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REV1 REVIEWED BLD2024-0316+Structural_Calculations+7.18.2024_4.08.48_PM+4387900REVISION Jul 19 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1:i?CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Table of Contents REVISION STRUCTURAL CALCS BLD2024-0316 C1 - C5 REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eri.& Carte - BUILDING OFFICIAL Jul 30 2024 APPROVED DATE STRUCTURAL CALCULATIONS MACHUGA ADDITION EDMONDS, WA JULY 11, 2024 Project #: 24-07 Caitlin Rose Engineering, LLC :: Po Box 151 :: Chelan, WA 98816 :: (509) 433-7763 :: www.caitlinroseengineering.com CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Steel Beam LIC# : KW-06012717, I DESCRIPTION Project Title: Machuga Addition Engineer: CRW Project ID: 24-07 Project Descr: ]:20.23.08.30 Caitlin Rose Engineering, LLC Copy of BM-1 - CLR SPAN RIDGE - 34' - STEEL OPTION Printed: 15 MAY 2024, 7:11 PM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending .22 W 16x50 Span = 34.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 11.0 ft, (Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.277 : 1 Maximum Shear Stress Ratio = 0.060 Section used for this span W16x50 Section used for this span W16x50 Ma : Applied 63.580 k-ft Va : Applied 7.480 k Mn / Omega: Allowable 229.541 k-ft Vn/Omega : Allowable 123.880 k Load Combination +D+S Load Combination +D+S 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 0.435 in Ratio = 938 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.695 in Ratio = 587 > 180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 34.00 ft 1 0.104 0.023 23.84 23.84 383.33 229.54 1.00 1.00 2.81 185.82 123.88 +D+Lr Dsgn. L = 34.00 ft 1 0.242 0.053 55.63 55.63 383.33 229.54 1.00 1.00 6.55 185.82 123.88 +D+S Dsgn. L = 34.00 ft 1 0.277 0.060 63.58 63.58 383.33 229.54 1.00 1.00 7.48 185.82 123.88 +D+0.750Lr Dsgn. L = 34.00 ft 1 0.208 0.045 47.69 47.69 383.33 229.54 1.00 1.00 5.61 185.82 123.88 +D+0.750S Dsgn. L = 34.00 ft 1 0.234 0.051 53.65 53.65 383.33 229.54 1.00 1.00 6.31 185.82 123.88 +0.60D Dsgn. L = 34.00 ft 1 0.062 0.014 14.31 14.31 383.33 229.54 1.00 1.00 1.68 185.82 123.88 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.6954 17.097 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 1 0.2608 17.097 0.0000 0.000 +D+Lr 1 0.6085 17.097 0.0000 0.000 +D+S 1 0.6954 17.097 0.0000 0.000 +D+0.750Lr 1 0.5216 17.097 0.0000 0.000 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW Project ID: 24-07 Project Descr: Steel Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC DESCRIPTION: Copy of BM-1 - CLR SPAN RIDGE - 34' - STEEL OPTION Maximum Deflections for Load Combinations Load Combination +D+0.750S +0.60D Lr Only S Only Printed: 15 MAY 2024, 7:11 PM Project File: 24-07 - machuga addition.ec6 (c) ENERCALC INC 1983-2023 Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span 0.5868 17.097 0.1565 17.097 0.3477 17.097 0.4346 17.097 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 7.480 7.480 Max Upward from Load Combinations 7.480 7.480 Max Upward from Load Cases 4.675 4.675 D Only 2.805 2.805 +D+Lr 6.545 6.545 +D+S 7.480 7.480 +D+0.750Lr 5.610 5.610 +D+0.750S 6.311 6.311 +0.60D 1.683 1.683 Lr Only 3.740 3.740 S Only 4.675 4.675 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Steel Beam LIC# : KW-06012717, I DESCRIPTION Operable Partion Header Project Title: Machuga Addition Engineer: CRW Project ID: 24-07 Project Descr: Printed: 8 JUL 2024, 10:29AM Project File: 24-07 - machuga addition.ec6 :aitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis : Major Axis Bending W6x12 Span = 12.0 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 NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.323 : 1 Maximum Shear Stress Ratio = W6x12 Section used for this span 4.320 k-ft Va : Applied 13.374 k-ft Vn/Omega : Allowable +D+S Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.110 in Ratio = 1,312 -360 Span: 1 : S Only 0 in Ratio = 0 <360 n/a 0.176 in Ratio = 820 -180 Span: 1 : +D+S 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations 0.052 : 1 W6x12 1.440 k 27.738 k +D+S 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 12.00 ft 1 0.121 0.019 1.62 1.62 22.33 13.37 1.14 1.00 0.54 41.61 27.74 +D+Lr Dsgn. L = 12.00 ft 1 0.283 0.045 3.78 3.78 22.33 13.37 1.14 1.00 1.26 41.61 27.74 +D+S Dsgn. L = 12.00 ft 1 0.323 0.052 4.32 4.32 22.33 13.37 1.14 1.00 1.44 41.61 27.74 +D+0.750Lr Dsgn. L = 12.00 ft 1 0.242 0.039 3.24 3.24 22.33 13.37 1.14 1.00 1.08 41.61 27.74 +D+0.750S Dsgn. L = 12.00 ft 1 0.273 0.044 3.65 3.65 22.33 13.37 1.14 1.00 1.22 41.61 27.74 +0.60D Dsgn. L = 12.00 ft 1 0.073 0.012 0.97 0.97 22.33 13.37 1.14 1.00 0.32 41.61 27.74 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1755 6.034 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 1 0.0658 6.034 0.0000 0.000 +D+Lr 1 0.1536 6.034 0.0000 0.000 +D+S 1 0.1755 6.034 0.0000 0.000 +D+0.750Lr 1 0.1316 6.034 0.0000 0.000 CAITLIN ROSE Project Title: Machuga Addition Engineer: CRW ENGINEERING, LLC Project ID:De 24-07 Project scr: Caitlin R. Wilhelm, PE Printed: 8 JUL 2024, 10:29AM Steel Beam Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: Operable Partion Header Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span +D+0.750S 1 0.1481 6.034 0.0000 0.000 +0.60D 1 0.0395 6.034 0.0000 0.000 Lr Only 1 0.0878 6.034 0.0000 0.000 S Only 1 0.1097 6.034 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.440 1.440 Max Upward from Load Combinations 1.440 1.440 Max Upward from Load Cases 0.900 0.900 D Only 0.540 0.540 +D+Lr 1.260 1.260 +D+S 1.440 1.440 +D+0.750Lr 1.080 1.080 +D+0.750S 1.215 1.215 +0.60D 0.324 0.324 Lr Only 0.720 0.720 S Only 0.900 0.900 Project: Machuga Addition Sheet #: Project #: 24-07 Date: 7/11/2024 By: CRW WOOD SHEAR WALL CALCULATIONS & SUMMARY Wall Loading Wall Geometry Shear Wall Design OVERTURNING - Local Wall Only, Not Compounded WALL ID TYPE [FTAO/SEG] SHEAR FORCE (ASD) [0.6*W] LENGTH HEIGHT ASPECT RATIO A/R ADJ FACTOR UNIT SHEAR NAILING STRAP FORCE (FTAO ONLY) DEAD LOAD [PLF] COMPRESSION D+0.6W TENSION 0.6D+0.6W HOLDOWN HARDWARE [SIMPSON STRONG -TIE] SW -A SEG 647 5.5 7.67 1.39 1.00 118 SW-6 166.7 1177 627 LSTHD8 SW-C SEG 2195 18.67 9 0.48 1.00 118 SW-6 120 1730 386 LSTHD8 SW-D SEG 1800 15.5 9 0.58 1.00 116 SW-6 120 1603 487 LSTHD8 SW-E SEG 556 7.33 7.67 1.05 1.00 76 SW-6 211.7 1047 116 LSTHD8 SW-F SEG 119 2.33 7.67 3.29 0.84 61 SW-6 106.7 465 316 LSTHD8 SW-G SEG 119 2.33 7.67 3.29 0.84 61 SW-6 106.7 465 316 LSTHD8 SW-H SEG 228 3 7.67 2.56 0.93 82 SW-6 151.7 718 445 LSTHD8 SW-H1 SEG 253 3.33 7.67 2.30 0.96 79 SW-6 151.7 733 430 LSTHD8 SW -I SEG 196 2.5833 9 3.48 0.81 93 SW-6 120 776 590 LSTHD8 SW-Il SEG 196 2.5833 9 3.48 0.81 93 SW-6 120 776 590 LSTHD8 SW-1 SEG 894 6 9 1.50 1.00 149 SW-6 300 1882 802 LSTHD8 SW-K SEG 1789 12 9 0.75 1.00 149 SW-6 270 2314 370 LSTHD8 SW-L SEG 1458 18 7.67 0.43 1.00 81 SW-6 196.7 1683 -441 NO HD REQ'D SW-M FTAO 720 39 9 0.23 1.00 18 SW-6 270 3325 -2993 NO HD REQ'D SW-N SEG 388 21 9 0.43 1.00 18 SW-6 210 1489 -1157 NO HD REQ'D