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REVIEWED BLD2024-0170+Structural_Analysis_or_Calculations+2.7.2024_1.12.52_PM+4045917
BLD2024-0170 RECEIVED Feb 08 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT I k- j QUANTUM CONSULTING ENGINEERS REVIEWED BY CITY OF EDMONDS February 05, 2024 STRUCTURAL CALCULATIONS (Permit Submittal) VICTOR TAVERN MECHANICAL ANCHORAGE 550 Main Street Edmonds, WA 98020 Quantum Job Number: 24030.01 Prepared for.- WILCOX CONSTRUCTION 234 5th Avenue South Edmonds, WA 98020 Prepared by. QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 44978 �� fO�G 314� �`�I�NAL Structural Design Criteria 2 Building Code: 2018 International Building Code with City of Seattle Amendments Building Department: City of Edmomds Seismic Criteria Wind Criteria Ss: 1.29 le: 1.25 Wind Speed: 104 Sl: 0.45 Seismic Soil Site Class: D Risk Category: III Sds: 0.86 Seismic Design Category: D Wind Exposure: B Sd l : 0.56 Kzt: 1 Geotechnical Criteria Allowable Bearing Pressure 4000 Soils Consultant PanGeo Soils Report Number #18-358 Soils Report Date 11/24/2018 Materials Criteria Structural Steel: Wide -Flange Sections: A-992 Miscellaneous Sections: A-36 Tube Sections: A-500 Grade C Pipe Sections: A-53 Grade B Welding Wood Framing: 2x, 3x & 4x Framing Members 6x Framing Members Glulam Beams Mecahincal Equipment: CU-1: Carrier 38VMA144RDL5-1 Weight: 1137 lb Location: Roof MUA-1: Captiveaire A2-D.250-20D Weight: 682 lb Location: Roof EF-1: Captiveaire DU240HFA Weight: 313 lb Location: Roof Hood #1: Captiveaire 6024 ND-2-PSP-F Weight: 565 lb Location: Hanging From Roof Hood #2: Captiveaire 6024 ND-2-PSP-F Weight: 997 lb Location: Hanging From Roof Fy= 50,000 PSI Fy= 36,000 PSI Fy= 50,000 PSI Fy= 35,000 PSI Fy= 70,000 PSI HF#2 or DF#2 DF#1 24F-V4 (V8 @ Cont. and Cant. Members) Note: Units weighing 400 lb or more require seismic anchorage design per ASCE 7-16 13.1.4 Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle, WA 98101 Client: Wilcox Construction Checked By: 1/27/24, 10:34 AM ATC Hazards by Location 3 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, 8TC Hazards by Location Search Information Address: 550 Main St, Edmonds, WA 98020, USA Coordinates: 47.8102635,-122.3755595 Elevation: 87 ft Ti mestamp: 2024-01-27T18:34:14.428Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.286 MCER ground motion (period=0.2s) St 0.453 MCER ground motion (period=1.0s) SMS 1.286 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 0.857 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -Additional Information Portt�le8 Mt. tot Sequim Marysville Baker-Snoqualmie W1.1 .— 'erett National Forest t 87 ft o io OlyrTtpiC "Id.ds Itional Park r. OCWBI. _Seattle r,,,,IImerton- - Renton 8�NIFce�T oMap data ©2024 Google Report a map error Name Value Description SDC * null Seismic design category Fe 1 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.547 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.602 Site modified peak ground acceleration 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. https://hazards.atcouncil.org/#/seismic?lat=47.8102635&ing=-l22.3755595&address=550 Main St%2C Edmonds%2C WA98020%2C USA 1/2 1/27/24, 10:31 AM ATC Hazards by Location :1 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, 8TC Hazards by Location Search Information Address: 550 Main St, Edmonds, WA 98020, USA Coordinates: 47.8102635,-122.3755595 Elevation: 87 ft Ti mestamp: 2024-01-27T18:31:40.859Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 Mt. Marysville Baker-Snoqualmie W1.1---'erett t 87 ft o National forest -' v "Id.ds JY +Seattle °Redmond Renton T °Map data ©2024 Google Report a map error ASCE 7-05 MRI 10-Year___________________________________ 67 mph MRI 10-Year ______________________________ 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year ____________________ 73 mph MRI25-Year ______________________________ 79 mph MRI50-Year 78 mph MRI 50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category I 92 mph Risk Category I 100 mph Risk Category II _ 97 mph Risk Category I - 110 mph Risk Category llI _____________________________ 104 mph Risk Category llI-IV ____________________ 115 mph Risk Category IV 108 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 Feld 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. https://hazards.atcouncil.org/#/wind?lat=47.8102635&ing=-l22.3755595&address=550 Main St%2C Edmonds%2C WA 98020%2C USA 1/1 5 VRF Outdoor Unit • 38VMA144RDL5-1 - Heat Recovery CU-1 Job Data Buyer Unit Number Performance Data Certified By Submittal Data Buyer PO # Location Carrier # Model Number Date Heat Recovery Features Modules available from 6 to 28 tons Modules have inverter -driven scroll compressors Direct -drive, inverter -driven outdoor motor Up to 3280 ft (1000 m) actual total system piping (liquid line) 656 ft (200 m) actual piping length from outdoor unit to furthest fan coil Up to 3937 ft (1200 m) control wiring between the outdoor units and indoor units Header Unit Model 38VMA144RDL5-1 PERFORMANCE Nominal Cooling Capacity Btu/h 142,800 Nominal Heating Capacity Btu/h 160,000 Maximum Total Connected Indoor Unit Capacity 50% to 150% SIMULTANEOUS COOLING AND HEATING EFFICIENCYt SCHE, Ducted FCUs 26.50 SCHE, Ductless FCUs 26.50 COOLING EFFICIENCYt EER/IEER, Ducted FCUs Btu/Wh 12.30/24.00 Power Consumption, Ducted FCUs kW 10.60 EER/IEER, Ductless FCUs Btu/Wh 13.00/24.40 Power Consumption, Ductless FCUs kW 9.00 HEATING EFFICIENCYt COP at 47°F, Ducted FCUs 3.60 Power Consumption, Ducted FCUs kW 11.80 COP at 47°F, Ductless FCUs 3.98 Power Consumption, Ductless FCUs kW 9.60 Fan Type (Qty) Propeller (2) Airflow, Standard Range CFM 10,100 Sound Pressure dBA 63.3 External Static Pressure" in. wg 0.24 LEGEND db — Dry Bulb COP — Coefficient of Performance EER — Energy Efficiency Ratio FCU — Fan Coil Unit IEER — Integrated Energy Efficiency Ratio wb — Wet Bulb SCHE — Simultaneous Cooling and Heating Efficiency • Operating temperature range Cooling (db): 50 to 1250F (-150 to 520C) Heating (wb): —130 to 640F (-251 to 18°C) • Protection: high pressure sensor and switch, low pressure sensor and switch, process controller board fuse, inverter overload protection • 7-year compressor limited warranty • 5-year parts limited warranty ELECTRICAL Power Supply V/P / Hz 208-230/3/60 Minimum Circuit Amps (MCA) A 70 Recommended Fuse Size A 80 COMPRESSORS Type (Number) Inverter Hermetic Scroll (1) FAN MOTOR Motor Type (Steps) Inverter Direct Driven (13) Motor Output kW 2 x 0.26 PHYSICAL DATA Pipe Connection Size - Liquid (High Pressure) in. 7/8 (Brazed) Pipe Connection Size - Gas (Low Pressure) in. 1-1/8 (Brazed) Refrigerant R-410A Factory Chargett lb 44.2 Unit Width in. 78-3/8 Unit Height in. 64-3/8 Unit Depth in. 31-1/8 Net Weight lb 1137 tRated per AHRI (Air -Conditioning, Heating and Refrigeration Institute) 1230 Standard. Cooling: Indoor 80°F (27°C) db/67°F (20°C) wb; Outdoor 95°F (35°C) db Heating: Indoor 70°F (21 °C) db; Outdoor 47°F (8°C) db/43°F (6°C) wb *Requires setting by menu functions. ttAdditional charge required. NOTE: Unit cabinet and coil slab shall be capable of withstanding 500-hour salt spray test. Manufacturer reserves the right to discontinue, or change at any time, specifications or designs without notice and without incurring obligations. Printed in U.S.A. Form 38VMR1445L-C-2SD Pg 1 08-18 Replaces: 38VMR1445L-C-1SD C DIMENSIONAL DRAWING OUTDOOR UNIT 38VMA144RDL5-1 US © Carrier Corporation 2018 Manufacturer reserves the right to discontinue, or change at any time, specifications or designs without notice and without incurring obligations. Printed in U.S.A. Form 38VMR1445L-C-2SD Pg 2 08-18 Replaces: 38VMR1445L-C-1SD 7 Non -Structural Component Seismic Anchorage Design IBC 2018, ASCE 7-16 Chapter 13 CU-1 VRF Seismic Criteria: Site Class: D SDI: 0.86 SD1: 0.56 Ip: 1.25 FPMax= 1.71 Wp Controls Fp= 0.51 Wp FPMin= 0.32 Wp z: 30.0 ft h: 30.0 ft ap: 1 RP: 2.5 Table 13.5-1 FPMax= 1.6 SDs WP IP Fp= 0.4 ap SDs WP x (1 + 2z/h) / (RP / 1p) FPMin= 0.3 SDs WP IP Mechanical Unit: Ht to Center of Mass, Y: 43 in Overturning Distance, X: 31 in Weight, Wp: 1.14 k Anchors/Side: 3 Shear and Overturning Loads: Seismic Force, Fp: 0.58 k Shear/Anchor: 0.10 k 0.07 k OT Moment: 25.1 k-in Tension/Side: -0.809 k Net Uplift/Anchor: -0.13 k -0.10 k U LT ASD U LT ULT (0.9-0.2Sds)DL+ 1.OEQ ASD (0.6-0.14Sds)DL + 0.7EQ Anchorage Design: SDWS22400DB Screw into HF Sleeper Vallowable: 0.62 k Tallowable: 0.61 k Unity EQ: 0.27 <1.0 EQ 13.3-2 EQ 13.3-1 EQ 13.3-3 Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: Wilcox Construction Checked: N. Non -Structural Component Wind Anchorage Design IBC 2018, ASCE 7-16 Chapter 29 CU-1 VRF Wind Criteria: Kz: 0.85 Kzt: 1.0 Kd: 0.9 Ke 1 V: 104 Building Ht: 30 Building Width, B: 108.5 Building Length, L: 66.5 (GCr): 1.9 (GCr): 1.5 qh: 21.2 Ph: 40.2 P,,: 31.8 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 26.10-1] PSF [ASCE EQUATION 29.4-2] Lateral Force PSF [ASCE EQUATION 29.4-3] Uplift Force Mechanical Unit: Weight, Wp: 1.14 k Ht of Unit, h: 65 in Overturning Distance, L: 31 in Dist. Normal to Wind, B: 78 in Anchors/Side: 3 Shear and Overturnine Loads: Wind Force, Fh: 1.42 k Lateral Force Wind Force, Fv: 0.53 k Uplift Force Shear/Anchor: 0.24 k ULT 0.14 k ASD OT Moment: 46.1 k-in Tension/Side: -1.8 k ULT Net Uplift/Anchor: -0.41 k ULT 0.9DL+ 1.OW -0.24 k ASD 0.6DL + 0.6W Anchorage Design: SDWS22400DB Screw into HF Sleeper Vallowable: 0.62 k Tallowable: 0.61 k Unity EQ: 0.62 <1.0 WIND r i �--L--+ r. FAq • Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: Wilcox Construction Checked: Non -Structural Component Seismic Anchorage Design IBC 2018, ASCE 7-16 Chapter 13 CU-1 VRF SLEEPER ATTACHMENT Seismic Criteria: Site Class: D z: 30.0 ft SDI: 0.86 h: 30.0 ft SD1: 0.56 ap: 1 Ip: 1.25 RP: 2.5 Table 13.5-1 FPMax= 1.71 Wp FPMax- 1.6 SDs WP IP EQ 13.3-2 Controls Fp= 0.51 Wp Fp= 0.4 ap SDS WPx (1 + 2z/h) / (RP / 1p) EQ 13.3-1 FPMin= 0.32 Wp FpMin= 0.3 SDS WP IP EQ 13.3-3 Mechanical Unit: Ht to Center of Mass, Y: 55 in Overturning Distance, X: 31 in Weight, Wp: 1.14 k Anchors/Side: 4 Shear and Overturnine Loads: Seismic Force, Fp: 0.58 k Shear/Anchor: 0.07 k 0.05 k OT Moment: 32.1 k-in Tension/Side: -1.036 k Net Uplift/Anchor: -0.16 k -0.11 k U LT ASD U LT ULT (0.9-0.2Sds)DL+ 1.OEQ ASD (0.6-0.14Sds)DL + 0.7EQ Anchorage Design: SDWS221000DB Screw into HF BLKG. Vallowable: 0.45 k Tallowable: 0.94 k Unity EQ: 0.23 <1.0 Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: Wilcox Construction Checked: Iul Non -Structural Component Wind Anchorage Design IBC 2018, ASCE 7-16 Chapter 29 CU-1 VRF SLEEPER ATTACHMENT Wind Criteria: Kz: 0.85 ASCE TABLE 26.10-1 FOR EXPOSURE B AND z = 60' MAX. Kzt: 1.0 ASCE SEC 26.8 Kd: 0.9 ASCE TABLE 26.6-1 Ke 1 ASCE TABLE 26.9-1 V: 104 MPH Building Ht: 30 ft Building Width, B: 108.5 ft, Normal to Wind Direction Building Length, L: 66.5 ft, Parallel to Wind Direction (GCr): 1.9 ASCE SEC 29.4.1 Lateral Force (GCr): 1.5 ASCE SEC 29.4.1 Uplift Force qh: 21.2 PSF [ASCE EQUATION 26.10-1] Ph: 40.2 PSF [ASCE EQUATION 29.4-2] Lateral Force P,,: 31.8 PSF [ASCE EQUATION 29.4-3] Uplift Force Mechanical Unit: Weight, Wp: 1.14 k Ht of Unit, h: 77 in Overturning Distance, L: 31 in Dist. Normal to Wind, B: 78 in Anchors/Side: 3 Shear and Overturnine Loads: Wind Force, Fh: 1.68 k Lateral Force Wind Force, Fv: 0.53 k Uplift Force Shear/Anchor: 0.28 k ULT 0.17 k ASD OT Moment: 64.6 k-in Tension/Side: -2.4 k ULT Net Uplift/Anchor: -0.61 k ULT 0.9DL+ 1.OW -0.36 k ASD 0.6DL + 0.6W Anchorage Design: SDWS221000DB Screw into HF BLKG. Vallowable: 0.45 k Tallowable: 0.94 k Unity EQ: 0.75 <1.0 WIND r i �--L--+ r. FAq • Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: Wilcox Construction Checked: I dSPEC RedSpec'" by RedBuilt'" v7.1.15 Project: Project Location: Victor Tavern Folder: Roof Date: 1/29/24 5:46 AM Designer: TVM Comment: 11 Type: CU-1 Joists 11.875" Red-I45TM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Shear (lb) 33% 687 2053 Snow(115%) 1.OD+1.OS All Spans Positive Moment (ft-lb) 42% 2277 5388 Snow(115%) 1.OD+1.OS All Spans DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Span Live 16% 0.065 0.400 L / 999+ L / 360 1.OD+1.OS All Spans Span Total 35% 0.212 0.600 L / 679 L / 240 1.OD+1.OS All Spans SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 220 (115) 220 (115) Dead Reaction (lb) 467 321 Total Reaction (lb) (DOL%) 687 (115) 541 (115) Bearing Flush Flush Support Wall Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - HANGERS Model Top Face Member Header Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 12'- 0.0" Member Slope: 0/12 APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 27.5 18 0 16" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Floor(100%) 0 150 T-0.0" to 5'-6.0" Adds To CU-1 NOTES • Building code and design methodology: 2018 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. M:\NEW CLIENTS\Wilcox Construction\24030.01 - Victor Tavern\Calcs\(E) Framing Analysis.red 1/29/2024 5:46:00 AM Project : Roof : CU-1 Joists Pass/Fail PASS PASS Pass/Fail PASS PASS Size Page 1 of 1 The products noted are intended for interior, untreated, non -corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt"" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt— associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'"', RedSpeC—, Red -IT", Red-I45T", Red-I45LT'", Red-I58T", Red-I65T", Red-I90T", Red-I90HT", Red-I90HSTM, Red-LTM, Red_WTM, Red_STM, Red -MT" Red -HI", Red Lam"", FloorChoice, are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2022 RedBuilt LLC. All rights reserved. I dSPEC RedSpec'" by RedBuilt'" v7.1.15 Project: Project Location: Victor Tavern Folder: Roof Date: 1/29/24 5:45 AM Designer: TVM Comment: 12 Type: CU-1 Beam 5.125N12" GLB 24F-V4 DF This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Shear (lb) 37% Positive Moment (ft-lb) 63% DEFLECTIONS (in) Span Live 52% Span Total 63% Design Allow. DOL Combination Pattern 4644 12495 Snow(115%) 1.OD+1.OS All Spans 17929 28286 Snow(115%) 1.OD+1.OS All Spans Design Allow. Design Allow. Combination Pattern 0.226 0.433 L / 690 L / 360 1.OD+1.OS All Spans 0.409 0.650 L / 381 L / 240 1.OD+1.OS All Spans SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 3039 (115) 3039 (115) Dead Reaction (lb) 2394 2278 Total Reaction (lb) (DOL%) 5433 (115) 5317 (115) Bearing Bottom Bottom Support Beam Beam Req'd Bearing (in) 1.63 1.60 SPANS AND LOADS Dimensions represent horizontal design spans. 13'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115%) 27.5 18 0 ADDITIONAL LOADS Type Units DOL Live Dead Location from left Point lb Floor(100%) 0 500 5'-0.0" NOTES • Building code and design methodology: 2018 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2993 and LABC/LARC Supplement. • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top and bottom edge. M:\NEW CLIENTS\Wilcox Construction\24030.01 - Victor Tavern\Calcs\(E) Framing Analysis.red 1/29/2024 5:45:56 AM Project : Roof : CU-1 Beam Member Slope: 0/12 Tributary Member Type 17'-0.0" Snow Roof Beam Application Comment Adds To CU-1 Pass/Fail PASS PASS Pass/Fail PASS PASS Page 1 of 1 The products noted are intended for interior, untreated, non -corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBUlltT" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt— associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'"', RedSpeC—, Red -IT", Red-I45T", Red-I45LT'", Red-I58T", Red-I65T", Red-I90T", Red-I90HT", Red-I90HSTM, Red-LTM, Red_WTM, Red_STM, Red -MT" Red -HI", Red Lam"", FloorChoice, are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010-2022 RedBuilt LLC. All rights reserved. 13 MUA1 FAN #2 A2-D.250-20D - HEATER (MUA) 1, DIRE GAS FIRED HE AT MAKE UP AIR UNIT WITH 20' MIXE➢ FLOW ➢IRELT DRIVE FAN RIGHT - LEFT, 4, TOWN ➢ISLHARGE CONSTRUCTION FOR SIZE 2 DIRE ➢RIVE AHUS, 5 GRS PRESSURE GAUGE, 0-35', 2.5' ➢IRMETER, 1/4' THREA➢ SIZE. 6, GRS PRESSURE GAUGE, -5 TO +15 INCHES WE., 25' ➢IRMETER, 1/4' THREAD SIZE. J, BUTTERFLY MGD VALVE OPTION FOR MOD SIZE 2 11' MUD VALVE). B, SHIP LOOSE GAS STRAINER. TO BE INSTALLED UPSTREAM OF UNIT CONNECTION, 1' CONNECTION, 9, MOTORIZED BACK DRAFT DAMPER 22,75' X 24' FOR SIZE 2 STANDARD 6 MODULAR HEATER UNITS -EXTENDED SHAFT, STANDARD CONSTRUCTION, 3 F120S A ATpR IN LU➢E➢. 10 -SEPARATE 121VAL WIRING PACKAGE FOR MAKE-UP AIR UNITS, OPTION MUST BE SELECTED WHEN MOUNTING VFD IN PREWIRE PANEL DR WITH DCV PACKAGE, PROVIDES SEPARATE 120VAC INPUT TO SUPPLY FAN. THIS 120V SIGNAL MUST BE RUN BY ELECTRICIAN FROM ➢LV TO MUA SWITCH, 11. HINGED DDUBLE WALL INSULATED DOOR ASSEMBLY (BURNER/BLDWER SECTION), 12. 2 YEAR PARTS WARRANTY. SUPPLY SI➢E HEATER INFORMATION, -NOTE- SUPPLY DUCT MUST BE INSTALLED TO MEET SMACNA STANDARDS, A MINIMUM STRAIGHT DUCT LENGTH MUST BE MAINTAINED DOWNSTREAM OF UNIT DISCHARGE AS OUTLINE➢ IN AMLA PUBLICATION 201. WHEN USING RECTANGULAR DUCTWORK, ELBOWS MUST WINTER TEMPERATURE = 30-F, TEMP, RISE = 45-F, BE RADIUS THRDAT, RADIUS BACK WITH TURNING VANES, FLEXIBLE ➢UCTWDRK AND SQUARE THRDAT/SGUARE BACK ELBOWS SHDULD BTUs CALCULATE➢ OFF ACTUAL AIR DENSITY, NOT BE USED. A NSITION AND/OR TURNS IN THE DUCTWORK wCAUSE SYSTEM EFFECT T SYSTEM EFFECT WILL ALTITUDE o FT. = 211531, DRASTICALLY INCREASE STATIC PRESSURE AN➢ RE➢UCE AIRFLOW, ➢O NOT RELY ON UNITTOSUPPORT ➢UCT IN ANY WAY, FAILURE INPUT BTUs AT ALTITUDE OF 0,0 FT. = 229925. TO PROPERLY SIZE ➢UCTWORK MAY CRUSE SYSTEM EFFECTS AND REDUCE PERFORMANCE OF THE EQUIPMENT. OUTPUT BTUs AT ALTITUDE OF 237 FT. = 209726 SUGGESTED STRAIGHT DUCT SIZE IS 20' x 20'. INPUT BTUs AT ALTITUDE OF 237 FT. = 227963. a IB LIFTING 3 24' EQUIPMENT CURB. 31' RDDF OPENING 2' SMALLER THAN CURB ➢IMENSION. OPTIONS, - FULL BOTTOM CORNERS, 20 GAUGE STEEL CONSTRUCTION. 35 Z/0' 40 1/2' 42 1/3' AIRFLOW. ECT FIRED MODULE 39 SERVICE DISCONNECT 36 3/4' SWITCH. 1' NOT BLOWER/MOTOR ACCESS DOOR 24' SERVICE CLEARANCE RED, MINIMUM 20 1 / 13/16 PER AMCAT L AMC J9. MIN, 2V AIRFLOW. 4- 14 Non -Structural Component Seismic Anchorage Design IBC 2018, ASCE 7-16 Chapter 13 MUA-1 Seismic Criteria: Site Class: D SDI: 0.86 SD1: 0.56 Ip: 1.25 FPMax= 1.71 Wp Controls Fp= 0.51 Wp FPMin= 0.32 Wp z: 30.0 ft h: 30.0 ft ap: 1 RP: 2.5 Table 13.5-1 FPMax= 1.6 SDs WP IP Fp= 0.4 ap SDs WP x (1 + 2z/h) / (RP / 1p) FPMin= 0.3 SDs WP IP Mechanical Unit: Ht to Center of Mass, Y: 44 in Overturning Distance, X: 31 in Weight, Wp: 0.68 k Anchors/Side: 4 Shear and Overturning Loads: Seismic Force, Fp: 0.35 k Shear/Anchor: 0.04 k 0.03 k OT Moment: 15.4 k-in Tension/Side: -0.498 k Net Uplift/Anchor: -0.06 k -0.05 k 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"x2 1/2" SIDS Screw into HF Top Plate Vallowable: 0.48 k Tallowable: 0.29 k Unity EQ: 0.22 <1.0 EQ 13.3-2 EQ 13.3-1 EQ 13.3-3 Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: Wilcox Construction Checked: 15 Non -Structural Component Wind Anchorage Design IBC 2018, ASCE 7-16 Chapter 29 MUA-1 Wind Criteria: Kz: 0.85 Kzt: 1.0 Kd: 0.9 Ke 1 V: 104 Building Ht: 30 Building Width, B: 108.5 Building Length, L: 66.5 (GCr): 1.9 (GCr): 1.5 qh: 21.2 Ph: 40.2 P,,: 31.8 Mechanical Unit: Weight, Wp: Ht of Unit, h: Overturning Distance, L: Dist. Normal to Wind, B: Anchors/Side: 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 26.10-1] PSF [ASCE EQUATION 29.4-2] Lateral Force PSF [ASCE EQUATION 29.4-3] Uplift Force 0.68 k 57 in 31 in 79 in 4 Shear and Overturnine Loads: Wind Force, Fh: 1.26 k Lateral Force Wind Force, Fv: 0.54 k Uplift Force Shear/Anchor: 0.16 k ULT 0.09 k ASD OT Moment: 35.9 k-in Tension/Side: -1.4 k ULT Net Uplift/Anchor: -0.28 k ULT 0.9DL+ 1.OW -0.16 k ASD 0.6DL + 0.6W Anchorage Design: 1/4"x2 1/2" SIDS Screw into HF Top Plate Vallowable: 0.48 k Tallowable: 0.29 k Unity EQ: 0.76 <1.0 WIND r i �--L--+ r. FAq • Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: Wilcox Construction Checked: I� Non -Structural Component Seismic Anchorage Design IBC 2018, ASCE 7-16 Chapter 13 MUA-1 CURB ANCHORAGE Seismic Criteria: Site Class: D z: 30.0 ft SDI: 0.86 h: 30.0 ft SD1: 0.56 ap: 1 Ip: 1.25 RP: 2.5 Table 13.5-1 FPMax= 1.71 Wp FPMa.= 1.6 SDs WP IP EQ 13.3-2 Controls Fp= 0.51 Wp Fp= 0.4 ap SDS WPx (1 + 2z/h) / (RP / 1p) EQ 13.3-1 FpMin= 0.32 Wp FpMin= 0.3 SDS WP IP EQ 13.3-3 Mechanical Unit: Ht to Center of Mass, Y: 68 in Overturning Distance, X: 31 in Weight, Wp: 0.68 k Anchors/Side: 5 Shear and Overturnine Loads: Seismic Force, Fp: 0.35 k Shear/Anchor: 0.04 k 0.02 k OT Moment: 23.8 k-in Tension/Side: -0.769 k Net Uplift/Anchor: -0.10 k -0.07 k U LT ASD U LT ULT (0.9-0.2Sds)DL+ 1.OEQ ASD (0.6-0.14Sds)DL + 0.7EQ Anchorage Design: SDWS22400DB Screw into HF Sleeper Vallowable: 0.50 k Tallowable: 0.79 k Unity EQ: 0.14 <1.0 Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: Wilcox Construction Checked: 17 Non -Structural Component Wind Anchorage Design IBC 2018, ASCE 7-16 Chapter 29 MUA-1 CURB ANCHORAGE Wind Criteria: Kz: 0.85 ASCE TABLE 26.10-1 FOR EXPOSURE B AND z = 60' MAX. Kzt: 1.0 ASCE SEC 26.8 Kd: 0.9 ASCE TABLE 26.6-1 Ke 1 ASCE TABLE 26.9-1 V: 104 MPH Building Ht: 30 ft Building Width, B: 108.5 ft, Normal to Wind Direction Building Length, L: 66.5 ft, Parallel to Wind Direction (GCr): 1.9 ASCE SEC 29.4.1 Lateral Force (GCr): 1.5 ASCE SEC 29.4.1 Uplift Force qh: 21.2 PSF [ASCE EQUATION 26.10-1] Ph: 40.2 PSF [ASCE EQUATION 29.4-2] Lateral Force P,,: 31.8 PSF [ASCE EQUATION 29.4-3] Uplift Force Mechanical Unit: Weight, Wp: 0.68 k Ht of Unit, h: 81 in Overturning Distance, L: 31 in Dist. Normal to Wind, B: 79 in Anchors/Side: 5 Shear and Overturnine Loads: Wind Force, Fh: 1.79 k Lateral Force Wind Force, Fv: 0.54 k Uplift Force Shear/Anchor: 0.18 k ULT 0.11 k ASD OT Moment: 72.4 k-in Tension/Side: -2.6 k ULT Net Uplift/Anchor: -0.46 k ULT 0.9DL+ 1.OW -0.27 k ASD 0.6DL + 0.6W Anchorage Design: SDWS22400DB Screw into HF Sleeper Vallowable: 0.50 k Tallowable: 0.79 k Unity EQ: 0.56 <1.0 WIND r i �--L--+ r. FAq • Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: Wilcox Construction Checked: aFORTEWEB' Level, MUA Joist 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL PASliff) J 0 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) 2281 @ 2" 3189 (2.25") Passed (72%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1730 @ 1' 3 3/8" 9878 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5059 @ 4' 2 7/16" 17426 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.046 @ 4' 3 1/2" 0.275 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.098 @ 4' 3 3/8" 0.412 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 5% decrease in the moment capacity has been added to account for lateral stability. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Stud wall - HF 3.50" 2.25" 1.61" 1148 1180 2328 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.58" 1106 1180 2286 1 1/4" Rim Board • Kim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 8' 5 3/4" N/A 13.0 -- 1 - Uniform (PSF) 0 to 8' 7" (Front) 10' 18.0 27.5 Default Load 2 - Uniform (PLF) 3' to 5' (Front) N/A 300.0 - MUA1 0 System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes 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 Travis Michaud QCE (206) 957-3917 tmichaud@quantumce.com 2/5/2024 8:09:28 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 24030.01 - Victor Tavern Page 1 / 1 19 KITCHEN HOODS -7 T-- ------ 1 '�T ITE'U ...... 1',L."UND LED 1 1 T m-4j 2 .... ... T- T- ------- ---- -- I EE� M.T Lll�IE�I.JIELIEIEE�D.11- T IL ILITI IT IT T- T- 9' 9'NDM/9' 9.00-DE. �-D. PLAN L-VIEW UO—D1-'IL C-111-) 9900- 0NFCZ24NL-2-HSH-- ' --PLAN VIEW bEOD2RC 9900LlF652Ml2PSP SECTION VIEW MODEL 6024ND-2-PSP-F SECTION VIEW MODEL 6024,VD-2-PSP-F HOOD #1 (L Cookline) HOOD #2 (R Cookline) 20 Non -Structural Component Seismic Anchorage Design IBC 2018, ASCE 7-16 Chapter 13 Kitchenhood anchored to wall Seismic Criteria: Site Class: D z: 30.0 ft SDI: 0.86 h: 30.0 ft SD1: 0.56 ap: 2.5 Ip: 1.25 RP: 6 Table 13.5-1 FPMax= 1.71 Wp Controls Fp= 0.54 Wp FPMin= 0.32 Wp Mechanical Unit: FPMax= 1.6 SDS WP IP EQ 13.3-2 Fp= 0.4 ap SDs WP x (1 + 2z/h) / (RP / 1p) EQ 13.3-1 FPMin= 0.3 SDS WP IP EQ 13.3-3 Weight, Wp: 1.00 k Anchors/Side: 3 Tension Loads: Seismic Force, Fp: 0.53 k Tension/Anchor: 0.09 k ULT 0.06 k ASD Shear Loads: (From Weight of Unit at Wall) DL*0.14Sds: 1.12 k Shear/Anchor: 0.09 k ASD Anchorage Design: 1/4"x2 1/2" SDS Screw HF BLKG. Vallowable: 0.48 k Tallowable: 0.29 k Unity EQ: 0.41 <1.0 • Quantum Consulting Engineers LLC Project: Victor Tavern Date: 1/29/24 Job No: 24030.01 1511 Third Avenue, Suite 323 Designer: TVM Sheet: Seattle, WA 98101 Client: Wilcox Construction Checked: Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: Hood Beam CODE REFERENCES 21 Printed: 28 JAN 2024, 12:12PM File: Beams.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.5.31 QUANTUM CONSULTING Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi Load Combination ASCE 7-16 Fb - 1,350.0 psi Fc - Prll 925.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Beam Bracing : Completely Unbraced X 6x6 E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf L Span = 12.0 ft r � Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.60 k @ 1.0 ft, (1/4 Hood) Point Load : D = 0.60 k @ 6.0 ft, (1/4 Hood) DESIGN SUMMARY Bending Stress Ratio = 0.790. 1 Maximum Shear Stress Ratio = 0.287 : 1 �aximum Section used for this span 6x6 Section used for this span 6x6 = 959.86psi = 43.96 psi = 1,215.00psi = 153.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 6.000ft 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 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.410 in Ratio = 351 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V iv F'v D Only 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.790 0.287 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.22 959.86 1215.00 0.89 43.96 153.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.267 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.33 575.92 2160.00 0.53 26.37 272.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.4095 5.869 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.889 0.389 Wood Beam DESCRIPTION: Hood Beam Vertical Reactions Load Combination Overall MINimum D Only +0.60D Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support1 Support2 0.889 0.389 0.534 0.234 Software 22 Printed: 28 JAN 2024, 12:12PM ENERCALC, INC.1983-2020, Build:12.20.5.31 Values in KIPS Wood Column DESCRIPTION: Hood Post - Tall Post Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 17.5 ft ( Used for non -slender calculations ) Project Title: Engineer: Project ID: Project Descr: 23 Printed: 29 JAN 2024, 4:21AM Software copvright ENERCALC, INC. 1983-2020, Build:12.20.5.31 Wood Section Name 2x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in^2 Cf or Cv for Compression 1.10 Fb + 850.0 psi Fv 150.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb - 850.0 psi Ft 525.0 psi ly 1.547 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1,300.0 psi Density 26.840 pcf Ct :Temperature Factor 1.0 Fc - Perp 405.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr: Repetitive ? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 17.5 ft, K = 1 Applied Loads Column self weight included : 26.910 Ibs * Dead Load Factor BENDING LOADS ... Hood: Lat. Point Load at 8.0 ft creating Mx-x, E = 0.2650 k Seismic: Lat. Uniform Load creating Mx-x, E = 0.00450 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8397 : 1 Load Combination +D+0.70E Governing NDS Forumld 1 Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 7.987 ft At maximum location values are ... Applied Axial 0.02691 k Applied Mx 0.9239 k-ft Applied My 0.0 k-ft Fc: Allowable 258.425 psi Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions. . Top along Y-Y 0.1605 k Bottom along Y-Y 0.1832 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 2.247 in at 8.574 ft above base for load combination : E Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.09717 : 1 Bending Compression Tension Load Combination +D+0.70E Location of max.above base 0.0 ft Applied Design Shear 23.320 psi Allowable Shear 240.0 psi Load Combination Results Load Combination D Only +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Maximum Reactions Load Combination D Only Maximum Axial + Bending Stress Ratios C D C P Stress Ratio Status Location 0.900 0.196 0.01291 PASS 0.0 ft 1.600 0.113 0.007573 PASS 0.0 ft 1.600 0.113 0.8397 PASS 7.987 ft 1.600 0.113 0.6298 PASS 7.987 ft 1.600 0.113 0.8354 PASS 7.987 ft X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base 0.027 Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 17.50 ft 0.0 PASS 17.50 ft 0.09717 PASS 0.0 ft 0.07288 PASS 0.0 ft 0.09717 PASS 0.0 ft Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Project Title: 24 Engineer: Project ID: Project Descr: Wood Column KW-06005835 DESCRIPTION: Hood Post - Tall Post Maximum Reactions X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 0.016 +D+0.70E 0.128 0.112 0.027 +D+0.5250E 0.096 0.084 0.027 +0.60D+0.70E 0.128 0.112 0.016 E Only 0.183 0.161 Maximum Deflections for Load Combinations Printed: 29 JAN 2024, 4:21AM File: Beams.ec6 Software copvright ENERCALC, INC.1983-2020, Build:12.20.5.31 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft +D+0.5250E 0.0000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft Sketches c 0 LO 1.50 in D:1 Note: Only non -zero reactions are listed. 0.0000 in 0.000 ft 0.0000 in 0.000 ft 1.5729 in 8.574 ft 1.1797 in 8.574 ft 1.5729 in 8.574 ft 2.2470 in 8.574 ft Wood Column DESCRIPTION: Hood Post - Tall Post Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 17.5 ft ( Used for non -slender calculations ) Project Title: Engineer: Project ID: Project Descr: 25 Printed: 29 JAN 2024, 4:21AM Software copvright ENERCALC, INC. 1983-2020, Build:12.20.5.31 Wood Section Name 2x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in^2 Cf or Cv for Compression 1.10 Fb + 850.0 psi Fv 150.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb - 850.0 psi Ft 525.0 psi ly 1.547 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1,300.0 psi Density 26.840 pcf Ct :Temperature Factor 1.0 Fc - Perp 405.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr: Repetitive ? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 17.5 ft, K = 1 Applied Loads Column self weight included : 26.910 Ibs * Dead Load Factor BENDING LOADS ... Hood: Lat. Point Load at 8.0 ft creating Mx-x, E = 0.2650 k Seismic: Lat. Uniform Load creating Mx-x, E = 0.00450 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8397 : 1 Load Combination +D+0.70E Governing NDS Forumld 1 Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 7.987 ft At maximum location values are ... Applied Axial 0.02691 k Applied Mx 0.9239 k-ft Applied My 0.0 k-ft Fc: Allowable 258.425 psi Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions. . Top along Y-Y 0.1605 k Bottom along Y-Y 0.1832 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 2.247 in at 8.574 ft above base for load combination : E Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.09717 : 1 Bending Compression Tension Load Combination +D+0.70E Location of max.above base 0.0 ft Applied Design Shear 23.320 psi Allowable Shear 240.0 psi Load Combination Results Load Combination D Only +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Maximum Reactions Load Combination D Only Maximum Axial + Bending Stress Ratios C D C P Stress Ratio Status Location 0.900 0.196 0.01291 PASS 0.0 ft 1.600 0.113 0.007573 PASS 0.0 ft 1.600 0.113 0.8397 PASS 7.987 ft 1.600 0.113 0.6298 PASS 7.987 ft 1.600 0.113 0.8354 PASS 7.987 ft X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base 0.027 Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 17.50 ft 0.0 PASS 17.50 ft 0.09717 PASS 0.0 ft 0.07288 PASS 0.0 ft 0.09717 PASS 0.0 ft Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Project Title: 26 Engineer: Project ID: Project Descr: Wood Column KW-06005835 DESCRIPTION: Hood Post - Tall Post Maximum Reactions X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 0.016 +D+0.70E 0.128 0.112 0.027 +D+0.5250E 0.096 0.084 0.027 +0.60D+0.70E 0.128 0.112 0.016 E Only 0.183 0.161 Maximum Deflections for Load Combinations Printed: 29 JAN 2024, 4:21AM File: Beams.ec6 Software copvright ENERCALC, INC.1983-2020, Build:12.20.5.31 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft +D+0.5250E 0.0000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft Sketches c 0 LO 1.50 in D:1 Note: Only non -zero reactions are listed. 0.0000 in 0.000 ft 0.0000 in 0.000 ft 1.5729 in 8.574 ft 1.1797 in 8.574 ft 1.5729 in 8.574 ft 2.2470 in 8.574 ft 5.12X13FS 51gviQr, Envelope Only Solution Quantum CE TVM 18743.01 ARCH Grid F Jan 29, 2024 at 4:33 AM Arch CL-F.r2d 24F-1.8E DF 124Fo(-Ag nf: CA,, _ _ . Envelope Only Solution Quantum CE TVM 18743.01 ARCH Grid F '0(1 Jan 29, 2024 at 4:33 AM Arch CL-F.r2d O� N 3.494 q noc Member Length (ft) Displayed Envelope Only Solution Quantum CE TVM 18743.01 ARCH Grid F Jan 29, 2024 at 4:34 AM Arch CL-F.r2d 0 M Y -0.5k X 88k/ft -0.288k/ft _ 8k/ -0.8k k/ft - ft ft 0. 02 ~ 02 z O O a- n O Q U LLB � Q Ua-Q !z a- Ya0 74, Loads: BLC 1, DEAD Envelope Only Solution Quantum CE ARCH Grid F TVM Jan 29, 2024 at 4:35 AM 18743.01 Arch CL-F.r2d 3k Loads: BLC 3, SNOW Envelope Only Solution Quantum CE TVM 18743.01 ARCH Grid F Jan 29, 2024 at 4:35 AM Arch CL-F.r2d N M Y �T,X -0.15k/ft -0.195k/ft-0.239k/ft _ k/ft ft - ft ft 0 0 04 - .5 Loads: BLC 4, SNOW_UN1 Envelope Only Solution Quantum CE TVM ARCH Grid F Jan 29, 2024 at 4:35 AM 18743.01 Arch CL-F.r2d Loads: BLC 5, SNOW_UN2 Envelope Only Solution Quantum CE TVM 18743.01 ARCH Grid F Jan 29, 2024 at 4:35 AM Arch CL-F.r2d 34 IIIRISA A NEMETSCHEK COMPANY Company Designer Job Number Model Name Quantum CE TVM 18743.01 ARCH Grid F Jan 29, 2024 4:36 AM Checked By:_ Load Combinations rlccnrin+inn C D C RI r, RI (` Cn RI (` Cn RI (` Can+nr Cn R Cn R Cn R Cn R Cn R Cn RISA-21D Version 21.0.0.2 [MA ... \Wilcox Construction\24030.01 - Victor Tavern\Calcs\Arch CL-F.r2d] Page 1 M Code Check y ( Env) Q No Cal lu_ Imo• X > 1.0 .90-1.0 .75-.9C .50-.75 0.-.50 34 aCZ Member Code Checks Displayed (Enveloped) Envelope Only Solution Quantum CE TVM ARCH Grid F Jan 29, 2024 at 4:36 AM 18743.01 Arch CL-F.r2d t0 M Member Shear Checks Displayed (Enveloped) Envelope Only Solution 37 Company Quantum CE Designer IIRI : TVM SA Job Number 1878743.01 A NEMETSCHEK COMPANY Model Name ARCH Grid F Envelope Node Displacements Jan 29, 2024 4:37 AM Checked By:_ Node Label x rinl LC Y rinl LC Rotation fradl LC 1 I N3 max -0.061 2 -0.118 2 1.177e-3 6 2 min -0.211 6 -0.407 6 2.491 e-4 2 3 N9 max -0.038 4 -0.045 4 1.299e-4 4 4 min -0.132 6 -0.374 5 -6.508e-4 5 5 N4 max -0.054 2 -0.099 2 -1.102e-3 2 6 min -0.191 6 -0.359 6 -3.32e-3 6 7 N8 max -0.036 4 -0.027 4 3.13e-3 5 8 min -0.124 6 -0.316 5 6.374e-4 4 9 N2 max -0.043 2 -0.08 2 5.834e-3 6 10 min -0.146 6 -0.27 6 1.7e-3 2 11 N 10 max -0.038 4 -0.036 4 -5.728e-4 4 12 min -0.125 6 -0.258 5 -4.683e-3 5 13 N5 max -0.034 2 -0.043 2 -1.408e-3 2 14 min -0.128 6 -0.178 6 -4.949e-3 6 15 N7 max -0.031 4 -0.001 4 4.238e-3 5 16 min -0.099 6 -0.147 5 4.164e-4 4 17 N6 max -0.024 2 -0.008 4 5.641 e-4 5 18 min -0.083 6 -0.026 6 -1.395e-3 3 19 N 11 max -0.037 4 -0.002 4 -9.282e-4 4 20 min -0.12 6 -0.008 5 -6.516e-3 5 21 N 13 max 0 6 0 4 0 7 22 min 0 4 0 6 0 1 23 N 1 max 0 4 0 2 7.953e-3 6 24 min 0 6 0 6 2.371e-3 2 25 N 12 max 0 5 0 4 0 7 26 min 0 4 0 5 0 1 RISA-21D Version 21.0.0.2 [MA ... \Wilcox Construction\24030.01 - Victor Tavern\Calcs\Arch CL-F.r2d] Page 2 00 M VVIV 11\VLLII1tJ DEFLECTION LOAD CASE Results for LC 6, DL+SL UB1 Quantum CE TVM 18743.01 ARCH Grid F Jan 29, 2024 at 4:38 AM Arch CL-F.r2d PARTIAL MEZZANINE FRAMING PLAN BELOW MUA ROOF TOP UNIT SCALE: N.T.S. J15 1 1 THIRD AVENUE SUITE 323 SEATTLE, WA 95101 TEL 206.957.3900 QUANTUM FAX 206.957.3901 CoNsuLTING ENGINEEas www.quartumce.com VICTOR TAVERN project WILCOX CONSTRUCTION client W/ LSTA24 TO BM. BELOW 02/05/2024 24030.01 date job no. drawn by: TVM SSK-01 A design by: sheet no. PARTIAL ROOF FRAMING PLAN AT VRF AND MUA ROOF TOP UNITS SCALE: N.T.S. J15 1 1 THIRD AVENUE SUITE 323 SEATTLE, WA 95101 TEL 206.957.3900 QUANTUM FAX 206.957.3901 CoNsuLTING ENGINEEas www.quartumce.com VICTOR TAVERN project WILCOX CONSTRUCTION client 02/05/2024 24030.01 date job no. drawn by: TVM SSK-01 B design by: sheet no. PARTIAL ROOF FRAMING PLAN AT EXHAUST FAN SCALE: N.T.S. J15 1 1 THIRD AVENUE SUITE 323 SEATTLE, WA 95101 TEL 206.957.3900 QUANTUM FAX 206.957.3901 CoNsuLTING ENGINEEas www.quartumce.com VICTOR TAVERN project WILCOX CONSTRUCTION client 02/05/2024 24030.01 date job no. drawn by: TVM SSK-02 design by: sheet no. 'S. H • Tj WAs� _36098 AL `vR silo SEE SKK-06 OR TYPICAL HO D ANCHORAG PARTIAL ROOF FRAMING PLAN AT KITCHEN HOOD SCALE: N.T.S. THIRD AVENUE SUITE 323 SEATTLE, WA 95101 TEL 206.957.3900 QUANTUM FAX 206.957.3901 CoNsuLTING ENGINEEas www.quartumce.com VICTOR TAVERN project WILCOX CONSTRUCTION client 02/05/2024 24030.01 date job no. drawn by: TVM SSK-03 design by: sheet no. VRF RTU LOCATE PER MECH. DRAWINGS (3) SDWS2240ODB ON EACH LONG SIDE FLASHING PER CONTRACTOR (2) P/T 6X6 BUILT-UP SLEEPER (E) INSULATION (E) SHEATHING SDWS221000DB SCREWS @ 16" O.C. (4) PER 6x6 ON LONG SIDE MIN. 6x6 BLKG. W/ U66 EA. END (E) 11 7/8" RED 145 JOIST @ 16" O.C. WEB STIFF PER JOIST MFR. CU-1 ROOFTOP VRF ANCHORAGE SCALE: N.T.S. 040 @ 61qk �`--VA-FA I WAMS VICTOR TAVERN project SUIT THIRD AVENUE SUITE 323 SEATTLE, WA 95101 TEL 206.957.3900 WILCOX CONSTRUCTION QUANTUM FAX 206.957.3901 Co NS a Lr i Ns EN Gi NEE F5 www.quartumce.com client ®V WAS 02/05/2024 24030.01 date job no. drawn by: TVM SSK-04 design by: sheet no. fl . H • TI ov WAs� 36098 AL 10 L SDWS228000DB SCREWS 6" FROM END OF BOX BEAM AND @ 24" O.C. MAX SPACING 0 N (E) 11 7/8" RED 145 JOIST @ 16" O.C. ROOF TOP UNIT CURB SCALE: N.T.S. THIRD AVENUE SUITE 323 SEATTLE, WA 95101 TEL 206.957.3900 QUANTUM FAX 206.957.3901 CoNsuLTING ENGINEEas www.quartumce.com VICTOR TAVERN project WILCOX CONSTRUCTION client 02/05/2024 24030.01 date job no. drawn by: TVM SSK-05 design by: sheet no. DOUBLE NUT TYP. BEAM AND HANGER PER PLAN WASHER PLATE 1/4"x2"x2" 1/2"0 ALL -THREAD KITCHEN HOOD ANCHOR POINT PER MECH DRAWINGS KITCHEN HOOD PER LOCATE PER MECH DRAWINGS 2 7/8" TIMBERLOK OR HEADLOK SCREWS @ TOP, BOTTOM, & MID -HEIGHT EA. END OF KITCHEN HOOD. 'q.� "PO 36098 1�0 �,�� L 8 "4sjONAL KITCHEN HOOD WALL ANCHORAGE SCALE: N.T.S. VICTOR TAVERN project SUIT THIRD AVENUE SUITE 323 SEATTLE, WA 95101 TEL 206.957.3900 WILCOX CONSTRUCTION QUANTUM FAX 206.957.3901 Co NS a Lr i Ns EN Gi NEE F5 www.quartumce.com client = DECKING =AM TUD WALL (4) #10x4" WOOD SCREW TO STUDS 23/32 PLYWOOD ATTACH TO (2) STUDS MIN. 4x4 BLKG. AT EACH END OF KITCHEN HOOD (2) 2 7/8" HEADLOK SCREWS PER 4X4 BLKG. CL BEAM 4 1" MAX :CTION A 02/05/2024 24030.01 date job no. drawn by: TVM SSK-06 design by: sheet no.