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REVIEWED BLD2024-0009+Structural_Analysis_or_Calculations+1.10.2024_1.30.45_PM+3993083Prepared by: Patrick B. Stickler, PhD, PE �gw w°sj r, RECEIVED Cascade View Residential Structural Engineering, PLLC ate`�o Jan 10 zoza �, z A 8618 Cascadia Avenue ao� aE TT�Eo Everett, WA 98208 FSsorratE`'� BLD2024-0009 Cell: 425-760-4578 www.CVRSEPLLC.com �' 9' sue' P5 Single Family Residential Structural Improvement: 24109 77th PI W, Edmonds, WA 98026-9108 TABLE OF CONTENTS: 1. References 2. LFRD/ASD stress design 3. Summary of dead and live loads 4. Main structural elements 5. Appendix A: Analysis calculation a. Main support beam design and analysis b. Support footer design and analysis 1) REFERENCES: REVIEWED BY CITY OF EDMONDS • IBC/IRC 2018: International Building Code/ International Residential Code • ASCE 7-16: Minimum Design Loads for Buildings and Other Structures • AISC 360-16: Specification for Structural Steel buildings • ACI 318-19: Building Code Requirements for Structural Concrete 2) LFRD/ALLOWABLE STRESS DESIGN - BASIC LOAD COMBINATIONS • Support beams, posts, joists, and concrete footers 3) SUMMARY OF DEAD AND LIVE LOADS 3a) Dead and live loads • Floor dead 20 Ib/ft2 • Floor live load 40 Ib/ft2 (uniform non -reducible) 3b) Soils bearing capacity: 1500 psi per IBC table 1806.2, responsibility of contractor to verify soil condition suitable to support footings, Concrete: Fc = 2500psi. 09/26/2023 4) MAIN STRUCTURAL ELEMENTS • Main support beams at 2 locations: W6X15 Steel Beam QTY (2). • Main support post: 6"x 6" #2 DF. • Steel reinforced main footer dimensions: #4 steel reinforced rebar: 30" x 30" x 18" depth footer to hard soil with 4" of crushed and compacted gravel. • Simpson Strong Tie CB66 cast in place post base. • Bolted steel angle bracket for post cap to beam connection Qty (2). 09/26/2023 Steel Beam (ASD) (version 72) — Generic Beam Created with ClearCalcs.com vccmcoar�r vcc EM CV/2CMDE AIEM C112 40 4 brrC ENCINEEIfINC brrC ENC IF 21birici 16vr 21H r k%E210EOIIVr IIIE2 EM CV2CVOE AIEM CV2 Summary 470�o Allowable Bending Moment Strength 19a/o Allowable Shear Strength 21°k Critical Deflection Critical Deflection Ratio Dead Load Deflection Client: Natalie Seitz Date: May 13, 2023 0 Author: Patrick Stickler, PE, PhD job #: Project 2023-026 1141 Project: Steel Plate Reinforcement Subject: Main Structural Beam PASS DE 'v1 References: AISC 360-16 (ASD) M /Q = 25 4001b - ft V /Q = 27 600 ib Syo =—0.0983 in L/ = 1710 8D =—0.0522 in Reactions: actMax: 12000 lb*ft actN 001b*ft wD -41:41601b*ft :4160lb TIEL D-41 7940lb*h T L: -78 No Bearingg No Beadngg Fa 5140lb FwMin: 1070 lb FactMax: 51A lb FactMin: 1070 lb D: 1780lb D: 1780lb L 3360lb L 3360lb 0 2 4 6 8 10 12 14 Distance from Left of Beam (ft) Key Properties UFORP Primary lLoading p, Oi WAs A 3 62 W P�/• 1511tR� E �S(ONALE� Ps om�1a� b=5.99 in Loads Designation Yield Strength Beam Plan Length Continuous Bracing for Lateral Torsional Buckling W6X15 Fy = 50 000 psi LX = 14 ft No continuous bracing Floor Support Beam D: O 241 Pf P 0 LW: lf 12 ft I D: 20 psf, L:40 psf 14 ft Self -weight D:15 plf 0 14ft 0 2 4 6 8 10 12 14 Distance from Left of Beam Mid Design Criteria Design Code for Load Code = International Building Combinations Code (IBC) 2018 Member Properties Gross Area Ay = 4.43 in2 Moment of Inertia I = 29.1 in' Section Modulus S = 9.72 in' Fully Plastic Length LP = 5 ft, 1.5 in Elastic Global Buckling Length L, = 16 ft, 5.5 in Section Classification (AISC 360-16 B4) Section Classification - Flanges Non -Compact Section Classification - Web Compact Section Flexural Capacity (AISC 360-16, Chapter F) Plastic Moment Resistance Mp= 45000lb-ft Nominal Cross -Section Bending M_ = 42400lb-ft Resistance Flexural Capacity- Positive Bending (AISC 360-16, Chapter F) Longest Unbraced Segment- L + = 14 ft, 0 in Positive Bending Lateral -Torsional Buckling LTBflag = Yes Governs? - Positive Bending Governing LTB Resistance - MiTa = 45 OOO lb • ft Positive Bending Flexural Capacity- Negative Bending (AISC 360-16, Chapter F) Longest Unbraced Segment - Lv nax = 14 ft, 0 in Negative Bending Lateral -Torsional Buckling LTBfla = g Yes Governs? - Negative Bending Governing LTB Resistance - MEM = 45000lb-ft Negative Bending Shear Capacity (AISC 360-16, Chapter G) Shear Slenderness h/tw = 21.6 Web Shear Strength Coefficient Cvt = 1 Nominal Shear Capacity Un = 41300lb Comments 1 Spread Footing (version 10) Created with ClearCalcs.com VGG4W&"&1V V EM CVBCVDE A16 CGi 1/2 4 0brrC ENCINEEWIACbrrC ENC IF 21Kr1Clnhvr 21H k%E210E011Vr lfE2 EM CV2CVOE AIEM CV2 Client: Natalie Seitz Date: May 13, 2023 0 Author: Patrick Stickler, PE, PhD job #: Project 2023-026 1141 Project: Steel Plate Reinforcement Subject: Main Spread Footer PASS DE w) References: ACI318-19 Summary 82% Allowable Gross Soil Bearing Stress 4a = 1500 psf g% Factored Moment Capacity about OM x = 16 000lb • ft X-Axis 9% Factored Moment Capacity about Mny = 16 OOO lb • ft Y-Axis 0% Factored One -Way Shear Strength OVn = 19 200lb 3% Two -Way Shear Capacity ¢v. = 80 psi 5% Concrete Bearing Capacity ¢S„ = 163 000 lb Development Length for X-Axis t& = 12 in Reinforcement Design n Passes as Plain Concrete PCy _ — Insufficient development length (X-Axis)? but passes as plain concrete Development Length for Y-Axis fd,& = 12 in Reinforcement n Passes as Plain Concrete Design _ PCy — Insufficient development length (Y-Axis)? but passes as plain concrete Stability Status = Footing in Total Compression (5)-#4X-Bars �(5)-#4Y-Bars Footing Properties b=6 in H A x B=30 in N ba0.5 ft 4I ■ I bp=0.667ft B=2.5 ft Concrete Strength f,' = 2500 psi Volume of Concrete V° = 0.347 yd3 Soil Properties Allowable Soil Gross Bearing 4a = 1500 psf Capacity Lateral Sliding Coefficient of = 0.3 Friction µ Bottom Reinforcement Concrete Cover cover = 3 in Reinforcement Yield Strength fy = 60 000 psi Ends of Reinforcement - X-Axis Straight Ends of Reinforcement - Y-Axis Straight Bottom Reinforcement Depth & Spacing Steel Area - X-Axis Bending Aex = 1 in' Steel Area - Y-Axis Bending A, = 1 inz Applied Loads Biaxial Moments Applied Separately Design Criteria Design Code for Load International Building Combinations Code (IBC) 2018 Negative Bending Flexural Capacity - X-Axis (ACI 318-19, Cl 22.2) 0_ . Factored Negative Moment OM,—x = 16 000 lb • ft �UQR0 Capacity O� WA �j'f/ Negative Bending Flexural Capacity -Y-Axis (ACI 318-19, Cl 22.2) C Factored Negative Moment �M = 16 000 lb £t °y Capacity 1 Comments 35262 ;;IhE2. _qyl. PE 1