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REVIEWED BLD2024-1226+Structural_Analysis_or_Calculations+9.12.2024_1.34.10_PM+4496897BLD2024-1226 RECEIVED Sep 19 2024 DEVELOPMENT ES civil & structural DEPARTMENT ENGINEERING engineering & planning REVIEWED CITY OF EDMONDS 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 STRUCTURAL CALCULATIONS Tingstad Residence Dry Rot Repair 533 Alder St, Unit Al Edmonds, WA 98020 0910612024 CG Project No.: 24296.10 Project Description Rotted wood framing was recently discovered at an existing condominium. The wood framed building consists of two stories above tuck -under parking. Rot was discovered in the sill plate, sheathing, and glulam beam supporting a bearing wall and floor joists. We will provide a design to repair the damaged framing. The proposed repairs involve additional framing added to the sides of the existing beam. The rest of the rotted framing will be removed and replaced with like kind. Our design will include areas where the framing was observable during our initial site visit. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 33 psf Live 40 psf 0 GMDescription By SPM Date 9 6 2024 Project Summary Checked Date ENGINEERING Seale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Tingstad Residence 24269.10 Edmonds, WA 98020 17 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x12 @ 24" OC 2.2 psf M/E 1.0 psf Misc 1.5 psf 13.3 psf USE 15.0 psf Floor DL 2" Topping Slab 17.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 410 @ 16" OC 7.8 psf M/E 1.0 psf Misc 1.0 psf 32.9 psf USE 33.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Description Gravity Design Loads By SPM Date 09/06/24 ^ Checked Date �r ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project Tingstad Residence Job No. 24269.10 ROOF JOISTS L_ _ L:y vU_ U- CD a d � � M CD ROOF PLAN C0co r stairs 4S lm ll�i k��wA=I' r FFO 3 FFoP r-------------- i_ --------------------------- LL LL J LL a a- J N N d N LO O C� � CD NCD J J 'O` FIRST AND SECOND FLOOR PLAN stairs u crawl) space (no jvork) ICE W � W i b M nev LL J nev sun CD 00 exi; CO pre,, u 11 outline , rage work) tL J J LL a d J p a to exist'g sub- rn rn o'e's) II II II J J J 5 0vJ U�JOVe •J cap & abandon exist'g d.s. stubs (2 loc's) -'M �/X CG.3 5 )( 9 )1 _ 410 .r CIO N K S 6 " q :a &L9 w s 738 v (qy/ s 3 _ 3. 140. 738 84% BM1 -WOOD DL + ILL + SL DL = (0.1,6)(1944 PLF) = 311 PLF LL_= (0.16)(1920 PLF) = 307 PLF SL = (0.16)(600 PLF) = 96 PLF 91611 6 3/4"x9" GLIB IS ADEQUATE DL = 1540 LB DL = 1540 LB PER ENERCALC OUTPUT ILL = 1460 LB ILL = 1460 LB SL = 460 LB SL = 460 LB Description By T— Date Checked Date ENGINEERING Scale Sheet No. 2S0 4th Ave. South Suite 200 Edmonds, WA 98020 project Job No. 6 425.778.8500 �� /o 99 www.cgengineering.com Wood Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: BM1 -Wood CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species DF/DF Wood Grade 24F-V4 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + 2,400.0 psi Fb - 1,850.0 psi Fc - Prll 1,650.0 psi Fc - Perp 650.0 psi Fv 265.0 psi Ft 1,100.0 psi D(0.311) L(0.307) S(0.096) 6.750 X 9.0 Span = 9.50 ft Project File: Tingstad Residence.ec6 (c) ENERCALC INC 1983-2023 E : Modulus of Elasticity Ebend-xx 1,800.Oksi Eminbend - xx 950.Oksi Ebend-yy 1,600.Oksi Eminbend - yy 850.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.3110, L = 0.3070, S = 0.0960 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.391: 1 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 6.750 X 9.0 Section used for this span 6.750 X 9.0 fb: Actual = 937.66 psi fv: Actual = 62.68 psi F'b = 2,400.00 psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.750ft Location of maximum on span = 8.772ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.077 in Ratio = 1486 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.158 in Ratio = 723 > 180 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <180 n/a 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+S +D+0.750L +D+0.750L+0.750S +0.60D L Only S Only Max. "" Defl Location in Span Load Combination 0.1576 4.785 Support notation : Far left is #1 Support 1 Support 2 2.998 2.998 2.998 2.998 1.540 1.540 1.540 1.540 2.998 2.998 1.996 1.996 2.633 2.633 2.975 2.975 0.924 0.924 1.458 1.458 0.456 0.456 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS 7 8/30/24, 1:53 PM Connection Calculator Design Method Allowable Stress Design (ASD) v Connection Type Lateral loading v Fastener Type Bolt v Loading Scenario Double Shear - Wood Main Member v Main Member Type Glulam Douglas Fir -Larch v Main Member Thickness 6.75 in. v Main Member: Angle of Load to Grain Side Member Type Steel v Side Member Thickness 1/4 Side Member: Angle of Load to Grain 10 Fastener Diameter 5/8 in. v Load Duration Factor C D = 1.0 v Wet Service Factor C M = 1.0 v Temperature Factor C_t = 1.0 v Connection Yield Modes Im I5906lbs. Is 6797 lbs. IIIs 112413lbs. IV 13067lbs. jJ Adjusted ASD Capacity 2413 lbs. • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 9 https://calc.awc.org/connection/ccstyle.asp?design_method=ASD&connection_type=Lateral+loading&fastener_ types=Bolt&load ing_scenario=Double+... 1 /1 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: BM1 -Steel Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.8170) L(0.8070) S(0.2520) S b C10x15.3 Span = 9.50 ft Project File: Tingstad Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.8170, L = 0.8070, S = 0.2520 k/ft, Tributary Width = 1.0 ft 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 Overall Maximum Deflections 0.647 : 1 Maximum Shear Stress Ratio = C10x15.3 Section used for this span 18.493 k-ft Va : Applied 28.563 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.076 in Ratio = 1,497 > 360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 0.155 in Ratio = 737 > 180 Span: 1 : +D+L 0 in Ratio = 0 <180 n/a 0.251 : 1 C10x15.3 7.787 k 31.042 k +D+L 0.000 ft Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1546 4.777 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 7.787 7.787 Max Upward from Load Combinations 7.787 7.787 Max Upward from Load Cases 3.953 3.953 D Only 3.953 3.953 +D+L 7.787 7.787 +D+S 5.150 5.150 +D+0.750L 6.828 6.828 +D+0.750L+0.750S 7.726 7.726 +0.60D 2.372 2.372 L Only 3.833 3.833 S Only 1.197 1.197 10 COMPANY PROJECT WoodWorks`)rc.% Sep. 6, 2024 09:25 1 Typical Post Design Check Calculation Sheet WoodWorks Sizer Loads: Load Type Distribution Location [ft] Start End Magnitude Start End Unit Loadl Live Axial (Ecc. = 0.00") 9300 lbs Reactions (lbs): 1A. u a 0 Unfactored: Lateral: Live Axial: Live 9300 9300 Factored: L->R Load comb #1 #1 Lumber Post, Hem -Fir, No.2, 4x8 (3-1/2"x7-1/4") Support: Non -wood Total length: 8.0'; Volume = 1.4 cu.ft. Pinned base; Wet service; Incised; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 367 fc = 367 Fc' = 743 Fc* = 874 psi psi fc/Fc' = 0.49 fc/Fc* = 0.42 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.00 0.80 1.00 0.850 1.050 - - 1.00 0.80 2 Fc* 1300 1.00 0.80 1.00 - 1.050 - - 1.00 0.80 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = L Load Types: L=live Load combinations: ASD Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report Axial d governs, le/b = 0.0, le/d = 13.2 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 11