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REVIEWED BLD2021-0520 APVD WWTP Remodel - Supplemental Calculations
RESUB BLD2021-0520 Ameresco — City of Edmonds WWTP Carbon Recovery Supplemental Structural Calculations lihCAO' �t a. ULTA N 1 S July 2021 Sep 02 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ❑ BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ❑ ENERGY ❑ ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE,ORLOCAL REGULATIONS. BY: �+�1� ' DATE: 10/8/2021 WEST COAS CODE CONSULTANTS, INC. 230�wk'�c�,�� 6-�I � !i Z3 Kenneth E. Dahl, S.E. BHC Consultants, LLC 712012021 i TC Hazards by Location Search Information Supplementalta�crU Mon for Question S4 Response. Coordinates: 47.808,-122.382 Elevation: 12 ft Ti mestam p: 2021-07-20T 17:06:51.824Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: III Site Class: C MCER Horizontal Response Spectrum Sa(g) 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s Basic Parameters 00, Marysville 6 �. Brett 12ft o I cr Redmond Seattle ° - o Renton _ 0 Map data ©2021 Google Design Horizontal Response Spectrum Sa(g) 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Name Value Description SS 1.285 MCER ground motion (period=0.2s) S1 0.452 MCER ground motion (period=1.0s) SMS 1.542 Site -modified spectral acceleration value SM1 0.678 Site -modified spectral acceleration value SDg 1.028 Numeric seismic design value at 0.2s SA SD1 0.452 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.0s CRS 0.911 Coefficient of risk (0.2s) NOTE, SITE CLASS C AND SITE CLASS D HAVE IDENTICAL Sds VALUES. https://hazards.atcouncil.org/#/seismic?lat=47.808&ing=-122.382&address= REVISED 4/210 1/2 7/20/2021 ATC Hazards by Location CR1 0.896 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.285 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.411 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.081 Factored deterministic acceleration value (0.2s) S1RT 0.452 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.505 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.838 Factored deterministic acceleration value (1.0s) PGAd 0.735 Factored deterministic acceleration value (PGA) 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. REVISED 5/210 https://hazards.atcouncil.org/#/seismic?lat=47.808&ing=-122.382&address= 2/10/2021 ATC Hazards by Location L%TC Hazards by Location Search Information geles Sequim Marysville Coordinates: 47.808,-122.382 0 1A'L.:.,"M •erect 12 ft ° Elevation: 12 ft v If Timestamp: 2021 02 10T22:56:10.726Z ss�-tt Hazard Type: Seismic Redmond Seattle ° Reference ASCE7-16 O Document: Go gleam Map data ©2021 Google Risk Category: III Site Class: D-default Basic Parameters Name Value Description SS 1.285 MCER ground motion (period=0.2s) S1 0.452 MCER ground motion (period=1.0s) SMS 1.542 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.028 Numeric seismic design value at 0.2s SA SD1 * 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 1.0s CRS 0.911 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration TL 6 Long -period transition period (s) ORIGINAL 4/210 https://hazards.atcouncil.org/#/seismic?lat=47.808&ing= /210 122.382&address= 1/2 2/10/2021 ATC Hazards by Location SsRT 1.285 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.411 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.081 Factored deterministic acceleration value (0.2s) S1 FIT 0.452 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.505 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.838 Factored deterministic acceleration value (1.0s) PGAd 0.735 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.atcouncil.org/#/seismic?lat=47.808&ing= 122.382&address= ORIGINAL 5/210 i210 2/2 Project Date bhc - Subject Sheet of CONSULTANTS Computed by Job Number Checked by Task Number 4 Z -TI r to v.4 p. — - •�� tip, ,�:. c.,�i��� ,�; l+c.�r k� TM Supplemental Calculation Project Title: Engineer: for Questions S14 and Project ID: S 15 Response. Project Descr: Com osi Flit. wIIu�_r1 JJII Iy_ vul II_rlal[III Iy.mv p Software copyright ENERCAL NC. 1983-2020, Build:12.20.8.17 DESCRIPTION: A5 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by a/hed- Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000 wAM Composite Beam Section Data s UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc Stud Diameter 3/4" in Effective Width 0.50 ft Concrete DensityQn : Stud Capacity 11.0k Metal Deck ... Vulcraft, 3 VLI Rib HeightTop Width 7.250 in Ribs: Perpendicular Rib SpacingBtm Width 4.750 in L - 18x35 18-G4D ft Applied Loads ervice o t d s� l f f r I tions. Beam self weight calculated and added to loads see revised beam calculation Load for Span Number 1 Uniform Load : D = 0.30, L = 0.370 k/ft, Tributary th = 1.0 ft, Post Composite Only for length matching plan Uniform Load : D = 0.30 k/ft, Tributary Width = 1 Non -Composite Only DESIGN SUMMARY DCR < 1.05, DESIGN OK MAX Bending Ratio = 1.061 MAX Shear Ratio = 0.058 : 1 DEFLECTIONS Steel section W18x3 Vu : Applied 9.264 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.103 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 100 % Load Combination Defl Ratio 2180 Mu: Applied 43.171 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 293.121 k-ft Location of maximum 9.320 ft Transient Composite Max Downward 0.053 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 4216 Pre -Composite L Only Mu: Applied 20.369 k-ft Mn * Phi : All able 19.20 k-ft NonComposite Max Downward 0.062 in Max Upward 0.000 in Defl Ratio 3597 PreCompDL+PreCompLL Shear tud Requirements From Support 1 to 9.32 ft use 5 studs. From 9.32 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary e m Span # M V Mu -Applied MnTr' Phi ORIGINAL Pre Composite : D + Const L 9 IN Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam Software KW-06010113 DESCRIPTION: A5 Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr' Phi Span L = 18.64 ft 1 1.061 0.027 Final Composite: +1.40D Span L = 18.64 ft 1 0.069 0.027 Final Composite : +1.20D+1.60L Span L = 18.64 ft 1 0.147 0.058 Final Composite: +1.20D+L Span L = 18.64 ft 1 0.114 0.045 Final Composite: +1.20D Span L = 18.64 ft 1 0.060 0.024 Final Composite: +0.90D Span L = 18.64 ft 1 0.045 0.018 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Precomposite Downward Precomposite Upward NonComposite Removed Downward NonComposite Removed Upward Final Composite: D Only Downward Final Composite: D Only Upward Final Composite: +D+L Downward Final Composite: +D+L Upward Final Composite: +D+0.750L Downward Final Composite: +D+0.750L Upward Final Composite: +0.60D Downward Final Composite: +0.60D Upward Final Composite: L Only Downward Final Composite: L Only Upward Maximum Vertical Reactions - Unfactored Load Combination Overall MAXimum Precomposite Loads NonComposite Removed Final Composite : D Only Final Composite: +D+L Final Composite : +D+0.750L Final Composite: +0.60D Final Composite : L Only Steel Section PrODertif uepm = Web Thick = Flange Width = Flange Thick = Area = Weight = Composite Section P Span Number Plastic N. A. Locati in e PNA in Web PNA PNA in We PNA in W PNA in b PNA' eb PN Web P in Web A in Web NA in Web PNA in Web PNA in Web PNA in Web PNA in Web PNA in Web PNA in Web Support 6.571 3.122 0.326 3.122 6.571 5.709 1.873 3.448 W18x 17.70 0. in 0 in .425 in 10.300 inA2 35.000 plf Analysis Type Location in Span (ft) 9.444 0.000 9.444 0.000 9.444 0.000 9.444 0.000 9.444 0.000 9.444 0.000 9.444 0.000 Support 2 6.571 3.12211 5.709 1.873 3.448 FINAL Build:12.20.8.17 Shear Summary Va Vn' Phi 20.37 4.37 159.30 20.37 4.37 159.30 43.17 9.26 159.30 33.53 /.12 7.20 159.30 17.46 3.75 159.30 13.09 2.81 159.30 TIONS (in) Added Post Ixx - Used site NonComposite Removed Composite in"4 0.000 0.000 OF 0.0622 0.000 0.04 0.0622 0. 0 6 0.0622 .000 .083 0.0622 0.000 0.026 0.0373 0.000 0.053 0.000 Support notation : Far left is #1 510.00 510.00 -0.056 0.00 0.00 -0.056 0.006 660.22 660.22 -0.056 0.006 660.22 660.22 -0.056 0.006 660.22 660.22 -0.033 0.004 660.22 660.22 660.22 660.22 Ixx = 510.00 inA4 Iyy = 15.300 in^4 S xx = 57.60 in^3 S yy = 5.120 in^3 R xx = 7.040 in R yy = 1.220 in Zx = 5.120 in^3 Zy = 8.060 in"3 J = 0.506 inA4 % Shear Plastic N.A. Connection from Bottom 95.0 10.062 90.0 9.985 85.0 9.909 80.0 9.832 75.0 9.756 70.0 9.679 65.0 9.603 60.0 9.526 55.0 9.450 50.0 9.373 45.0 9.297 40.0 9.220 35.0 9.144 30.0 9.067 25.0 8.991 Sum Qn Shear (k) # Studs per 1/2 Span Mn - Capacity k-ft I -Steel Moment of Inertia I -Trans I-Lwr Bound 43.605 4 323.16 510.0 804.8 654.9 41.310 4 320.62 510.0 804.8 649.4 39.015 4 318.06 510.0 804.8 643.7 36.720 4 315.49 510.0 804.8 637.7 34.425 4 312.90 510.0 804.8 631.6 32.130 3 310.30 510.0 804.8 625.2 29.835 3 307.69 510.0 804.8 618.6 27.540 3 305.05 510.0 804.8 611.7 25.245 3 302.41 510.0 804.8 604.7 22.950 3 299.75 510.0 804.8 597.4 20.655 2 297.07 510.0 804.8 589.8 18.360 2 2 582.0 16.065 2 91. 51�1;$ 13.770 2 RIG 1 OL goal 0 565.E 11.475 2 86. 3 0.0 80.8 557.096/210 Composite Steel Beam KW-06010113 DESCRIPTION: A5 Composite Section Properties Span Number Analysis Plastic N. A. Location Type 44 33 22 11 Project Title: Engineer: Project ID: Project Descr: Software % Shear Plastic N.A. Sum Qn # Studs per Mn - Cal: Connection from Bottom Shear (k) 1/2 Span k-ft MEMBER --- > 1.74 3.60 5.47 ■ P-e Campa3 Le:D+C-1.L ■ F;gal Campa3;Le:+1.4DD ■ F; gal Campa3;Le:+D.9DD 9 S MEMBER---> +o a� L li 1 -5 -9 1 1 1 1.74 3.60 ■P, Co m P-; Le:D+Coy LL ■F;teal C. P-;Le:+i ■ F; gal C. pos;Le:+6.96D MEMBER --- >> -0.03 -0.05 a� -0.08 Build:12.20.8.17 Moment of Inertia I -Steel I -Trans I-Lwr Bound 7.33 9,20 11,06 12,92 14,79 16,65 18,52 Distance (fk) ■ F;� lCampa3;Le:+ DD+1.6DL ■ Feel Campa3;Le:+1.2DD+L ■ F;-al Campa3;Le:+1.2DD 7.33 9.20 11.06 12.92 14.79 16.65 18.52 Distance (ft) ■ F;-1 Co Pp ;Le +1.2611+1.66L ■ F;-1 Ca P-4e:+1.26D+L ■ F;-al Co Pp ;Le:+1.26D -0.10 1.74 3.60 5.47 7.33 9.20 11.06 12.92 14.79 16.65 18.52 Distance (ft) Pampa3;Le ■ NanCampa ;1.7 Rema-13 ■ Feel Campa3;Le: DOnly ■ F;nal Campa3;Le: +D+L F;nal Campa3;Le: +D+D.75DL F; gal Camp-ml./+D.D7 F;nal Campa3;Le: LOly ORIGINAL 97/210 97/210 Project Title: Engineer: Project ID: Project Descr: Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build: 0.i DESCRIPTION: A5 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design "'°" Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi rr+wis Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 4.0 ksi Stud Diameter 3/4" in Effective Width 1.330 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in W18x35 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.30, L = 0.370 k/ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.30 k/ft, Tributary Width = 1.0 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.989 : 1 MAX Shear Ratio = 0.056 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 8.946 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.088 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 2448 Mu: Applied 40.257 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 287.879 k-ft Location of maximum 9.0 ft Transient Composite Max Downward 0.046 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 4737 Pre -Composite L Only Mu: Applied 18.995 k-ft Mn * Phi: Allowable 19.20 k-ft NonComposite Max Downward 0.054 in Max Upward 0.000 in Defl Ratio 3994 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 9.00 ft use 4 studs. From 9.00 ft to Support 2 use 4 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary r� iR t�mA�'in � � Span # M V Mu -Applied MnTr' Phi R Pre Composite : D + Const L Project Title: Engineer: Project ID: Project Descr: Com osite Steel Beam rue. Quuuo_riuu000uiy_nuuni_riauwiy.w, ' p Software cor)vright ENERCALC, INC. 1983-2020, Build: 12.20.8.17 DESCRIPTION: A5 Load Comb & Design Length Span # Max Stress Ratios M V Bending Summary Mu -Applied MnTr' Phi Shear Summary Va Vn' Phi Span L = 18 ft 1 0.989 0.026 18.99 19.20 4.22 159.30 Final Composite: +1.40D Span L = 18 ft 1 0.066 0.026 18.99 287.88 4.22 159.30 Final Composite : +1.20D+1.60L Span L = 18 ft 1 0.140 0.056 40.26 287.88 8.95 159.30 Final Composite: +1.20D+L Span L = 18 ft 1 0.109 0.044 31.27 287.88 6.95 159.30 Final Composite: +1.20D Span L = 18 ft 1 0.057 0.023 16.28 287.88 3.62 159.30 Final Composite: +0.90D Span L = 18 ft 1 0.042 0.017 12.21 287.88 2.71 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite in"4 Precomposite Downward 9.120 0.000 0.0541 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 9.120 0.000 0.0541 -0.048 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 9.120 0.037 0.0541 -0.048 0.006 668.06 Final Composite: D Only Upward 0.000 0.000 668.06 Final Composite: +D+L Downward 9.120 0.083 0.0541 -0.048 0.006 668.06 Final Composite: +D+L Upward 0.000 0.000 668.06 Final Composite: +D+0.750L Downward 9.120 0.071 0.0541 -0.048 0.006 668.06 Final Composite: +D+0.750L Upward 0.000 0.000 668.06 Final Composite: +0.60D Downward 9.120 0.022 0.0324 -0.029 0.003 668.06 Final Composite: +0.60D Upward 0.000 0.000 668.06 Final Composite: L Only Downward 9.120 0.046 668.06 Final Composite: L Only Upward 0.000 0.000 668.06 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 3.015 3.015 NonComposite Removed 0.315 0.315 Final Composite: D Only 3.015 3.015 Final Composite : +D+L 6.345 6.345 Final Composite : +D+0.750L 5.513 5.513 Final Composite: +0.60D 1.809 1.809 Final Composite: L Only 3.330 3.330 Steel Section Properties : W18x35 Depth = 17.700 in I xx = 510.00 inA4 I yy = 15.300 in^4 Web Thick = 0.300 in S xx = 57.60 in^3 S yy = 5.120 in^3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 5.120 in^3 Zy = 8.060 in"3 Area = 10.300 in^2 J = 0.506 in^4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PINA in Web 100.0 14.035 162.792 15 434.82 510.0 1,191.4 PNA in Web 95.0 13.763 154.652 15 428.44 510.0 1,191.4 938.7 PNA in Web 90.0 13.492 146.513 14 421.89 510.0 1,191.4 925.8 PNA in Web 85.0 13.221 138.373 13 415.14 510.0 1,191.4 912.0 PNA in Web 80.0 12.949 130.234 12 408.21 510.0 1,191.4 897.4 PNA in Web 75.0 12.678 122.094 12 401.10 510.0 1,191.4 881.8 PNA in Web 70.0 12.407 113.954 11 393.81 510.0 1,191.4 865.4 PNA in Web 65.0 12.135 105.815 10 386.33 510.0 1,191.4 848.0 PNA in Web 60.0 11.864 97.675 9 378.66 510.0 1,191.4 829.6 PNA in Web 55.0 11.593 89.536 9 370.82 510.0 1,191.4 810.1 PNA in Web 50.0 11.322 81.396 8 362.78 510.0 1,191.4 789.5 PNA in Web 45.0 11.050 73.256 7 354.57 510.0 1,191.4 767.7 PNA in Web 40.0 10.779 65.117 6 346.17 PNA in Web 35.0 10.508 56.977 6 337.59 4 PNA in Web 30.0 10.236 48.838 5 328.82 S4 96/2PNA Eii in Web 25.0 9.965 40.698 4 319.87 1 191. 66 1 Composite Steel Beam KW-06010113 DESCRIPTION: A5 Composite Section Properties Span Number Analysis Plastic N. A. Location Type MEMBER --- >> Project Title: Engineer: Project ID: Project Descr: Software % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Connection from Bottom Shear (k) 1/2 Span k-ft INC. 1983-2020, Build:12.20.8.17 Moment of Inertia I -Steel I -Trans I-Lwr Bound 1.68 3.48 5.28 7.08 8.88 10.68 12.48 14.28 16.08 17.88 Distance (ft) ■ P-e Ca m pa.; Le: D+Ca-LL ■ Fi-al Campa3;Le:+1.4DD ■ F; -al Ca m Paz; Le:+1.2DD+1.6DL ■ F; -al Ca m Paz; Le:+1.2DD+L ■ F;�al Campa3;Le:+1.2DD ■ F; .al Campa3;Le:+D.9DD 9 S MEMBER---> +o a� L li 1 -5 -9 1 1 1 1 1 1 1 1 1 1 -v 1.68 3.48 5.28 7.08 8.88 10.68 12.48 14.28 16.08 17.88 Distance (ft) ■ P-e Co m Paz Le:D+Coy L L ■ F;gal Ca P-4e:+1.d6D ■ F;�al Campas;Le:+1.26D+1.66L ■ Feel Ca P-4e:+1.26D+L ■ F;-al Campas;Le +1.26D ■ F;al Co m Paz . Le:+6.96D MEMBER --- >> -0.022 -0.045 a� -0.067 -0.090 1.68 3.48 5.28 7.08 8.88 10.68 12.48 14.28 16.08 17.88 Distance (ft) P-eaamp-4c ■ Na-CaMP-4e Rema-13 ■ F;aal Campa3;Le: ROaly ■ Finaal Campa.4L : +D+L ■ F;-al Campa3;Le: +D+D.75DL F; gal Campa3;Le: +D.6DD F ;gal Campa3;Le: LOIy REVISED 97/210 BEAM A5, ALONG GRID A, SPANS FROM GRID 1 TO 2 LESS 1'-0" PER WESTWARD OFFSET I I OF COL ALONG GRID A. REVISED 97.1/210 bhc CONSULTANTS Project Date Subject Sheet of Job Number Computed by Checked by Task Number SUPPLEMENTAL CALCULAITON FOR QUESTION S16 RESPONSE •- bhcconsultants.com E-71►��1�-z��►■ Anchor DesignerT"' Software Version 2.8.7094.4 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB Diameter (inch): 0.750 Effective Embedment depth, hef (inch) Anchor category: - Anchor ductility: Yes hmin (inch): 7.25 Cmin (inch): 1.63 Smin (inch): 3.00 F, Company: Date: /2021 Engineer: Page: Af /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inc . 12.00 State: Uncracked Compressive strength, c (psi): 4500 4jo,v: 1.0 Reinforcement con ion: B tension, B shear Supplemental rei rcement: No 5.000 Reinforcement vided at corners: No Ignore concre reakout in tension: No Ignore concr a breakout in shear: No Ignore 6d quirement: Yes Build-up out pad: No !h x Width x Thickness (inch): 14.20 x 12.12 x 1.00 stress: 36000 psi le type/size: W12X50 Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/4 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fa25LE473B7 st co ORIGINAL 190/210 190/210 E-71►��1�-z��►■ Anchor DesignerT"' Software Version 2.8.7094.4 FA Company: Date: /2021 Engineer: Page: t15 Project: Address: Phone: E-mail: Load and Geometry REVISED 7/20/21 Load factor source: ACI 318 Section 5.3 Load combination: not set SEE SUBSEQUENT SHEET Seismic design: No Anchors subjected to sustained tension: Not / Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]:-120000 Vuax [lb]: 0 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 60000 Muz [ft-lb]: 0 <Figure 1> Z 1200001 0 lb +THY 60000 ft-lb N FICTICOUS MOMENT ADDED TO ANALYSIS WITH SIMPSON SOFTWARE TO DETERMINE BASEPLATE CAPACITY (SOFTWARE DOES NOT CHECK BASEPLATE DESIGN IF ONE SIDE IS NOT IN TENSION) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 F ORIGINAL 191/210 191 /210 I Anchor Designer TM Software Version 2.8.7094.4 Company: Date: /2021 Engineer: Page: AE15 Project: it Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 .8 .3 . ron ie. m ORIGINAL 192/210 192/210 FA E-7 i ►� i �-�•� c ■ Anchor DesignerT"' Software Version 2.8.7094.4 Company: Date: /2021 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, ear load combined, Nua (lb) Vuax (lb) Way (lb) (Vuax)Z+(Vuay)2 (lb) 1 6524.9 0.0 0.0 Of0.0 2 6524.9 0.0 0.0 0.0 3 0.0 0.0 0.0 0.0 4 0.0 0.0 0.0 0.0 Sum 13049.8 0.0 0.0 0. 1 Maximum concrete compression strain (%o): 0.85 <Figure Maximum concrete compression stress (psi): 3691 Resultant tension force (lb): 13050 Resultant compression force (lb): 133050 -� Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Y 04 XT 03 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (Ib) 0 ON,, (lb) 19370 0.75 14528 Nb = kcA.a fcN,' S (Eq. 17.4.2.2a) kc 1a fc (psi) het (in) Nb (Ib) 24.0 1.00 4500 5.00 18000 ONcbg =0 (ANC IANco)Y%c,NY%d,N`Yc,N`Ycp,NNb (Sec. 17 .1 & Eq. 17.4.2.1b) Aft (in 2) ANco (in2) ca,min (in) Vea Ved,N WC,N V'cp,N Nb (Ib) 0 ^bg (Ib) 435.56 225.00 - 1. 1.000 1.25 1.000 18000 0.70 30489 SNP = OYo,^ = OYgpBAbrgfc (Sec. 17 .1, Eq. 17.4.3.1 & 17.4.3.4) Yo,P Abrg (in2) fc ( 0 ONpn (Ib) 1.4 3.53 4 0.70 124680 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fa ' �cws�erxicv�r ORIGINAL 193/210 193/210 I E-7 I ►�� I �-�•� c ■ Anchor DesignerT"' Software Version 2.8.7094.4 REVISED 7/20/21 SEE SUBSEQUENT SHEET 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Company: Date: /2021 Engineer: Page: /5 Project: Address: Phone: E-mail: Tension Factored Load, Nua (lb) Design Strength, oNn (lb)JF Ratio Status Steel 6525 14528 0.45 Pass (Governs) Concrete breakout 13050 30489 0.43 Pass Pullout 6525 124680 0.05 Pass PA136 (3/4" fd) with hef = 5.000 inch meets the selected design c riia. Base Plate Thickness Required base plate thicknes : 0.851 inch REVISED ANALYSIS (BY HAND, SUBSEQUENT SHEET) RESULTS IN A SIMILAR REQUIRED 12. Warnings BASEPLATE THICKNESS. - Calculated concrete compression stress exceeds e permissible bearing stress of diameter 0.85f'c per ACI 318 Section 22.8.3.2. - Minimum spacing and edge distance requirem t of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor is waived per designer option. - Designer must exercise own judgement t etermine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fa EH3 ORIGINAL 1 194/210 Project Subject bhc Computed by CONSULTANTS Checked by -74q ,`l Date Sheet of Job Number Task Number L I iA �— z O.Q3� Qtr 1 e • I W 1�N � 1y j 04 �► 4) cf`I a -� �,� Z Cp (•Gy `�,� x Cp,��r•��( (���>C t`k"L�1��� \ _ Ct iNA 1 ?u 2 �Cefc ►t nn L z �: 1? ` �• 4N z p.�(�W �ItJ�IN' ILckN,i y -r�kCti nA+ I� D -------- __ _ -- - - -_ - REVISED 189/210 e. F71 Dq- Project bhc Subject Computed by CONSULTANTS Checked by BEAM KEY PLAN -w— ORIGINAL AND UPDATED CALCULATION FRAMING KEY PLAN, ON THE SUBSEQUENT SHEET (REVISED 57), ARE INCLUDED TO PROVIDE A REFERENCE FOR UDPATED COLUMN AND BASEPLATE LOADS (REVISED 58). A REVISION TO THE ORIGINAL SUBMMITTED COLUMN LOADS INCLUDES A CHANGE TO PROPERLY DISPLAY DEAD LOADS, AND TO ACCOUNT FOR CHANGES TO FRAMING AROUND THE STAIR OPENING. Cam" 09 CIS t-7 ° F4 � Project bhc - Subject Computed omputed by Checked by BEAM KEY PLAN REVISIONS FOR CHANGES TO STAIR FRAMING 01 } C- C1 �14 AI 4L� (—Z I CS; t-7 ° a Date Sheet of Job Number Task Number C? 9 Ips, 51 Dq- -t- f-1 P7 Fit Pa F4 � Flo f 57/210 bhc CONSULTANTS Project Date Subject Sheet of Job Number Computed by Checked by Task Number TABULATED COLUMN REACTIONS Column DL L Rx (k) Total Rx (k) Col-1 1.04 1.04 1.88 Col-2 41.05 41.05 73.89 Col-3 10.87 10.87 19.57 Col-4 24.42 24.42 43.95 Col-5 65.12 65.12 117.22 Col-6 25.28 25.28 45.50 Col-7 21.04 21.04 37.87 Col-8 52.24 52.24 94.03 Col 9 34.33 34.33 61.79 Col_10 11.75 11.75 21.15 Col_11 22.52 22.52 40.53 Col_12 20.70 20.70 37.27 W 1 8.33 8.33 15.00 W2 3.34 3.34 6.01 Total �338.68 2 338.68 609.63 REACTIONS INACCURATE, AND HAVE BEEN UPATED ON THE SUBSEQUENT PAG E TO REFLECT TRUE DL VALUES •' 1 bhcconsultants.com bhc CONSULTANTS Project Date Subject Sheet of Job Number Computed by Checked by Task Number TABULATED COLUMN REACTIONS Column DL Col-1 3.41 4.27 7.68 Col-2 33.15 Col 3 8.70 10.87 19.57 Col-4 22.30 27.88 50.18 Col-5 52.74 65.92 118.66 Col-6 20.22 . 8 45.50 Col-7 16.83 21.04 37.87 Col-8 41.79 52.24 94.03 Col-9 27.46 34.33 61.79 Col_10 9.40 11.75 21.15 Col_11 18.01 Col_12 16.56 W1 6.67 W2 2.67 Total 277.24 346.55 623.80 UPDATED REACTIONS REVISED 58/210 bhcconsultants.com Composite Steel Beam DESCRIPTION: 2 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: SHEETS RELATED TO BEAM "2," INCLUDED ing.ec6 FOR REVISION TO STAIR FRAMING 2.20.8.17 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Comlaosite Beam Section Data Total Slab Thickness 6.0 in Effective Width 2.340 ft Metal Deck ... Vulcraft, 3 VLI Ribs: Perpendicular wmrs Beam is UNSHORED for Concrete Placement Concrete fc 4.0 Stud Diameter 3/4" in Concrete Density 145. cf Qn : Stud Capacity 11.0 k Rib Height in Top Width 7.250 in Rib Spacing 0 in Btm Width 4.750 in D(8. /$ML[3 p.1012DYa(q.$3 ) D(0.22 ❑ 4.22 L 0.27 —a W18x35 18.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.220, L = 0.270 k/ft, Extent = 0. >> 4.60 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.440, L = 0.550 k/ft, Extent = 0 -->> 18.750 ft, Tributary Width = 1.0 ft, Post Composite Onl} Point Load : D = 2.10, L = 2.630 k @ 6.40 ft, Po omposite Only Point Load : D = 8.130, L=10.160 k @ 4.60 ost Composite Only Point Load : D = 2.10, L = 2.630 k @ 6.40 ft ost Composite Only Uniform Load : D = 0.220 k/ft, Extent = 0.0 > 4.60 ft, Tributary Width = 1.0 ft, Non -Composite Only Uniform Load : D = 0.440 k/ft, Extent = 4 -- > 18.750 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 2.10 k @ 6.40 ft, Non omposite Only Point Load : D = 8.130 k @ 4.60 ft, -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.586 : 1 MAX Shear Ratio = 0.244 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 38.820 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.337 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 667 Mu: Applied 186.041 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 317.591 k-ft Location of m mum 6.375 ft Transient Composite Max Downward 0.187 in Load Combi tion Max Upward 0.000 in +1.20D+1.60L Defl Ratio 1200 Pre -Co osite L Only Mu : plied 69.048 k-ft Mn hi: Allowable 249.375 k-ft NonComposite Max Downward 0.198 in Max Upward 0.000 in 8 p �mnp O Rl �iTIV i°�LLo1r�LL 67/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam KW-06010113 DESCRIPTION: 2 Shear Stud Requirements From Support 1 to 6.38 ft use 7 studs. From 6.38 ft to Support 2 use 7 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Span # M V Mu -Applied MnTr' Phi Pre Composite : D + Const L Span L = 18.75 ft 1 0.277 0.095 Final Composite : +1.40D Span L = 18.75 ft 1 0.256 0.107 Final Composite : +1.20D+1.60L Span L = 18.75 ft 1 0.586 0.244 Final Composite : +1.20D+L Span L = 18.75 ft 1 0.448 0.187 Final Composite : +1.20D Span L = 18.75 ft 1 0.220 0.091 Final Composite : +0.90D Span L = 18.75 ft 1 0.165 0.069 Maximum Deflections for Load Combinations - Unfactored Loads Location Load Combination in Span (ft) Precomposite Downward 8.875 Precomposite Upward 0.000 NonComposite Removed Downward 18.750 NonComposite Removed Upward 18.750 Final Composite: D Only Downward 8.875 Final Composite: D Only Upward 0.000 Final Composite: +D+L Downward 8.875 Final Composite: +D+L Upward 0.000 Final Composite: +D+0.750L Downward 8.87 Final Composite: +D+0.750L Upward 0.0 Final Composite: +0.60D Downward 8 5 Final Composite: +0.60D Upward . 00 Final Composite: L Only Downward .875 Final Composite: L Only Upward 0.000 Maximum Vertical Reactions - Unfactored Load Combination Support 1 Overall MAXimum 27.297 Precomposite Loads 10.756 NonComposite Removed Final Composite: D Only Final Composite: +D+L Final Composite: +D+0.750LFinal /27 Composite: +0.60DFinal Composite: L Only Steel Section Properties Depth = Web Thick = Flange Width Flange Thick Area /!on WeightComposite S Span Number Plastic . A. Location PIA in Flange A in Flange PNA in Web PNA in Web PNA in Web PNA in Web PNA in Web PNA in Web PNA in Web 2 1b./15 6.712 7.429 16.715 14.394 4.457 9.286 Software Shear Summary Va Vn' Phi 69.05 249.38 15.06 159.30 81.39 317. 16.99 159.30 186.04 .59 38.82 159.30 142.44 317.59 29.73 159.30 69.77 317.59 14.57 159.30 52. 117.59 10.93 159.30 DEFLECTIONS (in) Added Post Ixx - Used Pre -Composite NonComposite Removed Composite inA4 00 0.1976 N00 00 0.0042 0.000 0.0042 0.150 0.1976 0.000 0.337 0.1976 0.000 0.290 0.1976 0.000 0.090 0.1186 0.000 0.187 0.000 Support notation : Far left is #1 510.00 510.00 -0.004 0.00 -0.004 0.00 -0.198 773.43 773.43 -0.198 773.43 773.43 -0.198 773.43 773.43 -0.119 773.43 773.43 773.43 773.43 17.700 in Ixx = 510.00 in^4 Iyy = 15.300 in"4 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 6.000 in R xx = 7.040 in R yy = 1.220 in 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 10.300 in"2 J = 0.506 in"4 35.000 plf Analysis Type % Shear Plastic N.A. Connection from Bottom 100.0 7. 95.0 17.295 90.0 17.271 85.0 16.723 80.0 16.246 75.0 15.769 70.0 15.291 65.0 14.814 60.0 14.337 55.0 13.859 Sum Qn Shear (k) # Studs per 1/2 Span Mn - Capacity k-ft I -Steel Moment of Inertia I -Trans I-Lwr Bound 286.416 7 517.09 5 272.095 25 509.77 510.0 1,448.3 1,151.7 257.774 24 502.43 510.0 1,448.3 1,136.2 243.454 23 488.05 510.0 1,448.3 1,119.3 229.133 21 479.92 510.0 1,448.3 1,100.9 214.812 20 471. 5.u). 0 44 1,081.1 200.491 19 5 10. 1, 8.3 1,059.7 5;: RIGI L 6 10 186.850 16 1,011.5 157.529 15 30. 0.0 44 3 984.668/210 Project Title: Engineer: Project ID: Project Descr: Com osite Steel Beam rue. wuua_n aauiy_nuuni_riauwiymw p Software copyright ENERCAL NC. 1983-2020, Build:12.20.8.17 InWMATEIN-11111 DESCRIPTION: 2 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Cap ac' Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web. PNA in Web 45.0 12.905 128.887 12 .05 510.0 1,448.3 924.3 PNA in Web 40.0 12.427 114.566 11 94.36 510.0 1,448.3 890.6 PNA in Web 35.0 11.950 100.246 10 381.10 510.0 1,448.3 854.4 PNA in Web 30.0 11.472 85.925 8 367.28 510.0 1,448.3 815.4 PNA in Web 25.0 10.995 71.604 7 352.88 510.0 1,448.3 773.4 Span 1 190 142 95 C d] E 0 47 g MEMBER --- > 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 D. nce (ft) ■ P-e Campa3;Le:D+Ca-LL ■ F;gal Campa3;Le:+1.4DD ■ F;-, pa3nLe:+1.2DD+1.6DL ■ Feel Campa3;Le:+1.2DD+L ■ F;-al Campa.4-+1.2DD F;al Camp-4 :+D.9DD 40 24 8 aOi MEMBER --- >> L li 1 -8 -24 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ Pie Co m pos; Le:D+Coy L L ■ F;-aICo s;Le +1.d6D ■ F��al Campas�Le:+1.26D+1.66L ■ Feel Campos;Le +1.26D+L ■ F;-al Compo ;Le +1.26D ■ F; gal Co mpos;Le:+6.96D MEMBER --- >> -0.09 C -0.17 4] 0 -0.26 -0.34 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ Pe/-P,--P--L e ■ Na-CamP-47 Rema-13 ■ Fuel Campa3;Le: DO-Iy ■ F;aal Campa3;Le: +D+L ■ F;-al Campa3;Le: +D+D.75DL ■ F;�3;Le: +�.6DD ■ F;-1 Cam pa3; Le: LO�Iy ORIGINAL 69/210 69/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam File: Sol ids_Processing_Room_Framing.ec6 ` p Software copyright ENERCALC, INC. 1983-2020, BuMI2.20.8.17 I i.i DESCRIPTION: 2 - Revised Framing CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design 2.340fi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi W, Bx35 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 4.0 ksi Stud Diameter 3/4" in Effective Width 2.340 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in D(1'DQ9)10(q)D WYED12-(063) D(0-44) D(O22) D(O.44) L(O.55) Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.450, L = 0.530 k/ft, Extent = 0.0 - > 5.0 ft, Tributary Width =1.0 ft, Post Composite Only Uniform Load : D = 0.440, L = 0.550 k/ft, Extent = 4.60 - > 18.750 ft, Tributary Width =1.0 ft, Post Composite Only Point Load : D = 2.10, L = 2.630 k @ 6.40 ft, Post Composite Only Point Load : D=11.090, L=10.940 k @ 4.60 ft, Post Composite Only Point Load : D = 2.10, L = 2.630 k @ 6.40 ft, Post Composite Only Uniform Load : D = 0.220 k/ft, Extent = 0.0 - > 4.60 ft, Tributary Width =1.0 ft, Non -Composite Only Uniform Load : D = 0.440 k/ft, Extent = 4.60 -->> 18.750 ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 2.10 k @ 6.40 ft, Non -Composite Only Point Load : D=11.090 k @ 4.60 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.652 : 1 MAX Shear Ratio = 0.287 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 45.648 k FINAL Composite Composite % Composite Action Mu: Applied Mn*Phi: Allow Location of maximum Load Combination Pre -Composite Mu: Applied Mn * Phi: Allowable Vn * Phi: Allow 159.30 k Max Downward 0.376 in Location of maximum 0.0 ft Max Upward 0.000 in 25 % Load Combination Defl Ratio 597 207.205 k-ft +1.20D+1.60L +D+L 317.591 k-ft 6.375 ft Transient Composite Max Downward 0.199 in Max Upward 0.000 in +1.20D+1.60L Defl Ratio 1128 L Only 81.630 k-ft 249.375 k-ft REVISED 67 / 210 NonComposite Max Downward 0.231 in Max Upward 0.000 in Defl Ratio 975 PreCompDL+PreCompLL Project Title: Engineer: Project ID: Project Descr: Com osite Steel Beam File: Solids_ Processing_Room_Framing.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 DESCRIPTION: 2 - Revised Framing Shear Stud Requirements From Support 1 to 6.38 ft use 7 studs. From 6.38 ft to Support 2 use 7 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr * Phi Va Vn * Phi Pre Composite: D + Const L Span L = 18.75 ft 1 0.327 0.114 81.63 249.38 18.19 159.30 Final Composite : +1.40D Span L = 18.75 ft 1 0.305 0.136 97.02 317.59 21.61 159.30 Final Composite: +1.20D+1.60L Span L = 18.75 ft 1 0.652 0.287 207.21 317.59 45.65 159.30 Final Composite: +1.20D+L Span L = 18.75 ft 1 0.506 0.223 160.69 317.59 35.48 159.30 Final Composite: +1.20D Span L = 18.75 ft 1 0.262 0.116 83.16 317.59 18.52 159.30 Final Composite: +0.90D Span L = 18.75 ft 1 0.196 0.087 62.37 317.59 13.89 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 8.750 0.000 0.2306 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 18.750 0.000 0.0049 -0.005 0.00 NonComposite Removed Upward 18.750 0.000 0.0049 -0.005 0.00 Final Composite: D Only Downward 8.750 0.177 0.2306 -0.231 773.43 Final Composite: D Only Upward 0.000 0.000 773.43 Final Composite : +D+L Downward 8.750 0.376 0.2306 -0.231 773.43 Final Composite : +D+L Upward 0.000 0.000 773.43 Final Composite : +D+0.750L Downward 8.750 0.327 0.2306 -0.231 773.43 Final Composite : +D+0.750L Upward 0.000 0.000 773.43 Final Composite : +0.60D Downward 8.750 0.106 0.1384 -0.138 773.43 Final Composite : +0.60D Upward 0.000 0.000 773.43 Final Composite : L Only Downward 8.750 0.199 773.43 Final Composite : L Only Upward 0.000 0.000 773.43 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 32.389 18.010 Precomposite Loads 12.990 7.438 NonComposite Removed Final Composite: D Only 15.435 8.331 Final Composite : +D+L 32.389 18.010 Final Composite: +D+0.750L 28.150 15.590 Final Composite: +0.60D 9.261 4.999 Final Composite: L Only 16.954 9.679 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 inA4 lyy = 15.300 inA4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 inA2 J = 0.506 inA4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Flange . PNA in Flange 95.0 17.295 272.095 25 509.77 510.0 1,448.3 1,151.7 PNA in Flange 90.0 17.271 257.774 24 502.43 510.0 1,448.3 1,136.2 PNA in Web 85.0 16.723 243.454 23 488.05 510.0 1,448.3 1,119.3 PNA in Web 80.0 16.246 229.133 21 479.92 510.0 1,448.3 1,100.9 PNA in Web 75.0 15.769 214.812 20 471.22 PNA in Web 70.0 15.291 200.491 19 461.95 1 44 1 7 PNA in Web 65.0 14.814 186.170 17 452.11 REM E 1a 4 / 21 . PNA in Web 60.0 14.337 171.850 16 441.70 5100 1, 48. ,01 PNA in Web 55.0 13.859 157.529 15 430.72 , 6 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam caa983-20naumiy.cw p L.L L Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.17 ghtENE CALC,I I DESCRIPTION: 2 - Revised Framing Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum On # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web bU.0 13.382 143.208 14 419.17 510.0 1,448.3 PNA in Web 45.0 12.905 128.887 12 407.05 510.0 1,448.3 924.3 PNA in Web 40.0 12.427 114.566 11 394.36 510.0 1,448.3 890.6 PNA in Web 35.0 11.950 100.246 10 381.10 510.0 1,448.3 854.4 PNA in Web 30.0 11.472 85.925 8 367.28 510.0 1,448.3 815.4 PNA in Web 25.0 10.995 71.604 7 352.88 510.0 1,448.3 773.4 Span 1 MEMBER --- >> 1.75 3.63 5.50 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ P-a Ca m paZ: Le: D+Ca-ZLL ■ F:teal Ca m pas: Le:+1.4DD ■ F: -al Ca m pas: Le:+1.2DD+1.6DL ■ F: -al Ca m pas: Le:+1.16 D + L ■ F:-al Campa.:Le:+1.2DD ■ F; gal Campa3;Le:+D.9DD 47 28 10 +o t MEMBER---> Ln -g -26 1.75 3.63 5.50 ■P, Ca m P-; Le:D+Coy LL ■F;gal Campa3;Le:+1.d6D ■ F;.al Cam pos;Le:+6.96D MEMBER--->> -0.10 C -0.19 a� -0.29 -0.38 1.75 3.63 5.50 ■ P-eaamp-4 C ■ 'a "Ca MP-4e Re moved ■ F;al Campa3;Le: +D.6DD ■ F;-1 Ca m pa.; Le: LOIy 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ F;-1 Compos;Le:+1.26D+1.66L ■ Feel Co1pos;Le:+1.26D+L ■ F;-al Campo ;Le:+1.26D 7.38 9.25 11.13 13.00 14.88 16.75 18.63 Distance (ft) ■ F;l Campa3;Le: DO-Iy ■ Fm-al Campa3;Le: +D+L F;-al Campa3;Le: +D+D.75DL REVISED 69 / 210 Steel Beam DESCRIPTION: A2 - Revised Framing CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: SHEETS RELATED TO BEAM "A2," INCLUDED Iming.ec6 12.20.8.1 , FOR REVISION TO STAIR FRAMING Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-02 Material Properties Analysis Method : Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending O(1.55) Q1.9375) W12x14 I~ Span = 4.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.10, L = 0.1250 ksf, Tributary Width =15.50 ft, (stair & floor trib) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.222 : 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span W12x14 Section used for this span W12x14 Mu: Applied 14.482 k-ft Vu : Applied 11.986 k Mn * Phi: Allowable 65.250 k-ft Vn * Phi : Allowable 64.260 k Load Combination +1.20D+1.60L Load Combination +1.20D+1.60L Location of maximum on span 2.417ft 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 0.009 in Ratio = 6,236 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio = 7796 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 4.83 ft 1 0.097 0.082 6.34 6.34 72.50 65.25 1.00 1.00 5.24 71.40 64.26 +1.20D+1.60L Dsgn. L = 4.83 ft 1 0.222 0.187 14.48 14.48 72.50 65.25 1.00 1.00 11.99 71.40 64.26 +1.20D+0.50L Dsgn. L = 4.83 ft 1 0.127 0.106 8.26 8.26 72.50 65.25 1.00 1.00 6.84 71.40 64.26 +1.20D Dsgn. L = 4.83 ft 1 0.083 0.070 5.43 5.43 72.50 65.25 1.00 1.00 4.49 71.40 64.26 +0.90D Dsgn. L = 4.83 ft 1 0.062 0.052 4.07 4.07 72.50 65.25 1.00 1.00 3.37 71.40 64.26 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span L Only 1 0.0093 2.430 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 1 0.0074 2.430 0.0000 0.000 L Only 1 0.0093 2.430 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.428 8.428 Overall MINimum 2.247 2.247 Project Title: Engineer: Project ID: Project Descr: Steed BearIIC. JVIIUJ_rI n1 VI:CJJII II�_RVVIII_rI QIIIII II�.CI:V ' m Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.11 DESCRIPTION: A2 - Revised Framing Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+L 8.428 8.428 +D+0.750L 7.257 7.257 +0.60D 2.247 2.247 L Only 4.682 4.682 PAGE ADDED 88.2 / 210 Composite Steel Beam DESCRIPTION: A3 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: SHEETS RELATED TO BEAM "A3," INCLUDED om_rraming.ecti 0, BwId.12.20.8.17 FOR REVISION TO STAIR FRAMING Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Comaosite Beam Section Data Total Slab Thickness 6.0 in Effective Width 0.50 ft Metal Deck ... Vulcraft, 3 VLI Ribs : Parallel w saris Beam is UNSHORED for Concrete Placement Concrete fc /0i Stud Diameter 3/4" in Concrete Density 1Qn : Stud Capacity 11.0 k Rib Height Top Width 7.250 in Rib Spacing Btm Width 4.750 in D (1 aA49).A4R.fyj 0(2 DT4'8P_ 58 } D(O.' vv18x35 w 15.1❑ ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 10.340, L=12.920 k @ 7.30 ft, Pos omposite Only Point Load : D = 2.870, L = 3.580 k @ 12.30 ft, Po omposite Only Uniform Load : D = 0.20, L = 0.250 k/ft, Tributa idth = 1.0 ft, Post Composite Only Point Load : D = 10.340 k @ 7.30 ft, Non-Com ite Only Point Load : D = 2.870 k @ 12.30 ft, Post Co osite Only Uniform Load : D = 0.20 k/ft, Tributary Wi = 1.0 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 91 : 1 MAX Shear Ratio = 0.195 : 1 DEFLECTIONS Steel section x35 Vu : Applied 31.101 k FINAL Composite Composite Vn * Phi: Allow 159.30 k Max Downward 0.233 in Location of maximum 15.10 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 776 Mu: Applied 159.381 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 269.60 k-ft Location of maxim 7.349 ft Transient Composite Max Downward 0.124 in Load Combinatio Max Upward 0.000 in +1.20D+1.60L Defl Ratio 1466 Pre-Compo e L Only Mu: Appli 62.221 k-ft Mn * Phi Allowable 249.375 k-ft NonComposite Max Downward 0.103 in Max Upward 0.000 in Defl Ratio 1752 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 7.35 ft use 3 studs. From 7.35 ft to Support 2 use 3 studs. Maximum Forces & Stresses for Load Combinations ORIGINAL 89/210 89/210 Project Title: Engineer: Project ID: Project Descr: Com Steel Beam rue. wuua_n aauiy_nuuni_riauwiymw p osite i.1i Software copyright ENERCAL NC. 1983-2020, Build:12.20.8.17 DESCRIPTION: A3 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Pre Composite : D + Const L Span L = 15.1 ft 1 0.250 0.060 62.22/269.60 9.59 159.30 Final Composite : +1.40D Span L = 15.1 ft 1 0.271 0.070 73.17 11.08 159.30 Final Composite : +1.20D+1.60L Span L = 15.1 ft 1 0.591 0.152 159.38 24.26 159.30 Final Composite : +1.20D+L Span L = 15.1 ft 1 0.457 0.118 123.13 18.72 159.30 Final Composite : +1.20D Span L = 15.1 ft 1 0.233 0.060 62.72 9.50 159.30 Final Composite : +0.90D Span L = 15.1 ft 1 0.174 0.045 47.04 7.12 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location EFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL re -Composite NonComposite Removed Composite inA4 Precomposite Downward 7.550 0.000 0.1034 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 15.100 0.000 0.0021 -0.002 0.00 NonComposite Removed Upward 15.100 0.00 0.0021 -0.002 0.00 Final Composite: D Only Downward 7.751 0. 0.1033 -0.103 599.70 Final Composite: D Only Upward 0.000 0 00 599.70 Final Composite: +D+L Downward 7.651 .233 0.1034 -0.103 599.70 Final Composite: +D+L Upward 0.000 0.000 599.70 Final Composite: +D+0.750L Downward 7.651 0.202 0.1034 0.103 599.70 Final Composite: +D+0.750L Upward 0.000 0.000 599.70 Final Composite: +0.60D Downward 7.751 0.066 0.0620 -0.062 599.70 Final Composite: +0.60D Upward 0.000 0.000 599.70 Final Composite: L Only Downward 7.651 0.124 599.70 Final Composite: L Only Upward 0.000 0.000 599.70 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Overall MAXimum Precomposite Loads NonComposite Removed Final Composite: D Only Final Composite: +D+L Final Composite: +D+0.750L Final Composite: +0.60D Final Composite: L Only Steel Section Properth uepin = Web Thick = Flange Width = Flange Thick = Area = Weight = Composite Section P Span Number Plastic N. A. Loc n PNA in e PNA in We PNA in W PNA in b /PNAeb eb eb eb PNA in Web PNA in Web PNA in Web PNA in Web PNA in Web PNA in Web PNA in Web Support 1 17.141 6.851 7.916 17.141 14.834 4.749 9.22 W1 5 17.17F in 0 in 000 in 0.425 in 10.300 in"2 35.000 plf Analysis Type Support 2 fl.184 22.234 19.472 6.711 11.050 Ixx = 510.00 in^4 Iyy = 15.300 in"4 S xx = 57.60 inA3 S yy = 5.120 inA3 R xx = 7.040 in R yy = 1.220 in Zx = 66.500 inA3 Zy = 8.060 inA3 J = 0.506 in"4 % Shear Plastic N.A. Connection from Bottom 95.0 11.515 90.0 11.362 85.0 11.209 80.0 11.056 75.0 10.903 70.0 10.750 65.0 10.597 60.0 10.444 55.0 10.291 50.0 10.138 45.0 9.985 40.0 9.832 35.0 9.679 30.0 9.526 Sum Qn Shear (k) # Studs per 1/2 Span Mn - Capacity k-ft I -Steel Moment of Inertia I -Trans I-Lwr Bound 372.4 510.0 908.6 757. 87.210 8 367.96 510.0 908.6 751.1 82.620 8 363.45 510.0 908.6 744.2 78.030 8 358.89 510.0 908.6 736.8 73.440 7 354.27 510.0 908.6 728.9 68.850 7 349.58 510.0 908.6 720.4 64.260 6 344.85 510.0 908.6 711.4 59.670 6 340.05 510.0 908.6 701.7 55.080 6 335.19 510.0 908.6 691.4 50.490 5 330.28 510.0 908.6 680.4 45.900 5 325.30 510.0 908.6 668.8 41.310 4 656.5 36.720 4 10 643.4 32.130 3 =0. g f 629.6 27.540 3 0.6 615.190/210 Project Title: Engineer: Project ID: Project Descr: Com osite Steel Beam rue. wuua_n aauiy_nuuni_riauwiymw p Software copyright ENERCAL NC. 1983-2020, Build:12.20.8.17 1.1 � DESCRIPTION: A3 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Car Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft PNA In Web Span 1 163 122 81 C 4] E O � 41 MEMBER... > 1.41 2.92 4.43 ■P-e Compos;Le:D+Coy LL ■F;aal Campa3;Le:+1.46D ■ F; gal Co mpos;Le:+6.96D 25 11 MEMBER --- >> U -3 +o v Ln Ul -10 -32 1.41 2.92 ■P-e Campa3;Le:D+Ca-LL ■F;-al Ca1pa3;Le ■ F;al Cam pa.;Le:+D.9DD MEMBER---» -0.06 C -0.12 41 b -0.18 -0.24 Moment of Inertia I -Steel I -Trans I-Lwr Bound 5.94 8.96 10.47 11.98 13.49 15.00 Distance (f ■ F;�al Co Pp ;Le: 26D+1.66L ■ Feel Compos;Le:+1.26D+L ■ F;aal Co Pp ;Le:+1.26D $F,43 5.94 7.45 8.96 10.47 11.98 13.49 15.00 Distance (ft) D ■ F;-al CaMP-4e:+1.2DD+1.6DL ■ F;-al CaMP-4e:+1.2DD+L ■ F;-alC-Pa.4e:+1.2DD 1.41 2.92 4.43 5.94 7.45 8.96 10.47 11.98 13.49 15.00 Distance (ft) ■ P-eco P-4e, ■ No -Cam P-; Le Re move❑ ■ Feel Co Pp ;Le: DO-Iy ■ F;�al Campas;Le: +D+L ■ F;-al Campas;Le: +D+5.756L ■ F��al Campas' +6.66D ■ F;aal Ca m Po ;Le: LO�Iy ORIGINAL 91/210 91 /210 Project Title: Engineer: Project ID: Project Descr: Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.1 i I i.r DESCRIPTION: A3 - Revised Framing CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 6.0 in Concrete fc 4.0 ksi Effective Width 0.50 ft Concrete Density 145.0 pcf Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Ribs : Parallel Rib Spacing 12.0 in 1N1 BX35 1510 n ,_ 4, =bar Beam is UNSHORED for Concrete Placement Stud Diameter 3/4" in Qn : Stud Capacity 11.0 k Top Width 7.250 in Btm Width 4.750 in Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 10.340, L = 12.920 k @ 7.50 ft, Post Composite Only Point Load : D = 3.746, L = 4.674 k @ 8.50 ft, Post Composite Only Uniform Load : D = 0.20, L = 0.250 k/ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : D = 10.340 k @ 7.30 ft, Non -Composite Only Point Load : D = 3.746 k @ 8.50 ft, Post Composite Only Uniform Load : D = 0.20 k/ft, Tributary Width =1.0 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.729 : 1 MAX Shear Ratio = 0.192 : 1 DEFLECTIONS Steel section W18x35 Vu : Applied 30.533 k FINAL Composite Vn ' Phi: Allow Composite 159.30 k Max Downward 0.284 in Location of maximum 15.10 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 638 Mu: Applied 196.638 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 269.60 k-ft Location of maximum 7.550 ft Transient Composite Max Downward 0.143 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 1268 Pre -Composite L Only Mu: Applied 62.221 k-ft Mn * Phi: Allowable 249.375 k-ft NonComposite Max Downward 0.103 in Max Upward 0.000 in Defl Ratio 1752 PreCompDL+PreCompLL Shear Stud Requirements From Support 1 to 7.55 ft use 3 studs. REVISED 89 / 2 1 0 From 7.55 ft to Support 2 use 3 studs. Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Comosite Steel Beam Film JVIIUJ_rI ut'vzbll lurwul I In al I III Iy.uw p Software copvdght ENERCALC, INC.INC.1983-2020, Build: DESCRIPTION: A3 - Revised Framing Load Comb & Design Length Span # Max Stress Ratios M V Bending Summary Mu -Applied MnTr * Phi Shear Summary Va Vn * Phi Pre Composite : D + Const L Span L = 15.1 ft 1 0.250 0.060 62.22 249.38 9.59 159.30 Final Composite : +1.40D Span L = 15.1 ft 1 0.359 0.088 96.88 269.60 13.98 159.30 Final Composite : +1.20D+1.60L Span L = 15.1 ft 1 0.729 0.180 196.64 269.60 28.68 159.30 Final Composite : +1.20D+L Span L = 15.1 ft 1 0.571 0.141 154.04 269.60 22.42 159.30 Final Composite : +1.20D Span L = 15.1 ft 1 0.308 0.075 83.04 269.60 11.99 159.30 Final Composite : +0.90D Span L = 15.1 ft 1 0.231 0.056 62.28 269.60 8.99 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) FINAL Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 7.550 0.000 0.1034 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 15.100 0.000 0.0021 -0.002 0.00 NonComposite Removed Upward 15.100 0.000 0.0021 -0.002 0.00 Final Composite : D Only Downward 7.651 0.141 0.1034 -0.103 599.70 Final Composite : D Only Upward 0.000 0.000 599.70 Final Composite : +D+L Downward 7.651 0.284 0.1034 -0.103 599.70 Final Composite : +D+L Upward 0.000 0.000 599.70 Final Composite : +D+0.750L Downward 7.651 0.248 0.1034 -0.103 599.70 Final Composite : +D+0.750L Upward 0.000 0.000 599.70 Final Composite : +0.60D Downward 7.651 0.084 0.0620 -0.062 599.70 Final Composite : +0.60D Upward 0.000 0.000 599.70 Final Composite : L Only Downward 7.651 0.143 599.70 Final Composite : L Only Upward 0.000 0.000 599.70 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 20.422 21.799 Precomposite Loads 6.851 6.509 NonComposite Removed Final Composite: D Only 9.989 10.863 Final Composite: +D+L 20.422 21.799 Final Composite: +D+0.750L 17.814 19.065 Final Composite: +0.60D 5.993 6.518 Final Composite : L Only 10.433 10.936 Steel Section Properties : W18x35 Depth = 17.700 in I xx = 510.00 inA4 1 yy = 15.300 in^4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 inA2 J = 0.506 in^4 Weight = 35.000 plf Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web 100.0 11.668 91.800 9 372 1 5 0.0 908.6 PNA in Web 95.0 11.515 87.210 8 367.96 510.0 908.6 751.1 PNA in Web 90.0 11.362 82.620 8 363.45 510.0 908.6 744.2 PNA in Web 85.0 11.209 78.030 8 358.89 510.0 908.6 736.8 PNA in Web 80.0 11.056 73.440 7 354.27 510.0 908.6 728.9 PNA in Web 75.0 10.903 68.850 7 349.58 510.0 908.6 720.4 PNA in Web 70.0 10.750 64.260 6 344.85 510.0 908.6 711.4 PNA in Web 65.0 10.597 59.670 6 340.05 510.0 908.6 701.7 PNA in Web 60.0 10.444 55.080 6 335.19 510.0 908.6 691.4 PNA in Web 55.0 10.291 50.490 5 330.28 510.0 908.6 680.4 PNA in Web 50.0 10.138 45.900 5 325.30 PNA in Web 45.0 9.985 41.310 4 320.27 10 5 5 RE�iSEd886o i 2 d PNA in Web 40.0 9.832 36.720 4 315.18 PNA in Web 35.0 9.679 32.130 3 310.03 10. 9 8.6 29. PNA in Web 30.0 9.526 27.540 3 304.82 Project Title: Engineer: Project ID: Project Descr: Com p osite Steel Beam Srnc. o�nua_riv i�� I oftware copyright ENERCALC, INC.1983-2020, Build:12.20.8.1, 1.1 DESCRIPTION: A3 - Revised Framing Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web Zb.0 9.373 22.950 3 299.56 510.0 908.6 Span 1 201 ISO U 100 C 41 E O 50 MEMBER--->> 1.41 2.92 4.43 5.94 7.45 8.96 10.47 11.98 13.49 15.00 Distance (ft) ■ P-a Ca mpas: Le:D+Ca-LL ■ F:..a l Ca m pas: Le:+1.4DD ■ r: -al Ca m pas: Le:+1.2DD+1.6DL ■ r:-a l Ca m pas: Le:+1.2DD+L i F:..al Campa.:Le:+1.2DD ■ r:al Campos:Le:+D.9DD 29 14 MEMBER---» +o v L li 1 -16 -31 1.41 2.92 4.43 ■P-e Ca m pa.;Le: D+Ca-LL ■ Fi-ICampa3;Le:+1.4DD ■ F; �.al Campa3;Le:+D.9DD MEMBER--->> -0.07 C -0.14 5.94 7.45 8.96 10.47 11.90 13.49 15.00 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;..al Campo ;Le:+1.2DD+L ■ F;..al Campa3;Le:+1.2DD 1.41 2.92 4.43 5.94 7.45 8.96 10.47 11.98 13.49 15.00 Distance (ft) ■ P-eaampa :Le ■ Na"Campa :Le Remaw ■ F:..al Campa.:Le: DO..Iy ■ r:..al Campa.:Le: +D+L ■ r:-al Campa.:Le: +D+D.7r DL ■ r: gal Campa.:Le: +D.6DD ■ F:..al Campa3:Le: LO�Iy REVISED 91 / 210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam p SHEETS RELATED TO BEAM �� A4,�� INCLUDED DESCRIPTION: A4 FOR REVISION TO STAIR FRAMING CODE REFERENCES ,BuiId:12.20.8.17 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s /Beam Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data RED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145. cf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height in Top Width 7.250 in Ribs : Perpendicular Rib Spacing .0 in Btm Width 4.750 in 0{70 aM-291 ❑ p.95 — � ❑ ❑.9s � 1.Ta nrn xo�i m ewe b Loads W21,1144 4 J 17.71D R Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 7.430, L = 9.290 k @ 4.60 ft, Pos omposite Only Uniform Load : D = 0.390, L = 0.480 k/ft, Extent - .0 -->> 4.60 ft, Tributary Width = 1.0 ft, Post Composite Only Uniform Load : D = 0.950, L = 1.190 k/ft, Exte 4.60 - > 17.70 ft, Tributary Width = 1.0 ft, Post Composite Only Point Load : L = 5.0 k @ 4.60 ft, Post Comp o e Only Point Load : D = 7.430 k @ 4.60 ft, Non-C posite Only Uniform Load : D = 0.390 k/ft, Extent = 0 -->> 4.60 ft, Tributary Width = 1.0 ft, Non -Composite Only Uniform Load : D = 0.950 k/ft, Extent = .60 -->> 17.70 ft, Tributary Width =1.0 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.478 : 1 MAX Shear Ratio = 0.201 : 1 DEFLECTIONS Steel section 21x44 Vu : Applied 43.711 k FINAL Composite Composite Vn * Phi: Allow 217.350 k Max Downward 0.254 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 100 % Load Combination Defl Ratio 837 Mu: Applied 193.249 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 404.435 k-ft Location of max' um 6.494 ft Transient Composite Max Downward 0.150 in Load Combin on Max Upward 0.000 in +1.20D+1.60L Defl Ratio 1420 Pre-Com site L Only Mu: Ap ed 76.126 k-ft Mn * i : Allowable 357.750 k-ft NonComposite Max Downward 0.127 in Max Upward 0.000 in Defl Ratio 1676 Shear Stud Requirements �. ORIGINAL 92/210 ) From Support 1 to 6.49 ft use 5 studs. I I I I I I 1 1 2/210 Project Title: Engineer: Project ID: Project Descr: Composite Steel Beam KW-06010113 DESCRIPTION: A4 Shear Stud Requirements From 6.49 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Software Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr' Phi Va Vn' Phi Pre Composite : D + Const L Span L = 17.71 ft 1 0.213 0.078 76.13 357.75 16.88 217.35 Final Composite : +1.40D Span L = 17.71 ft 1 0.188 0.078 76.13 404.43 16.88 217.35 Final Composite : +1.20D+1.60L Span L = 17.71 ft 1 0.478 0.201 193.25 40 43.71 217.35 Final Composite : +1.20D+L Span L = 17.71 ft 1 0.359 0.151 145.16 4.43 32.75 217.35 Final Composite : +1.20D Span L = 17.71 ft 1 0.161 0.067 65.25 404.43 14.47 217.35 Final Composite : +0.90D Span L = 17.71 ft 1 0.121 0.050 48.94 404.43 10.85 217.35 Maximum Deflections for Load Combinations - Unfactored Loads Location FINA DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) Pre -Composite NonComposite Removed Composite in^4 Precomposite Downward 8.619 0. 0 0.1268 843.00 Precomposite Upward 0.000 00 843.00 NonComposite Removed Downward 8.973 .000 0.1266 -0.123 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: D Only Downward 8.619 0.100 0.1268 -0.123 0.004 1,032.09 Final Composite: D Only Upward 0.000 0.000 1,032.09 Final Composite: +D+L Downward 8.619 0.250 0.1268 0.123 0.004 1,032.09 Final Composite: +D+L Upward 0.000 0.000 1,032.09 Final Composite: +D+0.750L Downward 8.619 0.212 0.1268 0.123 0.004 1,032.09 Final Composite: +D+0.750L Upward 0.000 0.000 1,032.09 Final Composite: +0.60D Downward 8.6 0.060 0.0761 -0.074 0.002 1,032.09 Final Composite: +0.60D Upward 0 0 0.000 1,032.09 Final Composite: L Only Downward 01 0.150 1,032.09 Final Composite: L Only Upward .000 0.000 1,032.09 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 S ort 2 Overall MAXimum 30.334 4.201 Precomposite Loads 12.061 10.388 NonComposite Removed 0.390 0.390 Final Composite : D Only 12.061 10.388 Final Composite : +D+L 30.3 24.201 Final Composite : +D+0.750L 25 6 20.748 Final Composite : +0.60D . 36 6.233 Final Composite : L Only 8.274 13.813 Steel Section Properties : 21x44 Depth 20.700 in I xx = 843.00 in^4 I yy20.700 in"4 Web Thick 0.350 in S xx = 81.60 inA3 S yy = 6.370 inA3 Flange Width6.500 in R xx = 8.060 in R yy = 1.260 in Flange Thick0.450 zProperties in Zx = 95.400 inA3 Zy = 10.200 inA3 Area13.000 in"2 J = 0.770 in"4 Weight 44.000 plf Composite Se Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N . Location Type Connection from Bottom Shear (k) 112 Span k-ft I -Steel I -Trans I-Lwr Bound PNA e 7 5. 5 7 . PN Web 95.0 11.282 43.605 4 446.52 843.0 1,219.9 1,025.1 P in Web 90.0 11.216 41.310 4 443.65 843.0 1,219.9 1,017.8 A in Web 85.0 11.150 39.015 4 440.77 843.0 1,219.9 1,010.3 PNA in Web 80.0 11.085 36.720 4 437.87 843.0 1,219.9 1,002.5 PNA in Web 75.0 11.019 34.425 4 434.97 843.0 1,219.9 994.6 PNA in Web 70.0 10.954 32.130 3 432.05 843.0 12199 986.3 PNA in Web 65.0 10.888 29.835 3 .12 43. 1, 9.9 977.9 PNA in Web 60.0 10.823 27.540 3 26.A R I G I P�L 9� 10 969.1 PNA in Web 55.0 10.757 25.245 3 3. 960.1 PNA in Web 50.0 10.691 22.950 3 20. 3.0 21 9 950.99 3/210 Project Title: Engineer: Project ID: Project Descr: Com osite Steel Beam rue. wuua_n aauiy_nuuni_riauwiymw p Software copyright ENERCAL NC. 1983-2020, Build:12.20.8.17 L.L � DESCRIPTION: A4 Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capac' Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web. 7 843.0 1,219.9 931.6 PNA in Web 40.0 10.560 18.360 2/408.25 PNA in Web 35.0 10.495 16.065 27 843.0 1,219.9 921.5 PNA in Web 30.0 10.429 13.770 2 843.0 1,219.9 911.2 PNA in Web 25.0 10.364 11.475 22 843.0 1,219.9 900.6 Span 1 197 148 c 99 C 4] E O � 49 MEMBER--- 1.65 3.42 5.19 6.97 8.74 10.51 12.28 14.05 15.82 17.59 Pf Dis ce (ft) ■ P-e Ca m po3; Le:D+Cap LL ■ F;gal Campa3;Le:+1.d6D ■ F;�al Ca 3�Le:+1.26D+1.66L ■ Feel Campa3;Le:+1.26D+L ■ F;-al Compa3;Le:+1.26D ■ F; gal Ca mpo3;Le:+6.96D 45 25 U 5 MEMBER --- >> v Ln Ul -15 -35 1.65 3.42 5.19 6.97 8.74 10.51 12.28 14.05 15.82 17.59 Distance (ft) ■ P-e Ca m pa3; Le:D+Ca-LL ■ F;gal Camp ;Le:+1.4DD ■ F;-al Campa3;Le:+1.2DD+1.6DL ■ F;-al Campa3;Le:+1.2DD+L ■ F;�al Camp-4-+1.2DD ■ F; gal Campa3;Le:+D.9DD MEMBER---» -0.06 C -0.13 41 b -0.19 -0.26 1.65 3.42 5.19 6.97 8.74 10.51 12.28 14.05 15.82 17.59 Distance (ft) ■ P"ca ■ No-CPp ;Le Rem -es ■Feel CamP;LeDO-Iy ■ F;al Cmpa3;Le+D+L ■ F;-al Campa3;Le: +D+6.756L F;-a■ F;-al Campo ;Le: LO-Iy ORIGINAL 94/210 94/210 Project Title: Engineer: Project ID: Project Descr: Composite File: Solids_Processing_Room_Framing.ec6 osite Steel Beam ` p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.1 i i.r DESCRIPTION: A4 - Revised Framing CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.0 in Concrete fc 3.0 ksi Stud Diameter 3/4" in Effective Width 0.50 ft Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Metal Deck ... Vulcraft, 3 VLI Rib Height 3.0 in Top Width 7.250 in Ribs : Perpendicular Rib Spacing 12.0 in Btm Width 4.750 in d(8. 9).43) prp ,95] 0{0.38) a a s— ° Q ❑.85 L 1.T8 D(0.39) L{0_48} " W2104 17.71 D ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 8.80, L=10.430 k @ 4.833 ft, Post Composite Only Uniform Load : D = 0.390, L = 0.480 k/ft, Extent = 0.0 - > 4.60 ft, Tributary Width =1.0 ft, Post Composite Only Uniform Load : D = 0.950, L =1.190 k/ft, Extent = 4.60 -->> 17.70 ft, Tributary Width =1.0 ft, Post Composite Onls Point Load : L = 5.0 k @ 4.833 ft, Post Composite Only Point Load : D = 8.80 k @ 4.833 ft, Non -Composite Only Uniform Load : D = 0.390 k/ft, Extent = 0.0 - > 4.60 ft, Tributary Width =1.0 ft, Non -Composite Only Uniform Load : D = 0.950 k/ft, Extent = 4.60 -->> 17.70 ft, Tributary Width =1.0 ft, Non -Composite Only DESIGN SUMMARY • MAX Bending Ratio = 0.516 : 1 MAX Shear Ratio = 0.211 : 1 DEFLECTIONS Steel section W21x44 Vu : Applied 45.814 k FINAL Composite Composite Vn * Phi: Allow 217.350 k Max Downward 0.271 in Location of maximum 0.0 ft Max Upward 0.000 in % Composite Action 100 % Load Combination Defl Ratio 785 Mu: Applied 208.794 k-ft +1.20D+1.60L +D+L Mn * Phi: Allow 404.435 k-ft Location of maximum 6.139 ft Transient Composite Max Downward 0.158 in Load Combination Max Upward 0.000 in +1.20D+1.60L Defl Ratio 1344 Pre -Composite L Only Mu: Applied 83.189 k-ft Mn * Phi: Allowable 357.750 k-ft NonComposite Max Downward 0.137 in Max Upward 0.000 in Defl Ratio 1551 ,,,,_.e;e,Qyw,R4.;�Q,rqC,ompLL Shear Stud Requirements From Support 1 to 6.02 ft use 5 studs. Project Title: Engineer: Project ID: Project Descr: Comosite Steel Beam Film JVIIUJ_rI ut'vzbll lurwul I In al I III Iy.uw p Software copvdght ENERCALC, INC.INC.1983-2020, Build: DESCRIPTION: A4 - Revised Framing Shear Stud Requirements From 6.02 ft to Support 2 use 5 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr ` Phi Va Vn ` Phi Pre Composite : D + Const L Span L = 17.71 ft 1 0.233 0.083 83.19 357.75 18.14 217.35 Final Composite: +1.40D Span L = 17.71 ft 1 0.206 0.083 83.19 404.43 18.14 217.35 Final Composite: +1.20D+1.60L Span L = 17.71 ft 1 0.516 0.211 208.79 404.43 45.81 217.35 Final Composite: +1.20D+L Span L = 17.71 ft 1 0.389 0.159 157.15 404.43 34.47 217.35 Final Composite: +1.20D Span L = 17.71 ft 1 0.176 0.072 71.31 404.43 15.55 217.35 Final Composite: +0.90D Span L = 17.71 ft 1 0.132 0.054 53.48 404.43 11.66 217.35 Maximum Deflections for Load Combinations - Unfactored Loads Location FINAL DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 8.619 0.000 0.1369 843.00 Precomposite Upward 0.000 0.000 843.00 NonComposite Removed Downward 8.973 0.000 0.1367 -0.133 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite : D Only Downward 8.619 0.109 0.1369 -0.133 0.004 1,032.09 Final Composite : D Only Upward 0.000 0.000 1,032.09 Final Composite : +D+L Downward 8.501 0.267 0.1369 -0.133 0.004 1,032.09 Final Composite : +D+L Upward 0.000 0.000 1,032.09 Final Composite : +D+0.750L Downward 8.501 0.227 0.1369 -0.133 0.004 1,032.09 Final Composite : +D+0.750L Upward 0.000 0.000 1,032.09 Final Composite : +0.60D Downward 8.619 0.065 0.0822 -0.080 0.002 1,032.09 Final Composite : +0.60D Upward 0.000 0.000 1,032.09 Final Composite : L Only Downward 8.501 0.158 1,032.09 Final Composite : L Only Upward 0.000 0.000 1,032.09 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Precomposite Loads 12.959 NonComposite Removed 0.390 Final Composite: D Only 12.959 Final Composite: +D+L 31.874 Final Composite: +D+0.750L 27.145 Final Composite: +0.60D 7.775 Final Composite: L Only 18.915 Steel Section Properties : W21x44 Depth = 20.700 in Web Thick = 0.350 in Flange Width = 6.500 in Flange Thick = 0.450 in Area = 13.000 inA2 Weight = 44.000 plf C0mD0SIte Section PrODertieS 10.859 0.390 10.859 25.172 21.593 6.516 14.312 Ixx = 843.00 inA4 lyy = 20.700 in^4 S xx = 81.60 inA3 S yy = 6.370 inA3 R xx = 8.060 in R yy = 1.260 in Zx = 95.400 inA3 Zy = 10.200 inA3 J = 0.770 in^4 Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1l2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA in Web PNA in Web 95.0 11.282 43.605 4 446.52 843.0 1,219.9 1,025.1 PNA in Web 90.0 11.216 41.310 4 443.65 843.0 1,219.9 1,017.8 PNA in Web 85.0 11.150 39.015 4 440.77 843.0 1,219.9 1,010.3 PNA in Web 80.0 11.085 36.720 4 437.87 843.0 1,219.9 1,002.5 PNA in Web 75.0 11.019 34.425 4 434.97 843.0 1,219.9 994.6 PNA in Web 70.0 10.954 32.130 3 432.05 843.0 1,219.9 986.3 PNA in Web 65.0 10.888 29.835 3 12 4 . 77.9 PNA in Web 60.0 23: EV I S 10 69.1 PNA in Web 55.0 10.757 25.245 3 EQP 60.1 PNA in Web 50.0 10.691 22.950 3 20. 3.0 9 50.9 Project Title: Engineer: Project ID: Project Descr: Com p osite Steel Beam rnc. o�nua_riv i�� I 1.1 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1, DESCRIPTION: A4 - Revised Framing Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web 4b.0 10.626 20.655 2 417.27 843.0 1,219.9 PNA in Web 40.0 10.560 18.360 2 414.27 843.0 1,219.9 931.6 PNA in Web 35.0 10.495 16.065 2 411.27 843.0 1,219.9 921.5 PNA in Web 30.0 10.429 13.770 2 408.25 843.0 1,219.9 911.2 PNA in Web 25.0 10.364 11.475 2 405.22 843.0 1,219.9 900.6 Span 1 213 160 U 106 C 41 E O 53 MEMBER--- > > 1.65 3.42 5.19 ■P-e Campas:Le: D+Ca-LL ■F:..a I Ca m Pas: Le:+1.4DD ■ r: �.al Campa.:Le:+D.9DD 47 26 U 5 MEMBER---> v Ln li 1 -16 -37 1.65 3.42 5.19 ■P-e Ca m pa.;Le: D+Ca-LL ■Fi-IC-Pa.4L +1.4DD ■ F;al Cam pa.;Le:+D.9DD MEMBER--- s > -0.07 a� CS -0.21 -0.28 6.97 8.74 10.51 12.28 14.05 15.82 17.59 Distance (ft) ■ r:.al Campa :Le:+1.2DD+1.6DL ■ F:..el Cam P-4a:+1.2DD+L F:..al Campa.:Le:+1.2DD 6.97 0.74 10.51 12.28 14.05 15.02 17.59 Distance (ft) ■ F;-al Campa ;Le:+1.2DD+1.6DL ■ F;..al Campa ;Le:+1.2DD+L ■ F;..al Campa3;Le:+1.2DD 1.65 3.42 5.19 6.97 8.74 10.51 12.28 14.05 15.82 17.59 Distance (ft) ■ P-eaampa :Le ■ Na-Campa :Le Re mawea ■ F:..al Campa.:Le: DO..Iy ■ F:-. lCampa.4.: +D+L F:-aICampa.:Le: +D+D.7r DL ■ r: gal Campa.:Le: +D.6DD F:..a l Ca m pa.: Le: LO�Iy REVISED 94 / 210 Composite Steel Beam DESCRIPTION: A6 - Revsied Framing CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: SHEETS RELATED TO BEAM "A6," INCLUDED FOR REVISION TO STAIR FRAMING Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-16 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 6.0 in Effective Width 0.50 ft Metal Deck ... Vulcraft, 3 VLI Ribs : Parallel Beam is UNSHORED for Concrete Placement Concrete fc 3.0 ksi Stud Diameter 3/4" in Concrete Density 145.0 pcf Qn : Stud Capacity 11.0 k Rib Height 3.0 in Top Width 7.250 in Rib Spacing 12.0 in Btm Width 4.750 in D (3, Dk6), LTG)674 ) W 9 SX35 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 3.746, L = 4.674 k @ 8.50 ft, Post Composite Only Uniform Load : D = 0.10, L = 0.1250 ksf, Tributary Width =1.60 ft, Post Composite Onl) Uniform Load : D = 0.10 k/ft, Tributary Width =1.0 ft, Non -Composite Only Point Load : D = 3.746 k @ 8.50 ft, Non -Composite Only DESIGN SUMMARY MAX Bending Ratio = 0.221 : 1 MAX Shear Ratio = Steel section W18x35 Vu : Applied Composite % Composite Action Mu: Applied Mn * Phi: Allow Location of maximum Load Combination Pre -Composite Mu: Applied Mn * Phi: Allowable Shear Stud Requirements Vn * Phi: Allow Location of maximum 25 % Load Combination 58.247 k-ft 263.643 k-ft 8.50 ft +1.20D+1.60L 23.184 k-ft 249.375 k-ft 0.067 10.625 k 159.30 k 15.0 ft +1.20D+1.60L From Support 1 to 8.50 ft use 3 studs. (Code Max Spacing of 36 in governs; From 8.50 ft to Support 2 use 3 studs. (Code Max Spacing of 36 in governs) Maximum Forces & Stresses for Load Combinations 1 1 P—k Q. ne ;v I e +k KAw Qf m D�Cn D—Ai.... Qii _m 1 DEFLECTIONS FINAL Composite Max Downward 0.085 in Max Upward 0.000 in Defl Ratio 2120 +D+L Transient Composite Max Downward 0.047 in Max Upward 0.000 in Defl Ratio 3819 L Only NonComposite Max Downward 0.038 in Max Upward 0.000 in Defl Ratio 4722 PreCompDL+PreCompLL Span # M V Mu -Applied MnTr * Project Title: Engineer: Project ID: Project Descr: Comosite Steel Beam Film JVIIUJ_rI ut'vzbll lurwul I In al I III Iy.uw p Software copvdght ENERCALC, INC.INC.1983-2020, Build: DESCRIPTION: A6 - Revsied Framing Pre Composite : D + Const L Span L = 15 ft 1 0.093 0.021 23.18 249.38 3.32 159.30 Final Composite: +1.40D Span L = 15 ft 1 0.097 0.025 25.50 263.64 3.95 159.30 Final Composite: +1.20D+1.60L Span L = 15 ft 1 0.221 0.057 58.25 263.64 9.03 159.30 Final Composite: +1.20D+L Span L = 15 ft 1 0.169 0.043 44.60 263.64 6.91 159.30 Final Composite: +1.20D Span L = 15 ft 1 0.083 0.021 21.86 263.64 3.39 159.30 Final Composite: +0.90D Span L = 15 ft 1 0.062 0.016 16.40 263.64 2.54 159.30 Maximum Deflections for Load Combinations - Unfactored Loads Location FINAL DEFLECTIONS (in) Added Post Ixx - Used Load Combination in Span (ft) Pre -Composite NonComposite Removed Composite inA4 Precomposite Downward 7.800 0.000 0.0381 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 15.000 0.000 0.0008 -0.001 0.00 NonComposite Removed Upward 15.000 0.000 0.0008 -0.001 0.00 Final Composite : D Only Downward 7.800 0.038 0.0381 -0.038 578.00 Final Composite : D Only Upward 0.000 0.000 578.00 Final Composite : +D+L Downward 7.800 0.085 0.0381 -0.038 578.00 Final Composite : +D+L Upward 0.000 0.000 578.00 Final Composite : +D+0.750L Downward 7.800 0.073 0.0381 -0.038 578.00 Final Composite : +D+0.750L Upward 0.000 0.000 578.00 Final Composite : +0.60D Downward 7.800 0.023 0.0229 -0.023 578.00 Final Composite : +0.60D Upward 0.000 0.000 578.00 Final Composite : L Only Downward 7.800 0.047 578.00 Final Composite : L Only Upward 0.000 0.000 578.00 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 6.349 7.471 Precomposite Loads 2.373 2.873 NonComposite Removed Final Composite: D Only 2.823 3.323 Final Composite: +D+L 6.349 7.471 Final Composite: +D+0.750L 5.467 6.434 Final Composite: +0.60D 1.694 1.994 Final Composite: L Only 3.525 4.149 Steel Section Properties : W18x35 Depth = 17.700 in Ixx = 510.00 inA4 lyy = 15.300 in^4 Web Thick = 0.300 in S xx = 57.60 inA3 S yy = 5.120 inA3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in Flange Thick = 0.425 in Zx = 66.500 inA3 Zy = 8.060 inA3 Area = 10.300 in^2 J = 0.506 in^4 Weight = 35.000 plf ComDOSIte Section Properties Span Number Plastic N. A. Location Analysis % Shear Type Connection Plastic N.A. from Bottom Sum Qn Shear (k) # Studs per 1l2 Span Mn - Capacity k-ft I -Steel Moment of Inertia I -Trans I-Lwr Bound PNA in Web 100.0 10.903 68.8bU t 3 9.77 5 0.0 866.8 702.. PNA in Web 95.0 10.789 65.408 6 346.21 510.0 866.8 697.6 PNA in Web 90.0 10.674 61.965 6 342.62 510.0 866.8 691.9 PNA in Web 85.0 10.559 58.523 6 339.00 510.0 866.8 685.9 PNA in Web 80.0 10.444 55.080 6 335.34 510.0 866.8 679.5 PNA in Web 75.0 10.330 51.638 5 331.65 510.0 866.8 672.6 PNA in Web 70.0 10.215 48.195 5 327.93 510.0 866.8 665.3 PNA in Web 65.0 10.100 44.753 5 324.17 510.0 866.8 657.6 PNA in Web 60.0 9.985 41.310 4 320.38 510.0 866.8 649.4 PNA in Web 55.0 9.871 37.868 4 316.56 510.0 866.8 640.7 PNA in Web 50.0 9.756 34.425 4 312.70 510.0 866.8 631.6 PNA in Web 45.0 9.641 30.983 3 308.82 510.0 866.8 621.9 PNA in Web 40.0 9.526 27.540 3 304.90 510.0 866.8 611.7 PNA in Web 35.0 9.412 24.098 3 300 0 PNA in Web 30.0 9.297 20.655 2 6 510. 6.8 89. ADDED PAGE 97.3 / 210 Project Title: Engineer: Project ID: Project Descr: Com p osite Steel Beam Srnc. o�nua_riv i�� I oftware copyright ENERCALC, INC.1983-2020, Build:12.20.8.1, 1.1 DESCRIPTION: A6 - Revsied Framing Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I -Steel I -Trans I-Lwr Bound PNA In Web. Span 1 59 45 U 30 C 41 E O 15 MEMBER--- > > 1.40 2.90 4.40 5.90 7.40 8.90 10.40 11.90 13.40 14.90 Distance (ft) ■ P-a Ca mpas: Le:D+Ca-LL ■ F:..a l Ca m pas: Le:+1.4DD ■ r: -al Ca m pas: Le:+1.2DD+1.6DL ■ r:-a l Ca m pas: Le:+1.2DD+L i F:..al Campa.:Le:+1.2DD ■ r:al Campos:Le:+D.9DD 9 4 UMEMBER ---sue ' +0 1 v Ln li 1 -6 -li 1.40 2.90 4.40 ■P-e Ca m pa.;Le: D+Ca-LL ■Fi-ICampa.4L :+1.4DD ■ F; �.al Campa3;Le:+D.9DD MEMBER--- s > -0.022 -0.043 a� CS -0.065 -0.087 5.90 7.40 8.90 10.40 11.90 13.40 14.90 Distance (ft) ■ F;-al Campo ;Le:+1.2DD+1.6DL ■ F;..al Campo ;Le:+1.2DD+L ■ F;..al Campa3;Le:+1.2DD 1.40 2.90 4.40 5.90 7.40 8.90 10.40 11.90 13.40 14.90 Distance (ft) ■ P-eaampa :Le ■ Na"Campa :Le Remaw ■ F:..al Campa.:Le: DO..Iy ■ r:..al Campa.:Le: +D+L ■ r:-al Campa.:Le: +D+D.7r DL ■ r: gal Campa.:Le: +D.6DD ■ F:..al Campa3:Le: LO�Iy T T T r r r r r r r ADDED PAGE •210