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approved calc revision BLD2020-1292+Structural_Calculations+6.8.2021_4.31 (1)STRUCTURAL CALCULATIONS Mueller Addition (Revision #2) 20124 81 st Avenue W Edmonds, WA 98026 PROJECT NO.: 20-870B DATE: June 4, 2021 D. S. Engineering Consulting Structural Engineers 3121 147th Place SE Mill Creek, WA 98012 T: 425-338-4776 06/04/2021 ,*-,!;ZG It Sr�a C�1 �l O6/04/2021 IL -- W - lod -9) 8' O.C. EDGE NAIL PLYWD. —♦- SHT'G 'LRU26Z' HANGER Sd g 31/2' GLIB W/ SHIM e TOP (SEE PLAN) 2x6 RAFTER (SEE PLAN) 'H3' PER RAFTER (NOT SHOWN) 2x6 s 24' O.C. 2x6 RAFTER (SEE PLAN) le 2'-6" MAX. CANTILEVER ad 6' O.C. (2)-10d PER RAFTER (ONE SEA. SIDE) ad 6 /— 6' O.G. 2x6 I RAFTER (SEE PLAN) loci 6 - 6' O.C. (E) STUD —1--� WALL RIGID INSULATION 2x4 MA MA MA MA MA MA 24' O.C. kw,7 WA Fk *',7 � jr, 7(E) ••. ROOF SHTG ADDITION 11 EXIST ,�— ad 6 6' O.C. an=- Ew=— u 2x6 W/ 10d —� lE) RAFTER -w 12' O.C. TO (E) 2x6 RAFTER 2 BEVEL 2x6 W/ (2)-10d TO EA. (E) RAFTER 06/04/2021 ILWA s$ / W � c3 E�� AL `s'`�4NAL E�Cs ad 6 6" O.C. Design Analysis 110 "" S 1.0 VV> Al '61 � Q w w 1 m J C.� 108 _ X S1.0 3:12 V.I. F. 3:12 V.1. F. 2x6 RAF1 RS @24' -C. Zx6 RAFTERS j(� O.C. 651 <���� 109 S 1.0 108 S1.0 Description : rafter Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination i BC 2018 Fb - Fc - Prll 850 psi 1300 psi Ebend- xx 1300 ksi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp Fv 405 psi 150 psi Wood Grade : No.2 Ft 525 psi Density 26.84 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Span; = 10,0 ft; Service loads entered. Load Factors will be applied for calculations. I. lnifnrm Load : D = 0.0190. S = 0.0330 , Tributary Width =1.0 ft Maximum Bending Stress Ratio - 0.7061 Maximum Shear Stress Ratio = 0•25 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 1,031.40 psi fv : Actual = 43.13 psi FB : Allowable = 1,461.36 psi Fv :Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H 0.000 ft Location of maximum on span = 5.000ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.276 in Ratio = 434>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.435 in Ratio = 275>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 I la ll>r'tIL1iC vF+t IEC esa' atl !"t'S 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 Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.330 0.117 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.24 376.86 1143.68 0.09 15.76 135.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.297 0.105 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.24 376.86 1270.75 0.09 15.76 150.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 10.00 0.00 0.00 0.00 Length =10.0 ft 1 0.237 0.084 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.24 376.86 1588.44 0.09 15.76 187.50 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.706 0.250 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.65 1,031.40 1461.36 0.24 43.13 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.237 0.084 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.24 376.86 1588.44 0.09 15.76 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.594 0.210 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.55 867.77 1461.36 0.20 36.29 172.50 Description : rafter Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Shear Values M fb F'b V fv F'v Moment Values +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.185 0.066 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.24 376.86 2033.20 0.09 15.76 240.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.185 0.066 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.24 376.86 2033.20 0.09 15.76 240.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.185 0.066 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.24 376.86 2033.20 0.09 15.76 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.427 0.151 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.55 867.77 2033.20 0.20 36.29 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.427 0.151 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.55 867.77 2033.20 0.20 36.29 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.111 0.039 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.14 226.12 2033.20 0.05 9.46 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.111 0.039 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.14 226.12 2033.20 0.05 9.46 240.00 o elr A!,,66 m t3 fl�Gt Qn UMa Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.4353 5.036 0.0000 0.000 r%riia�� u notation :Far left is #1 Values in KIPS Load Combination ---Support 1 Support 2 Overall MINimum 0.165 0.165 +D+H +D+L+H 0.095„ 5 0.095 +D+Lr+H 0.095 0.095 +D+S+H 0.260 0.260 +D+0.750Lr+0.750L+H 0.095 0.095 +D+0.750L+0.750S+H 0.219 0.219 +D+0.60W+H 0.095 0.095 +D+0.70E+H 0.095 0.095 +D+0.750Lr+0.750L+0.450W+H 0.095 0.095 +D+0.750L+0.750S+0.450W+H 0.219 0.219 +D+0.750L+0.750S+0.5250E+H 0.219 0.219 +0.60D+0.60W+0.60H 0.057 0.057 +0.60D+0.70E+0.60H 0.057 0.057 D Only 0.095 0.095 Lr Only L Only S Only 0.165 0.165 W Only E Only H Only Description : rafter Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination i BC 2018 Fb - Fc - Prll 850 psi 1300 psi Ebend- xx 1300 ksi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp Fv 405 psi 150 psi Wood Grade : No.2 Ft 525 psi Density 26.84 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Span = 1.330 ft Load for Span Number 1 ToW 4& f Uniform Load: D = 0.0280, S = 0.050 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.0280, S = 0.050 , Tributary Width =1.0 ft Span _ 150 ft> Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio - 0.2651 Maximum Shear Stress Ratio = 0.211 : Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 386.78 psi fv : Actual = 36.33 psi FB : Allowable = 1,461.36 psi Fv :Allowable 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.330ft Location of maximum on span = 0.877 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 2322 >=360 Max Upward Transient Deflection -0.001 in Ratio = 15734>=360 Max Downward Total Deflection 0.040 in Ratio = 1488 >=180 Max Upward Total Deflection -0.002 in Ratio = 10086 >=180 ....................................................................................................................................................................................................................................................................................................................................................................................... M1xlilYtt�ilfl F41'C£s $trees for Lract +Irlbn;t�ttitnS 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 N Fv +D+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.121 0.097 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 1143.68 0.07 13.04 135.00 Length = 2.50 ft 2 0.121 0.097 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 1143.68 0.06 13.04 135.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.109 0.087 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 1270.75 0.07 13.04 150.00 Length = 2.50 ft 2 0.109 0.087 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 1270.75 0.06 13.04 150.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.087 0.070 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 1588.44 0.07 13.04 187.50 Description : rafter Load Combination Segment Length Max Stress Ratios Moment Values Shear Values 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 = 2.50 ft 2 0.087 0.070 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 1588.44 0.06 13.04 18/.50 +p+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.265 0.211 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.24 386.78 1461.36 0.20 36.33 172.50 Length = 2.50 ft 2 0.265 0.211 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.24 386.78 1461.36 0.16 36.33 172.50 +D+0.7501-r+0.7501-+1­1 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.087 0.070 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 1588.44 0.07 13.04 187.50 Length = 2.50 ft 2 0.087 0.070 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 1588.44 0.06 13.04 187.50 +D+0.750L4.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.222 0.177 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.20 324.79 1461.36 0.17 30.50 172.50 Length = 2.50 ft 2 0.222 0.177 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.20 324.79 1461.36 0.13 30.50 172.50 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.068 0.054 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 2033.20 0.07 13.04 240.00 Length = 2.50 ft 2 0.068 0.054 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 2033.20 0.06 13.04 240.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.068 0.054 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 2033.20 0.07 13.04 240.00 Length = 2.50 ft 2 0.068 0.054 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 2033.20 0.06 13.04 240.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.068 0.054 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 2033.20 0.07 13.04 240.00 Length = 2.50 ft 2 0.068 0.054 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 138.84 2033.20 0.06 13.04 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.160 0.127 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 324.79 2033.20 0.17 30.50 240.00 Length = 2.50 ft 2 0.160 0.127 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 324.79 2033.20 0.13 30.50 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.160 0.127 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 324.79 2033.20 0.17 30.50 240.00 Length = 2.50 ft 2 0.160 0.127 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 324.79 2033.20 0.13 30.50 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 1 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.041 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 83.31 2033.20 0.04 7.82 240.00 Length = 2.50 ft 2 0.041 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 83.31 2033.20 0.03 7.82 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.330 ft 1 0.041 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 83.31 2033.20 0.04 7.82 240.00 Length = 2.50 ft 2 0.041 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 83.31 2033.20 0.03 7.82 240.00 c��re��iir Ma�irr'Eur>l� e�fle�#�nn� Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 2.500 +D+S+H -0.0016 0.788 +D+S+H 2 O.0403 1 2.500 0.0000 0.788 1/E�f"�ICaI uppo :Far left is #1 Values in KIPS Load Combination port p1 upport 2 Support 3 Overall MAXimum -0.131 0.430 Overall MINimum -0.0 0.276 +p+H - .047 0.154 c4 :-)6 +p+L+H -0.047 0.154 +D+Lr+H +p+S.,.H -0.047 -0.131 0.154 0.430 +D+0.750Lr+0.750L+H -0.047 0.154 � � +D+0.750L+0.750S+H -0.110 0.361 +D+0.60W+H -0.047 0.154 +D+0.70E+H -0.047 0.154 +D+0.750Lr+0.750L+0.450W+H -0.047 0.154 +D+0.750L+0.750S+0.450W+H -0.110 0.361 +D+0.750L+0.750S+0.5250E+H -0.110 0.361 +0.60D+0.60W+0.60H -0.028 0.093 +0.60D+0.70E+0.60H -0.028 0.093 D Only -0.047 0.154 Lr Only L Only S Only -0.084 0.276 W Only E Only Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb - 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp Fv 650 psi 265 psi Ebend- yy Eminbend, - yy 1600ksi 850 ksi Wood Grade : 24F-V4 Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................... .Span .= 16.50 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculIOV840, d added oads Uniform Load: D = S = 0.150 , Tributary Width =1.0 ft An Maximum Bending Stress Ratio = 0.42a 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 3.5xl2 Section used for this span 3.5x12 fb :Actual = 1,181.87 psi fv : Actual = 63.26 psi FB : Allowable = 2,760.00psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.250ft 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 0.277 in Ratio = 713 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.450 in Ratio = 440 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 _..._ IIXlltiitC1`# F3►1'+IS Sresses.lr+rn#3rtS 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 Fb V N F'v +D+H 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.210 0.102 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.17 452.63 2160.00 0.68 24.23 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.189 0.091 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.17 452.63 2400.00 0.68 24.23 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.151 0.073 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.17 452.63 3000.00 0.68 24.23 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.428 0.208 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.27 1,181.87 2760.00 1.77 63.26 304.75 +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 =16.50 ft 1 0.151 0.073 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.17 452.63 3000.00 0.68 24.23 331.25 +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 Description : ridge Load Combination Segment Length Uny Ctracc Ratinc Moment Values Span # M V C d C FN C i Cr C m C t C L M fb F'b Shear Values V fv F'v Length =16.50 ft 1 0.362 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.00 999.56 2760.00 1.50 53.50 304.75 +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 =16.50 ft 1 0.118 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 452.63 3840.00 0.68 24.23 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.118 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 452.63 3840.00 0.68 24.23 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1 A 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.118 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 452.63 3840.00 0.68 24.23 424.00 +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 =16.50 ft 1 0.260 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.00 999.56 3840.00 1.50 53.50 424.00 +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 =16.50 ft 1 0.260 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.00 999.56 3840.00 1.50 53.50 424.00 +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 =16.50 ft 1 0.071 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 271.58 3840.00 0.41 14.54 424.00 +0.60D+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 =16.50 ft 1 0.071 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 271.58 38401.00 0.41 14.54 424.00 C uera1. IUla rr»um C efl ct can Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.4495 8.310 0.0000 0.000 `riiC1� az ac Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.006 2.006 Overall MINimum 1.238 1.238 +D+H 0.768 0.768 +D+L+H 0.768 0.768 +D+Lr+H 0.768 0.768 +D+S+H 2.006 2.006 +D+0.750Lr+0.750L+H 0.768 0.768 +D+0.750L+0.750S+H 1.696 1.696 +D+0.60W+H 0.768 0.768 +D+0.70E+H 0.768 0.768 +D+0.750Lr+0.750L+0.450W+H 0.768 0.768 +D+0.750L+0.750S+0.450W+H 1.696 1.696 +D+0.750L+0.750S+0.5250E+H 1.696 1.696 +0.60D+0.60W+0.60H 0.461 0.461 +0.60D+0.70E+0.60H 0.461 0.461 D Only 0.768 0.768 Lr Only L Only S Only 1.238 1.238 W Only E Only H Only Description : header Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp Fv 405 psi 150 psi Wood Grade : No.2 Ft 525 psi Density 26.84 pcf Beam Bracing : Completely Unbraced Span = 5.50 "ft I-AW (IOA.,+ 4-�P�M.lz_r Applief t Service loads entered. Load Factors will be applied for calculations. Beam self weight calculat and addEI& loads Uniform Load : D = 0.10, S = 0.1630 , Tributary Width =1.0 ft Maximum Bending Stress Ratio = 0.6 1 Maximum Shgar Stress Ratio = 0.324 :1 Section used for this span 2-2x6 Section Md for this span 2-2x6 fb : Actual = 798.23 psi N Actual p 55.84 psi FB : Allowable = 1,257.95psi Fv : Allowable _ 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.750ft Location of maximum on span = 5.058 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.062 in Ratio = 1057 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.102 in Ratio = 647 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum PO r s Stlr'ess$ fa�r.i. a€ Cc mb n ltW :s 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 Pv +D +H 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.313 0.160 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.39 309.23 986.95 0.24 21.63 135.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.282 0.144 1.00 1.300 1.00 1.00 1.00 1.00 0.99 0.39 309.23 1095.54 0.24 21.63 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.226 0.115 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.39 309.23 1365.89 0.24 21.63 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.635 0.324 1.15 1.300 1.00 1.00 1.00 1.00 0.99 1.01 798.23 1257.95 0.61 55.84 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.226 0.115 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.39 309.23 1365.89 0.24 21.63 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Description : header Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Shear Values M fb F'b V fv F'v Moment Values Length = 5.50 ft 1 0.537 0.274 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.85 675.98 1257.95 0.52 47.29 172.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.178 0.090 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.39 309.23 1741.38 0.24 21.63 240.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.178 0.090 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.39 309.23 1741.38 0.24 21.63 240.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.178 0.090 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.39 309.23 1741.38 0.24 21.63 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.388 0.197 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.85 675.98 1741.38 0.52 47.29 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.388 0.197 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.85 675.98 1741.38 0.52 47.29 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.107 0.054 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.23 185.54 1741.38 0.14 12.98 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.107 0.054 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.23 185.54 1741.38 0.14 12.98 240.00 C)Ve�a11 i�%1�XIlt'1'IUt11 Q�fl�Ct��s Load Combination Span Max. "" Defl Location in Span Load Combination Max. W' Defl Location in Span +D+S+H 1 0.1019 2.770 0.0000 0.000 Vertl+Gt Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.732 0.732 Overall MINimum 0.448 0.448 +D+H 0.283 0.283 +D+L+H 0.283 0.283 +D+Lr+H 0.283 0.283 +D+S+H 0.732 0.732 +D+0.750Lr+0.750L+H 0.283 0.283 +D+0.750L+0.750S+H 0.620 0.620 +D+0.60W+H 0.283 0.283 +D+0.70E+H 0.283 0.283 +D+0.750Lr+0.750L+0.450W+H 0.283 0.283 +D+0.750L+0.750S+0.450W+H 0.620 0.620 +D+0.750L+0.750S+0.5250E+H 0.620 0.620 +0.60D+0.60W+0.60H 0.170 0.170 +0.60D+0.70E+0.60H 0.170 0.170 D Only 0.283 0.283 Lr Only L Only S Only 0.448 0.448 W Only E Only H Only Description : header Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb - Fc - Prll 850 psi 1300 psi Ebend- xx 1300ksi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp Fv 405 psi 150 psi Wood Grade : No.2 Ft 525 psi Density 26.84 pcf Beam Bracing : Completely Unbraced 'dt , N40.oc Span`= 6.5.0 ft Service loa _sentered. Load Factors will be applied for calculations. Uniform Load : D = 0.050, S = 0.0540 , Tributary Width =1.0 ft Maximum Bending Stress Ratio - ......................... 0.3471 Maximum Shear Stress Ratio = 0.153 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 435.77 psi fv : Actual = 26.47 psi FB :Allowable = 1,255.50 psi Fv : Allowable 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.250ft Location of maximum on span = 6,049ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 3 Max Downward Transient Deflection 0.040 in Ratio = 1933 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.078 in Ratio = 1003 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 ................................................................................................................................................................................................................................................................................................................................................................................................................... ............................................... 0 Xlk>I1�U :,:t r �. �� �arnt��na��ar�S . =; 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 Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.213 0.094 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.26 209.50 985.57 0.14 12.72 135.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.192 0.085 1.00 1.300 1.00 1.00 1.00 1.00 0.99 0.26 209.50 1093.78 0.14 12.72 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.154 0.068 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.26 209.50 1362.90 0.14 12.72 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.347 0.153 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.55 435.77 1255.50 0.29 26.47 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.154 0.068 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.26 209.50 1362.90 0.14 12.72 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.302 0.134 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.48 379.20 1255.50 0.25 23.03 172.50 Description : header Load Combination Max Stress Ratios Segment Length Span # M V C d C FIV C i C r C m C t C L Shear Values M fb F'b V fv F'v Moment Values +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.121 0,.053 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.26 209.50 1735.87 0.14 12.72 240.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.121 0.053 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.26 209.50 1735.87 0.14 12.72 240.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.121 0.053 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.26 209.50 1735.87 0.14 12.72 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.218 0.096 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.48 379.20 1735.87 0.25 23.03 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.218 0.096 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.48 379.20 1735.87 0.25 23.03 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.072 0.032 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.16 125.70 1735.87 0.08 7.63 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.072 0.032 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.16 125.70 1735.87 0.08 7.63 240.00 ll'till! 'a � t 1 [11 �f� N .'C 10it>I� Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0777 3.274 0.0000 0.000 Re Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.338 0.338 Overall MINimum 0.176 0.176 +D+H 0.163 0.163 +D+L+H 0.163 0.163 +D+Lr+H 0.163 0.163 +D+S+H 0.338 0.338 +D+0.750Lr+0.750L+H 0.163 0.163 +D+0.750L+0.750S+H 0.294 0.294 +D+0.60W+H 0.163 0.163 +D+0.70E+H 0.163 0.163 +D+0.750Lr+0.750L+0.450W+H 0.163 0.163 +D+0.750L+0.750S+0.450W+H 0.294 0.294 +D+0.750L+0.750S+0.5250E+H 0.294 0.294 +0.60D+0.60W+0.60H 0.098 0.098 +0.60D+0.70E+0.60H 0.098 0.098 D Only 0.163 0.163 Lr Only L Only S Only 0.176 0.176 W Only E Only H Only Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp Fv 405 psi 150 psi Wood Grade : No.2 Ft 525 psi Density 26.84 pcf Beam Bracing : Completely Unbraced Span = 4_50 ft' � i 1 Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.060, S = 0.0880 , Tributary Width =1.0 ft -'Maximum Bending Stress Ratio = 0.5031 Maximum Shear Stress Ratio = 0.242 :1 Section used for this span 2-2x4 Section used for this span 2-2x4 fb : Actual = 733.96psi fv :Actual 41.67 psi FB : Allowable = 1,458.16psi Fv :Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.250ft Location of maximum on span = 4,221 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio = 921 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.099 in Ratio = 547 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 .................................................................................................... Maxiirni rrn +or +>rs +& tree -f+ li~ L 4 1, ati ns ..................................................................................................................................................................................................................... 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 Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.260 0.125 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.15 297.55 1142.65 0.12 16.89 135.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.234 0.113 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.15 297.55 1268.96 0.12 16.89 150.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.188 0.090 1.25 1.500 1.00 1.00 1.00 1.00 0.99 0.15 297.55 1584.11 0.12 16.89 187.50 +D+S+H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.503 0.242 1.15 1.500 1.00 1.00 1.00 1.00 0.99 0.37 733.96 1458.16 0.29 41.67 172.50 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0,188 0.090 1.25 1.500 1.00 1.00 1.00 1.00 0.99 0.15 297.55 1584.11 0.12 16.89 187.50 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.429 0.206 1.15 1.500 1.00 1.00 1.00 1.00 0.99 0.32 624.86 1458.16 0.25 35.47 172.50 Description : (E) header Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Shear Values M fb F'b V fv F'v Moment Values +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.147 0.070 1.60 1.500 1.00 1.00 1.00 1.00 0.99 0.15 297.55 2023.71 0.12 16.89 240.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.147 0.070 1.60 1.500 1.00 1.00 1.00 1.00 0.99 0.15 297.55 2023.71 0.12 16.89 240.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.147 0.070 1.60 1.500 1.00 1.00 1.00 1.00 0.99 0.15 297.55 2023.71 0.12 16.89 240.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.309 0.148 1.60 1.500 1.00 1.00 1.00 1.00 0.99 0.32 624.86 2023.71 0.25 35.47 240.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.309 0.148 1.60 1.500 1.00 1.00 1.00 1.00 0.99 0.32 624.86 2023.71 0.25 35.47 240.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.088 0.042 1.60 1.500 1.00 1.00 1.00 1.00 0.99 0.09 178.53 2023.71 0.07 10.14 240.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.088 0.042 1.60 1.500 1.00 1.00 1.00 1.00 0.99 0.09 178.53 2023.71 0.07 10.14 240.00 Y'�'d I i1 C1it"�U�11 efl� t#t311 Load Combination Span Max. "" Defl Location in Span Load Combination Max. 'W' Defl Location in Span +D+S+H 1 0.0986 2.266 0.0000 0.000 � �+ Gt Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.333 0.333 Overall MINimum 0.198 0.198 +D+H 0.135 0.135 +D+L+H 0.135 0.135 +D+Lr+H 0.135 0.135 +D+S+H 0.333 0.333 +D+0.750Lr+0.750L+H 0.135 0.135 +D+0.750L+0.750S+H 0.284 0.284 +D+0.60W+H 0.135 0.135 +D+0.70E+H 0.135 0.135 +D+0.750Lr+0.750L+0.450W+H 0.135 0.135 +D+0.750L+0.750S+0.450W+H 0.284 0.284 +D+0.750L+0.750S+0.5250E+H 0.284 0.284 +0.60D+0.60W+0.60H 0.081 0.081 +0.60D+0.70E+0.60H 0.081 0.081 D Only 0.135 0.135 Lr Only L Only S Only 0.198 0.198 W Only E Only H Only