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HomeMy WebLinkAboutX2021-2280 - CalcsARCHITECT: ENGINEER: XULATED BY: CHECKED BY: PROJECT NAME: PROJECT NO. DATE: SHEET: ARCHITECTS X 2.021 221 '1203 SeccShdre�Dr W, ove P1CK,RD ARCHITECTS 1321 P NN. ST. SUITE 300 WHITTIER, CA 90602 (562)945-8821 Auqust 20, 2021 5/25/20221 CJTC Hazards by Location Search Information ATC Hazards by Location Address: 7203 Seashore Dr, Newport Beach, CA 92663, Description USA Coordinates: 33.6292683, -117.9552647 Elevation: 13 ft Ti mestam p: 2021-05-25T1 5:23:40.765Z Hazard Type: Seismic Reference ASCE7-16 Document: SDS Risk Category: II Site Class: D -default Basic Parameters Name Value Description SS 1.392 MCER ground motion (period=0.2s) S1 0.498 MCER ground motion (period=1.Os) SMS 1.67 Site -modified spectral acceleration value SMI * null Site -modified spectral acceleration value SDS 1.113 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 0.906 Coefficient of risk (0.2s) CRI 0.918 Coefficient of risk (1.0s) PGA 0.608 MCER peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.73 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=33.6292683&Ing=-117.9552647&address=7203 Seashore Dr%2C Newport Beach%2C CA 92663%2C USA 1/2 5/25/2021 ATC Hazards by Location TL 8 Long -period transition period (s) SsRT 1.392 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.537 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.589 Factored deterministic acceleration value (0.2s) S1RT 0.498 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.543 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S10 0.827 Factored deterministic acceleration value (1.0s) PGAd 1.049 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:llhazards.atcouncii.org/#/seismic?lat=33.6292683&Ing=-117.9552647&address=7203 Seashore Dr%2C Newport Beach%2C CA 92663%2C USA 2/2 Engineer: Calculated By: Checked By: J.A J.A Seismic Analysis Project Name: 7203 Seashore Dr. Project No. : Date : 5/25/2021 Sheet: Insert the Following Data WIR 550 Ib. Sds 1.113 -i g ap 1 ASCE 7-16 Table 13.6.1 1p 1 ASCE 7-16 Section 13.1.3 Rp 2.5 ASCE 7-16 Table 13.6.1 Z 20.5 ft. h 20 ft. Fp = 0.4 apSdsWp (1+2(z/h)) ASCE 7-16 Section 13.3-1 (Rp/Ip) Fp is not required to be taken greater than Fp = 1.6SdslpWp Fp is not required to be less than ASCE 7-16 Section 13.3-2 Fp = 0.3SdslpWp ASCE 7-16 Section 13.3-3 Use this value to Design. Wood Beam Header for new sliding door CODE Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 0.732 1 Maximum Shear Stress Ratio _ Load Combination Set: ASCE 7-16 0.145 :1 Section used for this span Material Properties Section used for this span Analysis MethorAllowable Stress Design Flo + 900.0 psi E: Modulus of Elasti Load CombinatiASCE 7-16 Flo - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - x 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Load Combination Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Location of maximum on span = 7.250ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.120 , Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.732 1 Maximum Shear Stress Ratio _ 0.145 :1 Section used for this span 8x8 Section used for this span 8x8 fb: Actual = 592.92osi fv: Actual = 23.50 psi Fb: Allowable = 810,00 psi Fv: Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 7.250ft 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 0.000 in Ratio = 0<360 '.. Max Upward Transient Deflection 0.000 in Ratio = 0<360 '.. Max Downward Total Deflection 0.313 in Ratio = 555>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 '. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M Ib Flo V tv Pv +D+H 0.00 0.00 0.00 o.Oo Length = 14.50 It 1 0.732 0.145 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 810.00 0.88 23.50 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 It 1 0.659 0.131 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 900.00 0.88 23.50 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 It 1 0.527 0.104 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 1125.00 0.88 23.50 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.573 0.114 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 1035.00 0.88 23.50 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.527 0.104 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 1125.00 0.88 23.50 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.573 0.114 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 1035.00 0.88 23.50 207.00 +D+O.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam DESCRIPTIO Header for new Load Combination Max Stress Ratios 0.958 0.958 +D+H 0.958 0.958 Moment Values 0.958 0.958 Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v Length = 14.50 ft 1 0.412 ill.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 1440.00 0.88 23.50 288.00 +D+0.750Lr+0.750L+0.450W- +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.412 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 1440.00 0.88 23.50 288.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.412 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 1440.00 0.88 23.50 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.247 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.08 355.75 1440.00 0.53 14.10 288.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.412 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 1440.00 0.88 23.50 288.00 +D+0.750L+0.750S+0.5250E. 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.412 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.47 592.92 1440.00 0.88 23.50 288.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.247 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.08 355.75 1440.00 0.53 14.10 288.00 Overall Maximum Deflections Load Combination Span Max.'-" Deft Location in Span Load Combination Max. "+" Deft Location in Span D Only 1 0.3135 7.303 0.0000 0.000 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.958 0.958 +D+H 0.958 0.958 +D+L+H 0.958 0.958 +D+Lr+H 0.958 0.958 +D+S+H 0.958 0.958 +D+0.750Lr+0.750L+H 0.958 0.958 +D+0.750L+0.7505+H 0.958 0.958 +D+0.60W+H 0.958 0.958 +D+0.750Lr+0.750L+0.450W+H 0.958 0.958 +D+0.750L+0.750S+0.450W+H 0.958 0.958 +0.60D+0.60W+0.60H 0.575 0.575 +D+0.70E+0.60H 0.958 0.958 +D+0.750L+0.750S+0.5250E+H 0.958 0.958 +0.60D+0.70E+H 0.575 0.575 D Only 0.958 0.958 H Only ARCHITECT: ENGINEER: .CULATED BY: CHECKED BY: Mechanical Unit -►1 4' r - P= 138# P= 138# #�� 14'-6" R1= P/I'(I-a+b) ARCHITECTS R1 = (138/14.5)'(14.5-0.5+10)= 228.41 # R2 = (2'138)-228.41= 47.59 # Mmax = R2'b = 47.59'10 = 475.9 ft-# PROJECT NAME: PROJECT NO. DATE: SHEET: Engineer: J.A Calculated By: J.A Checked By: S.B Project Name: 7203 Seashore Dr. Project No. : Date: 7/7/2021 Sheet : Beam Name:1 Roof Joist Mechanical Unit Check Properties of Wood used in Design Douglas Fir Larch : No2 Fb = 900.00 psi Fv= 180 psi E = 1.60E+06 psi Proposed Section to Check b= 2 in. Min h= 10 in. Properties of Section A = 14.25 in Z. Sx= 22.56 in'. Ix= 107.17 in`. 1 Checking Flexion on the Beam fb=M/Sx fb<=Fb 2 Checking Shear on the Beam fv=1.5•(V/A) fv<=Fv 3 Checking Deflection on the Beam (from calculations) fb = 253.11 psi OK = from calculations fv = 24.04 psi OK R,j'.'` (from calculations) F deflection = 240 factor used to check beam Length Beam = 14.5 ft A admisible = L / F deflection A admisible = 0.73 in. A<=A admisible OK b ARCHITECT: ENGINEER: CALCULATED BY: CHECKED BY: 2fl' , k ry P C Y- ()'s Wo- welsF i.00 _ _ 7 PROJECT NAME: PROJECT NO. DATE: SHEET: = ADor— Larios Ce -y- L'ofWs , = 201op.X1-0 = 20p1 jo d Beam DESCRIPTIO existing floorjoist at CODE REFERENCES__ -20-1 -01-9, -7-16--- Span = 20.0 ft Span = 3.0 ft Calculations per NDS 2018, IBC 8, CB6_2 ASCE -16Load LoadCombination Set: ASCE 7-16 Applied loads Service loads entered. Load Factors will be Material Properties - - ___.-. -_-__ --.._ Load for Span Number 1 Analysis Method_oad Resistance Factor D Fb + 1,350.0 psi E: Modulus of Elasti Load CombinatASCE 7-16 Fb- 1,350.0 psi Ebend- xx 1,400.Oksi Fc - Prll 1,600.0 psi Eminbend - x 510.Oksi Wood Species Douglas Fir -South Fc - Perp 520.0 psi Wood Grade Select structural Fv 180.0 psi Maximum Sending Stress Ratio = Ft 900.0 psi Density 28.720pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Section used for this span Repetitive Member Stress increm 2x12 X 2x12 Span = 20.0 ft Span = 3.0 ft Applied loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load; D = 0.040, L = 0.020 k/ft, Extent = 0.0 ->> 18.0 ft, Tributary Width =1.0 ft Point Load: D=0.310, L = 0.20 k @ 18.0 ft Uniform Load: D = 0.020, L = 0.060 k/ft, Extent = 18.0 ->> 20.0 ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.020, L = 0.060 k/ft, Extent = 0.0 ->> 2.50 ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Sending Stress Ratio = 0.64S1 Maximum Shear Stress Ratio = 0.403 :1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 1,730.54psi fv: Actual = 125.36 psi Fb: Allowable = 2,682.72psi Fv: Allowable = 311.04 psi Load Combination +1.20D+O.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span = 10.726ft Location of maximum on span = 19.106 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Detection 0.342 in Ratio = 702>=360 Max Upward Transient Deflection -0.168 in Ratio = 428>=360 Max Downward Total Deflection 1.014 in Ratio = 236>=140 Max Upward Total Deflection -0.504 in Ratio = 142>=140 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V- ]„ CFN Ci Cr Cm Ct CL Mu Po Fb _ �Vu fv Fv 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.598 0.334 0.60 1.000 1.00 1.15 1.00 1.00 1.00 3.17 1,203.75 2012.04 0.88 77.93 233.28 Length = 3.0 ft 2 0.016 0.334 0.60 1.000 1.00 1.15 1.00 1.00 1.00 0.09 33.19 2012.04 0.04 77.93 233.28 +1200+0.50Lr+1.60L+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.645 0.403 0.80 1.000 1.00 1.15 1.00 1.00 1.00 4.56 1,730.54 2682,72 1.41 125.36 311.04 Length = 3.0 ft 2 0.053 0.403 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.38 142.22 2682.72 0.19 125.36 311.04 +1.20D+1.60L+0.505+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.645 0.403 0.80 1.000 1.00 1.15 1.00 1.00 i.OD 4.56 1,730.54 2682.72 1.41 125.36 311.04 Length = 3.0 It 2 0.053 0.403 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.38 142.22 2682.72 0.19 125.36 311.04 Wood Beam DESCRIPTIO existing floor joist at Load Combination Max Stress Ratios_ Moment Values Values Se ment Length Span # g M V C ClCr %, FN i r m C C- t L Mu fb Fb _ _Shear Vu -_- fv Fv +j,ZOD+1.60Lr+L+1.SOH 1.000 1.00 1.15 1.00 1.0-0-1.00-��� .. _T.._.-_ --- 0.00 0.00 -- 0.00 0100 Length = 20.0 It 1 0.547 0.332 0.80 1.000 1.00 1.15 1.00 1.00 1.00 3.87 1,468.49 2682.72 1.16 103.40 311.04 Length = 3.0 It 2 0.037 0.332 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.26 99.56 2682.72 0.13 103.40 311.04 +1,20D+1.60Lr+0.50W+1.60h 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.385 0.215 0.80 1.000 1.00 1.15 1.00 1.00 1.00 2.72 1,031.78 2682.72 0,75 66.80 311.04 Length = 3.0 It 2 0.011 0.215 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.08 28.44 2682.72 0.04 66.80 311.04 +1.20D+L+1.60S+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.547 0.332 0.80 1.000 1.00 1.15 1.00 1.00 1.00 3.87 1,468.49 2682.72 1.16 103.40 311.04 Length = 3.0 It 2 0.037 0.332 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.26 99.56 2682.72 0.13 103.40 311.04 +1.20D+1.60S+0.50W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.385 0.215 0.80 1.000 1,00 1.15 1.00 1.00 1.00 2.72 1,031.78 2682.72 0.75 66.80 311.04 Length = 3.0 ft 2 0.011 0.215 0.80 1.000 1.00 1.15 1.00 1.00 1.00 0.08 28.44 2682.72 0.04 66.80 311.04 +120D+0.50Lr+L+W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.438 0.266 1.00 1.000 1.00 1.15 1.00 1.00 1.00 3.87 1,468.49 3353.40 1.16 103.40 388.80 Length = 3.0 It 2 0.030 0.266 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.26 99.56 3353.40 0.13 103.40 388.80 +1.20D+L+0.50S+W+1.60H - 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.438 0.266 1.00 1.000 1.00 1.15 1.00 1.00 1.00 3.87 1,468.49 3353.40 1.16 103.40 388.80 Length = 3.0 It 2 0.030 0.266 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.26 99.56 3353.40 0.13 103.40 388.80 +0.900+W+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.231 0.129 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.04 773.84 3353.40 0.56 50.10 388.80 Length = 3.0 It 2 0.006 0.129 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.06 21.33 3353.40 0.03 50.10 388.80 +1,200+L+0.205+E+1.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20,0 ft 1 0.438 0.266 1.00 1.000 1.00 1.15 1.00 1.00 1.00 3.87 1,468.49 3353.40 1.16 103.40 388.80 Length = 3.0 ft 2 0.030 0.266 1.00 1.000 1.00 1.15 1.0D 1.00 1.00 0.26 99.56 3353.40 0.13 103.40 388.80 +0.90D+E+0.90H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.231 0.129 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.04 773.84 3353.40 0.56 50.10 388.80 Length = 3.0 ft 2 0.006 0.129 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.06 21.33 3353.40 0.03 50.10 388.80 Overall Maximum Deflections load Combination an Max. '-" Dell Location in Span Load Combination Max. "+" Deb Location in Span +D+L+H-- ...._......_ _......._._... 1 ...__.._.1.0141-�__--_ 10.279 _.._,...___..,._....._.___�.�. 0.0000 0.000 -- 2 0.0000 10.279 +D+L+H -0.5040 3.000 Vertical Reactions Support notation : Far left is k Values In KIPS Load Combmahon _.___... Support1 Support 2 ____.....-_._-_ Support 3 ----___.-. Overall MINImum 0.215 0.615 +D+H 0.426 0.694 +D+L+H 0.641 1.310 +D+Lr+H 0,426 0.694 +D+S+H 0,426 0.694 +0+0.750Lr+0.750L+H 0.587 1.156 +D+0.750L+0.750S+H 0.587 1.156 +D+0.60W+H 0.426 0.694 +D+0.750Lr+0.750L+0.450W+H 0.587 1.156 +D+0.750L+0.750S+0.450W+H 0.587 1.156 +0.60D+0.60W+0.60H 0.256 0.416 +D+0.70E+0.60H 0,426 0.694 +D+0.750L+0.750S+0.5250E+H 0.587 1.156 +0.60D+0.70E+H 0.256 0.416 D Only 0.426 0.694 L Only 0.215 0.615 H Only