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REVIEWED BLD-BLD2021-1177+Structural_Analysis_or_Calculations+8.24.2021_12.31.22_PM+2373264RECEIVED UPSTATE Aug 25 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT engineering, inc. 22002 64TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICESCc�UPST8.COM TEL: (425) 354-4105 FAX: NOPE August 22, 2021 John Drake id drake(a-comcast.net Re: Upstate Job#1431 Site Address: 634 Walnut Curbless Shower Framing To Whom It May Concern: REVIEWED BY CITY OF EDMONDS € BUILDING DEPARTMENT The attached red marks, detail and supporting calculations provide a structurally adequate method for retrofitting the floor framing to accommodate a prefabricated curbless shower assembly. Note the shower pan is to be installed with conformance to the specifications set forth by the manufacturer. Please contact our office should there be any further questions or comments. Sincerely, Andrew Gahan, PE 'ZZi2021 r ' i I 1 PT 2x6 LEDGER W/ 1/2" DIAM EXP ANCHORS @ 16" OC - 3" EMBEDMENT i I I a LUS26-2 x HANGER I N x6 @ 16" OC o LUS26 HANGERS EA END I F PT 2x6 LEDGRW/1/2" DIAM EXP ANCHORS @ 32" OC - 3" EMBEDMENT , l.L ,�, . L SECTION VIEW 2x3 STUD WALL LINEAR DRAIN 2x6 LEDGER 2x6 @ 16" OC 3/4" PLYWOOD EXIST 4x8 2x6 SISTERED TO EA SIDE W/16d@12"OC- STAGGERED CURBLESS SHOWER PAN DRAIN SUPPORTED PER MANF'R SPECS EXIST FOUNDATION 1" = 1'-0" UPSTATE Project Title: Engineer: amg amg enginee ring,inc. Project ID: 1431 Project Descr:DROPPED FLOOR FOR CURBLESS SHOWER 22002 64TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICES@UPST8.COM TEL: (425) 3544105 FAX JUST DON'T Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06013781 Upstate Engineering, Inc. DESCRIPTIO JOISTS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + 850 psi E : Modulus of Elasti Load CombinatiASCE 7-10 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - x 470 ksi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increa: 01995) L 2x6 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.411: 1 Maximum Shear Stress Ratio = 0.227 : 1 Section used for this span 2x6 Section used for this span 2x6 fb: Actual = 522.33psi fv: Actual = 34.08 psi Fb: Allowable = 1,270.75psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L 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 0.058 in Ratio = 1247 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.079 in Ratio = 907 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C i Cr D Only Length = 6.0 ft 1 0.125 0.069 +D+L Length = 6.0 ft 1 0.411 0.227 +D+0.750L Length = 6.0 ft 1 0.269 0.149 +0.60D Length = 6.0 ft 1 0.042 0.023 Overall Maximum Deflections Load Combination Span Moment Values Cm C t CL M fb Fb Shear Values V fv Fv 0.00 0.00 0.00 0.00 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.09 142.45 1143.68 0.05 9.29 135.00 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.33 522.33 1270.75 0.19 34.08 150.00 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.27 427.36 1588.44 0.15 27.88 187.50 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 85.47 2033.20 0.03 5.58 240.00 Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0794 3.022 0.0000 0.000 UPSTATE Project Title: Engineer: amg amg 131 engineering, InC. Project ID: 1431 Project Descr:DROPPED FLOOR FOR CURBLESS SHOWER 220026 TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICES@UPST8.COM TEL:(425) 3544105 FAX: JUST DONT Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO JOISTS Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.219 0.219 Overall MINimum 0.160 0.160 D Only 0.060 0.060 +D+L 0.219 0.219 +D+0.750L 0.180 0.180 +0.60D 0.036 0.036 L Only 0.160 0.160 UPSTATE Project Title: Engineer: amg amg enginee ring,inc. Project ID: 1431 Project Descr:DROPPED FLOOR FOR CURBLESS SHOWER 22002 64TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICES@UPST8.COM TEL: (425) 3544105 FAX JUST DON'T Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06013781 Upstate Engineering, Inc. DESCRIPTIO HDR JST CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + 850.0 psi Load CombinatiASCE 7-10 Fb - 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 -torsional buckling D(0.055005) L(0.14668 2-2x6 Span = 6.0 ft E : Modulus of Elasti Ebend- xx 1,300.0 ksi Eminbend -x 470.Oksi Density 26.840 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 3.667 ft, (FLR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.6521 Maximum Shear Stress Ratio = 0.313 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 720.07psi fv: Actual = 46.98 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 = 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 0.080 in Ratio = 904 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.109 in Ratio = 658 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CF/y C i Cr Cm C t CL Moment Values M fb Fb Shear Values V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.197 0.095 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.25 196.38 994.50 0.14 12.81 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.652 0.313 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.91 720.07 1105.00 0.52 46.98 150.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.427 0.205 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.74 589.14 1381.25 0.42 38.43 187.50 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.067 0.032 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 117.83 1768.00 0.08 7.69 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1094 3.022 0.0000 0.000 UPSTATE Project Title: Engineer: amg amg 131 engineering, InC. Project ID: 1431 Project Descr:DROPPED FLOOR FOR CURBLESS SHOWER 220026 TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICES@UPST8.COM TEL:(425) 3544105 FAX: JUST DONT Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO HDR JST Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.605 0.605 Overall MINimum 0.440 0.440 D Only 0.165 0.165 +D+L 0.605 0.605 +D+0.750L 0.495 0.495 +0.60D 0.099 0.099 L Only 0.440 0.440 UPSTATE Project Title: Engineer: amg amg enginee ring,inc. Project ID: 1431 Project Descr:DROPPED FLOOR FOR CURBLESS SHOWER 22002 64TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICES@UPST8.COM TEL: (425) 3544105 FAX JUST DON'T Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06013781 Upstate Engineering, Inc DESCRIPTIO VERIFY EXIST BEAM CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + Load CombinatiASCE 7-10 Fb - Fc - Prll Wood Species Hem -Fir Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D D 0.0( 6 4x8 Span = 8.0 ft 850.0 psi E : Modulus of Elasti 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0psi Eminbend -x 470.Oksi 405.0 psi 150.0 psi 525.0 psi Density 26.840 pcf D(0.17) L(0.44) Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 4.0 ft, (FLR) Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) Point Load : D = 0.170, L = 0.440 k @ 6.0 ft, (HDR JST) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.9691 1 Maximum Shear Stress Ratio = 0.530 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 1,070.29psi fv: Actual = 79.55 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 = 4.584ft Location of maximum on span = 7.416ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.142 in Ratio = 677 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.221 in Ratio = 434 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C i Cr Cm C t CL D Only Length = 8.0 ft 1 0.385 0.205 0.90 1.300 +D+L 1.300 Length = 8.0 ft 1 0.969 0.530 1.00 1.300 +D+0.750L 1.300 Length = 8.0 ft 1 0.650 0.355 1.25 1.300 +0.60D 1.300 Length = 8.0 ft 1 0.130 0.069 1.60 1.300 Overall Maximum Deflections Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.98 383.16 994.50 0.47 27.73 135.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.73 1,070.29 1105.00 1.35 79.55 150.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.30 898.39 1381.25 1.13 66.59 187.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.59 229.90 1768.00 0.28 16.64 240.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2208 4.117 0.0000 0.000 UPSTATE Project Title: Engineer: amg amg 131 engineering, InC. Project ID: 1431 Project Descr:DROPPED FLOOR FOR CURBLESS SHOWER 220026 TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICES@UPST8.COM TEL:(425) 3544105 FAX: JUST DONT Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO VERIFY EXIST BEAM Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.193 1.498 Overall MINimum 0.750 0.970 D Only 0.443 0.528 +D+L 1.193 1.498 +D+0.750L 1.005 1.255 +0.60D 0.266 0.317 L Only 0.750 0.970 UPSTATE Project Title: Engineer: amg amg engineering, InC. Project ID: 1431 Project Descr:DROPPED FLOOR FOR CURBLESS SHOWER 220026 TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICES@UPST8.COM TEL:(425) 3544105 FAX: JUST DONT Wood Ledger Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO LEDGER Code Reference: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-10 General Information Ledger Width 1.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 5.50 in Wood Stress Grade: Hem -Fir, No.2 Ledger Wood Spey Hem -Fir Fb Allow 850.0 psi G : Specific Gravity 0.43 Fv Allow 150.0 psi Bolt Diameter 1/2" in Fyb : Bolt Bending Yie 45,000 psi Bolt Spacing 16.0 in Concrete as Main Supporting Member Cm - Wet Service Fac 1.0 Using 6" anchor embedment length in equation Ct - Temperature Fac 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table Cg - Group Action Fat 1.0 C A - Geometry Facto 1.0 D 45.0 L 120.D Analytical model actually uses 100 spans to ensure that all possible combinations of bolt location and point load location are evaluated. Final results are an envelope solution. Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 45.0 plf plf 120.0 plf plf plf plf plf Point Load... Ibs Ibs Ibs Ibs Ibs Ibs Ibs Spacing in Offset in Horizontal She; Ibs Ibs Ibs Ibs Ibs Ibs Ibs UPSTATE Project Title: Engineer: amg amg enginee ring,inc. Project ID: 1431 Project Descr:DROPPED FLOOR FOR CURBLESS SHOWER 22002 64TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICES@UPST8.COM TEL: (425) 3544105 FAX JUST DON'T Wood Ledger Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO LEDGER DESIGN SUMMARY • Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination ... Load Combination ... for specific gravity & bolt diameter) +D+L +D+L Ledger, Perp to Grain 7,500.0 ksi Moment 24.445 ft-lb Max. Vertical Load 220.0 Ibs Ledger, Parallel to Grair 7,500.0 ksi fb : Actual Stres: 38.788 psi Bolt Allow Vertical Loa( 343.847 Ibs Supporting Member, Perp to 2,550.0 ksi Fb : Allowable Stre 850.0 psi Supporting Member, Parallel b 4,800.0 ksi Stress Ratio 0.04563 :1 Max. Horizontal Load 0.0 Ibs Bolt Allow Horizontal Lc 594.72 Ibs Maximum Ledger Shear Load Combination ... Angle of Resultant 90.0 deg +D+L Diagonal Compone 220.0 Ibs Shear 110.001 Ibs Allow Diagonal Bolt For 343.847 Ibs fv : Actual Stress 26.667 psi Stress Ratio, Wood @ Bc 0.6398 :1 Fv : Allowable Stress 100.0 psi Stress Ratio 0.2667 :1 Allowable Bolt Capacity Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load CombinatieD+L Resutant Load Angle : Theta 90.0 deg Ktheta = 1.250 Fe theta = 343.847 Bolt Capacity - Load Perpendicular to Grain Fem 7,500.0 Fes 2,550.0 Fyb 45,000.0 Re 2.941 Rt 4.0 k1 3.325 k2 1.841 k3 1.208 Im : Eq 11.3-1 Rd = 5.0 Z = 0.0 Ibs Is : Eq 11.3-2 Rd = 5.0 Z = 382.50 Ibs II : Eq 11.3-3 Rd = 4.50 Z = 1,413.0 Ibs IIIm : Eq 11.3-4 Rd = 4.0 Z = 1,504.99 Ibs Ills : Eq 11.3-5 Rd = 4.0 Z = 343.847 Ibs IV : Eq 11.3-6 Rd = 4.0 Z = 472.235 Ibs min : Basic Design Value = 343.847 Ibs Reference design value - Perpendicular to Z * CM * CD* Ct * Cg * Cdelta = 343.847 Ibs Bolt Capacity - Load Parallel to Grain Fem 7,500.0 Fes 4,800.0 Fyb 45,000.0 Re 1.563 Rt 4.0 k1 1.966 k2 1.289 k3 1.205 Im : Eq 11.3-1 Rd = 4.0 Z = 0.0 Ibs Is : Eq 11.3-2 Rd = 4.0 Z = 900.0 Ibs II : Eq 11.3-3 Rd = 3.60 Z = 1,966.07 Ibs Illm : Eq 11.3-4 Rd = 3.20 Z = 2,197.18 Ibs Ills : Eq 11.3-5 Rd = 3.20 Z = 594.72 Ibs IV : Eq 11.3-6 Rd = 3.20 Z = 732.06 Ibs Zmin : Basic Design Value = 594.72 Ibs Reference design value - Parallel to Grain Z * CM * CD* Ct * Cg * Cdelta = 594.72 Ibs