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REVIEWED BLD RESUB1 BLD2024-0678+Calculations+6.26.2024_1.16.54_PM+4345146RESUB UPSTATE Jun 26 2024 DEVCITY OF ELOPMENT OND ICES e n g i r e e r i r g, i r c. ERV DEPARTMENT 22002 64TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICESCc�UPST8.COM TEL: (425) 354-4105 FAX: NOPE June 21, 2024 City of Edmonds Building Division Attn: Marissa Rutler 121 5th Ave N Edmonds, WA 98020 Re: Corrections Response Upstate Job #1799 Rippey Residence 19031 Ocean Ave Edmonds, WA 98026 City of Edmonds #BLD2024-0678 BLD2024-0678 L..............................................1 REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT ............................................... 6i21 i2024 The following is in response to the corrections provided by the City dated 6/3/2024: 1. The calculations have been updated to 2021 Codes resulting in no change to the original design. 2. Design Data provided on plans as follows: a. Snow Load: b. Dead Loads: c. Seismic Category: d. Wind Speed: e. Live Loads: N/A Deck 10 PSF Rail 10 PSF N/A N/A Deck 60 PSF Those parameters marked N/A are not within the scope of this project since a lateral analysis is not required. Live loads added in addition to those requested. 3. By others. 4. Each connector specified has been verified to be available in stainless steel. Note added to plan that all connectors to be stainless steel and the through -bolts specified in the deck details have been updated to specify stainless steel. Please find revised red marks, details and updated calculations attached. Note all revisions have been clouded. Thank you and please contact our office with questions and/or concerns EXISTING PROPOSED DECK FRAMING PROPOSED FOUNDATION o' EXISTING UPPER FLOOR WALL EXISTING STONE FACADE EXISTING JOIST TO REMAIN - 4'-0" LEAVE 9" EXTENSION 0 9 ,� DECKING PER CONTRACTOR NEW PT 2x8 DECK JOIST @ EA SIDE OF EXTENDED 0'-2 3/4" iv EXISTING JOISTS 0' 2 1/4" 2x8x3'/2" BLOCK BETWEEN NEW JOISTS SECTION LUS28-3 HANGER EA JOIST/BLOCK TO BEAM TREATED 51/$x12 GLB 24F-V8 DECK BEAM (2)'/2' DIAMETER STAINLESS STEEL THRU BOLTS EA JOIST EXISTING LOWER FLOOR WALL EXISTING STONE FACADE EXISTING JOIST TO REMAIN - LEAVE 9" EXTENSION NEW PT 2x8 DECK JOIST @ EA SIDE OF EXTENDED EXISTING JOISTS 2x8x3'/2" BLOCK BETWEEN NEW JOISTS TREATED 51/$x12 GLB 24F-V8 DECK BEAM (2)'/2" DIAMETER THROUGH BOLTS EA JOIST RETROFIT DECK JOISTS 0 NTS UPSTATE 111 engineering, Inc. 2200264TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICESt@UPST8.COM TEL: (425) 354-4105 FAX: JUST DONT Wood Beam LIC# : KW-06013781, Build:20.24.04.04 DESCRIPTION: NEW JOIST CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Hem -Fir Wood Grade No.2 Project Title: RIPPEY Engineer: amg Project ID: 1799 Project Descr: DECK REPAIR Upstate Engineering, Inc. Fb + Fb - Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.01331 2x8 Span = 4.0 ft Project File: 1799 GRAVITY CALCS.ec6 (c) ENERCALC INC 1983-2023 850.0 psi E : Modulus of Elasticity 850.0psi Ebend-xx 1,300.Oksi 1,300.0 psi Eminbend - xx 470.Oksi 405.0 psi 150.0 psi 525.0 psi Density 26.840pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 1.330 ft, (DECK) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.181: 1 Maximum Shear Stress Ratio Section used for this span 2x8 Section used for this span fb: Actual = F'b = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+0.750L +0.60D L Only Design • = 0.150 : 1 2x8 170.04 psi fv: Actual = 18.00 psi 938.40 psi F'v = 120.00 psi +D+L Load Combination +D+L 2.000ft Location of maximum on span = 3.401 ft Span # 1 Span # where maximum occurs = Span # 1 0.008 in Ratio = 0 > 240 Span: 1 : L Only 0 in Ratio = 6107 <240 n/a 0.009 in Ratio = 5235 —180 Span: 1 : +D+L 0 in Ratio = 0 <180 n/a Max. "-" Defl Location in Span Load Combination 0.0092 2.015 Support notation : Far left is #1 Support 1 Support 2 0.186 0.186 0.186 0.186 0.160 0.160 0.027 0.027 0.186 0.186 0.146 0.146 0.016 0.016 0.160 0.160 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS UPSTATE Of engineering, Inc. 2200264TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICESt@UPST8.COM TEL: (425)354-4705 FAX: JUST DONT Project Title: RIPPEY Engineer: amg Project ID: 1799 Project Descr: DECK REPAIR Wood Beam LIC# : KW-06013781, Build:20.24.04.04 Upstate Engineering, Inc. DESCRIPTION: NEW CANT'D BM CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species DF/DF Wood Grade 24F-V8 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Project File: 1799 GRAVITY CALCS.ec6 (c) ENERCALC INC 1983-2023 Fb + 2,400.0 psi E : Modulus of Elasticity Fb - 2,400.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0 psi Density 31.210 pcf 13(0.02) L(0.12) D(0.02) 1_(0.12) 5.125x12 Span = 23.0 ft 5.125x12 Span = 4.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 2.0 ft, (DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 3.0 ft, (RAIL) Load for Span Number 2 Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 2.0 ft, (DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 3.0 ft, (RAIL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4291 Maximum Shear Stress Ratio = 0.172 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb: Actual = 1,020.23 psi fv: Actual = 45.65 psi F'b = 2,378.27psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.050ft Location of maximum on span = 22.101 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.525 in Ratio = 360 > 360 Span: 1 : L Only Max Upward Transient Deflection -0.287 in Ratio = 525 > 360 Span: 2 : L Only Max Downward Total Deflection 0.744 in Ratio = 370 > 240 Span: 1 : +D+L Max Upward Total Deflection -0.407 in Ratio = 254 > 240 Span: 2: +D+L Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L 1 0.7440 11.436 2 0.0000 11.436 +D+L Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases Support notation : Far left is #1 Support 1 Support 2 Support 3 1.886 2.761 1.886 2.761 1.331 1.949 Max. "+" Defl Location in Span 0.0000 0.000 -0.4071 4.333 Values in KIPS UPSTATE 111 engineering, Inc. 2200264TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043 SERVICESt@UPST8.COM TEL: (425) 354-4105 FAX: JUST DONT Project Title: RIPPEY Engineer: amg Project ID: 1799 Project Descr: DECK REPAIR Wood Beam Project File: 1799 GRAVITY CALCS.ec6 LIC# : KW-06013781, Build:20.24.04.04 Upstate Engineering, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: NEW CANT'D BM Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination D Only +D+L +D+0.750L +0.60D L Only Support 1 Support 2 Support 3 1.886 2.761 1.553 2.274 0.333 0.487 1.331 1.949