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HomeMy WebLinkAboutSTURCTURAL CALCS - 23-00693 - Sterling Medical - New Commercial Bldg Structural Calculations Sterling Medical Care Facility Rexburg, ID DCI Job Number 23041-0204 September 2023 Prepared for: Demarc Inc Page 1 of 33 Project:Sterling Medical Care Faciliy - Rexburg Date: Project #:23041-0204 SDS =0.368 By:EDB V(n/s)=9.6 (K) L(n/s)=78 (ft) Level: Roof Wall Load Trib Area Load Load From Total Total Wall Unit Shear Wall Edge Nail Min. Wall Tension Comp Hold Down Line (plf) (ft) (K) Above (k) Load (k) Length (ft) (plf)Type Spacing Wall (ft) Height DL (plf) DL (lb) (lb) (lb) 1 123.1 25.000 3.08 0 3.08 19 162 W6 6 10 10 60 0 1457 1859 HDU2 2 123.1 39.000 4.80 0 4.80 10.5 457 W3 3 10.5 10 60 0 4400 4811 HDU4 3 123.1 14.000 1.72 0 1.72 10.87 159 W6 6 4.5 14 187.5 0 2022 2969 HDU2 V(e/w)=6.96 (K) L(e/w)=50 (ft) Level: Roof Wall Load Trib Area Load Load From Total Total Wall Unit Shear Wall Edge Nail Min. Wall Tension Comp Hold Down Line (plf) (ft) (K) Above (k) Load (k) Length (ft) (plf)Type Spacing Wall (ft) Height DL (plf) DL (lb) (lb) (lb) Level Roof East-West Direction A 139.2 5 0.70 0 0.70 23.5 30 W6 6 11.5 10 375 0 -885 1796 NO HD B 139.2 25 3.48 0 3.48 12 290 W4 4 12 14 60 0 3862 4300 HDU4 C 139.2 20 2.78 0 2.78 24 116 W6 6 24 10 375 0 -1428 2660 NO HD Dead Load Holdown Force for Each Wall Unit Shear Per Wall Line Holdown Force for Each Wall East-West Direction North-South Direction 9/15/2023 Shear Wall Distribution Based on Flexible Diaphragm Unit Shear Per Wall Line Dead Load Page 2 of 33 Page 3 of 33 Page 4 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:6ft HDR Check - Out of Plane Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 3-2x10Analysis Method : 6Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb + 900.0 900.0psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.10 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 4.50 in Exact Depth 9.250 in Area 41.625 in^2 Ix 296.795 in^4 Iy 70.242 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.10 x-x Bending y-y Bending ksi No Minimum Basic ABOUT Y-Y Axis: Luy = 6 ft, Ky = 1.0 ABOUT X-X Axis: Lux = 6 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 54.130 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, D = 0.3750, LR = 0.50, S = 0.750 k/ft Lat. Uniform Load creating My-y, W = 0.250 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.8398 Location of max.above base 3.020 ft Applied Axial 0.05413k Applied Mx 5.062 k-ft Load Combination +D+S Load Combination +D+S Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 182.432 psi 207.0Allowable Shear psi 0.5875 : 1 Bending Compression Tension Location of max.above base 6.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 3.375 k Bottom along Y-Y 3.375 k Top along X-X 0.750 k Bottom along X-X 0.750 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.06983 in at 3.020 ft above base for load combination : +D+S Along X-X 0.06557 in at 3.020 ft above base Fc : Allowable 1,164.21 psi Other Factors used to calculate allowable stresses . . . for load combination : W Only . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS2.980 0.2503 6.0 ft0.815 ft0.3568 +D+Lr 1.250 PASS PASS2.980 0.4204 0.0 ft0.724 ft0.6016 +D+S 1.150 PASS PASS3.020 0.5875 6.0 ft0.750 ft0.8398 +D+0.750Lr 1.250 PASS PASS2.980 0.3604 6.0 ft0.724 ft0.5156 +D+0.750S 1.150 PASS PASS2.980 0.4896 6.0 ft0.750 ft0.6999 +D+0.60W 1.600 PASS PASS2.980 0.1408 6.0 ft0.638 ft0.3665 +D+0.750Lr+0.450W 1.600 PASS PASS2.980 0.2815 6.0 ft0.638 ft0.5284 +D+0.750S+0.450W 1.600 PASS PASS2.980 0.3519 6.0 ft0.638 ft0.6301 +0.60D+0.60W 1.600 PASS PASS2.980 0.08446 6.0 ft0.638 ft0.2853 +0.60D 1.600 PASS PASS2.980 0.08446 6.0 ft0.638 ft0.1213 . Page 5 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:6ft HDR Check - Out of Plane Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 1.125 0.0541.125 +D+Lr 2.625 0.0542.625 +D+S 3.375 0.0543.375 +D+0.750Lr 2.250 0.0542.250 +D+0.750S 2.813 0.0542.813 +D+0.60W 1.125 0.0541.1250.450 0.450 +D+0.750Lr+0.450W 2.250 0.0542.2500.338 0.338 +D+0.750S+0.450W 2.813 0.0542.8130.338 0.338 +0.60D+0.60W 0.675 0.0320.6750.450 0.450 +0.60D 0.675 0.0320.675 Lr Only 1.5001.500 S Only 2.2502.250 W Only 0.750 0.750 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.023 3.020ftft inin 0.000 +D+Lr 0.0000 0.054 3.020ftft inin 0.000 +D+S 0.0000 0.070 3.020ftft inin 0.000 +D+0.750Lr 0.0000 0.047 3.020ftft inin 0.000 +D+0.750S 0.0000 0.058 3.020ftft inin 0.000 +D+0.60W 0.0393 0.023 3.020ftft inin 3.020 +D+0.750Lr+0.450W 0.0295 0.047 3.020ftft inin 3.020 +D+0.750S+0.450W 0.0295 0.058 3.020ftft inin 3.020 +0.60D+0.60W 0.0393 0.014 3.020ftft inin 3.020 +0.60D 0.0000 0.014 3.020ftft inin 0.000 Lr Only 0.0000 0.031 3.020ftft inin 0.000 S Only 0.0000 0.047 3.020ftft inin 0.000 W Only 0.0656 0.000 0.000ftft inin 3.020 . Page 6 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:6ft HDR Check - Out of Plane Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches Page 7 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:7ft HDR Check - Out of Plane Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 3-2x8Analysis Method : 7Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb + 900.0 900.0psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.20 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 4.50 in Exact Depth 7.250 in Area 32.625 in^2 Ix 142.904 in^4 Iy 55.055 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.050 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.20 x-x Bending y-y Bending ksi No Minimum Basic ABOUT Y-Y Axis: Luy = 7 ft, Ky = 1.0 ABOUT X-X Axis: Lux = 7 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 49.497 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, D = 0.1880, LR = 0.250, S = 0.3750 k/ft Lat. Uniform Load creating My-y, W = 0.2850 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.8524 Location of max.above base 3.523 ft Applied Axial 0.04950k Applied Mx 3.448 k-ft Load Combination +D+S Load Combination +D+S Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 135.897 psi 207.0Allowable Shear psi 0.4377 : 1 Bending Compression Tension Location of max.above base 7.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 1.971 k Bottom along Y-Y 1.971 k Top along X-X 0.9975 k Bottom along X-X 0.9975 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.1345 in at 3.523 ft above base for load combination : +D+S Along X-X 0.1767 in at 3.523 ft above base Fc : Allowable 1,023.23 psi Other Factors used to calculate allowable stresses . . . for load combination : W Only . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS3.477 0.1867 7.0 ft0.715 ft0.3630 +D+Lr 1.250 PASS PASS3.477 0.3133 7.0 ft0.596 ft0.6106 +D+S 1.150 PASS PASS3.523 0.4377 7.0 ft0.628 ft0.8524 +D+0.750Lr 1.250 PASS PASS3.477 0.2686 7.0 ft0.596 ft0.5234 +D+0.750S 1.150 PASS PASS3.477 0.3648 7.0 ft0.628 ft0.7104 +D+0.60W 1.600 PASS PASS3.477 0.1050 7.0 ft0.502 ft0.5034 +D+0.750Lr+0.450W 1.600 PASS PASS3.477 0.2098 7.0 ft0.502 ft0.6348 +D+0.750S+0.450W 1.600 PASS PASS3.477 0.2622 7.0 ft0.502 ft0.7380 +0.60D+0.60W 1.600 PASS PASS3.477 0.09555 7.0 ft0.502 ft0.4208 +0.60D 1.600 PASS PASS3.477 0.06303 7.0 ft0.502 ft0.1232 . Page 8 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:7ft HDR Check - Out of Plane Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.658 0.0490.658 +D+Lr 1.533 0.0491.533 +D+S 1.971 0.0491.971 +D+0.750Lr 1.314 0.0491.314 +D+0.750S 1.642 0.0491.642 +D+0.60W 0.658 0.0490.6580.599 0.599 +D+0.750Lr+0.450W 1.314 0.0491.3140.449 0.449 +D+0.750S+0.450W 1.642 0.0491.6420.449 0.449 +0.60D+0.60W 0.395 0.0300.3950.599 0.599 +0.60D 0.395 0.0300.395 Lr Only 0.8750.875 S Only 1.3131.313 W Only 0.998 0.998 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.045 3.523ftft inin 0.000 +D+Lr 0.0000 0.105 3.523ftft inin 0.000 +D+S 0.0000 0.134 3.523ftft inin 0.000 +D+0.750Lr 0.0000 0.090 3.523ftft inin 0.000 +D+0.750S 0.0000 0.112 3.523ftft inin 0.000 +D+0.60W 0.1060 0.045 3.523ftft inin 3.523 +D+0.750Lr+0.450W 0.0795 0.090 3.523ftft inin 3.523 +D+0.750S+0.450W 0.0795 0.112 3.523ftft inin 3.523 +0.60D+0.60W 0.1060 0.027 3.523ftft inin 3.523 +0.60D 0.0000 0.027 3.523ftft inin 0.000 Lr Only 0.0000 0.060 3.523ftft inin 0.000 S Only 0.0000 0.090 3.523ftft inin 0.000 W Only 0.1767 0.000 0.000ftft inin 3.523 . Page 9 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:7ft HDR Check - Out of Plane Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches Page 10 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:11ft HDR Check - Out of Plane Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 3-2x8Analysis Method : 11Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb + 900.0 900.0psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.20 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 4.50 in Exact Depth 7.250 in Area 32.625 in^2 Ix 142.904 in^4 Iy 55.055 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.050 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.20 x-x Bending y-y Bending ksi No Minimum Basic ABOUT Y-Y Axis: Luy = 11 ft, Ky = 1.0 ABOUT X-X Axis: Lux = 11 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 77.781 lbs * Dead Load Factor BENDING LOADS . . . Lat. Uniform Load creating Mx-x, D = 0.060, LR = 0.080, S = 0.120 k/ft Lat. Uniform Load creating My-y, W = 0.2850 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.9615 Location of max.above base 5.463 ft Applied Axial 0.07778k Applied Mx 2.269 k-ft Load Combination +D+0.750S+0.450W Load Combination +D+S Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 68.276 psi 207.0Allowable Shear psi 0.2199 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 1.940 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.990 k Bottom along Y-Y 0.990 k Top along X-X 1.568 k Bottom along X-X 1.568 kGoverning NDS ForumlaComp + Mxx + Myy, NDS Eq. 3.9- Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.2621 in at 5.537 ft above base for load combination : +D+S Along X-X 1.077 in at 5.537 ft above base Fc : Allowable 522.77 psi Other Factors used to calculate allowable stresses . . . for load combination : W Only . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS5.537 0.09366 0.0 ft0.386 ft0.2864 +D+Lr 1.250 PASS PASS5.463 0.1573 0.0 ft0.289 ft0.4825 +D+S 1.150 PASS PASS5.537 0.2199 0.0 ft0.312 ft0.6738 +D+0.750Lr 1.250 PASS PASS5.463 0.1349 0.0 ft0.289 ft0.4136 +D+0.750S 1.150 PASS PASS5.537 0.1832 0.0 ft0.312 ft0.5615 +D+0.60W 1.600 PASS PASS5.537 0.1501 0.0 ft0.230 ft0.90 +D+0.750Lr+0.450W 1.600 PASS PASS5.463 0.1126 0.0 ft0.230 ft0.8792 +D+0.750S+0.450W 1.600 PASS PASS5.463 0.1317 0.0 ft0.230 ft0.9615 +0.60D+0.60W 1.600 PASS PASS5.537 0.1501 0.0 ft0.230 ft0.8333 +0.60D 1.600 PASS PASS5.463 0.03161 0.0 ft0.230 ft0.09717 . Page 11 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:11ft HDR Check - Out of Plane Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.330 0.0780.330 +D+Lr 0.770 0.0780.770 +D+S 0.990 0.0780.990 +D+0.750Lr 0.660 0.0780.660 +D+0.750S 0.825 0.0780.825 +D+0.60W 0.330 0.0780.3300.941 0.940 +D+0.750Lr+0.450W 0.660 0.0780.6600.705 0.705 +D+0.750S+0.450W 0.825 0.0780.8250.705 0.705 +0.60D+0.60W 0.198 0.0470.1980.941 0.940 +0.60D 0.198 0.0470.198 Lr Only 0.4400.440 S Only 0.6600.660 W Only 1.568 1.567 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.087 5.537ftft inin 0.000 +D+Lr 0.0000 0.204 5.537ftft inin 0.000 +D+S 0.0000 0.262 5.537ftft inin 0.000 +D+0.750Lr 0.0000 0.175 5.537ftft inin 0.000 +D+0.750S 0.0000 0.218 5.537ftft inin 0.000 +D+0.60W 0.6464 0.087 5.537ftft inin 5.537 +D+0.750Lr+0.450W 0.4848 0.175 5.537ftft inin 5.537 +D+0.750S+0.450W 0.4848 0.218 5.537ftft inin 5.537 +0.60D+0.60W 0.6464 0.052 5.537ftft inin 5.537 +0.60D 0.0000 0.052 5.537ftft inin 0.000 Lr Only 0.0000 0.117 5.537ftft inin 0.000 S Only 0.0000 0.175 5.537ftft inin 0.000 W Only 1.0773 0.000 0.000ftft inin 5.537 . Page 12 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:11ft HDR Check - Out of Plane Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches Page 13 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:14ft 2x6 Stud Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 14Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb + 900 900psi 1350 625 180 575 31.21 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1600 580 1600 580 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1600 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 14 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 25.033 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D = 0.250, Lr = 0.3330, S = 0.50 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0260 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.5157 Location of max.above base 7.047 ft Applied Axial 0.2750k Applied Mx 0.3822 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 29.782 psi 288.0Allowable Shear psi 0.06894 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.1820 k Bottom along Y-Y 0.1820 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.6827 in at 7.047 ft above base for load combination : W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 485.990 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 14.0 ft0.346 ft0.07214 +D+Lr 1.250 PASS PASS0.0 0.0 14.0 ft0.257 ft0.1542 +D+S 1.150 PASS PASS0.0 0.0 14.0 ft0.278 ft0.1980 +D+0.750Lr 1.250 PASS PASS0.0 0.0 14.0 ft0.257 ft0.1331 +D+0.750S 1.150 PASS PASS0.0 0.0 14.0 ft0.278 ft0.1661 +D+0.60W 1.600 PASS PASS7.047 0.06894 0.0 ft0.205 ft0.5157 +D+0.750Lr+0.450W 1.600 PASS PASS7.047 0.05171 14.0 ft0.205 ft0.4004 +D+0.750S+0.450W 1.600 PASS PASS7.047 0.05171 14.0 ft0.205 ft0.4095 +0.60D+0.60W 1.600 PASS PASS7.047 0.06894 0.0 ft0.205 ft0.5127 Page 14 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:14ft 2x6 Stud Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D 1.600 PASS PASS0.0 0.0 14.0 ft0.205 ft0.04116 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.275 +D+Lr 0.608 +D+S 0.775 +D+0.750Lr 0.525 +D+0.750S 0.650 +D+0.60W 0.109 0.2750.109 +D+0.750Lr+0.450W 0.082 0.5250.082 +D+0.750S+0.450W 0.082 0.6500.082 +0.60D+0.60W 0.109 0.1650.109 +0.60D 0.165 Lr Only 0.333 S Only 0.500 W Only 0.1820.182 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ftft inin 0.000 +D+Lr 0.0000 0.000 0.000ftft inin 0.000 +D+S 0.0000 0.000 0.000ftft inin 0.000 +D+0.750Lr 0.0000 0.000 0.000ftft inin 0.000 +D+0.750S 0.0000 0.000 0.000ftft inin 0.000 +D+0.60W 0.0000 0.410 7.047ftft inin 0.000 +D+0.750Lr+0.450W 0.0000 0.307 7.047ftft inin 0.000 +D+0.750S+0.450W 0.0000 0.307 7.047ftft inin 0.000 +0.60D+0.60W 0.0000 0.410 7.047ftft inin 0.000 +0.60D 0.0000 0.000 0.000ftft inin 0.000 Lr Only 0.0000 0.000 0.000ftft inin 0.000 S Only 0.0000 0.000 0.000ftft inin 0.000 W Only 0.0000 0.683 7.047ftft inin 0.000 . Page 15 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:14ft 2x6 Stud Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches Page 16 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:14ft 2x6 - King Stud Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 14Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb + 900.0 900.0psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 14 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 25.033 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D = 0.250, Lr = 0.3330, S = 0.50 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0260 k/ft Lat. Point Load at 10.0 ft creating Mx-x, W = 0.250 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.9956 Location of max.above base 9.772 ft Applied Axial 0.2750k Applied Mx 0.7411 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 59.003 psi 288.0Allowable Shear psi 0.1366 : 1 Bending Compression Tension Location of max.above base 14.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.3606 k Bottom along Y-Y 0.2534 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 1.258 in at 7.423 ft above base for load combination : W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 485.990 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 14.0 ft0.346 ft0.07214 +D+Lr 1.250 PASS PASS0.0 0.0 14.0 ft0.257 ft0.1542 +D+S 1.150 PASS PASS0.0 0.0 14.0 ft0.278 ft0.1980 +D+0.750Lr 1.250 PASS PASS0.0 0.0 14.0 ft0.257 ft0.1331 +D+0.750S 1.150 PASS PASS0.0 0.0 14.0 ft0.278 ft0.1661 +D+0.60W 1.600 PASS PASS9.772 0.1366 14.0 ft0.205 ft0.9956 +D+0.750Lr+0.450W 1.600 PASS PASS9.772 0.1024 14.0 ft0.205 ft0.7603 +D+0.750S+0.450W 1.600 PASS PASS9.772 0.1024 14.0 ft0.205 ft0.7694 Page 17 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:14ft 2x6 - King Stud Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D+0.60W 1.600 PASS PASS9.772 0.1366 14.0 ft0.205 ft0.9925 +0.60D 1.600 PASS PASS0.0 0.0 14.0 ft0.205 ft0.04116 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.275 +D+Lr 0.608 +D+S 0.775 +D+0.750Lr 0.525 +D+0.750S 0.650 +D+0.60W 0.216 0.2750.152 +D+0.750Lr+0.450W 0.162 0.5250.114 +D+0.750S+0.450W 0.162 0.6500.114 +0.60D+0.60W 0.216 0.1650.152 +0.60D 0.165 Lr Only 0.333 S Only 0.500 W Only 0.3610.253 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ftft inin 0.000 +D+Lr 0.0000 0.000 0.000ftft inin 0.000 +D+S 0.0000 0.000 0.000ftft inin 0.000 +D+0.750Lr 0.0000 0.000 0.000ftft inin 0.000 +D+0.750S 0.0000 0.000 0.000ftft inin 0.000 +D+0.60W 0.0000 0.755 7.423ftft inin 0.000 +D+0.750Lr+0.450W 0.0000 0.566 7.423ftft inin 0.000 +D+0.750S+0.450W 0.0000 0.566 7.423ftft inin 0.000 +0.60D+0.60W 0.0000 0.755 7.423ftft inin 0.000 +0.60D 0.0000 0.000 0.000ftft inin 0.000 Lr Only 0.0000 0.000 0.000ftft inin 0.000 S Only 0.0000 0.000 0.000ftft inin 0.000 W Only 0.0000 1.258 7.423ftft inin 0.000 . Page 18 of 33 Wood Column LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:14ft 2x6 - King Stud Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches Page 19 of 33 Wood Column LIC# : KW-06013979, Build:20.23.08.30 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:14ft 2x4 Int Stud Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x4Analysis Method : 14Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb + 900.0 900.0psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.50 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 3.50 in Area 5.250 in^2 Ix 5.359 in^4 Iy 0.9844 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.150 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.50 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 14 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 15.930 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D = 0.180, Lr = 0.240, S = 0.420 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, LR = 0.0050 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.7087 Location of max.above base 6.953 ft Applied Axial 0.4359k Applied Mx 0.1225 k-ft Load Combination +D+Lr Load Combination +D+Lr Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 15.0 psi 225.0Allowable Shear psi 0.04444 : 1 Bending Compression Tension Location of max.above base 14.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0350 k Bottom along Y-Y 0.0350 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.5095 in at 7.047 ft above base for load combination : +D+Lr Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 202.222 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 14.0 ft0.143 ft0.1864 +D+Lr 1.250 PASS PASS6.953 0.04444 14.0 ft0.104 ft0.7087 +D+S 1.150 PASS PASS0.0 0.0 14.0 ft0.113 ft0.5814 +D+0.750Lr 1.250 PASS PASS7.047 0.03333 14.0 ft0.104 ft0.4962 +D+0.750S 1.150 PASS PASS0.0 0.0 14.0 ft0.113 ft0.4823 +0.60D 1.600 PASS PASS0.0 0.0 14.0 ft0.082 ft0.1101 . Page 20 of 33 Wood Column LIC# : KW-06013979, Build:20.23.08.30 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:14ft 2x4 Int Stud Project File: Sterling Medical Facility.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.196 +D+Lr 0.035 0.4360.035 +D+S 0.616 +D+0.750Lr 0.026 0.3760.026 +D+0.750S 0.511 +0.60D 0.118 Lr Only 0.035 0.2400.035 S Only 0.420 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ftft inin 0.000 +D+Lr 0.0000 0.509 7.047ftft inin 0.000 +D+S 0.0000 0.000 0.000ftft inin 0.000 +D+0.750Lr 0.0000 0.382 7.047ftft inin 0.000 +D+0.750S 0.0000 0.000 0.000ftft inin 0.000 +0.60D 0.0000 0.000 0.000ftft inin 0.000 Lr Only 0.0000 0.509 7.047ftft inin 0.000 S Only 0.0000 0.000 0.000ftft inin 0.000 .Sketches Page 21 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:6ft Roof HDR Project File: Sterling Medical Facility.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 :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, Lr = 0.020, S = 0.030 ksf, Tributary Width = 25.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.843: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 91.28 psi= = 1,131.67psi 3-2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 3-2x10 Maximum Shear Stress Ratio 0.441 : 1 0.000ft= = 954.27psi Maximum Deflection 0 <360 1027 Ratio =0 <180 Max Downward Transient Deflection 0.046 in 1554Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.070 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S 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 0.364 0.191 0.90 1.100 1.001.00 1.00 1.73 323.2 886.9 0.86 162.01.00 30.91.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 6.0 ft 1 0.605 0.316 1.25 1.100 1.001.00 1.00 3.98 743.9 1,229.3 1.97 225.01.00 71.21.00 0.99+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 6.0 ft 1 0.843 0.441 1.15 1.100 1.001.00 1.00 5.10 954.3 1,131.7 2.53 207.01.00 91.31.00 0.99+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 6.0 ft 1 0.520 0.272 1.25 1.100 1.001.00 1.00 3.42 638.7 1,229.3 1.70 225.01.00 61.11.00 0.99+D+0.750S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 22 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:6ft Roof HDR Project File: Sterling Medical Facility.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 0.99Length = 6.0 ft 1 0.704 0.368 1.15 1.100 1.001.00 1.00 4.26 796.5 1,131.7 2.11 207.01.00 76.21.00 0.99+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 6.0 ft 1 0.123 0.064 1.60 1.100 1.001.00 1.00 1.04 193.9 1,570.2 0.51 288.01.00 18.51.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.0700 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 3.402 3.402 Max Upward from Load Combinations 3.402 3.402 Max Upward from Load Cases 2.250 2.250 D Only 1.152 1.152 +D+Lr 2.652 2.652 +D+S 3.402 3.402 +D+0.750Lr 2.277 2.277 +D+0.750S 2.840 2.840 +0.60D 0.691 0.691 Lr Only 1.500 1.500 S Only 2.250 2.250 Page 23 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:4ft Roof HDR Project File: Sterling Medical Facility.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 :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, Lr = 0.020, S = 0.030 ksf, Tributary Width = 25.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.837: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 2.000ft 109.19 psi= = 1,231.89psi 2-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 2-2x8 Maximum Shear Stress Ratio 0.527 : 1 3.401ft= = 1,031.65psi Maximum Deflection 0 <360 1117 Ratio =0 <180 Max Downward Transient Deflection 0.029 in 1683Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.043 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S 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 0.99Length = 4.0 ft 1 0.359 0.227 0.90 1.200 1.001.00 1.00 0.76 346.8 966.0 0.53 162.01.00 36.71.00 0.99+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 4.0 ft 1 0.600 0.378 1.25 1.200 1.001.00 1.00 1.76 803.4 1,337.9 1.23 225.01.00 85.01.00 0.99+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 4.0 ft 1 0.837 0.527 1.15 1.200 1.001.00 1.00 2.26 1,031.7 1,231.9 1.58 207.01.00 109.21.00 0.99+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 4.0 ft 1 0.515 0.324 1.25 1.200 1.001.00 1.00 1.51 689.2 1,337.9 1.06 225.01.00 72.91.00 0.99+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 24 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:4ft Roof HDR Project File: Sterling Medical Facility.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 0.99Length = 4.0 ft 1 0.698 0.440 1.15 1.200 1.001.00 1.00 1.88 860.4 1,231.9 1.32 207.01.00 91.11.00 0.99+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 4.0 ft 1 0.122 0.076 1.60 1.200 1.001.00 1.00 0.46 208.1 1,707.3 0.32 288.01.00 22.01.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.0429 2.015 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 2.259 2.259 Max Upward from Load Combinations 2.259 2.259 Max Upward from Load Cases 1.500 1.500 D Only 0.759 0.759 +D+Lr 1.759 1.759 +D+S 2.259 2.259 +D+0.750Lr 1.509 1.509 +D+0.750S 1.884 1.884 +0.60D 0.456 0.456 Lr Only 1.000 1.000 S Only 1.500 1.500 Page 25 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:6ft Roof HDR - Parallel Project File: Sterling Medical Facility.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 :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, Lr = 0.020, S = 0.030 ksf, Tributary Width = 4.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.309: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 30.68 psi= = 1,226.90psi 2-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 2-2x8 Maximum Shear Stress Ratio 0.148 : 1 0.000ft= = 379.53psi Maximum Deflection 0 <360 2025 Ratio =0 <180 Max Downward Transient Deflection 0.023 in 3118Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.036 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S 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 0.99Length = 6.0 ft 1 0.138 0.066 0.90 1.200 1.001.00 1.00 0.29 133.0 963.2 0.16 162.01.00 10.81.00 0.99+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 6.0 ft 1 0.223 0.107 1.25 1.200 1.001.00 1.00 0.65 297.3 1,331.8 0.35 225.01.00 24.01.00 0.99+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 6.0 ft 1 0.309 0.148 1.15 1.200 1.001.00 1.00 0.83 379.5 1,226.9 0.44 207.01.00 30.71.00 0.99+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 6.0 ft 1 0.192 0.092 1.25 1.200 1.001.00 1.00 0.56 256.2 1,331.8 0.30 225.01.00 20.71.00 0.99+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 26 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:6ft Roof HDR - Parallel Project File: Sterling Medical Facility.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 0.99Length = 6.0 ft 1 0.259 0.124 1.15 1.200 1.001.00 1.00 0.70 317.9 1,226.9 0.37 207.01.00 25.71.00 0.99+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 6.0 ft 1 0.047 0.022 1.60 1.200 1.001.00 1.00 0.17 79.8 1,696.1 0.09 288.01.00 6.51.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.0355 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 0.554 0.554 Max Upward from Load Combinations 0.554 0.554 Max Upward from Load Cases 0.360 0.360 D Only 0.194 0.194 +D+Lr 0.434 0.434 +D+S 0.554 0.554 +D+0.750Lr 0.374 0.374 +D+0.750S 0.464 0.464 +0.60D 0.116 0.116 Lr Only 0.240 0.240 S Only 0.360 0.360 Page 27 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:11ft Roof HDR - Parallel Project File: Sterling Medical Facility.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 :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, Lr = 0.020, S = 0.030 ksf, Tributary Width = 4.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.700: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 5.500ft 42.13 psi= = 1,230.82psi 3-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 3-2x8 Maximum Shear Stress Ratio 0.204 : 1 10.398ft= = 861.28psi Maximum Deflection 0 <360 486 Ratio =0 <180 Max Downward Transient Deflection 0.174 in 759Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.271 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S 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 0.99Length = 11.0 ft 1 0.320 0.093 0.90 1.200 1.001.00 1.00 1.01 308.8 965.4 0.33 162.01.00 15.11.00 0.99+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 11.0 ft 1 0.507 0.147 1.25 1.200 1.001.00 1.00 2.22 677.1 1,336.6 0.72 225.01.00 33.11.00 0.99+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 11.0 ft 1 0.700 0.204 1.15 1.200 1.001.00 1.00 2.83 861.3 1,230.8 0.92 207.01.00 42.11.00 0.99+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 11.0 ft 1 0.438 0.127 1.25 1.200 1.001.00 1.00 1.92 585.0 1,336.6 0.62 225.01.00 28.61.00 0.99+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 28 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:11ft Roof HDR - Parallel Project File: Sterling Medical Facility.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 0.99Length = 11.0 ft 1 0.588 0.171 1.15 1.200 1.001.00 1.00 2.38 723.2 1,230.8 0.77 207.01.00 35.41.00 0.99+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 11.0 ft 1 0.109 0.031 1.60 1.200 1.001.00 1.00 0.61 185.3 1,704.9 0.20 288.01.00 9.11.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.2711 5.540 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 1.029 1.029 Max Upward from Load Combinations 1.029 1.029 Max Upward from Load Cases 0.660 0.660 D Only 0.369 0.369 +D+Lr 0.809 0.809 +D+S 1.029 1.029 +D+0.750Lr 0.699 0.699 +D+0.750S 0.864 0.864 +0.60D 0.221 0.221 Lr Only 0.440 0.440 S Only 0.660 0.660 Page 29 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:7ft Roof HDR Project File: Sterling Medical Facility.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 :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, Lr = 0.020, S = 0.030 ksf, Tributary Width = 12.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.860: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 3.500ft 76.27 psi= = 1,235.08psi 3-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 3-2x8 Maximum Shear Stress Ratio 0.368 : 1 6.412ft= = 1,061.94psi Maximum Deflection 0 <360 620 Ratio =0 <180 Max Downward Transient Deflection 0.089 in 942Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.135 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S 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 0.375 0.161 0.90 1.200 1.001.00 1.00 1.19 362.8 967.8 0.57 162.01.00 26.11.00 1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.0 ft 1 0.618 0.265 1.25 1.200 1.001.00 1.00 2.72 828.9 1,341.7 1.29 225.01.00 59.51.00 0.99+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.0 ft 1 0.860 0.368 1.15 1.200 1.001.00 1.00 3.49 1,061.9 1,235.1 1.66 207.01.00 76.31.00 0.99+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.0 ft 1 0.531 0.227 1.25 1.200 1.001.00 1.00 2.34 712.4 1,341.7 1.11 225.01.00 51.21.00 0.99+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 30 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.07.20 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:7ft Roof HDR Project File: Sterling Medical Facility.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 0.99Length = 7.0 ft 1 0.718 0.308 1.15 1.200 1.001.00 1.00 2.91 887.1 1,235.1 1.39 207.01.00 63.71.00 0.99+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 7.0 ft 1 0.127 0.054 1.60 1.200 1.001.00 1.00 0.72 217.7 1,714.1 0.34 288.01.00 15.61.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.1354 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 1.993 1.993 Max Upward from Load Combinations 1.993 1.993 Max Upward from Load Cases 1.313 1.313 D Only 0.681 0.681 +D+Lr 1.556 1.556 +D+S 1.993 1.993 +D+0.750Lr 1.337 1.337 +D+0.750S 1.665 1.665 +0.60D 0.409 0.409 Lr Only 0.875 0.875 S Only 1.313 1.313 Page 31 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.08.30 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:6ft Int HDR Project File: Sterling Medical Facility.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 No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.0150, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 13.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.725: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 72.77 psi= = 1,242.00psi 3-2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 3-2x8 Maximum Shear Stress Ratio 0.352 : 1 0.000ft= = 900.05psi Maximum Deflection 0 <360 854 Ratio =0 <180 Max Downward Transient Deflection 0.058 in 1233Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.084 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S 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 0.285 0.138 0.90 1.200 1.001.00 1.00 0.91 276.8 972.0 0.49 162.01.00 22.41.00 1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.469 0.227 1.25 1.200 1.001.00 1.00 2.08 632.9 1,350.0 1.11 225.01.00 51.21.00 1.00+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.725 0.352 1.15 1.200 1.001.00 1.00 2.96 900.1 1,242.0 1.58 207.01.00 72.81.00 1.00+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.403 0.195 1.25 1.200 1.001.00 1.00 1.79 543.9 1,350.0 0.96 225.01.00 44.01.00 1.00+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Page 32 of 33 Wood Beam LIC# : KW-06013979, Build:20.23.08.30 DCI ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION:6ft Int HDR Project File: Sterling Medical Facility.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 = 6.0 ft 1 0.599 0.291 1.15 1.200 1.001.00 1.00 2.44 744.2 1,242.0 1.31 207.01.00 60.21.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.096 0.047 1.60 1.200 1.001.00 1.00 0.55 166.1 1,728.0 0.29 288.01.00 13.41.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.0843 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 1.971 1.971 Max Upward from Load Combinations 1.971 1.971 Max Upward from Load Cases 1.365 1.365 D Only 0.606 0.606 +D+Lr 1.386 1.386 +D+S 1.971 1.971 +D+0.750Lr 1.191 1.191 +D+0.750S 1.630 1.630 +0.60D 0.364 0.364 Lr Only 0.780 0.780 S Only 1.365 1.365 Page 33 of 33