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HomeMy WebLinkAboutX2021-2622 - CalcsXu?, I - 2 (0 22 2101 (0 (611 "X. GETSTRUCTURAL ENGINEERING AND CONSULTING STRUCTURAL CALCULATIONS FOR SINGLE FAMILY RESIDENCE REMODEL at: 219 Coral Avenue Newport Beach, CA 92662 Job# R21-0927 Wall Removal Design Criteria: 1- Code: CALIFORNIA BLDG CODE 2019 2- Wind: 95 MPH, Exposure: D 3- SITE CLASS D -code default, SEISMIC DESIGN CATEGORY D 4 - Douglas Fir Larch with Max 19% Moisture Content prior to installation of finish Materials. 4x Members use No.2 or better 6x, 8x members use No.1 or better Studs, plates and blocking stud grade or better 2xjoists and rafters No.2 or better • Mud sills pressure treated utility grade or better- 5- Ultimate strength concrete: 2500 PSI (min) 6- Soils Min. Bearing Pressure: 800 psf Soils and Geology: Soils Report by: N/A Notice: Use restrictions of these calculations. The attached Calculations are valid only when bearing original signature hereon, photocopy is void. Contractor/Client to verify existing dimensions/conditions prior to construction. The use of these calculations is solely intended for the above mentioned project. 10/27/2021 NO. C70784 EXP. 06/30/2023 (909) 569-1886 1 info@getstructural.com 3000 E. BIRCH STREET, SUITE 201, BREA, CA 92821 BUILDING DNf5I014 gWiA M GaPAS=t- g,F S.E.C. ter_ Design Loads Component Weight (psf) Roof Load with Ceiling: Comp Roofing 4.00 Plywood Sheathing -1/2" 1.50 Roof Framing 2.50 R-19 Batt Insulation 2.00 Gyp. Board 3.00 Miscellaneous (Lighting, Mechanical, etc.) 1 Dead Load = 14.00 (psf) Roof Live Load = 20.00 (psf) Exterior Wood Frame Walls: Stucco 7.00 Plywood Sheathing -1/2" 1.50 2x Studs @ 16" o.c. 1.50 R-19 Batt Insulation 2.00 Gyp Board 3.00 Dead Load = 15.00 (psf) Interior Wood Frame Walls: 2x Studs @16" O.C. 1.50 Miscellaneuous 2.50 Gyp Board x2 6.00 Dead Load = 10.00 (psf) Ceiling Load: R-19 Batt Insulation 2.00 Gyp. Board 3.00 nAan i n2ri = a nn r..an Live Load = 10.00 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. : Level Truss Joist Printed: 26 OCT 2021, 3:31 PM Mem er :. ehec .ec6 Software cavdaht ENERCALC INC_ 1983-2020 au Id 12 20617 '. DESCRIPTION: 1 - Existing C.B. CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - _ Fc - Pdl Wood Species : Level Truss Joist Fc - Perp Wood Grade : MicroLam LVL 2.0 E Fv 2.1.75x11.25 Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2-1.75x11.25 Span = 18.170 ft 2600 psi 2600 psi 2510 psi 750 psi 285 psi 1555 psi E: Modulus of Elasticity Ebend-1a 2000ksi Eminbend -xx 1016.535ksi Density 42.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0140, Lr = 0.020 ksf, Tributary Width = 6.250 ft, (Roof (Overframe)) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width =1.333 ft, (Ceiling) Maximum Bending Stress Ratio = 0.476:1 Maximum Shear Stress Ratio _ 0.201 : 1 Section used for this span 2-1.75x11.25 Section used for this span 2.1.75x11.25 = 1,547.17psi = 71.67 psi = 3,250.00psi = 356.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 9.085ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.371 in Ratio = 587>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.685 in Ratio= 318>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # My C It C PN C i C r C in C t C L M fb n V7 fv Pv DOnly 0.00 0.00 0.00 0.00 Length = 18.170 ft 1 0.303 0.128 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.36 708.69 2340.00 0.86 32.83 256.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.170 ft 1 0.307 0.130 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.91 798.11 2600.00 0.97 36.97 285.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.170 ft 1 0.476 0.201 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.52 1,547.17 3250.00 1.88 71.67 356.25 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.170 ft 1 0.432 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.64 1,404.61 3250.00 1.71 65.07 356.25 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.170 ft 1 0.259 0.110 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.77 775.75 2990.00 0.94 35.94 327.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.170 ft 1 0.102 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.62 425.22 4160.00 0.52 19.70 456.00 Title Black Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. +D+Lr Title Block Line 6 Printed: 26 OCT 2021, 3:31 PM 'WOod Beam e: em er hoc sc Software movdoht ENERCALC. INC 196&2020. Build:1220.5.17 > Overall Maximum Deflections Load Combination Span Max.'-" Deg Location in Span Load Combination Max. "+" Deb Location in Span Vertical Reactions Support notation : Far left is #1 Values in KIPS Support Support2 Overall MlNimum 0.121 0.121 D Only 0.960 0.960 +D+L 1.081 1.081 +D+Lr 2.095 2.095 +D+0.750Lr+0.750L 1.902 1.902 +D+0.750L 1.051 1.051 +0.60D 0.576 0.576 Lr Only 1.136 1.136 L Only 0.121 0.121 Title Block Line 1 Project Title: You on change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. : Level Truss Joist Dam Software movr DESCRIPTION: 2-C.B. CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ Load Combination ASCE 7-16 Fb - Span # where maximum occurs = Fc - PHI Wood Species : Level Truss Joist Fc - Perp Wood Grade Parallam PSL 2.0E Fv Ratio= Max Upward Transient Deflection Fl Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.9598) Lr(1�136) L(0.1211) 3.5x9.25 Span = 12.0 ft 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi Printed: 26 OCT 5:03PM E: Modulus ofElastfcV Ebend-xx 2000ksi Eminbend -xx 1016.535ksi Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width =1.333 ft, (Ceiling) Point Load: D=0.9598, Lr=1.136, L=0.1211 k@0.50ft, (Beam 1) ximum Bending Stress Ratio = 0.071: 1 Maximum Shear Stress Ratio = Section used for this span 3.5x9.25 Section used for this span = 258.52psi = 3,625.00psi = Load Combination +D+0.750Lr+0.750L Location of maximum on span = 3.022ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.060 in Ratio= Max Upward Total Deflection 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Load Combination Location of maximum on span Span # where maximum occurs 7285>=360 0 <360 2402 >=240 0 <240 0.270 :1 33x9.25 97.73 psi 362.50 psi +D+Lr 0.000 It Span # 1 Segment Length Span # M v Cd C FN Ci Cr Cm C t CIL M fb Pb v fv Pv D Only 0.00 0.00 0.00 0.00 Length =12.0 it 1 0.054 0.181 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.59 141.83 2610.00 1.02 47.29 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 it 1 0.070 0.194 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.85 203.45 2900.00 1.22 56.37 290.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.09 Length =12.0 ft 1 0.070 0.270 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.05 253.24 3625.00 2.11 97.73 362.50 +D+0.750Lrt0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.071 0.254 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.08 258.52 3625.00 1.98 91.93 362.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.056 0.162 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.78 187.71 3335.00 1.17 54.10 333.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.018 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.35 85.10 4640.00 0.61 26.37 464.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: ProjectlD: Project Descr: Title Block Line 5 Printed: 26 OCT 2021, 5:03PM WOOd Beam e: Mem er ec .e Software movdaht ENERCALC. INC.1903-2020. Build:12.20.5.17 Overall Maximum Deflections Load Combination Span Max. U Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+0.750Lr+0.750L 1 0.0599 5.518 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MINimum 0.196 0.085 D Only 1.021 0.141 +D+L 1.217 0.226 +D+Lr 2.109 0.188 +D+0.750Lr+0.750L 1.984 0.240 +D+0.750L 1.168 0.205 +0.60D 0.612 0.084 Lr Only 1.089 0.047 L Only 0.196 0.085 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the'Pdnting & Project Descr: Title Block" selection. : Douglas Fir -Larch DESCRIPTION: 3-C.B. CODEE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Eminbend -xx 580.Oksi 625.0 psi Fc - Prll Wood Species : Douglas Fir -Larch Fc- Perp Wood Grade : No.2 Fv Uniform Load : D=0.0050, L = 0.010 ksf, Tributary Width = 7.125 ft, (Ceiling) Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 46 Span = 5.830 ft Printed: 26 OCT 2021, 4:59PM Fits : mberCffe-CFeff- Software mi 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend-xx 1,600.Oksi 1,350.0 psi Eminbend -xx 580.Oksi 625.0 psi 180.0 psi Uniform Load : D=0.0140, Lr = 0.020 ksf, Tributary Width= 9.125 ft, (Roof) 575.0 psi Density 31.210 pot Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.0140, Lr = 0.020 ksf, Tributary Width= 9.125 ft, (Roof) Uniform Load : D=0.0050, L = 0.010 ksf, Tributary Width = 7.125 ft, (Ceiling) DESIGN SUMMARY • iMaximum Bending Stress Ratio = 0.707:1 Maximum Shear Stress Ratio _ 0.361 :1 Section used for this span 4x6 Section used for this span 4x6 = 1,033.95psi = 81.29 psi = 1,462.50psi = 225.00 psi Load Combination +D+0.750Lr+0.750L Load Combination +D+0.750Lr+0.750- Location of maximum on span = 2.915ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.061 in Ratio = 1138>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.121 in Ratio = 580>=240 Max Upward Total Deflection _ 0.000 in Ratio= 0<240.._ __.. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C in C t C L M Po Pb V fv Pv D Only 0.00 0.00 0.00 0.00 Length = 5.830 ft 1 0.460 0.235 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.71 484.09 1053.00 0.49 38.06 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.830 ft 1 0.590 0.301 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.01 689.95 1170.00 0.70 54.24 180.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.830 ft 1 0.692 0.353 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.49 1,011.38 1462.50 1.02 79.51 225.00 +D+0.750Lr+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.830 ft 1 0.707 0.361 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.52 1,033.95 1462.50 1.04 81.29 225.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.830 ft 1 0.475 0.242 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.94 638.48 1345.50 0.64 50.20 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.830 ft 1 0.155 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.43 290.45 1872.00 0.29 22.83 288.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 5 Printed: 26 OCT 2021, 4:59PM WOOd 668111 ie: em er ec.e Softwareanvdoht ENERCALC. INC. 1983-2020. Build:12.20.5.17 i. Overall Maximum Deflections Load Combination Span Max. "=" Dell Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750Lr+0.7501- 1 0.1205 2.936 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.208 0.208 D Only 0.488 0.488 +D+L 0.696 0.696 +D+Lr 1.020 1.020 +D+0.75(1Lr+0.750L 1.043 1.043 +D+0.750L 0.644 0.644 +0.601) 0.293 0.293 Lr Only 0.532 0.532 L Only 0.208 0.208 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Printed: 26 OCT 2021. 3:46PM 'am soma„re movna DESCRIPTION: 4-D.B. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads CODE REFERENCES Uniform Load : D=0.0140, Lr = 0.020 ksf, Tributary Width= 4.50 ft, (Roof) Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Point Load : D=0.6650, Lr = 0.5320, L = 0.5502 k @ 3.830 ft, (Beam 3) Load Combination Set: ASCE 7-16 0.028 in DESIGN SUMMARYIDa•'� 2023>=360 Material Properties Maximum Bending Stress Ratio = 0.6331 Maximum Shear Stress Ratio = 0.513 : 1 Section used for this span 4x6 Analysis Method: Allowable Stress Design Fb+ 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Flo - 900 psi Ebend-xx 1600ksi Load Combination +D+0.750Lr+0.750L Fc -Prll 1350 psi Eminbend -xx 580ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Span # where maximum occurs Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0.000 in Ratio= 0 <240 D(0.665) Lr(0.532) L(0.5502) 0(0:006665) L(0.01333) D(0.063) Lr(0.09) Combinations 4x6 Span = 4.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.0140, Lr = 0.020 ksf, Tributary Width= 4.50 ft, (Roof) Uniform Load : D=0.0050, L = 0.010 ksf, Tributary Width =1.333 ft, (Ceiling) Point Load : D=0.6650, Lr = 0.5320, L = 0.5502 k @ 3.830 ft, (Beam 3) 0.028 in DESIGN SUMMARYIDa•'� 2023>=360 Maximum Bending Stress Ratio = 0.6331 Maximum Shear Stress Ratio = 0.513 : 1 Section used for this span 4x6 Section used for this span 4x6 = 925.50psi = 115.47 psi - 1,462.50psi 0 <360 = 225.00 psi Load Combination +D+0.750Lr+0.750L Load Combination +D+0.750Lr+0.750L Location of maximum on span = 3.814ft Location of maximum on span = 4.299 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio= 2023>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.064 in Ratio= 895>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C in C t CIL M Po F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.750 it 1 0.402 0.326 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.62 423.69 1053.00 0.68 52.85 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.7508 1 0.612 0.497 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.05 716.56 1170.00 1.15 89.42 180.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 it 1 0.547 0.443 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.18 800.23 1462.50 1.28 99.77 225.00 +0+0.750Lr+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.633 0.513 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.36 925.50 1462.50 1.48 115.47 225.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 it 1 0.478 0.388 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.95 643.27 1345.50 1.03 80.28 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the"Printing & Project Descr: Title Block" selection. Cd C FN Title Block Line 6 Printed: 26 OCT 2021, 3:46PM WOOd Beam ie: em er ec.ec6 _ Software wpynghtENERCALC, INC.198&2020, Build:1220 517 - DESCRIPTION: 4 - D.B Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M 1b Fb V fv F v Length = 4.750 R 1 0.136 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 254.22 1872.00 0.41 31.71 288.00 Overall Maximum Deflections Load Combination Span Max.':" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750Lr+0.750L 1 0.0637 2.583 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.645 1.550 Overall MINimum 0.138 0.475 D Only 0.304 0.712 +D+L 0.442 1.187 +D+Lr 0.621 1.354 +D+0.750Lr+0.750L 0.645 1.550 +D+0.750L 0.408 1.068 +0.601) 0.182 0.427 Lr Only 0.317 0.643 L Only 0.138 0.475 9/23/21, 12:16 PM AC Hazards by Location Search Information ATC Hazards by Location Address: 219 Coral Avenue, Newport Beach, CA 92662 Coordinates: 33.606553,-117.8928574 Elevation: lift Timestamp: 2021-09-23TI9:15:54.378Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10 -Year _.--------- _.__..__., 66 mph MRI 25 -Year ..................... 71 mph MRI 50 -Year __._------ 77 mph MRI 100 -Year 81 mph RiskCategoryl __-.___.....-..____ 89 mph Risk Category II -------- ._ _-___ 95 mph RiskCategorylll ----- 102 mph Risk CategoryIV _._._.__..-___ 106 mph MR110-Year .................... 72 mph MRI25-Year .................. 79 mph MRI 50 -Year _....._____...___ 85 mph MRI 100 -Year ---_ ........... 91 mph RiskCategoryl ___.._.._.... 100 mph Risk Category 11 _.__..___ 110 mph Risk Category III-IV .._..___.. 115 mph lift Temecula Oceanside `•., Nat' ..,Map data ®2021 Google, INEGI ASCE 7-05 ASCE 7-05 Wind Speed . _._.... 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wehsite dna% not imnly annroval by the anvemina huildina cede hodies re%nonsihle for huildina rode nnnrnval and intemretation for the https://hazards.atcouncii.org/#/wind?lat=33.606553&Ing=-117.8928574&address=219 Coral Avenue%2C Newport Beach%2C CA 92662 1/2 10/26/21, 5:13 PM OTCHazards by Location Search Information Address: 219 Coral Ave, Newport Beach, CA 92662, USA Coordinates: 33.606553,-117.8928574 Elevation: 11 ft Timestam p: 2021-10-27TOO:I3:45.57OZ Hazard Type: Seismic Reference ASCE7-16 Document: ' null Risk Category: II Site Class: D -default Basic Parameters ATC Hazards by Location Goo 11 ft beim Temecula 1d 9- C16V Oceanside Naliorr ";Map data 02021 Google, INEGI j Name Value Description Ss 1.379 MCER ground motion (period=0.2s) SI 0.49 MCER ground motion (period=1.Os) ., SMS 1.655 Site -modified spectral acceleration value SM1 ' null Site -modified spectral acceleration value SDS - 1.103 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.Os CRS 0.907 Coefficient of risk (0.2s) CR1 0.921 Coefficient of risk (1.0s) PGA 0.603 MCEG peak ground acceleration FPGA 12 Site amplification factor at PGA PGAM 0.724 Site modified peak ground acceleration TL 8 Long -period transition period (s) SsRT 1.379 Probabilistic risk -targeted ground motion (0.2s) hfps://hazards.atcouncii.org/#/seismic?lat=33.606553&Ing=-117.8928574&address=219 Coral Ave%2C Newport Beach%2C CA 92662%2C USA.. 1/2 10/26/21, 5:13 PM ATC Hazards by Location SsUH 1.52 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.62 Factored deterministic acceleration value (0.2s) S1RT 0.49 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.532 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SID 0.823 Factored deterministic acceleration value (1.Os) PGAd 1.057 Factored deterministic acceleration value (PGA) See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. helps:Hhazards.atcouncil.org/#/seismic?lat=33.606553&Ing=-117.8928574&address=219 Coral Ave%2C Newport Beach%2C CA 92662%2C USA 2/2 _Seismic Loads: ASCE 7- 16 Strength Level Forces Risk Category: II Importance Factor (1) : 1.00 Site Class: D - code default Ss (0.2 sec) = 137.90 %g S1 (1.0 sec)= 49.00 %g Fa = 1.200 Sms = 1.655 SDs = 1.103 Design Category = D Fv = 1.810 Sm1 = 0.887 Sol = 0.591 Design Category = D Seismic Design Category = D Redundancy Coefficient p = 1.30 Number of Stories: 1 Structure Type: Light Frame Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) = 10.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitatiol DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R): 6.5 Over -Strength Factor (Do) = 2.5 Deflection Amplification Factor (Cd) = 4 SDS = 1.103 Sol = 0.591 Seismic Load Effect (E) = En +/-I=V = p UE +/- U."LSDS U = 1.34e +/- 0.221 D QE = horizontal seismic fora Special Seismic Load Effect (Em) = tmh +/- Ev = S20 UE +/- U.2bDS U = 2.5Qe +/- 0.221D D = dead loac PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Building period cost. (CT) _ Approx fundamental period (Ta) : User calculated fundamental period (T) , Long Period Transition Period (TL) Seismic response coef. (Cs) _ need not exceed Cs = but not less than Cs = USE Cs = Model B Seismic Response Analysis Permitted 0.020 Cu = 1.40 Crhn" = 0.112 sec x=0.75 Tmax = CuTa = 0.157 sec Use T = 0.112 ASCE7 map = 8 Sosl/K= 0.170 Sdt 1/RT= 0.809 0.044Sdsl = 0.049 0.170 Design Base Shear V = 0.170W - Permitted (see code for procedure ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift As = 0.020hsx where hsx is the story height below level PAD SCHEDULE Soil Pressure q = 800 psf Symbol Square Depth Rebar QuantityEach Rebar Size Bearing Capacity Wa P18 18" 18" 3 #4 1294 P24 24" 18" 3 #5 2300 P30 30" 18" 4 #5 3594 P36 36" 18" 4 #5 5175 2Z7 C1 Me C, 2021/9/23 Zta cora M c., �ev2t-}tl GETSTRUCTOAL ENGINEERING AND.I QN�U< ,TING STRUCTURAL C,�LCOLATIONS FOR Q SINGLE EMILY RESIDE }dCE REMODEL at �219,Cora1gxenue New art B�f:aoh, CA 92682 Job# R21-0927 Wall Removal � l �s�\ I� P ) Design Criteria: -��, � y� ,�.,. 1- Code: CALIFORNIA BLDG CODE 201\9,\A� �s� s 2- Wind: 95 MPH, Exposure: C V��`���ya s 3- SITE CLASS D -code default, SEISMIC DESIGNCATEC�F�Y'DV 4- • Douglas Fir Larch with Max 19% Moisture Content p&rrJo,ihstallatidrt of, ih sh`tokerials. 4x Members use No.2 or better \ BUILDING DIVISION 6x, Sx members use No.1 or better \� Studs, plates and blocking stud grade or better 2x joists and rafters No.2 or better SEP 2 8 2021 Mud sills pressure treated utility grade or better. 5- Ultimate strength concrete: 2500 PSI (min) 6- Soils Min. Bearing Pressure: 1500 psf per CBC 2019. CH.18. Per approval of Bldg Dept. B•(: Y.T. Soils and Geology: Soils Report by: N/A Notice: Use restrictions of these calculations. The attached Calculations are valid only when bearing original signature hereon, photocopy is void. Contractor/Client to verify existing dimensions/conditions prior to construction. The use of these calculations is solely intended for the above mentioned project. N0. C70784 EXP. 06/30/2023 (909) 569-1886 1 info@getstmctural.com 3000 E. BIRCH STREET, SUITE 201, BREA, CA 92821 Desian Loads Component Weight (psf) Roof Load with Ceiling: Comp Roofing 4.00 Plywood Sheathing -1 /2" 1.50 Roof Framing 2.50 R-19 Batt Insulation 2.00 Gyp. Board 3.00 Miscellaneous (Lighting, Mechanical, etc.) 1 Dead Load = 14.00 (psf) Roof Live Load = 20.00 (psf) Exterior Wood Frame Walls: Stucco 7.00 Plywood Sheathing - 1/2" 1.50 2x Studs @ 16" o.c. 1.50 R-19 Batt Insulation 2.00 Gyp Board 3.00 Dead Load = 15.00 (psf) Interior Wood Frame Walls: 2x Studs @16" O.C. 1.50 Miscellaneuous 2.50 Gyp Board x2 6.00 Dead Load = 10.00 (psf) 'Ceiling Load: R-19 Batt Insulation 2.00 Gyp. Board 3.00 Dead Load = 5.00 (psf) Live Load = 10.00 (pat) Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Span# Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load Combination Set: ASCE 7-16 Ci Cr Point Load : D=2.410, Lr = 3.440 k @ 1.330 ft, (Roof) Material Properties CL Moment Values M fb Uniform Load : D=0.0050, L = 0.010 ksf, Tributary Width Analysis Method: Allowable Stress Design Fb+ 2900 psi E: Modulus of Elasticity Load Combination ASCE7-16Fb- 2900 psi Ebend-xx 2OOOksi 0.491: 1 Maximum Fc - Pill 2900 psi Eminbend -xx 1O16.535ksi Wood Species : Level Truss Joist Fc- Perp 750 psi fb: Actual = Wood Grade : Parallam PSL 2.0E Fv 290 psi Fb: Allowable = 3,625.00psi Ft 2025 psi Density 45.O7pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Load Combination +D+Lr Span = 12.0 ft Applied Loads Span# Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads CFN Ci Cr Point Load : D=2.410, Lr = 3.440 k @ 1.330 ft, (Roof) C t CL Moment Values M fb Uniform Load : D=0.0050, L = 0.010 ksf, Tributary Width =11.750 ft, (Ceiling) Shear Values fv Fv D Only DESIGN SUMMARY • - Maximum Bending Stress Ratio _ 0.491: 1 Maximum Shear Stress Ratio = 0.718 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb: Actual = 1,778.64psi fv: Actual = 260.15 psi Fb: Allowable = 3,625.00psi Fv: Allowable = 362.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 1.358ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection +D+L Max Downward Transient Deflection 0.157 in Ratio= 919>=360 1.00 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 1.00 Max Downward Total Deflection 0.384 in Ratio= 374>=240 0.00 Max Upward Total Deflection 0.000 in Ratio= 0 <240 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios M V Cd CFN Ci Cr Cm C t CL Moment Values M fb Fb V Shear Values fv Fv D Only 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.310 0.454 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.36 807.93 2610.00 2.56 118.43 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.427 0.521 1.00 1.000 1A0 1.00 1.00 1.00 1.00 5.15 1,237.93 2900.00 3.26 151.10 290.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.491 0.718 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.40 1,778.64 3625.00 5.61 260.15 362.50 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 it 1 0.472 0.688 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.12 1,711.48 3625.00 5.38 249.22 362.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.Oft 1 0.336 0.429 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.66 1,119.42 3335.00 3.08 142.93 333.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.104 0.153 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.02 484.76 4640.00 1.53 71.06 464.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Overall Maximum Deflections Load Combination Span Max. ""Defl Location in Span Load Combination Max. Y' Defl Location in Span +D+0.750Lr+0.750L 1 0.3843 5.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS .oao Combination Support 1 Support 2 Overall MAXimum 5.615 1.495 Overall MINimum 0.705 0.705 D Only 2.556 0.680 +D+L 3.261 1.385 +D+Lr 5.615 1.062 +D+0.750Lr+0.750L 5.379 1.495 +D+0.750L 3.085 1.209 +0.60D 1.534 0.408 Lr Only 3.059 0.381 L Only 0.705 0.705 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. DESCRIPTION: 2 - C.B. CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Analysis Method: Allowable Stress Design Fb+ Load Combination ASCE 7-16 Fb - 625 psi fv: Actual Fc - Pill Wood Species : Douglas Fir -Larch Fc - Perp Wood Grade : No.2 Fv 1.915ft Location of maximum on span Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 900 psi E: Modulus of Elasticity 900 psi Ebend-xx 1600ksi 1350 psi Eminbend -xx 580ksi 625 psi fv: Actual 180 psi 1,080.00psi 575 psi Density 31.21 pcf Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 11.750 it, (Ceiling) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio _ 0.073 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 80.79psi fv: Actual Fb: Allowable = 1,080.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 1.915ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection C m C t Max Downward Transient Deflection 0.002 in Ratio= 29666>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.002 in Ratio= 19020>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations mnmmmz� = 0.090 :1 4x10 16.26 psi = 180.00 psi +D+L O,000 ft = Span # 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M Po F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.830 it 1 0.030 0.036 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.12 28.99 972.00 0.13 5.84 162.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.83011 1 0.075 0.090 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.34 80.79 1080.00 0.35 16.26 180.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.830 R 1 0.050 0.061 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.28 67.84 1350.00 0.29 13.65 225.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.830 it 1 0.010 0.012 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.07 17.40 1728.00 0.08 3.50 288.00 Overall Maximum Deflections Load Combination Span Max.'-" Dail Location in Span Load Combination Max. "+^ Dell Location in Span +D+L 1 0.0024 1.929 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Vertical Reactions Support notation:FarleBis#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.351 0.351 Overall MINimum 0.225 0.225 D Only 0.126 0.126 +D+L 0.351 0.351 +D+0.750L 0.295 0.295 +O.60D 0.076 0.076 L Only 0.225 0.225 9/23/21, 12:16 PM OTIC Hazards by Location ATC Hazards by Location Search Information Santa Mon Address: 219 Coral Avenue, Newport Beach, CA 92662 Coordinates: 33.606553,-117.8928574 Elevation: 11 ft Timestamp: 2021-09-23T1 9:15:54.378Z C3L E Hazard Type: Wind :.Fis ASCE 7-16 MRI 10 -Year __ .. 66 mph MRI 25 -Year .- 71 mph MRI 50 -Year ._._. .._.. 77 mph MRI 100 -Year 81 mph Risk Category I _, _. 89 mph Risk CategoryII . ............ ... 95 mph Risk CategoryIII ..... _...._... 102 mph Risk Category IV _ _.. _ ......1 106 mph ASCE 7-10 MRI 10 -Year 72 mph MRI 25 -Year ._....... 79 mph MRI 50 -Year _....._.__. 85 mph MRI 100 -Year _...._.... ___. 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV ....... 115 mph Riverside c aaC! 11 ft helm oneI Island ntd itlitat.. 0 Map dal ASCE 7-05 Temecula 0 GI eanslde Natiat ©2021 Google, INEGI ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imnly annrnval by the oovernina huildina code bodies resnnnsihle for huildina rode annroval and intemretation fnr the https://hazards.atcouncil.org/#/wind?lat=33.606553&Ing=-117.8928574&address=219 Coral Avenue %2C Newport Beach%2C CA 92662 112 9/23/21, 12:16 PM ATC Hazards by Location ATCHazards by Location Search Information Value Description SS O Santa Manic Address: 219 Coral Avenue, Newport Beach, CA 92662 0.49 MCER ground motion (period=l.Os) SMS Lo Coordinates: 33.606553,-117.8928574 * null. Elevation: lift 1.103 Timestamp: 2021-09-23719:16:20.201 Z Ga tali Numeric seismic design value at 1.Os SA * See Section 11.4.8 ES` Hazard Type: Seismic Fish f Reference ASCE7-16 Go tile: - Document: - - - - - Risk Category: II Site Class: D -default Basic Parameters Name Value Description SS 1.379 MCER ground motion (period=0.2s) Sl 0.49 MCER ground motion (period=l.Os) SMS 1.655 Site -modified spectral acceleration value SM1 * null. Site -modified spectral acceleration value SDS 1.103 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1.Os SA * See Section 11.4.8 1.2 -Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.907 Coefficient of risk (0.2s) CR, 0.921 Coefficient of risk (1.0s) PGA 0.603 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.724 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=33.606553&Ing=-117.8928574&address=219 Coral Avenue%2C Newport Beach % 2C CA 92662 112 9/23/21, 12:16 PM ATC Hazards by Location TL 8 Long -period transition period (s) SsRT 1.379 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.52 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.62 Factored deterministic acceleration value (0.2s) S1RT 0.49 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.532 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.823 Factored deterministic acceleration value (1.Os) PGAd 1.057 Factored deterministic acceleration value (PGA) " See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https!//hazards.atcouncii.org/#/seismic?lat=33.606553&Ing=-117.8928574&address=219 Coral Avenue%2C Newport Beach%2C CA 92662 212 PAD SCHEDULE Soil Pressure q = 1500 psf Symbol Square Depth Rebar QuantityEach Wa Rebar Size Bearing Capacity P18 18" 18" 3 #4 2869 P24 24" 18" 3 #5 5100 P30 30" 18" 4 #5 7969 P36 36" 18" 4 #5 11475 P42 42" 18" 5 #5 15619 P48 48" 18" 6 #5 20400 P54 54" 18" 6 #5 25819 P60 60" 18" 7 #5 31875 P66 66" 18" 7 #5 38569