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Home My WebLink AboutGrammercy Apartments Calcs 12-19-2025CK Engineering LLC.CK Engineering LLC.CK Engineering LLC.CK Engineering LLC. 19229 38th PL NE Lake Forest Park, WA 98155 Phone: (206) 417-0670 STRUCTURAL CALCULATIONSSTRUCTURAL CALCULATIONSSTRUCTURAL CALCULATIONSSTRUCTURAL CALCULATIONS DECK/STAIRS REPAIR 25-033 12/19/2025 GRAMMERCY 1 - BUILDING 'U' 11813 SE 171st LANE Renton, WA 98058 December 19, 2025 ASCE Hazards Report Address: 11813 SE 171st Ln Renton, Washington 98058 Standard:ASCE/SEI 7-16 Latitude:47.449274 Risk Category:I Longitude:-122.183355 Soil Class:D - Default (see Section 11.4.3) Elevation:430.2243748367334 ft (NAVD 88) Page 1 of 3https://ascehazardtool.org/Fri Dec 19 2025 SS : 1.393 S1 : 0.474 Fa : 1.2 Fv : N/A SMS : 1.672 SM1 : N/A SDS : 1.114 SD1 : N/A TL : 6 PGA : 0.592 PGA M : 0.711 FPGA : 1.2 Ie : 1 Cv : 1.379 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. 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Page 3 of 3https://ascehazardtool.org/Fri Dec 19 2025 25-033 ii Design Criteria Scope of Work: Site Address: Number of Stories: N.A.Engineer: PK Roof Loading TOTAL DEAD LOAD: ROOF SNOW LOAD: Upper Floor Loading TOTAL DEAD LOAD: FLOOR LIVE LOAD: Not Used TOTAL DEAD LOAD: FLOOR LIVE LOAD: Soil Bearing Capacity: Frost Depth: Floor Covering Sheathing Carpet/Hardwood/Tile 3/4" T&G fixtures, mechanical, electrical, etc. 1500 psf 18 in Ceiling Joists Beams Miscellaneous Ceiling Joists Beams Miscellaneous 5/8" GWB I-Joists fixtures, mechanical, electrical, etc. Job #December 19, 2025GRAMMERCY 1 - BUILDING 'U' 15/32" Plywood 3.0 1.5Sheathing DECK/STAIRS REPAIR 11813 SE 171st LANE Renton, WA 98058 CompositionRoofing Roll/Batt 5/8" GWB Insulation Ceiling 15.0 psf Rafters & Beams fixtures, mechanical, electrical, etc. Framing Miscellaneous 25.0 psf 3.0 2.8 3.0 1.7 3.0 2.3 1/2" GWB I-Joists 2.2 2.1 4.0 1.4 15.0 psf 40.0 psf Floor Covering Sheathing Carpet/Hardwood/Tile 3/4" T&G 0.0 0.0 4.8 psf 0.0 psf 0.0 0.0 4.2 0.6 9 Wood Beam LIC# : KW-06016495, Build:20.25.11.05 CK Engineering LLC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:LANDING JOIST Project File: 25-033.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024* Load Combination Set : IBC 2021 (1) Code References Governing Code : IBC 2021 *User-selected, not referenced by : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Hem-Fir No.2 850 850 1300 405 1300 470 150 525 26.84 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 (1) 2x10 Span = 8.0 ft 1 2 D(0.01995) L(0.133) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 1.330 ft, (DECK) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 2x10 0.363 Section used for this span2x10 : 10.649 =: 1 Load Combination +D+L +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 54.49 psi= 1,075.25psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 150.00 psi== 7.241 ft= = 698.04psi Maximum Deflection 1001 >=360 856Ratio =0>=240 Max Downward Transient Deflection 0.096 in 0 Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.112 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 8.0 ft 1 0.105 0.058 0.90 1.100 1.151.00 1.00 0.18 101.1 967.7 0.07 135.01.00 7.91.00 1.00+D+L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.649 0.363 1.00 1.100 1.151.00 1.00 1.24 698.0 1,075.3 0.50 150.01.00 54.51.00 1.00+D+0.750L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.408 0.229 1.25 1.100 1.151.00 1.00 0.98 548.8 1,344.1 0.40 187.51.00 42.81.00 1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06016495, Build:20.25.11.05 CK Engineering LLC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:LANDING JOIST Project File: 25-033.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 8.0 ft 1 0.035 0.020 1.60 1.100 1.151.00 1.00 0.11 60.7 1,720.4 0.04 240.01.00 4.71.00 . LocationLoad CombinationMax. LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.1121 4.029 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0162 4.029 0.0000 0.000in ftinft+D+L 1 0.1121 4.029 0.0000 0.000in ftinft +D+0.750L 1 0.0881 4.029 0.0000 0.000in ftinft +0.60D 1 0.0097 4.029 0.0000 0.000in ftinft L Only 1 0.0959 4.029 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.622 0.622 Max Upward from Load Combinations 0.622 0.622 Max Upward from Load Cases 0.532 0.532 D Only 0.090 0.090 +D+L 0.622 0.622 +D+0.750L 0.489 0.489 +0.60D 0.054 0.054 L Only 0.532 0.532 Wood Beam LIC# : KW-06016495, Build:20.25.11.05 CK Engineering LLC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CHECK CANT. BEAM Project File: 25-033.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024* Load Combination Set : IBC 2021 (1) Code References Governing Code : IBC 2021 *User-selected, not referenced by : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem-Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.840 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 (1) 4x12 Span = 5.0 ft 4x12 Span = 4.0 ft 1 2 3 D(0.06) L(0.24)D(0.06) L(0.4) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 4.0 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 4.0 ft, (DECK) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 4x12 0.366 Section used for this span4x12 : 10.650 =: 1 Load Combination +D+L +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft 54.90 psi= 935.00psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 150.00 psi== 5.000 ft== 607.69psi Maximum Deflection 1030 >=360 896Ratio =5150>=240 Max Downward Transient Deflection 0.093 in 5698 Ratio = >=360 Max Upward Transient Deflection -0.011 in Ratio = Max Downward Total Deflection 0.107 in Ratio = >=240Max Upward Total Deflection -0.012 in fb: Actual F'b fv: Actual F'v Span: 2 : L Only Span: 1 : L Only Span: 2 : +D+L Span: 1 : +D+L NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 5.0 ft 1 0.104 0.060 0.90 1.100 1.001.00 1.00 0.54 87.6 841.5 0.21 135.01.00 8.21.00 1.00Length = 4.0 ft 2 0.104 0.059 0.90 1.100 1.001.00 1.00 0.54 87.6 841.5 0.21 135.01.00 7.91.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.650 0.366 1.00 1.100 1.001.00 1.00 3.74 607.7 935.0 1.44 150.01.00 54.91.00 Wood Beam LIC# : KW-06016495, Build:20.25.11.05 CK Engineering LLC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CHECK CANT. BEAM Project File: 25-033.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 4.0 ft 2 0.650 0.366 1.00 1.100 1.001.00 1.00 3.74 607.7 935.0 1.44 150.01.00 54.91.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.409 0.230 1.25 1.100 1.001.00 1.00 2.94 477.7 1,168.8 1.13 187.51.00 43.21.00 1.00Length = 4.0 ft 2 0.409 0.230 1.25 1.100 1.001.00 1.00 2.94 477.7 1,168.8 1.13 187.51.00 43.21.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.035 0.020 1.60 1.100 1.001.00 1.00 0.32 52.5 1,496.0 0.13 240.01.00 4.91.00 1.00Length = 4.0 ft 2 0.035 0.020 1.60 1.100 1.001.00 1.00 0.32 52.5 1,496.0 0.12 240.01.00 4.71.00 . LocationLoad CombinationMax. LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L10.0000 0.000 -0.0116 3.184 +D+L2 0.1070 4.000 0.0000 3.184 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 2 0.0139 4.000 0.0000 0.000in ftinft+D+L 2 0.1070 4.000 0.0000 0.000in ftinft +D+0.750L 2 0.0837 4.000 0.0000 0.000in ftinft +0.60D 2 0.0083 4.000 0.0000 0.000in ftinft L Only 2 0.0931 4.000 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.061 3.385 Max Upward from Load Combinations 0.036 3.385 Max Upward from Load Cases 0.061 2.840 Max Downward from all Load Conditions (Resisting Uplift)-0.040 Max Downward from Load Cases (Resisting Uplift)-0.040 D Only 0.061 0.545 +D+L 0.021 3.385 +D+0.750L 0.031 2.675 +0.60D 0.036 0.327 L Only -0.040 2.840 Wood Beam LIC# : KW-06016495, Build:20.25.11.05 CK Engineering LLC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CHECK STAIR STRINGERS Project File: 25-033.ec6 Project Title:Engineer:Project ID:Project Descr: Referenced Design Standard(s) : NDS 2024* Load Combination Set : IBC 2021 (1) Code References Governing Code : IBC 2021 *User-selected, not referenced by : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem-Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.840 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 (1) 4x12 Span = 8.0 ft 1 2 D(0.16) L(0.4) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.040, L = 0.10 ksf, Tributary Width = 4.0 ft, (DECK) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio 4x12 0.442 Section used for this span4x12 : 10.789 =: 1 Load Combination +D+L +D+L Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 66.26 psi= 935.00psi Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 150.00 psi== 7.066 ft= = 737.72psi Maximum Deflection 1397>=360 985Ratio =0>=240 Max Downward Transient Deflection 0.069 in 0 Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.097 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a NDS2018 NDS2018 .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 8.0 ft 1 0.259 0.145 0.90 1.100 1.001.00 1.00 1.34 217.6 841.5 0.51 135.01.00 19.51.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.789 0.442 1.00 1.100 1.001.00 1.00 4.54 737.7 935.0 1.74 150.01.00 66.31.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 8.0 ft 1 0.520 0.291 1.25 1.100 1.001.00 1.00 3.74 607.7 1,168.8 1.43 187.51.00 54.61.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06016495, Build:20.25.11.05 CK Engineering LLC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:CHECK STAIR STRINGERS Project File: 25-033.ec6 Project Title:Engineer:Project ID:Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 8.0 ft 1 0.087 0.049 1.60 1.100 1.001.00 1.00 0.80 130.6 1,496.0 0.31 240.01.00 11.71.00 . LocationLoad CombinationMax. LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+L1 0.0974 4.029 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0287 4.029 0.0000 0.000in ftinft+D+L 1 0.0974 4.029 0.0000 0.000in ftinft +D+0.750L 1 0.0802 4.029 0.0000 0.000in ftinft +0.60D 1 0.0172 4.029 0.0000 0.000in ftinft L Only 1 0.0687 4.029 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.269 2.269 Max Upward from Load Combinations 2.269 2.269 Max Upward from Load Cases 1.600 1.600 D Only 0.669 0.669 +D+L 2.269 2.269 +D+0.750L 1.869 1.869 +0.60D 0.402 0.402 L Only 1.600 1.600