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Response to BLDG Comments BLDG C.pdfSSSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S 08/01/2016 R E , r-3 To: Chuck Miller X`p 04 2(l i Edmonds Plans Examiner RUIL�INO (')V u E DS Re: Correction Notice #1 (July 21, 2016) Review Type: Plan Review Comments Project Address: 20730 76th Avenue W, Building C Project #: BLD20160561 From: Devin Hougard, EIT SSS#: 1603023 E M Thank you for your time and consideration in this matter. Here is the information, corrections or clarifications that you requested. 1. Addressed by others 2. Addressed by others 3. Addressed by others 4. Addressed by others 5. Addressed by others 6. Addressed by others 7. Addressed by others 8. Addressed by others 9. Addressed by others 10.Addressed by others 11. Addressed by others 12.Addressed by others 13. Addressed by others 14. Addressed by others 15.Addressed by others 16. Addressed by others 17.Addressed by others 18. a. An STHD14 was added to the plans on sheet S5 and S4 at the end of the '"SW B6" of "Unit 01" b. The post carrying Beam (2-3) was picked up by adding Beam (1-20). The load of the new beam was followed through to the foundation with attached calculations of other affected beams; 1-11, 1-21, 0-3. c. Framing was revised above the entry to accommodate the open to below feature. d. A calculation for Beam (1-17) was performed and determined (2)-2x6 beam is adequate. 2411356 1h Ave W - Lynnwood, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SOUND STRUCTURAL SOLUTIONS S:S::S:1 E N G I N E E R S e. A new calculation for Beam (1-10) was performed with different loading conditions. The beam was changed to a 4x12 at four locations on the "plan north" side of the building. a. A new beam calc (2-12) was assessed for the HDR over the "plan south" window in the Living room of unit 2. It was determined that the HDR should be sized as a 4x8 to have a capacity large enough to carry the demand load. b. A post calculation, 2-41- was run to show the loading beneath the beam (2-4). A 4x4 post is adequate to carry the load created by the beam. If you have any questions, require additional information, or believe we have misinterpreted your requests, please call us at 425-778-1023, and we'd be happy to discuss them. Attached: Partial S4, S5, S6 Beam/Post Calcs 24113 56th Ave W - Lynnwood, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 M 0 0 m w 9 �I Project Title: Engineer: Project Descr: Project ID: Title Block Line 6Printed: 1 AUG W16, 2:22PM ------- Wood Beam NERCAW, INC. 1983-2015, Build 615.t06 Ver.6.15.10.6 Description : 1-20 Point Load: D = 0.6080, L = 2.430 k @ 3.50 ft, (Rxn 2-3L) CODE REFERENCES be e� �. ........ DESIGN SUMMARY ®...m .... Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 0.681: 1 Maximum Shear Stress Ratio W 0.355 : 1 Section used for this span Load Combination Set : ASCE 7-10 Section used for this span 3.125x9 fo : Actual = 1,635.06psi Material Properties - 94.17 psi FB : Allowable = 2,400.00psi Fv : Allowable Analysis Method : Allowable Stress Design Fb -Tension 2,400.0 psi E: Modulus of Elasticity +D+L Load Combination ASCE 7-10 Fb- Compr 1,850.0 psi Ebend-xx 1,800.Oksi Span # 1 Fc - Prll 1,650.0 psi Eminbend - xx 930.Oksi Wood Species : DF/DF Fc • Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Max Downward Total Deflection Ft 1,100.0 psi Density 31.20 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling 0 <240 Vertical ReactionsSupport 3.125x9 Span = 7,0 ft Applied Loads Service loads entered„ Load Factors will be applied for calculations. .................------------------ Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Point Load: D = 0.6080, L = 2.430 k @ 3.50 ft, (Rxn 2-3L) DESIGN SUMMARY NNKZM•� Maximum Bending Stress Ratio = 0.681: 1 Maximum Shear Stress Ratio W 0.355 : 1 Section used for this span 3.125x9 Section used for this span 3.125x9 fo : Actual = 1,635.06psi fv : Actual - 94.17 psi FB : Allowable = 2,400.00psi Fv : Allowable _ 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.500ft Location of maximum on span - 7,000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.097 in Ratio= 868 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.122 in Ratio= 690 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical ReactionsSupport notation : Far left is #1 Values in KIPS _. Load Combination Support 1 ------ ------ — Support 2 — — — ........ Ove�altMAXimu'ro---�� - 1.766 1.755 Overall MINimum 0.365 0.365 D Only 0.365 0.365 +D+L 1,766 1.766 +D+S 0.365 0.365 +D+0.750L+0.750S 1.415 1.415 D Only 0.365 0.365 L Only 1.401 1.401 S Only Title Block Line 6 Wood Beam Description : 1-11 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Project Title: Engineer: Project ID: Project Descr: Printed: 1 AUG 2016, 2:18PM File = S:WobsW6W6031S1 E797-1M01607-11_ENERC--I.EC6 ENERCALC, INC. 1983-2015, Build:6,15.10,6, Vec615,10.6 Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb- Compr 2,325.0 psi Ebend-xx 1,550.Oksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species Wood Grade Beam Bracing iLevel Truss Joist Fc _ Perp 800.0 psi TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam is Fully Braced against lateral -torsion buckling 10 i rr.2r r 5-125x9 Span = 10.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Uniform Load: D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) ............. ...................---------._. 1,423 Uniform Load : D=0.0130, L = 0.040 ksf, Tributary Width= 6.250 ft, (FLOOR) 1.204 1.423 Uniform Load: D = 0.0130, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) 3.734 4.794 Point Load: D = 0.3650, L = 1.401 k @ 8.0 ft, (Rxn 1-15) 1.204 1.423 DESIGN SUMMARY 3.102 ° ° ' • Maximum Bending Stress Ratio = 0.76& 1 Maximum Shear Stress Ratio = 0.503: 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb : Actual = 1,788.41 psi fv : Actual = 155.90 psi FB : Allowable = 2,325.00psi Fv : Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.511 ft Location of maximum on span = 10.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.271 in Ratio= 442 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.393 in Ratio= 305 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Load Combination Support 1 Support 2 Overall MINimum 1.204 1,423 D Only 1.204 1.423 +D+L 3.734 4.794 +D+S 1.204 1.423 +D+0.750L+0.750S 3.102 3.951 D Only 1.204 1.423 L Only 2.530 3.371 S Only Support notation : Far left is #1 Values in KIPS Project Title: Engineer: Project Descr: Title Block Line 6 .. ..... _..............__.............................._.............................. Wood Beam Description : 1-21 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb. Tension Load Combination ASCE 7-10 Fb Compr Fc - Prll Wood Species : Douglas Fir - Larch FV - Perp Wood Grade : No.2 Ft Beam Bracing Beam is Fully Braced against lateral -torsion buckling UL W,rW- - at u v I Le4a ...m.f..........+ wrir, 1t1, ri 0,1n 919 ........------w im............. axe Spen = 3.0 fl Applied Loads Uniform Load: D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load: D = 0.0130, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) Uniform Load: D = 0.0130, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) Point Load : D = 0.3650, L =1.401 k @ 1.0 ft, (Rxn 1-20L) DESIGN SUMMARY 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi ::a,1« olbst5I O's'd W ENERCALC, INC. Project ID: Printed: 1 AUG IM, 2:24PM Build:6.15.10,6, Ver:6.15.10.6 E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend -xx 580.Oksi Density 31.20pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio - 0.6061 Maximum Shear Stress Ratio - 0.700 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual _ 709.10psi fv : Actual 126.03 psi FB : Allowable _ 1,170.00psi Fv : Allowable - 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span - 1.007ft Location of maximum on span - 0.000ft Span # where maximum occurs - Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 3292 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.015 in Ratio= 2419 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall_ffWimum 13 1. 4 __ ......... .. ......----------------- ----------- —.. Overall MINimum 0.568 0.446 D Only 0.568 0.446 +D+L 2.132 1.543 +D+S 0.568 0.446 +D+0.750L+0.750S 1.741 1.269 D Only 0.568 0.446 L Only 1.564 1.097 S Only Project Title: Engineer: Project Descr: Project ID: Block TbQhE00d' Itl1@alrll......_„ File =ENERCALC\sl603\SlE?97-18 016 7-10.6,VeRrC-1M Printed 1 AUG W 3 20 Description : 0-3 0.7221 Maximum Shear Stress Ratio CODE REFERENCES - _ ..... ..... _.. ... ............ 6x10 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 6x10 fib : Actual _ Load Combination Set : ASCE 7-10 N : Actual = 111.21 psi FB: Allowable Material Properties 875.00psi Fv : Allowable = 170.00 psi Stress Design Analysis Method: Allowableg- n 875 p E Modulus of Elasticity Load Combination ASCE 7 1 10 Fb - Compr 875 psi - 300 ksi bend xx 1 Location of maximum on span Fc - Prll 600 psi Eminbend - xx 470ksi Wood Species : Douglas Fir - Larch Fc,. Perp 625 psi Maximum Deflection Wood Grade : No.2 Fv 170 psi Max Downward Transient Deflection Ft 425 psi Density 31.2pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Max Upward Transient Deflection Span=960fl Applied Loads red Load Factors will be applied for calculations. Service loads ente...---..... — Uniform Load: D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 12.0 ft, (FLOOR) Uniform Load: D = 0.0130, L = 0.040 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 6.0 ft, (FLOOR) Uniform Load: D = 0.010 ksf, Extent = 0.0 » 1.50 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load: D = 0.010 ksf, Extent = 0.0 » 3.0 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load: D = 0.0130, L = 0.040 ksf, Extent = 0.0 > 3.0 ft, Tributary Width = 2.50 ft, (FLOOR) Point Load: D = 0.5680, L = 1.564 k @ 1.50 ft, (Rxn 1-16L) DESIGN SUMMARY' VNEEMNSOM Maximum Bending Stress Ratio = 0.7221 Maximum Shear Stress Ratio = 0.654 :1 Section used for this span 6x10 Section used for this span 6x10 fib : Actual _ 631.96psi N : Actual = 111.21 psi FB: Allowable 875.00psi Fv : Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span - 1.511 ft Location of maximum on span = 0.000ft Span # where maximum occurs - Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio= 2722 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.029 in Ratio= 1870 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation : Far left is #1 ......... Values in KIPS _................ Load Combination Support 1 Support 2 __D eral ff Mum'........ .. rc�.&74� _ ............. ___ Overall MINimum 1.251 0.791 +D+L 3.874 2.553 +D+S 1.251 0.791 +D+0.750L+0.750S 3.218 2,112 D Only 1.251 0.791 L Only 2.623 1.761 Wood Beam Description : 1-22 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Project Title: Engineer: Project ID: Project Descr: Prinled: 1 AUG 2016, 2:30PM 'NFile=S:\Jobs1s161s16031S1E797-1\W01607-1d-ErR(,w1 Cf, ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6 Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR) Fc . PrII 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi 0.471: 1 Maximum Wood Grade : No.2 Fv 180.0 psi Section used for this span 4x8 fb : Actual _ Ft 575.0 psi Density 31.20 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling 180.00 psi Load Combination +D+L Load Combination Qro.r 1 L. 0 04 , Location of maximum on span - 5.500ft Location of maximum on span - 0.000ft O'CV4 Span # 1 Span # where maximum occurs _ Span # 1 L Only 0.220 0.220 4x6 Maximum Deflection Max Downward Transient Deflection Span = 11.0 ft 0.075 in Ratio= 1771 Applied Loads — Service loads entered Load Factors will be applied or calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) Max Downward Total Deflection Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR) 761 Max Upward Total Deflection DESIGN SUMMARY 0.000 in Ratio= 0 <240 Vertical ReactionsSupport Maximum Bending Stress Ratio = 0.471: 1 Maximum Shear Stress Ratio - 0.168 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual _ 550.51 psi fv : Actual 30.24 psi FIB: Allowable 1,170.00psi Fv : Allowable _ 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span - 5.500ft Location of maximum on span - 0.000ft Span # where maximum occurs - Span # 1 Span # where maximum occurs _ Span # 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio= 1771 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.173 in Ratio= 761 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical ReactionsSupport notation : Far left is #1 Values in KIPS ._.... __ ........ ...... _, ..... --- ...... .......... ..-_ Load Combination Support 1 Support 2 mum-.. ......... ....._0.bi2...__._ 0.512 - --------- — — Overall MINimum 0.220 0.220 +D+L 0.512 0.512 +D+S 0.292 0.292 +D+0,750L+0.750S 0.457 0.457 D Only 0.292 0.292 L Only 0.220 0.220 S Only Title BlockLine 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Prinled:26 JUL 2016, 4:12PM File S:Wobsls161s16031S1E797-�11W01607-11_ENERC 1,EC6 ENERCALC, INC. 1983-2015, Build:6.15,10.6, Ver:6.15.4.30 Description : 1-17 Span = 3 0 n CODE REFERENCES Applied Loads.... Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Load Combination Set : ASCE 7-10 Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =13.50 ft, (FLOOR) Material Properties ..,......... Uniform Load : D = 0.0150, L = 0.040, S = 0.0250 ksf, Tributary Width = 2.50 ft, Analysis Method: Allowable Stress Design Fb - Te nsion 850.0 psi Load Combination ASCE 7-10 Fb - Compr 850.0 psi Maximum Bending Stress Ratio = Fc - Prll 1,300.0 psi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi fv : Actual Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling Fv : Allowable 150.00 psi ,gy, Ca,9llkmmr,g,WV' Gln-4''r3Nq. Load Combination ..m.m....-----f dHrh,i&.9l',l ",i�................2 y rr+n: E: Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 27.70pcf Span = 3 0 n Applied Loads.... Service loads entered Load Factors will be a lied for calculations. pp Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =13.50 ft, (FLOOR) Uniform Load : D = 0.0150, L = 0.040, S = 0.0250 ksf, Tributary Width = 2.50 ft, (DECK) DESIGN SUMMARY ' ' • Maximum Bending Stress Ratio = 0.721: 1 Maximum Shear Stress Ratio = 0.811 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 796.61 psi fv : Actual 121.70 psi FIB: Allowable 1,105.00psi Fv : Allowable 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span - 1.500ft Location of maximum on span 0.000ft Span # where maximum occurs - Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1659 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.030 in Ratio = 1189 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Vertical ReactionsSupport notation : Far left is #1 ............ Values in KIPS — Load Combination Support 1 ......__ Support 2 ............ --- — — — ......... ......... Overall MINimum 0.094 0.094 +D+L 1.339 1.339 +D+S 0.473 0.473 +D+0.750L+0.750S 1.169 1.169 D Only 0.379 0.379 L Only 0.960 0.960 S Only 0.094 0.094 Project Title: Engineer: Project Descr: Title Block Line 6 Wood Beam Description : 1-10 CODE REFERENCES Maximum Shear Stress Ratio Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Section used for this span Load Combination Set: ASCE 7-10 4x12 Material Properties 4x12 Analysis Method: Allowable Stress Design Fb -Tension Load Combination ASCE 7-10 Fb - Compr _ 123.20 psi Fc • Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Load Combination Ft Beam Bracing Beam is Fully Braced against lateral -torsion buckling 900,0 psi 900,0 psi 11,350,0 psi.... 625.0 psi 180.0 psi 575,0 psi. Project ID: Printed: 26 JUL 2016, 4:24PM .. ..... ,. _ ... _ .-...... ------ S:1Jobsls161s16031S1E797-11W01607-11W1LL0W-1 EC6 ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.4.30 �sn.VLAt.....�.......... ........ - ___ r �tN 4.12 Sp' =6Off Applied Loads Uniform Load : D=0.01180, S = 0.0250 ksf, Tributary Width= 20.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width= 8.0 ft, (WALL) Uniform Load : D=0.0130, L = 0.040 ksf, Tributary Width= 9.0 ft, (FLOOR) DESIGN SUMMARY E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.693:1 Maximum Shear Stress Ratio - 0.595: 1 Section used for this span 4x12 Section used for this span 4x12 fo : Actual = 788.48psi fv : Actual _ 123.20 psi FB : Allowable = 1,138.50psi Fv : Allowable - 207.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 3262 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.048 in Ratio= 1513 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 bvera'IiNiA)f°mum .234- ._. ____12S4 --------- ...... .......... Overall MINimum 1.080 1.080 D Only 1.299 1.299 +D+L 2.379 2.379 +D+S 2.799 2.799 +D+0.750L+0.750S 3.234 3.234 D Only 1.299 1.299 L Only 1.080 1.080 S Only 1.500 1.500 Project Title: Engineer: Project Descr: Title Block Line 6 .. ,,,,-.....--------- Wood Beam Description : 2-12 0.700 1 CODE REFERENCES Section used for this span Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Section used for this span Load Combination Set: ASCE 7-10 818.94psi Material Properties FB: Allowable = Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7-10 Fb . Compr Load Combination Fc - Prll Wood Species Douglas Fir - Larch Fe - Perp Wood Grade : No.2 Fv Span # where maximum occurs Ft Beam Bracing Beam is Fully Braced against lateral -torsion buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Project ID: Printed: 27 21N 2016, 3:38PM 516(la I ?9'?-1W0I60 1t ENERC 1 CtS INC. 19Kii.°X15, Build:6.15.TO,6, Ver:6.15,4.30 E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi ') 4..J ll 4x8 Density 31.20 pcf Span = 6.0 fl Anolled Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010 ksf, Tributary Width = 5.0 ft, (WALL) Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (FLOOR) Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width =1.0 ft, (ROOF) DESION SUMMARY Maximum Bending Stress Ratio = 0.700 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb : Actual = 818.94psi fv : Actual FB: Allowable = 1,170.00psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.077 in Ratio= Max Upward Total Deflection 0.000 in Ratio= 1364 0 <360 938 0 <240 ]esian-0 - 0.458 :1 4x8 82.46 psi - 180.00 psi +D+L 0.000 ft - Span # 1 Vertical ReactionsSupport notation : Far left is #1 Values in KIPS .......... Load Combination Support 1 ... ......... ...... ------------------------------------- ............. ...................................... Support 2 �7ver""ai'i Lvi% Xiroum...... Y'96... ,_.- t.3-45 Overall MINimum 0.075 0.075 +D+L 1.395 1.395 +D+S 0.510 0.510 +D+0.750L+0.750S 1.211 1.211 D Only 0.435 0.435 L Only 0.960 0.960 S Only 0.075 0.075 Project Title: Engineer: Project ID: Protect Descr Title Block Line 6 Prfn�ed:26JUL"2.e16, 4:46PM .._... .... .�.................. .- ._ _ ............... Wood Column Fill= i 16 re 1E a� �r un g � nrrc�- .Ecs E.NEK LCANC '1983.2015„ Build:6.15.10:6„ Ver.6.15.4.30 Description : 2-41- Code -4L Code References ..... _. _.... ......-------------------------------- --------------- ----- --- - -........ Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 GeneralInformation ...,......_ ......---- _.......... --- ............. .................._ Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.25 in"2 Cf or Cv for Compression 1.150 Fb - Tension 900.0 psi Fv 180.0 psi Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb - Compr 900.0 psi Ft 575.0 psi I Cm : Wet Use Factor 1.0 y 12.505 in 4 Fc - Prll 1,350.0 psi Density 32.210 pcf Ct :Temperature Factor 1.0 Fc -Per Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf: Built-up columns 1.0 NDS 1532 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No (non-glb only) Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 8.0 ft, K =1.0 Y -Y (depth) axis : Unbraced Length for X -X Axis buckling = 8.0 it, K =1.0 Applied Loads _ Pp Service loads entered. Load Factor s will be applied for calculations. Column self weight included : 21.921 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 0.7140, L = 2.857 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5163 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y -Y 0.0 in at 0,0 ft above base Applied Axial 3.593 k for load combination : nla Applied Mx 0.0 k -ft Applied My 0.0 k -ft Along X -X 0.0 in at 0.0 ft above base Fc: Allowable 568.13 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Mcling Compression Tension Load Combination +D+0.750L+0.750S Location of max.above base 8,0 it Applied Design Shear 0.0 psi Allowable Shear 207.0 psi Load Combination Results Maximum l .w Benjno &1ioa Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location ....... ...__ DOnly.... 0.900 0.324 ASS O.Oft 0.0 PASS 8,0 ft 0.1074 P. +D+L 1.000 0.324 0.5163 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 0.324 0.1039 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L+0.750S 1.150 0.324 0.4064 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction�� Load Combination @ Base @ Top @ Base @ Top @ Base +D+L., ... ...... k k 3.593 k +D+S k k 0.736 k +D+0.750L+0.750S k k 2.879 k ... Column LIC #r ,-Qs600_ J /i • „ ' Maximum Reactions X -X Axis Reaction Load Combination @ Base @ .p D Only k Only k Maximum Deflections for Load Combinations Distance _.. ...... ................ Load Combination �........ _......_ Max. X -X Deflection ._ Distance +D+L 0.0000 in 0.000 ft +D+S 0.0000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0,000 ft D Only 0.0000 in 0,000 ft L Only 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft ,Sketches ...w .n .n _.,.... �_ .. .... �_ I Y i r 1N, x 4v➢' . ------ ..... . .......... Project Title: Engineer: Protect Descr: Project ID: Printed: 26 , U[, 20 �drt, 4:48PM ............. .,,._...�._ _,,, ..,__ -. _ -. FIs 1Er6a-1WV01 ''TIM.ENERC-I.EL6 ENERCALC, INC. 15"83. X115. Build:6.15.10,6, Ver:6.15:4.30 • • -! Note: Only non -zero reactions are listed -------- Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base 0736 k k 2.857 k ik k Max. Y -Y Deflection Distance 0.000 in 0.000 it 0.000 in 0.000 It 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft i Loads are total entered value. Arrows do not reflect absolute direction.