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Response to Bldg Comments 2 bldg B.pdfSOUND STRUCTURAL SOLUTIONS LESS- S 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 B Project #: BLD2016-0563 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 15 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 16 has been removed to match the architectural plans. 2. The fireplace in Unit 14 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 Block Line 6 Wood Beam Description : 1.24 sem,=zon CODE REFERENCES Service loads entered Load Factors will be applied for ........ct PP calculations. Uniform Load : D = 0.010 ksf, Tributary Width= Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Uniform Load : D=0.010, L = 0.040 ksf, Tributary Width= 3.50 ft, (FLOOR) Load Combination Set: ASCE 7-10 Uniform Load : D=0.010, L = 0.040 ksf, Extent= 0.50 --» 2.0 ft, Tributary Width= 5.0 ft, (FLOOR) Material Properties -.._ Uniform Load : D=0.0150, S=0.0250 klft, Extent= 0.50-->> 2.0 ft, Tributary Width =1.0 ft, (ROOF) y............ g AnalMethod: Stress Design Tension 850.0 psi Load Combination ASCE 7sis 1 Fb - Co mpr 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 FB : Allowable = Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling +D+L Load Combination +D+L d_ D 0.015js5j0.02�5j___� 6 D OY.OB D 0.05 L 0.2 .4a�1uNlPpwit�D,LtL,--y, 2-M ENERCALC, INC, Project ID: Printed: 13 SEP 2016, 6:37PM 1AW01iNA-11\160802 1 EC6 Build:6.16.7.21, Ver:6.16,7 21 E: Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 27.70pcf sem,=zon Applied Loads Service loads entered Load Factors will be applied for ........ct PP 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 klft, 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 _ ' " • Maximum Bending Stress Ratio = 0.418 1 Maximum Shear Stress Ratio = 0.736 :1 Section used for this span 2-2x6 Section used for this span 2-2x6 filo : Actual = 459.25psi fv : Actual = 110.37 psi FB : 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 y Support 1 Support 2 .._Overall) MAXimum ...... .......... _ --- . ..... ..... ............ , ........ 1.2143 ------- ......... .. 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 Descr: Project ID: TSEP 2016, 3:52AM M Block Line ..... — _. n _ v File S:1Jobs1slBlet6it;%'lFE7xYt-lt'wrLd9e9Ot4711608021.EC6" Wood Beam ENERCALC, INC. 1983.2810, Build:6,16.7.21, Ver:6.16.7.21 Description : 1-17 0.971: 1 Maximum Shear Stress Ratio - 0.895 :1 Section used for this span CODE REFERENCES Section used for this span 4x8 fb : Actual Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 fv : Actual 161.09 psi FB: Allowable Load Combination Set: ASCE 7-10 Fv : Allowable 180.00 psi Load Combination Material opegies Load Combination +D+L Location of maximum on span - y. g Analysis Method : Allowable Stress Design ion 900 psi Elasticity o luxx of Elasticity E:Modulus k Load Combination ASCE 7-10 Fb -Com p p 1600 si Fc - Prll 1350 psi Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp Fv 625 psi 180 psi Max Upward Transient Deflection Wood Grade No.2 Ft 575 psi Density 31.2pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1259>=240. Max Upward Total Deflection i_ 4 4 &i�'y IBJ � .....� � � .,'wpJ"q�, „�.. Jrl! �b41L r�h� 6 bel.'GM,t�� k T+mV F � ....�. 4xB Span = 3,50 ft Applied Loads will be applied for calculations. Service loads entered Load Factors Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform, Loadd ; D = 0.0'10,. L = 0.040 ksf, Tributary Width = 13,50 ftp (FLOOR) Unitormi Load : D = 0.0150., L = 0.040, S = 0.0250, ksf, Tributary Wudth = 250 fl, (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 Reactions Support _ notation _Far left is #... Values in KIPS .... _ _ m Load Combination Support 1 Support 2 (eve. ..riaTMAkimum . _- ..... .... �.....__ .ter..._ —2,7Z5 ............_ Overall MlNimum 0.274 0.441 +D+L 2.488 2.725 +D+S 1.077 1.363 +D+0.750L+0.7505 2.272 2.605 D Only 0.803 0.922 L Only 1.684 1.803 S Only 0.274 0.441 Project Title: Project Descr: Project ID: SEP 2016, 8:47AM Description : 2-22 Span ~,».7nno__ Applied Loads Service loads entered Load Factors will uoapplied for calculations. Uniform Load : D=O.O10. L~O.040ksf, Tributary Width = 1.330ft, (FLOOR) Point Load :D~1.705.S~2.835k(09.S83ft, (Rxn3-5U Ca|ou|adonnper NDS 2O12.IBC 2O12.CBC 2O13.ASCE 7'1O DESIGN SUMMARY - - Load Combination Set: ASCE 7'1O �MaximumBondingStnuooRekio ~ 0.441:1 Maximum Shear Stress Ratio = 0.644: 1 � Section used for this span Material Prti Section used for this span 3.5n9 m: Actual ~ 1.217.32pai Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity r"/uww^ule Load Combination ASCE 7-10 Flb - Compr 1850 psi Ebend-xx 1800ksi Location of maximum on span = 8.573h Location of maximum on span = 1050ft Span # where maximum occurs = Wood Species : DF/DF Fc - Perp 650 psi Ebend-yy 1600ksi Max Downward Transient Deflection 0.109 in Ratio= 118O'=360 Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0.189 in nuuo~ 082^=24O. Max Upward Total Deflection 0.O0OinRatio= 8<24O8 � Vertical Raact\qna»upportnotation w ��o,|o«#1 mm vu|uoopo Span ~,».7nno__ Applied Loads Service loads entered Load Factors will uoapplied for calculations. Uniform Load : D=O.O10. L~O.040ksf, Tributary Width = 1.330ft, (FLOOR) Point Load :D~1.705.S~2.835k(09.S83ft, (Rxn3-5U DESIGN SUMMARY - - �MaximumBondingStnuooRekio ~ 0.441:1 Maximum Shear Stress Ratio = 0.644: 1 � Section used for this span 3.5n9 Section used for this span 3.5n9 m: Actual ~ 1.217.32pai wActual = 196.13 psi FB: Allowable = 2.760.00poi r"/uww^ule = 304.75 psi Load Combination +D+S Load Combination +u+a Location of maximum on span = 8.573h Location of maximum on span = 1050ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.109 in Ratio= 118O'=360 Max Upward Transient Deflection 0.000 in Ratio= W^360 Max Downward Total Deflection 0.189 in nuuo~ 082^=24O. Max Upward Total Deflection 0.O0OinRatio= 8<24O8 � Vertical Raact\qna»upportnotation w ��o,|o«#1 mm vu|uoopo Ovoranmmimum 0.257 0.287 ~o~L 0.543 1.878 ~o~8 0.565 4.119 ~o~03501-~w750S oJoo 3J02 onn|y 0.257 1.592 Lnn|y 0.287 0.287 8On|r 0.308 2527 Project Title: Engineer: Project Descr: R....1 Description : 2-12 0.971: 1 Maximum Shear Stress Ratio 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 fb : Actual _ Material Properties ....... �.... . ............. fv : Actual Analysis Method . Allowable Stress Design Fb Tension Load Combination ASCE 7-10 Fb � Compr - 207.00 psi Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv 1.927ft Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span # where maximum occurs - Project ID: Printed: 14 SEP 2016, 8:41AM File S.\Jobs\s161s1603\S11 i0 -114t t6q rv1111 i0i° 18C1"i ENERCALC, INC. 19832016, Build:6.16.7.21, Ver:6.16.7.21 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi 09,n:1 garmai,.l:.��_ ralotr�^Pit�c "�'Y (�.. ....A--------- 4x8 E : Modulus of Elasticity Ebend- xx 1, 600.0 ksi Eminbend - xx 580.0 ksi Density 31.20pcf Span = 6,0 ft Applied Loads Service loads entered Lo..a.d Factor.s.. .will be appliedor 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) Point Load: D = 0.920, S =1.530 k @ 1.250 ft, (Rxn 3-4R) DESIGN SUMMARY ° ' mam Maximum Bending Stress Ratio - 0.971: 1 Maximum Shear Stress Ratio - 0.813 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual _ 1,306.71 psi fv : Actual _ 168.36 psi FB : Allowable - 1,345.50psi Fv : Allowable - 207.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span - 1.927ft 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 0.053 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 Vertical ReactionsSupport notation : Far left is #1 --- Values in KIPS -- - -- �. Load Combination m.. Support'l ..oppo-- rt2 . bverail MAXimum' ""' . �:64"� ....... X64 ....... — 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 i 0 L�:�JINU u:11 IIiiIIZ-j-- 11 1 z 0 024 7 T T T 9S 133HS NO mnNLINOD qp I rn Tw v 7 FIR mz -------------- e. -------- -- rrhmmi m nm cw;g co CI Z- mz rrhmmi m nm cw;g co CI Z-