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Response to BLDG Comments BLDG A.pdfSOUND STRUCTURAL SOLUTIONS ISSS] E N G I N E E R S li � �, d�n��h �l tr" 08/02/2016 To: Chuck Miller AU13, 04 2016 Edmonds Plans Examiner t,`AWU:;tN(`A C)OF .11��RIMME�, 'r Re: Correction Notice #1 (July 28, 2016) Review Type: Plan Review Comments Project Address: 20730 76th Avenue W, Building A Project #: BLD2016-0562 From: Devin Hougard, EIT SSS#: s1603023 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.The foundation plan, sheet S4, 1-11. 13. has been updated to show the support for beam a. The HDR over the "plan north" window of Unit 06 has been calculated as beam (1-23). (2)-2x6 are adequate to support the loading conditions at that location. b. A calculation for Beam (1-17) was performed and determined (2)-2x6 beam is adequate. c. A new calculation for Beam (1-10) was performed with different loading conditions. The beam was changed to a 4x12 at eight locations on the "plan north" side of the building. d. 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. e. We changed our documents to match the architect plans in regards to the fireplace. 2411356 1h Ave W - Lynnwood, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SOUND STRUCTURAL SOLUTIONS SUS E N G I N E E R 5 14. We changed our documents to match the architect plans in regards to the fireplace. 15. A new beam calc (2-12) was assessed for the HDR over the "plan south" window in the Living room of Unit 06. It was determined that the HDR should be sized as a 4x8 to have a capacity large enough to carry the demand load. 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 S2, S4, S6, S7, S8 Beam Calcs 2411356 th Ave W - Lynnwood, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Es I 7 771,4 1311fil PEN I !rc F5 PEN 2 21 I 2 21 a I Z LU w M3 D> 0 - 11% NO anum N 9S 133HS NO mnNLW03 t ca ca ■� F 6Si334Ea3nNUNOO It ƒ It § Project Title: Engineer: Project Descr: Wood Beam Description : 1-23 Span= 4 Oft CODE REFERENCES Applied Loads_ Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF) Load Combination Set: ASCE 7-10 Uniform Load D = 0.010 ksf, Tributary Width Material Properties _ .. Analysis Method: Allowable Stress Design Fb - Te nsion 8500.0 psi Load Combination ASCE 7-10 Fb - Compr 850.0 psi Fc - Prll 1,300.0 psi Wood Species Hem Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi fb : Actual = Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling FB : Allowable = Project ID: Printed: 2AUG , W, 2:53PM 5'41a7kn�'t*tCa'��'ti�0�0�a1E7�Y�� kkwt)1da�M7^��tiO6O6tN1 1 EC6 ENERCAIX, W, 1t1ti3.2015, BwId:6.15.106, Ver.6.15.10.6 E: Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend - xx 470.0 ksi Density 27.70 pcf Span= 4 Oft Applied Loads_ Service loads entered. Load Factors will e applied or pp calculations, Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF) Uniform Load D = 0.010 ksf, Tributary Width =16.0 ft, (WALL) Uniform Load ; D = 0.010, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) DESIGN SUMMARY mmuzm•� Maximum Bending Stress Ratio = 0.725 1 Maximum Shear Stress Ratio = 0.612 : 1 Section used for this span 2.2x6 Section used for this span 2-2x6 fb : Actual = 801.32psi fv : Actual - 91.82 psi FB : Allowable = 1,105.00psi Fv : Allowable 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span - 4.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio= 1866 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.054 in Ratio= 887 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 MAXimum i.�10 1.010 --- -- Overall MINimum 0.150 0.150 +D+L 1.010 1.010 +D+S 0.680 0.680 +D+0.750L+0.750S 1.003 1.003 D Only 0.530 0.530 L Only 0.480 0.480 S Only 0.150 0.150 Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Prinled: 26 JUL 2016, 4:12PM He = S:\Jobs\sl6\sl603\SIE797-1\WO1607-1\ W01607^1\ ENERC-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.4.30 Description : 1-17 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 1111111111111---- _ _ ----- Analysis Method: Allowable Stress Design Fb -Tension 850.0 psi Load Combination ASCE 7-10 Fb - Compr 850.0 psi Fc - Prll 1,300.0 psi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling P&TT:, E : Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend - xx 470.Oksi Density 27.70pcf Spen=3Oft Applied Loads Service loads entered Load Factors will be applied for calculations. — -__ 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 FB: Allowable 1.105.00 psi 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 Reactions Support notation : Far left is #1 ... Values in KIPS Load Combination Support 1 ........ Support 2 ........................... Overafl NiA7�imu67.339 .... 1.33 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: Protect Descr: Title Block Line 6 Wood Beam Description : 1-10 plied or calculations. Service loads entered Load Factors will be applied .... CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Material Properties DESIGN SUMMARY Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi Load Combination ASCE 7-10 Fb - Compr 900.0 psi Section used for this span Fc - Prll 1,350.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi 1,138.50psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling Load Combination +D+0.750L+0.750S Location of maximum on span = 3.000ft Location of maximum on span _..... r --- ---- ----_ V t Span # 1 Span # where maximum occurs _ Span # 1 M Sp,, = 6 011 Project ID: Printed: 26JUL 20ib, 4:24PM INC 1963-2015, Build:6.15.10.6, Ver:6.15.4.30 E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210pcf Applied Loads PP plied or calculations. Service loads entered Load Factors will be applied .... 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 ' ' Maximum Bending Stress Ratio = 0.6931 Maximum Shear Stress Ratio - 0.595: 1 Section used for this span 4x12 Section used for this span 4x12 fb : 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 ReactionsSupport notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAkimum x.13 3.234 -- ...._ ........................ ... .. 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 : 1-20 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 Eminbend - xx Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade :24F - V4 Fv Eminbend - yy Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Project ID: Printed: 1 AUG 2016, 2:22PM -tloq��,1,l is160'3!SlE797-11W01607-1LENERC 1.EC6 ENE,11{ ALC, INC 1983-2015, Build:6.15.10.6, Ver:6.1510,6 2,400.0 psi E: Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.0 ksi 1,650.0 psi Eminbend - xx 930.0 ksi 650.0 psi Ebend-yy 1,600.Oksi 265.0 psi Eminbend - yy 830.0 ksi 1,100.0 psi Density 31.20 pcf 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 IP.SIn C Maximum Bending Stress Ratio - 0.681: 1 Maximum Shear Stress Ratio 0.355 : 1 Section used for this span 3.125x9 Section used for this span 3.125x9 fb : 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 7.000 ft 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 Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 _....n/Il�uriurri... 1,7 �� Overall �.- ... �.7 �- . ... .............................. -- ------ ......... . 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 Project Title: Engineer: Project I D: Project Descr: Title Block Line 6 Printed: I AUG 2016, 2:18PM Wood Beam ENERCAW, INC 19n2015, Build:6.15.10.6, Ver:6,15.10.6 Description : C�ERBE�C� ��`�� 0.271 in Ratio= Applied Loads Calculations per NDS 2O12.IBC 2O12.CBC 2O13'ASCE 74O Uniform Load: D=O.01Uksf, Tributary Width = 8.0 ft, 0.000 in Ratio= @<30O Load Combination Set: ASCE 7'1O 0.393 in Ratio= Uniform Load: D=0.O130.L=0.040ksf,Tributary Width =5.0ft, (FLOOF) Material Properties Point Load: O=O.365O. L~1.4O1k@O8ft, (Rxn1'15) 0^24O Analysis Method: Allowable Stress Design Fb-Tonskm 2,325.0 psi E: Modulus ofElasticity Load Combination ASCE 7'1O Fb-Sompr 2,325.0 psi Ebond'xx 1.550.Okoi Section used for this span Fo-Pd| 2,050.0 psi Eminbond xx 787.82koi Wood Species iLwvo|Truss Joist Fo'Perp 800.0 psi 310.00 psi Wood Grade TimborSbandLSL1.55E Fv 310.0 psi Location ofmaximum onspan = 5.511 ft Location ofmaximum onspan R 1,070.0 psi Density 44.800pcf Beam Bracing Beam ioFully Braced against lateral -torsion buckling ~o+0J50L~W.7508 3.102 oym Span ^xwft 0.271 in Ratio= Applied Loads Service loads entered, Load Factors will beapplied for calculations. Uniform Load: D=O.01Uksf, Tributary Width = 8.0 ft, 0.000 in Ratio= @<30O Uniform Load: D=O.U13O.L=0.04Ohf,Tributary Width =0250ft, (FL00R) 0.393 in Ratio= Uniform Load: D=0.O130.L=0.040ksf,Tributary Width =5.0ft, (FLOOF) Max Upward Total Deflection Point Load: O=O.365O. L~1.4O1k@O8ft, (Rxn1'15) 0^24O Vertical Reactions DESIGN SUMMARY Support notation pu,|onw#1 va|ummmpa [ra�Cvmbin��- --- — Svppv�i-- Maximum Bending Stress Ratio = U.T89.1 Maximum Shear Stress Ratio = 0.503 :1 Section used for this span 5.125o9 Section used for this span 5.125u9 fib : Actual = 1,788.41 psi wActual = 155.90 psi FIB: Allowable 2.325.00pai p"Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location ofmaximum onspan = 5.511 ft Location ofmaximum onspan 10.000h Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient oonomwn 0.271 in Ratio= 442 Max Upward Transient 0000uwn 0.000 in Ratio= @<30O Max Downward Total Deflection 0.393 in Ratio= 305 Max Upward Total Deflection O.00OinRatio ~ 0^24O Vertical Reactions Support notation pu,|onw#1 va|ummmpa [ra�Cvmbin��- --- — Svppv�i-- ovpo��'— ----- ----- -...........- nvmanw|Nimum 1.304 1/23 oonly 1.204 1.423 +D+L 3.734 *.nw ~o~* 1.204 1.*23 ~o+0J50L~W.7508 3.102 oym oOn|y 1.204 1g3 L0nly 2.530 3.371 oUn|' 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 Section used for this span Load Combination Set: ASCE 7-10 4x8 Material Properties .... 4x8 Analysis :..Allowa.bl y Allowable Stress Design Fb -Tension Load Combination ASCE 7-10 Fb . Compr 126.03 psi Fc - Prll Wood Species : Douglas Fir - Larch FV - Perp Wood Grade No.2 180.00 psi Load Combination Ft Beam Bracing Beam is Fully Braced against lateral -torsion buckling RvttreA flLe;!��-¢. 1tM 'faauar I k k a 9x8 Span =30 f1 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 Project ID: Prinled: 1 AUG X1101, 2:24PM Sgobs\s961s1603\S1E797-1\W01607-1\,,ENERC-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:6.15.10.6 E: Modulus of Elasticity Ebend-xx 1,600.Oksi 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 = 1,170.00 psi 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 .. rs mm d . Load Combination Support 1 — Support 2 ......... m_Overall MAXimum 2.181 .... 1.60-111-- 48........Overall OverallMINimum 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: Protect Descr: Title Block Line 6 Project ID: Prinled: 1 AUG 2016, 3:20PM Wood Beam — ..... File=S:Wobs\s161s16031S1E797-11W01607--1LENERC-1.EC6 Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 0.0 > 1.50 ft, Tributary Width = 6.0 ft, (FLOOR) ENERCALC, INC. 1983-2015, Build:6.15,10.6, Ver:6.15,10.6 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) Description : 0-3 Point Load : D = 0.5680, L = 1.564 k @ 1.50 ft, (Rxn 1-16L) DESIGN SUMMARY CODE REFERENCES Maximum Bending Stress Ratio = 0.722 1 Maximum Shear Stress Ratio = 0.654: 1 Section used for this span 6x10 Section used for this span Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 fb : Actual = 631.96psi fv : Actual 111.21 psi FB : Allowable = 875.00psi Fv : Allowable Load Combination Set: ASCE 7-10 Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.511 ft Location of maximum on span Material Properties _........ . -------- --------------- ---Anal sis Method: Allowable Stress Design Analysis F�_Tension 875 psi E . Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 875 psi Ebend- xx 1300 ksi Fc - Prll 600 psi Eminbend - xx 470 ksi Wood Species ; Douglas Fir - Larch Fc . Perp 625 psi Overall MINimum 1.251 0.791 Wood Grade No.2 Fv 170 psi +D+S 1.251 0.791 Ft 425 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling L Only 2.623 1.761 D 0.0326 L 6.1 Do.wo ozn aBaR.udRa211L...... cpm_, 6x10 SM =9600 Applied Loads Service loads entered Load Factors will be applied for calculations, ................. ---- 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 ' " • Maximum Bending Stress Ratio = 0.722 1 Maximum Shear Stress Ratio = 0.654: 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 631.96psi fv : 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 ReactionsSupport notation : Far left is #1 _...-----........ Values in KIPS _ _._.,,_,__, Load Combination Support 1 Support 2 , ..Overall M�AXimurrl ------------2.553 .. ........ ... ....................... .... .. 3:74- _155S . 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 Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed 27 JUL 2016 3:38PM .. .. ......... _ _.,,... _. File S.1Jotu�s161s16 031SlE797-11W01607-1LENERC 11.C4 Wood Beam ENERCALC, INC 19832015 Build 615.10.6, Ver.6.15.4.30 Description : 2-12 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 MaterialProp.......erties Load Combination on ASCE Allowable 0Stress Design Fb Comprn 900. ---.._ g 0 pst E .Modulus of Elasticity 0 psi Ebend- xx 1,600.0 ksi Fc - PrII 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling y .............M. 41,W WA 0a°4'b ... T L 4x8 Span= 6Oft Applied Loads_----- . -- applied Service loads entered Load Factors will e a or 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) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.700.1 Maximum Shear Stress Ratio - 0.458 :1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual -. 818.94psi fv : Actual 82.46 psi FIB: Allowable - 1,170.00psi Fv : Allowable 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span - 3.000ft 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 0.053 in Ratio= 1364 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.077 in Ratio= 938 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 O_veralf MAXIimum 1. 95 _........,..._ -- 1„ 95 ... - -- 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 Descr: Title Block Line 6 Wood Beam Description : 1-22 Span = 11,0 ft CODEC ,.... -- ......... ...................... .. Calculations per NDS 2012, IBC 2012, CBC 2013 ASCE 7-10 Max Upward Transient Deflection Load Combination Set: ASCE 7-10 Uniform Load: D = 0.010 ksf, Tributary Width Material Properties .... --- --- 0 <360 Method: Allowable Stress Analysisss Design Fb -Tension Load Combination ASCE 7-10 Fb - Compr 761 Fc - Prll Wood Species : Douglas Fir - Larch Fc , Perp Wood Grade : No.2 Fv 0.471: 1 Maximum Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling V0.01 L o c4 I) €}.04 = S: JODS1sl0115Thull ENERCALC, INC. 1 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Project ID: Printed: 1 AUG 2016, 2:30PM Build:6.15.104, Ver:6.15.10.6 E: Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend -xx 580.Oksi Density 31.20pcf 4x8 Maximum Deflection Max Downward Transient Deflection Span = 11,0 ft 0.075 in Ratio = Applied LoadsService Max Upward Transient Deflection loads entered Load Factors will be applied for calculations. Uniform Load: D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) 0 <360 Max Downward Total Deflection Uniform Load: D = 0.0130, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR) Ratio= 761 DESIGN SUMMARY 0.000 in Ratio= 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 FB: 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 Reactions Support notation : Far left is #1 Values in KIPS _ ---. ......... .......... ......................... -, . - — Load Combination Support 1 Support 2 Overall MAXimum....._. d.512......_6.5f ...,,.,,,., .................................._, ... 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