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BLD2020-0771+Structural_Analysis_or_Calculations+9.17.2020_12.17.26_PMRESUB Sep 17 2020 Structural Design Associates CITY OF EDMONDS 3006 Rucker Ave. DEVELOPMENT SERVICES DEPARTMENT Everett, Washington, 98201 Phone: (425) 339-0293 Fax: (425) 252-0916 BLD2020-0771 STRUCTURAL CALCULATIONS NEW INTERIOR BEAMS SDA JOB # 9024 STEVEN NOBLE 16038-68TH AVE W EDMONDS, WA 98026 J U LY 20, 2020 �,✓ (Z ZS C 4-0 Z CLLCo J PL i tie SC.2 LA'7-7c7m-4 `/7, `, caw - z , Z /mil 1 S C. Z Z0 fur— OI l-k-r -t -VA-D pgpg-i z.: 1 CKJ r''-k-- cam, ti ,_. l7t , L - �i, S l�, o-,Z.SI C®-L— P 1 0 GSM 44--co A 2- T�"-K6 2 2 cIA') -&- 3,s ^t rr- 2 d 7-412 Z4- P-_� <a Oa- A fc l��aZ(,b , 3 B & Project Title: f Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: roof beam at kitchen island CODE REFERENCES Printed: '19 JUL 2020, 12:41 PM Software copvripht ENERCALC, INC. 198 -2020 Build:1220 5.17 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending 18 W8x31 k, Span = 24.0 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load : D = 0.1840, S = 0,3060 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY s Maximum Bending Stress Ratio = 0.646 - 1 Maximum Shear Stress Ratio = 0.179 : 1 I Section used for this span W8x31 Section used for this span W8x31 Ma: Applied 35.280 k-ft Va : Applied 5.880 k Mn / Omega: Allowable 54.611 k-ft Vn/Omega : Allowable 32.832 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.000ft 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 0.719 in Ratio = 400>=240. Max Upward Transient Deflection 0.000 in Ratio = 0 <240.0 Max Downward Total Deflection 1.152 in Ratio = 250 >=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 Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 24.00 ft 1 0.243 0,067 13.25 13.25 91.20 54.61 1.00 1.00 2.21 49.25 32.83 +D+L+H Dsgn. L = 24.00 ft 1 0.243 0.067 13.25 13.25 91.20 54.61 1.00 1.00 2.21 49.25 32.83 +D+Lr+H Dsgn. L = 24.00 ft 1 0.243 0.067 13.25 13.25 91.20 54.61 1.00 1.00 2.21 49.25 32.83 +D+S+H Dsgn. L = 24.00 ft 1 0,646 0.179 35.28 35.28 91.20 54.61 1.00 1.00 5.88 49.25 32.83 +D+0.750Lr+0.750L+H Dsgn. L = 24.00 ft 1 0.243 0.067 13.25 13.25 91.20 54.61 1.00 1.00 2.21 49.25 32.83 +D+0,750L+0.750S+H Dsgn. L = 24.00 ft 1 0.545 0.151 29,77 29.77 91.20 54.61 1.00 1.00 4.96 49.25 32.83 +D+0.60W+H Dsgn. L = 24.00 ft 1 0.243 0.067 13.25 13.25 91.20 54.61 1.00 1.00 2.21 49.25 32.83 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 24.00 ft 1 0.243 0.067 13.25 13.25 9120 54.61 1.00 1.00 2.21 49.25 32.83 +D+0.750L+0.750S+0A50W+H Dsgn. L = 24.00 ft 1 0.545 0.151 29.77 29.77 9120 54.61 1.00 1.00 4.96 49.25 32.83 +0.60D+0.60W+0.60H Dsgn. L = 24.00 Q 1 0.146 0.040 7.95 7.95 91.20 54.61 1.00 1.00 1.32 49.25 32.83 +D+0.70E+0.60H Dsgn. L = 24.00 It 1 0,243 0.067 13.25 13.25 91.20 54.61 1.00 1.00 2.21 49.25 32.83 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 24.00 ft 1 0.545 0.151 29.77 29.77 91.20 54.61 1.00 1.00 06 49.25 32.83 Project Title: Engineer: Project ID: Project Descr: I' A Steel Beam Printed: '19 JUL 2020, 12:41 PM ENERCALC, INC. 19n2020, Build:12.20.5.17 DESCRIPTION: roof beam at kitchen island Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0,60D+0.70E+H Dsgn. L = 24.00 ft 1 0.146 0.040 7.95 7.95 91,20 54.61 1.00 1.00 1.32 49.25 32.83 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 1,1519 12.069 0.000D Y?.MD Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.880 5.880 Overall MINimum 1.325 1.325 +D+H 2.208 2.208 +D+L+H 2.208 2.208 +D+Lr+H 2.208 2.208 +D+S+H 5.880 5.880 +D+0.750Lr+0.750L+H 2.208 2.208 +D+0,750L+0.750S+H 4.962 4.962 +D+0.60W+H 2.208 2.208 +D+0.750Lr+0.750L+0.450W+H 2.208 2.208 +D+0.750L+0.750S+0.450W+H 4.962 4.962 +0.60D+0.60W+0.60H 1.325 1.325 +D+0.70E+0.60H 2.208 2.208 +D+0.750L+0.750S+0,5250E+H 4.962 4.962 +0.60D+0.70E+H 1.325 1.325 D Only 2.208 2.208 S Only 3.672 3.672 H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam KW460111301 Printed) 19 JUL 2020, 1:15PM Software copyright ENERCALC, INC. 1983.2020, BuiId:12.20.5.17 DESCRIPTION: roof beam at kitchen island CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb . 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade : 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1](0.184) S(0 306) 5.5x15 Span = 24.0 Applied Loads Uniform Load : D - 0.1840, S = 0.3060 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio - 0.776 1 Maximum Shear Stress Ratio = Section used for this span 5.5x15 Section used for this span - 2,052.65psi = 2,644.55psi Load Combination +D+S+H Location of maximum on span = 12.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.825 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1 321 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Location of maximum on span Span # where maximum occurs 349 >=240 0 <240 217 >=180 0 <180 4 ft Service loads entered. Load Factors will be applied for calculations. 0.315 : 1 5.5x15 95.98 psi 304.75 psi +D+S+H 0.000 ft Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+-H 0.00 0.00 0.00 OA0 Length = 24.0 ft 1 0.372 0,151 0.90 0,958 1.00 1.00 1.00 1.00 1,00 13,25 770.79 2069.65 1.98 36.04 238.50 +D+L+H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.335 0,136 1.00 0.958 1.00 1.00 1.00 1.00 1.00 13.25 770.79 2299.61 1.98 36.04 265,00 +D+Lr+H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.268 0.109 1.25 0.958 1.00 1,00 1.00 1.00 1.00 13.25 770.79 2874.51 1.98 36.04 331.25 +D+S+H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.776 0,315 1.15 0.958 1.00 1.00 1.00 1.00 1.00 35.28 2,052.65 2644.55 5.28 95.98 304.75 +D+0.750Lr+0.750L+H 0.958 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 24.0 ft 1 0.268 0.109 1.25 0.958 1.00 1.00 1.00 1.00 1.00 13.25 770.79 2874.51 1.98 36.04 331.25 +D+0.750L+0.750S+H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.655 0,266 1.15 0.958 1.00 1.00 1.00 1.00 1.00 29.77 1,732.19 2644.55 4.45 81.00 304.75 +D+0.60W+H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 11 0.209 0.085 1.60 0.958 1.00 1.00 1.00 1.00 1.00 13.25 770.79 3679.38 1.98 36.04 424.00 Project Title: Engineer: Project ID: Project Descr: Printed'. 19 JUL 2020, 1:15PM File 9024.9a- Wood Beam 5oftwarecaorrigMENERCALC. INC. T9832020, BuIId:12.20.5.17 DESCRIPTION: roof beam at kitchen island Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L i M fb F'b V fv F'v +D+0.750Lr+0.750L+0.450W+H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.209 0.085 1.60 0.958 1.00 1.00 1.00 1.00 1.00 13.25 770.79 3679.38 1.98 36.04 424.00 +D+0.750L+0.750S+0.450W+H 0.958 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.471 0.191 1.60 0.958 1.00 1.00 1.00 1.00 1.00 29.77 1,732.19 3679.38 4.45 81.00 424.00 +0.60D+0.60W+0.60H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.126 0.051 1.60 0.958 1.00 1.00 1.00 1.00 1.00 7.95 462.48 3679.38 1.19 21.63 424.00 +D+0.70E+0.60H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0,209 0,085 1.60 0.958 1.00 1.00 1.00 1.00 1.00 13.25 770.79 3679.38 1.98 36.04 424.00 +D+0.750L+0.750S+0.5250E+H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.471 0.191 1.60 0.958 1.00 1.00 1.00 1.00 1.00 29.77 1,732.19 3679,38 4.45 81.00 424.00 +0.60D+0.70E+H 0.958 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 24.0 ft 1 0.126 0.051 1.60 0.958 1.00 1.00 1.00 1,00 1.00 7.95 462.48 3679.38 1.19 21.63 424.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 1.3214 12.088 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.880 5.880 Overall MINimum 3.672 3.672 +D+H 2.208 2,208 +D+L+H 2.208 2.208 +D+Lr+H 2.208 2.208 +D+S+H 5.880 5.880 +D+0.750Lr+0.750L+H 2.208 2.208 +D+0.750L+0.750S+H 4.962 4.962 +D+0.60W+H 2.208 2.208 +D+0.750Lr+0.750L+0.450W+H 2.208 2.208 +D+0.750L+0.750S+0,450W+H 4.962 4.962 +0.60D+0.60W+0.60H 1.325 1.325 +D+0.70E+0.60H 2.208 2.208 +D+0.750L+0.750S+0.5250E+H 4.962 4.962 +0.60D+0.70E+H 1.325 1.325 D Only 2.208 2.208 S Only 3.672 3.672 H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam KW48011301 Printed''19.JUL2020, 2'30PM File: 5oftwarecapyripi�tEHERCAtC, INC 19832020, BuiId:12.20.5.17 STRUCTURALDESIGN AT) DESCRIPTION: clg jst beam at living room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 0.09854 ft 1 0.008 0.188 1.25 0.947 1,00 1.00 1.00 1.00 1.00 0.37 21.42 2840.85 3.42 62.20 331.25 +D+0.750L+0.750S+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.563 0.204 1.15 0.947 1.00 1.00 1.00 1.00 1.00 25.31 1,472.58 2613.59 3.42 62.20 304.75 Length = 0.09854 ft 1 0.008 0.204 1.15 0.947 1.00 1.00 1.00 1.00 1.00 0.37 21.42 2613.59 3.42 62.20 304.75 +D+0,60W+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.128 0.046 1.60 0.947 1.00 1.00 1,00 1.00 1.00 8.02 466.56 3636.29 1.08 19.71 424.00 Length = 0.09854 ft 1 0.002 0.046 1.60 0.947 1.00 1.00 1.00 1,00 1.00 0.12 6.79 3636.29 1.08 19.71 424.00 +D+0.750Lr+0.750L+0.450W+H 0.947 1.00 1.00 1.00 1.00 1.00 0+00 0.00 0.00 0.00 Length = 26.901 ft 1 0.405 0.147 1.60 0.947 1.00 1.00 1.00 1.00 1,00 25.31 1,472.58 3636.29 3,42 62.20 424.00 Length = 0.09854 ft 1 0.006 0.147 1.60 0.947 1.00 1.00 1.00 1.00 1.00 0.37 21.42 3636.29 3.42 62.20 424.00 +D+0.750L+0.750S+0.450W+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.405 0.147 1.60 0.947 1,00 1.00 1.00 1.00 1.00 25.31 1,472.58 3636.29 3.42 62.20 424.00 Length = 0.09854 ft 1 0.006 0.147 1.60 0.947 1.00 1.00 1.00 1.00 1.00 0.37 21.42 3636.29 3.42 62.20 424.00 +0.60D+0.60W+0.60H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.077 0.028 1.60 0.947 1.00 1.00 1.00 1.00 1.00 4.81 279.94 3636.29 0.65 11.82 424.00 Length = 0.09854 ft 1 0.001 0,028 1,60 0.947 1.00 1.00 1.00 1.00 1.00 0.07 4.07 3636.29 0.65 11.82 424.00 +D+0.70E+0.60H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.128 0.046 1.60 0.947 1.00 1.00 1.00 1.00 1.00 8.02 466.56 3636.29 1.08 19.71 424.00 Length = 0.09854 ft 1 0.002 0.046 1.60 0.947 1.00 1.00 1.00 1.00 1,00 0.12 6.79 3636.29 1.08 19.71 424.00 +D+0.750L+0.750S+0.5250E+H 0.947 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 26.901 ft 1 0.405 0.147 1.60 0.947 1.00 1.00 1,00 1.00 1.00 25.31 1,472.58 3636.29 3.42 62.20 424.00 Length = 0.09854 ft 1 0,006 0.147 1.60 0.947 1.00 1.00 1.00 1.00 1.00 0.37 21.42 3636.29 3.42 62.20 424.00 +0.60D+0.70E+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.077 0.028 1.60 0.947 1.00 1.00 1.00 1.00 1.00 4.81 279.94 3636.29 0.65 11.82 424.00 Length = 0.09854 ft 1 0.001 0.028 1.60 0.947 1,00 1,00 1.00 1.00 1.00 0.07 4.07 3636.29 0.65 11.82 424.00 Overall Maximum Deflections Load Combination Span Max. "" Cell Location in Span Load Combination Max. "+" Detl Location in Span +D+L+H 1 1.4730 13.599 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXiinum 4.604 4.604 Overall MINimum 3.416 3.416 +D+H 1.188 1.188 +D+L+H 4.604 4.604 +D+Lr+H 1.188 1.188 +D+S+H 1.188 1.188 +D+0.750Lr+0.750L+H 3,750 3.750 +D+0.750L+0.750S+H 3.750 3.750 +D+0.60W+H 1.188 1.188 +D+0.750Lr+0.750L+0-450W+H 3.750 3.750 +D+0.750L+0.750S+0.450W+H 3.750 3.750 +0.60D+0.60W+0.60H 0.713 0.713 +D+0.70E+0.60H 1.188 1.188 +D+0.750L+0.750S+0.5250E+H 3.750 3.750 +0.60D+0.70E+H 0.713 0.713 D Only 1.188 1.188 L Only 3.416 3.416 H Only Project Title: Engineer: Project ID: Project Descr: k ' -, Printed: 19 JUL 2020, 2:30PM Wood Beam FllW WZ4.eW Software copy ht ENERCALC, INC. 1983-2020. Build:12 20.5.17 06 011301 DESCRIPTION: clg jst beam at living room CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Skies : DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade : 24F-V4 Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads Uniform Load : D = 0,0880, L = 0.2530 , Tributary Width =1.0 ft DESIGN SUMMARY DLO-0881 L(0.253) 5-5x15 Span =27.0ft Service loads entered, Load Factors will be applied for calculations. ■: 'Maximum Bending Stress Ratio = 0.796 1 Maximum Shear Stress Ratio = 0.288 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 = 1,807.92psi 2,272.68 psi Load Combination +D+L+H Location of maximum on span = 13.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 1.093 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.473 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 76.37 psi 265.00 psi Load Combination +D+L+H Location of maximum on span - 0.000ft Span # where maximum occurs = Span # 1 296 >=240 0 <240 219 >=180 0 <180 Load Combination Segment Length Span # Max Stress M Ratios V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+H 0,00 0.00 0.00 0.00 Length = 26.901 it 1 0.228 0.083 0.90 0.947 1.00 1.00 1.00 1.00 1.00 8.02 466.56 2045.41 1.08 19.71 238.50 Length = 0.09854 ft 1 0.003 0.083 0.90 0.947 1.00 1.00 1.00 1.00 1.00 0.12 6.79 2045.41 1.08 19.71 238.50 +D+L+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.796 0.288 1.00 0.947 1.00 1.00 1.00 1.00 1.00 31.07 1,807.92 2272.68 4.20 76.37 265.00 Length = 0.09854 ft 1 0.012 0.288 1.00 0.947 1.00 1.00 1.00 1,00 1.00 0.45 26.30 2272.68 4.20 76.37 265.00 +D+Lr+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.164 0.059 1.25 0-947 1.00 1.00 1.00 1.00 1.00 8.02 466.56 2840.85 1.08 19.71 331.25 Length = 0.09854 ft 1 0.002 0.059 1.25 0.947 1.00 1.00 1.00 1.00 1.00 0.12 6.79 2840.85 1.08 19.71 331.25 +D+S+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 it 1 0,179 0,065 1.15 0.947 1.00 1.00 1.00 1.00 1.00 8.02 466.56 2613.59 1.08 19.71 304.75 Length = 0.09854 ft 1 0.003 0.065 1.15 0.947 1.00 1.00 1.00 1.00 1.00 0.12 6.79 2613.59 1.08 19.71 304.75 +D+0.750Lr+0.750L+H 0.947 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.518 0.188 1.25 0.947 1.00 1.00 1.00 1.00 1.00 25.31 1,472.58 2840.85 3.42 62.20 331.25 Project Title: Engineer: Project ID: Project Descr: I C, Wood Beam 0:0 11301 Printed: -19 JIIL 2020, 3:01 PM e: 9024. Sofhroare Copyngill ENERCbl1;. INC. 1883-2424, Build:l2 20.5.17 STRUCTURAL DESIGN DESCRIPTION: ceiling joist CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850 psi Ebend- xx 1300 ksi Fc Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525psi Density 26.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling AppiieCl Loaas Uniform Load : D = 0.0110, L = 0.020 , Tributary Width =1.0 ft DESIGN SUMMARY lj) A�FI t Service loads entered, Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.801: 1 Maximum Shear Stress Ratio Section used for this span 2x6 Section used for this span = 885.42 psi = 1,105.00psi Load Combination +D+L+H Location of maximum on span = 6.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.347 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.538 in Ratio = Max Upward Total Deflection L_ 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Load Combination Location of maximum on span Span # where maximum occurs 414 >=240 0 <240 267 >=180 0 <180 0.209 : 1 2x6 - 31.35 psi 150.00 psi +D+L+H 0.000 ft Span # 1 Moment Values Cm C t CL M fb Fb Shear Values V fv Fv +D++H 0.00 0.00 0.00 0.00 Length = 12.0 It 1 0.316 0.082 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0,20 314.18 994.50 0.06 11.12 135.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.801 0.209 1.00 1.300 1.00 1.00 1.00 1.00 100 0.56 885.42 1105.00 0.17 31.35 150.00 +D+Lr+H 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.227 0.059 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.20 314.18 1381.25 0.06 11.12 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.247 0.064 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.20 314.18 1270.75 0.06 11.12 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 12.0 ft 1 0.538 0.140 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 742.61 1381.25 0.14 26.29 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.584 0.152 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 742.61 1270.75 0.14 26.29 172.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.178 0.046 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.20 314.18 1768.00 0.06 11.12 240.00 Project Title: Engineer: Project ID: Project Descr: {L _ Printed: 10 JUL 2020, 3:01 PM Wood Beam SeAwereCopyrigM EI+tERCALC, INC 19832020, BuIId;12.20.5.17 i:i DESCRIPTION: ceiling joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.420 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 742,61 1768.00 0.14 26.29 240,00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.420 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 742.61 1768.00 0.14 26.29 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 It 1 0.107 0.028 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 188.51 1768.00 0.04 6.67 240.00 +D+0.70E+0.60H 1.300 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.178 0.046 1+60 1.300 1.00 1.00 1.00 1.00 1,00 0.20 314.18 1768.00 0.06 11.12 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.420 0.110 1.60 1.300 1.00 1,00 1.00 1.00 1.00 0.47 742.61 1768.00 0.14 26,29 240.00 +0.60D+0.70E+H 1,300 1.00 1.00 1.00 1.00 1.00 U0 0.00 0.00 0.00 Length = 12.0 ft 1 0.107 0.028 1.60 1.300 1.00 1.00 1,00 1.00 1.00 0.12 188.51 1768.00 0.04 6.67 240.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 1 0.5381 6.044 0.0000 0+000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA imum 0.186 0.186 Overall MINimum 0.120 0.120 +D+H 0.066 0.066 +D+L+H 0.186 0.186 +D+Lr+H 0.066 0.066 +D+S+H 0.066 0.066 +D+0.7501-r+0.7501-+H 0.156 0.156 +D+0.750L+0.750S+H 0.156 0.156 +D+0.60W+H 0.066 0.066 +D+0.750Lr+0,750L+0.450W+H 0.156 0.156 +D+0.750L+0.750S+0.450W+H 0.156 0.156 +0.60D+0.60W+0.60H 0.040 0.040 +D+0.70E+0.60H 0.066 0.066 +D+0.750L+0.750S+0.5250E+H 0.156 0.156 +0.60D+0,70E+H 0.040 0.040 D Only 0.066 0.066 L Only 0.120 0.120 H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: point load beam in basement hall CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb- Wood Species Wood Grade Beam Bracing Fc - Prll Douglas Fir -Larch Fc - Perp No.2 Fv Ft Beam is Fully Braced against lateral -torsional buckling D(1.888), L(3.416) Applied Loads Point Load: D = 1,888, L = 3.416 k @ 2,50 ft DESIGN SUMMARY Printedi 19 JUL 2020, 3:57PM B: ENERCALC, INC. 1983-2020, Build:12.20.5.17 875 psi E : Modulus of Elasticity 875 psi Ebend- xx 1300 ksi 600 psi Eminbend - xx 470 ksi 625 psi 170 psi 425 psi Density 31.21 pcf 1 1 6x 10 Span = 4.50 ft Service loads entered, Load Factors will be applied for calculations.. !Maximum Bending Stress Ratio = 0.976 1 Maximum Shear Stress Ratio Section used for this span 6x10 Section used for this span = 853.59 psi = 875.00psi Load Combination +D+L+H Location of maximum on span = 2.496ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0 034 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Load Combination Location of maximum on span = Span # where maximum occurs = 2489 >=240 0 <240 1603 >=180 0 <180 0.498 : 1 6x10 84.59 psi 170.00 psi +D+L+H 2.513 ft Span # 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i Cr C m C t C L M fb Fb V tv Fv +D+H 0.00 0.00 0.00 0.00 Length = 4.50 ft 1' 0.386 0.197 0-90 1 000 1.00 1.00 1.00 1.00 1.00 2.09 303.84 787.50 1.05 30.11 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.976 0.498 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.88 853.59 875.00 2.95 84.59 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.278 0.142 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.09 303.84 1093.75 1.05 30.11 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.302 0.154 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.09 303.84 1006.25 1.05 30.11 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.655 0.334 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.94 716.15 1093+75 2.47 70.97 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.712 0.363 1.15 1.000 1.00 1.00 100 1.00 1.00 4.94 716.15 1006.25 2.47 70.97 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.217 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.09 303.84 1400.00 1.05 30.11 272.00 Project Title: Engineer: Project ID: Project Descr: (1) Wood Beam � � r DESCRIPTION: point load beam in basement hall Load Combination Max Stress Ratios Segment Length Span # M V C d C FIV C i C r C m C t C L Printed'. 19 JUL 2020, 3:57PM 24.ec6 1oftarewpyri htENERCALC,INC, 1983-2020,Build:1220517 Moment Values M fb F'b Shear Values V fv Pv +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.512 0.261 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.94 716.15 1400.00 2.47 70.97 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.512 0.261 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.94 716.15 1400.00 2.47 70.97 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.130 0,066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 182.31 1400.00 0,63 18.07 272,00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.217 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2,09 303.84 1400.00 1.05 30.11 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.512 0 261 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4,94 716.15 1400.00 2.47 70,97 272.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.130 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 182.31 1400.00 0.63 18.07 272.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0337 2.332 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.357 2.947 Overall MINimum 1.518 1.898 +D+H 0.839 1.049 +D+L+H 2.357 2.947 +D+Lr+H 0,839 1.049 +D+S+H 0.839 1.049 +D+0.750Lr+0.750L+H 1,978 2.472 +D+0.750L+0.750S+H 1.978 2.472 +D+0.60W+H 0.839 1.049 +D+0.750Lr+0.750L+0.450W+H 1.978 2.472 +D+0.750L+0.750S+0.450W+H 1.978 2.472 +0.60D+0.60W+0.60H 0.503 0.629 +D+0.70E+0.60H 0.839 1.049 +D+0.750L+0.750S+0.5250E+H 1.978 2,472 +0.60D+0.70E+H 0.503 0.629 D Only 0.839 1.049 L Only 1.518 1.898 H Only