Loading...
2021.0018 Popeyes - Yelm Permit Report February 8, 2021 STRUCTURAL CALCULATIONS (Permit Submittal) POPEYES - YELM 1301 E YELM AVENUE YELM, WA 98597 Quantum Job Number: 20472.01 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 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 Popeyes - Yelm 1301 E Yelm Ave, Yelm, WA Quantum Job Number: 20472.01 Description General ………………………………….3 Gravity Design ………………………………….10 Lateral Design ………………………………….30 Parapet & Canopy Design ………………………………….45 Page No. INDEX POPEYES - YELM 1301 E YELM AVENUE YELM, WA 98597 Quantum Job Number: 20472.01 GENERAL 12/9/2020 ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=46.93343199999999&lng=-122.591752&address=1301 E Yelm Ave%2C Yelm%2C WA 98597%2C USA 1/2 Hazards by Location Search Information Address:1301 E Yelm Ave, Yelm, WA 98597, USA Coordinates:46.93343199999999, -122.591752 Elevation:354 ft Timestamp:2020-12-09T19:31:31.135Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 67 mph MRI 25-Year 73 mph MRI 50-Year 77 mph MRI 100-Year 82 mph Risk Category I 91 mph Risk Category II 97 mph Risk Category III 104 mph Risk Category IV 108 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 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. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the 354 ft Report a map errorMap data ©2020 Google 2/2/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=46.93343199999999&lng=-122.591752&address=1301 E Yelm Ave%2C Yelm%2C WA 98597%2C USA 1/2 Hazards by Location Search Information Address:1301 E Yelm Ave, Yelm, WA 98597, USA Coordinates:46.93343199999999, -122.591752 Elevation:354 ft Timestamp:2021-02-03T00:11:17.329Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.28 MCER ground motion (period=0.2s) S1 0.462 MCER ground motion (period=1.0s) SMS 1.536 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.024 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CR1 0.891 Coefficient of risk (1.0s) PGA 0.503 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.604 Site modified peak ground acceleration 354 ft Report a map errorMap data ©2021 Google 2/2/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=46.93343199999999&lng=-122.591752&address=1301 E Yelm Ave%2C Yelm%2C WA 98597%2C USA 2/2 TL 16 Long-period transition period (s) SsRT 1.28 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.409 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.462 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.519 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.619 Factored deterministic acceleration value (1.0s) PGAd 0.503 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. STRUCTURAL DESIGN CRITERIA POPEYES - YELM 1301 E YELM AVENUE YELM, WA 98597 QUANTUM JOB NUMBER: 20472.01 CODE CRITERIA: BUILDING CODE ........................................................................................... 2018 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT...................................................................................................................... CITY OF YELM WIND CRITERIA ................................................................................................................... 97 MPH; EXPOSURE “B” .................................................................................................................................................... RISK CATEGORY = II ..................................................................................................................................................................... K ZT= 1.00 SEISMIC ZONE ................................................................................................................................................SDC = D ............................................................................................................................................................ SITE CLASS = D .......................................................................................................... WOOD PANEL BEARING SHEAR WALL, R = 6.5 ........................................................................................................................................................................ I E = 1.0 ..................................................................................................................................................... S S = 1.28, S1 = 0.46 ................................................................................................................................................. S DS = 0.85, SD1 = 0.57 SNOW LOAD ................................................................................................................................................... 25 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE ...............................................................................................................4,000 PSF MINIMUM FOOTING WIDTH ............................................................ CONTINUOUS: 18” MIN., ISOLATED: 24” MIN. FROST DEPTH .............................................................................................................................................. 18” MIN. SOILS CONSULTANT ................................................................................................................. GEOENGINEERS, INC. SOILS REPORT NUMBER...................…………… .................................................................................... #22013-001-00 SOILS REPORT DATE...................…………… ................................................................................ SEPTEMBER 14, 2015 ACTIVE SOIL PRESSURE (RESTRAINED / UNRESTRAINED) ................................................................. 50 PCF / 35 PCF SEISMIC SURCHARGE PRESSURE (RESTRAINED / UNRESTRAINED) .................................................. 8H PSF / 5H PSF PASSIVE SOIL PRESSURE ............................................................................................................................... 300 PCF COEFFICIENT OF FRICTION .................................................................................................................................. 0.40 MATERIALS CRITERIA: CONCRETE (28 DAY STRENGTH): FOUNDATION/S.O.G..........……….……. ..................................................................................... f’c=2,500 PSI REINFORCING STEEL: GRADE 40..........................…....………… ................................................................................... Fy=40,000 PSI GRADE 60..........................…....………… ................................................................................... Fy=60,000 PSI LIGHT GAUGE STEEL: 43 AND 33 MIL.: ASTM A-653 SS GRADE 33 .......................................................................... Fy=33,000 PSI WELDING............................………......… .................................................................................. Fy=60,000 PSI WOOD FRAMING: 2X, 3X, & 4X FRAMING MBRS .............................................................................................................. DF#2 GLULAM BEAMS .......................................................................... 24F-V4 (V8 @ CONT. AND CANT. MBRS) WOOD SHTG .............................................................................................................................. APA RATED STRUCTURAL DESIGN CRITERIA POPEYES - YELM 1301 E YELM AVENUE YELM, WA 98597 QUANTUM JOB NUMBER: 20472.01 ASSEMBLY WEIGHTS ROOF LOADS COMMENTS GRAVITY: SEISMIC: MEMBRANE ROOFING 2.2 PSF 2.2 PSF ½” PLYWOOD SHEATHING 1.5 PSF 1.5 PSF 2X TRUSSES @ 24” O.C. 4.5 PSF 4.5 PSF R38 INSULATION 1.5 PSF 1.5 PSF SUSPENDED CEILING SYSTEM 4.0 PSF 4.0 PSF SPRINKLERS 3.0 PSF 3.0 PSF LIGHTS, DUCTS 1.0 PSF 1.0 PSF PV ALLOWANCE 5.0 PSF 2.0 PSF 300 SQ. FT. AREA MISCELLANEOUS 0.3 PSF 0.3 PSF ROOF DL 23.0 PSF 20.0 PSF SL = 25 PSF EXTERIOR WALL LOADS GRAVITY & SEISMIC: EIFS SIDING 2.0 PSF ½” PLYWOOD SHEATHING 1.5 PSF FRAMING – 2X6 @ 16” O.C. 1.7 PSF INSULATION 0.5 PSF ½ “ GWB 2.2 PSF MECHANICAL/ELECTRICAL 0.5 PSF MISCELLANEOUS 1.6 PSF 10.0 PSF EXTERIOR WALL W/ BRICK VENEER LOADS GRAVITY & SEISMIC: THIN BRICK VENEER 6.5 PSF ½” PLYWOOD SHEATHING 1.5 PSF FRAMING – 2X6 @ 16” O.C. 1.7 PSF INSULATION 0.5 PSF ½ “ GWB 2.2 PSF MECHANICAL/ELECTRICAL 0.5 PSF MISCELLANEOUS 1.1 PSF 14.0 PSF POPEYES - YELM 1301 E YELM AVENUE YELM, WA 98597 Quantum Job Number: 20472.01 GRAVITY CALCULATIONS Roof Snow Loading Per IBC 2018 and ASCE 7-16 Structure:Popeyes - Yelm Address:1301 E Yelm Ave, Yelm, WA Roof Designation:Flat roof w/ Parapet pg (psf):30 Ground Snow Load per 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: Roofs exposed on all sides with no shelter Ce:0.90 per ASCE Table 7.3-1 Thermal Condition: Ct:1.00 per ASCE Table 7.3-2 pminimum (psf):20 = 20 * Is; pg > 20 psf per ASCE 7.3.4 pf (psf):19 = 0.7*Ce*Ct*Is*pg per ASCE 7.3 Sloped Roof Snow Loading per ASCE Section 7.4 Roof Slope (x/12):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 ps (psf):19 = Cs*pf per ASCE Eq. 7.4-1 Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date:2/4/21 Job No:20472.01 1511 Third Avenue, Suite 323 Designer:MKS Sheet: Seattle, WA 98101 Client: 2812 Arch.Checked: Fully Exposed All Other Structures ASCE Figure 7.2-1 Snow Drifting Per IBC 2018 and ASCE 7-16 Structure: Popeyes - Yelm Address: 1301 E Yelm Ave, Yelm, WA Roof Designation: Flat roof w/ Parapet pg (psf):30 Ground Snow Load ps (psf):19 Roof Snow Load g (pcf):17.9 = Minimum of 0.13pg + 14 or 30 pcf: per ASCE Eq. 7.7-1 hb (ft):1.06 = (ps)/g: per ASCE Section 7.7.1 Cause of Snow Drift: per ASCE 7.7.1 Length of Projection (ft):73.00 Projection must be longer than or equal to 15 ft Projection Reduction: 0.75 Applies to both Windward and Leeward Drifts ASCE Figure 7.7-2 Configuration of Snow Drifts on Lower Roofs ASCE Figure 7.7-1 Drifts Formed at Windward and Leeward Steps Ll (ft):33.00 lower roof length Lu (ft):0.00 upper roof length (zero if parapet) hproj (ft):5.50 hc (ft):4.44 hc/hb:4.21 => 0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd (ft):1.48 < hc hd use (ft):1.5 pd (psf):26.43 W (ft):5.91 < Ll Leeward Snow Drift Loading per ASCE Section 7.7 hd (ft):1.66 < hc hd use (ft):1.7 pd (psf):29.75 W (ft):6.65 < Ll Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date:2/4/21 Job No: 20472 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked: Roof Projection or Parapet Snow Drifting Per IBC 2018 and ASCE 7-16 Structure: Popeyes - Yelm Address: 1301 E Yelm Ave, Yelm, WA Roof Designation: Flat roof w/ Parapet pg (psf):30 Ground Snow Load ps (psf):19 Roof Snow Load g (pcf):17.9 = Minimum of 0.13pg + 14 or 30 pcf: per ASCE Eq. 7.7-1 hb (ft):1.06 = (ps)/g: per ASCE Section 7.7.1 Cause of Snow Drift: per ASCE 7.7.1 Length of Projection (ft):33.00 Projection must be longer than or equal to 15 ft Projection Reduction: 0.75 Applies to both Windward and Leeward Drifts ASCE Figure 7.7-2 Configuration of Snow Drifts on Lower Roofs ASCE Figure 7.7-1 Drifts Formed at Windward and Leeward Steps Ll (ft):73.00 lower roof length Lu (ft):0.00 upper roof length (zero if parapet) hproj (ft):7.00 hc (ft):5.94 hc/hb:5.63 => 0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd (ft):2.26 < hc hd use (ft):2.3 pd (psf):40.54 W (ft):9.06 < Ll Leeward Snow Drift Loading per ASCE Section 7.7 hd (ft):1.66 < hc hd use (ft):1.7 pd (psf):29.75 W (ft):6.65 < Ll Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date:2/4/21 Job No: 20472 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked: Roof Projection or Parapet Snow Drifting Per IBC 2018 and ASCE 7-16 Structure: Popeyes - Yelm Address: 1301 E Yelm Ave, Yelm, WA Roof Designation: Flat roof w/ Parapet pg (psf):30 Ground Snow Load ps (psf):19 Roof Snow Load g (pcf):17.9 = Minimum of 0.13pg + 14 or 30 pcf: per ASCE Eq. 7.7-1 hb (ft):1.06 = (ps)/g: per ASCE Section 7.7.1 Cause of Snow Drift: per ASCE 7.7.1 Not Applicable Do not fill in the blank ASCE Figure 7.7-2 Configuration of Snow Drifts on Lower Roofs ASCE Figure 7.7-1 Drifts Formed at Windward and Leeward Steps Ll (ft):9.25 lower roof length Lu (ft):73.00 upper roof length (zero if parapet) hproj (ft):12.50 hc (ft):11.44 hc/hb:10.84 => 0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd (ft):1.25 < hc hd use (ft):1.2 pd (psf):22.31 W (ft):4.99 < Ll Leeward Snow Drift Loading per ASCE Section 7.7 hd (ft):3.02 < hc hd use (ft):3.0 pd (psf):54.05 W (ft):12.08 => Ll; drift longer than Ll pd @ Ll (psf):13 Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date:2/4/21 Job No: 20472 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked: Lower Roof of a Structure Snow Drifting Per IBC 2018 and ASCE 7-16 Structure: Popeyes - Yelm Address: 1301 E Yelm Ave, Yelm, WA Roof Designation: Flat roof w/ Parapet pg (psf):30 Ground Snow Load ps (psf):19 Roof Snow Load g (pcf):17.9 = Minimum of 0.13pg + 14 or 30 pcf: per ASCE Eq. 7.7-1 hb (ft):1.06 = (ps)/g: per ASCE Section 7.7.1 Cause of Snow Drift: per ASCE 7.7.1 Not Applicable Do not fill in the blank ASCE Figure 7.7-2 Configuration of Snow Drifts on Lower Roofs ASCE Figure 7.7-1 Drifts Formed at Windward and Leeward Steps Ll (ft):4.00 lower roof length Lu (ft):33.00 upper roof length (zero if parapet) hproj (ft):15.50 hc (ft):14.44 hc/hb:13.68 => 0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd (ft):1.25 < hc hd use (ft):1.2 pd (psf):22.31 W (ft):4.99 => Ll; drift longer than Ll pd @ Ll (psf):4 Leeward Snow Drift Loading per ASCE Section 7.7 hd (ft):1.97 < hc hd use (ft):2.0 pd (psf):35.24 W (ft):7.87 => Ll; drift longer than Ll pd @ Ll (psf):17 Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date:2/4/21 Job No: 20472 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked: Lower Roof of a Structure Snow Drifting Per IBC 2018 and ASCE 7-16 Structure: Popeyes - Yelm Address: 1301 E Yelm Ave, Yelm, WA Roof Designation: Flat roof w/ Parapet pg (psf):30 Ground Snow Load ps (psf):19 Roof Snow Load g (pcf):17.9 = Minimum of 0.13pg + 14 or 30 pcf: per ASCE Eq. 7.7-1 hb (ft):1.06 = (ps)/g: per ASCE Section 7.7.1 Cause of Snow Drift: per ASCE 7.7.1 Not Applicable Do not fill in the blank ASCE Figure 7.7-2 Configuration of Snow Drifts on Lower Roofs ASCE Figure 7.7-1 Drifts Formed at Windward and Leeward Steps Ll (ft):3.00 lower roof length Lu (ft):33.00 upper roof length (zero if parapet) hproj (ft):15.50 hc (ft):14.44 hc/hb:13.68 => 0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd (ft):1.25 < hc hd use (ft):1.2 pd (psf):22.31 W (ft):4.99 => Ll; drift longer than Ll pd @ Ll (psf):9 Leeward Snow Drift Loading per ASCE Section 7.7 hd (ft):1.97 < hc hd use (ft):2.0 pd (psf):35.24 W (ft):7.87 => Ll; drift longer than Ll pd @ Ll (psf):22 Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date:2/4/21 Job No: 20472 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked: Lower Roof of a Structure Snow Drifting Per IBC 2018 and ASCE 7-16 Structure: Popeyes - Yelm Address: 1301 E Yelm Ave, Yelm, WA Roof Designation: Flat roof w/ Parapet pg (psf):30 Ground Snow Load ps (psf):19 Roof Snow Load g (pcf):17.9 = Minimum of 0.13pg + 14 or 30 pcf: per ASCE Eq. 7.7-1 hb (ft):1.06 = (ps)/g: per ASCE Section 7.7.1 Cause of Snow Drift: per ASCE 7.7.1 Not Applicable Do not fill in the blank ASCE Figure 7.7-2 Configuration of Snow Drifts on Lower Roofs ASCE Figure 7.7-1 Drifts Formed at Windward and Leeward Steps Ll (ft):3.00 lower roof length Lu (ft):73.00 upper roof length (zero if parapet) hproj (ft):15.50 hc (ft):14.44 hc/hb:13.68 => 0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd (ft):1.25 < hc hd use (ft):1.2 pd (psf):22.31 W (ft):4.99 => Ll; drift longer than Ll pd @ Ll (psf):9 Leeward Snow Drift Loading per ASCE Section 7.7 hd (ft):3.02 < hc hd use (ft):3.0 pd (psf):54.05 W (ft):12.08 => Ll; drift longer than Ll pd @ Ll (psf):41 Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date:2/4/21 Job No: 20472 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked: Lower Roof of a Structure Wood Stud Wall Design Per IBC 2018 & NDS 2018 Project:Popeyes - Yelm Wall Description:Exterior Bearing Wall Assumptions:2018 IBC Design Criteria Allowable Stress Design P = D + L + S No Live Load Reduction Taken Input: Level DL SL (psf) Floor Tributary Width (ft)Roof 23 25 Roof Tributary Width (ft) Wall weight (psf) =14 Wall Level Story Height Wall Weight Total Wall SL H(ft)W(lb/ft)DL (plf)LL (plf)(lb/ft) 1 20.5 287 380 0 413 0 0 0 413 0 0 0 413 0 0 0 413 0 0 0 413 Quantum Consulting Engineers LLCProject: Date: 2/4/21 Job No:20472.01 1511 Third Avenue, Suite 323 Designer:MKS Sheet: 1 Seattle, WA 98101 Client: 0 667 0 Total Wall LL (lb/ft) 0 0 2812 Arch. Popeyes - Yelm 0 Total Wall DL (lb/ft) 667 0 667 LL 0 0 16.5 SL (plf) 0 667 667 Floor Framing 413 2/4/2021 QCE IBC 2018 Wood Stud Wall - Popeyes Yelm.xls Wood Stud Wall Design Per IBC 2018 & NDS 2018 Structure:Popeyes - Yelm Wall Line: Exterior Bearing Wall Wall Configuration Wall Height (ft):12.00 Stud Spacing (in):16 Stud Size:2x6 Stud Species & Grade: Bot. Plate Th.:2x Bot. Plate Species & Grade: Wall Finish Type: Deflection Criteria: L/240 =.6 in per IBC 1604.3.1 Does Wall Qualify for Bending Stress Increase per NDS 3.1.1.1: Wall Loading Axial Load Out of Plane Pressure Load Wall Axial Load Eccentricity DL (plf):667 Wind (psf):16 Strength n (in): LL (plf):0 EQ (psf):19 Strength e (in): SL (plf):413 Sds:0.85 Stud Properties b (in): 1.50 E (psi): 1300000 per NDS Table 4A Fb (psi):per NDS Table 4A d (in): 5.50 E' (psi): 1300000 = E*CM*Ct Fc (psi):per NDS Table 4A A (in2):8.25 Emin (psi):470000 per NDS Table 4A S (in3):7.56 E'min (psi):470000 = Emin*CM*Ct I (in4):20.80 CP:Le (ft):11.63 stud height CF:1.30 per NDS Table 4A Le/d:25.36 CM:1.00 per NDS 4.3.3 FcE (psi):601 = 0.822*E'min/(Le/d)2 Ct:1.00 per NDS 4.3.4 c: 0.8 per NDS 3.7.1.5 CF:1.10 per NDS Table 4A Bot. Plate Properties b (in): 1.50 Fc┴ (psi):405 per NDS Table 4A F'c┴ (psi):506 = Fc┴*CM*Ct*Cb Cb:1.25 per NDS 3.10.4 Pall (lb):4177 = F'c*A Quantum Consulting Engineers LLC Project: Date: 2/4/21 Job No:20472.01 1511 Third Avenue, Suite 323 Designer:MKS Sheet: 1 Seattle, WA 98101 Client: Checked By: HF #2 HF #2 1.50 2812 Arch. Brittle 850 1300 1.25 Yes Popeyes - Yelm Wood Stud Wall Design Per IBC 2018 & NDS 2018 Structure:Popeyes - Yelm Wall Line: Exterior Bearing Wall Check Wall Axial and Flexural Capacities for Load Cases per IBC 1605.3.1 fc = Paxial/A fb = Mtot/S F'c = Fc*CD*CM*Ct*CF*CP F'b = Fb*CD*CM*Ct*CF*Cr PAxial (lb)Bot. Plate Pall Status fc (psi)CD: NDS Table 2.3.2 CP F'c (psi)Cr: NDS 4.3.9 Mtot (lb-ft) F'b (psi) Interaction per NDS 3.9.2 Wall Status Load Case:D + L 889 <= Pall: OK 108 1.00 0.37 536 1.15 93 1271 0.18 OK Load Case:D + S 1440 <= Pall: OK 175 1.15 0.33 546 1.15 150 1461 0.33 OK Load Case:D + 0.75(L + S) 1302 <= Pall: OK 158 1.15 0.33 546 1.15 136 1461 0.28 OK Load Case:D + 0.6W 889 <= Pall: OK 108 1.60 0.25 564 1.35 309 2387 0.29 OK Load Case:D + 0.75(L + S + 0.6W) 1302 <= Pall: OK 158 1.60 0.25 564 1.15 298 2033 0.39 OK Load Case:(1.0 + 0.14Sds) D + 0.7E 995 <= Pall: OK 121 1.60 0.25 564 1.15 402 2033 0.44 OK Load Case:(1.0 + 0.14Sds) D + 0.75(L + S + 0.7E) 1457 <= Pall: OK 177 1.60 0.25 564 1.15 375 2033 0.51 OK Wall:2x6 @ 16 in. o.c. Footing Bearing Allowable Bearing (psf):4000 Footing Width (in):16.0 Tributary Load (plf):1080 DCR:0.20 OK Quantum Consulting Engineers LLC Project: Date: 2/4/21 Job No:20472.01 1511 Third Avenue, Suite 323 Designer:MKS Sheet: 1 Seattle, WA 98101 Client: Checked By: 490 473 637 is acceptable 0.05 0.08 0.08 0.19 0.18 0.33 Deflectio n (in) 595 Popeyes - Yelm 2812 Arch. fb (psi) 147 238 215 0.29 Roof Member Name Results Current Solution Comments B1 - E Dining Beam Passed 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam B2 - N/S Dining Beam Passed 1 piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam B3 - Drive Thru Beam Passed 1 piece(s) 5 1/8" x 7 1/2" 24F-V8 DF Glulam B4 - W Kitchen Header Passed 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 P1 - E Kitchen Trimmer Passed 2 piece(s) 2 x 6 Douglas Fir-Larch No. 2 P2 - N/S Kitchen Trimmer Passed 2 piece(s) 2 x 6 Douglas Fir-Larch No. 2 20472.01 Popeyes - Yelm JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 2/4/2021 5:07:07 PM UTC Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com ForteWEB v3.1 File Name: 20472.01 Popeyes - Yelm Page 1 / 7 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3887 @ 2"7265 (3.50")Passed (54%)--1.0 D + 1.0 S (All Spans) Shear (lbs)3272 @ 1' 3 1/2"12495 Passed (26%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)15231 @ 8' 2"28290 Passed (54%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.300 @ 8' 2"0.533 Passed (L/641)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.528 @ 8' 2"0.800 Passed (L/363)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16'. •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - HF 3.50"3.50"1.87"1682 327 2205 4214 Blocking 2 - Stud wall - HF 3.50"3.50"1.87"1682 327 2205 4214 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)16' 4" o/c Bottom Edge (Lu)16' 4" o/c Dead Roof Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 16' 4"N/A 14.9 ---- 1 - Uniform (PSF)0 to 16' 4" (Top)2'23.0 20.0 60.0 Roof Tributary 2 - Uniform (PLF)0 to 16' 4" (Top)N/A 125.0 --Wall Above 3 - Uniform (PLF)0 to 16' 4" (Front)N/A 20.0 -150.0 Canopy 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof, B1 - E Dining Beam 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 2/4/2021 5:07:07 PM UTC Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 20472.01 Popeyes - Yelm Page 2 / 7 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5778 @ 2"7265 (3.50")Passed (80%)--1.0 D + 1.0 S (All Spans) Shear (lbs)4579 @ 1' 2"10933 Passed (42%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)15301 @ 5' 7 1/2"21660 Passed (71%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.192 @ 5' 7 1/2"0.364 Passed (L/683)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.369 @ 5' 7 1/2"0.546 Passed (L/355)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 11". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - HF 3.50"3.50"2.78"2774 1350 3004 7128 Blocking 2 - Stud wall - HF 3.50"3.50"2.78"2774 1350 3004 7128 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11' 3" o/c Bottom Edge (Lu)11' 3" o/c Dead Roof Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 11' 3"N/A 13.1 ---- 1 - Uniform (PSF)0 to 11' 3" (Top)12'30.0 20.0 32.0 Roof Tributary 2 - Uniform (PLF)0 to 11' 3" (Top)N/A 100.0 --Wall Above 3 - Uniform (PLF)0 to 11' 3" (Front)N/A 20.0 -150.0 Canopy 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof, B2 - N/S Dining Beam 1 piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 2/4/2021 5:07:07 PM UTC Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 20472.01 Popeyes - Yelm Page 3 / 7 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4300 @ 2"7265 (3.50")Passed (59%)--1.0 D + 1.0 S (All Spans) Shear (lbs)3173 @ 11"7809 Passed (41%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)6825 @ 3' 6"11051 Passed (62%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.093 @ 3' 6"0.222 Passed (L/858)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.168 @ 3' 6"0.333 Passed (L/475)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 8". •The effects of positive or negative camber have not been accounted for when calculating deflection. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - HF 3.50"3.50"2.07"1920 1120 2380 5420 Blocking 2 - Stud wall - HF 3.50"3.50"2.07"1920 1120 2380 5420 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' o/c Bottom Edge (Lu)7' o/c Dead Roof Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 7'N/A 9.3 ---- 1 - Uniform (PSF)0 to 7' (Top)16'25.0 20.0 32.0 Roof Tributary 2 - Uniform (PLF)0 to 7' (Top)N/A 115.0 --Wall Above 3 - Uniform (PLF)0 to 7' (Front)N/A 24.0 -168.0 Canopy 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof, B3 - Drive Thru Beam 1 piece(s) 5 1/8" x 7 1/2" 24F-V8 DF Glulam ForteWEB Software Operator Job Notes 2/4/2021 5:07:07 PM UTC Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 20472.01 Popeyes - Yelm Page 4 / 7 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)704 @ 2"4253 (3.50")Passed (17%)--1.0 D + 1.0 S (All Spans) Shear (lbs)439 @ 10 3/4"3002 Passed (15%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)723 @ 2' 4 1/2"2720 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.007 @ 2' 4 1/2"0.147 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.017 @ 2' 4 1/2"0.221 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - HF 3.50"3.50"1.50"419 95 285 799 Blocking 2 - Stud wall - HF 3.50"3.50"1.50"419 95 285 799 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 9" o/c Bottom Edge (Lu)4' 9" o/c Dead Roof Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 9"N/A 5.5 ---- 1 - Uniform (PSF)0 to 4' 9" (Top)2'23.0 20.0 60.0 Roof Tributary 2 - Uniform (PLF)0 to 4' 9" (Top)N/A 125.0 --Wall Above 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof, B4 - W Kitchen Header 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/4/2021 5:07:07 PM UTC Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 20472.01 Popeyes - Yelm Page 5 / 7 Wall Height: 9' 4"Member Height: 8' 11 1/2"Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 20 50 Passed (39%)---- Compression (lbs)3887 16205 Passed (24%)1.15 1.0 D + 1.0 S Plate Bearing (lbs)3887 6683 Passed (58%)--1.0 D + 1.0 S Lateral Reaction (lbs)48 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)43 3168 Passed (1%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)107 @ mid-span 2355 Passed (5%)1.60 1.0 D + 0.6 W Total Deflection (in)0.05 @ mid-span 0.90 Passed (L/2325)--1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.28 1 Passed (28%)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 1' System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d x 2.5" Box (Toe)1 N/A Base Nails 8d x 2.5" Box (Toe)1 N/A •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 Roof Live Snow Vertical Load Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Point (lb)N/A 1682 327 2205 Beam Reaction • 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 (97), 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. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1'17.8 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 Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, P1 - E Kitchen Trimmer 2 piece(s) 2 x 6 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/4/2021 5:07:07 PM UTC Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 20472.01 Popeyes - Yelm Page 6 / 7 Wall Height: 9' 4"Member Height: 8' 11 1/2"Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 20 50 Passed (39%)---- Compression (lbs)5778 16205 Passed (36%)1.15 1.0 D + 1.0 S Plate Bearing (lbs)5778 6683 Passed (86%)--1.0 D + 1.0 S Lateral Reaction (lbs)48 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)43 3168 Passed (1%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)107 @ mid-span 2355 Passed (5%)1.60 1.0 D + 0.6 W Total Deflection (in)0.06 @ mid-span 0.90 Passed (L/1693)--1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.51 1 Passed (51%)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. •Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. •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 1' System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d x 2.5" Box (Toe)1 N/A Base Nails 8d x 2.5" Box (Toe)1 N/A •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 Roof Live Snow Vertical Load Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Point (lb)N/A 2774 1350 3004 Beam Reaction • 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 (97), 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. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1'17.8 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 Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, P2 - N/S Kitchen Trimmer 2 piece(s) 2 x 6 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/4/2021 5:07:07 PM UTC Maxwell Skotheim Quantum Consulting Engineers (206) 957-3906 MSkotheim@quantumce.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 20472.01 Popeyes - Yelm Page 7 / 7 "Flag Pole" Footing Design IBC 2018 Section 1807.3 Horizontal Load, P (lbs)6000 Height to Load, h (feet)2.00 Allowable Passive Pressure, S (pcf)100 Non-Confined Pole?Yes Passive Pressure Increase (IBC 1806.3.4)2.0 Footing Diameter, B (feet)3.00 With Constraint at Ground Level Required Embedment, D (feet)4.40 IBC EQ 18-2 <= 12 ft Without Constraint at Ground Level Trial Embedment (feet)9.33 (Must Equal Required Embedment) A =7.52 IBC EQ 18-1 Required Embedment, D (feet)9.29 IBC EQ 18-1 <= 12 ft Reinforcing Longitudinal: 0.005Ag Min Longitudinal Reinforcing Provided:12 #6 (4 Bars Minimum) OK Transverse: Provided:#4 Ties Ties and Spacing @ Top of Footing:(2) Ties @ 3 in o.c.ACI 318-14 10.7.6.1.6 Max Field Spacing:ACI 318-14 25.7.2.1 Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date:2/4/21 Job No:20472.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked: Asmin= 5.09 in^2 Asprov= 5.28 in^2 12.0 in o.c. SITE BOLLARD "Flag Pole" Footing Design IBC 2018 Section 1807.3 Horizontal Load, P (lbs)6000 Height to Load, h (feet)2.00 Allowable Passive Pressure, S (pcf)100 Non-Confined Pole?Yes Passive Pressure Increase (IBC 1806.3.4)2.0 Footing Diameter, B (feet)1.75 With Constraint at Ground Level Required Embedment, D (feet)5.26 IBC EQ 18-2 <= 12 ft Without Constraint at Ground Level Trial Embedment (feet)12.00 (Must Equal Required Embedment) A =10.03 IBC EQ 18-1 Required Embedment, D (feet)11.87 IBC EQ 18-1 <= 12 ft Reinforcing Longitudinal: 0.005Ag Min Longitudinal Reinforcing Provided:6 #5 (4 Bars Minimum) OK Transverse: Provided:#4 Ties Ties and Spacing @ Top of Footing:(2) Ties @ 3 in o.c.ACI 318-14 10.7.6.1.6 Max Field Spacing:ACI 318-14 25.7.2.1 Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date:2/4/21 Job No:20472.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: 2812 Arch. Checked: Asmin= 1.73 in^2 Asprov= 1.86 in^2 10.0 in o.c. SITE LIGHT POLE POPEYES - YELM 1301 E YELM AVENUE YELM, WA 98597 Quantum Job Number: 20472.01 LATERAL CALCULATIONS Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure:Popeyes - Yelm Address:1301 E Yelm Avenue, Yelm, WA Latitude: Longitude: Structure Classification Risk Category :II per ASCE Table 1.5-1 Seismic Force-Resisting System: 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):15.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max:Yes Per ASCE 12.8.1.3 S1 (g-sec):0.46 SS (g-sec):1.28 Site Class:D per ASCE 11.4.3 ASCE 11.4.8 Exception 2 Used Fv 1.84 Fa 1.00 SM1 (g-sec):0.85 SMS (g-sec):1.28 per ASCE 11.4.4 SD1 (g-sec):0.57 SDS (g-sec):0.85 per ASCE 11.4.5 SDC:D per ASCE 11.6 IE:1.00 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Structure Type: TL (sec): 6.00 ASCE Figures 22-12 through 22-16 TS:0.66 Ta (sec): 0.15 Ct * hnx per ASCE Eq. 12.8-7 Tuse (sec): 0.15 T <= TL Equivalent Lateral Force Procedure Design Base Shear per ASCE 12.8 Cs:0.13 = SDS / (R/IE) per ASCE Eq. 12.8-2 Cs-max:0.57 = SD1 / (Ta*R/IE) for T <= TL per ASCE Eq. 12.8-3 Cs-max:22 = SD1*TL / (Ta 2*R/IE) for T > TL per ASCE Eq. 12.8-4 Cs-min:0.04 per ASCE Eq. 12.8-5 Cs-min:--= 0.5S1 / (R/IE) for S1 => 0.6g per ASCE Eq. 12.8-6 Cs-use:0.131 V : 0.131 W = CS-use * W per ASCE Eq. 12.8-1 Quantum Consulting Engineers LLC Project: Date: 2/4/21 Job No:20472.01 1511 Third Avenue, Suite 323 Designer:MKS Sheet:1 Seattle, WA 98101 Client: Checked By:2812 Arch. Assumed Value Popeyes - Yelm Sds (max) = 1.0 Approximate Fundamental Period All Other Structural Systems 46.9334 -122.5918 Light-Framed Wood Walls Sheathed with Structural Panels Wind Loads Criteria ASCE 7-16 Wind Load Criteria Risk Category:II Table 1.5-1 Roof Type: Basic Wind Speed:97 Figure 26.5.1 Roof Slope: 1.2 DEG Exposure Category:B Section 26.7.3 Mean Roof HT: UP TO 160FT Ground Elevation:354 ft Parapet: Wall Ht:15.0 ft Parapet Elevation: UP TO 160FT Wind Topographic Factor, K zt : per Section 26.8 Terrain Type: Direction: Lh:10 ft DIST UPWIND OF CREST TO HALF HT OF HILL OR ESCARP. H:10 ft HT. OF HILL OR ESCARP. RELATIVE TO THE UPWIND TERRAIN x:10 ft DIST. (UPWIND OR DOWNWIND) FROM THE CREST TO THE BUILDING z:10 ft HEIGHT ABOVE GROUND SURFACE AT BUILDING SITE Kzt:1.04 EQUATION 26.8-1 Kzt:1.00 MANUALLY INPUT Ke:0.987 ASCE 26.10.1 Kd:0.85 ASCE 26.6 Quantum Consulting Engineers LLC Project: Date:2/4/21 Job No:20472.01 1511 Third Avenue, Suite 323 Designer:MKS Sheet: Seattle, WA 98101 Client: Checked By: 2-dimensional ridges Upwind of Crest 2812 Arch. Popeyes - Yelm Flat 0.3:12 15.0 ft Yes 20.5 ft <=3deg z H H/2 H/2 Lh x Direction of Wind x Upwind of Crest Downwind of Crest 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:0.9873 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:15.0 ft Parapet Elevation:20.5 ft L/B Ratio: Short Dimension:33.0 ft Long Dimension:73.0 ft Transverse Wind L/B: 0.4520548 Longitudinal Wind L/B: 2.2 *NOTE: INTERNAL BUILDING PRESSURE CANCEL EACH OTHER OUT IN ENCLOSED BUILDING Wall Pressures: Kh & Kz:0.575 At Top of Wall Kz:0.57 0 ft to 15 ft Kp: 0.63 At Top of Parapet Transverse Longitudinal 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 27.5.1 ASCE 27.5.1 Parapet:31.8 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: Date:2/4/21 Job No:20472 1511 Third Avenue, Suite 323 Designer:MKS Sheet:2 Seattle, WA 98101 Client: Checked By: Popeyes - Yelm 2812 Arch. 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: 15.0 ft Building Length:33.0 ft Normal to Ridge Kh & Kz:0.575 At Mean Roof Ht FLAT ROOF Windward Pressure LC 1 LC 2 LC 1 LC 2 0 to h/2 -11.0 psf 0.3 psf -0.2 psf 0.0 psf h/2 to h -11.0 psf 0.3 psf -0.2 psf 0.0 psf h to 2h -7.0 psf 0.3 psf -0.1 psf 0.0 psf >2h -5.1 psf 0.3 psf -0.1 psf 0.0 psf *Negative indicates pressure away from surface *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) Povh:-18.9 psf Minimum Projected Horizontal Pressure (PSF)8.0 psf ##### ASCE 27.5.1 Quantum Consulting Engineers LLC Project: Date:2/4/21 Job No:####### 1511 Third Avenue, Suite 323 Designer:MKS Sheet:3 Seattle, WA 98101 Client: Checked By: Horizontal Projected Pressure: Popeyes - Yelm -0.4 psf 2812 Arch. 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:15.0 ft Ke:0.99 Section 26.10.1 Wall Height:15.0 ft Parapet Height:5.5 ft Zone Dimensions Least Horiz. BLDG Dimension:33 ft a:3.3 ft 2a:6.6 ft Wall Pressures Kz:0.575 Table 26.10-1 0-15 ft (PART 3) Kh:0.575 Table 26.10-1 Effective Wind Area: Zone 4: Zone 5: 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 -16.7 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:0.575 Table 26.10-1 Overhang?: Effective Wind Area: Zone 1:10 ft^2 Zone 2: Zone 3:10 ft^2 Zone 1':10 ft^2 Zone 2e: Zone 3e:10 ft^2 Zone 2n:Zone 3r:10 ft^2 Zone 2r:Zone 3':10 ft^2 Zone 2': Zone (PSF) Load Case 1 1'Load Case 2 2e 2n 2r 2' 1 5.6 5.6 1 --- 2 -21.8 -8.4 2 --- Load Case 3 3e 3r 3' 1 12.5 --- 2 -28.8 --- Zone 4 Zone 5 Parapet Pressures Windward:44.8 44.8 Leeward:32.0 32.7 Quantum Consulting Engineers LLC Project: Date:2/4/21 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet:4 Seattle, WA 98101 Client: Checked By: 10 ft^2 10 ft^2 10 ft^2 2812 Arch. Popeyes - Yelm 10 ft^2 - - No 12.5 -28.8 10 ft^2 10 ft^2 10 ft^2 Wind Loads - Components and Cladding (Cont.) ASCE 7-16 Chapter 30 - Part 4 Enclosed Buildings With h<160 FT (Simplified) ASCE FIG 30.3-2A ASCE FIG 30.3-2B to D FLAT/GABLE ROOF θ <= 7°GABLE ROOF 7°< θ <= 45° ASCE FIG 30.3-2E to I ASCE FIG 30.3-5A HIP ROOF 7°< θ <= 45°Monoslope ROOF 3°< θ <= 10° ASCE FIG 30.3-5B ASCE FIG 30.5-1 Monoslope ROOF 10°< θ <= 30°ROOF H > 60ft, θ <= 7° Quantum Consulting Engineers LLC Project: Date:2/4/21 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet:5 Seattle, WA 98101 Client: Checked By:2812 Arch. Popeyes - Yelm Seismic Base Shear Per IBC 2018 & ASCE 7-16 Structure:Popeyes - Yelm Seismic Parameters: Cs:0.131 Ve :0.131 W = CS-use * W per ASCE Eq. 12.8-1 Design Loads Roof =20.0 psf Exterior Wall =10.0 psf Exterior Wall w/ Veneer =14.0 psf Walls 1st Floor =20.5 ft (to T.O. Parapet) Longitudinal: L =73.0 ft Lbrick =27.5 ft LEIFS =45.5 ft W = 17.2 kip Transverse: L =33.0 ft W = 6.8 kip Roof A = 2409 ft2 W = 48.2 kip Equipment: W =5.3 kip (Approx. RTU Weight) Longitudinal: W = 60.2 kip Ve =7.9 kip Transverse: W = 70.7 kip Ve =9.3 kip Quantum Consulting Engineers LLC Project: Date: 2/4/21 Job No:20472.01 1511 Third Avenue, Suite 323 Designer:MKS Sheet: Seattle, WA 98101 Client: Checked By: Popeyes - Yelm 2812 Arch. Wind Base Shear Per IBC 2018 & ASCE 7-16 Structure:Popeyes - Yelm Wind Parameters: Transverse Longitudinal Ph:16.0 psf 16.0 psf Po:16.0 psf 16.0 psf Pp:31.8 psf 31.8 psf Longitudinal: Width =33.0 ft Wall Height =15.0 ft Parapet Height =5.5 ft (Total building height minus wall height) Awall =248 ft2 Aparapet =182 ft2 Vw =9.7 kip Ve =7.9 kip Wind loading controls lateral design in longitudinal direction. Transverse: Width =73.0 ft Wall Height =15.0 ft Parapet Height =5.5 ft (Total building height minus wall height) Awall =548 ft2 Aparapet =402 ft2 Vw =21.5 kip Ve =9.3 kip Wind loading controls lateral design in longitudinal direction. Quantum Consulting Engineers LLC Project: Date: 2/4/21 Job No: 20472.01 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client: Checked By: Popeyes - Yelm 2812 Arch. LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure:Popeyes - Yelm Floor Level:Roof (N-S) Sds = 0.85 Depth of Floor Framing & Plates (Clearspan) at Interstory (in) =30.00 Shear Wall Line Information LSW (ft)Wall Pier hwp (ft) Aspect Ratio Wall Framing Species Specific Gravity G Interstory of Base?hsw (ft)Wall Wt. (psf) Roof/Floor Trib. (ft) Roof/Floor Wt. (psf) SW GRID A 22.48 - - - - - - - - - SW Segment A.1 13.33 12.00 0.90 DF #2 0.50 Base 12.00 10.0 2.0 20.0 SW Segment A.2 5.40 12.00 2.22 DF #2 0.50 Base 12.00 10.0 2.0 20.0 SW Segment A.3 3.75 12.00 3.20 DF #2 0.50 Base 12.00 10.0 2.0 20.0 SW Segment SW Segment SW GRID B 15.50 --------- SW Segment B.1 7.90 12.00 1.52 DF #2 0.50 Base 12.00 10.0 2.0 20.0 SW Segment B.2 7.60 12.00 1.58 DF #2 0.50 Base 12.00 10.0 2.0 20.0 SW Segment SW Segment SW Segment SW GRID C 13.10 --------- SW Segment C.1 5.10 12.00 2.35 DF #2 0.50 Base 12.00 10.0 2.0 20.0 SW Segment C.2 8.00 12.00 1.50 DF #2 0.50 Base 12.00 10.0 2.0 20.0 SW Segment SW Segment SW Segment SW GRID D 7.60 --------- SW Segment D.1 3.80 12.00 3.16 DF #2 0.50 Base 12.00 10.0 2.0 20.0 SW Segment D.2 3.80 12.00 3.16 DF #2 0.50 Base 12.00 10.0 2.0 20.0 SW Segment SW Segment SW Segment Shear Wall Loads and Summary SW Mark EQ (lb) Wall (ULT) Wind (lb) Wall (ULT)Wall DL (lb) Wall DL (lb) End 1 Wall DL (lb) End 2 Shear Wall Type MIN. # of End Studs SW GRID A 2389 5522 - - - - - SW Segment A.1 1416 3275 2133 SW-6 2 SW Segment A.2 574 1327 864 SW-6 2 SW Segment A.3 398 921 600 SW-6 2 SW Segment SW Segment SW GRID B 3121 7216 -- SW Segment B.1 1591 3678 1264 SW-6 2 SW Segment B.2 1530 3538 1216 SW-6 2 SW Segment SW Segment SW Segment SW GRID C 2007 4639 -- SW Segment C.1 781 1806 816 SW-6 2 SW Segment C.2 1225 2833 1280 SW-6 2 SW Segment SW Segment SW Segment SW GRID D 1784 4123 -- SW Segment D.1 892 2062 608 SW-4 2 SW Segment D.2 892 2062 608 SW-4 2 SW Segment SW Segment SW Segment Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date: 2/8/21 Job No: 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client:2812 Arch.Checked By: JHR - - - HDU4 (4565DF, 3285HF) HDU4 (4565DF, 3285HF) HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) Holdown - HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) SW Mark HDU2 (3075DF,2215HF) 20472.01 1 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure:Popeyes - Yelm Floor Level:Roof (N-S) Shear Wall Schedule (LRFD)fD = 0.8 Panel Edge Nail Spacing (in) Nominal Seismic SW Capacity (plf) LRFD Seismic SW Capacity (plf) Nominal Wind SW Capacity (plf) LRFD Wind SW Capacity (plf) Sheathing Shear Stiffness, Ga (lb/in) SW-6 6 520 416 730 584 10 SW-4 4 760 608 1065 852 13 SW-3 3 980 784 1370 1096 15 SW-2 2 1280 1024 1790 1432 20 2SW-4 4 1520 1216 2130 1704 26 2SW-3 3 1960 1568 2740 2192 30 2SW-2 2 2560 2048 3580 2864 40 Determine Shear Wall Type (LRFD) Seismic Shear (plf) Aspect Ratio Reduction Adjusted Seismic Shear (plf) Wind Shear (plf) Adjusted Wind Shear (plf) Controlling Shear (plf) Shear Wall Type Shear Wall Capacity (plf) Check Controlling Shear 106 1.00 106 246 246 246 SW-6 584 OK Wind 106 0.97 109 246 253 253 SW-6 584 OK Wind 106 0.85 125 246 289 289 SW-6 584 OK Wind 201 1.00 201 466 466 466 SW-6 584 OK Wind 201 1.00 201 466 466 466 SW-6 584 OK Wind 153 0.96 160 354 370 370 SW-6 584 OK Wind 153 1.00 153 354 354 354 SW-6 584 OK Wind 235 0.86 274 543 634 634 SW-4 852 OK Wind 235 0.86 274 543 634 634 SW-4 852 OK Wind *NOTE: CONTROLLING SHEAR IS BASED ON THE DIFFERENCE IN Determine Shear Wall Overturning Moment Lever Arm SHEAR WALL CAPACITY BETWEEN WIND & EQ Wall Length Lever Arm (ft) Calculated Lever Arm (ft)% Different Override Wall Length User Input MOT Lever Arm (ft) 13.33 12.85 3.77%No 5.40 4.92 9.85%No 3.75 3.27 14.83%No 7.90 7.42 6.53%No 7.60 7.12 6.81%No 5.10 4.62 10.49%No 8.00 7.52 6.44%No 3.80 3.32 14.61%No 3.80 3.32 14.61%No Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date: 2/8/21 Job No: 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client:2812 Arch.Checked By: JHR APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common Sheathing Grade, Sheathing Thickness, & Nail Size SW Segment Mark A.1 A.2 A.3 APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common B.1 B.2 C.1 C.2 D.1 D.2 A.1 SW Segment Mark A.2 A.3 B.1 B.2 C.1 C.2 D.1 D.2 20472.01 3 Shear Wall Type LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure:Popeyes - Yelm Floor Level:Roof (N-S) Shear Wall End Axial Load (ASD) Seismic Tension (lb) ASD Seismic Tension Above (lb) Seismic Tension Total (lb) Wind Tension (lb) ASD Wind Tension Above (lb) Wind Tension Total (lb) End 1 Dead (lb) End 2 Dead (lb) 893 893 1769 1769 1066 1066 893 893 1769 1769 432 432 893 893 1769 1769 300 300 1692 1692 3352 3352 632 632 1692 1692 3352 3352 608 608 1287 1287 2550 2550 408 408 1287 1287 2550 2550 640 640 1971 1971 3906 3906 304 304 1971 1971 3906 3906 304 304 Determine Required Holdown (ASD) Wind End 1 Eq. 16-15 EQ End 1 Eq. 16-16 Wind End 2 Eq. 16-15 EQ End 2 Eq. 16-16 Controlling Ten. Load (lb) Holdown Capacity (lb) Status -1129 -380 -1129 -380 -1129 -3075 OK -1509 -685 -1509 -685 -1509 -3075 OK -1589 -748 -1589 -748 -1589 -3075 OK -2973 -1388 -2973 -1388 -2973 -3075 OK -2805 -1399 -2805 -1399 -2805 -3075 OK -2305 -1090 -2305 -1090 -2305 -3075 OK -2166 -979 -2166 -979 -2166 -3075 OK -3724 -1825 -3724 -1825 -3724 -4565 OK -3724 -1825 -3724 -1825 -3724 -4565 OK Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date: 2/8/21 Job No: 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client:2812 Arch.Checked By: JHR HDU4 (4565DF, 3285HF) HDU4 (4565DF, 3285HF) Holdown HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) HDU2 (3075DF,2215HF) SW Segment Mark A.1 A.2 A.3 B.1 B.2 C.1 C.2 D.1 D.2 SW Segment Mark A.1 A.2 A.3 B.1 B.2 C.1 C.2 D.1 D.2 20472.01 3 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure:Popeyes - Yelm Floor Level:Roof (E-W) Sds = 0.85 Depth of Floor Framing & Plates (Clearspan) at Interstory (in) =30.00 Shear Wall Line Information LSW (ft)Wall Pier hwp (ft) Aspect Ratio Wall Framing Species Specific Gravity G Interstory of Base?hsw (ft)Wall Wt. (psf) Roof/Floor Trib. (ft) Roof/Floor Wt. (psf) SW GRID 1 50.50 - - - - - - - - - SW Segment 1.10 44.00 12.00 0.27 DF #2 0.50 Base 12.00 10.0 16.5 20.0 SW Segment 1.20 6.50 12.00 1.85 DF #2 0.50 Base 12.00 10.0 16.5 20.0 SW Segment DF #2 SW Segment SW Segment SW GRID 2 30.16 --------- SW Segment 2.10 18.16 12.00 0.66 DF #2 0.50 Base 12.00 10.0 16.5 20.0 SW Segment 2.20 12.00 12.00 1.00 DF #2 0.50 Base 12.00 10.0 16.5 20.0 SW Segment SW Segment SW Segment SW GRID 3 0.00 --------- SW Segment SW Segment SW Segment SW Segment SW Segment SW GRID 4 0.00 --------- SW Segment SW Segment SW Segment SW Segment SW Segment Shear Wall Loads and Summary SW Mark EQ (lb) Wall (ULT) Wind (lb) Wall (ULT)Wall DL (lb) Wall DL (lb) End 1 Wall DL (lb) End 2 Shear Wall Type MIN. # of End Studs SW GRID 1 3950 4850 - - - - - SW Segment 1.10 3442 4226 19800 SW-6 2 SW Segment 1.20 508 624 2925 SW-6 2 SW Segment SW Segment SW Segment SW GRID 2 3950 4850 -- SW Segment 2.10 2378 2920 8172 SW-6 2 SW Segment 2.20 1572 1930 5400 SW-6 2 SW Segment SW Segment SW Segment SW GRID 3 -- SW Segment SW Segment SW Segment SW Segment SW Segment SW GRID 4 -- SW Segment SW Segment SW Segment SW Segment SW Segment Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date: 2/8/21 Job No: 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client:2812 Arch.Checked By: JHR 20472.01 1 - - - No HD No HD SW Mark Holdown - No HD No HD LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure:Popeyes - Yelm Floor Level:Roof (E-W) Shear Wall Schedule (LRFD)fD = 0.8 Panel Edge Nail Spacing (in) Nominal Seismic SW Capacity (plf) LRFD Seismic SW Capacity (plf) Nominal Wind SW Capacity (plf) LRFD Wind SW Capacity (plf) Sheathing Shear Stiffness, Ga (lb/in) SW-6 6 520 416 730 584 10 SW-4 4 760 608 1065 852 13 SW-3 3 980 784 1370 1096 15 SW-2 2 1280 1024 1790 1432 20 2SW-4 4 1520 1216 2130 1704 26 2SW-3 3 1960 1568 2740 2192 30 2SW-2 2 2560 2048 3580 2864 40 Determine Shear Wall Type (LRFD) Seismic Shear (plf) Aspect Ratio Reduction Adjusted Seismic Shear (plf) Wind Shear (plf) Adjusted Wind Shear (plf) Controlling Shear (plf) Shear Wall Type Shear Wall Capacity (plf) Check Controlling Shear 78 1.00 78 96 96 78 SW-6 416 OK Seismic 78 1.00 78 96 96 78 SW-6 416 OK Seismic 131 1.00 131 161 161 131 SW-6 416 OK Seismic 131 1.00 131 161 161 131 SW-6 416 OK Seismic *NOTE: CONTROLLING SHEAR IS BASED ON THE DIFFERENCE IN Determine Shear Wall Overturning Moment Lever Arm SHEAR WALL CAPACITY BETWEEN WIND & EQ Wall Length Lever Arm (ft) Calculated Lever Arm (ft)% Different Override Wall Length User Input MOT Lever Arm (ft) 44.00 43.63 0.86%No 6.50 6.13 6.12%No 18.16 17.79 2.11%No 12.00 11.63 3.23%No Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date: 2/8/21 Job No: 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client:2812 Arch.Checked By: JHR 20472.01 3 1.20 2.10 2.20 SW Segment Mark 1.10 2.10 2.20 APA Rated, 15/32", 8d Common SW Segment Mark 1.10 1.20 APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common APA Rated, 15/32", 8d Common Shear Wall Type Sheathing Grade, Sheathing Thickness, & Nail Size LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure:Popeyes - Yelm Floor Level:Roof (E-W) Shear Wall End Axial Load (ASD) Seismic Tension (lb) ASD Seismic Tension Above (lb) Seismic Tension Total (lb) Wind Tension (lb) ASD Wind Tension Above (lb) Wind Tension Total (lb) End 1 Dead (lb) End 2 Dead (lb) 657 657 691 691 9900 9900 657 657 691 691 1463 1463 1100 1100 1158 1158 4086 4086 1100 1100 1158 1158 2700 2700 Determine Required Holdown (ASD) Wind End 1 Eq. 16-15 EQ End 1 Eq. 16-16 Wind End 2 Eq. 16-15 EQ End 2 Eq. 16-16 Controlling Ten. Load (lb) Holdown Capacity (lb) Status 5249 4105 5249 4105 4105 0 OK 186 46 186 46 46 0 OK 1294 865 1294 865 865 0 OK 1272 199 1272 199 199 0 OK Quantum Consulting Engineers LLC Project: Popeyes - Yelm Date: 2/8/21 Job No: 1511 Third Avenue, Suite 323 Designer: MKS Sheet: Seattle, WA 98101 Client:2812 Arch.Checked By: JHR 20472.01 3 2.10 No HD 2.20 No HD SW Segment Mark Holdown 1.10 No HD 1.20 No HD 2.10 2.20 SW Segment Mark 1.10 1.20 POPEYES - YELM 1301 E YELM AVENUE YELM, WA 98597 Quantum Job Number: 20472.01 PARAPET & CANOPY CALCULATIONS Quantum Consulting Engineers MKS 20472.01 Drive Thru Canopy -Popeyes SK-4 Jan 21, 2021 Drive Thru Canopy.r3d Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Drive Thru Canopy -Popeyes Checked By : __________ 1/21/2021 9:52:58 AM RISA-3D Version 19 [ Drive Thru Canopy.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 4.000333 2 N2 10 0 4.000333 3 N3 0 0 0 4 N4 10 0 0 5 N5 0.5 4 0 6 N6 9.5 4 0 7 N8 0.5 0 4.000333 8 N9 9.5 0 4.000333 9 N10 9.5 0 0 10 N11 0.5 0 0 11 N12 0.5 0 3.500333 12 N13 9.5 0 3.500333 13 N14 10 0 3.500333 14 N15 0 0 3.500333 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]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 Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Diaphragm Point Loads No Data to Print... Member Distributed Loads Member LabelDirection 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 -0.06 -0.06 0 %100 2 M6 Y -0.108 -0.108 0 %100 Member Distributed 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 -0.001 -0.001 0 2 2 M2 Y -0.001 -0.001 2 4 3 M2 Y -0.001 -0.001 4 6 4 M2 Y -0.001 -0.001 6 8 5 M2 Y -0.001 -0.001 8 10 6 M6 Y -0.009 -0.009 0 2 7 M6 Y -0.009 -0.009 2 4 8 M6 Y -0.009 -0.008 4 6 9 M6 Y -0.008 -0.009 6 8 10 M6 Y -0.009 -0.009 8 10 11 M9 Y -0.01 -0.01 1.249e-16 0.5 12 M10 Y -0.01 -0.01 0 1.8 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Drive Thru Canopy -Popeyes Checked By : __________ 1/21/2021 9:52:58 AM RISA-3D Version 19 [ Drive Thru Canopy.r3d ]Page 2 Member Distributed 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, %)] 9 M6 Y -0.008 -0.009 6 8 10 M6 Y -0.009 -0.009 8 10 11 M9 Y -0.01 -0.01 1.249e-16 0.5 12 M10 Y -0.01 -0.01 0 1.8 13 M10 Y -0.01 -0.01 1.8 3.6 14 M10 Y -0.01 -0.01 3.6 5.4 15 M10 Y -0.01 -0.01 5.4 7.2 16 M10 Y -0.01 -0.009 7.2 9 17 M11 Y -0.01 -0.01 0 0.5 Member Distributed 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 0.005 0.007 0 2 2 M2 Y 0.007 0.006 2 4 3 M2 Y 0.006 0.006 4 6 4 M2 Y 0.006 0.007 6 8 5 M2 Y 0.007 0.005 8 10 6 M6 Y 0.045 0.047 0 2 7 M6 Y 0.047 0.045 2 4 8 M6 Y 0.045 0.042 4 6 9 M6 Y 0.042 0.043 6 8 10 M6 Y 0.043 0.047 8 10 11 M9 Y 0.05 0.05 1.249e-16 0.5 12 M10 Y 0.048 0.049 0 1.8 13 M10 Y 0.049 0.048 1.8 3.6 14 M10 Y 0.048 0.05 3.6 5.4 15 M10 Y 0.05 0.051 5.4 7.2 16 M10 Y 0.051 0.046 7.2 9 17 M11 Y 0.05 0.05 0 0.5 Wall Panel Distributed Loads No Data to Print... Diaphragm Distributed Loads No Data to Print... Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N1 N3 N4 N2 Y Two Way 0 Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N1 N3 N4 N2 Y A-B -0.005 Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N1 N3 N4 N2 Y A-B 0.025 Plate Surface Loads No Data to Print... Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Drive Thru Canopy -Popeyes Checked By : __________ 1/21/2021 9:52:58 AM RISA-3D Version 19 [ Drive Thru Canopy.r3d ]Page 3 Wall Panel Surface Loads No Data to Print... Diaphragm Surface Loads No Data to Print... Basic Load Cases BLC Description Category Y Gravity Distributed Area(Member) 1 Self weight DL -1 1 2 Dead Load DL 1 3 Snow load SL 2 4 BLC 1 Transient Area Loads None 5 Wind Uplift WL 1 6 BLC 2 Transient Area Loads None 17 7 BLC 5 Transient Area Loads None 17 Moving Loads No Data to Print... Time History Loads No Data to Print... Load Combinations Description Solve PDelta 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 LL LLS SL 0.75 SLN 4 IBC 16-12 (a) (a)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 LL LLS 7 IBC 16-13 (a) (b)Yes Y DL 1 WL -0.45 LL LLS 8 IBC 16-13 (b) (a)Yes Y DL 1 WL 0.45 LL LLS SL 0.75 SLN 9 IBC 16-13 (b) (b)Yes Y DL 1 WL -0.45 LL LLS SL 0.75 SLN 10 IBC 16-15 (a)Yes Y DL 0.6 WL 0.6 11 IBC 16-15 (b)Yes Y DL 0.6 WL -0.6 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete 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 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Drive Thru Canopy -Popeyes Checked By : __________ 1/21/2021 9:52:58 AM RISA-3D Version 19 [ Drive Thru Canopy.r3d ]Page 4 Node Reactions No Data to Print... Node Reactions -Overstrength or Capacity Limit No Data to Print... Node Displacements No Data to Print... Envelope Node Reactions Node Label X [lb]LC Y [lb]LC Z [lb]LC MX [k-ft]LC MY [k-ft]LC MZ [k-ft]LC 1 N5 max -0.029 10 566.331 9 14.155 10 0 11 0 11 0.001 2 2 min -0.773 2 -8.174 10 -556.617 9 0 1 0 1 0 10 3 N6 max 0.773 2 566.87 9 14.552 10 0 11 0 11 0 10 4 min 0.029 10 -8.572 10 -557.155 9 0 1 0 1 -0.001 2 5 N11 max 0.415 2 702.463 2 556.617 9 0 11 0 11 0 11 6 min -0.127 5 -56.506 10 -14.155 10 0 1 0 1 0 1 7 N10 max 0.127 5 701.764 2 557.155 9 0 11 0 11 0 11 8 min -0.415 2 -54.826 10 -14.552 10 0 1 0 1 0 1 9 Totals:max 0 5 2496.657 9 0 10 10 min 0 10 -128.078 10 0 2 Envelope Node Reactions -Overstrength or Capacity Limit No Data to Print... Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 1 N1 max 0 5 0.002 2 0 2 1.303e-4 9 1.192e-8 11 1.942e-4 10 2 min 0 8 0 5 0 5 -3.692e-5 10 -1.253e-7 2 -1.526e-3 2 3 N2 max 0 2 0.002 2 0 2 1.3e-4 9 1.313e-7 2 1.525e-3 2 4 min 0 10 0 5 0 5 -3.671e-5 10 0 10 -1.922e-4 10 5 N3 max 0 5 0.009 2 0 2 1.699e-4 9 7.468e-6 2 1.942e-4 10 6 min 0 2 -0.001 10 0 5 -2.239e-5 10 -2.179e-6 5 -1.526e-3 2 7 N4 max 0 2 0.009 2 0 2 1.696e-4 9 2.209e-6 5 1.525e-3 2 8 min 0 5 -0.001 10 0 5 -2.218e-5 10 -7.46e-6 2 -1.922e-4 10 9 N5 max 0 2 0 10 0 9 7.892e-4 4 5.01e-4 2 0 10 10 min 0 10 0 9 0 10 4.674e-4 11 1.665e-5 10 0 2 11 N6 max 0 10 0 10 0 9 7.891e-4 4 -1.67e-5 10 0 2 12 min 0 2 0 9 0 10 4.676e-4 11 -5.01e-4 2 0 10 13 N8 max 0 5 0 10 0 10 -1.919e-4 11 5.586e-5 2 -2.784e-5 10 14 min 0 8 -0.003 9 0 9 -4.111e-4 4 -2.127e-7 10 -8.592e-4 2 15 N9 max 0 2 0 10 0 10 -1.921e-4 11 2.252e-7 10 8.591e-4 2 16 min 0 10 -0.003 9 0 9 -4.11e-4 4 -5.586e-5 2 2.789e-5 10 17 N10 max 0 2 0 10 0 10 1.696e-4 9 2.647e-6 5 1.527e-3 2 18 min 0 5 0 2 0 9 -2.219e-5 10 -8.944e-6 2 -1.917e-4 10 19 N11 max 0 5 0 10 0 10 1.699e-4 9 8.95e-6 2 1.937e-4 10 20 min 0 2 0 2 0 9 -2.238e-5 10 -2.62e-6 5 -1.528e-3 2 21 N12 max 0 9 0 10 0 10 1.279e-5 8 5.444e-8 5 -1.453e-7 10 22 min 0 10 -0.003 9 0 9 -5.563e-5 5 -2.484e-7 2 -9.428e-4 2 23 N13 max 0 5 0 10 0 10 1.284e-5 8 2.545e-7 2 9.427e-4 2 24 min 0 8 -0.003 9 0 9 -5.579e-5 5 -3.023e-8 5 4.412e-7 10 25 N14 max 0 5 0.003 2 0 2 1.33e-4 9 9.147e-7 2 1.525e-3 2 26 min 0 8 0 5 0 5 -3.542e-5 10 -2.258e-7 5 -1.922e-4 10 27 N15 max 0 2 0.003 2 0 2 1.333e-4 9 2.496e-7 5 1.942e-4 10 28 min 0 10 0 5 0 5 -3.562e-5 10 -9.087e-7 2 -1.526e-3 2 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Drive Thru Canopy -Popeyes Checked By : __________ 1/21/2021 9:52:58 AM RISA-3D Version 19 [ Drive Thru Canopy.r3d ]Page 5 Envelope Node Displacements (Continued) Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 28 min 0 10 0 5 0 5 -3.562e-5 10 -9.087e-7 2 -1.526e-3 2 Quantum Consulting Engineers MKS 20472.01 N & S Dining Wall Canopy -Popeyes SK-1 Jan 21, 2021 North Dining Canopy.r3d Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 N & S Dining Wall Canopy -Pop… Checked By : __________ 1/21/2021 9:47:11 AM RISA-3D Version 19 [ North Dining Canopy.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 3 2 N2 12 0 3 3 N3 0 0 0 4 N4 12 0 0 5 N5 0.5 3 0 6 N6 11.5 3 0 7 N8 0.5 0 3 8 N9 11.5 0 3 9 N10 11.5 0 0 10 N11 0.5 0 0 11 N12 0.5 0 2.5 12 N13 11.5 0 2.5 13 N14 12 0 2.5 14 N15 0 0 2.5 15 N25 6.000333 0 3 16 N26 6.000333 3 0 17 N27 6.000333 0 0 18 N29 6.000333 0 2.5 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]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 7 N26 Reaction Reaction Reaction Reaction 8 N27 Reaction Reaction Reaction Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Diaphragm Point Loads No Data to Print... Member Distributed Loads Member LabelDirection 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 -0.062 -0.062 0 %100 2 M6 Y -0.081 -0.081 0 %100 Member Distributed 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 -0.001 -0.001 0 2 2 M2 Y -0.001 -0.001 2 4 3 M2 Y -0.001 -0.001 4 6 4 M2 Y -0.001 -0.001 6 8 5 M2 Y -0.001 -0.001 8 10 6 M2 Y -0.001 -0.001 10 12 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 N & S Dining Wall Canopy -Pop… Checked By : __________ 1/21/2021 9:47:11 AM RISA-3D Version 19 [ North Dining Canopy.r3d ]Page 2 Member Distributed 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, %)] 3 M2 Y -0.001 -0.001 4 6 4 M2 Y -0.001 -0.001 6 8 5 M2 Y -0.001 -0.001 8 10 6 M2 Y -0.001 -0.001 10 12 7 M6 Y -0.005 -0.006 0 2 8 M6 Y -0.006 -0.007 2 4 9 M6 Y -0.007 -0.007 4 6 10 M6 Y -0.007 -0.007 6 8 11 M6 Y -0.007 -0.006 8 10 12 M6 Y -0.006 -0.005 10 12 13 M9 Y -0.008 -0.008 0 0.5 14 M10 Y -0.009 -0.007 0 1.1 15 M10 Y -0.007 -0.008 1.1 2.2 16 M10 Y -0.008 -0.008 2.2 3.3 17 M10 Y -0.008 -0.007 3.3 4.4 18 M10 Y -0.007 -0.007 4.4 5.5 19 M11 Y -0.008 -0.008 0 0.5 20 M14 Y -0.007 -0.007 0 1.1 21 M14 Y -0.007 -0.008 1.1 2.2 22 M14 Y -0.008 -0.008 2.2 3.3 23 M14 Y -0.008 -0.007 3.3 4.4 24 M14 Y -0.007 -0.009 4.4 5.5 Member Distributed 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 0.007 0.006 0 2 2 M2 Y 0.006 0.006 2 4 3 M2 Y 0.006 0.007 4 6 4 M2 Y 0.007 0.006 6 8 5 M2 Y 0.006 0.006 8 10 6 M2 Y 0.006 0.007 10 12 7 M6 Y 0.026 0.03 0 2 8 M6 Y 0.03 0.034 2 4 9 M6 Y 0.034 0.035 4 6 10 M6 Y 0.035 0.034 6 8 11 M6 Y 0.034 0.03 8 10 12 M6 Y 0.03 0.026 10 12 13 M9 Y 0.038 0.038 0 0.5 14 M10 Y 0.043 0.034 0 1.1 15 M10 Y 0.034 0.038 1.1 2.2 16 M10 Y 0.038 0.04 2.2 3.3 17 M10 Y 0.04 0.035 3.3 4.4 18 M10 Y 0.035 0.036 4.4 5.5 19 M11 Y 0.038 0.038 0 0.5 20 M14 Y 0.036 0.035 0 1.1 21 M14 Y 0.035 0.04 1.1 2.2 22 M14 Y 0.04 0.038 2.2 3.3 23 M14 Y 0.038 0.034 3.3 4.4 24 M14 Y 0.034 0.043 4.4 5.5 Wall Panel Distributed Loads No Data to Print... Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 N & S Dining Wall Canopy -Pop… Checked By : __________ 1/21/2021 9:47:11 AM RISA-3D Version 19 [ North Dining Canopy.r3d ]Page 3 Diaphragm Distributed Loads No Data to Print... Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N1 N3 N4 N2 Y A-B -0.005 Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N1 N3 N4 N2 Y A-B 0.025 Plate Surface Loads No Data to Print... Wall Panel Surface Loads No Data to Print... Diaphragm Surface Loads No Data to Print... Basic Load Cases BLC Description Category Y Gravity Distributed Area(Member) 1 Self weight DL -1 2 Dead Load DL 1 3 Snow load SL 2 4 BLC 2 Transient Area Loads None 24 5 Wind Uplift WL 1 6 BLC 5 Transient Area Loads None 24 Moving Loads No Data to Print... Time History Loads No Data to Print... Load Combinations Description Solve PDelta 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 LL LLS SL 0.75 SLN 4 IBC 16-12 (a) (a)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 LL LLS 7 IBC 16-13 (a) (b)Yes Y DL 1 WL -0.45 LL LLS 8 IBC 16-13 (b) (a)Yes Y DL 1 WL 0.45 LL LLS SL 0.75 SLN 9 IBC 16-13 (b) (b)Yes Y DL 1 WL -0.45 LL LLS SL 0.75 SLN 10 IBC 16-15 (a)Yes Y DL 0.6 WL 0.6 11 IBC 16-15 (b)Yes Y DL 0.6 WL -0.6 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 N & S Dining Wall Canopy -Pop… Checked By : __________ 1/21/2021 9:47:11 AM RISA-3D Version 19 [ North Dining Canopy.r3d ]Page 4 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete 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 No Data to Print... Node Reactions -Overstrength or Capacity Limit No Data to Print... Node Displacements No Data to Print... Envelope Node Reactions Node Label X [lb]LC Y [lb]LC Z [lb]LC MX [k-ft]LC MY [k-ft]LC MZ [k-ft]LC 1 N5 max -0.001 10 321.996 9 -9.687 10 0 11 0 11 0 2 2 min -0.175 2 14.262 10 -314.405 9 0 1 0 1 0 10 3 N6 max 0.175 2 321.971 9 -9.68 10 0 11 0 11 0 10 4 min 0.001 10 14.256 10 -314.381 9 0 1 0 1 0 2 5 N11 max -0.015 10 305.077 2 314.166 9 0 11 0 11 0 11 6 min -0.288 9 -1.719 10 9.676 10 0 1 0 1 0 1 7 N10 max 0.288 9 305.038 2 314.141 9 0 11 0 11 0 11 8 min 0.015 10 -1.72 10 9.67 10 0 1 0 1 0 1 9 N26 max 0 2 621.006 2 4.898 10 0 11 0 11 0 10 10 min 0 10 0.262 10 -612.325 2 0 1 0 1 0 2 11 N27 max 0 10 700.936 2 612.816 2 0 11 0 11 0 11 12 min 0 2 -64.627 10 -4.878 10 0 1 0 1 0 1 13 Totals:max 0 9 2550.523 2 0 10 14 min 0 10 -39.286 10 0 2 Envelope Node Reactions -Overstrength or Capacity Limit No Data to Print... Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 1 N1 max 0 5 0 10 0 10 2.9e-5 9 3.579e-8 5 1.571e-5 10 2 min 0 10 0 5 0 9 -5.25e-6 10 0 10 -1.306e-4 2 3 N2 max 0 10 0 10 0 10 2.898e-5 9 0 10 1.305e-4 2 4 min 0 5 0 5 0 9 -5.246e-6 10 -3.556e-8 5 -1.568e-5 10 5 N3 max 0 9 0 2 0 10 4.437e-5 9 -1.456e-7 10 1.571e-5 10 6 min 0 10 0 10 0 9 1.302e-6 10 -2.759e-6 9 -1.306e-4 2 7 N4 max 0 10 0 2 0 10 4.436e-5 9 2.76e-6 9 1.305e-4 2 8 min 0 9 0 10 0 9 1.305e-6 10 1.454e-7 10 -1.568e-5 10 9 N5 max 0 2 0 10 0 9 3.642e-4 9 7.179e-5 2 0 10 10 min 0 10 0 9 0 10 2.113e-4 10 7.321e-7 10 0 2 11 N6 max 0 10 0 10 0 9 3.642e-4 9 -7.317e-7 10 0 2 12 min 0 2 0 9 0 10 2.113e-4 10 -7.175e-5 2 0 10 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 N & S Dining Wall Canopy -Pop… Checked By : __________ 1/21/2021 9:47:11 AM RISA-3D Version 19 [ North Dining Canopy.r3d ]Page 5 Envelope Node Displacements (Continued) Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 9 N5 max 0 2 0 10 0 9 3.642e-4 9 7.179e-5 2 0 10 10 min 0 10 0 9 0 10 2.113e-4 10 7.321e-7 10 0 2 11 N6 max 0 10 0 10 0 9 3.642e-4 9 -7.317e-7 10 0 2 12 min 0 2 0 9 0 10 2.113e-4 10 -7.175e-5 2 0 10 13 N8 max 0 5 0 10 0 10 -1.138e-4 11 1.534e-5 9 -1.355e-6 10 14 min 0 10 -0.001 9 0 9 -2.098e-4 4 3.669e-7 10 -1.257e-4 2 15 N9 max 0 10 0 10 0 10 -1.138e-4 11 -3.667e-7 10 1.256e-4 2 16 min 0 5 -0.001 9 0 9 -2.098e-4 4 -1.534e-5 9 1.354e-6 10 17 N10 max 0 10 0 10 0 10 4.436e-5 9 3.184e-6 9 1.323e-4 2 18 min 0 9 0 2 0 9 1.305e-6 10 1.677e-7 10 -1.524e-5 10 19 N11 max 0 9 0 10 0 10 4.437e-5 9 -1.678e-7 10 1.526e-5 10 20 min 0 10 0 2 0 9 1.302e-6 10 -3.183e-6 9 -1.324e-4 2 21 N12 max 0 10 0 10 0 10 1.176e-5 2 8.203e-8 5 1.415e-6 10 22 min 0 9 -0.001 9 0 9 -1.14e-5 5 0 10 -1.268e-4 2 23 N13 max 0 9 0 10 0 10 1.175e-5 2 0 10 1.267e-4 2 24 min 0 10 -0.001 9 0 9 -1.14e-5 5 -8.18e-8 5 -1.411e-6 10 25 N14 max 0 9 0 10 0 10 3.088e-5 9 -2.144e-8 10 1.305e-4 2 26 min 0 10 0 5 0 9 -4.454e-6 10 -3.948e-7 9 -1.568e-5 10 27 N15 max 0 10 0 10 0 10 3.089e-5 9 3.946e-7 9 1.571e-5 10 28 min 0 9 0 5 0 9 -4.458e-6 10 2.129e-8 10 -1.306e-4 2 29 N25 max 0 5 0 10 0 10 -2.431e-4 11 0 10 2.909e-8 2 30 min 0 8 -0.002 2 0 2 -4.252e-4 4 0 2 0 10 31 N26 max 0 10 0 10 0 2 4.961e-4 2 0 10 0 2 32 min 0 2 0 2 0 10 2.746e-4 10 -1.72e-8 2 0 10 33 N27 max 0 2 0 10 0 10 4.436e-5 9 0 10 4.552e-8 9 34 min 0 10 0 2 0 2 1.303e-6 10 0 9 -1.308e-8 10 35 N29 max 0 5 0 10 0 10 3.527e-5 2 0 5 3.062e-8 2 36 min 0 8 -0.002 9 0 2 -2.011e-5 5 0 8 0 10 Quantum Consulting Engineers MKS 20472.01 East Dining Canopy -Popeyes SK-3 Jan 21, 2021 East Dining Canopy.r3d Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 East Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:51:40 AM RISA-3D Version 19 [ East Dining Canopy.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 3.000333 2 N2 18.333333 0 3.000333 3 N3 0 0 0 4 N4 18.333333 0 0 5 N5 0.5 3 0 6 N6 17.833333 3 0 7 N8 0.5 0 3.000333 8 N9 17.833333 0 3.000333 9 N10 17.833333 0 0 10 N11 0.5 0 0 11 N12 0.5 0 2.500333 12 N13 17.833333 0 2.500333 13 N14 18.333333 0 2.500333 14 N15 0 0 2.500333 15 N16 12.556333 0 0 16 N17 12.556333 0 3.000333 17 N18 12.056333 0 3.000333 18 N19 12.056333 3 0 19 N20 12.056333 0 0 20 N21 12.056333 0 2.500333 21 N22 12.556333 0 2.500333 22 N23 5.777774 0 0 23 N24 5.777774 0 3.000333 24 N25 6.277774 0 3.000333 25 N26 6.277774 3 0 26 N27 6.277774 0 0 27 N28 5.777774 0 2.500333 28 N29 6.277774 0 2.500333 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]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 7 N16 8 N19 Reaction Reaction Reaction Reaction 9 N20 Reaction Reaction Reaction 10 N23 11 N26 Reaction Reaction Reaction Reaction 12 N27 Reaction Reaction Reaction Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 East Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:51:40 AM RISA-3D Version 19 [ East Dining Canopy.r3d ]Page 2 Diaphragm Point Loads No Data to Print... Member Distributed Loads Member LabelDirection 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 -0.09 -0.09 0 %100 2 M6 Y -0.11 -0.11 0 %100 Member Distributed 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 -0.001 -0.001 0 2.037 2 M2 Y -0.001 -0.001 2.037 4.074 3 M2 Y -0.001 -0.001 4.074 6.111 4 M2 Y -0.001 -0.001 6.111 8.148 5 M2 Y -0.001 -0.001 8.148 10.185 6 M2 Y -0.001 -0.001 10.185 12.222 7 M2 Y -0.001 -0.001 12.222 14.259 8 M2 Y -0.001 -0.001 14.259 16.296 9 M2 Y -0.001 -0.001 16.296 18.333 10 M6 Y -0.005 -0.006 0 2.037 11 M6 Y -0.006 -0.007 2.037 4.074 12 M6 Y -0.007 -0.006 4.074 6.111 13 M6 Y -0.006 -0.007 6.111 8.148 14 M6 Y -0.007 -0.007 8.148 10.185 15 M6 Y -0.007 -0.006 10.185 12.222 16 M6 Y -0.006 -0.007 12.222 14.259 17 M6 Y -0.007 -0.006 14.259 16.296 18 M6 Y -0.006 -0.005 16.296 18.333 19 M9 Y -0.008 -0.008 0 0.5 20 M10 Y -0.009 -0.007 0 1.056 21 M10 Y -0.007 -0.008 1.056 2.111 22 M10 Y -0.008 -0.008 2.111 3.167 23 M10 Y -0.008 -0.007 3.167 4.222 24 M10 Y -0.007 -0.009 4.222 5.278 25 M11 Y -0.008 -0.008 0 0.5 26 M15 Y -0.008 -0.008 0 0.5 27 M19 Y -0.008 -0.008 0 0.5 28 M20 Y -0.007 -0.007 0 1.156 29 M20 Y -0.007 -0.008 1.156 2.311 30 M20 Y -0.008 -0.008 2.311 3.467 31 M20 Y -0.008 -0.007 3.467 4.623 32 M20 Y -0.007 -0.007 4.623 5.779 33 M21 Y -0.009 -0.007 0 1.055 34 M21 Y -0.007 -0.008 1.055 2.111 35 M21 Y -0.008 -0.008 2.111 3.166 36 M21 Y -0.008 -0.007 3.166 4.222 37 M21 Y -0.007 -0.009 4.222 5.277 Member Distributed 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 0.006 0.007 0 2.037 2 M2 Y 0.007 0.006 2.037 4.074 3 M2 Y 0.006 0.006 4.074 6.111 4 M2 Y 0.006 0.007 6.111 8.148 5 M2 Y 0.007 0.007 8.148 10.185 6 M2 Y 0.007 0.006 10.185 12.222 7 M2 Y 0.006 0.006 12.222 14.259 8 M2 Y 0.006 0.007 14.259 16.296 9 M2 Y 0.007 0.006 16.296 18.333 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 East Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:51:40 AM RISA-3D Version 19 [ East Dining Canopy.r3d ]Page 3 Member Distributed 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, %)] 9 M2 Y 0.007 0.006 16.296 18.333 10 M6 Y 0.025 0.031 0 2.037 11 M6 Y 0.031 0.033 2.037 4.074 12 M6 Y 0.033 0.03 4.074 6.111 13 M6 Y 0.03 0.034 6.111 8.148 14 M6 Y 0.034 0.034 8.148 10.185 15 M6 Y 0.034 0.03 10.185 12.222 16 M6 Y 0.03 0.033 12.222 14.259 17 M6 Y 0.033 0.031 14.259 16.296 18 M6 Y 0.031 0.025 16.296 18.333 19 M9 Y 0.038 0.038 0 0.5 20 M10 Y 0.043 0.034 0 1.056 21 M10 Y 0.034 0.038 1.056 2.111 22 M10 Y 0.038 0.038 2.111 3.167 23 M10 Y 0.038 0.034 3.167 4.222 24 M10 Y 0.034 0.043 4.222 5.278 25 M11 Y 0.038 0.038 0 0.5 26 M15 Y 0.038 0.038 0 0.5 27 M19 Y 0.038 0.038 0 0.5 28 M20 Y 0.036 0.036 0 1.156 29 M20 Y 0.036 0.04 1.156 2.311 30 M20 Y 0.04 0.04 2.311 3.467 31 M20 Y 0.04 0.036 3.467 4.623 32 M20 Y 0.036 0.036 4.623 5.779 33 M21 Y 0.043 0.034 0 1.055 34 M21 Y 0.034 0.038 1.055 2.111 35 M21 Y 0.038 0.038 2.111 3.166 36 M21 Y 0.038 0.034 3.166 4.222 37 M21 Y 0.034 0.043 4.222 5.277 Wall Panel Distributed Loads No Data to Print... Diaphragm Distributed Loads No Data to Print... Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N1 N3 N4 N2 Y A-B -0.005 Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N1 N3 N4 N2 Y A-B 0.025 Plate Surface Loads No Data to Print... Wall Panel Surface Loads No Data to Print... Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 East Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:51:40 AM RISA-3D Version 19 [ East Dining Canopy.r3d ]Page 4 Diaphragm Surface Loads No Data to Print... Basic Load Cases BLC Description Category Y Gravity Distributed Area(Member) 1 Self weight DL -1 2 Dead Load DL 1 3 Snow load SL 2 4 BLC 2 Transient Area Loads None 37 5 Wind Uplift WL 1 6 BLC 5 Transient Area Loads None 37 Moving Loads No Data to Print... Time History Loads No Data to Print... Load Combinations Description Solve PDelta 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 LL LLS SL 0.75 SLN 4 IBC 16-12 (a) (a)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 LL LLS 7 IBC 16-13 (a) (b)Yes Y DL 1 WL -0.45 LL LLS 8 IBC 16-13 (b) (a)Yes Y DL 1 WL 0.45 LL LLS SL 0.75 SLN 9 IBC 16-13 (b) (b)Yes Y DL 1 WL -0.45 LL LLS SL 0.75 SLN 10 IBC 16-15 (a)Yes Y DL 0.6 WL 0.6 11 IBC 16-15 (b)Yes Y DL 0.6 WL -0.6 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete 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 No Data to Print... Node Reactions -Overstrength or Capacity Limit No Data to Print... Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 East Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:51:40 AM RISA-3D Version 19 [ East Dining Canopy.r3d ]Page 5 Node Displacements No Data to Print... Envelope Node Reactions Node Label X [lb]LC Y [lb]LC Z [lb]LC MX [k-ft]LC MY [k-ft]LC MZ [k-ft]LC 1 N5 max 0 10 404.722 2 -10.688 10 0 11 0 11 0 2 2 min -0.336 2 15.266 10 -397.173 2 0 1 0 1 0 10 3 N6 max 0.336 2 404.677 2 -10.702 10 0 11 0 11 0 10 4 min 0 10 15.28 10 -397.129 2 0 1 0 1 0 2 5 N11 max -0.014 10 410.679 2 396.963 2 0 11 0 11 0 11 6 min -0.207 9 -3.414 10 10.681 10 0 1 0 1 0 1 7 N10 max 0.207 9 410.642 2 396.919 2 0 11 0 11 0 11 8 min 0.014 10 -3.42 10 10.694 10 0 1 0 1 0 1 9 N19 max 0.002 10 796.157 2 1.263 10 0 11 0 11 0 2 10 min -0.18 2 3.97 10 -787.399 2 0 1 0 1 0 4 11 N20 max 0 10 856.876 2 787.609 2 0 11 0 11 0 11 12 min -0.007 5 -47.273 10 -1.256 10 0 1 0 1 0 1 13 N26 max 0.18 2 796.238 2 1.267 10 0 11 0 11 0 4 14 min -0.002 10 3.965 10 -787.48 2 0 1 0 1 0 2 15 N27 max 0.007 5 856.974 2 787.69 2 0 11 0 11 0 11 16 min 0 10 -47.288 10 -1.26 10 0 1 0 1 0 1 17 Totals:max 0 8 4936.964 2 0 10 18 min 0 5 -62.913 10 0 3 Envelope Node Reactions -Overstrength or Capacity Limit No Data to Print... Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 1 N1 max 0 5 0 10 0 10 3.854e-5 2 5.296e-8 5 1.988e-5 10 2 min 0 2 0 5 0 5 -5.786e-6 10 0 8 -2.39e-4 2 3 N2 max 0 2 0 10 0 10 3.854e-5 2 0 8 2.389e-4 2 4 min 0 5 0 5 0 5 -5.782e-6 10 -5.324e-8 5 -1.987e-5 10 5 N3 max 0 9 0.001 2 0 10 5.389e-5 9 -1.445e-7 10 1.988e-5 10 6 min 0 10 0 10 0 5 7.61e-7 10 -2.009e-6 9 -2.39e-4 2 7 N4 max 0 10 0.001 2 0 10 5.388e-5 9 2.009e-6 9 2.389e-4 2 8 min 0 9 0 10 0 5 7.647e-7 10 1.45e-7 10 -1.987e-5 10 9 N5 max 0 2 0 10 0 2 3.682e-4 2 1.292e-4 2 0 10 10 min 0 10 0 2 0 10 2.118e-4 10 5.56e-7 10 0 2 11 N6 max 0 10 0 10 0 2 3.682e-4 2 -5.539e-7 10 0 2 12 min 0 2 0 2 0 10 2.118e-4 10 -1.292e-4 2 0 10 13 N8 max 0 5 0 10 0 10 -1.139e-4 11 2.078e-5 2 -1.082e-6 10 14 min 0 2 -0.002 2 0 2 -2.108e-4 4 4.323e-7 10 -2.239e-4 2 15 N9 max 0 2 0 10 0 10 -1.139e-4 11 -4.326e-7 10 2.238e-4 2 16 min 0 5 -0.002 2 0 2 -2.108e-4 4 -2.078e-5 2 1.079e-6 10 17 N10 max 0 10 0 10 0 10 5.388e-5 9 9.868e-7 5 2.409e-4 2 18 min 0 9 0 2 0 2 7.646e-7 10 -7.795e-7 2 -1.942e-5 10 19 N11 max 0 9 0 10 0 10 5.389e-5 9 7.806e-7 2 1.943e-5 10 20 min 0 10 0 2 0 2 7.611e-7 10 -9.872e-7 5 -2.41e-4 2 21 N12 max 0 10 0 10 0 10 2.278e-5 2 8.172e-8 5 2.336e-6 10 22 min 0 9 -0.002 9 0 2 -9.888e-6 5 0 10 -2.267e-4 2 23 N13 max 0 9 0 10 0 10 2.278e-5 2 0 10 2.267e-4 2 24 min 0 10 -0.002 9 0 2 -9.885e-6 5 -8.201e-8 5 -2.337e-6 10 25 N14 max 0 9 0 8 0 10 4.036e-5 9 -2.252e-8 10 2.389e-4 2 26 min 0 10 0 5 0 5 -4.989e-6 10 -2.949e-7 5 -1.987e-5 10 27 N15 max 0 10 0 8 0 10 4.038e-5 9 2.946e-7 5 1.988e-5 10 28 min 0 9 0 5 0 5 -4.992e-6 10 2.285e-8 10 -2.39e-4 2 29 N16 max 0 5 0 10 0 10 5.389e-5 9 2.533e-5 2 9.501e-6 10 30 min 0 10 0 2 0 2 7.635e-7 10 0 10 -1.443e-4 2 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 East Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:51:40 AM RISA-3D Version 19 [ East Dining Canopy.r3d ]Page 6 Envelope Node Displacements (Continued) Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 29 N16 max 0 5 0 10 0 10 5.389e-5 9 2.533e-5 2 9.501e-6 10 30 min 0 10 0 2 0 2 7.635e-7 10 0 10 -1.443e-4 2 31 N17 max 0 8 0 10 0 10 -2.455e-4 11 1.346e-7 10 -5.993e-7 10 32 min 0 5 -0.004 2 0 2 -4.305e-4 4 -1.717e-5 2 -1.085e-4 2 33 N18 max 0 8 0 10 0 10 -2.58e-4 11 8.182e-8 10 1.133e-6 10 34 min 0 5 -0.003 2 0 2 -4.513e-4 4 -1.957e-5 2 -5.995e-5 2 35 N19 max 0 2 0 10 0 2 5.196e-4 2 3.985e-5 2 0 4 36 min 0 10 0 2 0 10 2.829e-4 10 -6.931e-7 10 0 2 37 N20 max 0 5 0 10 0 10 5.389e-5 9 2.836e-5 2 4.471e-6 10 38 min 0 10 0 2 0 2 7.634e-7 10 2.349e-8 10 -8.017e-5 2 39 N21 max 0 9 0 10 0 10 6.43e-5 2 0 10 1.689e-6 10 40 min 0 10 -0.003 2 0 2 2.295e-7 10 -2.79e-8 5 -6.332e-5 2 41 N22 max 0 9 0 10 0 10 6.998e-5 2 0 10 1.084e-6 10 42 min 0 10 -0.003 2 0 2 1.851e-6 10 -3.263e-8 5 -1.145e-4 2 43 N23 max 0 10 0 10 0 10 5.389e-5 9 0 10 1.444e-4 2 44 min 0 5 0 2 0 2 7.621e-7 10 -2.533e-5 2 -9.508e-6 10 45 N24 max 0 5 0 10 0 10 -2.455e-4 11 1.717e-5 2 1.085e-4 2 46 min 0 8 -0.004 2 0 2 -4.305e-4 4 -1.347e-7 10 6.005e-7 10 47 N25 max 0 5 0 10 0 10 -2.58e-4 11 1.957e-5 2 5.999e-5 2 48 min 0 8 -0.003 2 0 2 -4.513e-4 4 -8.192e-8 10 -1.132e-6 10 49 N26 max 0 10 0 10 0 2 5.196e-4 2 6.93e-7 10 0 2 50 min 0 2 0 2 0 10 2.829e-4 10 -3.988e-5 2 0 4 51 N27 max 0 10 0 10 0 10 5.389e-5 9 -2.335e-8 10 8.022e-5 2 52 min 0 5 0 2 0 2 7.623e-7 10 -2.836e-5 2 -4.477e-6 10 53 N28 max 0 10 0 10 0 10 6.999e-5 2 3.233e-8 5 1.145e-4 2 54 min 0 9 -0.003 2 0 2 1.851e-6 10 0 10 -1.084e-6 10 55 N29 max 0 10 0 10 0 10 6.431e-5 2 2.761e-8 5 6.336e-5 2 56 min 0 9 -0.003 2 0 2 2.32e-7 10 0 10 -1.69e-6 10 Quantum Consulting Engineers MKS 20472.01 Corner Dining Canopy -Popeyes SK-2 Jan 21, 2021 Corner Dining Canopy.r3d Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Corner Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:50:14 AM RISA-3D Version 19 [ Corner Dining Canopy.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 3 0 3 2 N2 13.249667 0 3 3 N3 0 0 0 4 N4 13.249667 0 0 5 N5 5 3 0 6 N6 10.249667 3 0 7 N8 5 0 3 8 N9 10.249667 0 3 9 N10 10.249667 0 0 10 N11 5 0 0 11 N12 5 0 2.5 12 N13 10.249667 0 2.5 13 N14 13.249667 0 2.5 14 N21 0 3 0.500333 15 N20 0 3 4.500333 16 N22 0 0 0.5 17 N24 0 0 4.5 18 N25 3 0 2.5 19 N26 0 0 5 20 N27 3 0 0 21 N28 3 0 5 22 N29 2.5 0 0 23 N30 2.5 0 5 24 N32 3 0 4.5 25 N33 3 0 0.5 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]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 7 N21 Reaction Reaction Reaction Reaction 8 N20 Reaction Reaction Reaction Reaction 9 N22 Reaction Reaction Reaction 10 N24 Reaction Reaction Reaction 11 N27 12 N29 Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Corner Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:50:14 AM RISA-3D Version 19 [ Corner Dining Canopy.r3d ]Page 2 Diaphragm Point Loads No Data to Print... Member Distributed Loads Member LabelDirection 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 M1 Y -0.11 -0.11 0 %100 2 M2 Y -0.062 -0.062 0 %100 3 M6 Y -0.081 -0.081 0 %100 4 M9 Y -0.081 -0.081 0 %100 5 M13 Y -0.075 -0.075 0 %100 Member Distributed 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 -0.001 -0.001 0 2.05 2 M2 Y -0.001 -0.001 2.05 4.1 3 M2 Y -0.001 -0.001 4.1 6.15 4 M2 Y -0.001 -0.001 6.15 8.2 5 M2 Y -0.001 -0.002 8.2 10.25 6 M3 Y -0.004 -0.003 0 0.8 7 M3 Y -0.003 -0.002 0.8 1.6 8 M3 Y -0.002 -0.002 1.6 2.4 9 M6 Y -0.009 -0.006 0 1.65 10 M6 Y -0.006 -0.004 1.65 3.3 11 M6 Y -0.004 -0.004 3.3 4.95 12 M6 Y -0.004 -0.005 4.95 6.6 13 M6 Y -0.005 -0.001 6.6 8.25 14 M7 Y 0.0001273 -0.003 0 0.6 15 M7 Y -0.003 -0.005 0.6 1.2 16 M7 Y -0.005 -0.005 1.2 1.8 17 M7 Y -0.005 -0.007 1.8 2.4 18 M7 Y -0.007 -0.01 2.4 3 19 M8 Y -0.0003049 -0.004 0 0.6 20 M8 Y -0.004 -0.006 0.6 1.2 21 M8 Y -0.006 -0.008 1.2 1.8 22 M8 Y -0.008 -0.007 1.8 2.4 23 M8 Y -0.007 -0.0003049 2.4 3 24 M9 Y -0.001 -0.001 0 1 25 M9 Y -0.001 -0.001 1 2 26 M9 Y -0.001 -0.003 2 3 27 M9 Y -0.003 -0.002 3 4 28 M9 Y -0.002 -0.0001045 4 5 29 M10 Y -0.002 -0.004 0 1.05 30 M10 Y -0.004 -0.006 1.05 2.1 31 M10 Y -0.006 -0.006 2.1 3.15 32 M10 Y -0.006 -0.007 3.15 4.2 33 M10 Y -0.007 -0.01 4.2 5.25 34 M11 Y -0.001 -0.003 0 0.6 35 M11 Y -0.003 -0.004 0.6 1.2 36 M11 Y -0.004 -0.006 1.2 1.8 37 M11 Y -0.006 -0.006 1.8 2.4 38 M11 Y -0.006 -0.002 2.4 3 39 M12 Y -0.009 -0.005 0 0.4 40 M12 Y -0.005 -0.004 0.4 0.8 41 M12 Y -0.004 -0.003 0.8 1.2 42 M12 Y -0.003 -0.002 1.2 1.6 43 M12 Y -0.002 -0.001 1.6 2 44 M13 Y -0.006 -0.005 0 0.7 45 M13 Y -0.005 -0.004 0.7 1.4 46 M13 Y -0.004 -0.003 1.4 2.1 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Corner Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:50:14 AM RISA-3D Version 19 [ Corner Dining Canopy.r3d ]Page 3 Member Distributed 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, %)] 46 M13 Y -0.004 -0.003 1.4 2.1 47 M13 Y -0.003 -0.001 2.1 2.8 48 M13 Y -0.001 -5.461e-06 2.8 3.5 49 M15 Y -0.0005343 -0.002 0 0.6 50 M15 Y -0.002 -0.004 0.6 1.2 51 M15 Y -0.004 -0.006 1.2 1.8 52 M15 Y -0.006 -0.003 1.8 2.4 53 M15 Y -0.003 -6.43e-05 2.4 3 54 M18 Y -4.382e-05 -0.003 0 0.6 55 M18 Y -0.003 -0.005 0.6 1.2 56 M18 Y -0.005 -0.002 1.2 1.8 57 M18 Y -0.002 -0.001 1.8 2.4 58 M18 Y -0.001 -0.0002092 2.4 3 Member Distributed 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 0.006 0.006 0 2.05 2 M2 Y 0.006 0.006 2.05 4.1 3 M2 Y 0.006 0.007 4.1 6.15 4 M2 Y 0.007 0.006 6.15 8.2 5 M2 Y 0.006 0.006 8.2 10.25 6 M6 Y 0.021 0.036 0 1.65 7 M6 Y 0.036 0.04 1.65 3.3 8 M6 Y 0.04 0.032 3.3 4.95 9 M6 Y 0.032 0.029 4.95 6.6 10 M6 Y 0.029 0.029 6.6 8.25 11 M9 Y 0.001 0.02 2.5 3.333 12 M9 Y 0.02 0.031 3.333 4.167 13 M9 Y 0.031 0.03 4.167 5 14 M10 Y 0.038 0.034 0 1.05 15 M10 Y 0.034 0.036 1.05 2.1 16 M10 Y 0.036 0.036 2.1 3.15 17 M10 Y 0.036 0.034 3.15 4.2 18 M10 Y 0.034 0.038 4.2 5.25 19 M11 Y 0.048 0.033 0 0.6 20 M11 Y 0.033 0.037 0.6 1.2 21 M11 Y 0.037 0.037 1.2 1.8 22 M11 Y 0.037 0.033 1.8 2.4 23 M11 Y 0.033 0.048 2.4 3 24 M12 Y 0.041 0.045 0 0.4 25 M12 Y 0.045 0.036 0.4 0.8 26 M12 Y 0.036 0.037 0.8 1.2 27 M12 Y 0.037 0.045 1.2 1.6 28 M12 Y 0.045 0.041 1.6 2 29 M1 Y 0.035 0.028 0 1 30 M1 Y 0.028 0.033 1 2 31 M1 Y 0.033 0.033 2 3 32 M1 Y 0.033 0.028 3 4 33 M1 Y 0.028 0.035 4 5 34 M13 Y 0.008 0.006 0 1 35 M13 Y 0.006 0.006 1 2 36 M13 Y 0.006 0.006 2 3 37 M13 Y 0.006 0.006 3 4 38 M13 Y 0.006 0.008 4 5 39 M15 Y 0.042 0.034 0 1 40 M15 Y 0.034 0.039 1 2 41 M15 Y 0.039 0.039 2 3 42 M15 Y 0.039 0.034 3 4 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Corner Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:50:14 AM RISA-3D Version 19 [ Corner Dining Canopy.r3d ]Page 4 Member Distributed 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, %)] 43 M15 Y 0.034 0.043 4 5 Wall Panel Distributed Loads No Data to Print... Diaphragm Distributed Loads No Data to Print... Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N1 N3 N4 N2 Y A-B -0.005 Member Area Loads Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] 1 N1 N27 N4 N2 Y A-B 0.025 2 N28 N26 N3 N27 Y A-B 0.025 Plate Surface Loads No Data to Print... Wall Panel Surface Loads No Data to Print... Diaphragm Surface Loads No Data to Print... Basic Load Cases BLC Description Category Y Gravity Distributed Area(Member) 1 Self weight DL -1 2 Dead Load DL 1 3 Snow load SL 5 4 BLC 2 Transient Area Loads None 58 5 Wind Uplift WL 2 6 BLC 5 Transient Area Loads None 43 Moving Loads No Data to Print... Time History Loads No Data to Print... Load Combinations Description Solve PDelta 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 LL LLS SL 0.75 SLN 4 IBC 16-12 (a) (a)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 LL LLS 7 IBC 16-13 (a) (b)Yes Y DL 1 WL -0.45 LL LLS 8 IBC 16-13 (b) (a)Yes Y DL 1 WL 0.45 LL LLS SL 0.75 SLN 9 IBC 16-13 (b) (b)Yes Y DL 1 WL -0.45 LL LLS SL 0.75 SLN 10 IBC 16-15 (a)Yes Y DL 0.6 WL 0.6 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Corner Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:50:14 AM RISA-3D Version 19 [ Corner Dining Canopy.r3d ]Page 5 Load Combinations (Continued) Description Solve PDelta BLC Factor BLC Factor BLC BLC Factor BLC Factor BLC 4 IBC 16-12 (a) (a)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 LL LLS 7 IBC 16-13 (a) (b)Yes Y DL 1 WL -0.45 LL LLS 8 IBC 16-13 (b) (a)Yes Y DL 1 WL 0.45 LL LLS SL 0.75 SLN 9 IBC 16-13 (b) (b)Yes Y DL 1 WL -0.45 LL LLS SL 0.75 SLN 10 IBC 16-15 (a)Yes Y DL 0.6 WL 0.6 11 IBC 16-15 (b)Yes Y DL 0.6 WL -0.6 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete 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 No Data to Print... Node Reactions -Overstrength or Capacity Limit No Data to Print... Node Displacements No Data to Print... Envelope Node Reactions Node Label X [lb]LC Y [lb]LC Z [lb]LC MX [k-ft]LC MY [k-ft]LC MZ [k-ft]LC 1 N5 max 0.106 9 347.116 2 -2.262 10 0 11 0 11 0 8 2 min 0 10 7.183 10 -338.835 2 0 1 0 1 0 5 3 N6 max -0.001 10 651.42 9 -3.779 10 0 11 0 11 0 9 4 min -0.377 9 8.786 10 -643.068 9 0 1 0 1 0 10 5 N11 max 38.905 2 413.071 2 335.803 2 0 11 0 11 0 11 6 min 0.97 10 -31.768 10 2.204 10 0 1 0 1 0 1 7 N10 max 1.388 2 671.471 2 643.258 9 0 11 0 11 0 11 8 min 0.027 10 -41.762 10 3.78 10 0 1 0 1 0 1 9 N21 max -11.742 10 465.7 2 0.014 5 0 11 0 11 0.006 2 10 min -455.363 2 17.5 10 -0.026 2 0 1 0 1 0.003 10 11 N20 max 4.299 10 317.649 9 0.162 2 0 11 0 11 0.006 9 12 min -307.793 9 1.427 10 -0.003 11 0 1 0 1 0.003 10 13 N22 max 413.632 2 505.226 2 0.731 2 0 11 0 11 0 11 14 min 10.692 10 -8.848 10 0.042 10 0 1 0 1 0 1 15 N24 max 309.349 9 330.701 2 1.986 2 0 11 0 11 0 11 16 min -4.245 10 -12.82 10 0.007 10 0 1 0 1 0 1 17 Totals:max 0 2 3676.925 2 0 10 18 min 0 10 -60.302 10 0 5 Company Designer Job Number Model Name : : : : Quantum Consulting Engineers MKS 20472.01 Corner Dining Canopy -Popeyes Checked By : __________ 1/21/2021 9:50:14 AM RISA-3D Version 19 [ Corner Dining Canopy.r3d ]Page 6 Envelope Node Reactions -Overstrength or Capacity Limit No Data to Print... Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 1 N1 max 0 10 0 10 0 10 -1.948e-6 10 1.534e-6 2 5.091e-5 2 2 min 0 2 -0.003 2 0 2 -3.895e-5 2 1.038e-7 10 2.205e-6 10 3 N2 max 0 10 0 10 0 10 1.358e-4 5 1.762e-8 10 -2.774e-6 10 4 min 0 2 -0.017 9 0 9 -5.197e-6 10 -5.027e-6 9 -4.575e-4 9 5 N3 max 0 10 0 2 0 10 6.071e-5 2 2.188e-6 2 1.089e-6 10 6 min 0 2 0 4 0 2 -1.649e-5 4 8.539e-8 10 -1.492e-4 2 7 N4 max 0 10 0 10 0 10 1.651e-4 5 -5.883e-8 10 -8.021e-6 10 8 min 0 2 -0.012 2 0 9 -1.968e-6 10 -4.611e-6 2 -3.882e-4 2 9 N5 max 0 10 0 10 0 2 4.412e-4 2 -7.769e-8 10 0 5 10 min 0 9 0 2 0 10 2.488e-4 10 -3.042e-5 9 0 8 11 N6 max 0 9 0 10 0 9 4.643e-4 2 1.265e-4 9 0 10 12 min 0 10 0 9 0 10 2.584e-4 10 4.282e-7 10 0 9 13 N8 max 0 10 0 10 0 10 -1.986e-4 11 3.608e-6 2 3.47e-5 9 14 min 0 2 -0.001 2 0 2 -3.398e-4 4 -3.021e-8 10 2.586e-8 10 15 N9 max 0 10 0 10 0 10 -1.895e-4 11 2.641e-6 5 -8.364e-7 10 16 min 0 2 -0.003 9 0 9 -3.62e-4 4 0 10 -2.281e-4 9 17 N10 max 0 10 0 10 0 10 1.101e-4 5 3.247e-6 9 -1.068e-5 10 18 min 0 2 0 2 0 9 -1.632e-7 10 1.534e-8 10 -1.705e-4 2 19 N11 max 0 10 0 10 0 10 3.397e-5 2 2.101e-6 2 3.248e-5 2 20 min 0 2 0 2 0 2 2.994e-6 10 7.775e-8 10 8.613e-6 10 21 N12 max 0 10 0 10 0 10 1.185e-5 8 4.145e-8 10 3.41e-5 9 22 min 0 2 -0.001 9 0 2 -2.525e-5 5 -3.81e-6 9 1.457e-6 10 23 N13 max 0 10 0 10 0 10 4.026e-5 2 1.154e-8 10 -2.478e-6 10 24 min 0 2 -0.002 9 0 9 -2.827e-6 5 -5.085e-6 9 -2.175e-4 9 25 N14 max 0 10 0 10 0 10 1.397e-4 5 0 10 -3.648e-6 10 26 min 0 2 -0.016 9 0 9 -5.22e-6 10 -5.877e-6 9 -4.442e-4 9 27 N21 max 0 2 0 10 0 2 2.812e-5 2 -2.273e-6 10 0 10 28 min 0 10 0 2 0 5 1.17e-6 10 -3.315e-5 2 0 2 29 N20 max 0 9 0 10 0 11 -1.646e-6 10 6.568e-5 2 0 10 30 min 0 10 0 9 0 2 -2.909e-5 2 3.948e-6 11 0 9 31 N22 max 0 10 0 10 0 10 7.016e-5 2 1.952e-6 2 1.377e-6 10 32 min 0 2 0 2 0 2 -1.558e-5 4 0 10 -1.394e-4 2 33 N24 max 0 10 0 10 0 10 1.501e-5 4 1.99e-7 10 3.681e-6 10 34 min 0 9 0 2 0 2 -9.091e-5 2 -9.03e-6 9 -6.859e-5 9 35 N25 max 0 10 0 10 0 10 7.608e-7 11 1.648e-7 10 6.154e-5 2 36 min 0 2 -0.003 2 0 2 -8.73e-6 2 -1.195e-6 5 1.122e-5 10 37 N26 max 0 10 0 2 0 10 1.571e-5 4 1.916e-7 10 3.969e-6 10 38 min 0 9 0 4 0 2 -8.851e-5 2 -5.084e-6 9 -6.096e-5 9 39 N27 max 0 10 0 10 0 10 2.751e-5 2 -2.853e-7 10 5.693e-5 2 40 min 0 2 -0.002 2 0 2 -6.201e-7 11 -8.996e-6 2 -9.17e-7 10 41 N28 max 0 10 0 10 0 10 5.108e-7 11 3.206e-6 9 1.201e-5 5 42 min 0 9 0 9 0 2 -7.948e-5 2 -1.166e-7 10 -1.354e-5 2 43 N29 max 0 10 0 10 0 10 3.304e-5 2 -9.721e-8 10 3.088e-5 2 44 min 0 2 -0.002 2 0 2 3.585e-7 10 -1.255e-6 2 7.297e-7 10 45 N30 max 0 10 0 10 0 10 -1.557e-6 11 1.002e-6 9 4.355e-6 4 46 min 0 9 0 9 0 2 -8.098e-5 2 -1.036e-7 10 -1.808e-5 2 47 N32 max 0 10 0 10 0 10 -3.315e-6 11 1.232e-5 2 7.778e-5 5 48 min 0 9 -0.001 9 0 2 -8.244e-5 2 1.044e-7 10 4.575e-5 10 49 N33 max 0 10 0 10 0 10 3.685e-5 2 -5.86e-7 10 1.041e-4 2 50 min 0 2 -0.002 2 0 2 2.857e-6 10 -2.441e-5 2 4.727e-5 10 Tall Parapet and 4'-0" Canopy Connection Section @ Drive Thru Windows Preliminary Architectural Section: General Parapet Geometry Parapet Height:5.5 ft Parapet Stud Spacing:16 in o.c. Bracing Stud Spacing:16 in o.c. Brace Conn. Point (from bot.):3.00 ft Pony wall stud height:0.0 ft CL Canopy Rod Connection:0.0 ft (N/A) Canopy Tie Rod Connection Reaction Vertical Reaction:531 lbs Horizontal Reaction:521 lbs Horiz. Tfr. Force @ Stud base:0 lbs Horiz. Tfr. Force @ rooftop:0 lbs Parapet Stud Connections to Roof and Bracing Stud Parapet Wind Load:26.9 psf (Zone 5, 0.6W-ASD ) Wind React. @ Rooftop base:16 lbs Wind React. @ Parapet Brace:181 lbs Total Roof Lateral Reaction:16 lbs (Includes canopy load where occurs) Total Brace Lateral Reaction:181 lbs (Includes canopy load where occurs) Parapet Stud Lateral Force Connection @ Stud Wall Use:Simpson A35 Shear Capacity:650 lbs Clip Spacing Req'd:634.0 in Use:48.0 in Bracing Stud Connections Brace Upper Connection @ Stud Brace Angle:45° Horiz. React. from Parapet Stud:181 lbs Use:10d Nails (0.148" dia.) T/C in Brace:256 lbs Shear Capacity 189 lbs (Cd = 1.6) Tension Capacity:N/A Horiz. React from Canopy Stud:181 lbs Nails Req'd @ Typical Brace:1 T/C in Brace:256 lbs Nails Req'd @ Canopy Brace:1 Project: Popeyes - Yelm Project #20472.01 Page Para - 1 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Tall Parapet and 4'-0" Canopy Connection Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Tall Parapet and 4'-0" Canopy Connection Bracing Stud Connections, Cont.'d Lower Connection @ Sleeper Worst Case T/C in Brace:256 lbs Horizontal Reaction @ Sleeper:181 lbs Vertical Reaction @ Sleeper:181 lbs Use:HGA10 Clip Shear Capacity:500 lbs OK Uplift Capacity:605 lbs OK Sleeper Connection to Roof Joist. Horizontal Reaction @ Sleeper:181 lbs Vertical Reaction @ Sleeper:181 lbs Fastener Type:1/4" x 4-1/2" Simpson SDS Screws # of Fasteners:3 Depth of Penetration:3.00 in Shear Capacity:400 lbs Cd=1.15 Tension Capacity:198 lbs /in of penetration Connection Shear Cap:1200 lbs Connections Tension Cap:1782 lbs DCR:0.252 OK Canopy Connections @ Wood Structure Tie Rod Connection Plate @ Blocking Vertical Reaction:531 lbs Horizontal Reaction:521 lbs Fastener Type:3/8" Dia. Lag screw # of Fasteners:4 Depth of Penetration:3.25 in Fastener Perp. Shear Capacity:317 lbs *D.F. #2 Cd = 1.15 Fastener Tension Capacity:342 lbs /in of penetration Parallel Shear Capacity:1268 lbs Conn. Tension Capacity:4446 lbs Fastener DCR:0.536 OK Use: (4) 3/8" Dia. Lag screw with min. 3.25 in penetration Project: Popeyes - Yelm Project #20472.01 Page Para - 1 Client: 2812 Architecture By MDA Date 2/4/21 Subject: Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Tall Parapet and 4'-0" Canopy Connection Blocking Connection to Wood Structure Vertical Reaction:319 lbs (assumes worst case 60% loading to one end of block) Horizontal Reaction:313 lbs (assumes worst case 60% loading to one end of block) Use:Simpson A34 Transverse Shear Capacity:454 lbs Vertical Shear Capacity:454 lbs # of Clips Per Blocking End:2 Conn. Trans. Shear Capacity:909 lbs Conn. Vert. Shear Capacity:909 lbs Clip DCR:0.695 OK Canopy Typical Base Connection Vertical Reaction:1404 lbs total vertical load Horizontal Reaction:1044 lbs total horizontal load Canopy Length:10.0 ft "Continuous" Conn. Spacing:16 in o.c. Vertical Reaction Per Conn.:351 lbs Horizontal Reaction Per Conn.:261 lbs Fastener Type:3/8" dia. lag screw # of Fasteners:2 Depth of Penetration:3.25 in Fastener Perp. Shear Capacity:317 lbs *D.F. #2 CD=1.15 Fastener Tension Capacity:342 lbs /in of penetration Parallel Shear Capacity:634 lbs Conn. Tension Capacity:2223 lbs Fastener DCR:0.671 OK Use: (2) 3/8" dia. lag screw @ 16 in o.c. with min. 3.25 in penetration Project: Popeyes - Yelm Project #20472.01 Page Para - 1 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Tall Parapet and 4'-0" Canopy Connection Blocking Connection to Wood Structure Vertical Reaction:211 lbs (assumes worst case 60% loading to one end of block) Horizontal Reaction:157 lbs (assumes worst case 60% loading to one end of block) Use:Simpson A34 Transverse Shear Capacity:454 lbs Cd = 1.15 Vertical Shear Capacity:454 lbs Cd = 1.15 # of Clips Per Blocking End:2 Conn. Trans. Shear Capacity:909 lbs Conn. Vert. Shear Capacity:909 lbs Clip DCR:0.404 OK Project: Popeyes - Yelm Project #20472.01 Page Para - 1 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Tall Parapet and 4'-0" Canopy Connection Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Tall Parapet and 3'-0" Canopy Connection Section @ East Dining Room Wall Preliminary Architectural Section: General Parapet Geometry Parapet Height:7.00 ft Parapet Stud Spacing:16 in o.c. Bracing Stud Spacing:16 in o.c. Brace Conn. Point (from top):3.75 ft Pony wall stud height:0.0 ft CL Canopy Rod Connection:0.0 ft (N/A) Canopy Tie Rod Connection Reaction Vertical Reaction:796 lbs Horizontal Reaction:788 lbs Horiz. Tfr. Force @ Stud base:0 lbs Horiz. Tfr. Force @ rooftop:0 lbs Parapet Stud Connections to Roof and Bracing Stud Parapet Wind Load:26.9 psf (Zone 5, 0.6W-ASD ) Wind React. @ Rooftop base:17 lbs Wind React. @ Parapet Brace:234 lbs Total Roof Lateral Reaction:17 lbs (Includes canopy load where occurs) Total Brace Lateral Reaction:234 lbs (Includes canopy load where occurs) Parapet Stud Lateral Force Connection @ Stud Wall Use:Simpson A35 Shear Capacity:650 lbs Clip Spacing Req'd:622.0 in Use:48.0 in Bracing Stud Connections Brace Upper Connection @ Stud Brace Angle:45° Horiz. React. from Parapet Stud:234 lbs Use:10d Nails (0.148" dia.) T/C in Brace:331 lbs Shear Capacity 189 lbs (Cd = 1.6) Tension Capacity:N/A Horiz. React from Canopy Stud:234 lbs Nails Req'd @ Typical Brace:2 T/C in Brace:331 lbs Nails Req'd @ Canopy Brace:2 Project: Popeyes - Yelm Project #20472.01 Page Para - 2 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Tall Parapet and 3'-0" Canopy Connection Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Tall Parapet and Corner Canopy Connection Design Bracing Stud Connections, Cont.'d Lower Connection @ Sleeper Worst Case T/C in Brace:331 lbs Horizontal Reaction @ Sleeper:234 lbs Vertical Reaction @ Sleeper:234 lbs Use:HGA10 Clip Shear Capacity:500 lbs OK Uplift Capacity:605 lbs OK Sleeper Connection to Roof Joist. Horizontal Reaction @ Sleeper:234 lbs Vertical Reaction @ Sleeper:234 lbs Fastener Type:1/4" x 4-1/2" Simpson SDS Screws # of Fasteners:3 Depth of Penetration:3.00 in Shear Capacity:400 lbs Cd=1.15 Tension Capacity:198 lbs /in of penetration Connection Shear Cap:1200 lbs Connections Tension Cap:1782 lbs DCR:0.327 OK Canopy Connections @ Wood Structure Tie Rod Connection Plate @ Blocking Vertical Reaction:796 lbs Horizontal Reaction:788 lbs Fastener Type:3/8" Dia. Lag screw # of Fasteners:4 Depth of Penetration:3.25 in Fastener Perp. Shear Capacity:317 lbs *D.F. #2 CD=1.15 Fastener Tension Capacity:342 lbs /in of penetration Parallel Shear Capacity:1268 lbs Conn. Tension Capacity:4446 lbs Fastener DCR:0.805 OK Use: (4) 3/8" Dia. Lag screw with min. 3.25 in penetration Project: Popeyes - Yelm Project #20472.01 Page Para - 2 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Tall Parapet, Corner Canopy connection Design Blocking Connection to Wood Structure Vertical Reaction:478 lbs (assumes worst case 60% loading to one end of block) Horizontal Reaction:473 lbs (assumes worst case 60% loading to one end of block) Use:Simpson A35 Transverse Shear Capacity:650 lbs Vertical Shear Capacity:650 lbs # of Clips Per Blocking End:2 Conn. Trans. Shear Capacity:1300 lbs Conn. Vert. Shear Capacity:1300 lbs Clip DCR:0.731 OK Canopy Typical Base Connection Vertical Reaction:2402 lbs total vertical load Horizontal Reaction:2370 lbs total horizontal load Canopy Length:18.33 ft "Continuous" Conn. Spacing:16 in o.c. Vertical Reaction Per Conn.:343 lbs Horizontal Reaction Per Conn.:339 lbs Fastener Type:3/8" dia. lag screw # of Fasteners:2 Depth of Penetration:3.25 in Fastener Perp. Shear Capacity:317 lbs *D.F. #2 CD=1.15 Fastener Tension Capacity:342 lbs /in of penetration Parallel Shear Capacity:634 lbs Conn. Tension Capacity:2223 lbs Fastener DCR:0.694 OK Use: (2) 3/8" dia. lag screw @ 16 in o.c. with min. 3.25 in penetration Project: Popeyes - Yelm Project #20472.01 Page Para - 2 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Short Parapet and 3'-0" Canopy Connection Sections @ North and South Dining Room Walls Preliminary Architectural Section: General Parapet Geometry Parapet Height:4.25 ft Parapet Stud Spacing:16 in o.c. Canopy Tie Rod Connection Reaction Vertical Reaction:638 lbs Horizontal Reaction:630 lbs Parapet Stud Connections to Roof Parapet Wind Load:26.9 psf (Zone 5, 0.6W-ASD ) Wind React. @ Rooftop Base:152 lbs (per stud) Wind React. @ Top Plate:N/A (per stud) Parapet Stud Lateral Force Connection @ Bot. Plate Use:Simpson A35 Shear Capacity:650 lbs Clip Spacing Req'd:69.0 in Use:48.0 in Parapet Stud O/T Force Connection @ Bot. Plate MO/T :324 ft-lbs (per stud) Nominal Stud Width:6 in T/C:706 lbs (per stud) Use:CS16 Strap w/ (26) 10d Nails Tension Capacity:1705 lbs Strap Spacing Req'd:39.0 in Use:32.0 in Project: Popeyes - Yelm Project #20472.01 Page Para - 3 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Short Parapet and 3'-0" Canopy Connection Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Short Parapet and 3'-0" Canopy Connection Canopy Connections @ Wood Structure Tie Rod Connection Plate @ Blocking Vertical Reaction:638 lbs Horizontal Reaction:630 lbs Fastener Type:3/8" Dia. Lag screw # of Fasteners:4 Depth of Penetration:3.25 in Fastener Perp. Shear Capacity:317 lbs *D.F. #2 CD=1.15 Fastener Tension Capacity:342 lbs in/penetration Parallel Shear Capacity:1268 lbs Conn. Tension Capacity:4446 lbs Fastener DCR:0.645 OK Use: (4) 3/8" Dia. Lag screw with min. 3.25 in penetration Blocking Connection to Wood Structure Vertical Reaction:383 lbs (assumes worst case 60% loading to one end of block) Horizontal Reaction:378 lbs (assumes worst case 60% loading to one end of block) Use:Simpson A34 Transverse Shear Capacity:454 lbs Vertical Shear Capacity:454 lbs # of Clips Per Blocking End:2 Conn. Trans. Shear Capacity:909 lbs Conn. Vert. Shear Capacity:909 lbs Clip DCR:0.84 OK Project: Popeyes - Yelm Project #20472.01 Page Para - 3 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Short Parapet and 3'-0" Canopy Connection Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Short Parapet and 3'-0" Canopy Connection Canopy Typical Base Connection Vertical Reaction:1311 lbs total vertical load Horizontal Reaction:1216 lbs total horizontal load Canopy Length:12.0 ft "Continuous" Conn. Spacing:16 in o.c. Vertical Reaction Per Conn.:262 lbs Horizontal Reaction Per Conn.:243 lbs Fastener Type:3/8" dia. lag screw # of Fasteners:2 Depth of Penetration:3.25 in Fastener Perp. Shear Capacity:317 lbs *D.F. #2 CD=1.15 Fastener Tension Capacity:342 lbs /in of penetration Parallel Shear Capacity:634 lbs Conn. Tension Capacity:2223 lbs Fastener DCR:0.523 OK Use: (2) 3/8" dia. lag screw @ 16 in o.c. with min. 3.25 in penetration Project: Popeyes - Yelm Project #20472.01 Page Para - 3 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Short Parapet and 3'-0" Canopy Connection Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900 Short Parapet Connection (No Canopy) Section @ Kitchen Preliminary Architectural Section: General Parapet Geometry Parapet Height:4.25 ft Parapet Stud Spacing:16 in o.c. Canopy Tie Rod Connection Reaction Vertical Reaction:N/A Horizontal Reaction:N/A Parapet Stud Connections to Roof Parapet Wind Load:26.9 psf (Zone 5, 0.6W-ASD ) Wind React. @ Rooftop Base:152 lbs (per stud) Wind React. @ Top Plate:N/A (per stud) Parapet Stud Lateral Force Connection @ Bot. Plate Use:Simpson A35 Shear Capacity:650 lbs Max. Clip Spacing:68.0 in Use:48.0 in Parapet Stud O/T Force Connection @ Bot. Plate MO/T :324 ft-lbs (per stud) Nominal Stud Width:6 in T/C:706 lbs (per stud) Use:CS16 Strap w/ (26) 10d Nails Tension Capacity:1705 lbs Max. Strap Spacing:38.0 in Use:32.0 in Project: Popeyes - Yelm Project #20472.01 Page Para - 4 Client: 2812 Architecture By MKS Date 2/4/21 Subject: Short Parapet Connection (No Canopy) Checked 1511 Third Avenue Suite 323 Seattle, WA 98101 TEL 206.957.3900