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Crystal Duplex_Calculations_v1
Page 1 STRUCTURAL CALCULATIONS ADDRESS: NW Crystal Springs Rd., Yelm, WA 98597 Date: September 24, 2023 Page 2 Page 3 I. SEISMIC CHECK: Lateral analysis is based on 2018 “International Building Code” (IBC), Section 1613, ASCE 7-16 “Minimum Design Loads and Associated Criteria for Buildings and Other Structures”, and Special Design Provision for Wind and Seismic 2015 (AWC SDPWS-2015) Design Criteria: Occupancy Category II – Residential Importance Factor IE = 1.00 Site Class (assumed by default) D Seismic Design Category D Spectral Accelerations for short periods Ss = 1.292 Spectral Accelerations for a 1-second period S1 = 0.466 Site Coefficient (IBC tab 1613.3.3 (1)) Fa = 1.2* Site Coefficient (IBC tab 1613.3.3 (2)) Fv =1.834 * - Per ASCE 7-16, 11.4.4; Where Site Class D is selected as the default per section 11.4.3, the values of Fa shall not be less than 1.2 = ∙ SMS = 1.551 (IBC Eq. 16-37) = ∙ SM1 = 0.855 (IBC Eq. 16-38) Spectral Response Parameters: = ∙ SDS = 1.034 (IBC Eq. 16-39) = ∙ SD1 = 0.570 (IBC Eq. 16-40) Design Coefficients and Factors for Seismic Force-Resisting Systems (ASCE 7-16, Table 12.2-1) Light-Frame (wood) walls sheathed with wood structural panels: = 6.5; Ω = 3 = 4 Steel ordinary moment frames (allowed for light structure per ASCE 7-16, 12.2.5.6): = 3.5; Ω = 3 = 3 Earthquake Load Combinations – Allowable Stress Design (ASCE 12.4.2.2 & 2.4.5) Horizontal Seismic Load Effect, = (12.4-3) Vertical Seismic Load Effect, = 0.2 ! (12.4-4a) Redundancy Factor, = 1.3 (12.3.4.2) Combinations: (8) = 1.0D+0.7Ev+0.7Eh (9) = 1.0D+0.525Ev+0.525Eh+0.75L+0.75S (10) = 0.6D-0.7Ev+0.7Eh Page 4 Earthquake Load Combinations with overstrength factor– Allowable Stress Design (ASCE 12.4.2.3 & 2.4.5)) Required when the vertical irregularity exist. Not applicable for this project. (8) = 1.0D+0.7Ev+0.7Emh (9) = 1.0D+0.525Ev+0.525Emh+0.75L+0.75S (10) = 0.6D-0.7Ev+0.7Emh #= # + (12.4-5) #= # − (12.4-6) # = Ω (12.4-7) Seismic Base Shear (ASCE 7-16, 12.8) Dead Loads: DL=15 PSF (Framing Self-Weight) DL=13PSF (wood stud wall) Base Shear, & = ' (12.8-1) Seismic Response Coefficient, = () * +, (12.8-2) Effective Seismic Weight, W: A, ft^2 dl, psf height, ft L, ft w roof 2585 17 7.25 128 53.23 upper flr 2365 17 8.5 128 51.09 main fl 2345 17 0 128 0 = 0.16; Base Shear, Vmax = 16.59 kip. Vertical Distribution of Lateral Forces (ASCE 7-16, 12.8.3): Lateral Seismic Force, -= -& (12.8-11) Vertical Distribution Factor, -=./ /0 ∑./ /02 345 (12.8-12) Check approximate fundamental period: 6 = 7 ℎ9-, (12.8-7) Per table 12.8-2: Ct = 0.02; x=0.75; h=20’-3” Ta=0.28 < 0.5, => k=1 Page 5 Sds 1.034 Ie 1 R 6.5 Cs 0.16 V 16.59 Table 1 level h, ft wx hwx Cvx Fx Sum Fi Sum Wi Fpx* Min Max Fpx (kip) OTM (k*ft) Rf 20.25 53.23 1077.81 0.70 11.63 11.63 53.23 11.63 11.01 22.01 11.63 0 2 9 51.09 459.77 0.3 4.96 16.59 104.31 8.13 10.56 21.13 10.56 130.86 Total 104.31 1537.57 1 16.59 280.20 * Diaphragm Design Forces per ASCE 7-16 12.10.1.1 Building Redundancy = 1.3 II. WIND CHECK: Use Main Force Resisting System (MWFRS) Low-Rise enclosed building. Lateral analysis is based on 2015 “International Building Code” (IBC), ASCE 7-16 “Minimum Design Loads and Associated Criteria for Buildings and Other Structures”, and Special Design Provision for Wind and Seismic 2015 (AWC SDPWS-2015) Analysis performed per ASCE 7-16, chapter 28, Envelope Procedure for low-rise building Design Criteria: Vult 110 MPH (per ASCE 7-10 hazard tool) Exposure B Height h< 60ft (20’-3” mean height) Importance Factor Iw=1 Occupancy Category II Velocity Pressure, ;<= 0.00256=<=<7 = =>? (26.10-1) Directionality factor, Kd = 0.85 (Table 26.6-1) Ground elevation factor, Ke= 1 Topographic factor, Kzt= 1 Per table 26.10-1, =<= 2.01( A AB )D /F , for exposure C , zg= 900ft, a=9.5 Page 6 @ 24.25ft above grade: Kz=0.94, => qz=24.7 psf @11.5ft: Kz=0.85 (z=15ft) => qz=22.4 psf Table 2, Wind Load, envelope procedure, load Case A Wind direction Zone Wind Pressure, P in psf, Mean roof level height Wind Pressure, P in psf, Upper floor level height GCpf + GCpi - GCpi + GCpi - GCpi 1 0.53 8.3 16.9 7.8 15.9 2 -0.69 -20.7 -12.1 -19.5 -11.4 3 -0.48 -15.7 -7.1 -14.8 -6.7 4 -0.43 -14.5 -6.0 -13.7 -5.6 1E 0.8 14.8 23.3 13.9 21.9 2E -1.07 -29.8 -21.2 -28.0 -19.9 3E -0.69 -20.7 -12.1 -19.5 -11.4 4E -0.64 -19.5 -11.0 -18.4 -10.3 Table 3, Wind Load, envelope procedure, load Case B Wind direction Zone Wind Pressure, P in psf, Mean roof level height Load Case B, wind pressure in psf GCpf + GCpi - GCpi + GCpi - GCpi 1 -0.45 -15.0 -6.4 -14.1 -6.0 2 -0.69 -20.7 -12.1 -19.5 -11.4 3 -0.37 -13.1 -4.5 -12.3 -4.3 4 -0.45 -15.0 -6.4 -14.1 -6.0 5 0.4 5.2 13.8 4.9 13.0 6 -0.29 -11.2 -2.6 -10.5 -2.5 1E -0.48 -15.7 -7.1 -14.8 -6.7 2E -1.07 -29.8 -21.2 -28.0 -19.9 3E -0.53 -16.9 -8.3 -15.9 -7.8 4E -0.48 -15.7 -7.1 -14.8 -6.7 5E 0.61 10.2 18.8 9.6 17.7 6E -0.43 -14.5 -6.0 -13.7 -5.6 Page 7 Maximum positive pressure in zone 1E, P=23.3 PSF Maximum Negative pressure in zone 2E, P=29.8 PSF a= > 4.075 ft 1E=2a*h=8.15*20.25= 165.04 ft^2 F=3.85 kip Shear walls to be designed for Seismic Loads III. Lateral members design. L 1&3, ft 32 Upper , h 11.25 Pe 11.63 W2&4, ft 40 Side 1&3 0.29 Side 2&4 0.36 Pe, 1&3 5.82 4.07 Pe, 2&4 5.82 4.07 Side A: Roof to 2nd floor Walls L, ft Pe, kip OTM, K*FT WDL* 0.6 MR M Couple force, Kip Hold down No 16d Spacing 1A 8 4.07 45.80 0.07 2.30 43.50 5.44 MSTC66 33.00 2.00 PLF 509 SHEATHING 19/32 w 10d @4” O.C. Page 8 Walls L, ft Pe, kip OTM, K*FT WDL* 0.6 MR M Couple force, Kip Hold down No 16d Spacing 1B 16.00 2.10 23.64 0.15 19.20 4.44 0.28 MSTC40 17.00 11.00 2B 15.00 1.97 22.16 0.15 16.88 5.29 0.35 MSTC40 16.00 11.00 PLF 132 SHEATHING 7/16 w 8d @6” O.C. Walls L, ft Pe, kip OTM, K*FT WDL* 0.6 MR M Couple force, Kip Hold down No 16d Spacing 1C 9 4.07 45.80 0.24 9.72 36.08 4.01 MSTC40 33.00 3.00 PLF 452 SHEATHING 19/32 w 10d @4” O.C. Walls L, ft Pe, kip OTM, K*FT WDL* 0.6 MR M Couple force, Kip Hold down No 16d Spacing 1D 40.00 4.07 45.80 0.09 72.00 -26.20 -0.66 MSTC40 33.00 14.00 PLF 102 SHEATHING 7/16 w 8d @6” O.C. Upper floor to main floor L 1&3, ft 31 main , h 9 Pe 4.96 W2&4, ft 54 Side 1&3 0.09 Side 2&4 0.16 Pe, 1&3 2.48 1.72 Pe, 2&4 2.48 1.72 Walls L, ft Pe, kip OTM WDL*0.6 MR M Couple force, Kip Hold down 2A 7.75 2.73 24.60 0.07 2.16 22.44 2.90 HDQ8 Page 9 PLF 353 SHEATHING 19/32 w 10d @4” O.C. Side B: Walls L, ft Pe, kip OTM WDL*0.6 MR M Couple force, Kip Hold down 1B 16.00 0.90 31.71 0.15 19.20 12.51 0.78 STHD14 2B 15.00 0.84 29.72 0.15 16.88 12.85 0.86 STHD14 PLF 56 SHEATHING 7/16 w 8d @6” O.C. Side C: Walls L, ft Pe, kip OTM WDL*0.6 MR M Couple force, Kip Hold down 1C 5 0.38 18.39 0.09 1.13 17.27 3.45 HDQ8 2C 5 0.38 18.39 0.09 1.13 17.27 3.45 HDQ8 PLF 158 SHEATHING 7/16 w 8d @6” O.C. Side D Walls L, ft Pe, kip OTM WDL*0.6 MR M Couple force, Kip Hold down 1D 35.00 1.74 61.43 0.14 88.20 -26.77 -0.76 STHD14 PLF 50 SHEATHING 7/16 w 8d @6” O.C. Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.1.1 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.1050, L = 0.1310 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.773: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.500ft 36.77 psi= = 850.00psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.204 : 1 14.069ft= = 657.02psi Maximum Deflection 0 <360 742 Ratio =0 <240 Max Downward Transient Deflection 0.135 in 1337Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.242 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 15.0 ft 1 0.382 0.101 0.90 1.000 1.001.00 1.00 2.95 292.3 765.0 0.69 162.01.00 16.41.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 15.0 ft 1 0.773 0.204 1.00 1.000 1.001.00 1.00 6.64 657.0 850.0 1.55 180.01.00 36.81.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 15.0 ft 1 0.533 0.141 1.25 1.000 1.001.00 1.00 5.72 565.8 1,062.5 1.34 225.01.00 31.71.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 15.0 ft 1 0.129 0.034 1.60 1.000 1.001.00 1.00 1.77 175.4 1,360.0 0.41 288.01.00 9.81.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.1.1 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2424 7.555 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.770 1.770 Max Upward from Load Combinations 1.770 1.770 Max Upward from Load Cases 0.983 0.983 D Only 0.788 0.788 +D+L 1.770 1.770 +D+0.750L 1.524 1.524 +0.60D 0.473 0.473 L Only 0.983 0.983 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.1 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0270, L = 0.0340 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.162: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.875ft 11.83 psi= = 1,105.00psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.066 : 1 7.156ft= = 179.24psi Maximum Deflection 0 <360 3320 Ratio =0 <240 Max Downward Transient Deflection 0.016 in 5958Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.028 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 7.750 ft 1 0.080 0.032 0.90 1.300 1.001.00 1.00 0.20 79.3 994.5 0.09 162.01.00 5.21.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.750 ft 1 0.162 0.066 1.00 1.300 1.001.00 1.00 0.46 179.2 1,105.0 0.20 180.01.00 11.81.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.750 ft 1 0.112 0.045 1.25 1.300 1.001.00 1.00 0.39 154.3 1,381.3 0.17 225.01.00 10.21.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.750 ft 1 0.027 0.011 1.60 1.300 1.001.00 1.00 0.12 47.6 1,768.0 0.05 288.01.00 3.11.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.1 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0280 3.903 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.236 0.236 Max Upward from Load Combinations 0.236 0.236 Max Upward from Load Cases 0.132 0.132 D Only 0.105 0.105 +D+L 0.236 0.236 +D+0.750L 0.203 0.203 +0.60D 0.063 0.063 L Only 0.132 0.132 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.2.1 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0930, L = 0.1170 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.783: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.625ft 47.54 psi= = 1,020.00psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.264 : 1 10.511ft= = 798.76psi Maximum Deflection 0 <360 654 Ratio =0 <240 Max Downward Transient Deflection 0.115 in 1175Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.206 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 11.250 ft 1 0.385 0.130 0.90 1.200 1.001.00 1.00 1.47 353.7 918.0 0.45 162.01.00 21.11.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.250 ft 1 0.783 0.264 1.00 1.200 1.001.00 1.00 3.32 798.8 1,020.0 1.03 180.01.00 47.51.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.250 ft 1 0.539 0.182 1.25 1.200 1.001.00 1.00 2.86 687.5 1,275.0 0.88 225.01.00 40.91.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.250 ft 1 0.130 0.044 1.60 1.200 1.001.00 1.00 0.88 212.2 1,632.0 0.27 288.01.00 12.61.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.2.1 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2061 5.666 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.181 1.181 Max Upward from Load Combinations 1.181 1.181 Max Upward from Load Cases 0.658 0.658 D Only 0.523 0.523 +D+L 1.181 1.181 +D+0.750L 1.017 1.017 +0.60D 0.314 0.314 L Only 0.658 0.658 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.2 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0270, L = 0.0340 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.105: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.125ft 9.13 psi= = 1,105.00psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.051 : 1 5.657ft= = 116.57psi Maximum Deflection 0 <360 6331 Ratio =0 <240 Max Downward Transient Deflection 0.007 in 11359Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.012 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.250 ft 1 0.052 0.025 0.90 1.300 1.001.00 1.00 0.13 51.6 994.5 0.07 162.01.00 4.01.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.250 ft 1 0.105 0.051 1.00 1.300 1.001.00 1.00 0.30 116.6 1,105.0 0.15 180.01.00 9.11.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.250 ft 1 0.073 0.035 1.25 1.300 1.001.00 1.00 0.26 100.3 1,381.3 0.13 225.01.00 7.91.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.250 ft 1 0.018 0.008 1.60 1.300 1.001.00 1.00 0.08 31.0 1,768.0 0.04 288.01.00 2.41.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.2 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0118 3.148 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.191 0.191 Max Upward from Load Combinations 0.191 0.191 Max Upward from Load Cases 0.106 0.106 D Only 0.084 0.084 +D+L 0.191 0.191 +D+0.750L 0.164 0.164 +0.60D 0.051 0.051 L Only 0.106 0.106 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.3 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.1850, L = 0.370 , Tributary Width = 1.0 ft Uniform Load : D = 0.310, L = 0.40 k/ft, Extent = 0.0 -->> 0.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.310, L = 0.40 k/ft, Extent = 6.50 -->> 7.0 ft, Tributary Width = 1.0 ft Point Load : D = 0.950, L = 1.20 k @ 0.50 ft Point Load : D = 0.950, L = 1.20 k @ 6.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.793: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.500ft 54.55 psi= = 935.00psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.303 : 1 6.080ft= = 741.69psi Maximum Deflection 0 <360 1313 Ratio =0 <240 Max Downward Transient Deflection 0.041 in 2068Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.064 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 7.0 ft 1 0.318 0.112 0.90 1.100 1.001.00 1.00 1.65 267.7 841.5 0.48 162.01.00 18.21.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.0 ft 1 0.793 0.303 1.00 1.100 1.001.00 1.00 4.56 741.7 935.0 1.43 180.01.00 54.61.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.0 ft 1 0.533 0.202 1.25 1.100 1.001.00 1.00 3.83 623.2 1,168.8 1.19 225.01.00 45.51.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.3 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 7.0 ft 1 0.107 0.038 1.60 1.100 1.001.00 1.00 0.99 160.6 1,496.0 0.29 288.01.00 10.91.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0639 3.526 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 4.448 4.448 Max Upward from Load Combinations 4.448 4.448 Max Upward from Load Cases 2.695 2.695 D Only 1.753 1.753 +D+L 4.448 4.448 +D+0.750L 3.774 3.774 +0.60D 1.052 1.052 L Only 2.695 2.695 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.4 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.1220, L = 0.1740 , Tributary Width = 1.0 ft Uniform Load : D = 0.10, L = 0.140 k/ft, Extent = 0.0 -->> 3.670 ft, Tributary Width = 1.0 ft Point Load : D = 0.10, L = 0.110 k @ 3.670 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.405: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.956ft 41.45 psi= = 935.00psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.230 : 1 0.000ft= = 378.98psi Maximum Deflection 0 <360 3197 Ratio =0 <240 Max Downward Transient Deflection 0.013 in 5514Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.023 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.0 ft 1 0.189 0.107 0.90 1.100 1.001.00 1.00 0.98 159.3 841.5 0.46 162.01.00 17.31.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.405 0.230 1.00 1.100 1.001.00 1.00 2.33 379.0 935.0 1.09 180.01.00 41.41.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.277 0.157 1.25 1.100 1.001.00 1.00 1.99 324.0 1,168.8 0.93 225.01.00 35.41.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.064 0.036 1.60 1.100 1.001.00 1.00 0.59 95.6 1,496.0 0.27 288.01.00 10.41.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.4 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0225 2.978 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.581 1.286 Max Upward from Load Combinations 1.581 1.286 Max Upward from Load Cases 0.921 0.746 D Only 0.660 0.539 +D+L 1.581 1.286 +D+0.750L 1.351 1.099 +0.60D 0.396 0.324 L Only 0.921 0.746 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.5 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0270, L = 0.0540 , Tributary Width = 1.0 ft Uniform Load : D = 0.150, L = 0.040 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.200: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 21.77 psi= = 1,020.00psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.121 : 1 0.000ft= = 203.61psi Maximum Deflection 0 <360 5781 Ratio =0 <240 Max Downward Transient Deflection 0.004 in 16667Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.010 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 5.0 ft 1 0.145 0.088 0.90 1.200 1.001.00 1.00 0.55 133.0 918.0 0.31 162.01.00 14.21.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.200 0.121 1.00 1.200 1.001.00 1.00 0.85 203.6 1,020.0 0.47 180.01.00 21.81.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.146 0.088 1.25 1.200 1.001.00 1.00 0.77 186.0 1,275.0 0.43 225.01.00 19.91.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.049 0.030 1.60 1.200 1.001.00 1.00 0.33 79.8 1,632.0 0.18 288.01.00 8.51.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.5 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0104 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.678 0.678 Max Upward from Load Combinations 0.678 0.678 Max Upward from Load Cases 0.443 0.443 D Only 0.443 0.443 +D+L 0.678 0.678 +D+0.750L 0.619 0.619 +0.60D 0.266 0.266 L Only 0.235 0.235 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.6 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 3,100.0 3,100.0 3,000.0 750.0 2,000.0 1,100.0 285.0 2,100.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.30, L = 0.60 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.794: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.500ft 141.07 psi= = 3,100.00psi 5.250 X 11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 285.00 psi== Section used for this span 5.250 X 11.875 Maximum Shear Stress Ratio 0.495 : 1 14.015ft= = 2,461.73psi Maximum Deflection 0 <360 255 Ratio =0 <240 Max Downward Transient Deflection 0.469 in 383Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.704 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 15.0 ft 1 0.294 0.183 0.90 1.000 1.001.00 1.00 8.44 820.6 2,790.0 1.95 256.51.00 47.01.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 15.0 ft 1 0.794 0.495 1.00 1.000 1.001.00 1.00 25.31 2,461.7 3,100.0 5.86 285.01.00 141.11.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 15.0 ft 1 0.529 0.330 1.25 1.000 1.001.00 1.00 21.09 2,051.4 3,875.0 4.89 356.31.00 117.61.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 15.0 ft 1 0.099 0.062 1.60 1.000 1.001.00 1.00 5.06 492.3 4,960.0 1.17 456.01.00 28.21.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.6 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.7037 7.555 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 6.750 6.750 Max Upward from Load Combinations 6.750 6.750 Max Upward from Load Cases 4.500 4.500 D Only 2.250 2.250 +D+L 6.750 6.750 +D+0.750L 5.625 5.625 +0.60D 1.350 1.350 L Only 4.500 4.500 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.8 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.1060, L = 0.2130 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.472: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.125ft 38.79 psi= = 935.00psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.215 : 1 0.000ft= = 441.13psi Maximum Deflection 0 <360 1966 Ratio =0 <240 Max Downward Transient Deflection 0.034 in 2945Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.050 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 8.250 ft 1 0.174 0.080 0.90 1.100 1.001.00 1.00 0.90 146.6 841.5 0.34 162.01.00 12.91.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.250 ft 1 0.472 0.215 1.00 1.100 1.001.00 1.00 2.71 441.1 935.0 1.02 180.01.00 38.81.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.250 ft 1 0.314 0.144 1.25 1.100 1.001.00 1.00 2.26 367.5 1,168.8 0.85 225.01.00 32.31.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.250 ft 1 0.059 0.027 1.60 1.100 1.001.00 1.00 0.54 87.9 1,496.0 0.20 288.01.00 7.71.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.8 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0503 4.155 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.316 1.316 Max Upward from Load Combinations 1.316 1.316 Max Upward from Load Cases 0.879 0.879 D Only 0.437 0.437 +D+L 1.316 1.316 +D+0.750L 1.096 1.096 +0.60D 0.262 0.262 L Only 0.879 0.879 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.9 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 3,100.0 3,100.0 3,000.0 750.0 2,000.0 1,100.0 285.0 2,100.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0270, L = 0.0540 , Tributary Width = 1.0 ft Point Load : D = 0.440, L = 0.880 k @ 10.60 ft Point Load : D = 0.20, L = 1.0 k @ 17.750 ft Point Load : D = 0.20, L = 1.0 k @ 14.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.544: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 10.577ft 85.77 psi= = 3,100.00psi 3.50 X 11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 285.00 psi== Section used for this span 3.50 X 11.875 Maximum Shear Stress Ratio 0.301 : 1 17.015ft= = 1,686.90psi Maximum Deflection 0 <360 344 Ratio =0 <240 Max Downward Transient Deflection 0.444 in 487Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.626 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 18.0 ft 1 0.178 0.089 0.90 1.000 1.001.00 1.00 3.41 498.0 2,790.0 0.63 256.51.00 22.91.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 18.0 ft 1 0.544 0.301 1.00 1.000 1.001.00 1.00 11.56 1,686.9 3,100.0 2.38 285.01.00 85.81.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 18.0 ft 1 0.359 0.197 1.25 1.000 1.001.00 1.00 9.53 1,389.7 3,875.0 1.94 356.31.00 70.01.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 18.0 ft 1 0.060 0.030 1.60 1.000 1.001.00 1.00 2.05 298.8 4,960.0 0.38 456.01.00 13.71.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.9 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.6262 9.526 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.522 3.656 Max Upward from Load Combinations 1.522 3.656 Max Upward from Load Cases 1.056 2.796 D Only 0.466 0.860 +D+L 1.522 3.656 +D+0.750L 1.258 2.957 +0.60D 0.279 0.516 L Only 1.056 2.796 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.11 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0270, L = 0.0540 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.497: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.625ft 34.00 psi= = 977.50psi 2x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 2x12 Maximum Shear Stress Ratio 0.189 : 1 10.347ft= = 486.00psi Maximum Deflection 0 <360 1309 Ratio =0 <240 Max Downward Transient Deflection 0.069 in 1963Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.103 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 11.250 ft 1 0.184 0.070 0.90 1.000 1.151.00 1.00 0.43 162.0 879.8 0.13 162.01.00 11.31.00 1.00+D+L 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.250 ft 1 0.497 0.189 1.00 1.000 1.151.00 1.00 1.28 486.0 977.5 0.38 180.01.00 34.01.00 1.00+D+0.750L 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.250 ft 1 0.331 0.126 1.25 1.000 1.151.00 1.00 1.07 405.0 1,221.9 0.32 225.01.00 28.31.00 1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.250 ft 1 0.062 0.024 1.60 1.000 1.151.00 1.00 0.26 97.2 1,564.0 0.08 288.01.00 6.81.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B2.11 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1031 5.666 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.456 0.456 Max Upward from Load Combinations 0.456 0.456 Max Upward from Load Cases 0.304 0.304 D Only 0.152 0.152 +D+L 0.456 0.456 +D+0.750L 0.380 0.380 +0.60D 0.091 0.091 L Only 0.304 0.304 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B3.1 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.320, L = 0.630 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.743: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 75.29 psi= = 935.00psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.418 : 1 0.000ft= = 694.86psi Maximum Deflection 0 <360 1716 Ratio =0 <240 Max Downward Transient Deflection 0.028 in 2589Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.042 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.0 ft 1 0.278 0.157 0.90 1.100 1.001.00 1.00 1.44 234.1 841.5 0.67 162.01.00 25.41.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.743 0.418 1.00 1.100 1.001.00 1.00 4.28 694.9 935.0 1.98 180.01.00 75.31.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.496 0.279 1.25 1.100 1.001.00 1.00 3.57 579.7 1,168.8 1.65 225.01.00 62.81.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.094 0.053 1.60 1.100 1.001.00 1.00 0.86 140.4 1,496.0 0.40 288.01.00 15.21.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B3.1 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0419 3.022 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.850 2.850 Max Upward from Load Combinations 2.850 2.850 Max Upward from Load Cases 1.890 1.890 D Only 0.960 0.960 +D+L 2.850 2.850 +D+0.750L 2.378 2.378 +0.60D 0.576 0.576 L Only 1.890 1.890 Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B3.2 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch (North) No. 1/No. 2 850.0 850.0 1,400.0 625.0 1,600.0 580.0 180.0 500.0 30.590 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 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.030, L = 0.040 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.112: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 9.97 psi= = 1,105.00psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.055 : 1 0.000ft= = 123.28psi Maximum Deflection 0 <360 6236 Ratio =0 <240 Max Downward Transient Deflection 0.007 in 10913Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.012 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.0 ft 1 0.053 0.026 0.90 1.300 1.001.00 1.00 0.14 52.8 994.5 0.07 162.01.00 4.31.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.112 0.055 1.00 1.300 1.001.00 1.00 0.32 123.3 1,105.0 0.17 180.01.00 10.01.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.077 0.038 1.25 1.300 1.001.00 1.00 0.27 105.7 1,381.3 0.14 225.01.00 8.51.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.018 0.009 1.60 1.300 1.001.00 1.00 0.08 31.7 1,768.0 0.04 288.01.00 2.61.00 . Wood Beam LIC# : KW-06018795, Build:20.23.2.14 Urban Design Group (c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM B3.2 Project File: Crystal_Roof Design.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0115 3.022 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.210 0.210 Max Upward from Load Combinations 0.210 0.210 Max Upward from Load Cases 0.120 0.120 D Only 0.090 0.090 +D+L 0.210 0.210 +D+0.750L 0.180 0.180 +0.60D 0.054 0.054 L Only 0.120 0.120 BE A M 3 . 1 BE A M 3 . 1 BEAM 3.2 BEAM 3.2 BEAM 3.2 BEAM 3.2 BEAM 3.2 BEAM 3.2 BEAM 3.2 BEAM 3.2BEAM 3.2 BEAM 3.2 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 BEAM B2.1 BEAM B2.1.1 BEAM B2.2 BEAM B2.2.1 BEAM B2.3 BEAM B2.4 BEAM B2.5 BEAM B2.6 BEAM B2.8 BEAM B2.9 BEAM B2.10 BEAM B2.11 BEAM B2.4 BEAM B2.4