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REVIEWED BLD2022-1726+Structural_Analysis_or_Calculations+12.19.2022_11.13.40_AM+3275761RECEIVED 12/23/22 BLD2022-1726 REVIEWED CITY OF EDMONDS I �Y DEVELOPMENT SERVICES DEPARTMENT 6k- j QUANTUM C 0 N S G Liii11G E N G 1111 EE xS STRUCTURAL CALCULATIONS (Permit Submittal) CITY OF EDMONDS September 1st, 2022 BURGER KING EDMONDS REMODEL 7609 212" St SW Edmonds, WA 98026 Quantum Job Number: 22390.01 Prepared for: 2812 ARCHITECTURE 2812 Colby Avenue Everett, Washington 98201 Prepared by: QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 QUANTUM I CONSULTING ENG INEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 BURGER KING EDMONDS REMODEL 7609 212`' St SW Edmonds, WA 98026 Quantum Job Number: 22390.01 INDEX DESIGN CRITERIA................................................................................... 3 GRAVITY DESIGN.................................................................................. 19 PARAPET & CANOPY DESIGN............................................................... 32 BURGER KING EDMONDS REMODEL 7609 212" St SW Edmonds, WA 98026 Quantum Job Number: 22390.01 DESIGN CRITERIA Structural Design Criteria Building Code: 2018 International Building Code Building Department: City of Edmonds Seismic Criteria Wind Criteria Ss: 1.29 le: 1.00 Wind Speed: 97 MPH S,: 0.45 Seismic Soil Site Class: D Risk Category: II Sds: 1.03 Seismic Design Category: D Wind Exposure: B Sd 1 : 0.56 Kzt: 1.0 R: 6.50 Light -Framed Wood Walls Sheathed With Wood Structural Panels Geotechnical Criteria Allowable Bearing Pressure Minimum Footing Width Frost Depth Active Soil Pressure (Restrained/Unrestrained) Seismic Surcharge Pressure (Restrained/Unrestrained) Passive Soil Pressure Coefficient of Friction Materials Criteria Concrete (28 Day Strength): Foundation/Slab on Grade Reinforcing Steel: Grade 60 Wood Framing: 2x, 3x & 4x Framing Members 6x Framing Members Glulam Beams Parallam Beams LSL Members - Beams & Headers LSL Members - Studs & Columns LVL Members - Beams & Headers Wood Sheathing 1,500 PSF Continuous: 18" min., Isolated: 24" min. 18" min. 50 PCF / 35 PCF 8H PSF / 6H PSF 350 PCF 0.35 F'c= 3,000 PSI Fy= 60,000 PSI HF#2 or DF#2 DF#1 24F-V4 (V8 @ Cont. and Cant. Members) 2.0 E PSL 1.55 E LSL 1.3 E LSL 1.9 E LVL APA RATED Quantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: 1 `► Seattle, WA 98101 Client: 2812 Architecture Checked By: Residential Building Loads Snow Load Roof 25 psf Live Load Commerical 100 psf Assembly Loads Roof Loads Membrane Roofing 1.0 psf Rigid Insulation 1.5 psf 1/2" Ply. Sheathing 1.5 psf Roof Joists @ 24" o.c. 3.0 psf Suspended Ceiling 3.7 psf Lights, ducts 1.0 psf Sprinklers 3.0 psf Miscellaneous 1.3 psf Total: 16.0 psf Interior Wall Framing 5/8" GWB 2.8 psf 2x4 @ 16" o.c. 0.9 psf 5/8" GWB 2.8 psf Mech./Elec. 0.5 psf Misc. 1.0 psf Total: 1 8.0 psf Comments SL=25 PSF Exterior Wood Stud Wall Siding 2.3 psf 1/2" Plywood 1.5 psf 2x6 studs @ 16 " o.c. 1.7 psf Insulation 0.5 psf 1/2" GWB 2.2 psf Mech./Elec. 0.5 psf Misc. 1.3 psf Total: 10.0 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 ej Quantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: 1 I`Seattle, WA 98101 Client: 2812 Architecture Checked By: A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ 8THazards by Location Search Information Address: 7609 212th St SW, Edmonds, WA 98026 Coordinates: 47.80731919999999,-122.3362904 Elevation: 429 ft Timestamp: 2022-08-15T21:28:41.851 Z Hazard Type: Seismic Reference ASCE7-16 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=1.0s) SMS 1.543 SMt * null SDS 1.029 SDt * null * See Section 11.4.8 ales _Sequim Marysville 0 Wh41hn« r. rett tot Is 429 ft Seattle °Redmond r o GoQ Ie Renton ... �9 Map data ©2022 Google Report a map error Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CRt 0.895 Coefficient of risk (1.0s) PGA 0.548 MCER peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.658 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.286 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.414 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.364 Factored deterministic acceleration value (0.2s) S1 RT 0.453 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.506 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.974 Factored deterministic acceleration value (1.0s) PGAd 0.831 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Burger King -Edmonds Address: 7609 212th St SW, Edmonds, WA 98026 Latitude: 47.8073 Longitude:-122.3363 Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force -Resisting System: Light -Framed Wood Walls Sheathed with Structural Panels R: 6 1/2 per ASCE Table 12.2-1 Wo: 3 per ASCE Table 12.2-1 Cd: 4 per ASCE Table 12.2-1 hn (ft): 24.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max: S, (g-sec): Site Class: Fv 1.85 SM, (g-sec): 0.84 Spi (g-sec): 0.56 SDC: D IE: 1.00 Yes Sds (max) = 1.0 Per ASCE 12.8.1.3 0.45 Ss (g-sec): 1.29 D Assumed Value per ASCE 11.4.3 ASCE 11.4.8 Exception 2 Used Fa 1.20 1.2 Min Value where SC D Assumed Sans (g-sec): 1.54 Sps (g-sec): 1.03 per ASCE 11.6 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL (sec): 6.00 ASCE Figures 22-14 through 22-17 Ts: 0.54 Ta (sec): 0.22 Ct * hnx per ASCE Eq. 12.8-7 Tuse (sec): 0.22 - — TL Equivalent Lateral Force Procedure Desian Base Shear per ASCE 12.8 Cs: 0.16 = Sps / (R/IE) per ASCE Eq. 12.8-2 Cs -max: 0.40 = Sol / (Ta*R/IE) for T <= TL per ASCE Eq. 12.8-3 CS -Max,• -- = Sp,*TL / (Ta2*R/IE) for T > TL per ASCE Eq. 12.8-4 Cs -min: 0.05 per ASCE Eq. 12.8-5 Cs -min: -- = 0.5S, / (R/IE) for S, _> 0.6g per ASCE Eq. 12.8-6 Cs -use: 0.16 V : 0.158 W = Cs -use * W per ASCE Eq. 12.8-1 per ASCE 11.4.4 per ASCE 11.4.5 IJQuantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390.01 1511 Third Avenue, Suite 323 esigner: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked By: A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ LIT Hazards by Location Search Information Address: 7609 212th St SW, Edmonds, WA 98026 Coordinates: 47.80731919999999,-122.3362904 Elevation: 429 ft Timestamp: 2022-08-15T21:27:58.465Z Hazard Type: Wind ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year ASCE 7-10 67 mph MRI 10-Year 73 mph MRI25-Year 78 mph MRI50-Year 83 mph MRI 100-Year Risk Category 1 92 mph Risk Category 11 97 mph Risk Category 111 104 mph Risk Category IV 108 mph Risk Category I Risk Category II Risk Category III -IV ales _Sequim Marysville 0 Wh41hn« r. rett tot Is 429 ft Seattle °Redmond r o - Renton ... Gorogle Map data ©2022 Google Report a map error ASCE 7-05 72 mph ASCE 7-05 Wind Speed 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility Wind Loads Criteria ASCE 7-16 Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 97 Figure26.5.1 Exposure Category: B Section 26.7.3 Ground Elevation: 429 ft Wall Ht: 11.5 ft Wind Topographic Factor, Kam_ per Section 26.8 Direction of Wind H H/2 Z H/2 Roof Type: Flat <=3deg Roof Slope: 0.25:12 1.2 DEG Mean Roof HT: 12.0 ft UP TO 160FT Parapet: Yes Parapet Elevation: 24.0 ft UP TO 160FT / D wnwin f r t x Terrain Type: 2-dimensional ridges Direction: Upwind of Crest Lh• DIST UPWIND OF CREST TO HALF HT OF HILL OR ESCARP. H : HE 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 KZt: #DIV/01 EQUATION26.8-1 KZt: 1.00 MANUALLYINPUT Ke: 0.985 ASCE 26.10.1 Kd: 0.85 ASCE 26.6 IJQuantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390.0' 1511 Third Avenue, Suite 323 Designer: MKS Sheet: 1 Seattle, WA 98101 Client: 2812 Arch. Checked By: Wind Loads - Main Wind Force Resisting System ASCE 7-16 Chapter 27.3 Part 1 - Enclosed Simple Diaphragm, h<160ft Wind Load Criteria Risk Category: II Table 1.5-1 Ke: 0.9846 Section 26.10.1 Basic Wind Speed: 97 mph Figure 26.5.1 Kd: 0.85 Section 26.6 Exposure Category: B Section 26.7.3 G: 0.85 Section 26.11 KZt: 1.00 Section 26.8 Wall Height: 11.5 ft Parapet Elevation: 24.0 ft LIB Ratio: f*— t, Short Dimension: 41.3 ft WIND Long Dimension: 72.0 ft Transverse Wind L/B: 0.5729167 m Longitudinal Wind L/B: 1.7 1 PLAN *NOTE: INTERNAL BUILDING PRESSURE CANCEL EACH OTHER OUT IN ENCLOSED BUILDING Wall Pressures: Kh & KZ: 0.570 At Top of Wall gip QkF KZ: 0.57 0 ft to 15 ft q ' GCp Kp: 0.66 At Top of Parapet - g ? �--- L---� Transverse Longitudinal ELEVAT10N Wind Direction Wind Direction Top of Wall: 16.0 psf MIN 16.0 psf MIN ASCE EQ 27.3-1 0 ft to 15 ft Wall: 16.0 psf MIN 16.0 psf MIN ASCE EQ 27.3-1 ASCE 27.1.5 ASCE 27.1.5 Parapet: 33.1 psf (Parapet) ASCE EQ 27.3-3 *Enveloped Leeward and Windward Pressure *All Values Ultimate (multiply x0.6 for ASD) Quantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390 1511 Third Avenue, Suite 323 Designer: MKS Sheet: 2 Seattle, WA 98101 Client: 2812 Arch. Checked Bv: Wind Loads - Main Wind Force Resisting System (Cont.) ASCE 7-16 Chapter 27.3 Part 1 - Enclosed Simple Diaphragm, h<160ft Roof Pressure: Slope: 0.3:12 = 1.2 DEGREES Mean Roof HT: 12.0 ft Building Length: 41.3 ft Normal to Ridge Kh & KZ: 0.570 At Mean Roof Ht FLAT ROOF Windward Pressure LC 1 LC 2 0 to h/2 -10.9 psf 0.3 psf h/2 to h -10.9 psf 0.3 psf h to 2h -7.0 psf 0.3 psf >2h -5.0 psf 0.3 psf Horizontal Projected Pressure: LC 1 LC 2 -0.2 psf 0.0 psf -0.2 psf 0.0 psf -0.1 psf 0.0 psf -0.1 psf 0.0 psf $jiGCP 4 kF q z GCP g k ghccP *Negative indicates pressure away from surface ELEVATION *Total horizontal shear shall not be less than that determined by neglecting roof wind forces *All Values Ultimate (multiply x0.6 for ASD) Roof Overhang (PSF) Po„ h: -18.7 psf -0.4 psf Minimum Total Projected Horizontal Pressure (PSF) 8.0 psf ASCE 27.1.5 Quantum Consulting Engineers LLC Project: BK -Edmonds Date: 8/31/22 Job No: 22390.0' 1511 Third Avenue, Suite 323 Designer: MKS Sheet: 3 Seattle, WA 98101 Client: 2812 Arch. Checked By: Wind Loads - Components and Cladding ASCE 7-16 Chapter 30.3 & 30.5 - Part 1 and Part 3 Enclosed Buildings With h<160 FT Wind Load Criteria Risk Category: II Table 1.5-1 Kd: 0.85 Section 26.6 Basic Wind Speed: 97 mph Figure 26.5.1 Roof Type: Flat Exposure Category: B Section 26.7.3 Roof Slope: 0.3:12 = 1.2 DEG KZt: 1.00 Section 26.8 Mean Roof Height: 12.0 ft Ke: 0.98 Section 26.10.1 Wall Height: 11.5 ft Parapet Height: 12.0 ft Zone Dimensions Least Horiz. BLDG Dimension: 41 ft a: 4.1 ft 2a: 8.3 ft Wall Pressures KZ: 0.575 Table 26.10-1 0-15 ft (PART 3) Kh: 0.570 Table 26.10-1 Effective Wind Area: Zone 4: 800 ft"2 Zone 5: 100 ft^2 At Top of Wall 0 FT TO 15 FT (>60' Bldg) Load Case 4 5 4 5 1 16.0 16.0 2 -16.0 -16.0 16 PSF Min. Wind per 30.2.2 *Negative indicates pressure away from surface *Okay to interpolate between 15ft and top of wall (>60' bldg) *All Values Ultimate (multiply x0.6 for ASD) Roof Pressures Kh: 0.570 Table 26.10-1 Overhang?: No Effective Wind Area: Zone 1: 10 ft"2 Zone 2: 175 ft"2 Zone 1': 10 ft"2 Zone 2e: 10 ft"2 Zone 2n: Zone 2r: Zone 2': Zone (PSF) Load Case 1 1' Load Case 1 2 1 5.5 5.5 2 -21.6 -8.3 Load Case 3 3e 3r 3' 1 10.6 - - - 2 -20.9 - - - Parapet Pressures --------------------- 9.3 10 ft"2 10 ft^2 10 ft"2 2e -20.9 - LLL:V ATION Zone 3: 10 ft^2 Zone 3e: 10 ft^2 Zone 3r: 10 ft^2 Zone 3': 10 ft^2 2n 2r *Negative indicates pressure away from surface *All Values Ultimate (multiply x0.6 for ASD) Zone 4 Zone 5 Windward: 36.9 36.9 Leeward: 32.0 32.0 a Quantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: 4 Seattle, WA 98101 Client: 2812 Arch. Checked By: Wind Loads - Components and Cladding (Cont. ASCE 7-16 Chapter 30 - Part 4 Enclosed Buildings With h<160 F 0.611 � J I 1 g 1 ' ' I I I(D: (D :0I(D 1 1 1 0.6 I ' 1 0.6 I I I s 3 PC -AN ASCE FIG 30.3-2A FLAT/GABLE ROOF 0 <= 7° t * w I Id PLAN ASCE FIG 30.3-2E to I HIP ROOF 70< 0 <= 450 I a i1r..%\ ASCE FIG 30.3-513 Monoslope ROOF 10°< 0 <= 30° 1 1 1 I 1 1 I I 1 1 1 1 I 1 I I 1 I I I � (5lmplitlea) a4 -t ASCE FIG 30.3-213 to D GABLE ROOF 70< 6 <= 450 Q 1 1 I I 1 I 1 0: '1 7 ' v 1 � 1 � a 1 ' ASCE FIG 30.3-5A Monoslope ROOF 3°< 0 <= 100 NOW PLAN ASCE FIG 30.5-1 ROOF H > 60ft, 0 <= 70 I Quantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: 5 Seattle, WA 98101 Client: 2812 Arch. Checked By: A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ LIT Hazards by Location Search Information Address: 7609 212th St SW, Edmonds, WA 98026, USA Coordinates: 47.80731919999999,-122.3362904 Elevation: 429 ft Timestamp: 2022-08-15T21:50:29.062Z Hazard Type: Snow uim ary� vil 0 Whi',,'.„ -nett tot le Is 429 ft A a* ASCE 7-16 ASCE 7-10 Ground Snow Load _______ A 20 Ib/sqft Ground Snow Load ___ A 20 Ib/sqft Seattle 0Redmond 0 Renton Map data ©2022 Google Report a map error ASCE 7-05 Ground Snow Load ______ A 20 Ib/sqft The reported ground snow load applies at The reported ground snow load The reported ground snow load applies at the query location of 429 feet up to a applies at the query location of 429 the query location of 429 feet up to a maximum elevation of 350 feet with a feet up to a maximum elevation of 700 maximum elevation of 700 feet. tolerance of 100 feet. feet. 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. 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. Roof Snow Loading Per IBC 2018 and ASCE 7-16 Structure: Burger King - Edmonds Address: 7609 212th St SW, Edmonds, WA 98026 Roof Designation: Flat Roof w/ Parapet p9 (psf): 20 Ground Snow Load per ASCE Figure 7.2-2 IS: 1.00 per ASCE Table 1.5-2 Flat Roof Snow Loading per ASCE Section 7.3 Terrain Category: B Urban, Suburban, Wooded, Other Terrain w/ closely spaced obstructions per ASCE 26.7.3 (Wind Exposure Definitions) and Table 7-2 Roof Exposure: Partially Exposed Roofs not considered Fully Exposed or Sheltered Ce: 1.00 per ASCE Table 7.3-1 Thermal Condition: All Other Structures Ct: 1.00 per ASCE Table 7.3-2 pminimum (psf): 20 = 20 * Is; pg > 20 psf per ASCE 7.3.4 pf (psf): 14 = 0.7*Ce*Ct*Is*pg per ASCE 7.3 Sloped Roof Snow Loading per ASCE Section 7.4 Roof Slope 012): 0.25/12 = 1.19 deg Warm/Cold Roof: Warm Ct <= 1.0: per ASCE Section 7.4 Slippery Surface: No per ASCE Section 7.4 CS: 1.00 per ASCE Figure 7-2a P. (psf): 14 = CS*pf per ASCE Eq. 7.4-1 Quantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked: Snow Drifting Per IBC 2018 and ASCE 7-16 Structure: Burger King - Edmonds Address: 7609 212th St SW, Edmonds, WA 98026 Roof Designation: Flat Roof w/ Parapet pg (psf): 20 Ground Snow Load ps (psf): 14 Roof Snow Load y (pcf): 16.6 = Minimum of 0.13pg + 14 or 30 pcf: per ASCE Eq. 7.7-1 hb (ft): 0.84 = (ps)/y: per ASCE Section 7.7.1 Cause of Snow Drift: Lower Roof of a Structure per ASCE 7.7.1 Not Applicable Do not fill in the blank r' aaw ASCE Figure 7.7-2 Configuration of Snow Drifts on Lower Roofs ASCE Figure 7.7-1 wme w�nn..■ra Lr...mro L..wwo.�R Drifts Formed at Windward W'ndwvd °n" s160 Slop and Leeward Steps L, (ft): 2.00 lower roof length LU (ft): 0.00 upper roof length (zero if parapet) hproj (ft): 14.00 he (ft): 13.16 he/hb: 15.60 => 0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd (ft): 1.08 < he hd use (ft): 1.1 pd (psf): 17.96 W (ft): 4.33 => LI; drift longer than LI pd @ LI (psf): 10 Leeward Snow Drift Loading per ASCE Section 7.7 hd (ft): 1.44 < he hd Use (ft): 1.4 pd (psf): 23.95 W (ft): 5.77 => LI; drift longer than LI pd @ LI (psf): 16 IJQuantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: hOL Seattle, WA 98101 Client: 2812 Arch. Checked: Snow Drifting Per IBC 2018 and ASCE 7-16 Structure: Burger King - Edmonds Address: 7609 212th St SW, Edmonds, WA 98026 Roof Designation: Flat Roof w/ Parapet pg (psf): 20 Ground Snow Load ps (psf): 14 Roof Snow Load y (pcf): 16.6 = Minimum of 0.13pg + 14 or 30 pcf: per ASCE Eq. 7.7-1 hb (ft): 0.84 = (ps)/y: per ASCE Section 7.7.1 Cause of Snow Drift: Lower Roof of a Structure per ASCE 7.7.1 Not Applicable Do not fill in the blank r' aaw ASCE Figure 7.7-2 Configuration of Snow Drifts on Lower Roofs ASCE Figure 7.7-1 W nd..■ra Lr...mro L..ww [wit Drifts Formed at Windward Windw_"d °n" �» and Leeward Steps s�. L, (ft): 4.00 lower roof length LU (ft): 0.00 upper roof length (zero if parapet) hproj (ft): 14.00 he (ft): 13.16 he/hb: 15.60 => 0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd (ft): 1.08 < he hd use (ft): 1.1 pd (psf): 17.96 W (ft): 4.33 => LI; drift longer than LI pd @ LI (psf): 1 Leeward Snow Drift Loading per ASCE Section 7.7 hd (ft): 1.44 < he hd Use (ft): 1.4 pd (psf): 23.95 W (ft): 5.77 => LI; drift longer than LI pd @ LI (psf): 7 IJQuantum Consulting Engineers LLC Project: BK - Edmonds Date: 8/31/22 Job No: 22390.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: hOL Seattle, WA 98101 Client: 2812 Arch. Checked: BURGER KING EDMONDS REMODEL 7609 212" St SW Edmonds, WA 98026 Quantum Job Number: 22390.01 GRAVITY DESIGN MAIN FLOOR GRAVITY FRAMING KEY PLAN HUG610 HA 6x BEAM T 6x6 P05T GONN. PER 6x BEAM T 6x6 P05T I GONN. PER CANOPY PE MFR., TYP. ROOF GRAVITY FRAMING KEY PLAN IFRTEWEB" JOB SUMMARY REPORT 22390.01 BK - Edmonds Remodel Level Member Name Results Current Solution Comments RBI - Main Entry Beam, 7ft Passed 1 piece(s) 6 x 8 DF No.1 R62 - Drive Thru Beam, 6ft Passed 1 piece(s) 6 x 8 DF No.1 R63 - Dining Beam, lift Passed 1 piece(s) 6 x 10 DF No.1 RB4 - Dining Beam, Two Span Passed 1 piece(s) 6 x 10 DF No.1 P1 - Parapet Stud Post at Drive Thru, 7-0" Passed 2 piece(s) 2 x 6 HF No.2 P2 - Parapet Post at Dining, 8'-0" Passed 1 piece(s) 6 x 6 DF No.1 P3 - Existing Corner Post, 10'-0" Passed 1 piece(s) 6 x 6 DF No.1 P4 - Existing Interior Post, 10'-0" Passed 1 piece(s) 6 x 6 DF No.1 ForteWEB Software Operator Job Notes Maxwell Skotheim Quantum Consulting Engineers (206)957-3906 MSkotheim@quantumce.com 8/31/2022 4:31:05 PM UTC ForteWEB v3.4 Weyerhaeuser File Name: 22390.01 BK - Edmonds Remodel Page 1 / 9 -iAI FORTE YY EB MEMBER REPORT PASSED Level, RB1 - Main Entry Beam, 7ft 1 piece(s) 6 x 8 DF No.1 Overall Length: r' 6' 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) 1202 @ 1 1/2" 10313 (3.00") Passed (12%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 921 @ 10 1/2" 5376 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2105 @ 3' 9" 5930 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.020 @ 3' 9" 0.363 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.064 @ 3' 9" 0.483 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 827 375 1202 None 2 - Trimmer - HF 3.00" 3.00" 1 150" 827 375 1202 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 6" o/c Bottom Edge (Lu) 7' 6" 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 7' 6" N/A 10.4 1 - Uniform (PSF) 0 to 7' 6" (Top) 15' 10.0 - Parapet Wall 2 - Uniform (PSF) 0 to 7' 6" (Top) 4' 15.0 25.0 Roof System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 0/12 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 Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com 8/31/2022 4:31:05 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22390.01 BK - Edmonds Remodel Paget/9 -iAI FORTE YY EB MEMBER REPORT PASSED Level, RB2 - Drive Thru Beam, 6ft 1 piece(s) 6 x 8 DF No.1 Overall Length: 6' 6' 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) 1171 @ 1 1/2" 10313 (3.00") Passed (11%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 856 @ 10 1/2" 5376 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1760 @ 3' 3" 5930 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.018 @ 3' 3" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.040 @ 3' 3" 0.417 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 651 520 1171 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 651 520 1171 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 6" o/c Bottom Edge (Lu) 6' 6" 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 6' 6" N/A 10.4 1 - Uniform (PSF) 0 to 6' 6" (Top) 15' 10.0 - Parapet Wall 2 - Uniform (PSF) 0 to 6' 6" (Top) 4' 10.0 40.0 Canopy System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 0/12 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 Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com 8/31/2022 4:31:05 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22390.01 BK - Edmonds Remodel Page 3/9 -iAI FORTE YY EB MEMBER REPORT PASSED Level, RB3 - Dining Beam, lift 1 piece(s) 6 x 10 DF No.1 Overall Length: 11' 6' PW* M Ivl All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1571 @ 1 1/2" 10313 (3.00") Passed (15%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1286 @ 1' 1/2" 6810 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4323 @ 5' 9" 10703 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.052 @ 5' 9" 0.563 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.157 @ 5' 9" 1 0.750 1 Passed (L/862) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 1054 518 1571 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 1054 518 1571 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 6" o/c Bottom Edge (Lu) 11' 6" 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 11' 6" N/A 13.2 1 - Uniform (PSF) 0 to 11' 6" (Top) 15' 10.0 - Parapet Wall 2 - Uniform (PSF) 0 to 11' 6" (Top) 2' 10.0 45.0 Canopy System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 0/12 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 Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com 8/31/2022 4:31:05 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22390.01 BK - Edmonds Remodel Page 4/9 -iAIFORTEWEB MEMBER REPORT Level, RB4 - Dining Beam, Two Span 1 piece(s) 6 x 10 DF No.1 PASSED Overall Length: 18' 0 0 81 3„ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3036 @ 9' 4 1/2" 6683 (3.00") Passed (45%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1306 @ 8' 5 1/2" 6810 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -2705 @ 9' 4 1/2" 10703 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.014 @ 4' 3 15/16" 0.463 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.035 @ 4' 2 7/16" 0.617 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 674 352 1027 None 2 - Beam - HF 3.00" 3.00" 1.50" 2036 1000 3036 Blocking 3 - Trimmer - HF 3.00" 3.00" 1.50" 588 318 907 None • rsiocKmg raneis are assumea co carry no ioaas appnea airecoy aoove mem ano me ruu ioaa is appnea io me member Deing aesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 18' o/c Bottom Edge (Lu) 18' 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' N/A 13.2 1 - Uniform (PSF) 0 to 18' (Top) 15' 10.0 - Parapet Wall 2 - Uniform (PSF) 0 to 18' (Top) 2' 10.0 45.0 Canopy System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso 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 Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com 8/31/2022 4:31:05 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22390.01 BK - Edmonds Remodel Page 5/9 it FORTE rr GB MEMBER REPORT Level, P1 - Parapet Stud Post at Drive Thru, 7-0" 2 piece(s) 2 x 6 HIF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: V Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (53%) -- -- Compression (Ibs) 1171 5003 Passed (23%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 1171 6683 Passed (18%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (lbs) 44 2640 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 2187 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.01 @ mid -span 0.66 Passed (L/5803) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.11 1 Passed (11%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments Ill 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2015 Design Methodology : Aso • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Snow Vertical Load Tributary Width (0.90) (1.15) Comments 1 - Point (lb) N/A 651 520 Linked from: RB2 - Drive Thru Beam, 6ft, Support 1 Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com 8/31/2022 4:31:05 PM UTC AForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22390.01 BK - Edmonds Remodel Page 6/9 -iAI FORTE YY EB MEMBER REPORT PASSED Level, P2 - Parapet Post at Dining, 8'-0" 1 piece(s) 6 x 6 DF No.1 19 Drawing is Conceptual Post Height: 8' Design Results Actual Allowed Result LDF Load: Combination Slenderness 17 50 Passed (35%) -- -- Compression (Ibs) 1572 27326 Passed (6%) 1.15 1.0 D + 1.0 S Base Bearing (Ibs) 1572 12251 Passed (13%) -- 1.0 D + 1.0 S Bending/Compression 0.04 1 Passed (4%) 1.15 1.0 D + 1.0 S • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. supports Type Material Member Type : Free Standing Post Base Plate Hem Fir Building Code : IBC 2015 Design Methodology : ASD Max Unbraced Length Comments Full Member Length No bracing assumed. Dead Snow Vertical Load (0.90) (1.15) Comments 1 - Point (lb) 1054 518 Linked from: RB3 - Dining Beam, lift, Support 1 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 Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com 8/31/2022 4:31:05 PM UTC AForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22390.01 BK - Edmonds Remodel Page 7/9 -iAI FORTE YY EB MEMBER REPORT PASSED Level, P3 - Existing Corner Post, 10'-0" 1 piece(s) 6 x 6 DF No.1 19 Drawing is Conceptual Post Height: 10' Design Results Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (44%) -- -- Compression (Ibs) 2598 22314 Passed (12%) 1.15 1.0 D + 1.0 S Base Bearing (Ibs) 2598 12251 Passed (21%) -- 1.0 D + 1.0 S Bending/Compression 0.06 1 Passed (6%) 1.15 1.0 D + 1.0 S • Input axial load eccentricity for this design is 10% of applicable member side dimension. • Applicable calculations are based on NDS. supports Type Material Member Type : Free Standing Post Base Plate Hem Fir Building Code : IBC 2015 Design Methodology : ASD Max Unbraced Length Comments Full Member Length No bracing assumed. Snow Vertical Loads (1.15) Comments 1 -Point (lb) 1054 518 Linked from: RB3 - Dining Beam, lift, Support 1 2 - Point (lb) 674 352 Linked from: R134 - Dining Beam, Two Span, Support 1 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 Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com 8/31/2022 4:31:05 PM UTC AForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22390.01 BK - Edmonds Remodel Page 8/9 -iAI FORTE YY EB MEMBER REPORT PASSED Level, P4 - Existing Interior Post, 10'-0" 1 piece(s) 6 x 6 DF No.1 19 Drawing is Conceptual Post Height: 10' Design Results Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (44%) Compression (Ibs) 3036 22314 Passed (14%) 1.15 1.0 D + 1.0 S Base Bearing (Ibs) 3036 12251 Passed (25%) -- 1.0 D + 1.0 S Bending/Compression 0.07 1 Passed (7%) 1.15 1.0 D + 1.0 S • Input axial load eccentricity for this design is 10% of applicable member side dimension. • Applicable calculations are based on NDS. supports Type Material Member Type : Free Standing Post Base Plate Hem Fir Building Code : IBC 2015 Design Methodology : ASD Max Unbraced Length Comments Full Member Length No bracing assumed. Dead Snow Vertical Load (0.90) (1.15) Comments 1 - Point (lb) 2036 1000 Linked froRB4 -Dining Beam, Two Spanm:upport 2 , S 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 Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com 8/31/2022 4:31:05 PM UTC AForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22390.01 BK - Edmonds Remodel Page 9/9 Design Method Allowable Stress Design (ASD) Connection Type Lateral loading Fastener Type Bolt Loading Scenario Single Shear - Wood Main Member Main Member Typell Douglas Fir -Larch Main Member Thickness - Other (in inches) -- 5.5 Main Member: Angle of Load to Grain p Side Member Typell Douglas Fir -Larch Side Member Thickness - Other (in inches) -- 5.5 Side Member: Angle of Load to Grain 90 Fastener Diameter 3/4 in. Load Duration Factor I C D = 1.1.5 Wet Service Factor CM = 1.0 Temperature Factor LS=L= 1.0 Connection Yield Modes Im 53131bs. Is 24671bs. II 1751 lbs. IIIm 20201bs. IIIs 13241bs. IV 11 1180lbs. jI Adjusted ASD Capacity 1180 lbs. • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. BURGER KING EDMONDS REMODEL 7609 212" St SW Edmonds, WA 98026 Quantum Job Number: 22390.01 PARAPET & CANOPY DESIGN Y Z A X �I -49 / -294.1 \ 447.1 / 7.4 294.1 / 49 44 4 -49 / -294.1 447.1 / 7.4 294.1 / 4 44 .7 / 45.5 Envelope Only Solution Reaction and Moment Units are Ibs and kip-ft (Enveloped) Quantum Consulting Engineers 2ft Canopy SK-1 MKS Aug 31, 2022 2ft Canopy.r3d Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:05:23 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 2ft Canopy Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphraqm 1 N 1 0 0 1.999667 2 N2 11.499667 0 1.999667 3 N3 0 0 0 4 N4 11.499667 0 0 5 N5 0.5 3 0 6 N6 10.999667 3 0 7 N8 0.5 0 1.999667 8 N9 10.999667 0 1.999667 9 N 10 10.999667 0 0 10 N11 0.5 0 0 11 N 12 0.5 0 1.499667 12 N 13 10.999667 0 1.499667 13 N14 11.499667 0 1.499667 14 N 15 0 0 1.499667 Node Boundary Conditions Node Label X Win Y Win Z Win Z Rot k-ft/rad 1 N3 2 N4 3 N5 Reaction Reaction Reaction Reaction 4 N6 Reaction Reaction Reaction Reaction 5 N11 Reaction Reaction Reaction 6 N10 Reaction Reaction Reaction Member Distributed Loads (BLC 1 : Self weight) Member Label Direction Start Magnitude k/ft, F, ksf, k-ft/ft End Magnitude k/ft, F, ksf, k-ft/ft Start Location ft, % End Location ft, Ill M1 I Y 1 0 1 0 0 1 %100 Member Distributed Loads (BLC 3: Snow load) Member Label Direction Start Magnitude fk/ft. F. ksf. k-ft/ft1End Maanitude fk/ft. F. ksf. k-ft/ftlStart Location f(ft. %)lEnd Location f(ft. %)l 121 M6 I Y 1 -0.024 1 -0.024 1 0 1 %100 1 Member Distributed Loads (BLC 4: BLC 2 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M2 Y -0.003 -0.002 0 2.3 2 M2 Y -0.002 -0.003 2.3 4.6 3 M2 Y -0.003 -0.003 4.6 6.9 4 M2 Y -0.003 -0.002 6.9 9.2 5 M2 Y -0.002 -0.003 9.2 11.5 6 M6 Y -0.008 -0.007 0 2.3 7 M6 Y -0.007 -0.008 2.3 4.6 8 M6 Y -0.008 -0.008 4.6 6.9 9 M6 Y -0.008 -0.007 6.9 9.2 10 M6 Y -0.007 -0.008 9.2 11.5 11 M9 Y -0.01 -0.01 0 0.5 12 M 10 Y -0.009 -0.01 0 2.1 13 M 10 Y -0.01 -0.01 2.1 4.2 14 M 10 Y -0.01 -0.01 4.2 6.3 RISA-3D Version 19 [ 2ft Canopy.r3d ] Page 1 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:05:23 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 2ft Canopy Member Distributed Loads (BLC 4: BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1151 M10 I Y -0.01 -0.01 6.3 8.4 161 M10 Y -0.01 -0.009 8.4 10.5 1171 M11 Y -0.01 -0.01 0 0.5 Member Distributed Loads (BLC 6: BLC 3 Transient Area Loads) Member Label Direction Start Maqnitude [k/ft, F, ksf, k-ft/ft] End Maqnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)l 1 M10 Y -0.022 -0.025 0 2.1 2 M10 Y -0.025 -0.025 2.1 4.2 3 M10 Y -0.025 -0.025 4.2 6.3 4 M10 Y -0.025 -0.025 6.3 8.4 5 M 10 Y -0.025 -0.022 8.4 10.5 6 M11 Y -0.025 -0.025 0 0.5 7 M2 Y -0.007 -0.006 0 2.3 8 M2 Y -0.006 -0.006 2.3 4.6 9 M2 Y -0.006 -0.006 4.6 6.9 10 M2 Y -0.006 -0.006 6.9 9.2 11 M2 Y -0.006 -0.007 9.2 11.5 12 M6 Y -0.02 -0.018 0 2.3 13 M6 Y -0.018 -0.02 2.3 4.6 14 M6 Y -0.02 -0.02 4.6 6.9 15 M6 Y -0.02 -0.018 6.9 9.2 16 M6 Y -0.018 -0.02 9.2 11.5 17 M9 Y -0.025 -0.025 0 0.5 Member Distributed Loads (BLC 7 : BLC 5 Transient Area Loads) Member Label Direction Start Magnitude k/ft, F, ksf, k-ft/ft End Magnitude k/ft, F, ksf, k-ft/ftStart Location ft, % End Location ft, 1 M2 Y 0.004 0.003 0 2.3 2 M2 Y 0.003 0.004 2.3 4.6 3 M2 Y 0.004 0.004 4.6 6.9 4 M2 Y 0.004 0.003 6.9 9.2 5 M2 Y 0.003 0.004 9.2 11.5 6 M6 Y 0.012 0.011 0 2.3 7 M6 Y 0.011 0.012 2.3 4.6 8 M6 Y 0.012 0.012 4.6 6.9 9 M6 Y 0.012 0.011 6.9 9.2 10 M6 Y 0.011 0.012 9.2 11.5 11 M9 Y 0.015 0.015 0 0.5 12 M10 Y 0.013 0.015 0 2.1 13 M10 Y 0.015 0.015 2.1 4.2 14 M10 Y 0.015 0.015 4.2 6.3 15 M10 Y 0.015 0.015 6.3 8.4 16 M10 Y 0.015 0.013 8.4 10.5 17 M11 Y 0.015 0.015 0 0.5 Member Area Loads (BLC 2: Dead Load) Node A Node B Node C Node D Direction Load Direction Magnitude ks 1 N1 N3 N4 N2 Y A-B -0.01 RISA-3D Version 19 [ 2ft Canopy.r3d ] Page 2 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:05:23 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 2ft Canopy Member Area Loads (BLC 3: Snow load) Node A Node B Node C Node D Direction Load Direction Magnitude ks 1 N1 I N3 I N4 I N2 Y I A-B -0.025 Member Area Loads (BLC 5: Wind Uplift) Node A Node B Node C Node D Direction Load Direction Magnitude ks 1 N1 N3 N4 N2 Y A-B 0.015 Basic Load Cases BLC Descrintion Cateoory Y Gravity Distributed Area(Member) 1 Self weight DL -1 1 2 Dead Load DL 1 3 Snow load SL 2 1 4 BLC 2 Transient Area Loads None 17 5 Wind Uplift WL 1 6 BLC 3 Transient Area Loads None 17 71 BLC 5 Transient Area Loads None 17 Load Combinations Descrintion Solve P-Delta BLC Factor BLC Factor BLC BLC Factor BLC Factor BLC 1 IBC 16-8 Yes Y DL 1 2 IBC 16-10 b Yes Y DL 1 SL 1 SLN 3 IBC 16-11 b Yes Y DL 1 ILL LLS SL 0.75 SLN 4 IBC 16-12 a s Yes Y DL 1 WL 0.6 5 IBC 16-12 a b Yes Y DL 1 WL -0.6 6 IBC 16-13 a a Yes Y DL 1 WL 0.45 ILL ILLS 7 IBC 16-13 a b Yes Y DL 1 WL -0.45 ILL ILLS 8 IBC 16-13 b a Yes Y DL 1 WL 0.45 ILL ILLS SL 0.75 SLN 191 IBC 16-13 b b Yes Y DL 1 WL -0.45 ILL ILLS SL 0.75 SLN 1101 IBC 16-15 a Yes Y DL 0.6 WL 0.6 1111 IBC 16-15 b Yes Y DL 0.6 WL -0.6 Load Combination Design Descrintion CD Service Hot Rolled Cold Formed Wood Cnncrete Masonry Aluminum Stainless Connection 1 IBC 16-8 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-10 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-11 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-12 a a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-12 a b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-13 a a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-13 a b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-13 b a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-13 b b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-15 a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-15 b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Node Reactions LC Node Label X[lb] Y[lb] Z[lb] MX k-ft MY k-ft MZ k-ft 1 1 1 N5 -0.844 213.891-138.346 0 0 0 121 1 1 N6 1 0.844 1 213.8821 -138.34 1 0 1 0 1 0 RISA-3D Version 19 [ 2ft Canopy.r3d ] Page 3 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:05:23 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 2ft Canopy Node Reactions (Continued) LC Node Label X [lb] Y [Ibj Z [Ibj MX [k-ft] MY [k-ftj MZ [k-ftj 3 1 N 11 0.899 163.433 138.346 0 0 0 4 1 N10 -0.899 163.443 138.34 0 0 0 5 1 Totals: 0 754.649 0 6 1 COG ft: X: 5.75 Y: 0.06 Z: 1.1 7 2 N5 -2.413 447.086 -294.101 0 0 0 8 2 N6 2.413 447.055 -294.08 0 0 0 9 2 N 11 2.641 447.673 294.101 0 0 0 10 2 N10 -2.641 447.708 294.08 0 0 0 11 2 Totals: 0 1789.523 0 12 2 COG ft: X: 5.75 Y: 0.025 Z: 0.986 13 3 N5 -2.021 388.786 -255.162 0 0 0 14 3 N6 2.021 388.761 -255.145 0 0 0 15 3 N 11 2.206 376.614 255.162 0 0 0 16 3 N10 -2.206 376.643 255.145 0 0 0 17 3 Totals: 0 1530.805 0 18 3 COG ft: X: 5.75 Y: 0.03 Z: 1 19 4 N5 -0.687 162.993 -104.349 0 0 0 20 4 N6 0.687 162.993 -104.348 0 0 0 21 4 N11 0.738 110.851 104.349 0 0 0 22 4 N10 -0.738 110.852 104.348 0 0 0 23 4 Totals: 0 547.689 0 24 4 COG ft: X: 5.75 Y: 0.082 Z: 1.143 25 5 N5 -1.001 264.788 -172.342 0 0 0 26 5 N6 1.001 264.772 -172.331 0 0 0 27 5 N 11 1.061 216.015 172.342 0 0 0 28 5 N10 -1.061 216.034 172.331 0 0 0 29 5 Totals: 0 961.608 0 30 5 COG ft: X: 5.75 Y: 0.047 Z: 1.075 31 6 N5 -0.726 175.718 -112.848 0 0 0 32 6 N6 0.726 175.715 -112.846 0 0 0 33 6 N 11 0.778 123.997 112.848 0 0 0 34 6 N10 -0.778 124 112.846 0 0 0 35 6 Totals: 0 599.429 0 36 6 COG ft: X: 5.75 Y: 0.075 Z: 1.13 37 7 N5 -0.962 252.064 -163.843 0 0 0 38 7 N6 0.962 252.049 -163.833 0 0 0 39 7 N 11 1.021 202.869 163.843 0 0 0 40 7 N10 -1.021 202.886 163.833 0 0 0 41 7 Totals: 0 909.869 0 42 7 COG ft: X: 5.75 Y: 0.05 Z: 1.08 43 8 N5 -1.903 350.612 -229.665 0 0 0 44 8 N6 1.903 350.593 -229.652 0 0 0 45 8 N 11 2.084 337.179 229.665 0 0 0 46 8 N10 -2.084 337.201 229.652 0 0 0 47 8 Totals: 0 1375.585 0 48 8 COG ft: X: 5.75 Y: 0.033 Z: 1.002 49 9 N5 -2.139 426.961 -280.66 0 0 0 50 9 N6 2.139 426.93 -280.639 0 0 0 51 9 N 11 2.327 416.049 280.66 0 0 0 52 9 N10 -2.327 416.085 280.639 0 0 0 53 9 Totals: 0 1686.024 0 54 9 COG ft: X: 5.75 Y: 0.027 Z: 0.999 55 10 N5 -0.349 77.437 -49.011 0 0 0 56 10 N6 0.349 77.44 -49.012 0 0 0 57 10 N 11 0.378 45.478 49.011 0 0 0 RISA-3D Version 19 [ 2ft Canopy.r3d j Page 4 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:05:23 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 2ft Canopy Node Reactions (Continued) LC Node Label X [lb] Y [Ib] Z [Ib] MX [k-ft] MY [k-ft] MZ [k-ft] 58 10 N 10 -0.378 45.475 49.012 0 0 0 59 10 Totals: 0 245.83 0 60 10 COG ft: X: 5.75 Y: 0.11 Z: 1.196 61 11 N5 -0.664 179.23 -117.004 0 0 0 62 11 N6 0.664 179.217 -116.995 0 0 0 63 11 N 11 0.701 150.643 117.004 0 0 0 64 11 N 10 -0.701 150.658 116.995 0 0 0 65 11 Totals: 0 659.749 0 66 11 COG ft: X: 5.75 Y: 0.041 Z: 1.064 Node Displacements LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 1 N 1 0 0.001 0 4.185e-5 -1.874e-7 -3.358e-4 2 1 N2 0 0.001 0 4.185e-5 1.873e-7 3.358e-4 3 1 N3 0 0.002 0 4.704e-5 3.808e-6 -3.358e-4 4 1 N4 0 0.002 0 4.704e-5 -3.808e-6 3.358e-4 5 1 N5 0 0 0 1.668e-4 1.709e-4 0 6 1 N6 0 0 0 1.668e-4 -1.709e-4 0 7 1 N8 0 0 0 -7.864e-5 1.335e-5 -2.369e-4 8 1 N9 0 0 0 -7.864e-5 -1.335e-5 2.369e-4 9 1 N 10 0 0 0 4.704e-5 -5.677e-6 3.367e-4 10 1 N 11 0 0 0 4.704e-5 5.677e-6 -3.367e-4 11 1 N 12 0 -0.001 0 6.768e-6 -2.111 e-7 -2.618e-4 12 1 N 13 0 -0.001 0 6.769e-6 2.11 e-7 2.618e-4 13 1 N 14 0 0.001 0 4.29e-5 7.931 e-7 3.358e-4 14 1 N 15 0 0.001 0 4.29e-5 -7.932e-7 -3.358e-4 15 2 N 1 0 0.003 0 1.608e-4 -5.428e-7 -1.164e-3 16 2 N2 0 0.003 0 1.608e-4 5.424e-7 1.164e-3 17 2 N3 0 0.007 0 1.686e-4 1.117e-5 -1.164e-3 18 2 N4 0 0.007 0 1.686e-4 -1.117e-5 1.164e-3 19 2 N5 0 0 0 1.438e-4 4.85e-4 0 20 2 N6 0 0 0 1.438e-4 -4.85e-4 0 21 2 N8 0 -0.001 0 -9.47e-6 3.437e-5 -6.723e-4 22 2 N9 0 -0.001 0 -9.469e-6 -3.437e-5 6.723e-4 23 2 N 10 0 0 0 1.686e-4 -1.665e-5 1.165e-3 24 2 N11 0 0 0 1.686e-4 1.665e-5 -1.165e-3 25 2 N 12 0 -0.001 0 1.888e-5 -6.145e-7 -7.955e-4 26 2 N 13 0 -0.001 0 1.888e-5 6.141 e-7 7.955e-4 27 2 N 14 0 0.004 0 1.621 e-4 2.322e-6 1.164e-3 28 2 N 15 0 0.004 0 1.621 e-4 -2.322e-6 -1.164e-3 29 3 N 1 0 0.002 0 1.311 e-4 -4.539e-7 -9.567e-4 30 3 N2 0 0.002 0 1.311 e-4 4.536e-7 9.567e-4 31 3 N3 0 0.006 0 1.382e-4 9.329e-6 -9.567e-4 32 3 N4 0 0.006 0 1.382e-4 -9.33e-6 9.567e-4 33 3 N5 0 0 0 1.495e-4 4.065e-4 0 34 3 N6 0 0 0 1.495e-4 -4.065e-4 0 35 3 N8 0 -0.001 0 -2.676e-5 2.911 a-5 -5.634e-4 36 3 N9 0 -0.001 0 -2.676e-5 -2.911e-5 5.634e-4 37 3 N 10 0 0 0 1.382e-4 -1.391 e-5 9.581 e-4 38 3 N 11 0 0 0 1.382e-4 1.391 e-5 -9.581 a-4 39 3 N 12 0 -0.001 0 1.585e-5 -5.136e-7 -6.621 e-4 40 3 N 13 0 -0.001 0 1.585e-5 5.133e-7 6.621 a-4 41 3 N 14 0 0.003 0 1.323e-4 1.939e-6 9.567e-4 42 3 N15 0 0.003 0 1.323e-4 -1.94e-6 -9.567e-4 43 4 N1 0 0.001 0 1.569e-5 -1.53e-7 -2.044e-4 RISA-3D Version 19 [ 2ft Canopy.r3d ] Page 5 Company Quantum Consulting Engineers 8/31/2022 IIIRI Si4 Designer :MKS hAM Job Number Checked By A NEMETSCHEK COMPANY Model Name : 2ft Canopy Node Displacements (Continued) LC Node Label X [in] Y [inj Z [inj X Rotation [radl Y Rotation [rad] Z Rotation [radj 441 4 1 N2 0 0.001 0 1.569e-5 1.53e-7 2.044e-4 45 4 N3 0 0.001 0 2.014e-5 3.122e-6 -2.044e-4 46 4 N4 0 0.001 0 2.014e-5 -3.122e-6 2.044e-4 47 4 N5 0 0 0 1.718e-4 1.388e-4 0 48 4 N6 0 0 0 1.718e-4 -1.388e-4 0 49 4 N8 0 0 0 -9.385e-5 1.055e-5 -1.924e-4 50 4 N9 0 0 0 -9.385e-5 -1.055e-5 1.924e-4 51 4 N 10 0 0 0 2.014e-5 -4.654e-6 2.052e-4 52 4 N 11 0 0 0 2.014e-5 4.654e-6 -2.052e-4 53 4 N 12 0 0 0 5.778e-6 -1.726e-7 -1.956e-4 54 4 N 13 0 0 0 5.778e-6 1.726e-7 1.956e-4 55 4 N 14 0 0.001 0 1.665e-5 6.498e-7 2.044e-4 56 4 N15 0 0.001 0 1.665e-5 -6.498e-7 -2.044e-4 57 5 N1 0 0.001 0 6.802e-5 -2.219e-7 -4.672e-4 58 5 N2 0 0.001 0 6.802e-5 2.216e-7 4.672e-4 59 5 N3 0 0.003 0 7.394e-5 4.494e-6 -4.672e-4 60 5 N4 0 0.003 0 7.394e-5 -4.494e-6 4.672e-4 61 5 N5 0 0 0 1.617e-4 2.031e-4 0 62 5 N6 0 0 0 1.617e-4 -2.031e-4 0 63 5 N8 0 -0.001 0 -6.343e-5 1.614e-5 -2.814e-4 64 5 N9 0 -0.001 0 -6.343e-5 -1.614e-5 2.814e-4 65 5 N 10 0 0 0 7.394e-5 -6.7e-6 4.682e-4 66 5 N 11 0 0 0 7.394e-5 6.7e-6 -4.682e-4 67 5 N 12 0 -0.001 0 7.759e-6 -2.496e-7 -3.281 e-4 68 5 N 13 0 -0.001 0 7.759e-6 2.494e-7 3.281 a-4 69 5 N 14 0 0.001 0 6.916e-5 9.363e-7 4.672e-4 70 5 N 15 0 0.001 0 6.916e-5 -9.365e-7 -4.672e-4 71 6 N1 0 0.001 0 2.223e-5 -1.616e-7 -2.373e-4 72 6 N2 0 0.001 0 2.223e-5 1.616e-7 2.373e-4 73 6 N3 0 0.001 0 2.686e-5 3.293e-6 -2.373e-4 74 6 N4 0 0.001 0 2.686e-5 -3.293e-6 2.373e-4 75 6 N5 0 0 0 1.706e-4 1.468e-4 0 76 6 N6 0 0 0 1.706e-4 -1.468e-4 0 77 6 N8 0 0 0 -9.005e-5 1.125e-5 -2.035e-4 78 6 N9 0 0 0 -9.005e-5 -1.125e-5 2.035e-4 79 6 N 10 0 0 0 2.686e-5 -4.91 a-6 2.381 e-4 80 6 N 11 0 0 0 2.686e-5 4.91 a-6 -2.381 e-4 81 6 N 12 0 0 0 6.026e-6 -1.823e-7 -2.121 e-4 82 6 N 13 0 0 0 6.026e-6 1.822e-7 2.121 e-4 83 6 N 14 0 0.001 0 2.321 a-5 6.856e-7 2.373e-4 84 6 N 15 0 0.001 0 2.321 a-5 -6.857e-7 -2.373e-4 85 7 N 1 0 0.001 0 6.148e-5 -2.133e-7 -4.343e-4 86 7 N2 0 0.001 0 6.148e-5 2.131 e-7 4.343e-4 87 7 N3 0 0.003 0 6.721e-5 4.322e-6 -4.343e-4 88 7 N4 0 0.003 0 6.722e-5 -4.323e-6 4.343e-4 89 7 N5 0 0 0 1.629e-4 1.95e-4 0 90 7 N6 0 0 0 1.629e-4 -1.95e-4 0 91 7 N8 0 -0.001 0 -6.724e-5 1.544e-5 -2.703e-4 92 7 N9 0 -0.001 0 -6.723e-5 -1.544e-5 2.703e-4 93 7 N 10 0 0 0 6.722e-5 -6.445e-6 4.353e-4 94 7 N 11 0 0 0 6.721 e-5 6.444e-6 -4.353e-4 95 7 N 12 0 -0.001 0 7.511 a-6 -2.4e-7 -3.115e-4 96 7 N13 0 -0.001 0 7.512e-6 2.398e-7 3.115e-4 971 7 N 14 0 0.001 0 6.26e-5 9.005e-7 4.343e-4 981 7 N 15 1 0 1 0.001 1 0 1 6.259e-5 -9.007e-7 -4.343e-4 RISA-3D Version 19 [ 2ft Canopy.r3d ] Page 6 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:05:23 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 2ft Canopy Node Displacements (Continued) LC Node Label X [in] Y [inj Z [inj X Rotation [radl Y Rotation [rad] Z Rotation [radj 991 8 1 N 1 0 0.002 0 1.114e-4 -4.281 e-7 -8.582e-4 100 8 N2 0 0.002 0 1.114e-4 4.279e-7 8.582e-4 101 8 N3 0 0.005 0 1.181e-4 8.815e-6 -8.582e-4 102 8 N4 0 0.005 0 1.181 a-4 -8.815e-6 8.582e-4 103 8 N5 0 0 0 1.533e-4 3.824e-4 0 104 8 N6 0 0 0 1.533e-4 -3.824e-4 0 105 8 N8 0 -0.001 0 -3.817e-5 2.702e-5 -5.3e-4 106 8 N9 0 -0.001 0 -3.817e-5 -2.702e-5 5.3e-4 107 8 N 10 0 0 0 1.181 a-4 -1.314e-5 8.595e-4 108 8 N 11 0 0 0 1.181 e-4 1.314e-5 -8.594e-4 109 8 N 12 0 -0.001 0 1.511 a-5 -4.848e-7 -6.124e-4 110 8 N 13 0 -0.001 0 1.511 a-5 4.845e-7 6.124e-4 111 8 N 14 0 0.003 0 1.126e-4 1.832e-6 8.582e-4 112 8 N 15 0 0.003 0 1.126e-4 -1.832e-6 -8.582e-4 113 9 N1 0 0.003 0 1.507e-4 -4.797e-7 -1.055e-3 114 9 N2 0 0.003 0 1.507e-4 4.794e-7 1.055e-3 115 9 N3 0 0.006 0 1.584e-4 9.844e-6 -1.055e-3 116 9 N4 0 0.006 0 1.584e-4 -9.844e-6 1.055e-3 117 9 N5 0 0 0 1.457e-4 4.306e-4 0 118 9 N6 0 0 0 1.457e-4 -4.306e-4 0 119 9 N8 0 -0.001 0 -1.536e-5 3.121 e-5 -5.968e-4 120 9 N9 0 -0.001 0 -1.536e-5 -3.121 a-5 5.968e-4 121 9 N 10 0 0 0 1.584e-4 -1.468e-5 1.057e-3 122 9 N11 0 0 0 1.584e-4 1.468e-5 -1.057e-3 123 9 N 12 0 -0.001 0 1.659e-5 -5.425e-7 -7.118e-4 124 9 N 13 0 -0.001 0 1.659e-5 5.421 e-7 7.118e-4 125 9 N 14 0 0.004 0 1.52e-4 2.047e-6 1.055e-3 126 9 N15 0 0.004 0 1.52e-4 -2.047e-6 -1.055e-3 127 10 N1 0 0 0 -1.054e-6 -7.807e-8 -7.012e-5 128 10 N2 0 0 0 -1.054e-6 7.81 a-8 7.012e-5 129 10 N3 0 0 0 1.322e-6 1.599e-6 -7.012e-5 130 10 N4 0 0 0 1.322e-6 -1.599e-6 7.012e-5 131 10 N5 0 0 0 1.051 a-4 7.043e-5 0 132 10 N6 0 0 0 1.051e-4 -7.043e-5 0 133 10 N8 0 0 0 -6.239e-5 5.215e-6 -9.761e-5 134 10 N9 0 0 0 -6.239e-5 -5.215e-6 9.761e-5 135 10 N 10 0 0 0 1.322e-6 -2.383e-6 7.052e-5 136 10 N 11 0 0 0 1.322e-6 2.383e-6 -7.052e-5 137 10 N 12 0 0 0 3.071 e-6 -8.819e-8 -9.084e-5 138 10 N 13 0 0 0 3.071 e-6 8.823e-8 9.084e-5 139 10 N 14 0 0 0 -5.113e-7 3.326e-7 7.012e-5 140 10 N 15 0 0 0 -5.11 e-7 -3.326e-7 -7.012e-5 141 11 N1 0 0.001 0 5.128e-5 -1.469e-7 -3.328e-4 142 11 N2 0 0.001 0 5.128e-5 1.467e-7 3.329e-4 143 11 N3 0 0.002 0 5.512e-5 2.971 e-6 -3.328e-4 144 11 N4 0 0.002 0 5.513e-5 -2.971 e-6 3.329e-4 145 11 N5 0 0 0 9.497e-5 1.347e-4 0 146 11 N6 0 0 0 9.497e-5 -1.347e-4 0 147 11 N8 0 0 0 -3.198e-5 1.08e-5 -1.866e-4 148 11 N9 0 0 0 -3.198e-5 -1.08e-5 1.866e-4 149 11 N 10 0 0 0 5.513e-5 -4.429e-6 3.335e-4 150 11 N 11 0 0 0 5.512e-5 4.429e-6 -3.335e-4 151 11 N 12 0 0 0 5.052e-6 -1.652e-7 -2.234e-4 152 11 N 13 0 0 0 5.052e-6 1.65e-7 2.234e-4 153 11 N 14 0 0.001 0 5.2e-5 6.191 a-7 3.329e-4 RISA-3D Version 19 [ 2ft Canopy.r3d ] Page 7 Company Quantum Consulting Engineers 8/31/2022 IIIRI Si4 Designer :MKS hAM Job Number Checked By A NEMETSCHEK COMPANY Model Name : 2ft Canopy Node Displacements (Continued) LC Node Label X in Y Pril Z [inj X Rotation [rad] Y Rotation [rad] Z Rotation rad 1541 11 1 N 15 1 0 0.001 0 5.2e-5-6.192e-7-3.328e-4 Envelope Node Reactions Node Label X rlbl LC Y rlbl LC Z rlbl LC MX rk-ftl LC MY rk-ftl LC MZ rk-ftl LC 1 N5 max -0.349 10 447.086 2 -49.011 10 0 11 0 11 0 5 2 min -2.413 2 77.437 10 294.101 2 0 1 0 1 0 2 3 N6 max 2.413 2 447.055 2 -49.012 10 0 11 0 11 0 2 4 min 0.349 10 77.44 10 -294.08 2 0 1 0 1 0 5 5 N11 max 2.641 2 447.673 2 294.101 2 0 11 0 11 0 11 6 min 0.378 10 45.478 10 49.011 10 0 1 0 1 0 1 7 N10 max -0.378 10 447.708 2 294.08 2 0 11 0 11 0 11 8 min -2.641 2 45.475 10 49.012 10 0 1 0 1 0 1 9 Totals: max 0 11 1789.523 2 0 10 10 min 0 9 245.83 10 0 8 Envelope Node Displacements Node Label X rinl LC Y finl LC Z rinl LC X Rotation rradl LC Y Rotation fradl LC Z Rotation rradl LC 1 N1 max 0 10 0.003 2 0 2 1.608e-4 2 -7.807e-8 10 -7.012e-5 10 2 min 0 2 0 10 0 10 -1.054e-6 10 -5.428e-7 2 -1.164e-3 2 3 N2 max 0 2 0.003 2 0 2 1.608e-4 2 5.424e-7 2 1.164e-3 2 4 min 0 10 0 10 0 10 -1.054e-6 10 7.81e-8 10 7.012e-5 10 5 N3 max 0 10 0.007 2 0 2 1.686e-4 2 1.117e-5 2 -7.012e-5 10 6 min 0 2 0 10 0 10 1.322e-6 10 1.599e-6 10 -1.164e-3 2 7 N4 max 0 2 0.007 2 0 2 1.686e-4 2 -1.599e-6 10 1.164e-3 2 8 min 0 10 0 10 0 10 1.322e-6 10 -1.117e-5 2 7.012e-5 10 9 N5 max 0 2 0 10 0 2 1.718e-4 4 4.85e-4 2 0 2 10 min 0 10 0 2 0 10 9.497e-5 11 7.043e-5 10 0 5 11 N6 max 0 10 0 10 0 2 1.718e-4 4 -7.043e-5 10 0 5 12 min 0 2 0 2 0 10 9.497e-5 11 -4.85e-4 2 0 2 13 N8 max 0 10 0 10 0 10 -9.47e-6 2 3.437e-5 2 -9.761 a-5 10 14 min 0 2 -0.001 2 0 2 -9.385e-5 4 5.215e-6 10 -6.723e-4 2 15 N9 max 0 2 0 10 0 10 -9.469e-6 2 -5.215e-6 10 6.723e-4 2 16 min 0 10 -0.001 2 0 2 -9.385e-5 4 -3.437e-5 2 9.761e-5 10 17 N 10 max 0 2 0 10 0 10 1.686e-4 2 -2.383e-6 10 1.165e-3 2 18 min 0 10 0 2 0 2 1.322e-6 10 -1.665e-5 2 7.052e-5 10 19 N11 max 0 10 0 10 0 10 1.686e-4 2 1.665e-5 2 -7.052e-5 10 20 min 0 2 0 2 0 2 1.322e-6 10 2.383e-6 10 -1.165e-3 2 21 N 12 max 0 2 0 10 0 10 1.888e-5 2 -8.819e-8 10 -9.084e-5 10 22 min 0 10 -0.001 2 0 2 3.071e-6 10 -6.145e-7 2 -7.955e-4 2 23 N 13 max 0 10 0 10 0 10 1.888e-5 2 6.141 a-7 2 7.955e-4 2 24 min 0 2 -0.001 2 0 2 3.071e-6 10 8.823e-8 10 9.084e-5 10 25 N 14 max 0 10 0.004 2 0 2 1.621 e-4 2 2.322e-6 2 1.164e-3 2 26 min 0 2 0 10 0 10 -5.113e-7 10 3.326e-7 10 7.012e-5 10 271 N 15 max 0 2 0.004 2 0 2 1.621 e-4 2 -3.326e-7 10 -7.012e-5 10 281 min 0 10 0 10 0 10 -5.11e-7 10 -2.322e-6 2 -1.164e-3 2 Member Primary Data I ahel I Node .I Node RotatP(denl SPctinn/Shang TvnP nPsinn 1 iSt Material nPsinn Ruh- 1 M1 N3 N1 180 C6X10.5 Beam Channel A36 Gr.36 Typical 2 M2 N1 N2 180 C6X10.5 Beam Channel A36 Gr.36 T pical 3 M3 N2 N4 180 C6X10.5 Beam Channel A36 Gr.36 T ical 4 M4 N8 N5 1.25" dia. VBrace Channel A36 Gr.36 T ical RISA-3D Version 19 [ 2ft Canopy.r3d ] Page 8 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:05:23 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 2ft Canopy Member Primary Data (Continued) Label I Node J Node Rotate(deq) Section/Shape Type Desiqn List Material Desiqn Rule 51 M5 N9 N6 1.25" dia. VBrace Channel A36 Gr.36 Typical 6 M6 N3 N4 C6X10.5 Beam Channel A36 Gr.36 Typical 7 M7 N8 N11 MC4X13.8 Beam Channel A36 Gr.36 Typical 8 M8 N9 N10 180 MC4X13.8 Beam Channel A36 Gr.36 Typical 9 M9 N15 N12 180 MC4X13.8 Beam Channel A36 Gr.36 Typical 10 M10 N12 N13 180 MC4X13.8 Beam Channel IA36 Gr.36 Typical 11 M11 N13 N14 180 MC4X13.8 Beam Channel IA36 Gr.361 Typical RISA-3D Version 19 [ 2ft Canopy.r3d ] Page 9 Y Z A X �I -80.6 / -653.9 \ 622.4 81.3 653.9 / 80.6 739.3 / 36.4 -80.6 / -653.8 622.4 81.3 653.8 / 80.6 9.1 / 36.4 Envelope Only Solution Reaction and Moment Units are Ibs and kip-ft (Enveloped) Quantum Consulting Engineers 4ft Canopy SK-1 MKS Aug 31, 2022 4ft Canopy.r3d Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:10:05 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 4ft Canopy Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphraqm 1 N 1 0 0 3.999667 2 N2 10.499667 0 3.999667 3 N3 0 0 0 4 N4 10.499667 0 0 5 N5 0.5 3.75 0 6 N6 9.999667 3.75 0 7 N8 0.5 0 3.999667 8 N9 9.999667 0 3.999667 9 N 10 9.999667 0 0 10 N11 0.5 0 0 11 N 12 0.5 0 3.499667 12 N 13 9.999667 0 3.499667 013 N14 10.499667 0 3.499667 14 N 15 0 0 3.499667 Node Boundary Conditions Node Label X Win Y Win Z Win Z Rot k-ft/rad 1 N3 2 N4 3 N5 Reaction Reaction Reaction Reaction 4 N6 Reaction Reaction Reaction Reaction 5 N11 Reaction Reaction Reaction 6 N10 Reaction Reaction Reaction Member Distributed Loads (BLC 1 : Self weight) Member Label Direction Start Magnitude k/ft, F, ksf, k-ft/ft End Magnitude k/ft, F, ksf, k-ft/ft Start Location ft, % End Location ft, Ill M1 I Y 1 0 1 0 0 1 %100 Member Distributed Loads (BLC 3: Snow load) Member Label Direction Start Magnitude fk/ft. F. ksf. k-ft/ft1End Maanitude fk/ft. F. ksf. k-ft/ftlStart Location f(ft. %)lEnd Location f(ft. %)l 121 M6 I Y 1 -0.048 1 -0.048 1 0 1 %100 1 Member Distributed Loads (BLC 4: BLC 2 Transient Area Loads) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M2 Y -0.002 -0.003 0 2.1 2 M2 Y -0.003 -0.002 2.1 4.2 3 M2 Y -0.002 -0.002 4.2 6.3 4 M2 Y -0.002 -0.003 6.3 8.4 5 M2 Y -0.003 -0.002 8.4 10.5 6 M6 Y -0.015 -0.019 0 2.1 7 M6 Y -0.019 -0.018 2.1 4.2 8 M6 Y -0.018 -0.018 4.2 6.3 9 M6 Y -0.018 -0.019 6.3 8.4 10 M6 Y -0.019 -0.015 8.4 10.5 11 M9 Y -0.02 -0.02 2.498e-16 0.5 12 M 10 Y -0.02 -0.021 0 1.9 13 M 10 Y -0.021 -0.018 1.9 3.8 14 M 10 Y -0.018 -0.018 3.8 5.7 RISA-3D Version 19 [ 4ft Canopy.r3d ] Page 1 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:10:05 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 4ft Canopy Member Distributed Loads (BLC 4: BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End Magnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1151 M 10 I Y -0.018 -0.021 5.7 7.6 161 M 10 Y -0.021 -0.02 7.6 9.5 1171 M11 Y -0.02 -0.02 1.249e-16 0.5 Member Distributed Loads (BLC 6: BLC 3 Transient Area Loads) Member Label Direction Start Maqnitude [k/ft, F, ksf, k-ft/ft] End Maqnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %)] End Location [(ft, %)l 1 M 10 Y -0.051 -0.052 0 1.9 2 M 10 Y -0.052 -0.045 1.9 3.8 3 M 10 Y -0.045 -0.046 3.8 5.7 4 M 10 Y -0.046 -0.052 5.7 7.6 5 M 10 Y -0.052 -0.051 7.6 9.5 6 M11 Y -0.05 -0.05 1.249e-16 0.5 7 M2 Y -0.005 -0.007 0 2.1 8 M2 Y -0.007 -0.006 2.1 4.2 9 M2 Y -0.006 -0.006 4.2 6.3 10 M2 Y -0.006 -0.007 6.3 8.4 11 M2 Y -0.007 -0.005 8.4 10.5 12 M6 Y -0.038 -0.048 0 2.1 13 M6 Y -0.048 -0.045 2.1 4.2 14 M6 Y -0.045 -0.045 4.2 6.3 15 M6 Y -0.045 -0.048 6.3 8.4 16 M6 Y -0.048 -0.038 8.4 10.5 17 M9 Y -0.05 -0.05 2.498e-16 0.5 Member Distributed Loads (BLC 7 : BLC 5 Transient Area Loads) Member Label Direction Start Magnitude k/ft, F, ksf, k-ft/ft End Magnitude k/ft, F, ksf, k-ft/ftStart Location ft, % End Location ft, 1 M2 Y 0.003 0.004 0 2.1 2 M2 Y 0.004 0.004 2.1 4.2 3 M2 Y 0.004 0.004 4.2 6.3 4 M2 Y 0.004 0.004 6.3 8.4 5 M2 Y 0.004 0.003 8.4 10.5 6 M6 Y 0.023 0.029 0 2.1 7 M6 Y 0.029 0.027 2.1 4.2 8 M6 Y 0.027 0.027 4.2 6.3 9 M6 Y 0.027 0.029 6.3 8.4 10 M6 Y 0.029 0.023 8.4 10.5 11 M9 Y 0.03 0.03 2.498e-16 0.5 12 M 10 Y 0.031 0.031 0 1.9 13 M 10 Y 0.031 0.027 1.9 3.8 14 M 10 Y 0.027 0.027 3.8 5.7 15 M 10 Y 0.027 0.031 5.7 7.6 16 M 10 Y 0.031 0.031 7.6 9.5 17 M11 Y 0.03 0.03 1.249e-16 0.5 Member Area Loads (BLC 2: Dead Load) Node A Node B Node C Node D Direction Load Direction Magnitude ks 1 N1 N3 N4 N2 Y A-B -0.01 RISA-3D Version 19 [ 4ft Canopy.r3d ] Page 2 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:10:05 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 4ft Canopy Member Area Loads (BLC 3: Snow load) Node A Node B Node C Node D Direction Load Direction Magnitude ks 1 N1 I N3 I N4 I N2 Y I A-B -0.025 Member Area Loads (BLC 5: Wind Uplift) Node A Node B Node C Node D Direction Load Direction Magnitude ks 1 N1 N3 N4 N2 Y A-B 0.015 Basic Load Cases BLC Descrintion Cateoory Y Gravity Distributed Area(Member) 1 Self weight DL -1 1 2 Dead Load DL 1 3 Snow load SL 2 1 4 BLC 2 Transient Area Loads None 17 5 Wind Uplift WL 1 6 BLC 3 Transient Area Loads None 17 71 BLC 5 Transient Area Loads None 17 Load Combinations Descrintion Solve P-Delta BLC Factor BLC Factor BLC BLC Factor BLC Factor BLC 1 IBC 16-8 Yes Y DL 1 2 IBC 16-10 b Yes Y DL 1 SL 1 SLN 3 IBC 16-11 b Yes Y DL 1 ILL LLS SL 0.75 SLN 4 IBC 16-12 a s Yes Y DL 1 WL 0.6 5 IBC 16-12 a b Yes Y DL 1 WL -0.6 6 IBC 16-13 a a Yes Y DL 1 WL 0.45 ILL ILLS 7 IBC 16-13 a b Yes Y DL 1 WL -0.45 ILL ILLS 8 IBC 16-13 b a Yes Y DL 1 WL 0.45 ILL ILLS SL 0.75 SLN 191 IBC 16-13 b b Yes Y DL 1 WL -0.45 ILL ILLS SL 0.75 SLN 1101 IBC 16-15 a Yes Y DL 0.6 WL 0.6 1111 IBC 16-15 b Yes Y DL 0.6 WL -0.6 Load Combination Design Descrintion CD Service Hot Rolled Cold Formed Wood Cnncrete Masonry Aluminum Stainless Connection 1 IBC 16-8 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-10 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-11 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-12 a a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-12 a b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-13 a a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-13 a b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-13 b a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-13 b b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-15 a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-15 b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Node Reactions LC Node Label X[lb] Y[lb] Z[lb] MX k-ft MY k-ft MZ k-ft 1 1 1 N5 -0.118 290.578-299.727 0 0 0 121 1 1 N6 1 0.118 1 290.5511 -299.699 1 0 1 0 1 0 RISA-3D Version 19 [ 4ft Canopy.r3d ] Page 3 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:10:05 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 4ft Canopy Node Reactions (Continued) LC Node Label X [lb] Y [Ibj Z [Ibj MX [k-ft] MY [k-ftj MZ [k-ftj 3 1 N 11 -0.071 220.632 299.727 0 0 0 4 1 N 10 0.071 220.597 299.699 0 0 0 5 1 Totals: 0 1022.357 0 6 1 COG ft: X: 5.25 Y: 0.084 Z: 2.199 7 2 N5 -0.359 622.45 -653.88 0 0 0.001 8 2 N6 0.359 622.357 -653.781 0 0 -0.001 9 2 N 11 -0.054 739.266 653.88 0 0 0 10 2 N 10 0.054 739.143 653.781 0 0 0 11 2 Totals: 0 2723.216 0 12 2 COG ft: X: 5.249 Y: 0.032 Z: 1.801 13 3 N5 -0.299 539.478 -565.342 0 0 0.001 14 3 N6 0.299 539.401 -565.261 0 0 -0.001 15 3 N 11 -0.058 609.612 565.342 0 0 0 16 3 N 10 0.058 609.51 565.261 0 0 0 17 3 Totals: 0 2298.001 0 18 3 COG ft: X: 5.249 Y: 0.037 Z: 1.845 19 4 N5 -0.1 197.537 -200.452 0 0 0 20 4 N6 0.1 197.534 -200.449 0 0 0 21 4 N 11 -0.026 124.667 200.452 0 0 0 22 4 N 10 0.026 124.663 200.449 0 0 0 23 4 Totals: 0 644.401 0 24 4 COG ft: X: 5.25 Y: 0.133 Z: 2.333 25 5 N5 -0.136 383.622 -399.002 0 0 0 26 5 N6 0.136 383.571 -398.948 0 0 0 27 5 N 11 -0.115 316.594 399.002 0 0 0 28 5 N 10 0.115 316.527 398.948 0 0 0 29 5 Totals: 0 1400.314 0 30 5 COG ft: X: 5.249 Y: 0.061 Z: 2.137 31 6 N5 -0.105 220.797 -225.271 0 0 0 32 6 N6 0.105 220.788 -225.261 0 0 0 33 6 N 11 -0.037 148.658 225.271 0 0 0 34 6 N 10 0.037 148.647 225.261 0 0 0 35 6 Totals: 0 738.89 0 36 6 COG ft: X: 5.25 Y: 0.116 Z: 2.287 37 7 N5 -0.132 360.36 -374.184 0 0 0 38 7 N6 0.132 360.316 -374.136 0 0 0 39 7 N 11 -0.104 292.604 374.184 0 0 0 40 7 N 10 0.104 292.545 374.136 0 0 0 41 7 Totals: 0 1305.824 0 42 7 COG ft: X: 5.249 Y: 0.066 Z: 2.149 43 8 N5 -0.285 469.69 -490.886 0 0 0.001 44 8 N6 0.285 469.631 -490.824 0 0 -0.001 45 8 N 11 -0.025 537.645 490.886 0 0 0 46 8 N 10 0.025 537.567 490.824 0 0 0 47 8 Totals: 0 2014.534 0 48 8 COG ft: X: 5.25 Y: 0.043 Z: 1.827 49 9 N5 -0.312 609.267 -639.798 0 0 0.001 50 9 N6 0.312 609.173 -639.697 0 0 -0.001 51 9 N 11 -0.091 681.577 639.798 0 0 0 52 9 N 10 0.091 681.452 639.697 0 0 0 53 9 Totals: 0 2581.468 0 54 9 COG ft: X: 5.249 Y: 0.033 Z: 1.859 55 10 N5 -0.053 81.306 -80.561 0 0 0 56 10 N6 0.053 81.314 -80.569 0 0 0 57 10 N 11 0.002 36.413 80.561 0 0 0 RISA-3D Version 19 [ 4ft Canopy.r3d j Page 4 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:10:05 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 4ft Canopy Node Reactions (Continued) LC Node Label X [Ib] Y [Ib] Z [Ib] MX [k-ft] MY [k-ft] MZ [k-ft] 58 10 N 10 -0.002 36.424 80.569 0 0 0 59 10 Totals: 0 235.458 0 60 10 COG ft: X: 5.25 Y: 0.219 Z: 2.566 61 11 N5 -0.089 267.383 -279.112 0 0 0 62 11 N6 0.089 267.343 -279.07 0 0 0 63 11 N11 -0.087 228.349 279.112 0 0 0 64 11 N 10 0.087 228.296 279.07 0 0 0 65 11 Totals: 0 991.371 0 66 11 COG ft: X: 5.249 Y: 0.052 Z: 2.111 Node Displacements LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 1 N 1 0 -0.001 0 4.053e-5 0 -3.853e-4 2 1 N2 0 -0.001 0 4.053e-5 0 3.853e-4 3 1 N3 0 0.002 0 7.567e-5 -1.212e-6 -3.853e-4 4 1 N4 0 0.002 0 7.567e-5 1.211 a-6 3.853e-4 5 1 N5 0 0 0 7.418e-4 8.892e-5 0 6 1 N6 0 0 0 7.418e-4 -8.892e-5 0 7 1 N8 0 -0.002 0 -3.436e-4 2.382e-5 -1.65le-4 8 1 N9 0 -0.002 0 -3.436e-4 -2.382e-5 1.65le-4 9 1 N 10 0 0 0 7.567e-5 1.458e-6 3.868e-4 10 1 N11 0 0 0 7.567e-5 -1.459e-6 -3.868e-4 11 1 N12 0 -0.002 0 -3.957e-5 1.87e-8 -1.928e-4 12 1 N13 0 -0.002 0 -3.957e-5 -1.976e-8 1.928e-4 13 1 N 14 0 0 0 4.33e-5 -1.278e-7 3.853e-4 14 1 N 15 0 0 0 4.33e-5 1.268e-7 -3.853e-4 15 2 N1 0 -0.001 0 2.004e-4 -3.817e-8 -1.717e-3 16 2 N2 0 -0.001 0 2.004e-4 3.446e-8 1.717e-3 17 2 N3 0 0.01 0 2.476e-4 -8.605e-7 -1.717e-3 18 2 N4 0 0.01 0 2.476e-4 8.56e-7 1.717e-3 19 2 N5 0 0 0 7.192e-4 2.53e-4 0 20 2 N6 0 0 0 7.192e-4 -2.53e-4 0 21 2 N8 0 -0.003 0 -2.316e-4 5.464e-5 -4.643e-4 22 2 N9 0 -0.003 0 -2.316e-4 -5.464e-5 4.643e-4 23 2 N 10 0 0 0 2.476e-4 1.035e-6 1.72e-3 24 2 N11 0 0 0 2.476e-4 -1.039e-6 -1.72e-3 25 2 N 12 0 -0.004 0 -6.967e-5 -1.473e-8 -6.212e-4 26 2 N 13 0 -0.004 0 -6.965e-5 1.101 a-8 6.212e-4 27 2 N 14 0 0.001 0 2.038e-4 -6.664e-8 1.717e-3 28 2 N 15 0 0.001 0 2.038e-4 6.298e-8 -1.717e-3 29 3 N 1 0 -0.001 0 1.604e-4 -3.014e-8 -1.384e-3 30 3 N2 0 -0.001 0 1.604e-4 2.71 e-8 1.384e-3 31 3 N3 0 0.008 0 2.046e-4 -9.484e-7 -1.384e-3 32 3 N4 0 0.008 0 2.046e-4 9.447e-7 1.384e-3 33 3 N5 0 0 0 7.248e-4 2.12e-4 0 34 3 N6 0 0 0 7.248e-4 -2.12e-4 0 35 3 N8 0 -0.003 0 -2.596e-4 4.694e-5 -3.895e-4 36 3 N9 0 -0.003 0 -2.596e-4 -4.693e-5 3.895e-4 37 3 N 10 0 0 0 2.046e-4 1.141 e-6 1.387e-3 38 3 N11 0 0 0 2.046e-4 -1.144e-6 -1.387e-3 39 3 N 12 0 -0.004 0 -6.214e-5 0 -5.141 e-4 40 3 N 13 0 -0.004 0 -6.213e-5 0 5.141 e-4 41 3 N 14 0 0 0 1.637e-4 -8.193e-8 1.384e-3 42 3 N15 0 0 0 1.637e-4 7.893e-8 -1.384e-3 43 4 N 1 0 0 0 6.961 a-6 0 -1.524e-4 RISA-3D Version 19 [ 4ft Canopy.r3d ] Page 5 Company Quantum Consulting Engineers 8/31/2022 IIIRI Si4 Designer :MKS hAM Job Number Checked By A NEMETSCHEK COMPANY Model Name : 4ft Canopy Node Displacements (Continued) LC Node Label X [in] Y [inj Z [inj X Rotation [radl Y Rotation [rad] Z Rotation [radj 441 4 1 N2 0 0 0 6.961 a-6 0 1.524e-4 45 4 N3 0 0.001 0 3.861 a-5 -4.377e-7 -1.524e-4 46 4 N4 0 0.001 0 3.86e-5 4.376e-7 1.524e-4 47 4 N5 0 0 0 7.445e-4 7.179e-5 0 48 4 N6 0 0 0 7.445e-4 -7.179e-5 0 49 4 N8 0 -0.001 0 -3.677e-4 1.649e-5 -1.322e-4 50 4 N9 0 -0.001 0 -3.677e-4 -1.649e-5 1.322e-4 51 4 N 10 0 0 0 3.86e-5 5.276e-7 1.537e-4 52 4 N 11 0 0 0 3.861 a-5 -5.277e-7 -1.537e-4 53 4 N 12 0 -0.001 0 -2.495e-5 0 -1.348e-4 54 4 N 13 0 -0.001 0 -2.495e-5 0 1.348e-4 55 4 N 14 0 0 0 9.527e-6 -4.074e-8 1.524e-4 56 4 N15 0 0 0 9.528e-6 4.064e-8 -1.524e-4 57 5 N 1 0 -0.001 0 7.41 e-5 0 -6.183e-4 58 5 N2 0 -0.001 0 7.41 e-5 0 6.183e-4 59 5 N3 0 0.004 0 1.127e-4 -1.987e-6 -6.183e-4 60 5 N4 0 0.004 0 1.127e-4 1.984e-6 6.183e-4 61 5 N5 0 0 0 7.391 a-4 1.06e-4 0 62 5 N6 0 0 0 7.391e-4 -1.06e-4 0 63 5 N8 0 -0.002 0 -3.195e-4 3.115e-5 -1.98e-4 64 5 N9 0 -0.002 0 -3.195e-4 -3.114e-5 1.98e-4 65 5 N 10 0 0 0 1.127e-4 2.389e-6 6.2e-4 66 5 N 11 0 0 0 1.127e-4 -2.391 a-6 -6.2e-4 67 5 N 12 0 -0.003 0 -5.42e-5 3.603e-8 -2.508e-4 68 5 N 13 0 -0.003 0 -5.419e-5 -3.805e-8 2.508e-4 69 5 N 14 0 0 0 7.707e-5 -2.149e-7 6.183e-4 70 5 N 15 0 0 0 7.707e-5 2.129e-7 -6.183e-4 71 6 N1 0 0 0 1.535e-5 0 -2.106e-4 72 6 N2 0 0 0 1.535e-5 0 2.106e-4 73 6 N3 0 0.001 0 4.787e-5 -6.313e-7 -2.106e-4 74 6 N4 0 0.001 0 4.787e-5 6.309e-7 2.106e-4 75 6 N5 0 0 0 7.438e-4 7.607e-5 0 76 6 N6 0 0 0 7.438e-4 -7.607e-5 0 77 6 N8 0 -0.001 0 -3.616e-4 1.832e-5 -1.404e-4 78 6 N9 0 -0.001 0 -3.616e-4 -1.832e-5 1.404e-4 79 6 N10 0 0 0 4.787e-5 7.603e-7 2.12e-4 80 6 N 11 0 0 0 4.787e-5 -7.607e-7 -2.12e-4 81 6 N 12 0 -0.001 0 -2.861 a-5 0 -1.493e-4 82 6 N 13 0 -0.001 0 -2.86e-5 0 1.493e-4 83 6 N 14 0 0 0 1.797e-5 -6.251 a-8 2.106e-4 84 6 N 15 0 0 0 1.797e-5 6.217e-8 -2.106e-4 85 7 N 1 0 -0.001 0 6.571 a-5 0 -5.6e-4 86 7 N2 0 -0.001 0 6.57e-5 0 5.6e-4 87 7 N3 0 0.003 0 1.035e-4 -1.793e-6 -5.6e-4 88 7 N4 0 0.003 0 1.035e-4 1.791 e-6 5.6e-4 89 7 N5 0 0 0 7.398e-4 1.018e-4 0 90 7 N6 0 0 0 7.398e-4 -1.018e-4 0 91 7 N8 0 -0.002 0 -3.255e-4 2.931 a-5 -1.898e-4 92 7 N9 0 -0.002 0 -3.256e-4 -2.931e-5 1.898e-4 93 7 N 10 0 0 0 1.035e-4 2.156e-6 5.617e-4 94 7 N 11 0 0 0 1.035e-4 -2.158e-6 -5.617e-4 95 7 N 12 0 -0.002 0 -5.054e-5 3.17e-8 -2.363e-4 96 7 N 13 0 -0.002 0 -5.053e-5 -3.348e-8 2.363e-4 971 7 N 14 0 0 0 6.863e-5 -1.931 a-7 5.6e-4 981 7 N 15 1 0 1 0 1 0 1 6.863e-5 1.914e-7 -5.6e-4 RISA-3D Version 19 [ 4ft Canopy.r3d ] Page 6 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:10:05 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 4ft Canopy Node Displacements (Continued) LC Node Label X [in] Y [inj Z [inj X Rotation [radj Y Rotation [rad] Z Rotation [radj 991 8 1 N 1 0 0 0 1.353e-4 -3.221 e-8 -1.21 a-3 100 8 N2 0 0 0 1.353e-4 2.988e-8 1.21 a-3 101 8 N3 0 0.007 0 1.768e-4 -3.676e-7 -1.2le-3 102 8 N4 0 0.007 0 1.768e-4 3.648e-7 1.21 e-3 103 8 N5 0 0 0 7.269e-4 1.991 a-4 0 104 8 N6 0 0 0 7.268e-4 -1.991e-4 0 105 8 N8 0 -0.003 0 -2.776e-4 4.144e-5 -3.648e-4 106 8 N9 0 -0.003 0 -2.776e-4 -4.144e-5 3.648e-4 107 8 N 10 0 0 0 1.768e-4 4.426e-7 1.212e-3 108 8 N11 0 0 0 1.768e-4 -4.452e-7 -1.212e-3 109 8 N 12 0 -0.003 0 -5.117e-5 -1.937e-8 -4.706e-4 110 8 N 13 0 -0.003 0 -5.116e-5 1.704e-8 4.706e-4 111 8 N 14 0 0 0 1.383e-4 -1.662e-8 1.21 a-3 112 8 N 15 0 0 0 1.383e-4 1.432e-8 -1.21 a-3 113 9 N1 0 -0.001 0 1.856e-4 -2.808e-8 -1.559e-3 114 9 N2 0 -0.001 0 1.856e-4 2.432e-8 1.559e-3 115 9 N3 0 0.009 0 2.324e-4 -1.529e-6 -1.559e-3 116 9 N4 0 0.009 0 2.324e-4 1.525e-6 1.559e-3 117 9 N5 0 0 0 7.228e-4 2.248e-4 0 118 9 N6 0 0 0 7.228e-4 -2.248e-4 0 119 9 N8 0 -0.003 0 -2.415e-4 5.243e-5 -4.142e-4 120 9 N9 0 -0.003 0 -2.415e-4 -5.243e-5 4.142e-4 121 9 N 10 0 0 0 2.324e-4 1.838e-6 1.561 a-3 122 9 N11 0 0 0 2.324e-4 -1.843e-6 -1.561 a-3 123 9 N 12 0 -0.004 0 -7.312e-5 0 -5.576e-4 124 9 N 13 0 -0.004 0 -7.31 e-5 -1.04e-8 5.576e-4 125 9 N 14 0 0 0 1.89e-4 -1.472e-7 1.559e-3 126 9 N15 0 0 0 1.89e-4 1.435e-7 -1.559e-3 127 10 N 1 0 0 0 -9.251 a-6 0 1.737e-6 128 10 N2 0 0 0 -9.25e-6 0 -1.739e-6 129 10 N3 0 0 0 8.336e-6 4.713e-8 1.737e-6 130 10 N4 0 0 0 8.337e-6 -4.674e-8 -1.739e-6 131 10 N5 0 0 0 4.478e-4 3.622e-5 0 132 10 N6 0 0 0 4.478e-4 -3.622e-5 0 133 10 N8 0 0 0 -2.302e-4 6.962e-6 -6.611e-5 134 10 N9 0 0 0 -2.302e-4 -6.963e-6 6.611e-5 135 10 N10 0 0 0 8.337e-6 -5.567e-8 -1.02e-6 136 10 N11 0 0 0 8.336e-6 5.602e-8 1.018e-6 137 10 N 12 0 0 0 -9.123e-6 0 -5.772e-5 138 10 N 13 0 0 0 -9.124e-6 0 5.772e-5 139 10 N 14 0 0 0 -7.792e-6 1.039e-8 -1.739e-6 140 10 N 15 0 0 0 -7.792e-6 -1.007e-8 1.737e-6 141 11 N 1 0 -0.001 0 5.789e-5 0 -4.641 a-4 142 11 N2 0 -0.001 0 5.789e-5 0 4.641 a-4 143 11 N3 0 0.003 0 8.247e-5 -1.502e-6 -4.641e-4 144 11 N4 0 0.003 0 8.247e-5 1.5e-6 4.641 e-4 145 11 N5 0 0 0 4.424e-4 7.048e-5 0 146 11 N6 0 0 0 4.424e-4 -7.048e-5 0 147 11 N8 0 -0.001 0 -1.821 a-4 2.162e-5 -1.32e-4 148 11 N9 0 -0.001 0 -1.82le-4 -2.162e-5 1.32e-4 149 11 N 10 0 0 0 8.247e-5 1.806e-6 4.652e-4 150 11 N11 0 0 0 8.247e-5 -1.807e-6 -4.652e-4 151 11 N 12 0 -0.002 0 -3.836e-5 2.855e-8 -1.737e-4 152 11 N 13 0 -0.002 0 -3.835e-5 -3.015e-8 1.737e-4 153 11 N 14 0 0 0 5.975e-5 -1.638e-7 4.641 e-4 RISA-3D Version 19 [ 4ft Canopy.r3d ] Page 7 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:10:05 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 4ft Canopy Node Displacements (Continued) LC Node Label X in Yin Z in X Rotation [rad] Y Rotation [rad] Z Rotation rad 1541 11 1 N 15 0 0 0 5.975e-5 1.622e-7 -4.641 e-4 Envelope Node Reactions Node Label X rlbl LC Y rlbl LC Z rlbl LC MX fk-ftl LC MY rk-ftl LC MZ rk-ftl LC 1 N5 max -0.053 10 622.45 2 -80.561 10 0 11 0 11 0.001 2 2 min -0.359 2 81.306 10 -653.88 2 0 1 0 1 0 10 3 N6 max 0.359 2 622.357 2 -80.569 10 0 11 0 11 0 10 4 min 0.053 10 81.314 10 653.781 2 0 1 0 1 -0.001 2 5 N11 max 0.002 10 739.266 2 653.88 2 0 11 0 11 0 11 6 min -0.115 5 36.413 10 80.561 10 0 1 0 1 0 1 7 N10 max 0.115 5 739.143 2 653.781 2 0 11 0 11 0 11 8 min -0.002 10 36.424 10 80.569 10 0 1 0 1 0 1 9 Totals: max 0 7 2723.216 2 0 10 10 min 0 8 235.458 10 0 2 Envelope Node Displacements Node Label X finl LC Y finl LC Z finl LC X Rotation fradl LC Y Rotation fradl LC Z Rotation fradl LC 1 N1 max 0 11 0 10 0 10 2.004e-4 2 0 11 1.737e-6 10 2 min 0 2 -0.001 5 0 5 -9.251e-6 10 -3.817e-8 2 -1.717e-3 2 3 N2 max 0 8 0 10 0 10 2.004e-4 2 3.446e-8 2 1.717e-3 2 4 min 0 5 -0.001 5 0 5 -9.25e-6 10 0 11 -1.739e-6 10 5 N3 max 0 5 0.01 2 0 10 2.476e-4 2 4.713e-8 10 1.737e-6 10 6 min 0 10 0 10 0 5 8.336e-6 10 -1.987e-6 5 -1.717e-3 2 7 N4 max 0 10 0.01 2 0 10 2.476e-4 2 1.984e-6 5 1.717e-3 2 8 min 0 5 0 10 0 5 8.337e-6 10 -4.674e-8 10 -1.739e-6 10 9 N5 max 0 2 0 10 0 2 7.445e-4 4 2.53e-4 2 0 10 10 min 0 10 0 2 0 10 4.424e-4 11 3.622e-5 10 0 2 11 N6 max 0 10 0 10 0 2 7.445e-4 4 -3.622e-5 10 0 2 12 min 0 2 0 2 0 10 4.424e-4 11 -2.53e-4 2 0 10 13 N8 max 0 11 0 10 0 10 -1.821 a-4 11 5.464e-5 2 -6.611 a-5 10 14 min 0 2 -0.003 2 0 2 -3.677e-4 4 6.962e-6 10 -4.643e-4 2 15 N9 max 0 8 0 10 0 10 -1.821 a-4 11 -6.963e-6 10 4.643e-4 2 16 min 0 5 -0.003 2 0 2 -3.677e-4 4 -5.464e-5 2 6.611e-5 10 17 N10 max 0 10 0 10 0 10 2.476e-4 2 2.389e-6 5 1.72e-3 2 18 min 0 5 0 2 0 2 8.337e-6 10 -5.567e-8 10 -1.02e-6 10 19 N11 max 0 5 0 10 0 10 2.476e-4 2 5.602e-8 10 1.018e-6 10 20 min 0 10 0 2 0 2 8.336e-6 10 -2.391e-6 5 -1.72e-3 2 21 N 12 max 0 10 0 10 0 10 -9.123e-6 10 3.603e-8 5 -5.772e-5 10 22 min 0 9 -0.004 2 0 2 -7.312e-5 9 -1.937e-8 8 -6.212e-4 2 23 N 13 max 0 5 0 10 0 10 -9.124e-6 10 1.704e-8 8 6.212e-4 2 24 min 0 8 -0.004 2 0 2 -7.31e-5 9 -3.805e-8 5 5.772e-5 10 25 N 14 max 0 5 0.001 2 0 10 2.038e-4 2 1.039e-8 10 1.717e-3 2 26 min 0 10 0 5 0 5 -7.792e-6 10 -2.149e-7 5 -1.739e-6 10 271 N 15 max 0 10 0.001 2 0 10 2.038e-4 2 2.129e-7 5 1.737e-6 10 281 in 0 5 0 5 0 5 -7.792e-6 10 -1.007e-8 10 -1.717e-3 2 Member Primary Data I ahel I Node .I Node RotatP(denl SPctinn/Shang TvnP nPsinn 1 iSt Material nPsinn Ruh- 1 M1 N3 N1 180 C6X10.5 Beam Channel A36 Gr.36 Typical 2 M2 N1 N2 180 C6X10.5 Beam Channel A36 Gr.36 T pical 3 M3 N2 N4 180 C6X10.5 Beam Channel A36 Gr.36 T ical 4 M4 N8 N5 1.25" dia. VBrace Channel A36 Gr.36 T ical RISA-3D Version 19 [ 4ft Canopy.r3d ] Page 8 Company Quantum Consulting Engineers 8/31/2022 IIRISA Designer :MKS 9:10:05 AM Job Number : Checked By ANEMETSCHEKCOMPANY Model Name : 4ft Canopy Member Primary Data (Continued) Label I Node J Node Rotate(deq) Section/Shape Type Desiqn List Material Desiqn Rule 51 M5 N9 N6 1.25" dia. VBrace Channel A36 Gr.36 Typical 6 M6 N3 N4 C6X10.5 Beam Channel A36 Gr.36 Typical 7 M7 N8 N11 MC4X13.8 Beam Channel A36 Gr.36 Typical 8 M8 N9 N10 180 MC4X13.8 Beam Channel A36 Gr.36 Typical 9 M9 N15 N12 180 MC4X13.8 Beam Channel A36 Gr.36 Typical 10 M10 N12 N13 180 MC4X13.8 Beam Channel IA36 Gr.36 Typical 11 M11 N13 N14 180 MC4X13.8 Beam Channel IA36 Gr.361 Typical RISA-3D Version 19 [ 4ft Canopy.r3d ] Page 9 13'-0" Parapet and 2'-0" Canopy Connection Section @ 1/A-6 °"° "° "^ General Parapet Geometry Parapet Height: Parapet Stud Spacing: Brace Stud Spacing: Brace Conn. Point: CL Canopy Rod Connection: 13.0 ft 16 in o.c. 16 in o.c. 5.75 ft (from top) 3.75 ft (from bot.) Canopy Tie Rod Connection Reaction Vertical Reaction: 447 Ibs (ASD) Horizontal Reaction: 294 Ibs (ASD) Horiz. Transfer Force @ Beam: 142 Ibs Horiz. Transfer Force @ Brace: 152 Ibs Parapet Stud Connections to Deck and Bracing Stud Parapet Wind Load: 22.2 psf (Zone 5, ASD ) Wind Reaction @ Base: 155 Ibs Wind Reaction @ Brace: 230 Ibs Total Base Reaction: 297 Ibs Total Brace Reaction: 382 Ibs Parapet Stud Base Connection @ Beam NEW nisi PER E%RPM ELEVATMS OVER W.R.B 26 STUDS AT 16' o/c 1/2' PLYND. S T`G. 2X BIH'G. 24 GA. METAL R FLASHING & SEALANT NEW PPE-MANUF. METAL CANOPY FLASHING EXTEND ROOFING UP LEDGER PER STRUCT DK& NEW PARAPET WALL BEYOND I f � DEMMISH EXIST. PARAPET & MANDARD RODE FRAMING R-49 BAIT INwL. OVER -W BARRIER & M E, PER FSLEEPER STRUC, DW CRICKET SLOPE TO W000 (Russ TO wSP. CL SEE REF. PLAN A - Architectural Section Sill Plate Base Connection @ Beam Use: A35 Clip Fastener Size: 10d nails Shear Capacity: 650 Ibs (CD = 1.6) Single Nail Shear Cap.: 109 Ibs kClips Req'd @ Typical Stud: 1 # of Fastener @ Typical Sill: 2 ips Req'd @ Canopy Reac.Stud: 1 # of Fastener @ Canopy Sill: 3 Bracing Stud Connections Brace Angle: 450 loriz. Reaction from Parapet Stud: 230 Ibs T/C in Brace: 325 Ibs ioriz. Reaction from Canopy Stud: 382 Ibs T/C in Brace: 540 Ibs Upper Connection @ Stud Use: A35 Clip & LSTA18 Strap Shear Capacity 650 Ibs (CD = 1.6) Tension Capacity: 1115 Ibs (Cp = 1.6) Clips Req'd @ Typical Brace: 1 Straps Req'd @ Typical Brace: 1 QUANTUM I C O N S U L T I N G E N G I N E E R S 1511 Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 5 Suite 323 Seattle, WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEL 206.957.3900 Subject: 13'-0" Parapet and 2'-0" Canopy Connection Checked 13'-0" Parapet and 2'-0" Canopy Connection Bracing Stud Connections, Cont.'d Lower Connection @ Sleeper Worst Case T/C in Brace: 540 Ibs Horizontal Reaction @ Sleeper: 382 Ibs Vertical Reaction @ Sleeper: 382 Ibs Use: HGA10KT Clip Shear Capacity: 1165 Ibs OK Uplift Capacity: 650 Ibs OK Sleeper Connection to Truss Horizontal Reaction @ Sleeper: 382 Ibs Vertical Reaction @ Sleeper: 382 Ibs Fastener Type: 1/4" x 6" SIDS Screw # of Fasteners: 2 Depth of Penetration: 2.50 in Shear Capacity: 350 Ibs Tension Capacity: 560 Ibs CD = 1.15 Connection Shear Cap: 805 Ibs Connections Tension Cap: 1288 Ibs DCR: 0.77 OK Canopy Connections (@ Wood Structure Tie Rod Connection Plate @ Blocking Vertical Reaction: 447 Ibs Horizontal Reaction: 294 Ibs Fastener Type: 5/8" dia. lag screw # of Fasteners: 2 Fastener Shear Capacity: 355 Ibs Fastener Tension Capacity: 747 Ibs CD = 1.15 Conn. Shear Capacity: 817 Ibs Conn. Tension Capacity: 1718 Ibs Fastener DCR: 0.72 OK Use: (2) 5/8" dia. lag screw QUANTUM CONSULTING ENGINEERS 1511Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 5 Suite 323 Seattle. WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEt 206.957.3900 Subject: 13'-0" Parapet and 2'-0" Canopy Connection Checked 13'-0" Parapet and T-0" Canopy Connection Blocking Connection to Wood Structure Vertical Reaction: 268 Ibs (assumes worst case 60% loading to one end of block) Horizontal Reaction: 176 Ibs (assumes worst case 60% loading to one end of block) Use: Simpson A34 Clip Transverse Shear Capacity: 430 Ibs (Maximum) Long. Shear Capacity: 454 Ibs (CD = 1.15) # of Clips Per Blocking End: 2 Conn. Horiz. Shear Capacity: 909 Ibs Conn. Vert. Shear Capacity: 860 Ibs Clip DCR: 0.51 Canopy Typical Base Connection Vertical Reaction: 447 Ibs Horizontal Reaction: 294 Ibs Canopy Length: 10.5 ft "Continuous" Conn Spacing: 16 in o.c. Vertical Reaction Per Conn.: 112 Ibs Horizontal Reaction Per Conn.: 74 Ibs OK (Distance to adjacent tie rod - used for distributed load) Fastener Type: 5/8" dia. lag screw # of Fasteners: 1 Fastener Shear Capacity: 355 Ibs Fastener Tension Capacity: 747 Ibs CD = 1.15 Conn. Shear Capacity: 408 Ibs Conn. Tension Capacity: 859 Ibs Fastener DCR: 0.36 OK Use: (1) 5/8" dia. lag screw at 16 in o.c. QUANTUM 1511 Third Avenue Project: Suite 323 Seattle. WA 98101 Client: TEL 206.957.3900 Subject C 0 N S U LT I N G E N G I N E E R S Burger King - Edmonds 2812 Architecture Project # 22390.01 Page Para - 5 By MKS Date 8/31/22 13'-0" Parapet and 2'-0" Canopy Connection Checked 13'-0" Parapet and 4'-0" Canopy Connection Section @ 1/A-9 oP�° PULL General Parapet Geometry NEW FINISH PER EXTERIOR EIEVAPONS OYFA W.R.B. NEW FINISH PER EXTERIOR 1-HOUR WALL CONSTRUC➢ON W/ S/ ' TYPE '%' GWB EACH SCE FULL HEIGH DF WALL ELEVAPONS OVER W.R.B. Parapet Height: 13.0 ft 2wBSTU0SATIG °'`W"" PL1M8. SITYG. STARTER TRACK & DRIP FLASHING E%TEND ROOFING UNDER SIDING & w.R.B. Parapet Stud Spacing: 16 in o.c. bBLGCKING WOM8K,G. LEDGER PER STRUCT. Brace Stud Spacing: 16 in o.c. TOP OF LEDGER DWGs. Brace Conn. Point: 5.75 ft (from top) 1-HOUR WILL CONSTRUCTION W/5/ ME '%' GM EACH SIDE FULL HEIGH 24 BRACING PER STRUCT. CL Canopy Rod Connection: 3.75 ft (from bot.) ° WALL OEMOUSH EXIST. MPNBAAO ROOF & PARAPET FRAMING DES NEW ROOFNC PER SPECS. Canopy Tie Rod Connection Reaction BLOCKING PER S DWGS. 1 �1 R-49 BATT INSUL OVER VAPdt BARRIER SLEEPER &BIH'G. PER STRUCT. GIRDS. CRICKET SLOPE TO Vertical Reaction: 622 Ibs (ASD) 24 Q. METAL DRIP FLASHING & SEALANT METAL NEW PRE-MpyF. CANOPY DRAIN Horizontal Reaction: 654 Ibs (ASD) BUT OF CAN Horiz. Transfer Force @ Beam: 316 Ibs X., EXIT. ROOF JpST EXIST. SUSP. CEILING BLOCKING PER STRUCT. Horiz. Transfer Force @ Brace: 338 Ibs NEW BEAII PER SIRUCT. DWG.S. Parapet Stud Connections to Deck and Bracing Stud Architectural Section Parapet Wind Load: 22.2 psf (Zone 5, 0.6W ) Wind Reaction @ Base: 155 Ibs Wind Reaction @ Brace: 230 Ibs Total Base Reaction: 470 Ibs Total Brace Reaction: 568 Ibs Parapet Stud Base Connection @ Beam Sill Plate Base Connection @ Beam Use: A35 Clip Fastener Size: 10d nails Shear Capacity: 650 Ibs (CD = 1.6) Single Nail Shear Cap.: 109 Ibs kClips Req'd @ Typical Stud: 1 # of Fastener @ Typical Sill: 2 ips Req'd @ Canopy Reac.Stud: 1 # of Fastener @ Canopy Sill: 5 Bracing Stud Connections Brace Angle: 450 loriz. Reaction from Parapet Stud: 230 Ibs T/C in Brace: 325 Ibs ioriz. Reaction from Canopy Stud: 568 Ibs T/C in Brace: 804 Ibs Upper Connection @ Stud Use: A35 Clip & LSTA18 Strap Shear Capacity 650 Ibs (CD = 1.6) Tension Capacity: 1115 Ibs (Cp = 1.6) Clips Req'd @ Typical Brace: 1 Straps Req'd @ Typical Brace: 1 QUANTUM I C O N S U L T I N G E N G I N E E R S 1511 Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 2 Suite 323 Seattle, WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEL 206.957.3900 Subject: 13'-0" Parapet and 4'-0" Canopy Connection Checked 13'-0" Parapet and 4'-0" Canopy Connection Bracing Stud Connections, Cont.'d Lower Connection @ Sleeper Worst Case T/C in Brace: 804 Ibs Horizontal Reaction @ Sleeper: 568 Ibs Vertical Reaction @ Sleeper: 568 Ibs Use: HGA10KT Clip Shear Capacity: 1165 Ibs OK Uplift Capacity: 650 Ibs OK Sleeper Connection to Truss Horizontal Reaction @ Sleeper: 568 Ibs Vertical Reaction @ Sleeper: 568 Ibs Fastener Type: 1/4" x 6" SIDS Screw # of Fasteners: 3 Depth of Penetration: 3.25 in Shear Capacity: 350 Ibs Tension Capacity: 560 Ibs CD = 1.15 Connection Shear Cap: 1208 Ibs Connections Tension Cap: 1932 Ibs DCR: 0.76 OK Canopy Connections (@ Wood Structure Tie Rod Connection Plate @ Blocking Vertical Reaction: 622 Ibs Horizontal Reaction: 654 Ibs Fastener Type: 5/8" dia. lag screw # of Fasteners: 4 Fastener Perp. Shear Capacity: 355 Ibs Fastener Tension Capacity: 747 Ibs CD = 1.15 Conn. Shear Capacity: 1633 Ibs Conn. Tension Capacity: 3436 Ibs Fastener DCR: 0.57 OK Use: (4) 5/8" dia. lag screw QUANTUM CONSULTING ENGINEERS 1511Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 2 Suite 323 Seattle. WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEt 206.957.3900 Subject: 13'-0" Parapet and 4'-0" Canopy Connection Checked 13'-0" Parapet and 4'-0" Canopy Connection Blocking Connection to Wood Structure Vertical Reaction: 373 Ibs (assumes worst case 60% loading to one end of block) Horizontal Reaction: 392 Ibs (assumes worst case 60% loading to one end of block) Use: Simpson A34 Clip Transverse Shear Capacity: 430 Ibs (Maximum) Long. Shear Capacity: 454 Ibs (CD = 1.15) # of Clips Per Blocking End: 2 Conn. Horiz. Shear Capacity: 909 Ibs Conn. Vert. Shear Capacity: 860 Ibs Clip DCR: 0.87 Canopy Typical Base Connection Vertical Reaction: 739 Ibs Horizontal Reaction: 654 Ibs Canopy Length: 9.5 ft "Continuous" Conn Spacing: 16 in o.c. Vertical Reaction Per Conn.: 185 Ibs Horizontal Reaction Per Conn.: 164 Ibs OK (Distance to adjacent tie rod - used for distributed load) Fastener Type: 5/8" dia. lag screw # of Fasteners: 1 Fastener Perp. Shear Capacity: 355 Ibs Fastener Tension Capacity: 747 Ibs CD = 1.15 Conn. Shear Capacity: 408 Ibs Conn. Tension Capacity: 859 Ibs Fastener DCR: 0.64 OK Use: (1) 5/8" dia. lag screw at 16 in o.c. QUANTUM CONSULTING ENGINEERS 1511Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 2 Suite 323 Seattle. WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEt 206.957.3900 Subject: 13'-0" Parapet and 4'-0" Canopy Connection Checked 11'-0" Parapet and 2'-0" Canopy Connection Section @ 2/A-6 General Parapet Geometry Parapet Height: Parapet Stud Spacing: Brace Stud Spacing: Brace Conn. Point: CL Canopy Rod Connection: 10.75 ft 16 in o.c. 16 in o.c. 3.75 ft (from top) 2.00 ft (from bot.) Canopy Tie Rod Connection Reaction Vertical Reaction: 447 Ibs (ASD) Horizontal Reaction: 294 Ibs (ASD) Horiz. Transfer Force @ Beam: 210 Ibs Horiz. Transfer Force @ Brace: 84 Ibs Parapet Stud Connections to Deck and Bracing Stud Parapet Wind Load: 22.2 psf (Zone 5, 0.6W ) DEL 2x TOP PLATE W/ TA SHIM TOP OF WD. PLATE 24 GA. METAL COPING FINISH PER BLDG. ELEVS. EXTEND ROOFING UP PARAPET & UNDER COPING 2. BLK'G, LEDGER PER STRUCT. DWGS. TOP OF LEDGER 2.6 BRACING PER STRUCT. NEW FINISH PER EXTERIOR ELEVATIONS OVER W.R.B. DWGS. 2.6 STUDS AT 16' o/c W/ [—NEW ROOFING PER SPECS, 1/2" PLYWD. SHVG. PRECAST STONE SILL MATCH EXISTING 24 PLATE 24 GA. METAL DRIP — FLASHING & SEALANT NEW PRE—MANUF. —� METAL CANOPY EXIST. ROOF JOIST BOL OF CANOPY BLOCKING PER STRECi. DWGS. 55��}}}El \—EXIST. CEILING Architectural Section R-49 BATT INSUL. OV VAPOR BARRIER SLEEPER & BLK'G. PEI STRUCT. DWGS. CRICKET SLOPE TO DRAIN Wind Reaction @ Base: 140 Ibs Wind Reaction @ Brace: 178 Ibs Total Base Reaction: 350 Ibs Total Brace Reaction: 262 Ibs Parapet Stud Base Connection @ Beam Sill Plate Base Connection @ Beam Use: A35 Clip Fastener Size: 10d nails Shear Capacity: 650 Ibs (CD = 1.6) Single Nail Shear Cap.: 109 Ibs kClips Req'd @ Typical Stud: 1 # of Fastener @ Typical Sill: 2 ips Req'd @ Canopy Reac.Stud: 1 # of Fastener @ Canopy Sill: 4 Bracing Stud Connections Brace Angle: 450 loriz. Reaction from Parapet Stud: 178 Ibs T/C in Brace: 252 Ibs ioriz. Reaction from Canopy Stud: 262 Ibs T/C in Brace: 371 Ibs Upper Connection @ Stud Use: A35 Clip & LSTA18 Strap Shear Capacity 650 Ibs (CD = 1.6) Tension Capacity: 1115 Ibs (Cp = 1.6) Clips Req'd @ Typical Brace: 1 Straps Req'd @ Typical Brace: 1 QUANTUM I C O N S U L T I N G E N G I N E E R S 1511 Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 2 Suite 323 Seattle, WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEL 209.957.3900 Subject: 11'-0" Parapet and 2'-0" Canopy Connection Checked 11'-0" Parapet and 2'-0" Canopy Connection Bracing Stud Connections, Cont.'d Lower Connection @ Sleeper Worst Case T/C in Brace: 371 Ibs Horizontal Reaction @ Sleeper: 262 Ibs Vertical Reaction @ Sleeper: 262 Ibs Use: HGA10KT Clip Shear Capacity: 1165 Ibs OK Uplift Capacity: 650 Ibs OK Sleeper Connection to Truss Horizontal Reaction @ Sleeper: 262 Ibs Vertical Reaction @ Sleeper: 262 Ibs Fastener Type: 1/4" x 6" SIDS Screw # of Fasteners: 3 Depth of Penetration: 3.25 in Shear Capacity: 350 Ibs Tension Capacity: 560 Ibs CD = 1.15 Connection Shear Cap: 1208 Ibs Connections Tension Cap: 1932 Ibs DCR: 0.35 OK Canopy Connections (@ Wood Structure Tie Rod Connection Plate @ Blocking Vertical Reaction: 447 Ibs Horizontal Reaction: 294 Ibs Fastener Type: 5/8" dia. lag screw # of Fasteners: 2 Fastener Perp. Shear Capacity: 355 Ibs Fastener Tension Capacity: 747 Ibs CD = 1.15 Conn. Shear Capacity: 817 Ibs Conn. Tension Capacity: 1718 Ibs Fastener DCR: 0.72 OK Use: (2) 5/8" dia. lag screw QUANTUM CONSULTING ENGINEERS 1511Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 2 Suite 323 Seattle. WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEt 206.957.3900 Subject: 11'-0" Parapet and 2'-0" Canopy Connection Checked 1 V-0" Parapet and T-0" Canopy Connection Blocking Connection to Wood Structure Vertical Reaction: 268 Ibs (assumes worst case 60% loading to one end of block) Horizontal Reaction: 176 Ibs (assumes worst case 60% loading to one end of block) Use: Simpson A34 Clip Transverse Shear Capacity: 430 Ibs (Maximum) Long. Shear Capacity: 454 Ibs (CD = 1.15) # of Clips Per Blocking End: 2 Conn. Horiz. Shear Capacity: 909 Ibs Conn. Vert. Shear Capacity: 860 Ibs Clip DCR: 0.51 Canopy Typical Base Connection Vertical Reaction: 447 Ibs Horizontal Reaction: 294 Ibs Canopy Length: 10.5 ft "Continuous" Conn Spacing: 16 in o.c. Vertical Reaction Per Conn.: 112 Ibs Horizontal Reaction Per Conn.: 74 Ibs OK (Distance to adjacent tie rod - used for distributed load) Fastener Type: 5/8" dia. lag screw # of Fasteners: 1 Fastener Perp. Shear Capacity: 355 Ibs Fastener Tension Capacity: 747 Ibs CD = 1.15 Conn. Shear Capacity: 408 Ibs Conn. Tension Capacity: 859 Ibs Fastener DCR: 0.36 OK Use: (1) 5/8" dia. lag screw at 16 in o.c. QUANTUM CONSULTING ENGINEERS 1511Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 2 Suite 323 Seattle. WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEt 206.957.3900 Subject: 1 V-0" Parapet and Z-0" Canopy Connection Checked 11'-0" Parapet and 4'-0" Canopy Connection Section @ 1 /A-7 TOP OF RED LIGHT jj SHIM I DEL. 2x TOP PLATE W/ TAPER I � ^ 24 GA. METAL COPING FINISH General Parapet Geometry Parapet Height: Parapet Stud Spacing: Brace Stud Spacing: Brace Conn. Point: CL Canopy Rod Connection: 10.75 ft 16 in o.c. 16 in o.c. 3.75 ft (from top) 2.00 ft (from bot.) Canopy Tie Rod Connection Reaction Vertical Reaction: 622 Ibs (ASD) Horizontal Reaction: 654 Ibs (ASD) Horiz. Transfer Force @ Beam: 467 Ibs Horiz. Transfer Force @ Brace: 187 Ibs Parapet Stud Connections to Deck and Bracing Stud Parapet Wind Load: 22.2 psf (Zone 5, 0.6W ) EXTEND ROOFING UP PARAPET 2x BLK'G.ASHT'G. & UNDER COPING LEDGER PER STRUCT. DWGS. TOP OF IED NEW FlNISH ELEVATIONS 2.6 BRACING PER STRUCT, 2x6 STUDS DWGS. ,/2" PLYWO NEW ROCRNG PER SPECS, DEMOLISH EXIST. PARAPET & NEW 2x ROOF FRAMING & 2.ROOSTRUCT. FRAM MANSARD FRAMING , PER BUGS. PER STRUCT. �T 1-41 BATT INSUL OVER OWCS. VAPOR BARRIER SLEEPER & BILK G. PER 26 PLATE I STRUCT. DWGS. 24 GA. METAL D T CRICKET SLOPE TO FLASHING & DRAIN SEALANT NEW PRE-MANUF. METAL CANOPY 3.0. EXIST. ROOF JOIST ;ANOPY CP DEMOLISH EXIST. SKYUGHT FRAMING 2. FRAMING & SHTG. 4-O PER STRUCT. DWGS. NEW SUSP. CEILING SEE REF. COG. PLAN Architectural Section Wind Reaction @ Base: 140 Ibs Wind Reaction @ Brace: 178 Ibs Total Base Reaction: 607 Ibs Total Brace Reaction: 365 Ibs Parapet Stud Base Connection @ Beam Sill Plate Base Connection @ Beam Use: A35 Clip Fastener Size: 10d nails Shear Capacity: 650 Ibs (CD = 1.6) Single Nail Shear Cap.: 109 Ibs kClips Req'd @ Typical Stud: 1 # of Fastener @ Typical Sill: 2 ips Req'd @ Canopy Reac.Stud: 1 # of Fastener @ Canopy Sill: 6 Bracing Stud Connections Brace Angle: 450 loriz. Reaction from Parapet Stud: 178 Ibs T/C in Brace: 252 Ibs ioriz. Reaction from Canopy Stud: 365 Ibs T/C in Brace: 517 Ibs Upper Connection @ Stud Use: A35 Clip & LSTA18 Strap Shear Capacity 650 Ibs (CD = 1.6) Tension Capacity: 1115 Ibs (Cp = 1.6) Clips Req'd @ Typical Brace: 1 Straps Req'd @ Typical Brace: 1 QUANTUM I C O N S U L T I N G E N G I N E E R S 1511 Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 2 Suite 323 Seattle, WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEL 209.957.3900 Subject: 11'-0" Parapet and 4'-0" Canopy Connection Checked 11'-0" Parapet and 4'-0" Canopy Connection Bracing Stud Connections, Cont.'d Lower Connection @ Sleeper Worst Case T/C in Brace: 517 Ibs Horizontal Reaction @ Sleeper: 365 Ibs Vertical Reaction @ Sleeper: 365 Ibs Use: HGA10KT Clip Shear Capacity: 1165 Ibs OK Uplift Capacity: 650 Ibs OK Sleeper Connection to Truss Horizontal Reaction @ Sleeper: 365 Ibs Vertical Reaction @ Sleeper: 365 Ibs Fastener Type: 1/4" x 6" SIDS Screw # of Fasteners: 3 Depth of Penetration: 3.25 in Shear Capacity: 350 Ibs Tension Capacity: 560 Ibs CD = 1.15 Connection Shear Cap: 1208 Ibs Connections Tension Cap: 1932 Ibs DCR: 0.49 OK Canopy Connections (@ Wood Structure Tie Rod Connection Plate @ Blocking Vertical Reaction: 622 Ibs Horizontal Reaction: 654 Ibs Fastener Type: 5/8" dia. lag screw # of Fasteners: 4 Fastener Perp. Shear Capacity: 355 Ibs Fastener Tension Capacity: 747 Ibs CD = 1.15 Conn. Shear Capacity: 1633 Ibs Conn. Tension Capacity: 3436 Ibs Fastener DCR: 0.57 OK Use: (4) 5/8" dia. lag screw QUANTUM CONSULTING ENGINEERS 1511Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 2 Suite 323 Seattle. WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEt 206.957.3900 Subject: 11'-0" Parapet and 4'-0" Canopy Connection Checked 11'-0" Parapet and 4'-0" Canopy Connection Blocking Connection to Wood Structure Vertical Reaction: 373 Ibs (assumes worst case 60% loading to one end of block) Horizontal Reaction: 392 Ibs (assumes worst case 60% loading to one end of block) Use: Simpson A34 Clip Transverse Shear Capacity: 430 Ibs (Maximum) Long. Shear Capacity: 454 Ibs (CD = 1.15) # of Clips Per Blocking End: 2 Conn. Horiz. Shear Capacity: 909 Ibs Conn. Vert. Shear Capacity: 860 Ibs Clip DCR: 0.87 Canopy Typical Base Connection Vertical Reaction: 447 Ibs Horizontal Reaction: 294 Ibs Canopy Length: 10.5 ft "Continuous" Conn Spacing: 16 in o.c. Vertical Reaction Per Conn.: 112 Ibs Horizontal Reaction Per Conn.: 74 Ibs OK (Distance to adjacent tie rod - used for distributed load) Fastener Type: 5/8" dia. lag screw # of Fasteners: 1 Fastener Perp. Shear Capacity: 355 Ibs Fastener Tension Capacity: 747 Ibs CD = 1.15 Conn. Shear Capacity: 408 Ibs Conn. Tension Capacity: 859 Ibs Fastener DCR: 0.36 OK Use: (1) 5/8" dia. lag screw at 16 in o.c. QUANTUM CONSULTING ENGINEERS 1511Third Avenue Project: Burger King - Edmonds Project # 22390.01 Page Para - 2 Suite 323 Seattle. WA 98101 Client: 2812 Architecture By MKS Date 8/31/22 TEt 206.957.3900 Subject: 11'-0" Parapet and 4'-0" Canopy Connection Checked Design Method Allowable Stress Design (ASD) Connection Type Lateral loading Fastener Type Lag Screw Loading Scenario Single Shear Main Member Type Hem -Fir Main Member Thickness - Other (in inches) -- 4 Main Member: Angle of to Grain IFLoad Side Member Type Steel Side Member Thickness 1/4 in. Side Member: Angle of Load to Grain 0 Washer Thickness 1/8 in. Nominal Diameter 5/8 in. Length 4 in. Load Duration Factor C D = 1.0 v Wet Service Factor Cm = 1.0 v End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Connection Yield Modes Im 682lbs. Is 2049 lbs. II 355 lbs. IIIm 433lbs. IIIs 11400lbs. IV 11450lbs. ii Adjusted ASD Capacity 11355 lbs. • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Design Method Allowable Stress Design (ASD) Connection Typeil Withdrawal loading Fastener Type Lag Screw Loading Scenario N/A Main Member Type I Hem -Fir Main Member Thickness - Other (in inches) -- 4 Side Member Type Steel Side Member Thickness 1/4 in. v Washer Thickness 1/8 in. Nominal Diameter 5/8 in. Length 4 in. Load Duration Factor C D = 1.0 v Wet Service Factor Cm = 1.0 v End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 ii Adjusted ASD Capacity 747 lbs. The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull -through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council.