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REVIEWED BLD2022-0254+Structural_Calculations+2.25.2022_7.11.26_PM+2704408BLD2022-0254 RECEIVED 03/04/22 CITY OF EDMONDS DEVELOPMENT January 28, 2022 QUANTUM C 0 H SU LT NG ENGINEERS STRUCTURAL CALCULATIONS (Permit Submittal) MAIN STREET COMMONS FIRETRUCK DISPLAY AND AMPITHEATRE STRUCTURES 550 Main St. Edmonds, WA 98020 Quantum Job Number: 18743.04 Prepared for: MAIN ST . COMMONS 550 MAIN ST. EDMONDS, WA 98020 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 ................................................ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT �0 ��C+,,, �36098 ORAL L QUANTUM I C O N S U L T I N G E N G I N E E R S 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 MAIN STREET COMMONS FIRETRUCK DISPLAY AND AMPITHEATRE 550 MAIN ST EDMONDS, WA 98020 Quantum Job Number: 18743.04 INDEX DESIGN CRITERIA.......................................................................................................................... A - 1 GRAVITYDESIGN........................................................................................................................... B - 1 LATERALDESIGN.......................................................................................................................... C - 1 RISA MOMENT FRAME...................................................................................................................D - 1 li QUANTUM 0NSUITIN6 FN61NFF�' MAIN STREET COMMONS FIRETRUCK DISPLAY AND AMPITHEATRE 550 Main St. Edmonds, WA 98020 Quantum Job Number: 18743.04 DESIGN CRITERIA Structural Design Criteria Building Code: 2018 International Building Code Building Department: City of Edmonds Seismic Criteria S5: 1.29 le: 1.00 Sl: 0.45 Seismic Soil Site Class: D Sds: 1.03 Seismic Design Category: D Shc: 0.56 R: 5.00 Special Reinforced Masonry Shear Walls R: 3.50 Steel Ordinary Moment Frames Geotechnical Criteria Allowable Bearing Pressure Minimum Footing Width Frost Depth Soils Consultant Soils Report Number Soils Report Date Passive Soil Pressure Coefficient of Friction Materials Criteria Concrete (28 Day Strength): Foundation/Slab on Grade Reinforcing Steel: Grade 60 Masonry (Hollow CMU Grade N): Design Strength Structural Steel: Wide -Flange Sections: A-992 Miscellaneous Sections: A-36 Wood Framing: Glulam Beams Wind Criteria Wind Speed: 110 MPH Risk Category: II Wind Exposure: B Kzt: 1 4,000 PSF Continuous: 18" min., Isolated: 24" min. 18" min. PAN GEO, INC 18-358 November 14, 2018 300 PCF 0.35 F'c= 3,000 PSI Fy= 60,000 PSI F'm= 2,000 PSI Fy= 50,000 PSI Fy= 36,000 PSI 24F-V4 (V8 @ Cont. and Cant. Members) 9JQuantum Consulting Engineers LLC Project: Main Street Commons Display Date: 1/27/22 Job No: 18743.04 1511 Third Avenue, Suite 323 Designer: TAW Sheet: 1 Seattle, WA 98101 Client: Dimarco Architecture Checked By: A-1 Structural Building Loads Snow Load Roof 25 psf Assembly Loads Roof Loads Standard Roofing 4.0 psf 1/2" Ply. Sheathing 1.5 psf GL @ 36" o.c. 2.3 psf R38 Insulation 1.0 psf 2x Decking 4.5 psf Miscellaneous 1.7 psf Total: 1 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 Quantum Consulting Engineers LLC Project: Main Street Commons Display Date: 1/27/22 Job No: 18743.04 1511 Third Avenue, Suite 323 Designer: TAW Sheet: 1 Seattle, WA 98101 Client: Dimarco Architecture Checked By: A L1TC Hazards by Location Search Information Address: 550 Main St, Edmonds, WA 98020, USA Brett 87 ft Coordinates: 47.8102635,-122.3755595 -- v Elevation: 87 ft z' Timestamp: 2021-09-24T21:38:53.502Z Redmond Seattle ° Hazard Type: Seismic O Reference ASCE7-16 Renton ° Map data ©2021 Google Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.286 MCER ground motion (period=0.2s) St 0.453 MCER ground motion (period=1.Os) SMS 1.543 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDg 1.029 Numeric seismic design value at 0.2s SA SDI * 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 CRg 0.91 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.547 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.656 Site modified peak ground acceleration A-3 TL 6 Long -period transition period (s) SsRT 1.286 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.413 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.148 Factored deterministic acceleration value (0.2s) S1 RT 0.453 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.505 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.87 Factored deterministic acceleration value (1.0s) PGAd 0.758 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. 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. M . li QUANTUM 0NSUITIN6 FN61NFF�' MAIN STREET COMMONS FIRETRUCK DISPLAY AND AMPITHEATRE 550 Main St. Edmonds, WA 98020 Quantum Job Number: 18743.04 GRAVITY DESIGN o� (B) (A) 2T-0" @ FIRE TRUCK PAVILION 24'-0" @ AMPHITHEATER PAVILION f - ----- ------------------------- - - - - -- ----------- - - - - -- --� CL OF BOTH MULLIONS y �& RAFTERS ABOVE, TYP y EDGE OF ROOF U O ABOVE, TYP I T-0" L T-G" T-0" T-0" T-0" 3'-0" I T-0" L 3'-0"L 3'-0" I F.O. STL T — — — — — — — — B1 I— — — — — — — T FRAME �-OV� PRHEAD DOOR, TYP oz rt-----t-----tT----t-----r----r - ----r-- - -- i GFII() ? REFROw NT SY TEM TO U I OFISER BIME LL A ROX Z � w I TRUCI( (96"H, 264"L, a7" W) I CL AROUND iv O ¢ w Z I TRY aw2 III I I I II �I � I Y W d I -GR111yyO1y1y1y,,,UND FACE f° I 8x1 CMU }+____}_____+____� _____}_____ BL CK WALL, SE STRUCT — — — — — — — — — — — — — — — I F.OI STL / - - � _ F.OI CONC CANTILEVER I I CARDECKING L - ----------- STOREFRONT SYSTEM TO - - ------------- UNDERSID ---- WOOD DECK- - - - - - - - - - - 1l4' 1314" 13/4" 6114' _ 6'-8" 18'A" _ OI MASONRY WALL ROOF FRAMING KEY PLAN B-1 .1 FO R T E CM MEMBER REPOR' PASSED Roof, Purlin 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam 1� :;F 71 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1775 @ 12' 5 1/4" 4566 (3.50") Passed (39%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 873 @ 11' 6 3/4" 5714 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 1635 @ 5' 2 9/16" 9703 Passed (17%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -2426 @ 12' 5 1/4" 7479 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.168 @ 18' 7" 0.422 Passed (2L/906) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.219 @ 18' 7" 0.633 Passed (2L/692) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 4 13/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 6 1/8". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 254 415 669 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 738 1037 1775 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 19' 2" o/c Bottom Edge (Lu) 19' 2" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 18' 7" N/A 6.8 1 - Uniform (PSF) 0 to 18' 7" 3' 15.0 25.0 Default Load Member Length : 19' 4 1/8" System : Roof Member Type : Flush Beam Building Use : Commercial Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 3/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Timothy Wion Quantum Consulting Engineers (206) 957-3900 TWion@quantumce.com 1/27/2022 9:05:04 PM UTC ForteWEB 0.2, Engine: V8.2 n 17 nata• x/8.1.0.16 Weyerhaeuser File Name: 18743.1 B-2 Display rage 2 / 2 Project Title: Main Street Commons Fire Truck Display Engineer: Project ID: 18743.04 Project Descr: Wood Beam Project File: Fire Truck Display 2022-01-05 TAW.ec6 LIC# : KW-06016450, Build:20.22.1.12 QUANTUM CONSULTING ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION: Cardecking CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 975.0 psi E : Modulus of Elasticity Load Combination IBC 2018 Fb - 975.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,550.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade Construction Fv 150.0 psi Ft 600.0 psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span = 1.50 ft Span = 3.0 ft Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 k/ft Load for Span Number 2 Point Load : L = 0.30 k @ 1.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.907. 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span 5.50 X 1.50 Section used for this span 5.50 X 1.50 fb: Actual = 884.73 psi fv: Actual = 32.51 psi Fb: Allowable = 975.00 psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.487ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 3 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.071 in Ratio = 504 > 360 Span: 3: S Only Max Upward Transient Deflection -0.031 in Ratio = 1157 > 360 Span: 3: L Only Max Downward Total Deflection 0.074 in Ratio = 486 -180 Span: 3: +D+S Max Upward Total Deflection -0.026 in Ratio = 1410 > 180 Span: 3 : +D+L Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.50 ft 2 0.051 0.025 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 44.63 877.50 0.02 3.37 135.00 Length = 3.0 ft 3 0.099 0.035 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 87.02 877.50 0.03 4.72 135.00 Length = 3.0 ft 3 0.099 0.035 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 87.02 877.50 0.03 4.72 135.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 2 0.595 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.10 580.17 975.00 0.18 32.51 150.00 Length = 3.0 ft 3 0.907 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.15 884.73 975.00 0.18 32.51 150.00 Length = 3.0 ft 3 0.455 0.217 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 444.05 975.00 0.05 32.51 150.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 2 0.106 0.052 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.02 119.01 1121.25 0.05 9.00 172.50 Length = 3.0 ft 3 0.207 0.073 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.04 232.07 1121.25 0.07 12.59 172.50 Project Title: Main Street Commons Fire Truck Display Engineer: Project ID: 18743.04 Project Descr: Wood Beam Project File: Fire Truck Display 2022-01-05 TAW.ec6 LIC# : KW-06016450, Build:20.22.1.12 QUANTUM CONSULTING ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION: Cardecking Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 3.0 ft 3 0.207 0.073 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.04 232.07 1121.25 0.07 12.59 172.5C +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0C Length = 1.50 ft 2 0.366 0.135 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.08 446.28 1218.75 0.14 25.22 187.5C Length = 3.0 ft 3 0.551 0.135 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.12 671.59 1218.75 0.14 25.22 187.5C Length = 3.0 ft 3 0.291 0.135 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 354.79 1218.75 0.04 25.22 187.5C +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0C Length = 1.50 ft 2 0.448 0.171 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.09 502.07 1121.25 0.16 29.44 172.5C Length = 3.0 ft 3 0.635 0.171 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.12 711.80 1121.25 0.16 29.44 172.5C Length = 3.0 ft 3 0.413 0.171 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.08 463.57 1121.25 0.07 29.44 172.5C +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0C Length = 1.50 ft 2 0.017 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 26.78 1560.00 0.01 2.02 240.00 Length = 3.0 ft 3 0.033 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 52.21 1560.00 0.02 2.83 240.00 Length = 3.0 ft 3 0.033 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 52.21 1560.00 0.02 2.83 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+L-0.0117 0.882 +D+L 2 0.0740 1.538 0.0000 0.882 3 0.0000 1.538 L Only-0.0311 1.286 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -0.061 0.258 0.238 0.047 Overall MINimum 0.010 0.061 0.087 0.029 D Only 0.006 0.036 0.052 0.018 +D+L -0.055 0.258 0.213 -0.003 +D+S 0.016 0.097 0.140 0.047 +D+0.750L -0.040 0.203 0.173 0.002 +D+0.750L+0.750S -0.032 0.248 0.238 0.024 +0.60D 0.004 0.022 0.031 0.011 L Only -0.061 0.222 0.160 -0.020 S Only 0.010 0.061 0.087 0.029 MI-1 Project Title: Main Street Commons Fire Truck Display Engineer: Project ID: 18743.04 Project Descr: Steel Beam Project File: Fire Truck Display 2022-01-05 TAW.ec6 LIC# : KW-06016450, Build:20.22.1.12 QUANTUM CONSULTING ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION: 131 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 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 W24x55 Span = 27.0 ft M lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.360, S = 0.60 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY •111111 Maximum Bending Stress Ratio = 0.262 : 1 Maximum Shear Stress Ratio = 0.077 : 1 Section used for this span W24x55 Section used for this span W24x55 Ma: Applied 87.480 k-ft Va : Applied 12.960 k Mn / Omega: Allowable 334.331 k-ft Vn/Omega : Allowable 167.461 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 0.184 in Ratio = 1,759 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : S Only Max Downward Total Deflection 0.295 in Ratio = 1100 >=180 Span: 1 : +D+S Max Upward Total Deflection 0.000 in Ratio = 0 <180 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 = 27.00 ft 1 0.098 0.029 32.81 32.81 558.33 334.33 1.00 1.00 4.86 279.66 167.46 +D+S Dsgn. L = 27.00 ft 1 0.262 0.077 87.48 87.48 558.33 334.33 1.00 1.00 12.96 279.66 167.46 +D+0.750S Dsgn. L = 27.00 ft 1 0.221 0.065 73.81 73.81 558.33 334.33 1.00 1.00 10.94 279.66 167.46 +0.60D Dsgn. L = 27.00 ft 1 0.059 0.017 19.68 19.68 558.33 334.33 1.00 1.00 2.92 279.66 167.46 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2945 13.577 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.960 12.960 Overall MINimum 2.916 2.916 D Only 4.860 4.860 +D+S 12.960 12.960 +D+0.750S 10.935 10.935 +0.60D 2.916 2.916 S Only 8.100 8.100 B-5 Anchor DesignerTM Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 8.000 Anchor category: - Anchor ductility: Yes hmin (inch): 10.25 Cmin (inch): 4.50 Smin (inch): 4.50 Company: Date: 1 /11 /2022 Engineer: Page: 1/5 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/4" 0) Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Uncracked Compressive strength, F� (psi): 2500 4Jc,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: Yes Base Plate Length x Width x Thickness (inch): 9.00 x 14.70 x 0.75 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com A.M. �7i►'�irZ•�►■ Anchor DesignerTM Software Version 3.0.7947.0 s Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -13000 Wax [lb]: 4130 Way [lb]: 0 Mux [ft-lb]: 0 May [ft-lb]: 0 M­ [ft-lb]:0 <Figure 1> 0 ft-lb XZ 4130 Company: Date: 1 /11 /2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: o ft-lb 4 Z i 13000 lb 3 ft-lb V Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com AM ��i►�u�.z•�►� Anchor Designer TM Software Version 3.0.7947.0 <Figure 2> Company: Date: 1 /11 /2022 Engineer: Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ��I►�u�.z•�►� Anchor DesignerT"' Software Version 3.0.7947.0 3. Resultina Anchor Forces Company: Date: 1 /11 /2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vuax (lb) Way (lb) 1(Vuax)2+(Vuay)2 (lb) 1 0.0 1032.5 0.0 1032.5 2 0.0 1032.5 0.0 1032.5 3 0.0 1032.5 0.0 1032.5 4 0.0 1032.5 0.0 1032.5 Sum 0.0 4130.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 8. Steel Strength of Anchor in Shear (Sec. 17.5.0 Vsa (Ib) Ogmut 0 OgmutoVsa (lb) 11625 0.8 0.65 6045 0.0 4130.0 <Figure 3> 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx = min 17(1e/da)02gdaAagfcca,1 5; 9Aagfcca,l.51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) /e (in) da (in) Aa fc (psi) ca, (in) Vbx (Ib) 6.00 0.750 1.00 2500 8.00 10182 OVcbgx = 0 (Avc/Avcc)Tec,v Ted,vTc,vTh,vVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) Avc (in2) Avo (in2) 'Fe c,v Ted,v Yo,v 'Ph,V Vbx (Ib) 0 oVcbgx (Ib) 428.40 288.00 1.000 1.000 1.400 1.000 10182 0.70 14843 Shear parallel to edge in pdirection: Vbx = min 17(le/de)024deAeqfcce,15; 9A.4fcce1151 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in) da (in) la f� (psi) Cal (in) Vbx (Ib) 6.00 0.750 1.00 2500 10.00 14230 OVcbgy = 0 (2) (Avc / AvC.) I eC, v I ed, v I c, v S h, vVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1 b) Avc (in2) Avon (in2) 'Fe c,v 'Fed, V T'c v Th,v Vbx (Ib) 0 OVcbgy (Ib) 432.00 450.00 1.000 1.000 1.400 1.118 14230 0.70 29936 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com B-9 Anchor DesignerTM Software Version 3.0.7947.0 Company: Date: 1 /11 /2022 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) OVcpg = (6/(c^bg = okcp(ANcI ANco) %e ,NVed,NVc,NYop,NNb (Sec. 17.3.1 & Eq. 17.5.3.1 b) k, ANc (In2) ANco (In2) Vec,N 'Fed,N VJc,N :ep,N Nb (Ib) 0 OVcpg (Ib) 2.0 1151.33 576.00 1.000 1.000 1.250 1.000 27153 0.70 94979 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Shear Factored Load, V.. (lb) Design Strength, OW (lb) Ratio Status Steel 1033 6045 0.17 Pass T Concrete breakout x+ 4130 14843 0.28 Pass (Governs) 11 Concrete breakout y+ 2065 29936 0.07 Pass (Governs) Pryout 4130 94979 0.04 Pass PA1136 (3/4" fly) with hef = 8.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Project Title: Main Street Commons Fire Truck Display Engineer: Project ID: 18743.04 Project Descr: General Footing Project File: Fire Truck Display 2022-01-05 TAW.ec6 LIC# : KW-06016450, Build:20.22.1.12 QUANTUM CONSULTING ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION: Foundation @ Seel Column Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: IBC 2018 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 4.0 ksf fy : Rebar Yield = 40.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 2,850.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 300.0 pcf W Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separation ih X 0 M 4-#4Bars n/a X-X Section Looking to +Z # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S P : Column Load = 4.860 8.10 OB : Overburden = M-xx = M-zz = V-x = V-z = E ,s 4 - # 4 Bars q 2 Z-Z Section Looking to +X W E H k ksf k-ft k-ft k k B-11 Project Title: Main Street Commons Fire Truck Display Engineer: Project ID: 18743.04 Project Descr: General Footing Project File: Fire Truck Display 2022-01-05 TAW.ec6 LIC# : KW-06016450, Build:20.22.1.12 QUANTUM CONSULTING ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION: Foundation @ Seel Column DESIGN SUMMARY - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.410 Soil Bearing 1.640 ksf 4.0 ksf +D+S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3340 Z Flexure (+X) 2.349 k-ft/ft 7.033 k-ft/ft +1.20D+1.60S PASS 0.3340 Z Flexure (-X) 2.349 k-ft/ft 7.033 k-ft/ft +1.20D+1.60S PASS 0.3340 X Flexure (+Z) 2.349 k-ft/ft 7.033 k-ft/ft +1.20D+1.60S PASS 0.3340 X Flexure (-Z) 2.349 k-ft/ft 7.033 k-ft/ft +1.20D+1.60S PASS 0.1933 1-way Shear (+X) 14.50 psi 75.0 psi +1.20D+1.60S PASS 0.1933 1-way Shear (-X) 14.50 psi 75.0 psi +1.20D+1.60S PASS 0.1933 1-way Shear (+Z) 14.50 psi 75.0 psi +1.20D+1.60S PASS 0.1933 1-way Shear (-Z) 14.50 psi 75.0 psi +1.20D+1.60S PASS 0.3625 2-way Punching 54.375 psi 150.0 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 4.0 n/a 0.0 0.740 0.740 n/a n/a 0.185 X-X, +D+S 4.0 n/a 0.0 1.640 1.640 n/a n/a 0.410 X-X, +D+0.750S 4.0 n/a 0.0 1.415 1.415 n/a n/a 0.354 X-X, +0.60D 4.0 n/a 0.0 0.4440 0.4440 n/a n/a 0.111 Z-Z, D Only 4.0 0.0 n/a n/a n/a 0.740 0.740 0.185 Z-Z, +D+S 4.0 0.0 n/a n/a n/a 1.640 1.640 0.410 Z-Z, +D+0.750S 4.0 0.0 n/a n/a n/a 1.415 1.415 0.354 Z-Z, +0.60D 4.0 0.0 n/a n/a n/a 0.4440 0.4440 0.111 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in12 k-ft X-X, +1.40D 0.8505 +Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +1.40D 0.8505 -Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +1.20D 0.7290 +Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +1.20D 0.7290 -Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +1.20D+0.50S 1.235 +Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +1.20D+0.50S 1.235 -Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +1.20D+1.60S 2.349 +Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +1.20D+1.60S 2.349 -Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +1.20D+0.70S 1.438 +Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +1.20D+0.70S 1.438 -Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +0.90D 0.5468 +Z Bottom 0.2592 AsMin 0.2667 7.033 OK X-X, +0.90D 0.5468 -Z Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +1.40D 0.8505 -X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +1.40D 0.8505 +X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +1.20D 0.7290 -X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +1.20D 0.7290 +X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +1.20D+0.50S 1.235 -X Bottom 0.2592 AsMin 0.2667 7.033 OK B-12 Project Title: Main Street Commons Fire Truck Display Engineer: Project ID: 18743.04 Project Descr: General Footing Project File: Fire Truck Display 2022-01-05 TAW.ec6 LIC# : KW-06016450, Build:20.22.1.12 QUANTUM CONSULTING ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION: Foundation @ Seel Column Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in^2 k-ft Z-Z, +1.20D+0.50S 1.235 +X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +1.20D+1.60S 2.349 -X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +1.20D+1.60S 2.349 +X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +1.20D+0.70S 1.438 -X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +1.20D+0.70S 1.438 +X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +0.90D 0.5468 -X Bottom 0.2592 AsMin 0.2667 7.033 OK Z-Z, +0.90D 0.5468 +X Bottom 0.2592 AsMin 0.2667 7.033 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 5.25 psi 5.25 psi 5.25 psi 5.25 psi 5.25 psi 75.00 psi 0.07 OK +1.20D 4.50 psi 4.50 psi 4.50 psi 4.50 psi 4.50 psi 75.00 psi 0.06 OK +1.20D+0.50S 7.63 psi 7.63 psi 7.63 psi 7.63 psi 7.63 psi 75.00 psi 0.10 OK +1.20D+1.60S 14.50 psi 14.50 psi 14.50 psi 14.50 psi 14.50 psi 75.00 psi 0.19 OK +1.20D+0.70S 8.88 psi 8.88 psi 8.88 psi 8.88 psi 8.88 psi 75.00 psi 0.12 OK +0.90D 3.38 psi 3.38 psi 3.38 psi 3.38 psi 3.38 psi 75.00 psi 0.05 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 19.69 psi 150.00psi 0.1313 OK +1.20D 16.88 psi 150.00psi 0.1125 OK +1.20D+0.50S 28.59 psi 150.00psi 0.1906 OK +1.20D+1.60S 54.38 psi 150.00psi 0.3625 OK +1.20D+0.70S 33.28 psi 150.00psi 0.2219 OK +0.90D 12.66 psi 150.00psi 0.08438 OK B-13 h li QUANTUM 0WSUIT1016 FN6INFF�' MAIN STREET COMMONS FIRETRUCK DISPLAY AND AMPITHEATRE 550 Main St. Edmonds, WA 98020 Quantum Job Number: 18743.04 LATERAL DESIGN Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Main St. Commons Fire Truck Display Address: 550 Main St. Edmonds WA Latitude: 47.8100 Longitude:-122.3800 Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force -Resisting System: Special Reinforced Masonry Shear Walls R: 5 per ASCE Table 12.2-1 Wo: 2 1/2 per ASCE Table 12.2-1 Cd: 3 1/2 per ASCE Table 12.2-1 hn (ft): 12.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max: No Per ASCE 12.8.1.3 S1 (g-sec): 0.45 Ss (g-sec): 1.29 Site Class: D Assumed Value per ASCE 11.4.3 ASCE 11.4.8 Exception 2 Used F, 1.85 Fa 1.20 1.2 Min Value where SC D Assumed SM1 (g-sec): 0.84 SMs (g-sec): 1.54 SD1 (g-sec): 0.56 SDs (g-sec): 1.03 SDC: D per ASCE 11.6 IE: 1.00 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): 0.13 Ct * hnx per ASCE Eq. 12.8-7 Tuse (sec): 0.13 - <= TL Eauivalent Lateral Force Procedure Desian Base Shear Der ASCE 12.8 Cs: 0.21 = SDs / (R/IE) per ASCE Eq. 12.8-2 Cs -max: 0.87 = SD1 / (Ta*R/IE) for T — TL per ASCE Eq. 12.8-3 Cs -max: 40 = SD1*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: -- = 0.551 / (R/IE) for S1 => 0.6g per ASCE Eq. 12.8-6 Cs -use: 0.206 V : 0.206 W = Cs_„SQ* W perASCE Eq. 12.8-1 per ASCE 11.4.4 per ASCE 11.4.5 ' Quantum Consulting Engineers LLC Project: MSC - Fire Truck Date: 1/27/22 Job No: 18743.04 1511 Third Avenue, Suite 323 esigner: TAB/ Sheet Seattle, WA 98101 Client: Main St. Commons Checked By: C-1 Vert. Distribution of Seismic Forces for the Equiv. Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Main St. Commons Fire Truck Display Seismic Parameters IE: 1.00 per ASCE Table 1.5-2 SDS (g-sec): 1.03 per ASCE 11.4.4 Period (Sec): 0.13 per ASCE 12.8.2.1 k: 1.00 per ASCE 12.8.3 Vertical Distribution of Seismic Forces per ASCE 12.8.3 Fx = CvxV per ASCE Eq. 12.8-11 Cvx = (wxhxk)/(Sw;h;k) per ASCE Eq. 12.8-12 Total WT (k): 31.50 Cs -use: 0.206 V (k): 6.48 Sum: 318 per ASCE 12.8.1 Vertical Distribution of Seismic Diaphragm Forces per ASCE 12.10.1.1 Fpx = (SF;/Sw;) * wpx per ASCE Eq 12.10-1 Fpx-max = 0.4*SDS*IE*wpx per per ASCE 12.10.1.1 Fpx-min = 0.2*SDS*IE*wpx per per ASCE 12.10.1.1 Diaphragm/Story Force Ratio 1.000 MIN Quantum Consulting Engineers LLC Project: MSC - Fire Truck Date: 1/27/22 Job No: 18743.04 V J1511 Third Avenue, Suite 323 Designer: TAW Sheet: 2 Seattle. WA 98101 Client: Main St. Commons Checked Bv: C-2 Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Main St. Commons Fire Truck Display Address: 550 Main St. Edmonds WA Latitude: 47.8100 Longitude:-122.3800 Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force -Resisting System: Steel Ordinary Moment Frames R: 3 1/2 per ASCE Table 12.2-1 Wo: 3 per ASCE Table 12.2-1 Cd: 3 per ASCE Table 12.2-1 hn (ft): 12.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max: No Per ASCE 12.8.1.3 S1 (g-sec): 0.45 Ss (g-sec): 1.29 Site Class: D Assumed Value per ASCE 11.4.3 ASCE 11.4.8 Exception 2 Used F, 1.85 Fa 1.20 1.2 Min Value where SC D Assumed SM1 (g-sec): 0.84 SMs (g-sec): 1.54 SD1 (g-sec): 0.56 SDs (g-sec): 1.03 SDC: D per ASCE 11.6 IE: 1.00 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): 0.13 Ct * hnx per ASCE Eq. 12.8-7 Tuse (sec): 0.13 - <= TL Eauivalent Lateral Force Procedure Desian Base Shear Der ASCE 12.8 Cs: 0.29 = SDs / (R/IE) per ASCE Eq. 12.8-2 Cs -max: 1.24 = SD1 / (Ta*R/IE) for T — TL per ASCE Eq. 12.8-3 Cs -max: 58 = SD1*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: -- = 0.551 / (R/IE) for S1 => 0.6g per ASCE Eq. 12.8-6 Cs -use: 0.294 V : 0.294 W = Cs_„SQ* W perASCE Eq. 12.8-1 per ASCE 11.4.4 per ASCE 11.4.5 ' Quantum Consulting Engineers LLC Project: MSC - Fire Truck Date: 1/27/22 Job No: 18743.04 1511 Third Avenue, Suite 323 esigner: TAB/ Sheet Seattle, WA 98101 Client: Main St. Commons Checked By: C-3 Vert. Distribution of Seismic Forces for the Equiv. Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Main St. Commons Fire Truck Display Seismic Parameters IE: 1.00 per ASCE Table 1.5-2 SDS (g-sec): 1.03 per ASCE 11.4.4 Period (Sec): 0.13 per ASCE 12.8.2.1 k: 1.00 per ASCE 12.8.3 Vertical Distribution of Seismic Forces per ASCE 12.8.3 Fx = CvxV per ASCE Eq. 12.8-11 Cvx = (wxhxk)/(Sw;h;k) per ASCE Eq. 12.8-12 Total WT (k): 31.50 Cs -use: 0.294 V (k): 9.26 Sum: 318 per ASCE 12.8.1 Vertical Distribution of Seismic Diaphragm Forces per ASCE 12.10.1.1 Fpx = (SF;/Sw;) * wpx per ASCE Eq 12.10-1 Fpx-max = 0.4*SDS*IE*wpx per per ASCE 12.10.1.1 Fpx-min = 0.2*SDS*IE*wpx per per ASCE 12.10.1.1 Diaphragm/Story Force Ratio 1.000 Quantum Consulting Engineers LLC Project: MSC - Fire Truck Date: 1/27/22 Job No: 18743.04 V A1511 Third Avenue, Suite 323 Designer: TAW Sheet: 2 Seattle. WA 98101 Client: Main St. Commons Checked Bv: C-4 Wind Loads Criteria ASCE 7-16 Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 110 Figure26.5.1 Exposure Category: B Section 26.7.3 Wall Ht: 10.0 ft Wind Topographic Factor, K,,_ per Section 26.8 Direction of Wind H I H/2 Z H/2 Roof Type: Monoslope Roof Roof Slope: 1.9:12 9.0 DEG Mean Roof HT: 14.0 ft UP TO 160FT Parapet: No UP TO 160FT / Downwind of Crest x _ Terrain Type: 2-dimensional ridges Direction: Upwind of Crest Lh • DIST UPWIND OF CREST TO HALF HT OF HILL OR ESCARP. H : HT. OF HILL OR ESCARP. RELATIVE TO THE UPWIND TERRAIN X: DIST. (UPWIND OR DOWNWIND) FROM THE CREST TO THE BUILDING Z: HEIGHT ABOVE GROUND SURFACE AT BUILDING SITE Kzh EQUATION 26.8-1 KZt: 1.00 MANUALLYINPUT Ke: 1.000 ASCE 26.10.1 Kd: 0.85 ASCE 26.6 1JQuantum Consulting Engineers LLC Project: MSC - Fire Truck Date: 1/27/22 Job No: 18743.0, 1511 Third Avenue, Suite 323 Designer: TAW Sheet: 1 IL Seattle, WA 98101 Client: Main Street Commons Checked By: C-5 Wind Loads - Main Wind Force Resisti ASCE 7-16 Chapter 27.3 Part 1 - Enclosed Simple I Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 110 mph Figure26.5.1 Exposure Category: B Section 26.7.3 KZt: 1.00 Section 26.8 system ragm, h< Ke: 1 Section 26.10.1 Kd: 0.85 Section 26.6 G: 0.85 Section 26.11 Wall Height: 10.0 ft LIB Ratio: t~ L -41 Short Dimension: 12.0 ft Long Dimension: 30.0 ft WIND Transverse Wind L/B: 0.4 m Longitudinal Wind L/B: 2.5 1 PLAN *NOTE: INTERNAL BUILDING PRESSURE CANCEL EACH OTHER OUT IN ENCLOSED BUILDING Wall Pressures: Kh & KZ: 0.570 At Top of Wall KZ: 0.57 0 ft to 15 ft Transverse Wind Direction Top of Wall: 16.6 psf 0 ft to 15 ft Wall: 16.6 psf Longitudinal Wind Direction 16.0 psf MIN 16.0 psf MIN ASCE 27.1.5 *Enveloped Leeward and Windward Pressure *All Values Ultimate (multiply x0.6 for ASD) Area : 106 sqft Area : 251 sqft 1.76 kips 4.16 kips i-- L- -. ELEVATION ASCE EQ 27.3-1 ASCE EQ 27.3-1 P rhGCP LeiQuantum Consulting Engineers LLC Project: MSC - Fire Truck Date: 1/27/22 Job No: 18743 1511 Third Avenue, Suite 323 Designer: TAW Sheet: 2 �Seattle.WA98101 Client: Main Street Commons Checked Bv: C-6 Project Title: Main Street Commons Fire Truck Display Engineer: Project ID: 18743.04 Project Descr: Masonry Shear Wall Project File: Fire Truck Display 2022-01-05 TAW.ec6 DESCRIPTION: Main Wall Wall Sketch Applied Concentrated Lateral Loads Load "Y" Location 10.0 SHEAR ANALYSIS Load Magnitude (kips) (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 6.50 Bottom Level Special Boundary Elements Req'd? Not Req'd Vu : Story Shear 6.50 k for Load Combination +1.20D+E Controlling Mu/(Vud) 0.33 Vn Masonry 230.420 k Vn Steel 20.0 k Vn Masonry + Vn Steel 250.420 k Vn Max 285.981 k Phi Vn 200.336 k Ratio: Vu/PhiVn (controlling) Vertical As >= Av/3 OK Vertical Bar Spacing — 96" OK C-7 Project Title: Main Street Commons Fire Truck Display Engineer: Project ID: 18743.04 Project Descr: Masonry Shear Wall Project File: Fire Truck Display 2022-01-05 TAW.ec6 LIC# : KW-06016450, Build:20.22.1.12 QUANTUM CONSULTING ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION: Main Wall AXIAL ANALYSIS Bottom Level H / d Ratio 0.34 Pu 19.740 k for Load Combination +1.40D Phi Pn +1.40D k Ratio: Pu/PhiPn (controlling) 0.01056 BENDING ANALYSIS "a" : Flexural compression Length of defined chord zone is — Tne ..a._ almension oT ine masonry (the compression zone) "d" : Eff depth to tension reinf As -flex < As -max ? Mu for Load Combination Phi Mn Ratio: Mu/PhiMn (controlling) Force Summary Load Combination Wall Level +1.40D Wall Level: 1 +1.20D Wall Level: 1 +1.20D+E Wall Level: 1 +0.90D Wall Level: 1 +0.90D+E Wall Level: 1 Bottom Level 0.48 in OK 356.0 J-1, R-1.5 65.0 k +1.20D+E 117.401 k 0.5537 Values for Wall section Vu (k) Mu (k) Pu (k) 19.740 16.920 6.500 65.000 16.920 12.690 6.500 65.000 12.690 Resultant Overturning Ecc (ft) Ratio 3.842 3.254 5.122 3.254 Uplift (k) Left Right Shear Connection @ Blocking 5/8" AB= 863 Ibs 16d Common nails Capacity= 122 Ibs Seismic Shear (ULT)= 6.5 kips Seismic Reduction Factor= 0.7 Fastener Cd Factor= 1.6 Clip Capacity= 560 Ibs Blocking Length= 12 ft Wall Length 30 ft Required AB spacing= 109 in Required Nailing Spacing= 6 in Required Clip Spacing= 18 in Blocking Length 36 in Required Clips per blocking= 3 Clips Required Nails per blocking= 6 nails Wind Uplift Connection Uplift @ Support (Ult) 900 Ibs Wind Factor 0.6 Dead Load= 360 Ibs Dead Factor 0.6 Bolt Capacity 352 Ibs Cd 1.6 A34 Clip Capacity 240 Ibs min 1 Bolts min 2 Clips LS50 C-9 h li QUANTUM 0WSUIT1016 FN6INPF�' MAIN STREET COMMONS FIRETRUCK DISPLAY AND AMPITHEATRE 550 Main St. Edmonds, WA 98020 Quantum Job Number: 18743.04 RISA MOMENT FRAME Loads BLC 2. DEAD Quantum Consulting Engineers Timothy Wion 18743.04 Firetruck Moment Frame -4.86 k S K-9 Jan 27, 2022 Fire Truck Moment Frames.r3d Loads BLC 3. SNOW Quantum Consulting Engineers Timothy Wion 18743.04 Firetruck Moment Frame -8.1 k SK-10 Jan 27, 2022 Fire Truck Moment Frames.r3d Y ZL X 4.63 k W 14X43 N2 N3 Cn Cl) X X v v sAN 1 AN 4 Loads BLC E(:)] Quantum Consulting Engineers Firetruck Moment Frame SK-8 Timothy Wion Jan 27, 2022 18743.04 Fire Truck Moment Frames.r3d D-3 Y Z�L X 2.18 k W 14X43 N2 N3 Cn Cl) X X v v sAN 1 AN 4 Loads BLC EIN:D:] Quantum Consulting Engineers Firetruck Moment Frame SK-11 Timothy Wion Jan 27, 2022 18743.04 Fire Truck Moment Frames.r3d D-4 Company Quantum Consulting Engineers 1/27/2022 IIRISA Designer :Timothy Wion 2:26:57 PM Job Number 18743.04 Checked By - •'-METSCMEKcoMPModel Name : Firetruck Moment Frame Load Combinations Desrrintinn SnlvP P-Delta RI C Fartnr RLC Fartnr RLC Fartnr RI C Fartor RI C Fartnr RI C Fartnr RI C Fartnr 1 EQ - Deflection Y EL 3 2 IBC 16-8 Yes Y DL 1 3 IBC 16-10 b Yes Y DL 1 SL 1 4 IBC 16-12 a Yes Y DL 1 WL 0.6 5 IBC 16-13 b Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 6 IBC 16-15 Yes Y DL 0.6 WL 0.6 7 IBC 16-12 b Yes Y DL 1 SDs*DL 0.14 EL 0.7 8 IBC 16-14 Yes Y DL 1 SDs*DL 0.105 EL 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 9 IBC 16-16 Yes Y DL 0.6 SDs*DL -0.14 EL 0.7 RISA-31D Version 19 [ Fire Truck Moment Frames.r3d ] D-5 Y ZL X 13 89 k N2 N3 M V X v 1 4 Node Displacements (By Combination) LC Node Label X [inI Yin Z [inl X Rotation [rad] Y Rotation [rad] Z Rotation rad 1 1 N1 0 0 0 0 0 -1.01e-2 2 1 N2 1.129 0.007 0 0 0 -2.839e-3 3 1 N3 1.125 -0.007 0 0 0 -2.825e-3 4 1 N4 0 0 0 0 0 -1.007e-2 Y Code Ch (LC 13) zLX No Calc > 1 0 90-1 0 75-.90 i 50-.75 = 0-50 -11 461 k 2 431 k N2 0.12 N3 N � O O 1 4 Member Code Checks Displayed Loads LC 13, IBC 16-14 Results for LC 13 IBC 16-14 Quantum Consulting Engineers Firetruck Moment Frame SK-13 Timothy Wion Jan 27, 2022 18743.04 Fire Truck Moment Frames.r3d D-7 Company Quantum Consulting Engineers 1/27/2022 11RISA Designer :Timothy Wion 2:25:38 PM Job Number 18743.04 Checked By Model Name : Firetruck Moment Frame Detail Report: M3 Unity Check: 0.16 (LC 7) Load Combination: Envelope Input Data: x Shape: W14X43 I Node: N2 Member Type: Beam J Node: N3 z z Length (ft): 12 1 Release: Fixed Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset (in): N/A Number of Internal Sections: 97 J Offset (in): N/A Material Properties: Material: A36 Gr.36 Therm. Coeff.(1e"F-'): 0.65 Ry: 1.5 E(ksi): 29000 Density(k/ft3): 0.49 F (ksi): 58 G (ksi): 11154 Fy (ksi): 36 Rt: 1.2 Nu: 0.3 Shape Properties: d (in): 13.7 Area (in'): 12.6 SW (in'): bf (in): 8 Zyy (in): 17.3 rT (in): tf (in): 0.53 Zzz (in'): 69.6 J (in'): tW (in): 0.305 C. (in'): 1950 kd& (in): 1, (in'): 45.2 W o (in'): 26.3 k&, (in): Izz (in'): 428 Design Properties: Lby_y (ft): N/A Ky_y: 1 Max Defl Ratio: Lbz_=(ft): N/A KZ-z: 1 Max Defl Location: Lcomp top (ft): Lbyy ysway: No Span: Lcomp bot (ft): N/A z sway: No Lt.,. (ft): N/A Function: Lateral Cb: 2.272 Seismic DR: None N2 Diagrams: 1.606 at 0 ft -4.647e-04 at 0 ft Axial Force ( kips) I y Shear Force ( kips ) M3 0.006 at 9.25 ft -0.008 at 2.75 ft y Deflection (in) z Deflection (in) 27.9 2.14 1.05 1.375 1.12 L/10000 0 N/A 0 N3 z Shear Force ( kips ) RISA-3D Version 19 [ Fire Truck Moment Frames.r3d ] D-8 Company Quantum Consulting Engineers 1/27/2022 Designer Timothy Wion 2:25:38 PM Job Number 18743.04 Checked By Model Name : Firetruck Moment Frame Torsion ( kip-ft ) 19.526 at 12 ft 19.563 at 0 ft - z-z Moment ( kip-ft ) 0.127 at 0 ft 3.757 at 0 ft -3.688e-05 at 0 ft -3.757 at 0 ft - Axial Stress ( ksi) Bending Strong Stress ( ksi ) AISC 14th (360-10): ASD Code Check y-y Moment ( kip-ft) Bending Weak Stress ( ksi ) Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial - Applied Loading - Shear + Torsion - - - Axial Tension Analysis 7 0.000 k 271.617 k - - Axial Compression Analysis 7 1.601 k 200.354 k - - Flexural Analysis (Strong Axis) 7 19.563 k-ft 125.03 k-ft - - Flexural Analysis (Weak Axis) 7 0.000 k-ft 31.078 k-ft - - Shear Analysis (Major Axis y) 7 3.257 k 60.17 k 0.054 Pass Shear Analysis (Minor Axis z) 7 0.000 k 109.681 k 0.000 Pass Bending & Axial Interaction Check (UC Bending Max) 7 - - 0.16 Pass RISA-3D Version 19 [ Fire Truck Moment Frames.r3d ] W •