOLT PER NDS TABLE 12B Sbolt 24 inBOLT SPACING Va Vbolt Sbolt 415 plfSHEAR TRANSFER CAPACITY OF BOLTS TO MOMENT FRAME COLUMN Va 415 plf>VHD 219 plfOK USE 1/2" DIAMETER STUD BOLTS AT 24" O.C. NAILER TO MOMENT FRAME COLUMN NOTE THAT MOMENT FRAME COLUMN IS ANCHORED TO THE FOUNDATION AND CAN TRANSFER ALL FORCES MOMENT FRAME ANCHORAGE CALCULATED BASED ON MOMENT FRAME RESULTS FOR LOADING IN OPPOSITE ORTHOGONAL DIRECTION, BUT IT IS NOT REQUIRED TO CONSIDER BOTH SIMULTANEOUSLY SOLVE FOR UNIT SHEAR ABOVE AND BELOW OPENINGS: ha 3.833 ftHEIGHT OF TOP FULL LENGTH PIER hb 6.75 ftHEIGHT OF MIDDLE FULL LENGTH PIER hc 6.667 ftHEIGHT OF BOTTOM FULL LENGTH PIER va THD ha hbhc228.746 plfUNIT SHEAR ABOVE OPENINGS vb va 228.746 plfUNIT SHEAR BETWEEN OPENINGS vc va 228.746 plfUNIT SHEAR BELOW OPENINGS SOLVE FOR TOTAL BOUNDARY FORCE ABOVE AND BELOW OPENINGS: LO1 3ftLENGTH OF FIRST OPENING LO2 3ftLENGTH OF SECOND OPENING LO3 3ftLENGTH OF THIRD OPENING O1 va LO1686.237 lbTOTAL BOUNDARY FORCE AT FIRST OPENING Page 73 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd O2 va LO2686.237 lbTOTAL BOUNDARY FORCE AT SECOND OPENING O3 va LO3686.237 lbTOTAL BOUNDARY FORCE AT THIRD OPENING CALCULATE THE CORNER FORCES: L1 3.5 ftLENGTH OF FIRST PIER AT OPENINGS L2 2.667 ftLENGTH OF SECOND PIER AT OPENINGS L3 2.667 ftLENGTH OF THIRD PIER AT OPENINGS L4 4.083 ftLENGTH OF FOURTH PIER AT OPENINGS F1 O1 L1 L1 L2389.465 lbCORNER FORCE AT FIRST SIDE OF FIRST OPENING F2 O1 L2 L1 L2296.772 lbCORNER FORCE AT SECOND SIDE OF FIRST OPENING F3 O2 L2 L2 L3343.119 lbCORNER FORCE AT FIRST SIDE OF SECOND OPENING F4 O2 L3 L2 L3343.119 lbCORNER FORCE AT SECOND SIDE OF SECOND OPENING F5 O3 L3 L3 L4271.14lbCORNER FORCE AT FIRST SIDE OF THIRD OPENING F6 O3 L4 L3 L4415.097 lbCORNER FORCE AT SECOND SIDE OF THIRD OPENING Fmax max F1 F2F3F4F5F6() 415.097 lbMAX CORNER FORCE - REQUIRED STRAP FORCE USE MSTA30 STRAP ABOVE AND BELOW EACH SIDE OF EACH OPENING Tstrap 2050 lb>Fmax 415lbOK CALCULATE UNIT SHEAR BESIDE THE OPENINGS: TL1 L1 LO1 L1 L21.703 ftTRIBUTARY WIDTH OF FIRST OPENING TO FIRST PIER TL2 L2 LO1 L1 L21.297 ftTRIBUTARY WIDTH OF FIRST OPENING TO SECOND PIER TL3 L2 LO2 L2 L31.5ftTRIBUTARY WIDTH OF SECOND OPENING TO SECOND PIER TL4 L3 LO2 L2 L31.5ftTRIBUTARY WIDTH OF SECOND OPENING TO THIRD PIER Page 74 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) LATERAL-2.xmcd TL5 L3 LO3 L3 L41.185 ftTRIBUTARY WIDTH OF THIRD OPENING TO THIRD PIER TL6 L4 LO3 L3 L41.815 ftTRIBUTARY WIDTH OF THIRD OPENING TO FOURTH PIER Vp1 V SLT L1 TL1 L1 252.274 plfUNIT SHEAR AT FIRST PIER Vp2 V SLT TL2 L2TL3 L2 347.726 plfUNIT SHEAR AT SECOND PIER Vp3 V SLT TL4 L3TL5 L3 340.596 plfUNIT SHEAR AT THIRD PIER Vp4 V SLT TL6 L4 L4 245.143 plfUNIT SHEAR AT FOURTH PIER Vmax max Vp1 Vp2Vp3Vp4347.726 plfDESIGN SHEAR FORCE FOR WALL DESIGN SHEAR WALLS: USE 1/2" STRUCTURAL-1 PLYWOOD - PER TABLE 2306.4.1 EDGE NAILING: 10d NAILS AT 4" O.C. FIELD NAILING: 10d NAILS AT 12" O.C Vall 510 plf>Vmax 348 plfOK USE 5/8" DIA.x7" EMBEDMENT ANCHORS AT 32 IN O.C. PER 2015 NDS TABLE 12E Vall 1.33 930lb 32 inVall 464 plf>vb 229 plfOK Page 75 of 138 Page 76 of 138 Page 77 of 138 Page 78 of 138 Project: MOMENT FRAME Ernest De Leon, EJD Engineering, Inc. November 30, 2022 (20-105) Via Lido Nord-Newport Beach, CA Z:\2020\(20-105) 944 Via Lido Nord (WTDurant)\(20-105) EJD Calculations\ Model Summary Structure Type: Space Frame 4 Nodes, and 17 Degrees of Freedom 3 Member Elements The model is linear. The model will have 17 unique mode shapes. 4 Nodes, and 17 Degrees of Freedom The size of the model is: 30 ft, in the X direction 18 ft, in the Y direction 0 ft, in the Z direction Design Criteria Vertical Direction: Y, Ground Elevation = 13.00 ft Occupancy Category: II Seismic Data: Spectral Acceleration (SDS) = 1.110 Seismic Design Category: D Overstrength Omega0:X=3, Z=3 Seismic Redundancy Rho: X=1.3, Z=1.3 Wind Data: Speed = 95.0 mph, Gust Factor = 0.85, Roof Height = 24.0 ft Member Elements Member Section Material (1)Node (2)Node Length Rz1 Rz2 One Way Framing ft BmX001 W18x46 ASTM A992 Grade 50 N002 N003 30.0000 Rigid Rigid Normal (2-way) Beam COL001 W10x112 ASTM A992 Grade 50 N001 N002 18.0000 Rigid Rigid Normal (2-way) Column COL002 W10x112 ASTM A992 Grade 50 N003 N004 18.0000 Rigid Rigid Normal (2-way) Column Section Properties Section Beta Theta Ax J Iy Iz Sz(+y)Sz(-y)Sy(+z)Sy(-z) deg deg ft^2 ft^4 ft^4 ft^4 ft^3 ft^3 ft^3 ft^3 W10x112 0.0000 0.0000 0.2285 0.0007 0.0114 0.0345 0.0729 0.0729 0.0262 0.0262 W18x46 0.0000 0.0000 0.0938 0.0001 0.0011 0.0343 0.0456 0.0456 0.0043 0.0043 Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. psf psf lb/ft^3 in/in/deg-F ASTM A992 Grade 50 7200000.0000 4176000000.0000 0.290000 490.7520 6.3890e-006 Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft lb/ft ft-lb/ft D BmX001 DY 0.0000 30.0000 -352.5000 -NA- Lr BmX001 DY 0.0000 30.0000 -110.0000 -NA- Nodal Loads Load Case Node Direction Force Moment lb lb-ft E+X N002 DX 2169.5720 0.0000 W+X N002 DX 9151.8980 0.0000 Page 1 VisualAnalysis 9.00 (www.iesweb.com) Page 79 of 138 Project: MOMENT FRAME Ernest De Leon, EJD Engineering, Inc. November 30, 2022 (20-105) Via Lido Nord-Newport Beach, CA Z:\2020\(20-105) 944 Via Lido Nord (WTDurant)\(20-105) EJD Calculations\ Load Case Summary 4 Service Load Cases 15 Equation Combinations Load Cases Load Case Design Checks Seismic Type Results Analyze?Envelope? ( 1)D -NA--NA-Yes (2 sets) Yes No ( 2)E+X -NA--NA-Yes (2 sets) Yes No (16)Lr -NA--NA-Yes (2 sets) Yes No (21)W+X -NA--NA-Yes (2 sets) Yes No (27)0.6D+0.6W »+X Allowable (ASD) -NA-Yes (2 sets) Yes No (28)0.6D+0.7E »+X+30%+Z Allowable (ASD) Redundancy Yes (2 sets) Yes No (29)0.6D+0.7E »+X+30%+Z:OS Allowable (ASD) Overstrength Yes (2 sets) Yes No (30)D+0.6H Allowable (ASD) -NA-Yes (2 sets) Yes No (31)D+0.6W »+X Allowable (ASD) -NA-Yes (2 sets) Yes No (32)D+0.75(L+0.6W+Lr) »+X Allowable (ASD) -NA-Yes (2 sets) Yes No (33)D+0.75(L+0.6W+R) »+X Allowable (ASD) -NA-Yes (2 sets) Yes No (34)D+0.75(L+0.7E+Lr) »+X+30%+Z Allowable (ASD) Redundancy Yes (2 sets) Yes No (35)D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Allowable (ASD) Overstrength Yes (2 sets) Yes No (36)D+0.75(L+0.7E+R) »+X+30%+Z Allowable (ASD) Redundancy Yes (2 sets) Yes No (37)D+0.75(L+0.7E+R) »+X+30%+Z:OS Allowable (ASD) Overstrength Yes (2 sets) Yes No (38)D+0.75L+0.75Lr Allowable (ASD) -NA-Yes (2 sets) Yes No (39)D+0.7E »+X+30%+Z Allowable (ASD) Redundancy Yes (2 sets) Yes No (40)D+0.7E »+X+30%+Z:OS Allowable (ASD) Overstrength Yes (2 sets) Yes No (41)D+Lr Allowable (ASD) -NA-Yes (2 sets) Yes No Design Groups Group/Mesh Elements LL Factor Unity Design Shape Overstrength BEAM 1 1.0000 0.7570 W18x46 No COLUMNS 2 1.0000 0.5758 W10x112 No Design Group Results Design Group: COLUMNS per AISC ASD (2005) Designed As: W10x112, Material: \Steel\ASTM A992 Grade 50 Combined Check Member Result Offset Code Unity Details Name Case ft Ref.Check COL001 D+0.6W »+X Second Order 18.0000 H1-1b 0.2717 OK KLz = 16.3641 ft, KLy = 18.0000 ft, Cb = 1.6667 , Lb = 18.0000 ft COL002 D+0.75(L+0.6W+Lr) »+X Second Order 18.0000 H1-1b 0.0132 OK KLz = 16.3641 ft, KLy = 18.0000 ft, Cb = 1.0000 , Lb = 18.0000 ft Axial Check Membe r Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft lb lb Ref.Check COL001 D+Lr 0.0000 9645.8378 612228.414 7 E3-2FB 0.0158 OK KLz = 16.3641 ft, KLy = 18.0000 ft Page 2 VisualAnalysis 9.00 (www.iesweb.com) Page 80 of 138 Project: MOMENT FRAME Ernest De Leon, EJD Engineering, Inc. November 30, 2022 (20-105) Via Lido Nord-Newport Beach, CA Z:\2020\(20-105) 944 Via Lido Nord (WTDurant)\(20-105) EJD Calculations\ COL002 D+0.75(L+0.6W+Lr) »+X Second Order 18.0000 11704.558 0 612228.414 7 E3-2FB 0.0191 OK KLz = 16.3641 ft, KLy = 18.0000 ft Strong Flexure Check Membe r Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft lb-ft lb-ft Ref.Check COL001 D+0.6W »+X Second Order 18.0000 98840.532 3 343936.370 2 F2-2 0.2874 OK Lb = 18.0000 ft, Cb = 1.0000 COL002 D+0.75(L+0.6W+Lr) »+X Second Order 0.0000 1259.0939 343936.370 2 F2-2 0.0037 OK Lb = 18.0000 ft, Cb = 1.0000 Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft lb lb Ref.Check COL001 D+0.6W »+X Second Order 18.0000 5491.1406 172139.9932 G2-1 0.0319 OK COL002 0.6D+0.6W »+X Second Order 18.0000 -0.0937 172139.9932 G2-1 0.0000 OK Seismically Compact Check Member Result Offset Width/Thickness Lambda_ps Code Unity Details Name Case ft Ref.Check COL001 0.6D+0.6W »+X 0.0000 4.1600 7.2250 8.2b Seismic 0.5758 OK COL002 0.6D+0.6W »+X 0.0000 4.1600 7.2250 8.2b Seismic 0.5758 OK Design Group: BEAM per AISC ASD (2005) Designed As: W18x46, Material: \Steel\ASTM A992 Grade 50 Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft lb-ft lb-ft Ref.Check BmX001 D+0.6W »+X Second Order 15.0000 108885.2289 226297.3976 F2-1 0.4812 OK Lb = 0.0000 ft, Cb = 1.0000 Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft lb lb Ref.Check BmX001 D+0.75(L+0.6W+Lr) »+X Second Order 30.0000 -9686.3402 130320.0079 G2-1 0.0743 OK Seismically Compact Check Member Result Offset Width/Thickness Lambda_ps Code Unity Details Name Case ft Ref.Check BmX001 0.6D+0.6W »+X 0.0000 44.6667 59.0038 8.2b Seismic 0.7570 OK Member Unity Checks Member Unity Check Model Shape Design Shape Material Reference BmX001 0.7570 Seismically Compact Check W18x46 W18x46 ASTM A992 Grade 50 8.2b Seismic COL001 0.5758 Seismically Compact Check W10x112 W10x112 ASTM A992 Grade 50 8.2b Seismic COL002 0.5758 Seismically Compact Check W10x112 W10x112 ASTM A992 Grade 50 8.2b Seismic Nodal Reactions (Extreme Rows Only) Page 3 VisualAnalysis 9.00 (www.iesweb.com) Page 81 of 138 Project: MOMENT FRAME Ernest De Leon, EJD Engineering, Inc. November 30, 2022 (20-105) Via Lido Nord-Newport Beach, CA Z:\2020\(20-105) 944 Via Lido Nord (WTDurant)\(20-105) EJD Calculations\ Node Result Case Name FX FY FZ MX MY MZ lb lb lb lb-ft lb-ft lb-ft N001 D -0.0000 7995.8378 0.0000 -NA- -NA- -NA- N001 W+X -9151.8980 -5491.1388 0.0000 -NA- -NA- -NA- N001 W+X Second Order -9151.8980 -5412.3877 0.0000 -NA- -NA- -NA- N002 D -NA--NA- 0.0000 -NA- -NA- -NA- N004 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Second Order -NA-12238.7779 0.0000 -NA- -NA- -NA- Story Drift Results (Extreme Rows Only) Diaphrag m Result Case Name Height Drift-X X-Nod e 2nd/1st X Drift-Z Z-Nod e 2nd/1st Z ft in in in in @ Y=18.0 ft D 18.0000 0.6753 N001 1.0187 0.0000 N.A. 1.0000 Page 4 VisualAnalysis 9.00 (www.iesweb.com) Page 82 of 138 Page 83 of 138 Page 84 of 138 Page 85 of 138 Project: (20-105) Cantilever Frame Ernest De Leon, EJD Engineering, Inc. November 30, 2022 Model Summary Structure Type: Space Frame 9 Nodes, and 48 Degrees of Freedom 6 Member Elements The model is linear. The model will have 36 unique mode shapes. 9 Nodes, and 48 Degrees of Freedom The size of the model is: 11.583 ft, in the X direction 14.500 ft, in the Y direction 31.917 ft, in the Z direction Design Criteria Vertical Direction: Y, Ground Elevation = 14.00 ft Occupancy Category: II Seismic Data: Spectral Acceleration (SDS) = 1.110 Seismic Design Category: D Overstrength Omega0:X=1.3, Z=1.3 Seismic Redundancy Rho: X=1.3, Z=1.3 Wind Data: Speed = 95.0 mph, Gust Factor = 0.85, Roof Height = 38.0 ft Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. psf psf lb/ft^3 in/in/deg-F ASTM A992 Grade 50 7200000.0000 4176000000.0000 0.290000 490.7520 6.3890e-006 ASTM A992 Grade 50 7200000.0000 4176000000.0000 0.290000 490.7520 6.3890e-006 Section Properties Section Beta Theta Ax J Iy Iz Sz(+y)Sz(-y)Sy(+z)Sy(-z) deg deg ft^2 ft^4 ft^4 ft^4 ft^3 ft^3 ft^3 ft^3 W12x35 0.0000 0.0000 0.0715 0.0000 0.0012 0.0137 0.0264 0.0264 0.0043 0.0043 W14x68 0.0000 0.0000 0.1389 0.0001 0.0058 0.0348 0.0596 0.0596 0.0140 0.0140 W18x106 0.0000 0.0000 0.2160 0.0004 0.0106 0.0921 0.1181 0.1181 0.0228 0.0228 Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft lb/ft ft-lb/ft D BmX003 DY 0.0000 7.7500 -332.5050 -NA- D BmX003 DY 7.7500 11.5830 -19.9950 -NA- D BmX004 DY 0.0000 7.7500 -312.5020 -NA- D BmX004 DY 7.7500 11.5830 -19.9950 -NA- D BmZ001 DY 0.0000 22.1670 -219.9970 -NA- D BmZ002 DY 0.0000 9.7500 -219.9970 -NA- L BmX003 DY 0.0000 7.7500 -886.6800 -NA- L BmX003 DY 7.7500 11.5830 -53.3200 -NA- L BmX004 DY 0.0000 7.7500 -833.3400 -NA- L BmX004 DY 7.7500 11.5830 -53.3200 -NA- L BmZ001 DY 0.0000 22.1670 -26.6600 -NA- L BmZ002 DY 0.0000 9.7500 -26.6600 -NA- Lr BmZ001 DY 0.0000 22.1670 -80.0000 -NA- Lr BmZ002 DY 0.0000 9.7500 -80.0000 -NA- Nodal Loads Page 1 VisualAnalysis 9.00 (www.iesweb.com) Page 86 of 138 Project: (20-105) Cantilever Frame Ernest De Leon, EJD Engineering, Inc. November 30, 2022 Load Case Node Direction Force Moment lb lb-ft D N002 DY -3491.3030 0.0000 D N003 DY -5764.0000 0.0000 D N004 DY -638.0000 0.0000 D N007 DY -4150.0000 0.0000 D N008 DY -2057.0000 0.0000 D N009 DY -1576.0000 0.0000 E+X N002 DX 11175.0210 0.0000 E+X N006 DX 10124.6690 0.0000 L N003 DY -3436.0000 0.0000 L N004 DY -2550.0000 0.0000 L N007 DY -2474.0000 0.0000 L N008 DY -3535.0000 0.0000 L N009 DY -1281.0000 0.0000 Lr N002 DY -2106.0000 0.0000 Lr N003 DY -2106.0000 0.0000 Lr N007 DY -1516.0000 0.0000 Lr N008 DY -310.0000 0.0000 Lr N009 DY -153.5000 0.0000 W+X N002 DX 15310.9530 0.0000 W+X N006 DX 13871.8610 0.0000 Load Case Summary 5 Service Load Cases 17 Equation Combinations Load Cases Load Case Design Checks Seismic Type Results Analyze?Envelope? ( 1)D -NA--NA-Yes (2 sets) Yes No ( 2)E+X -NA--NA-None No No (11)L -NA--NA-Yes (2 sets) Yes No (16)Lr -NA--NA-None No No (21)W+X -NA--NA-None No No (27)0.6D+0.6W »+X Allowable (ASD) -NA-Yes (2 sets) Yes No (28)0.6D+0.7E »+X+30%+Z Allowable (ASD) Redundancy Yes (2 sets) Yes No (29)0.6D+0.7E »+X+30%+Z:OS Allowable (ASD) Overstrength Yes (2 sets) Yes No (30)D+0.6H Allowable (ASD) -NA-Yes (2 sets) Yes No (31)D+0.6W »+X Allowable (ASD) -NA-Yes (2 sets) Yes No (32)D+0.75(L+0.6W+Lr) »+X Allowable (ASD) -NA-Yes (2 sets) Yes No (33)D+0.75(L+0.6W+R) »+X Allowable (ASD) -NA-Yes (2 sets) Yes No (34)D+0.75(L+0.7E+Lr) »+X+30%+Z Allowable (ASD) Redundancy Yes (2 sets) Yes No (35)D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Allowable (ASD) Overstrength Yes (2 sets) Yes No (36)D+0.75(L+0.7E+R) »+X+30%+Z Allowable (ASD) Redundancy Yes (2 sets) Yes No (37)D+0.75(L+0.7E+R) »+X+30%+Z:OS Allowable (ASD) Overstrength Yes (2 sets) Yes No (38)D+0.75L+0.75Lr Allowable (ASD) -NA-Yes (2 sets) Yes No (39)D+0.75L+0.75R Allowable (ASD) -NA-Yes (2 sets) Yes No (40)D+0.7E »+X+30%+Z Allowable (ASD) Redundancy Yes (2 sets) Yes No (41)D+0.7E »+X+30%+Z:OS Allowable (ASD) Overstrength Yes (2 sets) Yes No (42)D+L Allowable (ASD) -NA-Yes (2 sets) Yes No (43)D+Lr Allowable (ASD) -NA-Yes (2 sets) Yes No Member Unity Checks Member Unity Check Model Shape Design Shape Material Reference BmX003 0.5320 Strong Flexure Check W14x68 W14x68 ASTM A992 Grade 50 F2-1 BmX004 0.6324 Combined Check W14x68 W14x68 ASTM A992 Grade 50 H1-1b Page 2 VisualAnalysis 9.00 (www.iesweb.com) Page 87 of 138 Project: (20-105) Cantilever Frame Ernest De Leon, EJD Engineering, Inc. November 30, 2022 BmZ001 0.3710 Combined Check W12x35 W12x35 ASTM A992 Grade 50 H1-1b BmZ002 0.6680 Combined Torsion Check W12x35 W12x35 ASTM A992 Grade 50 H3-7 and H3-8 COL001 0.4977 Strong Flexure Check W18x106 W18x106 ASTM A992 Grade 50F2-2 COL001- 0 0.6029 Combined Check W18x106 W18x106 ASTM A992 Grade 50 H1-1b Member Results (Extreme Rows Only) Member Result Case Name Mz Vy Dy Span/Dy lb-ft lb in BmX003 D+L Second Order -152643.6722 22907.1975 -0.0058 <-2000 BmX004 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order -7.7628 5180.4924 -1.5430 -90.0844 BmZ001 D+0.75(L+0.7E+Lr) »+X+30%+Z -0.2370 -4043.5623 -0.0063 <-2000 BmZ001 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Second Order 22408.3361 -0.0014 -0.2461 -1080.7796 COL001 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order -265296.4954 7699.0873 -0.0000 -NA- COL001-0 D+L -149524.1490 -619.1938 0.0000 -NA- Nodal Reactions Node Result Case Name FX FY FZ MX MY MZ lb lb lb lb-ft lb-ft lb-ft N001 0.6D+0.6W »+X -9186.5718 10620.3520 -0.0000 -0.0000 -0.0000 173813.8150 N001 0.6D+0.6W »+X Second Order -9186.4469 10620.3519 -0.0007 0.0421 -0.0002 174172.1326 N001 0.6D+0.7E »+X+30%+Z -10169.2691 7869.6809 -0.0000 -0.0000 -0.0000 177545.0153 N001 0.6D+0.7E »+X+30%+Z Second Order -10169.1920 7869.6808 -0.0004 0.0314 -0.0002 177808.4980 N001 0.6D+0.7E »+X+30%+Z:OS -9778.1434 7869.6809 -0.0000 -0.0000 -0.0000 171873.7274 N001 0.6D+0.7E »+X+30%+Z:OS Second Order -9778.0664 7869.6808 -0.0004 0.0295 -0.0002 172129.4192 N001 D 0.0000 17700.5867 -0.0000 -0.0000 -0.0000 67682.2529 N001 D Second Order -0.0228 17700.5871 -0.0010 0.0150 -0.0001 67997.0090 N001 D+0.6H 0.0000 17700.5867 -0.0000 -0.0000 -0.0000 67682.2529 N001 D+0.6H Second Order -0.0228 17700.5871 -0.0010 0.0150 -0.0001 67997.0090 N001 D+0.6W »+X -9186.5718 17700.5867 -0.0000 -0.0000 -0.0000 200886.7161 N001 D+0.6W »+X Second Order -9186.3276 17700.5864 -0.0023 0.0992 -0.0005 201610.0589 N001 D+0.75(L+0.6W+Lr) »+X -6889.9288 31542.8204 -0.0000 -0.0000 -0.0000 243636.1240 N001 D+0.75(L+0.6W+Lr) »+X Second Order -6889.5822 31542.8191 -0.0102 0.2520 -0.0016 245412.4735 N001 D+0.75(L+0.6W+R) »+X -6889.9288 27718.8104 -0.0000 -0.0000 -0.0000 231306.7559 N001 D+0.75(L+0.6W+R) »+X Second Order -6889.6606 27718.8116 -0.0080 0.2030 -0.0013 232770.1740 N001 D+0.75(L+0.7E+Lr) »+X+30%+Z -7699.5895 33605.8237 -0.0000 -0.0000 -0.0000 263264.4966 N001 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order -7699.1809 33605.8223 -0.0125 0.3152 -0.0020 265296.7103 N001 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS -7403.4514 33605.8237 -0.0000 -0.0000 -0.0000 258970.5215 N001 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Second Order -7403.0556 33605.8223 -0.0123 0.3063 -0.0020 260977.1164 N001 D+0.75(L+0.7E+R) »+X+30%+Z -7699.5895 29781.8137 -0.0000 -0.0000 -0.0000 250935.1285 N001 D+0.75(L+0.7E+R) »+X+30%+Z Second Order -7699.2664 29781.8150 -0.0099 0.2580 -0.0017 252630.9291 N001 D+0.75(L+0.7E+R) »+X+30%+Z:OS -7403.4514 29781.8137 -0.0000 -0.0000 -0.0000 246641.1533 N001 D+0.75(L+0.7E+R) »+X+30%+Z:OS Second Order -7403.1398 29781.8151 -0.0097 0.2503 -0.0016 248314.3481 N001 D+0.75L+0.75Lr 0.0000 31542.8204 -0.0000 -0.0000 -0.0000 143732.7766 N001 D+0.75L+0.75Lr Second Order 0.0339 31542.8203 -0.0071 0.1040 -0.0005 144949.7225 N001 D+0.75L+0.75R 0.0000 27718.8104 -0.0000 -0.0000 -0.0000 131403.4085 N001 D+0.75L+0.75R Second Order -0.0136 27718.8128 -0.0054 0.0785 -0.0004 132377.4619 N001 D+0.7E »+X+30%+Z -10169.2691 20451.2579 -0.0000 -0.0000 -0.0000 225653.5607 N001 D+0.7E »+X+30%+Z Second Order -10168.9547 20451.2575 -0.0035 0.1455 -0.0008 226596.8320 N001 D+0.7E »+X+30%+Z:OS -9778.1434 20451.2579 -0.0000 -0.0000 -0.0000 219982.2728 N001 D+0.7E »+X+30%+Z:OS Second Order -9777.8393 20451.2575 -0.0034 0.1389 -0.0008 220905.3913 N001 D+L 0.0000 31058.2182 -0.0000 -0.0000 -0.0000 152643.7937 N001 D+L Second Order -0.0101 31058.2216 -0.0079 0.1158 -0.0006 153916.3594 N001 D+Lr 0.0000 22799.2667 -0.0000 -0.0000 -0.0000 84121.4104 N001 D+Lr Second Order 0.0275 22799.2641 -0.0019 0.0278 -0.0001 84630.0703 N001 L 0.0000 13357.6315 -0.0000 -0.0000 -0.0000 84961.5408 Page 3 VisualAnalysis 9.00 (www.iesweb.com) Page 88 of 138 Project: (20-105) Cantilever Frame Ernest De Leon, EJD Engineering, Inc. November 30, 2022 N001 L Second Order 0.0084 13357.6322 -0.0008 0.0118 -0.0001 85272.5344 N002 0.6D+0.6W »+X -NA- -NA- -934.12 17 -NA- -NA- -NA- N002 0.6D+0.6W »+X Second Order -NA- -NA- -942.74 06 -NA- -NA- -NA- N002 0.6D+0.7E »+X+30%+Z -NA- -NA- -512.89 21 -NA- -NA- -NA- N002 0.6D+0.7E »+X+30%+Z Second Order -NA- -NA- -517.46 79 -NA- -NA- -NA- N002 0.6D+0.7E »+X+30%+Z:OS -NA- -NA- -533.75 03 -NA- -NA- -NA- N002 0.6D+0.7E »+X+30%+Z:OS Second Order -NA- -NA- -538.32 63 -NA- -NA- -NA- N002 D -NA--NA--2373.3 823 -NA- -NA--NA- N002 D Second Order -NA- -NA- -2397.9 987 -NA- -NA- -NA- N002 D+0.6H -NA- -NA- -2373.3 823 -NA- -NA- -NA- N002 D+0.6H Second Order -NA- -NA- -2397.9 987 -NA- -NA- -NA- N002 D+0.6W »+X -NA- -NA- -1883.4 746 -NA- -NA- -NA- N002 D+0.6W »+X Second Order -NA- -NA- -1908.7 952 -NA- -NA- -NA- N002 D+0.75(L+0.6W+Lr) »+X -NA- -NA- -2995.3 803 -NA- -NA- -NA- N002 D+0.75(L+0.6W+Lr) »+X Second Order -NA- -NA- -3076.5 308 -NA- -NA- -NA- N002 D+0.75(L+0.6W+R) »+X -NA- -NA- -2660.2 781 -NA- -NA- -NA- N002 D+0.75(L+0.6W+R) »+X Second Order -NA- -NA- -2727.2 591 -NA- -NA- -NA- N002 D+0.75(L+0.7E+Lr) »+X+30%+Z -NA- -NA- -3228.8 199 -NA- -NA- -NA- N002 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order -NA- -NA- -3322.3 108 -NA- -NA- -NA- N002 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS -NA- -NA- -3244.6 126 -NA- -NA- -NA- N002 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Second Order -NA- -NA- -3338.0 127 -NA- -NA- -NA- N002 D+0.75(L+0.7E+R) »+X+30%+Z -NA- -NA- -2893.7 177 -NA- -NA- -NA- N002 D+0.75(L+0.7E+R) »+X+30%+Z Second Order -NA- -NA- -2971.8 191 -NA- -NA- -NA- N002 D+0.75(L+0.7E+R) »+X+30%+Z:OS -NA- -NA- -2909.5 104 -NA- -NA- -NA- N002 D+0.75(L+0.7E+R) »+X+30%+Z:OS Second Order -NA- -NA- -2987.5 404 -NA- -NA- -NA- N002 D+0.75L+0.75Lr -NA- -NA- -3362.8 111 -NA- -NA- -NA- N002 D+0.75L+0.75Lr Second Order -NA- -NA--3442.2 431 -NA- -NA- -NA- N002 D+0.75L+0.75R -NA- -NA- -3027.7 089 -NA- -NA- -NA- N002 D+0.75L+0.75R Second Order -NA- -NA- -3093.3 820 -NA- -NA- -NA- N002 D+0.7E »+X+30%+Z -NA- -NA- -2199.8 923 -NA- -NA- -NA- N002 D+0.7E »+X+30%+Z Second Order -NA- -NA- -2234.3 855 -NA- -NA- -NA- N002 D+0.7E »+X+30%+Z:OS -NA- -NA- -2220.7 -NA- -NA- -NA- Page 4 VisualAnalysis 9.00 (www.iesweb.com) Page 89 of 138 Project: (20-105) Cantilever Frame Ernest De Leon, EJD Engineering, Inc. November 30, 2022 505 N002 D+0.7E »+X+30%+Z:OS Second Order -NA- -NA- -2255.1 934 -NA- -NA- -NA- N002 D+L -NA- -NA- -3245.8 178 -NA- -NA- -NA- N002 D+L Second Order -NA- -NA- -3329.3 734 -NA- -NA- -NA- N002 D+Lr -NA- -NA- -2820.1 853 -NA- -NA- -NA- N002 D+Lr Second Order -NA- -NA- -2856.2 365 -NA- -NA- -NA- N002 L -NA- -NA- -872.43 55 -NA- -NA- -NA- N002 L Second Order -NA- -NA- -886.52 91 -NA- -NA- -NA- N003 0.6D+0.6W »+X -NA- -NA- -0.0000 -NA- -NA- -NA- N003 0.6D+0.6W »+X Second Order -NA- -NA- 0.0106 -NA- -NA- -NA- N003 0.6D+0.7E »+X+30%+Z -NA- -NA- -0.0000 -NA- -NA- -NA- N003 0.6D+0.7E »+X+30%+Z Second Order -NA- -NA- 0.0086 -NA- -NA- -NA- N003 0.6D+0.7E »+X+30%+Z:OS -NA- -NA- -0.0000 -NA- -NA- -NA- N003 0.6D+0.7E »+X+30%+Z:OS Second Order -NA- -NA- 0.0080 -NA- -NA- -NA- N003 D -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D Second Order -NA- -NA- 0.0047 -NA- -NA- -NA- N003 D+0.6H -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.6H Second Order -NA- -NA- 0.0047 -NA- -NA- -NA- N003 D+0.6W »+X -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.6W »+X Second Order -NA- -NA- 0.0237 -NA- -NA- -NA- N003 D+0.75(L+0.6W+Lr) »+X -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.75(L+0.6W+Lr) »+X Second Order -NA- -NA- 0.0871 -NA- -NA- -NA- N003 D+0.75(L+0.6W+R) »+X -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.75(L+0.6W+R) »+X Second Order -NA- -NA- 0.0710 -NA- -NA- -NA- N003 D+0.75(L+0.7E+Lr) »+X+30%+Z -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order -NA- -NA- 0.1059 -NA- -NA- -NA- N003 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Second Order -NA- -NA- 0.1033 -NA- -NA- -NA- N003 D+0.75(L+0.7E+R) »+X+30%+Z -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.75(L+0.7E+R) »+X+30%+Z Second Order -NA- -NA- 0.0874 -NA- -NA- -NA- N003 D+0.75(L+0.7E+R) »+X+30%+Z:OS -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.75(L+0.7E+R) »+X+30%+Z:OS Second Order -NA- -NA- 0.0851 -NA- -NA- -NA- N003 D+0.75L+0.75Lr -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.75L+0.75Lr Second Order -NA- -NA- 0.0431 -NA- -NA- -NA- N003 D+0.75L+0.75R -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.75L+0.75R Second Order -NA- -NA- 0.0333 -NA- -NA- -NA- N003 D+0.7E »+X+30%+Z -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.7E »+X+30%+Z Second Order -NA- -NA- 0.0347 -NA- -NA- -NA- N003 D+0.7E »+X+30%+Z:OS -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+0.7E »+X+30%+Z:OS Second Order -NA- -NA- 0.0331 -NA- -NA- -NA- N003 D+L -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+L Second Order -NA- -NA- 0.0518 -NA- -NA- -NA- N003 D+Lr -NA- -NA- -0.0000 -NA- -NA- -NA- N003 D+Lr Second Order -NA- -NA- 0.0088 -NA- -NA- -NA- N003 L -NA- -NA- -0.0000 -NA- -NA- -NA- N003 L Second Order -NA- -NA- 0.0092 -NA- -NA- -NA- N004 0.6D+0.6W »+X -NA- -NA- 0.0000 -NA- -NA- -NA- N004 0.6D+0.6W »+X Second Order -NA- -NA- -0.0066 -NA- -NA- -NA- N004 0.6D+0.7E »+X+30%+Z -NA- -NA- 0.0000 -NA- -NA- -NA- N004 0.6D+0.7E »+X+30%+Z Second Order -NA- -NA- -0.0055 -NA- -NA- -NA- N004 0.6D+0.7E »+X+30%+Z:OS -NA- -NA- 0.0000 -NA- -NA- -NA- N004 0.6D+0.7E »+X+30%+Z:OS Second Order -NA- -NA- -0.0051 -NA- -NA- -NA- Page 5 VisualAnalysis 9.00 (www.iesweb.com) Page 90 of 138 Project: (20-105) Cantilever Frame Ernest De Leon, EJD Engineering, Inc. November 30, 2022 N004 D -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D Second Order -NA- -NA- -0.0027 -NA- -NA- -NA- N004 D+0.6H -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.6H Second Order -NA- -NA- -0.0027 -NA- -NA- -NA- N004 D+0.6W »+X -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.6W »+X Second Order -NA- -NA- -0.0145 -NA- -NA- -NA- N004 D+0.75(L+0.6W+Lr) »+X -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.75(L+0.6W+Lr) »+X Second Order -NA- -NA- -0.0514 -NA- -NA- -NA- N004 D+0.75(L+0.6W+R) »+X -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.75(L+0.6W+R) »+X Second Order -NA- -NA- -0.0420 -NA- -NA- -NA- N004 D+0.75(L+0.7E+Lr) »+X+30%+Z -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order -NA- -NA- -0.0625 -NA--NA- -NA- N004 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Second Order -NA- -NA- -0.0609 -NA- -NA- -NA- N004 D+0.75(L+0.7E+R) »+X+30%+Z -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.75(L+0.7E+R) »+X+30%+Z Second Order -NA- -NA- -0.0517 -NA- -NA- -NA- N004 D+0.75(L+0.7E+R) »+X+30%+Z:OS -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.75(L+0.7E+R) »+X+30%+Z:OS Second Order -NA- -NA- -0.0503 -NA- -NA- -NA- N004 D+0.75L+0.75Lr -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.75L+0.75Lr Second Order -NA- -NA- -0.0248 -NA- -NA- -NA- N004 D+0.75L+0.75R -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.75L+0.75R Second Order -NA- -NA- -0.0192 -NA- -NA- -NA- N004 D+0.7E »+X+30%+Z -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.7E »+X+30%+Z Second Order -NA- -NA- -0.0211 -NA- -NA- -NA- N004 D+0.7E »+X+30%+Z:OS -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+0.7E »+X+30%+Z:OS Second Order -NA- -NA- -0.0201 -NA- -NA- -NA- N004 D+L -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+L Second Order -NA- -NA- -0.0298 -NA- -NA- -NA- N004 D+Lr -NA- -NA- 0.0000 -NA- -NA- -NA- N004 D+Lr Second Order -NA- -NA- -0.0050 -NA- -NA- -NA- N004 L -NA- -NA- 0.0000 -NA- -NA- -NA- N004 L Second Order -NA- -NA- -0.0053 -NA- -NA- -NA- N005 0.6D+0.6W »+X -7865.2110 10753.4878 1703.32 75 8203.53 34 15.4287 156597.6553 N005 0.6D+0.6W »+X Second Order -7871.0234 10753.4879 1705.85 83 8236.05 36 -5.4246 157058.0068 N005 0.6D+0.7E »+X+30%+Z -8765.2053 7968.3344 1262.74 58 6087.22 98 15.3079 158626.8827 N005 0.6D+0.7E »+X+30%+Z Second Order -8769.1607 7968.3345 1264.36 51 6110.27 67 0.8773 158957.1937 N005 0.6D+0.7E »+X+30%+Z:OS -8423.5150 7968.3344 1262.67 83 6086.25 12 14.8571 153672.3390 N005 0.6D+0.7E »+X+30%+Z:OS Second Order -8427.3705 7968.3345 1264.26 94 6108.61 81 0.7779 153993.4369 N005 D 267.0736 17922.4796 2836.23 74 13634.2 486 8.0663 67046.2124 N005 D Second Order 259.9513 17922.4792 2841.26 46 13694.4 039 -19.923 2 67512.0238 N005 D+0.6H 267.0736 17922.4796 2836.23 74 13634.2 486 8.0663 67046.2124 N005 D+0.6H Second Order 259.9513 17922.4792 2841.26 46 13694.4 039 -19.923 2 67512.0238 N005 D+0.6W »+X -7758.3815 17922.4796 2837.82 25 13657.2 328 18.6552 183416.1403 N005 D+0.6W »+X Second Order -7771.7652 17922.4799 2844.00 34 13731.7 937 -27.347 1 184383.5810 N005 D+0.75(L+0.6W+Lr) »+X -5464.6547 31538.2508 4312.71 22 20751.0 891 25.4848 227170.1185 N005 D+0.75(L+0.6W+Lr) »+X Second Order -5496.5744 31538.2520 4329.71 20939.4 -84.625 229518.3771 Page 6 VisualAnalysis 9.00 (www.iesweb.com) Page 91 of 138 Project: (20-105) Cantilever Frame Ernest De Leon, EJD Engineering, Inc. 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November 30, 2022 79 N008 0.6D+0.6W »+X -NA- -NA- 411.753 5 -NA- -NA- -NA- N008 0.6D+0.6W »+X Second Order -NA- -NA- 414.185 0 -NA- -NA- -NA- N008 0.6D+0.7E »+X+30%+Z -NA- -NA- 396.668 5 -NA- -NA- -NA- N008 0.6D+0.7E »+X+30%+Z Second Order -NA- -NA- 398.254 7 -NA- -NA- -NA- N008 0.6D+0.7E »+X+30%+Z:OS -NA- -NA- 386.016 8 -NA- -NA- -NA- N008 0.6D+0.7E »+X+30%+Z:OS Second Order -NA- -NA- 387.568 2 -NA- -NA- -NA- N008 D -NA- -NA- 269.287 0 -NA- -NA- -NA- N008 D Second Order -NA- -NA- 273.457 1 -NA- -NA- -NA- N008 D+0.6H -NA- -NA- 269.287 0 -NA- -NA- -NA- N008 D+0.6H Second Order -NA- -NA- 273.457 1 -NA- -NA- -NA- N008 D+0.6W »+X -NA- -NA- 519.468 3 -NA- -NA- -NA- N008 D+0.6W »+X Second Order -NA- -NA- 525.250 4 -NA- -NA- -NA- N008 D+0.75(L+0.6W+Lr) »+X -NA- -NA- 721.746 6 -NA- -NA- -NA- N008 D+0.75(L+0.6W+Lr) »+X Second Order -NA- -NA- 743.888 3 -NA- -NA- -NA- N008 D+0.75(L+0.6W+R) »+X -NA- -NA- 678.724 5 -NA- -NA- -NA- N008 D+0.75(L+0.6W+R) »+X Second Order -NA- -NA- 697.699 7 -NA- -NA- -NA- N008 D+0.75(L+0.7E+Lr) »+X+30%+Z -NA- -NA- 775.181 8 -NA- -NA- -NA- N008 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order -NA- -NA- 800.477 6 -NA- -NA- -NA- N008 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS -NA- -NA- 767.116 9 -NA- -NA- -NA- N008 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Second Order -NA- -NA- 792.203 6 -NA- -NA- -NA- N008 D+0.75(L+0.7E+R) »+X+30%+Z -NA- -NA- 732.159 7 -NA- -NA- -NA- N008 D+0.75(L+0.7E+R) »+X+30%+Z Second Order -NA- -NA- 754.066 9 -NA- -NA- -NA- N008 D+0.75(L+0.7E+R) »+X+30%+Z:OS -NA- -NA- 724.094 9 -NA- -NA- -NA- N008 D+0.75(L+0.7E+R) »+X+30%+Z:OS Second Order -NA- -NA- 745.812 0 -NA- -NA- -NA- N008 D+0.75L+0.75Lr -NA- -NA- 534.110 6 -NA- -NA- -NA- N008 D+0.75L+0.75Lr Second Order -NA- -NA- 552.135 1 -NA- -NA- -NA- N008 D+0.75L+0.75R -NA- -NA- 491.088 5 -NA- -NA- -NA- N008 D+0.75L+0.75R Second Order -NA- -NA- 506.352 0 -NA- -NA- -NA- N008 D+0.7E »+X+30%+Z -NA- -NA- 588.077 6 -NA- -NA- -NA- N008 D+0.7E »+X+30%+Z Second Order -NA- -NA- 595.767 4 -NA- -NA- -NA- N008 D+0.7E »+X+30%+Z:OS -NA- -NA- 577.426 -NA- -NA- -NA- Page 9 VisualAnalysis 9.00 (www.iesweb.com) Page 94 of 138 Project: (20-105) Cantilever Frame Ernest De Leon, EJD Engineering, Inc. November 30, 2022 0 N008 D+0.7E »+X+30%+Z:OS Second Order -NA- -NA- 585.018 1 -NA- -NA- -NA- N008 D+L -NA- -NA- 565.022 4 -NA- -NA- -NA- N008 D+L Second Order -NA- -NA- 586.092 9 -NA- -NA- -NA- N008 D+Lr -NA- -NA- 326.649 7 -NA- -NA- -NA- N008 D+Lr Second Order -NA- -NA- 332.578 1 -NA- -NA- -NA- N008 L -NA- -NA- 295.735 4 -NA- -NA- -NA- N008 L Second Order -NA- -NA- 300.456 3 -NA- -NA- -NA- N009 0.6D+0.6W »+X -457.9056 -NA- -NA- -NA- -NA- -NA- N009 0.6D+0.6W »+X Second Order -452.2181 -NA- -NA- -NA- -NA- -NA- N009 0.6D+0.7E »+X+30%+Z -448.2435 -NA- -NA- -NA- -NA- -NA- N009 0.6D+0.7E »+X+30%+Z Second Order -444.3652 -NA- -NA- -NA- -NA- -NA- N009 0.6D+0.7E »+X+30%+Z:OS -435.5703 -NA- -NA- -NA- -NA- -NA- N009 0.6D+0.7E »+X+30%+Z:OS Second Order -431.7918 -NA- -NA- -NA- -NA--NA- N009 D -267.0736 -NA- -NA- -NA- -NA- -NA- N009 D Second Order -259.9284 -NA- -NA- -NA- -NA- -NA- N009 D+0.6H -267.0736 -NA- -NA- -NA- -NA- -NA- N009 D+0.6H Second Order -259.9284 -NA- -NA- -NA- -NA- -NA- N009 D+0.6W »+X -564.7351 -NA- -NA- -NA- -NA- -NA- N009 D+0.6W »+X Second Order -551.5956 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.6W+Lr) »+X -777.6828 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.6W+Lr) »+X Second Order -746.1096 -NA- -NA- -NA- -NA--NA- N009 D+0.75(L+0.6W+R) »+X -734.2041 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.6W+R) »+X Second Order -708.0301 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.7E+Lr) »+X+30%+Z -835.0447 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order -797.8850 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS -825.4493 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Second Order -788.6434 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.7E+R) »+X+30%+Z -791.5660 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.7E+R) »+X+30%+Z Second Order -760.3767 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.7E+R) »+X+30%+Z:OS -781.9706 -NA- -NA- -NA- -NA- -NA- N009 D+0.75(L+0.7E+R) »+X+30%+Z:OS Second Order -751.0943 -NA- -NA- -NA- -NA- -NA- N009 D+0.75L+0.75Lr -554.4367 -NA- -NA- -NA- -NA- -NA- N009 D+0.75L+0.75Lr Second Order -530.3157 -NA- -NA- -NA- -NA- -NA- N009 D+0.75L+0.75R -510.9580 -NA- -NA- -NA- -NA- -NA- N009 D+0.75L+0.75R Second Order -491.3193 -NA- -NA- -NA- -NA- -NA- N009 D+0.7E »+X+30%+Z -638.0795 -NA- -NA- -NA- -NA- -NA- N009 D+0.7E »+X+30%+Z Second Order -620.3704 -NA- -NA- -NA- -NA- -NA- N009 D+0.7E »+X+30%+Z:OS -625.4063 -NA- -NA- -NA- -NA- -NA- N009 D+0.7E »+X+30%+Z:OS Second Order -608.0022 -NA- -NA- -NA- -NA- -NA- N009 D+L -592.2528 -NA- -NA- -NA- -NA- -NA- N009 D+L Second Order -567.0034 -NA- -NA- -NA- -NA- -NA- N009 D+Lr -325.0452 -NA- -NA- -NA- -NA- -NA- N009 D+Lr Second Order -314.3578 -NA- -NA- -NA- -NA- -NA- N009 L -325.1792 -NA- -NA- -NA- -NA- -NA- N009 L Second Order -321.5246 -NA- -NA- -NA- -NA- -NA- Nodal Displacements (Extreme Rows Only) Node Result Case Name DX DY DZ RX RY RZ in in in deg deg deg N001 0.6D+0.7E »+X+30%+Z Second Order 0.0000 -0.0000 0.0000 -0.0000 0.0000 -0.0000 Page 10 VisualAnalysis 9.00 (www.iesweb.com) Page 95 of 138 Project: (20-105) Cantilever Frame Ernest De Leon, EJD Engineering, Inc. November 30, 2022 N003 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order 0.7468 -0.9926 -0.0000 0.0000 -0.0000 -0.6835 N005 D -0.0000 -0.0000 -0.0000 -0.0000 -0.0000 -0.0000 N005 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order 0.0000 -0.0000 -0.0000 -0.0000 0.0000 -0.0000 N005 D+L -0.0000 -0.0000 -0.0000 -0.0000 -0.0000 -0.0000 N006 D+0.75L+0.75Lr Second Order 0.4721 -0.0059 0.0031 0.1983 -0.0251 -0.3132 N007 D+0.75(L+0.7E+Lr) »+X+30%+Z 0.7069 -0.9807 0.0000 0.2123 0.0087 -0.6890 N008 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order 0.7141 -1.5430 -0.0000 0.3045 -0.0043 -0.7078 N009 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order 0.0000 -0.7109 0.0030 0.4038 -0.5070 -0.9798 N009 D+0.75(L+0.7E+Lr) »+X+30%+Z:OS Second Order 0.0000 -0.7110 0.0030 0.4038 -0.5012 -0.9695 Column Drift Results (Extreme Rows Only) Member Result Case Name Dy Dy/Height Dz Dz/Height in in COL001 0.6D+0.7E »+X+30%+Z Second Order 0.4218 0.0024 0.0000 0.0000 COL001 D 0.2220 0.0013 0.0000 0.0000 COL001 D+0.75(L+0.7E+Lr) »+X+30%+Z Second Order 0.7468 0.0043 0.0000 0.0000 COL001-0 D+0.75L+0.75Lr Second Order 0.4721 0.0027 0.0031 0.0000 Page 11 VisualAnalysis 9.00 (www.iesweb.com) Page 96 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Diaphragm-2.xmcd CUSTOM RESIDENCE NEWPORT BEACH, CA DIAPHRAGM DESIGN : DESIGN LOADS: ROOF DEAD LOAD:RDL 15 psf FLOOR DEAD LOAD:FDL 15 psf WALL DEAD LOAD:WDL 15 psf BASE SHEAR COEFFICIENT:Cs1 0.142LONGITUDINAL (GOVERNED BY R=6.5 WOOD SHEARWALLS Cs3 0.370TRANSVERSE (GOVERNED BY R=2.5 STEEL CANTILEVER COLUMNS WIND PRESSURE:WP 28.980 PSF BUILDING AREA-1 : RESIDENCE BOUND BY GRIDS 2, 6, C, AND D BUILDING WIDTH BW1 8 ft BUILDING LENGTH BL1 75.75 ft TRIBUTARY HEIGHT (ROOF)THR1 4.583 ft NOTE: THESE DIMENSIONS PERTAIN TO THE PORTION OF THE LFRS BEING ANALYZED ONLY. OVERALL BUILDING DIMENSIONS WILL VARY. TRIBUTARY HEIGHT (2ND FLOOR)TH2 11.917 ft 2ND FLOOR HEIGHT E1 14.667 ft ROOF HEIGHT E2 23.833 ft ROOF AREA RA BW1 BL1606ft2 FLOOR AREA FA BW1 BL1606ft2 PERIMETER P 2 BW12 BL1167.5 ft DESIGN ROOF DIAPHRAGM-1 : TRANSVERSE DIRECTION: BOUNDARY LENGTH:Lbound BW1 GRIDLINE 2: TRIBUTARY WIDTH:TW 8.833 2  ftTW 4.417 ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS RDL TWBW12 WDLTHR1TW( ) 0.7Cs3VS 294.536 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTHR1WPVW 351.947 lb VR12 max VS VW()VR12 351.947 lbWIND GOVERNS Page 97 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Diaphragm-2.xmcd GRIDLINE 2.4: TRIBUTARY WIDTH:TW 8.833 13 2  ftTW 10.916ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS RDL TWBW12 WDLTHR1TW( ) 0.7Cs3VS 728.02 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTHR1WPVW 869.927 lb VR124 max VS VW()VR124 869.927 lbWIND GOVERNS GRIDLINE 3: TRIBUTARY WIDTH:TW 13 20.583 2  ftTW 16.791ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS RDL TWBW12 WDLTHR1TW( ) 0.7Cs3VS 1119.824 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTHR1WPVW 1338.101lb VR13 max VS VW()VR13 1338.101lbWIND GOVERNS GRIDLINE 3.9: TRIBUTARY WIDTH:TW 20.583 10.583 2  ftTW 15.583ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS RDL TWBW12 WDLTHR1TW( ) 0.7Cs3VS 1039.229 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTHR1WPVW 1241.797lb VR139 max VS VW()VR139 1241.797lbWIND GOVERNS GRIDLINE 4.4: TRIBUTARY WIDTH:TW 10.583 14.417 2  ftTW 12.5ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS RDL TWBW12 WDLTHR1TW( ) 0.7Cs3VS 833.624 LB Page 98 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Diaphragm-2.xmcd WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTHR1WPVW 996.115 lb VR144 max VS VW()VR144 996.115 lbWIND GOVERNS GRIDLINE 5: TRIBUTARY WIDTH:TW 14.417 2 9 ftTW 16.209ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS RDL TWBW12 WDLTHR1TW( ) 0.7Cs3VS 1080.943 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTHR1WPVW 1291.642lb VR15 max VS VW()VR15 1291.642lbWIND GOVERNS VR1T max VR12 VR124VR13VR139VR144VR151338.101lbWORST CASE DIAPHRAGM SHEAR AT ANY GRID DIAPHRAGM SHEAR:DS VR1T Lbound DS 167.263 PLF USE 1/2" CDX PLYWOOD - BLOCKED DIAPHRAGM NDS TABLE 4.2A - BLOCKED 8d NAILS:FIELD NAILING: 12" O.C. EDGE NAILING: 6" O.C. BOUNDARY NAILING: 6" O.C. Vall 270 PLF>DS 167 PLFOK DESIGN CHORD FORCES: W VR12 VR124VR13VR139VR144VR15 BL1W 80.39 PLFUNIFORM FORCE NORMAL TO DIAPHRAGM M max W 20.583 ft()2 8 W9ft()2 2 M 4257.244ft lb TENSION/COMPRESSION FORCES DIAPHRAGM DEPTH:D BW1 T M DT 532.155 lb USE (12) 16d NAILS EACH SIDE OF SPLICE USE DOUBLE 2x TOP PLATE V 1.333 12()141LBV 2255lb>T 532lbOK Page 99 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Diaphragm-2.xmcd LONGITUDINAL DIRECTION: TRIBUTARY WIDTH:TW BW1 2TW 4ft BOUNDARY LENGTH:Lbound BL1 SEISMIC: DIAPHRAGM SHEAR FORCE:VS RDL TWBW12 WDLTHR1TW( ) 0.7Cs1VS 102.378 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTHR1WPVW 318.757 lb VR1L max VS VW()V 2255.436lbWIND GOVERNS DIAPHRAGM SHEAR:DS VR1L Lbound DS 4.208 PLF USE 1/2" CDX PLYWOOD - BLOCKED DIAPHRAGM NDS TABLE 4.2A - BLOCKED 8d NAILS:FIELD NAILING: 12" O.C. EDGE NAILING: 6" O.C. BOUNDARY NAILING: 6" O.C. Vall 270 PLF>DS 4 PLFOK DESIGN CHORD FORCES: W 2 VR1L BW1W 79.689 PLFUNIFORM FORCE NORMAL TO DIAPHRAGM M W BW1 2 8M 637.514 ft lb TENSION/COMPRESSION FORCES DIAPHRAGM DEPTH:D BL1 T M DT 8.416 lb USE (12) 16d NAILS EACH SIDE OF SPLICE USE DOUBLE 2x4 TOP PLATE V 1.333 12()141LBV 2255lb>T8lbOK DESIGN FLOOR DIAPHRAGM-1 : TRANSVERSE DIRECTION: BOUNDARY LENGTH:Lbound BW1 GRIDLINE 2: TRIBUTARY WIDTH:TW 22.167 2  ftTW 11.084ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS FDL TWBW12 WDLTH2TW() 0.7Cs3VS 1370.753 LB Page 100 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Diaphragm-2.xmcd WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTH2WPVW 2296.643lb VF12 max VS VW()VF12 2296.643lbWIND GOVERNS R2 VF12 VR124 13.417 ft 22.167 ftR2 2823.183lb GRIDLINE 3: TRIBUTARY WIDTH:TW 22.167 22.167 2  ftTW 22.167ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS FDL TWBW12 WDLTH2TW() 0.7Cs3VS 2741.506 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTH2WPVW 4593.286lb VF13 max VS VW()VF13 4593.286lbWIND GOVERNS R3 VF13 VR124 8.833 ft 22.167 ftVR139 2ft 22.167 ftR3 5051.971lb GRIDLINE 4: TRIBUTARY WIDTH:TW 22.167 22.167 2  ftTW 22.167ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS FDL TWBW12 WDLTH2TW() 0.7Cs3VS 2741.506 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTH2WPVW 4593.286lb VF14 max VS VW()VF14 4593.286lbWIND GOVERNS R4 VF14 VR139 20.167 ft 22.167 ftVR144 13.667 ft 22.167 ftR4 6337.195lb GRIDLINE 5: TRIBUTARY WIDTH:TW 22.167 2 9.75 ftTW 20.834ft SEISMIC: DIAPHRAGM SHEAR FORCE:VS FDL TWBW12 WDLTH2TW() 0.7Cs3VS 2576.585 LB Page 101 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Diaphragm-2.xmcd WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTH2WPVW 4316.968lb VF15 max VS VW()VF15 4316.968lbWIND GOVERNS R5 VF15 VR144 8.5 ft 22.167 ftR5 4698.931lb VF1T max VF12 VF13VF14VF154593.286lbWORST CASE DIAPHRAGM SHEAR AT ANY GRID DIAPHRAGM SHEAR:DS VF1T Lbound DS 574.161 PLF USE 3/4" STRUCTURAL-1 PLYWOOD - BLOCKED DIAPHRAGM NDS TABLE 4.2A - BLOCKED 10d NAILS:FIELD NAILING: 12" O.C. EDGE NAILING: 4" O.C. BOUNDARY NAILING: 2" O.C. Vall 730 PLF>DS 574 PLFOK DESIGN CHORD FORCES: W VF12 VF13VF14VF15 BL1W 208.583 PLFUNIFORM FORCE NORMAL TO DIAPHRAGM M23 W 22.167 ft()2 8 VR124 8.833 ft( ) 13.417 ft() 22.167 ftM23 17462.527 ft lb M34 W 22.167 ft()2 8 VR139 20.167 ft()2ft() 22.167 ftM34 15071.112 ft lb M45 W 22.167 ft()2 8 VR144 8.5 ft( ) 13.667 ft() 22.167 ftM45 18031.89ft lb M56 W 9.75 ft()2 2M56 9914.224ft lb M max M23 M34M45M5618031.89ft lb TENSION/COMPRESSION FORCES DIAPHRAGM DEPTH:D BW1 T M DT 2253.986lb USE (12) 16d NAILS EACH SIDE OF SPLICE USE DOUBLE 2x4 TOP PLATE V 1.333 12()141LBV 2255lb>T 2254lbOK Page 102 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Diaphragm-2.xmcd LONGITUDINAL DIRECTION: TRIBUTARY WIDTH:TW 8 2 3.583 ftTW 7.583 ft BOUNDARY LENGTH:Lbound BL1 SEISMIC: DIAPHRAGM SHEAR FORCE:VS FDL TWBW12 WDLTH2TW() 0.7Cs1VS 359.923 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTH2WPVW 1571.295lb VF1L max VS VW( ) VR1L 8ft 11.583 ftVF1L 1791.45 lbWIND GOVERNS DIAPHRAGM SHEAR:DS VF1L Lbound DS 23.649 PLF USE 3/4" STRUCTURAL-1 PLYWOOD - BLOCKED DIAPHRAGM NDS TABLE 4.2A - BLOCKED 10d NAILS:FIELD NAILING: 12" O.C. EDGE NAILING: 4" O.C. BOUNDARY NAILING: 2" O.C. Vall 730 PLF>DS 24 PLFOK DESIGN CHORD FORCES: W 2 max VS VW() BW1W 392.824 PLFUNIFORM FORCE NORMAL TO DIAPHRAGM M W 11.583 ft()2 8 VR1L 8ft( ) 3.583 ft() 11.583 ftM 7376.757ft lb TENSION/COMPRESSION FORCES DIAPHRAGM DEPTH:D BL1 T M DT 97.383lb USE (12) 16d NAILS EACH SIDE OF SPLICE USE DOUBLE 2x4 TOP PLATE V 1.333 12()141LBV 2255lb>T97lbOK Page 103 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Diaphragm-2.xmcd BUILDING AREA-2 : BOUND BY GRIDS 1, 2, A, AND D BUILDING WIDTH BW2 31.583 ft BUILDING LENGTH BL2 22 ft TRIBUTARY HEIGHT (ROOF)THR2 11.917 ft NOTE: THESE DIMENSIONS PERTAIN TO THE PORTION OF THE LFRS BEING ANALYZED ONLY. OVERALL BUILDING DIMENSIONS WILL VARY. 2ND FLOOR HEIGHT E1 11 ft ROOF HEIGHT E2 18.5 ft ROOF AREA RA BW2 BL2694.826 ft 2 PERIMETER P 2 BW22 BL2107.166 ft DESIGN ROOF DIAPHRAGM-2 : TRANSVERSE DIRECTION: TRIBUTARY WIDTH:TW BL2 2TW 11ft BOUNDARY LENGTH:Lbound BW2 SEISMIC: DIAPHRAGM SHEAR FORCE:VS RDL TWBW22 WDLTHR2TW( ) 0.7Cs3VS 2368.245 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTHR2WPVW 2279.341lb VR2T max VS VW()VR2T 2368.245lbSEISMIC GOVERNS DIAPHRAGM SHEAR:DS VR2T Lbound DS 74.985 PLF USE 1/2" CDX PLYWOOD - BLOCKED DIAPHRAGM NDS TABLE 4.2A - BLOCKED 8d NAILS:FIELD NAILING: 12" O.C. EDGE NAILING: 6" O.C. BOUNDARY NAILING: 6" O.C. Vall 270 PLF>DS 75 PLFOK DESIGN CHORD FORCES: W 2 VR2T BL2W 215.295 PLFUNIFORM FORCE NORMAL TO DIAPHRAGM M W BL2 2 8M 13025.35ft lb Page 104 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Diaphragm-2.xmcd TENSION/COMPRESSION FORCES DIAPHRAGM DEPTH:D BW2 T M DT 412.416 lb USE (12) 16d NAILS EACH SIDE OF SPLICE USE DOUBLE 2x4 TOP PLATE V 1.333 12()141LBV 2255lb>T 412lbOK LONGITUDINAL DIRECTION: TRIBUTARY WIDTH:TW BW2 2TW 15.791ft BOUNDARY LENGTH:Lbound BL2 SEISMIC: DIAPHRAGM SHEAR FORCE:VS RDL TWBW22 WDLTHR2TW( ) 0.7Cs1VS 1304.8 LB WIND: DIAPHRAGM SHEAR FORCE VW 0.6 TWTHR2WPVW 3272.201lb VR2L max VS VW( ) VF1L E1 E2 VR2L 4337.387lbSEISMIC GOVERNS DIAPHRAGM SHEAR:DS VR2L Lbound DS 197.154 PLF USE 1/2" CDX PLYWOOD - BLOCKED DIAPHRAGM NDS TABLE 4.2A - BLOCKED 8d NAILS:FIELD NAILING: 12" O.C. EDGE NAILING: 6" O.C. BOUNDARY NAILING: 6" O.C. Vall 270 PLF>DS 197 PLFOK DESIGN CHORD FORCES: W 2 max VS VW() BW2W 207.213 PLFUNIFORM FORCE NORMAL TO DIAPHRAGM M W BW2 2 8 VF1L E1 E2 20.25 ft( ) 11.333 ft() BW2M 33576.5 ft lb TENSION/COMPRESSION FORCES DIAPHRAGM DEPTH:D BL2 T M DT 1526.205lb USE (12) 16d NAILS EACH SIDE OF SPLICE USE DOUBLE 2x4 TOP PLATE V 1.333 12()141LBV 2255lb>T 1526lbOK Page 105 of 138 Wood Column Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1: DESIGN 22'-9" MAX HEIGHT TALL STUDS AT GARAGE EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 9 DEC 2022, 4:32PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Code References Calculations per NDS 2015, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : IBC 2018 General Information Wood Section Name 1.5x5.5Analysis Method : 22.75Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species iLevel Truss Joist Wood Grade TimberStrand LSL 1.55E Fb +2,325.0 2,325.0psi 2,050.0 800.0 310.0 1,070.0 45.010 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,550.0 787.82 1,550.0 787.82 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 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Trus-Joist Wood Member Type TimberStrand LSL Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,550.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.074 x-x Bending y-y Bending ksi NoMinimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for Y-Y Axis buckling = 22.75 ft, K = 1.0 Fully braced against buckling about X-X Axis Brace condition for deflection (buckling) along columns : Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 58.665 lbs * Dead Load FactorAXIAL LOADS . . .Axial Load at 22.750 ft, Yecc = 2.750 in, D = 0.04658, Lr = 0.02667 kBENDING LOADS . . .Lat. Uniform Load creating Mx-x, W = 0.04658 k/ft DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.8106 Location of max.above base 11.299 ft Applied Axial 0.1052k Applied Mx 1.803 k-ft Load Combination +D+0.60W+H Load Combination +D+0.60W+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 57.891 psi 496.0Allowable Shear psi 0.1167 : 1 Bending Compression Tension Location of max.above base 22.750 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.5299 k Bottom along Y-Y 0.5299 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 8.804 in at 11.451 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 260.595 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 0.000306 22.750 ft0.140 ft0.04933+D+L+H 1.000 PASS PASS0.0 0.000275 22.750 ft0.126 ft0.04924+D+Lr+H 1.250 PASS PASS0.1527 0.000346 22.750 ft0.101 ft0.06152+D+S+H 1.150 PASS PASS0.0 0.000239 22.750 ft0.110 ft0.04914+D+0.750Lr+0.750L+H 1.250 PASS PASS0.1527 0.000315 22.750 ft0.101 ft0.05841+D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.000239 22.750 ft0.110 ft0.04914+D+0.60W+H 1.600 PASS PASS11.299 0.1167 22.750 ft0.079 ft0.8106+1.130D+0.910E+H 1.600 PASS PASS0.0 0.000194 22.750 ft0.079 ft0.05529+D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS11.299 0.08765 22.750 ft0.079 ft0.6139 Page 106 of 138 Wood Column Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1: DESIGN 22'-9" MAX HEIGHT TALL STUDS AT GARAGE EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 9 DEC 2022, 4:32PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS11.299 0.08758 22.750 ft0.079 ft0.6080+1.097D+0.750L+0.750S+0.6825E+H 1.600 PASS PASS0.0 0.000189 22.750 ft0.079 ft0.05371+0.60D+0.60W+0.60H 1.600 PASS PASS11.299 0.1166 22.750 ft0.079 ft0.7939+0.4705D+0.910E+0.60H 1.600 PASS PASS0.0 .0000810 22.750 ft0.079 ft0.02303 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 0.000 0.105-0.000 +D+L+H 0.000 0.105-0.000 +D+Lr+H 0.001 0.132-0.001 +D+S+H 0.000 0.105-0.000 +D+0.750Lr+0.750L+H 0.001 0.125-0.001 +D+0.750L+0.750S+H 0.000 0.105-0.000 +D+0.60W+H 0.318 0.1050.317 +D+0.70E+H 0.000 0.105-0.000 +D+0.750Lr+0.750L+0.450W+H 0.239 0.1250.238 +D+0.750L+0.750S+0.450W+H 0.239 0.1050.238 +D+0.750L+0.750S+0.5250E+H 0.000 0.105-0.000 +0.60D+0.60W+0.60H 0.318 0.0630.318 +0.60D+0.70E+0.60H 0.000 0.063-0.000 D Only 0.000 0.105-0.000 Lr Only 0.000 0.027-0.000 L Only S Only W Only 0.5300.530 E Only H Only Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 -0.019 13.284 ftft inin 0.000 +D+L+H 0.0000 -0.019 13.284 ftft inin 0.000 +D+Lr+H 0.0000 -0.030 13.284 ftft inin 0.000 +D+S+H 0.0000 -0.019 13.284 ftft inin 0.000 +D+0.750Lr+0.750L+H 0.0000 -0.027 13.284 ftft inin 0.000 +D+0.750L+0.750S+H 0.0000 -0.019 13.284 ftft inin 0.000 +D+0.60W+H 0.0000 5.264 11.451 ftft inin 0.000 +D+0.70E+H 0.0000 -0.019 13.284 ftft inin 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 3.935 11.451 ftft inin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 3.943 11.451 ftft inin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 -0.019 13.284 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 5.271 11.451 ftft inin 0.000 +0.60D+0.70E+0.60H 0.0000 -0.011 13.284 ftft inin 0.000 D Only 0.0000 -0.019 13.284 ftft inin 0.000 Lr Only 0.0000 -0.011 13.284 ftft inin 0.000 L Only 0.0000 0.000 0.000 ftft inin 0.000 S Only 0.0000 0.000 0.000 ftft inin 0.000 W Only 0.0000 8.804 11.451 ftft inin 0.000 E Only 0.0000 0.000 0.000 ftft inin 0.000 H Only 0.0000 0.000 0.000 ftft inin 0.000 Page 107 of 138 Wood Column Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1: DESIGN 22'-9" MAX HEIGHT TALL STUDS AT GARAGE EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 9 DEC 2022, 4:32PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Sketches Page 108 of 138 Steel Column Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1A: DESIGN SHEAR TRANSFER COLUMN (TRANSVERSE SHEAR) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 7 DEC 2022, 12:08PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : IBC 2018 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 19.0Overall Column HeightTop & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS6x6x5/8 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 19.0 ft, K = 1.0 Unbraced Length for Y-Y Axis buckling = 19.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 803.70 lbs * Dead Load Factor AXIAL LOADS . . . BEAM 8:: Axial Load at 14.0 ft, Xecc = 3.0 in, Yecc = 0.250 in, D = 0.3190, L = 1.275 k BEAM 6:: Axial Load at 14.0 ft, Xecc = -0.250 in, Yecc = -3.0 in, D = 2.780, LR = 0.7050, L = 2.427 k BENDING LOADS . . . TRANSVERSE SHEAR: Lat. Point Load at 14.0 ft creating Mx-x, W = 7.655, E = 5.588 k DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.8170 Location of max.above base 13.899 ft 4.408 k 0.0 k 43.488 k-ft Load Combination +1.130D+2.10E+H Load Combination +0.4705D+2.10E+0.60H 53.253 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 8.629 k 0.1055 : 1 Location of max.above base 14.027 ftAt maximum location values are . . . : 1 At maximum location values are . . . k 53.253 k-ft -0.01804 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 0.01526 kBottom along X-X 0.01526 k Top along Y-Y 5.641 k Bottom along Y-Y 2.015 k Maximum Load Deflections . . . Along Y-Y 0.8669 in at 10.584ft above base for load combination :W Only Along X-X -0.005163 in at 9.819ft above base for load combination :+D+L+H 81.753 Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry +D+H PASS PASS13.90 0.000 0.00 ftft0.010 1.38 1.72 105.07 105.07+D+L+H PASS PASS13.90 0.001 0.00 ftft0.021 1.38 1.72 105.07 105.07+D+Lr+H PASS PASS13.90 0.001 0.00 ftft0.012 1.38 1.72 105.07 105.07 +D+S+H PASS PASS13.90 0.000 0.00 ftft0.010 1.38 1.72 105.07 105.07 +D+0.750Lr+0.750L+H PASS PASS13.90 0.001 0.00 ftft0.020 1.38 1.72 105.07 105.07+D+0.750L+0.750S+H PASS PASS13.90 0.001 0.00 ftft0.018 1.38 1.72 105.07 105.07 +D+0.60W+H PASS PASS13.90 0.041 14.03 ftft0.325 1.38 1.72 105.07 105.07 +1.130D+2.10E+H PASS PASS13.90 0.105 14.03 ftft0.817 1.38 1.72 105.07 105.07+D+0.750Lr+0.750L+0.450W+H PASS PASS13.90 0.030 14.03 ftft0.257 1.38 1.72 105.07 105.07+D+0.750L+0.750S+0.450W+H PASS PASS13.90 0.030 14.03 ftft0.255 1.38 1.72 105.07 105.07 +1.097D+0.750L+0.750S+1.575E PASS PASS13.90 0.079 14.03 ftft0.624 1.38 1.72 105.07 105.07 +0.60D+0.60W+0.60H PASS PASS13.90 0.041 14.03 ftft0.321 1.38 1.72 105.07 105.07+0.4705D+2.10E+0.60H PASS PASS13.90 0.106 14.03 ftft0.811 1.38 1.72 105.07 105.07 Page 109 of 138 Steel Column Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1A: DESIGN SHEAR TRANSFER COLUMN (TRANSVERSE SHEAR) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 7 DEC 2022, 12:08PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . 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 -0.0363.903 0.0360.001 0.001 +D+L+H -0.0677.605 0.0670.015 0.015 +D+Lr+H -0.0464.608 0.0460.000 0.000 +D+S+H -0.0363.903 0.0360.001 0.001 +D+0.750Lr+0.750L+H -0.0667.208 0.0660.011 0.011 +D+0.750L+0.750S+H -0.0596.679 0.0590.012 0.012 +D+0.60W+H 3.3483.903 1.2450.001 0.001 +D+0.70E+H 2.8463.903 1.0660.001 0.001 +D+0.750Lr+0.750L+0.450W+H 2.4727.208 0.9730.011 0.011 +D+0.750L+0.750S+0.450W+H 2.4796.679 0.9660.012 0.012 +D+0.750L+0.750S+0.5250E+H 2.1026.679 0.8310.012 0.012 +0.60D+0.60W+0.60H 3.3632.342 1.2300.001 0.001 +0.60D+0.70E+0.60H 2.8602.342 1.0510.001 0.001 D Only -0.0363.903 0.0360.001 0.001 Lr Only -0.0090.705 0.009-0.001 -0.001 L Only -0.0313.702 0.0310.014 0.014 S Only W Only 5.6412.015 E Only 4.1171.470 H Only 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 -0.0677.605 0.0670.015 0.015 Minimum" MaximumReaction, X-X Axis Base -0.0677.605 0.0670.015 0.015 Minimum"-0.0090.705 0.009-0.001 -0.001 MaximumReaction, Y-Y Axis Base 5.6412.015 Minimum" MaximumReaction, X-X Axis Top -0.0677.605 0.0670.015 0.015 Minimum"-0.0090.705 0.009-0.001 -0.001 MaximumReaction, Y-Y Axis Top 3.3483.903 1.2450.001 0.001 Minimum"-0.0363.903 0.0360.001 0.001 MaximumMoment, X-X Axis Base -0.0363.903 0.0360.001 Minimum"-0.0363.903 0.0360.001 MaximumMoment, Y-Y Axis Base -0.0363.903 0.0360.001 0.001 Minimum"-0.0363.903 0.0360.001 0.001 MaximumMoment, X-X Axis Top -0.0363.903 0.0360.001 0.001 Minimum"-0.0363.903 0.0360.001 0.001 MaximumMoment, Y-Y Axis Top -0.0363.903 0.0360.001 0.001 Minimum"-0.0363.903 0.0360.001 0.001 Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H -0.0004 0.012 9.819 ftft inin 9.819 +D+L+H -0.0052 0.023 9.819 ftftinin 9.819 +D+Lr+H -0.0001 0.015 9.819 ftftinin 9.819 +D+S+H -0.0004 0.012 9.819 ftftinin 9.819 +D+0.750Lr+0.750L+H -0.0038 0.022 9.819 ftftinin 9.819 +D+0.750L+0.750S+H -0.0040 0.020 9.819 ftftinin 9.819 +D+0.60W+H -0.0004 0.532 10.584 ftftinin 9.819 +D+0.70E+H -0.0004 0.455 10.584 ftftinin 9.819 +D+0.750Lr+0.750L+0.450W+H -0.0038 0.412 10.584 ftftinin 9.819 +D+0.750L+0.750S+0.450W+H -0.0040 0.410 10.584 ftftinin 9.819 +D+0.750L+0.750S+0.5250E+H -0.0040 0.352 10.584 ftftinin 9.819 +0.60D+0.60W+0.60H -0.0002 0.527 10.584 ftftinin 9.819 +0.60D+0.70E+0.60H -0.0002 0.450 10.584 ftftinin 9.819 D Only -0.0004 0.012 9.819 ftftinin 9.819 Page 110 of 138 Steel Column Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1A: DESIGN SHEAR TRANSFER COLUMN (TRANSVERSE SHEAR) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 7 DEC 2022, 12:08PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance Lr Only 0.0003 0.003 9.819 ftft inin 9.819 L Only -0.0048 0.010 9.819 ftftinin 9.819 S Only 0.0000 0.000 0.000 ftftinin 0.000 W Only 0.0000 0.867 10.584 ftftinin 0.000 E Only 0.0000 0.633 10.584 ftftinin 0.000 H Only 0.0000 0.000 0.000 ftftinin 0.000 Steel Section Properties :HSS6x6x5/8 R xx = 2.170 in Depth =6.000 in R yy = 2.170 in J=94.900 in^4 Width =6.000 in Wall Thick = 0.624 in Zx =23.200 in^3 Area = 11.700 in^2 Weight =42.300 plf I xx =55.20 in^4 S xx =18.40 in^3Design Thick =0.581 in I yy =55.200 in^4 C =33.400 in^3 S yy =18.400 in^3 Ycg =0.000 in Sketches Page 111 of 138 Steel Column Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1B: DESIGN SHEAR TRANSFER COLUMN (LONGITUDINAL SHEAR) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 7 DEC 2022, 12:09PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : IBC 2018 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 19.0Overall Column HeightTop & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS6x6x5/8 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 19.0 ft, K = 1.0 Unbraced Length for Y-Y Axis buckling = 19.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 803.70 lbs * Dead Load Factor AXIAL LOADS . . . BEAM 8:: Axial Load at 14.0 ft, Xecc = 3.0 in, Yecc = 0.250 in, D = 0.3190, L = 1.275 k BEAM 6:: Axial Load at 14.0 ft, Xecc = -0.250 in, Yecc = -3.0 in, D = 2.780, LR = 0.7050, L = 2.427 k BENDING LOADS . . . LONGITUDINAL SHEAR: Lat. Point Load at 14.0 ft creating My-y, W = 3.382, E = 4.235 k DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.6211 Location of max.above base 13.899 ft 4.408 k 0.0 k 0.5688 k-ft Load Combination +1.130D+2.10E+H Load Combination +1.130D+2.10E+H 53.253 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 6.554 k 0.08016 : 1 Location of max.above base 14.027 ftAt maximum location values are . . . : 1 At maximum location values are . . . k 53.253 k-ft 32.508 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 3.120 kBottom along X-X 1.114 k Top along Y-Y 0.06677 k Bottom along Y-Y 0.06677 k Maximum Load Deflections . . . Along Y-Y 0.02258 in at 9.819ft above base for load combination :+D+L+H Along X-X 0.4795 in at 10.584ft above base for load combination :E Only 81.753 Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry +D+H PASS PASS13.90 0.000 0.00 ftft0.010 1.72 1.37 105.07 105.07+D+L+H PASS PASS13.90 0.001 0.00 ftft0.021 1.72 1.37 105.07 105.07+D+Lr+H PASS PASS13.90 0.001 0.00 ftft0.012 1.72 1.37 105.07 105.07 +D+S+H PASS PASS13.90 0.000 0.00 ftft0.010 1.72 1.37 105.07 105.07 +D+0.750Lr+0.750L+H PASS PASS13.90 0.001 0.00 ftft0.020 1.72 1.37 105.07 105.07+D+0.750L+0.750S+H PASS PASS13.90 0.001 0.00 ftft0.018 1.72 1.37 105.07 105.07 +D+0.60W+H PASS PASS13.90 0.018 14.03 ftft0.149 1.72 1.37 105.07 105.07 +1.130D+2.10E+H PASS PASS13.90 0.080 14.03 ftft0.621 1.72 1.37 105.07 105.07+D+0.750Lr+0.750L+0.450W+H PASS PASS13.90 0.014 14.03 ftft0.119 1.72 1.37 105.07 105.07+D+0.750L+0.750S+0.450W+H PASS PASS13.90 0.014 14.03 ftft0.117 1.72 1.37 105.07 105.07 +1.097D+0.750L+0.750S+1.575E PASS PASS13.90 0.060 14.03 ftft0.471 1.72 1.37 105.07 105.07 +0.60D+0.60W+0.60H PASS PASS13.90 0.018 14.03 ftft0.145 1.72 1.37 105.07 105.07+0.4705D+2.10E+0.60H PASS PASS13.90 0.080 14.03 ftft0.615 1.72 1.37 105.07 105.07 Page 112 of 138 Steel Column Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1B: DESIGN SHEAR TRANSFER COLUMN (LONGITUDINAL SHEAR) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 7 DEC 2022, 12:09PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . 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 -0.0363.903 0.0360.001 0.001 +D+L+H -0.0677.605 0.0670.015 0.015 +D+Lr+H -0.0464.608 0.0460.000 0.000 +D+S+H -0.0363.903 0.0360.001 0.001 +D+0.750Lr+0.750L+H -0.0667.208 0.0660.011 0.011 +D+0.750L+0.750S+H -0.0596.679 0.0590.012 0.012 +D+0.60W+H -0.0363.903 0.036-0.533 1.496 +D+0.70E+H -0.0363.903 0.036-0.779 2.185 +D+0.750Lr+0.750L+0.450W+H -0.0667.208 0.066-0.389 1.132 +D+0.750L+0.750S+0.450W+H -0.0596.679 0.059-0.389 1.133 +D+0.750L+0.750S+0.5250E+H -0.0596.679 0.059-0.573 1.650 +0.60D+0.60W+0.60H -0.0222.342 0.022-0.533 1.496 +0.60D+0.70E+0.60H -0.0222.342 0.022-0.779 2.185 D Only -0.0363.903 0.0360.001 0.001 Lr Only -0.0090.705 0.009-0.001 -0.001 L Only -0.0313.702 0.0310.014 0.014 S Only W Only -0.890 2.492 E Only -1.114 3.120 H Only 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 -0.0677.605 0.0670.015 0.015 Minimum" MaximumReaction, X-X Axis Base -0.0677.605 0.0670.015 0.015 Minimum"-1.114 3.120 MaximumReaction, Y-Y Axis Base -0.0677.605 0.0670.015 0.015 Minimum" MaximumReaction, X-X Axis Top -1.114 3.120 Minimum"-0.0090.705 0.009-0.001 -0.001 MaximumReaction, Y-Y Axis Top Minimum"-1.114 3.120 MaximumMoment, X-X Axis Base -0.0363.903 0.0360.001 Minimum"-0.0363.903 0.0360.001 MaximumMoment, Y-Y Axis Base -0.0363.903 0.0360.001 0.001 Minimum"-0.0363.903 0.0360.001 0.001 MaximumMoment, X-X Axis Top -0.0363.903 0.0360.001 0.001 Minimum"-0.0363.903 0.0360.001 0.001 MaximumMoment, Y-Y Axis Top -0.0363.903 0.0360.001 0.001 Minimum"-0.0363.903 0.0360.001 0.001 Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H -0.0004 0.012 9.819 ftft inin 9.819 +D+L+H -0.0052 0.023 9.819 ftftinin 9.819 +D+Lr+H -0.0001 0.015 9.819 ftftinin 9.819 +D+S+H -0.0004 0.012 9.819 ftftinin 9.819 +D+0.750Lr+0.750L+H -0.0038 0.022 9.819 ftftinin 9.819 +D+0.750L+0.750S+H -0.0040 0.020 9.819 ftftinin 9.819 +D+0.60W+H 0.2294 0.012 9.819 ftftinin 10.711 +D+0.70E+H 0.3353 0.012 9.819 ftftinin 10.711 +D+0.750Lr+0.750L+0.450W+H 0.1686 0.022 9.819 ftftinin 10.711 +D+0.750L+0.750S+0.450W+H 0.1684 0.020 9.819 ftftinin 10.711 +D+0.750L+0.750S+0.5250E+H 0.2478 0.020 9.819 ftftinin 10.711 +0.60D+0.60W+0.60H 0.2295 0.007 9.819 ftftinin 10.711 +0.60D+0.70E+0.60H 0.3354 0.007 9.819 ftftinin 10.584 D Only -0.0004 0.012 9.819 ftftinin 9.819 Page 113 of 138 Steel Column Licensee : EJD ENGINEERING INCLic. # : KW-06007536 Description :1B: DESIGN SHEAR TRANSFER COLUMN (LONGITUDINAL SHEAR) EJD Engineering, Inc. 14726 Ramona Ave (410-W1) Chino, CA 91710 PH: 909-517-2451 FAX: 877-795-9778 Project Title:VIA LIDO NORDEngineer:BMProject ID:20-105 Printed: 7 DEC 2022, 12:09PM Project Descr: File = Z:\2020\_G9NQ5~J\_N4EPF~M\(20-105) Vertical.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance Lr Only 0.0003 0.003 9.819 ftft inin 9.819 L Only -0.0048 0.010 9.819 ftftinin 9.819 S Only 0.0000 0.000 0.000 ftftinin 0.000 W Only 0.3829 0.000 0.000 ftftinin 10.584 E Only 0.4795 0.000 0.000 ftftinin 10.584 H Only 0.0000 0.000 0.000 ftftinin 0.000 Steel Section Properties :HSS6x6x5/8 R xx = 2.170 in Depth =6.000 in R yy = 2.170 in J=94.900 in^4 Width =6.000 in Wall Thick = 0.624 in Zx =23.200 in^3 Area = 11.700 in^2 Weight =42.300 plf I xx =55.20 in^4 S xx =18.40 in^3Design Thick =0.581 in I yy =55.200 in^4 C =33.400 in^3 S yy =18.400 in^3 Ycg =0.000 in Sketches Page 114 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Moment Frame Anchorage.xmcd CUSTOM RESIDENCE NEWPORT BEACH, CA ANCHORAGE DESIGN AT MOMENT FRAME COLUMNS: USE (4) 3/4" DIAMETER x 18" EMBEDMENT ANCHOR BOLTS MINIMUM DESIGN STRENGTH OF BOLTS Fy = 36 KSI (F1554) nb 4(total number of bolts in tension or in shear) da 6 8(anchor shank diameter) (in) Ase π 4 da 2Ase 0.442(X-area of 1 anchor) (sq. in.) ha 24(total depth of concrete) (in) hef 18(depth of embedment, hef < ha) (in) ca1 33(edge distance parallel to direction of shear load) (in) ca2 32(edge distance perpendicular to direction of shear load) (in) s1 6(spacing parallel to direction of shear load) (in) s2 8(spacing perpendicular to direction of shear load) (in) f'c 5000(specified compressive strength, psi) λ 1(1 for normal weight concrete) fya 36000(tensile yield strength of anchor, ASTM F1554) (psi) ft 58000(tensile strength of anchor, ASTM F1554) (psi) ϕvs 0.65(strength reduction factor, for Shear loads - Ductile steel governs) ϕvc 0.70(strength reduction factor, for Shear loads - Concrete governs) ϕts 0.75(strength reduction factor, for Tension loads - Ductile steel governs) ϕtc 0.70(strength reduction factor, for Tension loads - Concrete governs) REQUIREMENTS TO PRECLUDE SPLITTING FAILURE: (ACI 318 17.7) sreq 4dasreq 3(in)REQUIRED SPACING FOR CAST-IN NON-TORQUED ANCHORS PER 17.7.1 ca.req 6daca.req 4.5(in)REQUIRED EDGE DISTANCE FOR CAST-IN ANCHORS PER 17.7.2 Page 115 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Moment Frame Anchorage.xmcd TENSION: THE TENSILE STRENGTH BASED ON STEEL: (ACI 318 17.4.1) na nbna 4(number of bolts in tension) da 0.75(anchor shank diameter) (in) Ase π 4 da 2Ase 0.44(X-area of 1 bolt) (sq. in.) futa min ft 1.9 fya125000futa 58000(psi) STEEL TENSILE STRENGTH ACI 318 17.4.1.2NsanaAsefutaNsa 102494(lb) THE BREAKOUT STRENGTH BASED ON CONCRETE: (ACI 318 17.4.2) DETERMINE ASSUMED FAILURE SURFACE AREA: ANco 9hef 2ANco 2916(area of the projected failure of a single anchor) (sq. in.) SPACING OF ANCHORS:s1 6(in)s2 8(in) SEE FIG. R17.4.2.1 FOR AREA CALCULATIONS ANc1 1.5 hefs11.5 hef1.5 hefs21.5 hefANc1 3720(area of the projected failure) (sq. in.) Afdn 72 72Afdn 5184(area of footing) (sq. in.) Amax na ANcoAmax 11664(maximum allowable area) (sq. in.) ANc min ANc1 AfdnAmaxANc 3720(sq. in.) e'N 0(in)Eccentricity (distant of resultant tension load to centroid of Anchors in tension) ψecN min 1 1 1 2e'N 3hef   ψecN 1Modification factor for anchor groups loaded eccentrically in tension ca.min min ca1 ca2ca.min 32minimum edge distance ψedN if ca.min 1.5 hef1.00.7 0.3 ca.min 1.5 hef   Modification factor for edge effect ψedN 1 Modification factor for cracked/uncracked conditions ψcN = 1.25 for no crack cast-in anchor ψcN = 1.4 for no crack post-install anchor (& kc=17) ψcN = 1.0 for post-install anchor qualified for uncracked only ψcN = 1.0 for CRACKED condition ψcN 1.0 Page 116 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Moment Frame Anchorage.xmcd ψcpN 1.0ψcpN 1FOR CAST-IN ANCHORS PER ACI 318 17.4.2.7 kc 24(ACI 318, 17.4.2.2 24 for Cast-in anchors 17 for post-install anchors) Nb kc λf'chef 1.5Nb 129600ACI 318, 17.4.2.2 FOR CAST-IN HEADED STUDS AND HEADED BOLTS WITH hef BETWEEN 11 in AND 25 in INCLUSIVE ACI 318, 17.4.2.2Nbmin kc λf'chef 1.516 λf'chef 5 3   Ncbg ANc ANco ψecNψedNψcNψcpNNbNcbg 165333(lb)CONCRETE BREAKOUT STRENGTH ACI 318 17.4.2.1 THE PULLOUT STRENGTH BASED ON CONCRETE: (ACI 318 17.4.3) Modification factor for cracked/uncracked conditions ψcN = 1.4 for UNCRACKED condition ψcN = 1.0 for CRACKED condition ψcP 1.0 Abrg 33Abrg 9(sq in)AREA OF BEARING PLATE NP 8Abrgf'cFOR HEADED BOLT ACI 318 17.4.3.4 EQ 17.4.3.4 Npn na ψcPNPNpn 1440000(lb)PULLOUT STRENGTH ACI 318 17.4.3.1 THE ULTIMATE TENSION STRENGTH BASED ON ALL FAILURE MODES: FOR NON-SEISMIC APPLICATIONS: Nult min ϕts Nsaϕtc Ncbgϕtc NpnNult 76871(lb)(ULTIMATE TENSION STRENGTH) (lb) STEEL STRENGTH GOVERNS FOR SEISMIC APPLICATIONS: Nult min ϕts Nsa0.75 ϕtcNcbg0.75 ϕtcNpnNult 76871(lb)(ULTIMATE TENSION STRENGTH) (lb) STEEL STRENGTH GOVERNS Page 117 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Moment Frame Anchorage.xmcd SHEAR DESIGN VALUE: THE SHEAR STRENGTH BASED ON STEEL: (ACI 318 17.5.1) na nbna 4(number of bolts in shear) BUILT-UP GROUT PAD USED? YES GP=0.8 NO GP=1.0 GP 0.8 Vsa na GP0.6()AsefutaVsa 49197(lb)STEEL SHEAR STRENGTH ACI 318 17.5.1.2 THE BREAKOUT STRENGTH BASED ON CONCRETE: (ACI 318 17.5.2) AVco 4.5 ca12AVco 4900.5(area of the projected failure of a single anchor) (sq. in.) SEE FIG. R17.5.2.1 FOR AREA CALCULATIONS AVc haca2 s2ca2AVc 1728(area of the projected failure) (sq. in.) e'V 0(in) Eccentricity (distant of resultant shear load to centroid of Anchors in Shear) ψecV if 1 1 2e'V 3ca1 11.01 1 2e'V 3ca1   ψecV 1Modification factor for anchor groups loaded eccentrically in shear ψedV if ca2 1.5 ca11.00.7 0.3 ca2 1.5 ca1   ψedV 0.89Modification factor for edge effect ψcV 1.0Modification factor for crack/uncrack conditions ψcV = 1.4 for no crack ψcV = 1.0 for cracked w/ no supplementary reinforcement or edge reinforcement smaller than #4 ψcV = 1.2 for cracked w/ edge reinforcement #4 or greater between the anchor and the edge ψcV = 1.4 for cracked w/ edge reinforcement #4 or greater AND reinf. enclose with stirrup @ 4" O.C. ψhV max 1.0 1.5 ca1 ha  ψhV 1.44 Page 118 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Moment Frame Anchorage.xmcd Le hefLe 18(in)for anchors with a constant stiffness over embedded section Vb min 7 Le da   0.2 da  λf'cca1 1.59 λf'cca1 1.5  Vb 120641.97(lb)ACI 318, 17.5.2.2 Vcbg AVc AVco ψecVψedVψcVψhVVbVcbg 54614(lb)CONCRETE BREAKOUT STRENGTH ACI 318 17.5.2.1 THE PRYOUT STRENGTH BASED ON CONCRETE: (ACI 318 17.5.2) kcp if hef 2.51.02.0 Ncpg NcbgNcpg 165333.33(lb)FOR CAST-IN, EXPANSION, OR UNDERCUT ANCHORS ACI 318, 17.5.3.1 Vcpg kcp NcpgVcpg 330667(lb)CONCRETE PRYOUT STRENGTH ACI 318 17.5.3.1 THE ULTIMATE SHEAR STRENGTH BASED ON ALL FAILURE MODES: FOR SEISMIC AND NON-SEISMIC APPLICATIONS: Vult min ϕvs Vsaϕvc Vcbgϕvc VcpgVult 31978(lb)(ULTIMATE SHEAR STRENGTH) (lb) CONCRETE BREAKOUT GOVERNS Page 119 of 138 VIA LIDO NORD NEWPORT BEACH, CA (20-105) Moment Frame Anchorage.xmcd CHECK FOR COMBINED TENSION AND SHEAR Nall 0.6 Nultlb46122.51lbALLOWABLE TENSILE LOADING ON ANCHOR GROUP Vall 0.6 Vultlb19186.96lbALLOWABLE SHEAR LOADING ON ANCHOR GROUP Na 5491.1388 lbWORST CASE TENSILE LOADING ON ANCHOR GROUP Va 9151.8980 lbWORST CASE SHEAR LOADING ON ANCHOR GROUP Na 5.491 kips<Nall 46.123kipsOK-TENSION Va 9.152 kips<Vall 19.187kipsOK-SHEAR Na Nall Va Vall 0.6<1.2 OK-COMBINED Page 120 of 138 VIA LIDO NORD NEWPORT BEACH, CA CUSTOM RESIDENCE NEWPORT BEACH, CA DESIGN MINIMUM COLUMN EMBEDMENT: DETERMINE MINIMUM EMBEDMENT BASED ON CONCRETE SHEAR STRENGTH: M 265296.7103 ftlbAPPLIED MOMENT AT BASE OF COLUMN V 10169.2691 lbAPPLIED LATERAL FORCE ON COLUMN SF 2.00SAFETY FACTOR fc 5000 psiCONCRETE DESIGN COMPRESSIVE STRENGTH b 11.25 inEMBEDDED COLUMN WIDTH D36inWIDTH OF FOOTING DESIGN CONCEPT: THE MINIMUM EMBEDMENT DEPTH IS DETERMINED SUCH THAT THE COMPRESSION OF CONCRETE AT THE EXTREME FIBER IS LESS THAN THE COMPRESSIVE STRENGTH OF THE CONCRETE. THE MOMENT GENERATES A DISTRIBUTED LOAD CENTERED ABOUT THE ASSUMED AXIS OF ROTATION AT HALF THE EMEBEDDED DEPTH. THE SHEAR FORCE WILL GENERATE A UNIFORM LOADING OF V/L. THE RESULTANTS OF THE TRIANGULAR LOADING FROM THE MOMENT CREATES A FORCE COUPLE SPACED 2L/3 APART. THE RESULTANT FORCES ARE MAGNITUDE 3M/2L (THE MOMENT DIVIDED BY THE SPACING OF THE FORCE COUPLE) - WHICH MUST BE EQUIVALENT TO THE AREA OF THE TRIANGULAR LOADING. THEREFORE, 1/2 * L/2 * THE STRESS AT THE MOST EXTREME FIBER = 3M/2L. THE STRESS AT THE MOST EXTREME FIBER = 6M/L^2. THE TOTAL STRESS AT THE MOST EXTREME FIBER IS THE STRESS FROM THE SHEAR AND THE STRESS FROM THE MOMENT = 6M/L^2 + V/L. TO DETERMINE THE MINIMUM EMBEDMENT DEPTH, SET THE STRESS AT THE MOST EXTREME FIBER EQUAL TO THE COMPRESSIVE STRENGTH OF CONCRETE * THE WIDTH OF THE EMBEDDED POST. fc*b = 6*M/Lmin^2 + V/Lmin MULTIPLYING BOTH SIDES BY Lmin^2 fc*b*Lmin^2 = 6*M + V*Lmin 0 = 6*M + V*Lmin = fc*b*Lmin^2 SOLVE FOR THE POSITIVE ROOT AND MULTIPLY BY A SAFETY FACTOR OF 2.00 Page 121 of 138 VIA LIDO NORD NEWPORT BEACH, CA CHECK MINIMUM EMBEDMENT DEPTH: 6MVXSF fcbX20=solve 0.0000088888888888888888889in 2 7.0938169805028807583e23 ft1.02415061539( 1980680136921 in 2  0.0000088888888888888888889 in 2 7.0938169805028807583e23 ft1.024150615392( 1980680136921 in 2    Lmin 0.0000088888888888888888889 in 2 7.0938169805028807583e23 ft1.0241506153927873152e20 in() 1980680136921 in 2 5084.63455     Lmin 13.076 in TRY 60" EMBEDMENT: L60in Fc 1 b 6M L2 V L  Fc 486.704 psiACTUAL MAXIMUM STRESS ON CONCRETE (AT TOP OF EMBEDMENT) Fc 487 psi<fc SF 2500 psiOK CHECK SHEAR RUPTURE STRENGTH OF CONCRETE: fr 7.5 fcpsi fr 530.33 psiMODULUS OF RUPTURE AVc Db24.75 in AVc 24.75 in2 inAREA OF PROJECTED CONCRETE FAILURE PER INCH OF DEPTH Fr Fc b AVc  Fr 221.229 psiACTUAL MAXIMUM TENSILE STRESS ON CONCRETE Fr 221 psi<fr SF 265 psiOK POSTS SHALL BE EMBEDDED TO A MINIMUM DEPTH OF 60 INCHES INTO CONCRETE FOOTING Page 122 of 138 Page 123 of 138 Page 124 of 138 Page 125 of 138 Page 126 of 138 Page 127 of 138 Page 128 of 138 Page 129 of 138 Page 130 of 138 Page 131 of 138 Page 132 of 138 Page 133 of 138 Page 134 of 138 Page 135 of 138 Page 136 of 138 Page 137 of 138 Page 138 of 138