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Response to Bldg Comments 2 Bldg A.pdfSOUND STRUCTURAL SOLUTIONS SSS E N G I N E E R S 9/14/2016 To: Chuck Miller Edmonds Reviewer Re: Correction Notice #2 (September 12, 2016) Review Type: Plan Review Project Address: 20732 76th Avenue W, Building A Project #: BLD2016-0562 From: Devin Hougard, EIT SSS#: 1603023 Thank you for your time and consideration in this matter. Here is the information, corrections or clarifications that you requested. 1. a. The HDR over the "plan north" window of Unit 06 has been calculated as beam (1-24). The point load from beam (2-2) above has been accounted for. (2)-2x6 is strong enough to carry the required load. b. The calculation for beam (1-17) has been updated to include two point loads from above; beam (2-6) and beam (2-22). With the point loads, the beam has been upgraded to a 4x8 DF #2 beam. c. The fireplace in Unit 07 has been removed to match the architectural plans. 2. The fireplace in Unit 05 has been removed to match the architectural plans. 3. Beam (2-12) has been recalculated to include the point load from above, beam (3-4). A 4x8 DF #2 beam is large enough to carry the 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: Beam calcs, 1-24, 1-17, 2-22, 2-12 Key Plans S6, S7, S8 2411356 1h Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project Descr: Title Bleck Line 6 Wood Beam Description : 1-24 0.41& 1 Maximum Shear Stress Ratio CODE REFERENCES „ Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Section used for this span Load Combination Set: ASCE 7-10 fo : Actual = Material Properties fv : Actual Design Analysis Method: Allowable Stressg Fb -Tension Load Combination ASCE 7-10 Fb - Compr = 150.00 psi Fc • Prll Wood Species Hem Fir Fc - Perp Wood Grade : No.2 Fv 0.613ft Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span # where maximum occurs = Project ID: Printed: 13S., P, W 6,:37PM File - S:1J __- - obs�s1iz��6{S�'�"hE197'�11W(}tCO3°t11%08Gh7 � E'tr ENERCALC, INC. 1983-2016, Build:6.16.7.21, Ver:6.16.7.21 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1, 300.0 ksi Eminbend - xx 470.Oksi Density 27.70 pcf 2-20 S,- ft Applied LoadsService 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= 3.50 ft, (FLOOR) Uniform Load : D=0.010, L = 0.040 ksf, Extent= 0.50 -->> 2.0 ft, Tributary Width= 5.0 ft, (FLOOR) Uniform Load : D= 0.010 ksf, Extent= 0.50 -->> 2.0 ft, Tributary Width= 8.0 ft, (WALL) Uniform Load : D=0.0150, S =0.0250 k/ft, Extent= 0.50-->> 2.0 ft, Tributary Width =1.0 ft, (ROOF) Point Load : D=0.420, L = 0.60 k @ 0.50 ft, (Rxn 2-2R) DESIGN SUMMARY NNNOM � e � Maximum Bending Stress Ratio = 0.41& 1 Maximum Shear Stress Ratio = 0.736 :1 Section used for this span 2-2x6 Section used for this span 2-2x6 fo : Actual = 459.25psi fv : Actual = 110.37 psi FIB: Allowable = 1,105.00psi Fv : Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 0.613ft 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 0.004 in Ratio= 5566>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.007 in Ratio= 3212 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Vertical ReactionsSupport notation : Far left is #1 Values in KIPS .. . . ...............,... ........... Load Combination .--- Support 1 Support 2 ........... -Overali MA7Cimum ........,, -- �m...... ..m .... ®.833 .. 1.214 . - ........ .......,_._ - . Overall MINimum 0.014 0.023 +D+L 1.214 0.833 +D+S 0.526 0.379 +D+0.750L+0.750S 1.049 0.732 D Only 0.512 0.356 L Only 0.703 0.478 S Only 0.014 0.023 Project Title: Engineer: Project ID: Project Descr: Tide Block Line 6 Pnnted 14 SEP 2016 6:52AM _ — �..... .....,_. dile SW0bS% 1ft16031S1E797-11W01R 'ttt60802 f,LG6 Wood Beall ENERCALG INC. 1983-2016 BwId.6.16.7.21,Ver616,7,21 � Description : 1-17 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties - ...... —. sisMeto Allowable Design Tension900 psi Analysis E:Mdulusof Elasticity Load on ASCE 0 Fb - Compr 900 psi x 1600ksi Fc - PrII 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psis Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling _- C!a' "n rev BLMUS' f Rte K4g3f J 4,Ru,l 5p+1D�'M1�"d',?dNdM' St0.00 4x8 Span = 3,50 ft Applied Loads Service loads entered Load Factors will be applied 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) Point Load: D = 0.5850, L = 0.960, S = 0.1880 k @ 1.667 ft, (Rxn 2-6R) Point Load: D = 0.2570, L = 0.2870, S = 0.3080 k @ 2.750 ft, (Rxn 2-22L) DESIGN SUMMARY Maximum Bending Stress Ratio 0.971: 1 Maximum Shear Stress Ratio = 0.895 :1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual - 1,136.24psi fv : Actual - 161.09 psi FB : Allowable - 1,170.00psi Fv : Allowable _ 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span _ 1.673ft Location of maximum on span - 3.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs _ Span # 1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 1901 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.033 in Ratio= 1259>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Vertical ReactionsSupport notation : Far left is #1 ....... m._..... .._. Values in KIPS ------- Load Combination _j.... S�ppo rt 2 Support werali"N1i imum �4$t1....... - ........ 2.726' _. .......------------- Overall MINimum 0.274 0.441 +D+L 2.488 2.725 +D+S 1.077 1.363 +D+0.750L+0.750S 2.272 2.605 D Only 0,803 0.922 L Only 1.684 1.803 S Only 0.274 0.441 Project Title: Engineer: Project ID: Project Descr: Title Blolck_Line 6 Printed 14SEP2018 B 47AM Wood Beam...... ._-- _.. _._ _.File- �d.. s _... - pt%b61sb6034S1E797-11W01609 160802-1 Efi�6 FNEIRC ALC, INC. 1983-2016, Build.6,16 7.21, Ver 6.167.21 Description : 2-22 0.441: 1 Maximum Shear Stress Ratio N Section used for this span 3.5x9 Section used for this span CODE REFERENCES 1,217.32psi fv : Actual FB : Allowable 2,760.00psi Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination +D+S Load Combination Location of maximum on span - Load Combination Set: ASCE 7-10 Location of maximum on span - Span # where maximum occurs - Span # 1 Span # where maximum occurs - Material Properties_ D Only 0.257 0.109 in Ratio= ' s Design Analysis Method: Allowable Stress is Fb -Teension 2400 psi E • Modulus of Elasticity... Max Downward Total Deflection Load Combination ASCE 7-10 Fb - Compr 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : 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 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(1J05) S(2 815) tD tp 01;t3:� 110.05332) '' 3.5x9 Span = 10750 ft Applied I_—AS Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 1.333 .(.. W W...__.__. - - ft, (FLOOR) Point Load: D =1.705, S = 2.835 k @ 9.583 ft, (Rxn 3-51L) DESIGN SUMMARY Maximum Bending Stress Ratio - 0.441: 1 Maximum Shear Stress Ratio N Section used for this span 3.5x9 Section used for this span fb : Actual - 1,217.32psi fv : Actual FB : Allowable 2,760.00psi Fv : Allowable Load Combination +D+S Load Combination Location of maximum on span - 9.573ft Location of maximum on span - Span # where maximum occurs - Span # 1 Span # where maximum occurs - Maximum Deflection D Only 0.257 Max Downward Transient Deflection 0.109 in Ratio= 1180>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.189 in Ratio= 682>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 MEMO "` • 0.644 :1 3.5x9 196.13 psi 304.75 psi +D+S 10.750 ft Span # 1 Vertical ReactionsPP Su ort notation Far left is #1 Values inKIPS.-.� – Load Combination Support 1 Support 2 ..... ..... ..... l�veraii ii/l'%dfimum --.. ------- _. _- , b.70�4:11-9� -..-......... -- -- —. Overall MINimum 0.257 0.287 +D+L 0.543 1.878 +D+S 0.565 4.119 +D+0.750L+0.750S 0.703 3.702 D Only 0.257 1.592 L Only 0.287 0.287 S Only 0.308 2,527 Project Title: Engineer: Project Descr: Title Block Line 6 _ File Wood Beam ..............__... ___ FI Description : 2-12 0.971: 1 Maximum Shear Stress Ratio Section used for this span CODE REFERENCES _ .... Section used for this span fb : Actual = Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE7-10 FIB: Allowable = Load Combination Set: ASCE 7-10 Fv : Allowable Load Combination Material Properties .------------- Load Combination . Analysis Method: Allowable Stres... s Design Fb -Tension 900.0 psi Load Combination ASCE 7-10 Fb - Compr 900.0 psi D Only Fc - Prll 1,350.0 psi Wood Species : Douglas Fir - Larch Fc . Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi 0.121 in Ratio= Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0 <240.0 O --- . -- _....�_. I�GykM.t'a't3 RCO;§ 7 A A 4xe Span = 8.0 R Applied Loads 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) Point Load: D = 0.920, S =1.530 k @ 1.250 ft, (Rxn 34R) DESIGN SUMMARY Project ID: Printed: 14 SEP 2016, 8:41AM INC. 19632016, Build:6.16.7.21, Ver:6.16.7.21 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 = 0.971: 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb : Actual = 1,306.71 psi fv : Actual FIB: Allowable = 1,345.50psi Fv : Allowable Load Combination +D+0.750L+0.750S Load Combination Location of maximum on span = 1.927ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection D Only 1.163 Max Downward Transient Deflection 0.053 in Ratio= 1364>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.121 in Ratio= 596>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 0.813 : 1 4x8 _ 168.36 psi - 207.00 psi +D+0.750L+0,750S 0.000 ft _ Span # 1 Vertical Reactions Su ort notation _Far le is Values in KIP ..pp Load Combination Support 1 Support 2 weratimlNA7�imum 2.8 8 f.14 — ..�...- ..._..--- ............. ---- ........ Overall MINimum 0.960 0.394 +D+L 2.123 1.587 +D+S 2,450 1,020 +D+0.750L+0.750S 2.848 1.642 D Only 1.163 0.627 L Only 0.960 0.960 S Only 1.286 0.394 T 0 CWrF C7 7 7 m -IQ a §i334QGmll3 d� \ a rMnrt camww�,�x"m"ro"[t wd �, ��w�7�uaw~�wwsw� ri m 0 MIN T �xJ4 � I I N fl I k I � I 7 1 n A 9 n I L I I I I I haw it � I ....h. 44 M�1f0UWYp M" rnRIUCP M :!I I V L� _... rMnrt camww�,�x"m"ro"[t wd �, ��w�7�uaw~�wwsw� ri m 0 MIN