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REVIEWED BLD2023-0880+Structural_Analysis_or_Calculations+7.13.2023_1.38.43_PM+3664133REVIEWED BY CITY OF EDMONDS I k— j QUANTUM C0 N 5 U Lii 111G E NG1111 EE xS STRUCTURAL CALCULATIONS (Permit Submittal) EDMONDS MEDICAL 21616 76T" AVE W EDMONDS, WA 98026 Quantum Job Number: 23269.01 Prepared for: VITAL MECHANICAL SERVICE 1420 Maple Ave SW Renton, WA 98057 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 RECEIVED Jul 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT This document shall be onsite for inspector. RTU anchorage details. July 12, 2023 QUANTUM I CONSULTING ENG INEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 EDMONDS MEDICAL 2616 76" Ave W Edmonds, WA 98026 Quantum Job Number: 23269.01 INDEX STRUCTURAL SKETCHES......................................................................... 3 DESIGN CRITERIA................................................................................... 5 STRUCTURAL DESIGN........................................................................... 11 EDMONDS MEDICAL 21616 76t" Ave W Edmonds, WA 98026 Quantum Job Number: 23269.01 STRUCTURAL SKETCHES RT (E) (E) (E) TRUSS PER PLAN—/ Edmonds Medical project 1511 THIRD AVENUE RTU Anchorage SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 Vital Mechanical Service QUANTUM FAX 206.957.3901 C O N S U L T I N G E N G I N E E R S www.quantumce.ccrn Client (2) 1/4" DIA. x 3" SIDS SCREWS TO D 7/12/23 23269.01 date job no. drawn by: MKS design by: sheet no. EDMONDS MEDICAL 21616 76t" Ave W Edmonds, WA 98026 Quantum Job Number: 23269.01 DESIGN CRITERIA Structural Design Criteria Building Code: 2018 International Building Code Building Department: City of Edmonds Seismic Criteria Ss: 1.28 le: 1.00 S,: 0.45 Seismic Soil Site Class: D Sds: 1.03 Seismic Design Category: D Sd1: 0.56 Materials Criteria Wood Framing: 2x, 3x & 4x Framing Members Wind Criteria Wind Speed: 97 Risk Category: II Wind Exposure: B Kzt: 1.0 HF#2 or DF#2 Quantum Consulting Engineers LLC Project: Edmonds Medical Date: 7/12/23 Job No: 23269.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: 1 Seattle, WA 98101 Client: Vital Mechanical Service Checked By: JHR Building Loads Snow Load Roof 25 psf Assembly Loads Roof Roofing 2.0 psf Sheathing 2.3 psf Insulation 1.0 psf Roof Trusses @ 48" o.c 5.0 psf Mech./Elec. 1.0 psf Acoustic Panels 0.5 psf Sprinklers 2.0 psf Misc. 1.2 psf Total: 15.0 psf Comments SL=25 PSF Deflection Criteria Roof Walls L/120 *flexible finishes Floor Live Load: L/240 L/240 *brittle finish Live Load: L/360 Total Load: L/180 L/240 *supporting glass Total Load: L/240 9 Quantum Consulting Engineers LLC Project: Edmonds Medical Date: 7/12/23 Job No: 23269.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: 1 Seattle, WA 98101 Client: Vital Mechanical Service Checked By: A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. LITC Hazards by Location Search Information Address: Parking lot, 21616 76th Ave W ste 208, Edmonds, WA 98026, USA Coordinates: 47.8026806,-122.3367596 Elevation: 407 ft Timestam p: 2023-07-07T22:01:34.885Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.282 MCER ground motion (period=0.2s) S, 0.451 MCER ground motion (period=1.Os) SMS 1.538 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDg 1.026 Numeric seismic design value at 0.2s SA SDt * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.91 Coefficient of risk (0.2s) CRt 0.895 Coefficient of risk (1.0s) PGA 0.546 MCER peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration 4 ¢5egwm Marysville Wh rlh —„a rett,. 101 fs 407 ft ] Edm sW i r k eaftIe oRedmonr D O Bremerton Renton �}I{ O SeaTac4 r...�� Mpt AI Baker- naqualmi National Foresi Fo TL 6 Long -period transition period (s) SsRT 1.282 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.409 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.3 Factored deterministic acceleration value (0.2s) S1 RT 0.451 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.504 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.94 Factored deterministic acceleration value (1.0s) PGAd 0.807 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. LITC Hazards by Location Search Information Address: Parking lot, 21616 76th Ave W ste 208, Edmonds, WA 98026, USA Coordinates: Elevation: Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category III Risk Category IV 47.8026806,-122.3367596 407 ft 2023-07-07T21:58:15.924Z Wind ASCE 7-10 67 mph MRI 10-Year 73 mph MR125-Year 78 mph MRI 50-Year 83 mph MRI 100-Year 92 mph Risk Category I 97 mph Risk Category II 104 mph Risk Category III -IV 108 mph 4 ¢5egwm Marysville Wh rlh -„a rett,. 101 fs 407 ft ] Edm S i r k eaftIe oRedmonr a G Bremerton Renton pie; a SeaTacG ASCE 7-05 72 mph ASCE 7-05 Wind Speed 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph Baker- naqualmi National Foresi 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. EDMONDS MEDICAL 21616 76t" Ave W Edmonds, WA 98026 Quantum Job Number: 23269.01 STRUCTURAL DESIGN Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Edmonds Medical Address: 21616 76th Ave W, Edmonds, WA Latitude: 47.8027 Longitude:-122.3368 Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force -Resisting System: Light -Framed Wood Walls Sheathed with Structural Panels R: 6 1/2 per ASCE Table 12.2-1 Wo: 3 per ASCE Table 12.2-1 Cd: 4 per ASCE Table 12.2-1 hn (ft): 24.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max: S, (g-sec): Site Class: Fv 1.85 SM, (g-sec): 0.83 Spi (g-sec): 0.56 SDC: D IE: 1.00 Yes Sds (max) = 1.0 Per ASCE 12.8.1.3 0.45 SS (g-sec): 1.28 D Assumed Value per ASCE 11.4.3 ASCE 11.4.8 Exception 2 Used Fa 1.20 1.2 Min Value where SC D Assumed Sans (g-sec): 1.54 SDS (g-sec): 1.03 per ASCE 11.6 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL (sec): 6.00 ASCE Figures 22-14 through 22-17 Ts: 0.54 Ta (sec): 0.22 Ct * hnx per ASCE Eq. 12.8-7 Tuse (sec): 0.22 - — TL Equivalent Lateral Force Procedure Desian Base Shear per ASCE 12.8 Cs: 0.16 = SDS / (R/IE) per ASCE Eq. 12.8-2 Cs -max: 0.39 = Sol / (Ta*R/IE) for T <= TL per ASCE Eq. 12.8-3 CS -Max,• -- = Sp,*TL / (Ta2*R/IE) for T > TL per ASCE Eq. 12.8-4 Cs -min: 0.05 per ASCE Eq. 12.8-5 Cs -min: -- = 0.5S, / (R/IE) for S, _> 0.6g per ASCE Eq. 12.8-6 Cs -use: 0.16 V : 0.158 W = Cs -use * W per ASCE Eq. 12.8-1 per ASCE 11.4.4 per ASCE 11.4.5 GJQuantum Consulting Engineers LLC Project: Edmonds Medical Date: 7/12/23 Job No: 23269.01 1511 Third Avenue, Suite 323 esigner: MKSSheet: Seattle, WA 98101 Client: Vital Mechanical Checked By: Non -Structural Component Seismic Anchorage Design IBC 2018, ASCE 7-16 Chapter 13 Seismic Criteria: Site Class: D SDs: 1.03 SD1: 0.56 IP: 1 Fpmax= 1.65 Wp Controls Fp= 0.52 Wp Fpmin= 0.31 Wp z: 24.0 ft h: 24.0 ft aP: 2.5 RP: 6 Table 13.5-1 Fpmax= 1.6 Sos WP IP Fp= 0.4 apSDsWPx (1+2z/h)/(RP/ IP) Fpmin= 0.3 Sos WP IP Mechanical Unit: Ht to Center of Mass, Y: 20 in Overturning Distance, X: 45 in Weight, WP: 0.62 k Anchors/Side: 2 Shear and Overturning Loads: Seismic Force, Fp: 0.32 k Shear/Anchor: 0.08 k 0.06 k OT Moment: 6.4 k-in Tension/Side: -0.143 k Net Uplift/Anchor: 0.04 k 0.02 k r U LT ASD U LT ULT (0.9-0.2Sds)DL+ 1.OEQ ASD (0.6-0.14Sds)DL + 0.7EQ Anchorage Design: 1/4" Diann. x 3" SDS Screw into P/T HF Sleeper Vallowable: 0.32 k Tallowable: 0.38 k Unity EQ: 0.12 <1.0 EQ 13.3-2 EQ 13.3-1 EQ 13.3-3 Quantum Consulting Engineers LLC Project: Edmonds Medical Date: 7/12/23 Job No: 23269.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: Vital Mechanical Checked: Non -Structural Component Wind Anchorage Design IBC 2018, ASCE 7-16 Chapter 29 Wind Criteria: Kz: 0.85 Kzt: 1.0 Kd: 0.9 Ke 1 V: 97 Building Ht: 24 Building Width, B: 120 Building Length, L: 240 (GCr): 1.9 (GCr): 1.5 qh: 18.4 Ph: 35.0 Pv: 27.6 Mechanical Unit: ASCE TABLE 26.10-1 FOR EXPOSURE B AND z = 60' MAX. ASCE SEC 26.8 ASCE TABLE 26.6-1 ASCE TABLE 26.9-1 MPH ft ft, Normal to Wind Direction ft, Parallel to Wind Direction ASCE SEC 29.4.1 Lateral Force ASCE SEC 29.4.1 Uplift Force PSF [ASCE EQUATION 26.10-11 PSF [ASCE EQUATION 29.4-2] Lateral Force PSF [ASCE EQUATION 29.4-3] Uplift Force Weight, Wp: 0.62 k Ht of Unit, h: 41 in Overturning Distance, L: 45 in Dist. Normal to Wind, B: 78 in Anchors/Side: 2 Shear and Overturning Loads: Wind Force, Fh: 0.78 k Wind Force, Fv: 0.67 k Shear/Anchor: 0.19 k 0.12 k OT Moment: 15.9 k-in Tension/Side: -0.7 k Net Uplift/Anchor: -0.21 k -0.11 k Lateral Force Uplift Force U LT ASD U LT ULT 0.9DL+ 1.OW ASD 0.6DL + 0.6W Anchorage Design: 1/4" Diam. x 3" SDS Screw into P/T HF Sleeper Vallowable: 0.32 k Tallowable: 0.38 k Unity EQ: 0.66 <1.0 WIND T l • Quantum Consulting Engineers LLC Project: Edmonds Medical Date: 7/12/23 Job No: 23269.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: Vital Mechanical Checked: Edmonds Medical RTU Ei71:7tii Existing Roof Truss Span, L (ft): 48.0000 Min. Shear: 25% Required Uniform Load for: Joist Spcg (ft): 4.0000 Hold Joist Depth (in): 24.0000 Shear Envelope (plfl: N.A. Actual Moment (plfl: 172 (Leave blank for most economical) -----------------------------------------------------• LOADS Provide Load Diagram to Vulcraft for most economical joist solution. Full Uniform: ------------------------------------------------------------ w_dead (psf): 15.00 w_live (psf): 25.00 Suggested SJI Designation: N.A. Suggested Load -per -Ft Designation: 24 LH SP RL Nomenclature Point Loads: Version 2.6 Bridging (H/X/EX) & Max. Chord Width: N.A. Reactions: TIIII RL = 3.98 k RR RR :Maximum Moments: +M(max) = 49.32 ft-k @ x = 24.00 ft. M(max) = 0.00 ft-k @ x = 0.00 ft. Shear Diagram 5.0 .. W a i 0.0 M W s U) 5.0 0 Ln o Ln o )n o Ln o in N N M M 7 x (ft.) .. 60.0 a Y 40.0 w 4J 20.0 C N E 0.0 O 1 -20.0 0 0 0 -- -- Shear Moment Diagram 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 in 0 in 0 Ln 0 Ln 0 in 0 .--i .--i N N M M V V U) x (ft.) -- -- Mx_eq Edmonds Medical RTU Existing Roof Truss w/ new RTU Span, L (ft): 48.0000 Min. Shear: 25% Required Uniform Load for: Joist Spcg (ft): 4.0000 Hold Joist Depth (in): 24.0000 Shear Envelope (plfl: N q Actual Moment (plfl: 173 (Leave blank for most economical) -----------------------------------------------------• LOADS Provide Load Diagram to Vulcraft for most economical joist solution. Full Uniform: w_dead (psf): 15.00 w_live (psf): 25.00 Suggested SJI Designation: N.A. Suggested Load -per -Ft Designation: 24 LH SP RL Nomenclature Point Loads: Bridging (H/X/EX) & Max. Chord Width: N.A. Reactions: T1111 RL = 4.00 k RR RR :Maximum Moments: +M(max) = 49.80 ft-k @ x = 24.00 ft. M(max) = 0.00 ft-k @ x = 0.00 ft. Moment Increase = 49.80/49.32 =101%,OK Shear Increase = 4.00/3.98 =101%,OK Shear Diagram 5.0 5.0 0 Ln o Ln o in o Ln o in N N M M 7 x (ft.) .. 60.0 a Y 40.0 i w 4J 20.0 a� E 0.0 0 X -20.0 0 0 0 ---- Shear Moment Diagram 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ln o in o Ln o Ln o in o .--i .--i N N M M V V LO x (ft.) Version 2.6 - - - Mx_eq