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REVIEWED BLD-RESUB1 BLD2021-0622+Structural_Calculations+8.31.2021_12.25.20_AM+2384531RES U B BLD2021-0622 Aug 31 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Stine Garage Addition Edmonds, WA REVIEWED BY = CITY OF EDMONDS BUILDING DEPARTMENT Structural Calculations CALCULATIONS INCLUDED: These calculations include the structural design of the garage addition. o �. 0...... .. �TURAL ZONAL 1Tff 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 KPFF Project No. 2100105 4/27/2021 Shear Wall Forces Garage Dimensions Length 34 ft Width 20 ft Height 9 ft Seismic Load p 1.3 Cs 0.13 w 30 psf V = Cs*w 3.9 psf Grid A.7 Grid A.9 Grid G.1 Grid G.3 Lwa I I ft 24 5 Lwa I I ft 6 12 Deck Extension: Deck is replacement - no added load Shear Trib Area Trib Load Ultimate Allowable Overturning sf lb plf plf allowable 340 1724 72 50 452 170 862 172 121 1086 Shear Trib Area Trib Load Ultimate Allowable Overturning sf lb plf plf allowable 280 1420 237 166 1491 400 2028 169 118 1065 Hold Down H DU2-SDS2.5 H DU2-SDS2.5 Hold Down H DU2-SDS2.5 H DU2-SDS2.5 project Stine Residence by LMB sheet no. location Edmonds, WA date 3/1/21 client job no. 1601 5th Avenue, Suite 1600 CONCRETE BASEMENT WALL DESIGN INPUT PARAMETERS: CROSS-SECTION DIMENSIONS Section Shape Wall Type 3 Wall Width b = 12.0 in Wall Thickness t = 8.0 in Compression Face Exterior Face Height of Wall hW = 60.0 in Length of Wall Iw 12.0 in COVER SPACING COVER r COVER PARAMETERS Minimum Required Cover Wall Face Interior Face: Not Exposed —> 0.75 in 20.6.1.3.1 Exposure Exterior Face: Exposed —> 1.50 in 20.6.1.3.1 Clear Cover N/A Used N/A Depth to Flexural Reinforcing From Exterior Face 4.00 in VERTICAL REINFORCING LAYOUT Layer On -Center Spacing (in) Bar # (U.S.) dlayer (in) Mid Layer 12 #4 4.000 N/A N/A 0.000 HORIZONTAL REINFORCING LAYOUT Layer On -Center Spacing (in) Bar # (U.S.) Mid Layer 12 #4 N/A N/A MATERIAL PROPERTIES Concrete 28 Day Compressive Strength fc28 = 2.5 ksi Concrete Type Type = Normalweight Concrete Weight yo = 145 pcf Flexural Reinforcement Yield Strength fy = 60 ksi Cross -Section Dimensions (in) Exterior Wall Face -10 -5 0 5 10 0 1 .................................... 2 ............. i ........................ 3 ........... :........................ 4 ........... i...................... 41 5 ........................ 6 ......... ....................... 7 .............. 9 Interior Wall Face Compression ptension = 0.4% Image for reference only and is not to scale. Items shown may not be accurate. Reinforcing is represented as a single top & single bot. bar Strain Diagram at Capacity Strain (inlin 0.020 0.010 0. 00 -0.010 A0.00207 1 Cna = 0.56 in 2 c s 3 a a 0 4 0.019 5 Compression Area • Rebar Strain Image for reference only and is not to scale. Items shown may not be accurate. ANALYSIS OUTPUT: (Referenced to ACI 318-14 Requirements) Reference STATUS: FLEXURAL STRENGTH I GOOD - PASSES ACI 318 Nominal Moment Strength Capacity Mn = 3.8 kip-ft Reduction Factor, = 0.90 ................... 21.2.2 Design Moment Strength Capacity at Pu 4)Mn = 3.4 kip-ft Axial Strength Capacity `YPn_camp,max = 112.1 kip ............. 22.4.2.2 W Pn_tens,nnin = -10.8 kip ............. 22.4.3.1 Factored Moment Demand (matching compression face) M = 2 kip-ft GOOD - �Mn > Mu Factored Axial Demand (compression positive) Pu = 0 kip OUT -OF -PLANE SHEAR STRENGTH Nominal Shear Strength Capacity Vn,out-of-plane = 4.8 kips ............. 11.5.5.1 Reduction Factor, 0 0 = 0.75 ................... 21.2.1 Design Shear Strength Capacity Vn,uut-af-plane = 3.6 kips ............. 11.5.1.1c Factored Shear Demand Vumut-af-plane = 1.5 kips GOOD - �Vn > Vu IN -PLANE SHEAR STRENGTH Nominal Shear Strength Capacity Vn,in-plane = 17.3 kips ............. 11.5.4.4 Reduction Factor, = 0.75 ................... 21.2.1 Design Shear Strength Capacity Vn,in-plane = 13.0 kips ............. 11.5.1.1c Factored Shear Demand Vu,in-plane = 1 kips GOOD - �Vn > Vu SERVICABILITY Cracking Moment Mor = 4.0 kip-ft............ 24.2.3.5b Stine Residence Steel Beam File: Stine Residence'ec6 I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 KW-06007506 KPFF CONSULTING DESCRIPTION: Roof W10 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.42) L(0.84 W10x30 Span = 20.0 ft Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 14.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.686: 1 Maximum Shear Stress Ratio = 0.199 : 1 Section used for this span W10x30 Section used for this span W10x30 Mu : Applied 94.200 k-ft Vu : Applied 18.840 k Mn ' Phi : Allowable 137.250 k-ft Vn * Phi: Allowable 94.50 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 10.000ft 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 0.615 in Ratio = 389 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.946 in Ratio = 254 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L = 20.00 ft 1 0.230 0.067 31.50 31.50 152.50 137.25 1.00 1.00 6.30 94.50 94.50 +1.20D+0.50Lr+1.60 L+1.60H Dsgn. L = 20.00 ft 1 0.686 0.199 94.20 94.20 152.50 137.25 1.00 1.00 18.84 94.50 94.50 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 20.00 ft 1 0.686 0.199 94.20 94.20 152.50 137.25 1.00 1.00 18.84 94.50 94.50 +1.20D+1.60Lr+0.50 L+1.60H Dsgn. L = 20.00 ft 1 0.350 0.102 48.00 48.00 152.50 137.25 1.00 1.00 9.60 94.50 94.50 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 20.00 ft 1 0.197 0.057 27.00 27.00 152.50 137.25 1.00 1.00 5.40 94.50 94.50 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 20.00 ft 1 0.350 0.102 48.00 48.00 152.50 137.25 1.00 1.00 9.60 94.50 94.50 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 20.00 ft 1 0.197 0.057 27.00 27.00 152.50 137.25 1.00 1.00 5.40 94.50 94.50 +1.20D+0.50Lr+0.50 L+W+1.60H Dsgn. L = 20.00 ft 1 0.350 0.102 48.00 48.00 152.50 137.25 1.00 1.00 9.60 94.50 94.50 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 20.00 ft 1 0.350 0.102 48.00 48.00 152.50 137.25 1.00 1.00 9.60 94.50 94.50 +1.20D+0.50L+0.20S+E+1.60 H Dsgn. L = 20.00 ft 1 0.350 0.102 48.00 48.00 152.50 137.25 1.00 1.00 9.60 94.50 94.50 +0.90D+W+0.90H Dsgn. L = 20.00 ft 1 0.148 0.043 20.25 20.25 152.50 137.25 1.00 1.00 4.05 94.50 94.50 +0.90D+E+0.90H Dsgn. L = 20.00 ft 1 0.148 0.043 20.25 20.25 152.50 137.25 1.00 1.00 4.05 94.50 94.50 Stine Residence Steel Beam J iM E. DESCRIPTION: Roof W10 Overall Maximum Deflections Software copvright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.9463 10.057 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.900 12.900 Overall MINimum 2.700 2.700 +D+H 4.500 4.500 +D+L+H 12.900 12.900 +D+Lr+H 4.500 4.500 +D+S+H 4.500 4.500 +D+0.750Lr+0.750L+H 10.800 10.800 +D+0.750L+0.750S+H 10.800 10.800 +D+0.60W+H 4.500 4.500 +D+0.70E+H 4.500 4.500 +D+0.750Lr+0.750L+0.450W+H 10.800 10.800 +D+0.750L+0.750S+0.450W+H 10.800 10.800 +D+0.750L+0.750S+0.5250E+H 10.800 10.800 +0.60D+0.60W+0.60H 2.700 2.700 +0.60D+0.70E+0.60H 2.700 2.700 D Only 4.500 4.500 L Only 8.400 8.400 H Only Stine Residence Steel Beam File: Stine Residence'ec6 I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 KW-06007506 KPFF CONSULTING DESCRIPTION: Canopy Angle (Canopy by Grid G3 and 2) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Vertical Leg Down D(0.0625) S(0.1156) W(0.073) D(0.0625) S(0.,156) W(0.073) L3x3x1/4 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.06250, S = 0.1560, W = 0.0730 k @ 2.50 ft Point Load : D = 0.06250, S = 0.1560, W = 0.0730 k @ 5.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.561 : 1 Maximum Shear Stress Ratio = 0.026 : 1 Section used for this span L3x3x1 /4 Section used for this span L3x3x1 /4 Mu : Applied 0.944 k-ft Vu : Applied 0.3832 k Mn * Phi : Allowable 1.683 k-ft Vn " Phi: Allowable 14.580 k Load Combination +1.20D+1.60S+0.50W+1.60H Load Combination +1.20D+1.60S+0.50W+1.60H Location of maximum on span 3.750ft 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 0.114 in Ratio = 791 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0 <240.0 Max Downward Total Deflection 0.169 in Ratio = 532 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 7.50 ft 1 0.159 0.008 0.27 0.27 1.87 1.68 1.14 1.00 0.11 16.20 14.58 +1.20D+0.50Lr+1.60 L+1.60H Dsgn. L = 7.50 ft 1 0.136 0.007 0.23 0.23 1.87 1.68 1.14 1.00 0.10 16.20 14.58 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 7.50 ft 1 0.252 0.012 0.42 0.42 1.87 1.68 1.14 1.00 0.18 16.20 14.58 +1.20D+1.60Lr+0.50 L+1.60H Dsgn. L = 7.50 ft 1 0.136 0.007 0.23 0.23 1.87 1.68 1.14 1.00 0.10 16.20 14.58 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 7.50 ft 1 0.190 0.009 0.32 0.32 1.87 1.68 1.14 1.00 0.13 16.20 14.58 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 7.50 ft 1 0.507 0.024 0.85 0.85 1.87 1.68 1.14 1.00 0.35 16.20 14.58 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 7.50 ft 1 0.561 0.026 0.94 0.94 1.87 1.68 1.14 1.00 0.38 16.20 14.58 +1.20D+0.50Lr+0.50 L+W+1.60H Dsgn. L = 7.50 ft 1 0.244 0.012 0.41 0.41 1.87 1.68 1.14 1.00 0.17 16.20 14.58 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 7.50 ft 1 0.360 0.017 0.61 0.61 1.87 1.68 1.14 1.00 0.25 16.20 14.58 +1.20D+0.50L+0.20S+E+1.60 H Dsgn. L = 7.50 ft 1 0.182 0.009 0.31 0.31 1.87 1.68 1.14 1.00 0.13 16.20 14.58 Stine Residence Steel Beam KW-06007506 DESCRIPTION: Canopy Angle (Canopy by Grid G3 and 2) Load Combination Max Stress Ratios Segment Length Span # M V max Mu + max Mu - Mu Max Software Summary of Moment Values Mnx Phi*Mnx Cb Rm INC. 1983-2020, Build:12.20.3.25 Summary of Shear Values VuMax Vnx Phi*Vnx Dsgn. L = 7.50 ft 1 0.210 0.010 0.35 0.35 1.87 1.68 1.14 1.00 0.15 16.20 14.58 +0.90D+E+0.90H Dsgn. L = 7.50 ft 1 0.102 0.005 0.17 0.17 1.87 1.68 1.14 1.00 0.07 16.20 14.58 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S+H 1 0.1690 3.771 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.237 0.237 Overall MINimum 0.049 0.049 +D+H 0.081 0.081 +D+L+H 0.081 0.081 +D+Lr+H 0.081 0.081 +D+S+H 0.237 0.237 +D+0.750Lr+0.750L+H 0.081 0.081 +D+0.750L+0.750S+H 0.198 0.198 +D+0.60W+H 0.125 0.125 +D+0.70E+H 0.081 0.081 +D+0.750Lr+0.750L+0.450W+H 0.114 0.114 +D+0.750L+0.750S+0.450W+H 0.231 0.231 +D+0.750L+0.750S+0.5250E+H 0.198 0.198 +0.60D+0.60W+0.60H 0.092 0.092 +0.60D+0.70E+0.60H 0.049 0.049 D Only 0.081 0.081 S Only 0.156 0.156 W Only 0.073 0.073 H Only E by ,/ 1 ] /� sheet no. lqjff job no. C er: CANOP . 5'�'E-U PAST 21001(25 CAMOPd 5 T E1:L POST �y s 36 Vs I r< _ 0.652 tN ry = 0.399 �N A = 2.6a.5 ire` COMMES51YL CAPACITY Le 2' = 221 r 0.385` Lc r 4.71 FIT, 154 tt'-L n C2gc�o I�si� VPn = Cj 0.8T4 Fe , O.G (0-9 a 1) C5.86 lZ1 = 4-Gs k o.38 k LRFD reaction from "Canopy Angle (Canopy by Grid G3 and 2) 0,06 IPCP. Stine Residence Steel Beam File: Stine Residence.ec6 Software cogvright ENERCALC, INC. 1983-2020, Build:12.20.3.25 DESCRIPTION: Canopy Outrigger (Canopy by grid 2) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Stem Down D(0.025) S(0.0625) W(0.02925) MT4x3.25 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.010, S = 0.0250, W = 0.01170 ksf, Tributary Width = 2.50 ft DESIGN SUMMARY M111111111111111111 Maximum Bending Stress Ratio = 0.216 : 1 Maximum Shear Stress Ratio = 0.035 : 1 Section used for this span MT4x3.25 Section used for this span MT4x3.25 Mu : Applied 0.464 k-ft Vu : Applied 0.3713 k Mn ' Phi : Allowable 2.149 k-ft Vn * Phi: Allowable 10.498 k Load Combination +1.20D+1.60S+0.50W Load Combination +1.20D+1.60S+0.50W Location of maximum on span 2.500ft 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 0.019 in Ratio = 3,094>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.028 in Ratio = 2131 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D Dsgn. L = 5.00 ft 1 0.058 0.009 0.12 0.12 2.39 2.15 1.14 1.00 0.10 11.66 10.50 +1.20D Dsgn. L = 5.00 ft 1 0.049 0.008 0.11 0.11 2.39 2.15 1.14 1.00 0.08 11.66 10.50 +1.20D+0.50S Dsgn. L = 5.00 ft 1 0.095 0.016 0.20 0.20 2.39 2.15 1.14 1.00 0.16 11.66 10.50 +1.20D+0.50W Dsgn. L = 5.00 ft 1 0.071 0.012 0.15 0.15 2.39 2.15 1.14 1.00 0.12 11.66 10.50 +1.20D+1.60S Dsgn. L = 5.00 ft 1 0.195 0.032 0.42 0.42 2.39 2.15 1.14 1.00 0.33 11.66 10.50 +1.20D+1.60S+0.50W Dsgn. L = 5.00 ft 1 0.216 0.035 0.46 0.46 2.39 2.15 1.14 1.00 0.37 11.66 10.50 +1.20D+W Dsgn. L = 5.00 ft 1 0.092 0.015 0.20 0.20 2.39 2.15 1.14 1.00 0.16 11.66 10.50 +1.20D+0.50S+W Dsgn. L = 5.00 ft 1 0.137 0.022 0.30 0.30 2.39 2.15 1.14 1.00 0.24 11.66 10.50 +1.20D+0.20S Dsgn. L = 5.00 ft 1 0.067 0.011 0.15 0.15 2.39 2.15 1.14 1.00 0.12 11.66 10.50 +0.90D+W Dsgn. L = 5.00 ft 1 0.079 0.013 0.17 0.17 2.39 2.15 1.14 1.00 0.14 11.66 10.50 +0.90D Dsgn. L = 5.00 ft 1 0.037 0.006 0.08 0.08 2.39 2.15 1.14 1.00 0.06 11.66 10.50 Stine Residence Steel Beam �.�� 1. DESCRIPTION: Canopy Outrigger (Canopy by grid 2) Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Software copvright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Max. °+° Defl Location in Span +D+S 1 0.0282 2.514 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.227 0.227 Overall MINimum 0.042 0.042 D Only 0.071 0.071 +D+S 0.227 0.227 +D+0.750S 0.188 0.188 +D+0.60W 0.115 0.115 +D+0.450W 0.104 0.104 +D+0.750S+0.450W 0.221 0.221 +0.60D+0.60W 0.086 0.086 +0.60D 0.042 0.042 S Only 0.156 0.156 W Only 0.073 0.073 Stine Residence Steel Beam File: Stine Residence'ec6 I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 KW-06007506 KPFF CONSULTING DESCRIPTION: Canopy Outrigger (Canopy by grid G1) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Stem Down D(0.025) S(0.0625) W(0.02925) t MT4x3.25 Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.010, S = 0.0250, W = 0.01170 ksf, Tributary Width = 2.50 ft DESIGN SUMMARY M111111111111111111 Maximum Bending Stress Ratio = 0.884 : 1 Maximum Shear Stress Ratio = 0.057 : 1 Section used for this span MT4x3.25 Section used for this span MT4x3.25 Mu : Applied 1.188 k-ft Vu : Applied 0.5941 k Mn ' Phi : Allowable 1.344 k-ft Vn * Phi: Allowable 10.498 k Load Combination +1.20D+1.60S+0.50W Load Combination +1.20D+1.60S+0.50W Location of maximum on span 0.000ft 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 0.076 in Ratio = 1,267 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.110 in Ratio = 873 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D Dsgn. L = 4.00 ft 1 0.235 0.015 -0.32 0.32 1.49 1.34 1.00 1.00 0.16 11.66 10.50 +1.20D Dsgn. L = 4.00 ft 1 0.202 0.013 -0.27 0.27 1.49 1.34 1.00 1.00 0.14 11.66 10.50 +1.20D+0.50S Dsgn. L = 4.00 ft 1 0.388 0.025 -0.52 0.52 1.49 1.34 1.00 1.00 0.26 11.66 10.50 +1.20D+0.50W Dsgn. L = 4.00 ft 1 0.289 0.018 -0.39 0.39 1.49 1.34 1.00 1.00 0.19 11.66 10.50 +1.20D+1.60S Dsgn. L = 4.00 ft 1 0.797 0.051 -1.07 1.07 1.49 1.34 1.00 1.00 0.54 11.66 10.50 +1.20D+1.60S+0.50W Dsgn. L = 4.00 ft 1 0.884 0.057 -1.19 1.19 1.49 1.34 1.00 1.00 0.59 11.66 10.50 +1.20D+W Dsgn. L = 4.00 ft 1 0.376 0.024 -0.51 0.51 1.49 1.34 1.00 1.00 0.25 11.66 10.50 +1.20D+0.50S+W Dsgn. L = 4.00 ft 1 0.562 0.036 -0.76 0.76 1.49 1.34 1.00 1.00 0.38 11.66 10.50 +1.20D+0.20S Dsgn. L = 4.00 ft 1 0.276 0.018 -0.37 0.37 1.49 1.34 1.00 1.00 0.19 11.66 10.50 +0.90D+W Dsgn. L = 4.00 ft 1 0.325 0.021 -0.44 0.44 1.49 1.34 1.00 1.00 0.22 11.66 10.50 +0.90D Dsgn. L = 4.00 ft 1 0.151 0.010 -0.20 0.20 1.49 1.34 1.00 1.00 0.10 11.66 10.50 Stine Residence Steel Beam �.�� 1. DESCRIPTION: Canopy Outrigger (Canopy by grid G1) Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Software copvright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Max. °+° Defl Location in Span +D+S 1 0.1100 4.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.363 Overall MINimum 0.068 D Only 0.113 +D+S 0.363 +D+0.750S 0.301 +D+0.60W 0.183 +D+0.450W 0.166 +D+0.750S+0.450W 0.353 +0.60D+0.60W 0.138 +0.60D 0.068 S Only 0.250 W Only 0.117 Stine Residence Steel Beam File: Stine Residence.ec6 I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 KW-06007506 KPFF CONSULTING DESCRIPTION: Canopy Outrigger (Canopy by Grid G3) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Stem Down D(0.05) S(0.1:�5) W(0.0585) MT5x4.5 Span =4.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.010, S = 0.0250, W = 0.01170 ksf, Tributary Width = 1.250 ft Point Load : D = 0.050, S = 0.1250, W = 0.05850 k @ 4.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.773 : 1 Maximum Shear Stress Ratio = 0.039 : 1 Section used for this span MT5x4.5 Section used for this span MT5x4.5 Mu : Applied 1.779 k-ft Vu : Applied 0.6001 k Mn " Phi : Allowable 2.301 k-ft Vn * Phi: Allowable 15.260 k Load Combination +1.20D+1.60S+0.50W+1.60H Load Combination +1.20D+1.60S+0.50W+1.60H Location of maximum on span 0.000ft 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 0.063 in Ratio = 1,527 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.090 in Ratio = 1062 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L = 4.00 ft 1 0.204 0.011 -0.47 0.47 2.56 2.30 1.00 1.00 0.17 16.96 15.26 +1.20D+0.50Lr+1.60 L+1.60H Dsgn. L = 4.00 ft 1 0.175 0.009 -0.40 0.40 2.56 2.30 1.00 1.00 0.14 16.96 15.26 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 4.00 ft 1 0.338 0.017 -0.78 0.78 2.56 2.30 1.00 1.00 0.27 16.96 15.26 +1.20D+1.60Lr+0.50 L+1.60H Dsgn. L = 4.00 ft 1 0.175 0.009 -0.40 0.40 2.56 2.30 1.00 1.00 0.14 16.96 15.26 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 4.00 ft 1 0.252 0.013 -0.58 0.58 2.56 2.30 1.00 1.00 0.20 16.96 15.26 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 4.00 ft 1 0.697 0.035 -1.60 1.60 2.56 2.30 1.00 1.00 0.54 16.96 15.26 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 4.00 ft 1 0.773 0.039 -1.78 1.78 2.56 2.30 1.00 1.00 0.60 16.96 15.26 +1.20D+0.50Lr+0.50 L+W+1.60H Dsgn. L = 4.00 ft 1 0.328 0.017 -0.75 0.75 2.56 2.30 1.00 1.00 0.26 16.96 15.26 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 4.00 ft 1 0.491 0.025 -1.13 1.13 2.56 2.30 1.00 1.00 0.38 16.96 15.26 +1.20D+0.50L+0.20S+E+1.60 H Dsgn. L = 4.00 ft 1 0.240 0.013 -0.55 0.55 2.56 2.30 1.00 1.00 0.19 16.96 15.26 +0.90D+W+0.90H Stine Residence Steel Beam r=, QL1iic nUWUV11w.cw Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.3.25 KW-06007506 KPFF CONSULTING ENGINEERS SEA DESCRIPTION: Canopy Outrigger (Canopy by Grid G3) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 4.00 ft 1 0.284 0.015 -0.65 0.65 2.56 2.30 1.00 1.00 0.22 16.96 15.26 +0.90D+E+0.90H Dsgn. L = 4.00 ft 1 0.131 0.007 -0.30 0.30 2.56 2.30 1.00 1.00 0.11 16.96 15.26 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0904 4.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.368 Overall MINimum 0.071 +D+H 0.118 +D+L+H 0.118 +D+Lr+H 0.118 +D+S+H 0.368 +D+0.750Lr+0.750L+H 0.118 +D+0.750L+0.750S+H 0.306 +D+0.60W+H 0.188 +D+0.70E+H 0.118 +D+0.750Lr+0.750L+0.450W+H 0.171 +D+0.750L+0.750S+0.450W+H 0.358 +D+0.750L+0.750S+0.5250E+H 0.306 +0.60D+0.60W+0.60H 0.141 +0.60D+0.70E+0.60H 0.071 D Only 0.118 S Only 0.250 W Only 0.117 H Only Stine Residence Steel Beam with Torsional Loads DESCRIPTION: Canopy HSS (Canopy by Grid G1) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Settings Analysis Method: Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(0.1) S(0.25) '40� 13(A)E)cS(QQ5) W(O.uKU)14c%(((24)s) D(0.1 _r(0.42) S(0.175) Ecc(0) HSS8x4x5/16 Span = 13.0 ft Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 Fy : Steel Yield E: Modulus: 50.0 ksi 29,000.0 ksi (0. W)'E3ci1((2AP)5) VY(0.117) Ecc(24) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 0 Point Load : D = 0.10, S = 0.250, W = 0.1170 k @ 0.250 ft, Tors Ecc. = 24.0 in Point Load : D = 0.10, S = 0.250, W = 0.1170 k @ 2.750 ft, Tors Ecc. = 24.0 in Point Load : D = 0.10, S = 0.250, W = 0.1170 k @ 5.250 ft, Tors Ecc. = 24.0 in Point Load : D = 0.10, S = 0.250, W = 0.1170 k @ 7.750 ft, Tors Ecc. = 24.0 in Point Load : D = 0.10, S = 0.250, W = 0.1170 k @ 10.250 ft, Tors Ecc. = 24.0 in Point Load : D = 0.10, S = 0.250, W = 0.1170 k @ 12.750 ft, Tors Ecc. = 24.0 in Uniform Load : D = 0.0250, Lr = 0.060, S = 0.0250 ksf, Tributary Width = 7.0 ft DESIGN SUMMARY Max. Flange Normal Stress Ratio = Flange Normal Stress Phi vn : Flange Normal Stress (Phi Mn/Sxx) 0.343: 1 Maximum Shear Stress Ratio = 0.093 : 1 19.40 ksi Flange Shear Stress 56.60 ksi Web Shear Stress Vn * Phi: Allowable Max Mu : Applied 20.70 k-ft Section used for this span HSS8x4x5/16 Load Combination +1.20D+1.60Lr+0.50W+1.60H Maximum Deflection Max Download Transient Load Deflection 0.184 in Ratio = 849 Section used for this span Load Combination Maximum Rotation = Max Downward Total Deflection 2.52 ksi 3.61 ksi 27.00 ksi HSS8x4x5/16 + 1.20 D+ 1.60 S+0.50 W+ 1.60 H 0.0999 deg at 5.25 ft Ratio = Max Upward Transient Load Deflection 0.000 in Max Upward Total Deflection Ratio = 0 <360 Ratio = Maximum Forces & Stresses for Load Combinations 0.288 in 542 0.000 in 0 <240 Max Stress Bending Max Flange Normal (ksi) Flange Shear (ksi) Web Shear (ksi) Load Combination Ratio Mu (kft) Vu (k) Total Allow Ratio Total Allow Ratio Total Allow Ratio +1.40D+1.60H 0.116 7.02 2.22 6.582 56.602 0.116 0.609 27.000 0.023 1.087 27.000 0.040 +1.20D+0.50Lr+1.60L+1.60H 0.173 10.45 3.27 9.801 56.602 0.173 0.522 27.000 0.019 1.225 27.000 0.045 +1.20D+1.60L+0.50S+1.60H 0.147 8.90 2.85 8.342 56.602 0.147 1.066 27.000 0.039 1.678 27.000 0.062 +1.20D+1.60Lr+0.50L+1.60H 0.335 20.21 6.28 18.951 56.602 0.335 0.522 27.000 0.019 1.870 27.000 0.069 +1.20D+1.60Lr+0.50W+1.60H 0.343 20.70 6.45 19.403 56.602 0.343 0.777 27.000 0.029 2.162 27.000 0.080 +1.20D+0.50L+1.60S+1.60H 0.252 15.23 4.93 14.281 56.602 0.252 2.263 27.000 0.084 3.321 27.000 0.123 +1.20D+1.60S+0.50W+1.60H 0.260 15.72 5.10 14.733 56.602 0.260 2.517 27.000 0.093 3.613 27.000 0.134 +1.20D+0.50Lr+0.50L+W+1.60H 0.189 11.42 3.62 10.706 56.602 0.189 1.031 27.000 0.038 1.809 27.000 0.067 +1.20D+0.50L+0.50S+W+1.60H 0.163 9.86 3.20 9.246 56.602 0.163 1.575 27.000 0.058 2.263 27.000 0.084 +1.20D+0.50L+0.20S+E+1.60H 0.119 7.17 2.28 6.722 56.602 0.119 0.740 27.000 0.027 1.230 27.000 0.046 +0.90D+W+0.90H 0.091 5.48 1.78 5.136 56.602 0.091 0.901 27.000 0.033 1.283 27.000 0.048 Stine Residence File: Stine Residence.ec6 Steel Beam with Torsional Loads Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.3.25 KW-06007506 KPFF CONSULTING DESCRIPTION: Canopy HSS (Canopy by Grid G1) Max Stress Bending Max Flange Normal (ksi) Flange Shear (ksi) Web Shear (ksi) Load Combination Ratio Mu (kft) Vu (k) Total Allow Ratio Total Allow Ratio Total Allow Ratio +0.90D+E+0.90H 0.075 4.51 1.43 4.231 56.602 0.075 0.392 27.000 0.015 0.699 27.000 0.026 Overall Maximum Deflections - Unfactored Loads Load Combination Span span-1 1 Vertical Reactions - Unfactored Load Combination Support 1 Overall MAXimum 4.319 +D+H 1.589 +D+L+H 1.589 +D+Lr+H 4.319 +D+S+H 3.477 +D+0.750Lr+0.750L+H 3.637 +D+0.750L+0.750S+H 3.005 +D+0.60W+H 1.800 +D+0.70E+H 1.589 +D+0.750Lr+0.750L+0.450W+H 3.795 +D+0.750L+0.750S+0.450W+H 3.163 +D+0.750L+0.750S+0.5250E+H 3.005 +0.60D+0.60W+0.60H 1.164 +0.60D+0.70E+0.60H 0.954 D Only 1.589 Lr Only 2.730 L Only S Only 1.888 W Only 0.351 E Only H Only Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span Support 4.319 1.589 1.589 4.319 3.477 3.637 3.005 1.800 1.589 3.795 3.163 3.005 1.164 0.954 1.589 2.730 1.888 0.351 Values in KIPS Stine Residence Wood Beam software DESCRIPTION: Roof Wood Beam at Ramp 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 + 1,700.0 psi Load Combination ASCE 7-10 Fb - 1,700.0 psi Fc - Prll 1,400.0 psi Wood Species : il-evel Truss Joist Fc - Perp 680.0 psi Wood Grade : TimberStrand LSL 1.3E - Beam/Col Fv 400.0 psi Ft 1,075.0 psi Beam Bracing : Completely Unbraced f 3.5x9.5 Span = 14.0 ft INC. 1983-2020, Build:12.20.3.25 E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 660.75 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.656: 1 Maximum Shear Stress Ratio = 0.134 : 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 1,063.25 psi = 53.54 psi = 1,621.96 psi = 400.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.000ft Location of maximum on span = 13.234ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.321 in Ratio = 523 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.509 in Ratio = 329>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.267 0.055 0.90 1.000 1.00 1.00 1.00 1.00 0.96 1.72 393.11 1471.08 0.44 19.80 360.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.656 0.134 1.00 1.000 1.00 1.00 1.00 1.00 0.95 4.66 1,063.25 1621.96 1.19 53.54 400.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.199 0.040 1.25 1.000 1.00 1.00 1.00 1.00 0.93 1.72 393.11 1977.89 0.44 19.80 500.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.214 0.043 1.15 1.000 1.00 1.00 1.00 1.00 0.94 1.72 393.11 1839.71 0.44 19.80 460.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.453 0.090 1.25 1.000 1.00 1.00 1.00 1.00 0.93 3.93 895.71 1977.89 1.00 45.10 500.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.487 0.098 1.15 1.000 1.00 1.00 1.00 1.00 0.94 3.93 895.71 1839.71 1.00 45.10 460.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Stine Residence Wood Beam DESCRIPTION: Roof Wood Beam at Ramp Software copvright ENERCALC, INC. 1983-2020, Build:12.20.3.25 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 fv F'v Length = 14.0 ft 1 0.164 0.031 1.60 1.000 1.00 1.00 1.00 1.00 0.88 1.72 393.11 2401.64 0.44 19.80 640.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.164 0.031 1.60 1.000 1.00 1.00 1.00 1.00 0.88 1.72 393.11 2401.64 0.44 19.80 640.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.373 0.070 1.60 1.000 1.00 1.00 1.00 1.00 0.88 3.93 895.71 2401.64 1.00 45.10 640.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.373 0.070 1.60 1.000 1.00 1.00 1.00 1.00 0.88 3.93 895.71 2401.64 1.00 45.10 640.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.373 0.070 1.60 1.000 1.00 1.00 1.00 1.00 0.88 3.93 895.71 2401.64 1.00 45.10 640.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.098 0.019 1.60 1.000 1.00 1.00 1.00 1.00 0.88 1.03 235.87 2401.64 0.26 11.88 640.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.098 0.019 1.60 1.000 1.00 1.00 1.00 1.00 0.88 1.03 235.87 2401.64 0.26 11.88 640.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.5092 7.051 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.840 0.840 +D+H 0.493 0.493 +D+L+H 1.333 1.333 +D+Lr+H 0.493 0.493 +D+S+H 0.493 0.493 +D+0.750Lr+0.750L+H 1.123 1.123 +D+0.750L+0.750S+H 1.123 1.123 +D+0.60W+H 0.493 0.493 +D+0.70E+H 0.493 0.493 +D+0.750Lr+0.750L+0.450W+H 1.123 1.123 +D+0.750L+0.750S+0.450W+H 1.123 1.123 +D+0.750L+0.750S+0.5250E+H 1.123 1.123 +0.60D+0.60W+0.60H 0.296 0.296 +0.60D+0.70E+0.60H 0.296 0.296 D Only 0.493 0.493 L Only 0.840 0.840 H Only