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HomeMy WebLinkAboutFile Documents.204 S Galena St.0030-2022-BCOM (11) Date: City: State: Zip Code: Aspen Katia Larramendi, P.E.Project Engineer: Colorado 81611 By 202 West 40th St., 14th Floor Phone (425) 614-0949 Fax (425) 614-0950 New York, NY 10018 STRUCTURAL CALCULATIONS FOR: 204 S. Galena Street, Space A-C Gucci Aspen Street Address: Client: The Woolworth Bldg, 233 Broadway, 16th Floor CallisonRTKL New York 22075 6/7/2022 Principal In Charge: Signing Principal: New York, NY 10279 Brian Unsderfer, P.E. (NY) Bill Armour, P.E. AUE JOB #:INSERT STAMP34530W P D IL L I A M O.A R M O U R E S N ECILODAROLOC R OF E SSION A L E N G I NEER 6/10/22 08/05/2022 Calculation:Design Summary Building Code:2018 International Building Code Local Building Code: Supplemental Code: 2016 ASCE 7 Risk Category:II Standard-Occupancy Building SS: SDS: SMS: Fa: Ie: S1: SD1: SM1: FV: Note: Site Class: Seismic Design Category: Structural Height 'hn': ft Building Dimensions & Site Parameters: Basic Windspeed 'V':104 mph Mean Roof Height 'h': ft. ASD Windspeed 'Vasd': 81 mph (Larger) Length: ft. Exposure Category:C Width: ft. Topographic Factor, Kzt :1.00 Site Elevation above Sea Level, zg : ft Gust Effect Factor 'G':0.85 Enclosure Classification: (GCpi): 0.18 & -0.18 Ground Snow Load 'Pg':75 psf Mark: A 100 psf --1st Floor Retail B 20 psf --Unccupied Roof - XX psf --XXXXXXXXX - XX psf --XXXXXXXXX - XX psf --XXXXXXXXX - XX psf --XXXXXXXXX Structure =psf - Total Structure =psf - Total 2" 18 Ga Metal Deck 2.61 psf 2" 18 Ga Metal Deck 2.61 psf 2 1/2" NW Concrete 45.00 psf 2 1/2" NW Concrete 45.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf Ceiling & MEP =psf - Total Ceiling & MEP =psf - Total GWB Ceiling 7.00 psf GWB Ceiling 7.00 psf MEP 3.00 psf MEP 3.00 psf Floor Finish =psf - Total Floor Finish =psf - Total Floor Finish 2.00 psf Roofing 2.00 psf Special =psf - Total Special =psf - Total - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf Misc. =psf - Total Misc. =psf - Total Design DL =60.0 psf Design DL =60.0 psf Total Max DL = 59.6 psf Total Max DL = 59.6 psf Total SDL = 12.0 psf Total SDL = 12.0 psf 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 10.00 2.00 0.00 0.00 0.00 0.00 10.00 2.00 16.9 100 90 Enclosed Buildings 47.6147.61 Live Loads:Description: 0 Dead Loads: Second Floor/ Roof/ Dumbwaiter Infill1st Floor (Ground) 0.2040.136 2.40 D (Default) C N/A 1.000.401 0.5930.395 1.48 Pg. No: DC_1 Date: 6/7/2022 Job No.: 22075 Wind Design Parameters: Seismic Design Parameters: Code Summary Live Loads: Snow Design Parameters: 28.44 0.085 08/05/2022 Calculation:Design Summary Dead Loads Cont.: Structure =psf - Total Structure =psf - Total - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf Ceiling & MEP =psf - Total Ceiling & MEP =psf - Total - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf Floor Finish =psf - Total Floor Finish =psf - Total - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf Special =psf - Total Special =psf - Total - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf Misc. =psf - Total Misc. =psf - Total Design DL =0.0 psf Design DL =0.0 psf Total Max DL = 0.0 psf Total Max DL = 0.0 psf Total SDL = 0.0 psf Total SDL = 0.0 psf Structure =psf - Total Structure =psf - Total 1/2" Glass Tile 6.00 psf Metal Studs 1.00 psf Wood Grid 2.00 psf - XXXXXXXX 0.00 psf 1 Layer of GWB 2.50 psf - XXXXXXXX 0.00 psf Special =psf - Total Special =psf - Total - XXXXXXXX 0.00 psf 5/8" GWB (1 layer)2.50 psf - XXXXXXXX 0.00 psf 3/4" FRT Plywood 1.90 psf - XXXXXXXX 0.00 psf 3/4" Stone veneer on aluminum honeycomb panels 4.00 psf - XXXXXXXX 0.00 psf Insulation 0.50 psf - Misc.0.00 psf - Misc.1.00 psf Design DL =11.00 psf Design DL =11.00 psf Total Max DL = 10.50 psf Total Max DL = 10.90 psf Total SDL = 0.00 psf Total SDL = 9.90 psf Structure =psf - Total Structure =psf - Total Metal Studs 1.50 psf Glazing Assembly 25.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf Special =psf - Total Special =psf - Total 5/8" GWB (1 layer)2.50 psf - XXXXXXXX 0.00 psf 3/4" FRT Plywood 1.90 psf - XXXXXXXX 0.00 psf XXXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - XXXXXXXX 0.00 psf - Misc.1.00 psf - Misc.0.00 psf Design DL =7.00 psf Design DL =25.00 psf Total Max DL = 6.90 psf Total Max DL = 25.00 psf Total SDL = 5.40 psf Total SDL = 0.00 psf 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 0.00 1.50 25.00 5.40 0.00 0.00 0.00 0.00 10.50 0.00 Storefront Glazing Pg. No: DC_2 Date: 6/7/2022 Job No.: 22075 GWB Ceiling Soffit StudsGlass Ceiling -Structure Level Description-Structure Level Description 0.00 0.00 0.00 0.00 0.00 0.00 1.00 9.90 08/05/2022 Calculation:Design Summary Roof Members - Vertical Deflection:Perimeter Floor & Roof Members - Vertical Deflection: L/360 - Live Load Deflection L/480 - Live Load Deflection L/240 - Total Load Deflection Max 1 in.- Live Load Deflection L/240 - Total Load Deflection Floor Members - Vertical Deflection: L/360 - Live Load Deflection L/240 - Total Load Deflection Horizontal Deflection: L/240 -Flexible Finishes L/360 - Brittle Finishes L/600 - Veneer Finishes Report #:XXXXXXX Filed By:XXXXXXX Date:XXXXXXX Allowable Bearing: 1500 psf -Allowable Vertical Bearing (Assumed) Allowable Soil Coefficient of Friction: 0.25 -IBC Table 1806.2 - class of Material #4 (SW, SP, SM, SC, GM and GC) Lateral Earth Pressures: 30 pcf -Active Earth Pressure 50 pcf -At-Rest Earth Pressure 300 pcf -Allowable Passive Earth Pressure Specified Soil Density: 120 pcf -IBC Table 1806.2 - class of Material #4 (SW, SP, SM, SC, GM and GC) Additional Foundation Design Criteria: - Frost Depth = 24" below finish grade - Minimum spread FTG size 2' x 2' - Minimum perimeter FTG 16" in width 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Source: Project Deflection Criteria: Foundation Design Criteria: Pg. No: DC_3 Date: 6/7/2022 Job No.: 22075 08/05/2022 Calculation:Seismic C&C IBC Risk Category:II Standard-Occupancy Building hn :28.44 ft Ss: SDS: Ie:SDC:C Fp,vert:0.079 *Wp S1: SD1:Site Class:D (Default) Ceiling Soffits ap: 1.0 z:15 ft Ip:1.0 ap: 1.0 z:15 ft Ip:1.0 Rp: 2.5 h: 28.44 ft Rp: 2.5 h: 28.44 ft Ωo:2.0 Ωo:2.0 Fp:0.13 *Wp Fp:0.13 *Wp Fp,max:0.633 *Wp Fp,horz:0.130 *Wp Fp,max:0.633 *Wp Fp,horz:0.130 *Wp Fp, min:0.119 *Wp Ωo * Fp,horz:0.260 *Wp Fp, min:0.119 *Wp Ωo * Fp,horz:0.260 *Wp - Description - Description ap: - z:20 ft Ip:1.0 ap: - z:20 ft Ip:1.0 Rp: - h: 28.44 ft Rp: - h: 28.44 ft Ωo:-Ωo:- Fp:N/A *Wp Fp:N/A *Wp Fp,max:N/A *Wp Fp,horz:N/A *Wp Fp,max:N/A *Wp Fp,horz:N/A *Wp Fp, min:N/A *Wp Ωo * Fp,horz:N/A *Wp Fp, min:N/A *Wp Ωo * Fp,horz:N/A *Wp - Description - Description ap: - z:20 ft Ip:1.0 ap: - z:20 ft Ip:1.0 Rp: - h: 28.44 ft Rp: - h: 28.44 ft Ωo:-Ωo:- Fp:N/A *Wp Fp:N/A *Wp Fp,max:N/A *Wp Fp,horz:N/A *Wp Fp,max:N/A *Wp Fp,horz:N/A *Wp Fp, min:N/A *Wp Ωo * Fp,horz:N/A *Wp Fp, min:N/A *Wp Ωo * Fp,horz:N/A *Wp - Description - Description ap: - z:20 ft Ip:1.0 ap: - z:20 ft Ip:1.0 Rp: - h: 28.44 ft Rp: - h: 28.44 ft Ωo:-Ωo:- Fp:N/A *Wp Fp:N/A *Wp Fp,max:N/A *Wp Fp,horz:N/A *Wp Fp,max:N/A *Wp Fp,horz:N/A *Wp Fp, min:N/A *Wp Ωo * Fp,horz:N/A *Wp Fp, min:N/A *Wp Ωo * Fp,horz:N/A *Wp 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: C&C_1 Date: 6/7/2022 Job No.: 22075 2018 1.00 A14. Ceilings - All Vertical Seismic Loading: A2. Interior Nonstructural Walls and Partitions - All other walls and partitions -- General Design Parameters:ASCE 7-16 Chapter 13: Seismic Design Requirements for Nonstructural Components -- 0.401 0.395 0.085 0.136 -- 08/05/2022 Calculation:Wind_C&C Wall&Parap 7_16 ASCE 7-16 Chapter 30 - Enclosed or Partially Enclosed Buildings: Walls and Parapets For Any Building Height Height 'h':16.9 ft Basic Windspeed 'V':104 mph (Larger) Length:100 ft Component Exposure Category:C Width:90 ft Velocity Pressure Coefficient, Kz : 0.87 Roof Area:9000 ft2 a:9.5 [Table 26.11-1] Zg: 900 [Table 26.11-1] Building Type:Enclosed Buildings Topographic Factor, Kzt :1.00 Ground Elev. above Sea Level, zg :0 ft Wind Directionality Factor, Kd :0.85 Ground Elevation Factor, Ke : 1.00 Velocity Pressure, qz : 20.49 psf GCpi: 0.18 or -0.18 Roof Angle: Zone 5 Extent, awall: 6.76 ft 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 0.90 0.90 0.85 0.79 0.76 0.74 0.73 0.71 0.70 0.69 0.69 0.68 0.67 0.67 0.65 0.65 0.63 -0.99 -0.99 -0.94 -0.88 -0.85 -0.83 -0.82 -0.80 -0.79 -0.78 -0.78 -0.77 -0.76 -0.76 -0.74 -0.74 -0.72 -1.26 -1.26 -1.16 -1.04 -0.98 -0.94 -0.91 -0.89 -0.86 -0.85 -0.83 -0.82 -0.80 -0.79 -0.77 -0.75 -0.72 *GCpf is Reduced by 10% due to Roof Slope 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 22.1 22.1 21.1 19.8 19.3 18.9 18.6 18.3 18.1 17.9 17.7 17.6 17.4 17.3 17.1 16.9 16.6 -24.0 -24.0 -23.0 -21.7 -21.1 -20.7 -20.4 -20.1 -19.9 -19.7 -19.6 -19.4 -19.3 -19.2 -18.9 -18.8 -18.4 -29.5 -29.5 -27.5 -24.9 -23.8 -23.0 -22.4 -21.8 -21.4 -21.0 -20.7 -20.4 -20.1 -19.9 -19.4 -19.1 -18.4 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 13.3 13.3 12.7 11.9 11.6 11.3 11.1 11.0 10.8 10.7 10.6 10.5 10.5 10.4 10.3 10.1 10.0 -14.4 -14.4 -13.8 -13.0 -12.7 -12.4 -12.2 -12.1 -12.0 -11.8 -11.7 -11.7 -11.6 -11.5 -11.4 -11.3 -11.1 -17.7 -17.7 -16.5 -15.0 -14.3 -13.8 -13.4 -13.1 -12.8 -12.6 -12.4 -12.2 -12.1 -11.9 -11.7 -11.4 -11.1 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Zone Area (ft2) 4 & 5 (+) 4 (-) 5 (-) Walls: External Wind Loads, P (psf) in (LRFD) Building Geometry and Site Characteristics: Design Criteria & Velocity Pressure: Building Parameters and Wall Wind Zone Designation:Internal Pressure Coefficients, GCpi: < = 10 Degrees Walls: External Pressure Coefficients, GCpf: Zone Area (ft2) 4 & 5 (+) 4 (-) 5 (-) Pg. No: Wind C&C_1 Zone Area (ft2) 4 & 5 (+) 4 (-) 5 (-) Walls: External Wind Loads, P (psf) in (ASD) Date: 6/7/2022 Job No.: 22075 08/05/2022 Ceiling Support Analysis and Design 08/05/2022 Calculation:Glass & GWB Ceiling Support Ceiling Connection Design Ceiling Loading Ceiling Loading:Lateral Ceiling DL:18.0 psf (See Design Criteria) Internal Horizontal Load =5 psf DL trib:4.0 ft. x 4 ft. = 16 sq. ft. Lat. Load trib.:4.0 ft. x 4 ft. = 16 sq. ft. Dropped Wire Check 288 lbs Glass Ceiling DL: 11.00 psf Ceiling wire:GWB Ceiling DL: 7.00 psf Allow. Tension: lbs Unity check:NG wire top conn. Induced load: lbs Angle clip:Unistrut p1346 clip Clip width: in. load ecc., e: in. Induced moment: k-in. clip thickness: in. Zy: in^3 Fy: ksi Allow. Mom.: k-in. Unity check:OK Hanging Wire Connection to Unistrut - Shear Strong Axis Shear: 288.0 lb use 1/2" dia. thru bolt, okay by inspectionUnistrut p1346 clip Check Unistrut: Try: Unistrut:Solid Lmax = ft P loaded at:P:288 lb Deflection: P allow = k Mx,max:576 lb-ft E:29000 ksi Mx allow = lb-in Mx,max:6912 lb-in Ix: 0.93 in.4 My allow = lb-in Vmax:144 lb ΔMAX (@ Center):0.197 in. width = in Unity check: 0.56 OK L/ 487 depth = in Area = in^2 Ix = in^4 Iy = in^4 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 0.0254 33 288 1.625 0.9375 0.27 1.11 0.93 0.502 0.538 P1001 8.00 0.47 Open Slot Face 4.69 12,240 11,381 1.63 3.25 Point Load 12 gauge 270 1.07 Pg. No: 0.25 Ceiling1 Date: 6/7/2022 Job No.: 22075 L1 P R1 R2 EQ EQ 08/05/2022 Calculation:Glass & GWB Ceiling Support Ceiling Hanging Wire Connection to Unistrut - Shear Weak Axis Shear: 80.0 lb Check Unistrut: Try: Unistrut:Solid Lmax = ft P loaded at:P:80 lb Deflection: P allow = k My,max:160 lb-ft E:29000 ksi Mx allow = lb-in My,max:1920 lb-in Iy: 0.47 in.4 My allow = lb-in Vmax:40 lb ΔMAX (@ Center):0.108 in. width = in Unity check: 0.17 OK L/ 889 depth = in Area = in^2 Ix = in^4 Iy = in^4 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 1.11 P1001 8.00 Open Slot Face 4.69 Pg. No: 0.93 0.47 12,240 11,381 1.63 3.25 Ceiling2 Date: 6/7/2022 Job No.: 22075 L1 P R1 R2 EQ EQ 08/05/2022 Existing 1st Floor Framing Check 08/05/2022 Calculation:Exist. 1st Floor Framing Check Existing Loading DL:60 psf (See "Design Summary" Section) LL:100 psf (See "Design Summary" Section) Additional Load from Infill Slab: LW Conc:115 pcf Infill slab thickness:5.5 in Infill slab weight:52.71 psf 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:1st Fl_1 Date:5/20/22 Job No.:22075 E1 E2 E3 E1 E2 E4 08/05/2022 Calculation:Exist. 1st Floor Framing Check Beam E1 Loading and Analysis (E) W8x15 This beam is composite per the as-builts. Existing Loading Span:14.46 ft Trib:5.89 ft Existing DL 1. Simple Beam - Uniform Distributed Load L1:14.46 ft.Mmax:295.6 k-in.Deflection: w :942.4 plf Vmax:6.814 k E:29500 ksi R1 =R2:6.814 k Ix:1.2 in.4 ΔMAX (@ Center):26.19 in. L/6.626 Existing + New Loading 1. Simple Beam - Uniform Distributed Load L1:14.46 ft.Mmax:392.9 k-in.Deflection: w :1253 plf Vmax:9.058 k E:29500 ksi R1 =R2:9.058 k Ix:1.2 in.4 ΔMAX (@ Center):34.81 in. L/4.984 V % Increase:32.94 NG See "Beam E1 Capacity Check" Section M % Increase:32.94 NG See "Beam E1 Capacity Check" Section 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:1st Fl_2 Date:5/20/22 Job No.:22075 w R1 R2L1 w R1 R2L1 08/05/2022 Calculation:Exist. 1st Floor Framing Check Beam E2 Loading and Analysis (E) W10x19 This beam is composite per the as-builts. Existing Loading Span:18.54 ft Trib:5.89 ft Existing DL 1. Simple Beam - Uniform Distributed Load L1:18.54 ft.Mmax:485.9 k-in.Deflection: w :942.4 plf Vmax:8.736 k E:29500 R1 =R2:8.736 k Ix:1.2 ΔMAX (@ Center):70.77 L/ Existing + New Loading 1. Simple Beam - Uniform Distributed Load L1:18.54 ft.Mmax:646.0 k-in.Deflection: w :1253 plf Vmax:11.61 k E:29500 R1 =R2:11.61 k Ix:1.2 ΔMAX (@ Center):94.08 L/ V % Increase:32.94 NG See "Beam E2 Capacity Check" Section M % Increase:32.94 NG See "Beam E2 Capacity Check" Section 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:1st Fl_3 Date:5/20/22 Job No.:22075 w R1 R2L1 w R1 R2L1 08/05/2022 Calculation:Exist. 1st Floor Framing Check Beam E3 Loading and Analysis (E) W18x35 This beam is composite per the as-builts. Span:23.56 ft Existing Load P1:15.55 k @ 7.85 ft P2:15.55 k @ 15.71 ft Mmax:1465 k-in Vmax:15.6 k Existing + New Loading P1:20.67 k @ 7.85 ft P2:20.67 k @ 15.71 ft Mmax:1947 k-in Vmax:20.7 k V % Increase:32.69 NG See "Beam E3 Capacity Check" Section M % Increase:32.90 NG See "Beam E3 Capacity Check" Section 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:1st Fl_4 Date:5/20/22 Job No.:22075 08/05/2022 Calculation:Exist. 1st Floor Framing Check Beam E4 Loading and Analysis (E) W12x26 This beam is composite per the as-builts. Span:14.2 ft Existing Load P1:8.736 k @ 9.27 ft Mmax:372 k-in Vmax:4.4 k Existing + New Loading P1:11.61 k @ 7.1 ft Mmax:495 k-in Vmax:5.8 k V % Increase:31.82 NG See "Beam E4 Capacity Check" Section M % Increase:33.06 NG See "Beam E4 Capacity Check" Section 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:1st Fl_5 Date:5/20/22 Job No.:22075 08/05/2022 Beam Design (Simple Span) DL psf P DL lb LL psf P LL lb D NC (DL)=L/360 D C LL=L/360 Total Load psf Total P lb D NC (LL)=L/360 D C TL=L/240 D NC (TL)=L/240 DL psf P DL lb Span =ft LL psf P LL lb Trib for w =ft Total Load psf Total P lb a =ft Beam Shored Durring Construction: w (DL) =plf P (DL) =lb w (DL) =plf P (DL) =lb w (LL) =plf P (LL) =lb w (LL) =plf P (LL) =lb w (TL) =plf P (TL) =lb w (TL) =plf P (TL) =lb Loading:Loading: 0<x<a 0<x<a Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in a<x<L a<x<L Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in DDL max =in L/OK DDL max =in L/ DLL max =in L/OK DLL max =in L/OK DTL max =in L/OK DTL max =in L/NG - TL for Deflections is DL+LL - TL for Deflections is DL+LL Reactions:Reactions: Left Reaction:Right Reaction:Left Reaction:Right Reaction: R DL =lb R DL =lb R DL =lb R DL =lb R LL =lb R LL =lb R LL =lb R LL =lb Max Shear & Moment Max Shear & Moment V max =lb V max =lb M max =k-in M max =k-in or k-ft or k-ft Deck Properties: Deck Type:Composite Values: Thickness of Concret Slab / Topping:in Dist. To Slab Edge:ft Eff. Width:ft Direction of Deck:Dist to Beam:ft Concrete Properties:Dist. To Slab Edge:ft Concrete Type:Dist to Beam:ft w =pcf f`c =psi Ec =ksi n = 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: D Limit No 0.637 0.00 0.00 7.23 529.12 Beam E1 Capacity Check 50 20 70 0 0 0 14.46 7.85 408 157 0.00 2946 3.62 4000 3644 10.00 10.00 45.00 45.00 Left Side of Beam Right Side of Beam 2946 213 0 0 0 Construction Loading: (TL = DL + LL) Construction Loading: Service Loading: 113 0 100 0 Service Loading: (TL = DL + LL) 902 0 785 0 E1_1 5/20/22 22075 12197 529.12 6522 6522 5676 56761135 7.96 1135 Vercor 2" Type 'W2' Deck 2.50 4081 177.05 14.75 44.09 435 1,327 272 226 145 0.131 0.768 0.00 177.05 565 0 1687 0 0.00 7.23 0.111 0.399 0.288 Perp. to Beam Normal Wt 1,564 603 P1w a A B b 08/05/2022 Beam Reinforcement:Cover Plate:t =in w =in Composite Properties: Lower Bound Moment of Inertia Composite Prop w/ new SQn Element a =in Sum Qn:# Anchors:to CL of Max Moment SQn =k d1 =in Beam Is =in^4 CG from Bottom of Cover:y =in x = Cover Plate:Is =in^4 Beam w/ Cover Plate:Is =in^4 d2 = d3 = YENA =in ILB =in^4 Steel Beam Size: Try Fy =ksi Beam Area =in^2 Ix =in^4 E =ksi Beam Depth =in Sx =in^3 Flange is: Flange Width =in Zx =in^3 Web is: Flange Thick =in Iy =in^4 Web Thick =in J =in^4 rts =in kv = Bf/2Tf (l) =Cw =in^6 c =kc = H/Tw=ho =in Cv = Construction Load Strength:Fcr =ksi Beam Is:Braced LP = ft Mp =k-in Unbrcd Lb =ft Lr =ft Mn =k-in Cb =1 Mn NC =k-in WB =1.67 Shear Cap. =kips OK Mn =k-in WV =1.50 Moment Cap. =k ft OK Composite Beam Analysis: a =in Cc abv Top of Deck Loc Cc abv Top of Deck from TOS =in Ac =in^2 Loc Cc w/in Mtl Deck from TOS =in Cc =k Loc Cs (flange) from TOS =in Cs =k Loc Cs (K zone) from TOS =in T =k 100 % Composite Action Loc Cs (web) from TOS =in Steel in Compression:Centroid of Steel Beam w/ Cover Plate from TOS =in t of Flange =in Loc of PNA from TOS=in d of K zone =in Mn =k-in - TOS = Top of Steel Beam d of web =in or k-ft Shear Transfer Design: Weld Studs:in dia x 3.5 in Qn =k per stud # Studs:to Maximum Moment (Where maximum moment begins) Mallow =k-in OK Shear Strength Required: (Minimum of these three)or k-ft Conc. Strength:Vnh (1) =k Steel Strength:Vnh (2) =k Weld Studs:Vnh (3) =k Camber if Used:in - Assumed Maximum Moment occurs at Beam Mid Span 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: 5 48.00 50 Compact 1.000 N.A. 680.00 0.00 N/A 1.51 3.75 48.00 -0.20 301.00 USE W8X15 or LARGER w/ (28) 0.75 x 3.5'' Weld Studs 86.43 -4.06 14 1037.21 0.315 0.245 6.37 28.1 3.09 10.07 2255.26 680.00 680.00 0.00 0.00 144.34 108.45 0.00 21.50 W8X15 22075 1.51 368.73 222.00 3.75 1732.14 0.00 11.8 13.6 40.00 33.93 0.755 3.41 0.137 51.8 7.80 1.06 Fully 1 1 29000 E1_2 5/20/22 222.00 N/A Compact 0.75 368.73 222.00 301.00 8.11 4.44 203.56 14 48.00 0.00 4.06 - negative number indicates below top of steel -0.10 4.06 8.55 2.99 4.01 N/A N/A N/A 08/05/2022 Beam Design (Simple Span) DL psf P DL lb LL psf P LL lb D NC (DL)=L/360 D C LL=L/360 Total Load psf Total P lb D NC (LL)=L/360 D C TL=L/240 D NC (TL)=L/240 DL psf P DL lb Span =ft LL psf P LL lb Trib for w =ft Total Load psf Total P lb a =ft Beam Shored Durring Construction: w (DL) =plf P (DL) =lb w (DL) =plf P (DL) =lb w (LL) =plf P (LL) =lb w (LL) =plf P (LL) =lb w (TL) =plf P (TL) =lb w (TL) =plf P (TL) =lb Loading:Loading: 0<x<a 0<x<a Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in a<x<L a<x<L Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in DDL max =in L/OK DDL max =in L/ DLL max =in L/OK DLL max =in L/OK DTL max =in L/OK DTL max =in L/NG - TL for Deflections is DL+LL - TL for Deflections is DL+LL Reactions:Reactions: Left Reaction:Right Reaction:Left Reaction:Right Reaction: R DL =lb R DL =lb R DL =lb R DL =lb R LL =lb R LL =lb R LL =lb R LL =lb Max Shear & Moment Max Shear & Moment V max =lb V max =lb M max =k-in M max =k-in or k-ft or k-ft Deck Properties: Deck Type:Composite Values: Thickness of Concret Slab / Topping:in Dist. To Slab Edge:ft Eff. Width:ft Direction of Deck:Dist to Beam:ft Concrete Properties:Dist. To Slab Edge:ft Concrete Type:Dist to Beam:ft w =pcf f`c =psi Ec =ksi n = 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: 0.00 291.85 569 0 1691 0 0.00 9.25 0.148 0.537 0.388 Perp. to Beam Normal Wt 1,498 572 414 1,094 260 210 145 0.203 1.058 15642 868.14 8381 8381 7261 72611452 7.96 1452 Vercor 2" Type 'W2' Deck 2.50 5259 291.85 24.32 72.35 E2_1 5/20/22 22075 213 0 0 0 Construction Loading: (TL = DL + LL) Construction Loading: Service Loading: 113 0 100 0 Service Loading: (TL = DL + LL) 906 0 785 0 Beam E2 Capacity Check 50 20 70 0 0 0 18.50 7.85 412 157 0.00 3806 4.63 4000 3644 10.00 10.00 45.00 45.00 Left Side of Beam Right Side of Beam 3806 D Limit No 0.855 0.00 0.00 9.25 868.14 P1w a A B b 08/05/2022 Beam Reinforcement:Cover Plate:t =in w =in Composite Properties: Lower Bound Moment of Inertia Composite Prop w/ new SQn Element a =in Sum Qn:# Anchors:to CL of Max Moment SQn =k d1 =in Beam Is =in^4 CG from Bottom of Cover:y =in x = Cover Plate:Is =in^4 Beam w/ Cover Plate:Is =in^4 d2 = d3 = YENA =in ILB =in^4 Steel Beam Size: Try Fy =ksi Beam Area =in^2 Ix =in^4 E =ksi Beam Depth =in Sx =in^3 Flange is: Flange Width =in Zx =in^3 Web is: Flange Thick =in Iy =in^4 Web Thick =in J =in^4 rts =in kv = Bf/2Tf (l) =Cw =in^6 c =kc = H/Tw=ho =in Cv = Construction Load Strength:Fcr =ksi Beam Is:Braced LP = ft Mp =k-in Unbrcd Lb =ft Lr =ft Mn =k-in Cb =1 Mn NC =k-in WB =1.67 Shear Cap. =kips OK Mn =k-in WV =1.50 Moment Cap. =k ft OK Composite Beam Analysis: a =in Cc abv Top of Deck Loc Cc abv Top of Deck from TOS =in Ac =in^2 Loc Cc w/in Mtl Deck from TOS =in Cc =k Loc Cs (flange) from TOS =in Cs =k Loc Cs (K zone) from TOS =in T =k 100 % Composite Action Loc Cs (web) from TOS =in Steel in Compression:Centroid of Steel Beam w/ Cover Plate from TOS =in t of Flange =in Loc of PNA from TOS=in d of K zone =in Mn =k-in - TOS = Top of Steel Beam d of web =in or k-ft Shear Transfer Design: Weld Studs:in dia x 3.5 in Qn =k per stud # Studs:to Maximum Moment (Where maximum moment begins) Mallow =k-in OK Shear Strength Required: (Minimum of these three)or k-ft Conc. Strength:Vnh (1) =k Steel Strength:Vnh (2) =k Weld Studs:Vnh (3) =k Camber if Used:in - Assumed Maximum Moment occurs at Beam Mid Span 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: - negative number indicates below top of steel -0.13 5.10 10.23 3.01 4.02 N/A N/A N/A 10.2 5.62 351.62 18 96.30 E2_2 5/20/22 281.00 N/A Compact 0.75 471.75 281.00 387.00 22075 1.49 471.75 281.00 3.76 2488.38 0.00 18.8 21.6 51.00 53.89 0.672 4.29 0.233 104 9.81 1.06 Fully 1 1 29000 W10X19 0.00 18 1490.05 0.395 0.25 5.09 35.4 3.09 9.73 2247.24 1080.00 1080.00 0.00 0.00 207.36 138.75 0.00 21.50 5.10 N/A 1.49 3.76 96.30 -0.26 387.00 USE W10X19 or LARGER w/ (36) 0.75 x 3.5'' Weld Studs 124.17 -5.10 5 96.30 50 Compact 1.000 N.A. 1080.00 0.00 08/05/2022 Beam Design (Simple Span) DL psf P DL lb LL psf P LL lb D NC (DL)=L/360 D C LL=L/360 Total Load psf Total P lb D NC (LL)=L/360 D C TL=L/240 D NC (TL)=L/240 DL psf P DL lb Span =ft LL psf P LL lb Trib for w =ft Total Load psf Total P lb a =ft Beam Shored Durring Construction: w (DL) =plf P (DL) =lb w (DL) =plf P (DL) =lb w (LL) =plf P (LL) =lb w (LL) =plf P (LL) =lb w (TL) =plf P (TL) =lb w (TL) =plf P (TL) =lb Loading:Loading: 0<x<a 0<x<a Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in a<x<L a<x<L Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in DDL max =in L/OK DDL max =in L/ DLL max =in L/OK DLL max =in L/OK DTL max =in L/OK DTL max =in L/NG - TL for Deflections is DL+LL - TL for Deflections is DL+LL Reactions:Reactions: Left Reaction:Right Reaction:Left Reaction:Right Reaction: R DL =lb R DL =lb R DL =lb R DL =lb R LL =lb R LL =lb R LL =lb R LL =lb Max Shear & Moment Max Shear & Moment V max =lb V max =lb M max =k-in M max =k-in or k-ft or k-ft Deck Properties: Deck Type:Composite Values: Thickness of Concret Slab / Topping:in Dist. To Slab Edge:ft Eff. Width:ft Direction of Deck:Dist to Beam:ft Concrete Properties:Dist. To Slab Edge:ft Concrete Type:Dist to Beam:ft w =pcf f`c =psi Ec =ksi n = 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: D Limit No 0.890 0.00 0.00 11.78 2955.35 Beam E3 Capacity Check 50 20 70 0 0 0 23.56 16.50 860 330 0.00 10131 5.89 4000 3644 10.00 10.00 45.00 45.00 Left Side of Beam Right Side of Beam 10131 213 0 0 0 Construction Loading: (TL = DL + LL) Construction Loading: Service Loading: 113 0 100 0 Service Loading: (TL = DL + LL) 1900 0 1650 0 E3_1 5/20/22 22075 20670 1947.00 3887 7.96 3887 Vercor 2" Type 'W2' Deck 2.50 14018 990.81 82.57 162.25 507 923 318 236 145 0.306 1.197 0.00 990.81 1190 0 3550 0 0.00 11.78 0.155 0.558 0.403 Perp. to Beam Normal Wt 1,828 701 P1w a A B b 08/05/2022 Beam Reinforcement:Cover Plate:t =in w =in Composite Properties: Lower Bound Moment of Inertia Composite Prop w/ new SQn Element a =in Sum Qn:# Anchors:to CL of Max Moment SQn =k d1 =in Beam Is =in^4 CG from Bottom of Cover:y =in x = Cover Plate:Is =in^4 Beam w/ Cover Plate:Is =in^4 d2 = d3 = YENA =in ILB =in^4 Steel Beam Size: Try Fy =ksi Beam Area =in^2 Ix =in^4 E =ksi Beam Depth =in Sx =in^3 Flange is: Flange Width =in Zx =in^3 Web is: Flange Thick =in Iy =in^4 Web Thick =in J =in^4 rts =in kv = Bf/2Tf (l) =Cw =in^6 c =kc = H/Tw=ho =in Cv = Construction Load Strength:Fcr =ksi Beam Is:Braced LP = ft Mp =k-in Unbrcd Lb =ft Lr =ft Mn =k-in Cb =1 Mn NC =k-in WB =1.67 Shear Cap. =kips OK Mn =k-in WV =1.50 Moment Cap. =k ft OK Composite Beam Analysis: a =in Cc abv Top of Deck Loc Cc abv Top of Deck from TOS =in Ac =in^2 Loc Cc w/in Mtl Deck from TOS =in Cc =k Loc Cs (flange) from TOS =in Cs =k Loc Cs (K zone) from TOS =in T =k 100 % Composite Action Loc Cs (web) from TOS =in Steel in Compression:Centroid of Steel Beam w/ Cover Plate from TOS =in t of Flange =in Loc of PNA from TOS=in d of K zone =in Mn =k-in - TOS = Top of Steel Beam d of web =in or k-ft Shear Transfer Design: Weld Studs:in dia x 3.5 in Qn =k per stud # Studs:to Maximum Moment (Where maximum moment begins) Mallow =k-in OK Shear Strength Required: (Minimum of these three)or k-ft Conc. Strength:Vnh (1) =k Steel Strength:Vnh (2) =k Weld Studs:Vnh (3) =k Camber if Used:in - Assumed Maximum Moment occurs at Beam Mid Span 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: Compact 1.000 N.A. 3325.00 0.00 N/A 2.14 3.43 510.00 0.00 516.00 USE W18X35 or LARGER w/ (48) 0.75 x 3.5'' Weld Studs 315.54 -8.85 5 24 3786.48 0.425 0.3 7.06 53.5 4.31 12.38 4563.01 3325.00 3325.00 0.00 0.00 526.95 176.70 0.00 21.50 W18X35 22075 2.14 600.78 515.00 3.43 6323.42 0.00 57.6 66.5 106.00 165.92 0.547 15.3 0.506 1140 17.28 1.51 Fully 1 1 29000 E3_2 5/20/22 515.00 N/A Compact 0.75 600.78 515.00 516.00 17.7 10.3 1287.17 24 510.00 0.00 8.85 510.00 50 - negative number indicates below top of steel 0.00 8.85 15.00 2.36 6 N/A N/A N/A 08/05/2022 Beam Design (Simple Span) DL psf P DL lb LL psf P LL lb D NC (DL)=L/360 D C LL=L/360 Total Load psf Total P lb D NC (LL)=L/360 D C TL=L/240 D NC (TL)=L/240 DL psf P DL lb Span =ft LL psf P LL lb Trib for w =ft Total Load psf Total P lb a =ft Beam Shored Durring Construction: w (DL) =plf P (DL) =lb w (DL) =plf P (DL) =lb w (LL) =plf P (LL) =lb w (LL) =plf P (LL) =lb w (TL) =plf P (TL) =lb w (TL) =plf P (TL) =lb Loading:Loading: 0<x<a 0<x<a Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in a<x<L a<x<L Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in DDL max =in L/OK DDL max =in L/ DLL max =in L/OK DLL max =in L/OK DTL max =in L/OK DTL max =in L/OK - TL for Deflections is DL+LL - TL for Deflections is DL+LL Reactions:Reactions: Left Reaction:Right Reaction:Left Reaction:Right Reaction: R DL =lb R DL =lb R DL =lb R DL =lb R LL =lb R LL =lb R LL =lb R LL =lb Max Shear & Moment Max Shear & Moment V max =lb V max =lb M max =k-in M max =k-in or k-ft or k-ft Deck Properties: Deck Type:Composite Values: Thickness of Concret Slab / Topping:in Dist. To Slab Edge:ft Eff. Width:ft Direction of Deck:Dist to Beam:ft Concrete Properties:Dist. To Slab Edge:ft Concrete Type:Dist to Beam:ft w =pcf f`c =psi Ec =ksi n = 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: D Limit No 0.292 0.00 0.00 7.10 1070.86 Beam E4 Capacity Check 50 20 70 0 0 0 14.20 16.50 851 330 0.00 6042 3.55 4000 3644 10.00 10.00 45.00 45.00 Left Side of Beam Right Side of Beam 6042 213 0 0 0 Construction Loading: (TL = DL + LL) Construction Loading: Service Loading: 113 0 100 0 Service Loading: (TL = DL + LL) 1891 0 1650 0 E4_1 5/20/22 22075 5800 495.00 2343 7.96 2343 Vercor 2" Type 'W2' Deck 2.50 8385 357.21 29.77 41.25 933 1,676 583 432 145 0.102 0.394 0.00 357.21 1181 0 3541 0 0.00 7.10 0.051 0.183 0.132 Perp. to Beam Normal Wt 3,339 1,295 P1w a A B b 08/05/2022 Beam Reinforcement:Cover Plate:t =in w =in Composite Properties: Lower Bound Moment of Inertia Composite Prop w/ new SQn Element a =in Sum Qn:# Anchors:to CL of Max Moment SQn =k d1 =in Beam Is =in^4 CG from Bottom of Cover:y =in x = Cover Plate:Is =in^4 Beam w/ Cover Plate:Is =in^4 d2 = d3 = YENA =in ILB =in^4 Steel Beam Size: Try Fy =ksi Beam Area =in^2 Ix =in^4 E =ksi Beam Depth =in Sx =in^3 Flange is: Flange Width =in Zx =in^3 Web is: Flange Thick =in Iy =in^4 Web Thick =in J =in^4 rts =in kv = Bf/2Tf (l) =Cw =in^6 c =kc = H/Tw=ho =in Cv = Construction Load Strength:Fcr =ksi Beam Is:Braced LP = ft Mp =k-in Unbrcd Lb =ft Lr =ft Mn =k-in Cb =1 Mn NC =k-in WB =1.67 Shear Cap. =kips OK Mn =k-in WV =1.50 Moment Cap. =k ft OK Composite Beam Analysis: a =in Cc abv Top of Deck Loc Cc abv Top of Deck from TOS =in Ac =in^2 Loc Cc w/in Mtl Deck from TOS =in Cc =k Loc Cs (flange) from TOS =in Cs =k Loc Cs (K zone) from TOS =in T =k 83 % Composite Action Loc Cs (web) from TOS =in Steel in Compression:Centroid of Steel Beam w/ Cover Plate from TOS =in t of Flange =in Loc of PNA from TOS=in d of K zone =in Mn =k-in - TOS = Top of Steel Beam d of web =in or k-ft Shear Transfer Design: Weld Studs:in dia x 3.5 in Qn =k per stud # Studs:to Maximum Moment (Where maximum moment begins) Mallow =k-in OK Shear Strength Required: (Minimum of these three)or k-ft Conc. Strength:Vnh (1) =k Steel Strength:Vnh (2) =k Weld Studs:Vnh (3) =k Camber if Used:in - Assumed Maximum Moment occurs at Beam Mid Span 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: 5 204.00 50 Compact 1.000 N.A. 1860.00 0.00 N/A 2.08 3.46 204.00 0.13 301.00 USE W12X26 or LARGER w/ (28) 0.75 x 3.5'' Weld Studs 168.16 -6.10 14 2017.89 0.38 0.23 8.54 47.2 5.33 14.89 6106.74 1860.00 1860.00 0.00 0.00 280.82 106.50 0.13 21.50 W12X26 22075 2.08 362.10 341.75 3.46 3369.87 0.00 33.4 37.2 56.00 92.81 0.582 17.3 0.3 607 11.82 1.75 Fully 1 1 29000 E4_2 5/20/22 382.50 -0.06 Compact 0.75 362.10 382.50 301.00 12.2 7.65 511.96 14 204.00 0.00 6.10 - negative number indicates below top of steel 0.06 6.10 10.31 -0.13 6.49 N/A N/A N/A 08/05/2022 Existing 2nd Floor Framing Check 08/05/2022 Calculation:Existing Roof Structure Check Structure Check for Additional Ceiling Loads 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:Roof_1 Date:5/20/22 Job No.:22075 E7 E6 E5 E6 E5 E8 08/05/2022 Calculation:Existing Roof Structure Check Beam E5 Loading and Analysis This beam is composite per the as-builts. Existing Loading (E) W10x26 DL:60 psf LL:20 psf (See "Design Summary" Section) Trib:7.91 ft Span:18.54 ft 1. Simple Beam - Uniform Distributed Load L1:18.54 ft.Mmax:326.3 k-in.Deflection: w :632.8 plf Vmax:5.866 k E:29500 ksi R1 =R2:5.866 k Ix:1.2 in.4 ΔMAX (@ Center):47.52 in. L/4.682 Existing Load + Additional Loading DL:60 psf SDL:11 psf (Additional Glass Ceiling) LL:20 psf Trib:7.91 ft Span:18.54 ft 1. Simple Beam - Uniform Distributed Load L1:18.54 ft.Mmax:371.1 k-in.Deflection: w :719.8 plf Vmax:6.673 k E:29500 ksi R1 =R2:6.673 k Ix:1.2 in.4 ΔMAX (@ Center):54.06 in. L/4.116 V % Increase:13.8 NG See "Beam E5 Capacity Check" Section M % Increase:13.8 NG See "Beam E5 Capacity Check" Section 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:Roof_2 Date:5/20/22 Job No.:22075 w R1 R2L1 w R1 R2L1 08/05/2022 Calculation:Existing Roof Structure Check Beam E6 Loading and Analysis This beam is composite per the as-builts. Existing Loading (E) W10x26 DL:60 psf LL:20 psf Trib:7.91 ft Span:20.69 ft 1. Simple Beam - Uniform Distributed Load L1:20.69 ft.Mmax:406.3 k-in.Deflection: w :632.8 plf Vmax:6.546 k E:29500 ksi R1 =R2:6.546 k Ix:1.2 in.4 ΔMAX (@ Center):73.7 in. L/3.369 Existing Load + Additional Loading DL:60 psf SDL:11 psf (Additional Glass Ceiling) LL:20 psf Trib:7.91 ft Span:20.69 ft 1. Simple Beam - Uniform Distributed Load L1:20.69 ft.Mmax:462.2 k-in.Deflection: w :719.8 plf Vmax:7.446 k E:29500 ksi R1 =R2:7.446 k Ix:1.2 in.4 ΔMAX (@ Center):83.84 in. L/2.961 V % Increase:13.75 NG See "Beam E6 Capacity Check" Section M % Increase:13.75 NG See "Beam E6 Capacity Check" Section 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:Roof_3 Date:5/20/22 Job No.:22075 w R1 R2L1 w R1 R2L1 08/05/2022 Calculation:Existing Roof Structure Check Beam E7 Loading and Analysis (E) W24x55 This beam is composite per the as-builts. Span:23.58 ft Existing Load P1:12.41 k @ 7.85 ft P2:12.41 k @ 15.71 ft Mmax:1171 k-in Vmax:12.41 k Existing + New Loading P1:14.12 k @ 7.85 ft P2:14.12 k @ 15.71 ft Mmax:1332 k-in Vmax:14.1 k V % Increase:13.62 NG See "Beam E7 Capacity Check" Section M % Increase:13.75 NG See "Beam E7 Capacity Check" Section 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:Roof_4 Date:5/20/22 Job No.:22075 08/05/2022 Calculation:Existing Roof Structure Check Beam E8 Loading and Analysis (E) W12x26 This beam is composite per the as-builts. Span:14.19 ft Existing Load P1:12.41 k @ 7.09 ft Mmax:528 k-in Vmax:6.2 k Existing + New Loading P1:14.12 k @ 7.09 ft Mmax:601 k-in See "Beam E8 Capacity Check" Section Vmax:7.1 k See "Beam E8 Capacity Check" Section V % Increase:14.52 NG See "Beam E8 Capacity Check" Section M % Increase:13.83 NG See "Beam E8 Capacity Check" Section 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:Roof_5 Date:5/20/22 Job No.:22075 08/05/2022 Beam Design (Simple Span) DL psf P DL lb LL psf P LL lb D NC (DL)=L/360 D C LL=L/360 Total Load psf Total P lb D NC (LL)=L/360 D C TL=L/240 D NC (TL)=L/240 DL psf P DL lb Span =ft LL psf P LL lb Trib for w =ft Total Load psf Total P lb a =ft Beam Shored Durring Construction: w (DL) =plf P (DL) =lb w (DL) =plf P (DL) =lb w (LL) =plf P (LL) =lb w (LL) =plf P (LL) =lb w (TL) =plf P (TL) =lb w (TL) =plf P (TL) =lb Loading:Loading: 0<x<a 0<x<a Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in a<x<L a<x<L Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in DDL max =in L/OK DDL max =in L/ DLL max =in L/OK DLL max =in L/OK DTL max =in L/OK DTL max =in L/OK - TL for Deflections is DL+LL - TL for Deflections is DL+LL Reactions:Reactions: Left Reaction:Right Reaction:Left Reaction:Right Reaction: R DL =lb R DL =lb R DL =lb R DL =lb R LL =lb R LL =lb R LL =lb R LL =lb Max Shear & Moment Max Shear & Moment V max =lb V max =lb M max =k-in M max =k-in or k-ft or k-ft Deck Properties: Deck Type:Composite Values: Thickness of Concret Slab / Topping:in Dist. To Slab Edge:ft Eff. Width:ft Direction of Deck:Dist to Beam:ft Concrete Properties:Dist. To Slab Edge:ft Concrete Type:Dist to Beam:ft w =pcf f`c =psi Ec =ksi n = 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: D Limit No 0.586 0.00 0.00 9.27 555.83 Beam E5 Capacity Check 50 20 70 0 0 0 18.54 7.91 422 158 0.00 3907 4.64 4000 3644 10.00 10.00 45.00 45.00 Left Side of Beam Right Side of Beam 3907 133 0 0 0 Construction Loading: (TL = DL + LL) Construction Loading: Service Loading: 113 0 20 0 Service Loading: (TL = DL + LL) 920 0 158 0 E5_1 5/20/22 22075 9993 555.83 8527 8527 1467 14671467 7.96 1467 Vercor 2" Type 'W2' Deck 2.50 5374 298.89 24.91 46.32 603 6,608 380 359 145 0.034 0.619 0.00 298.89 580 0 1078 0 0.00 9.27 0.101 0.369 0.268 Perp. to Beam Normal Wt 2,209 829 P1w a A B b 08/05/2022 Beam Reinforcement:Cover Plate:t =in w =in Composite Properties: Lower Bound Moment of Inertia Composite Prop w/ new SQn Element a =in Sum Qn:# Anchors:to CL of Max Moment SQn =k d1 =in Beam Is =in^4 CG from Bottom of Cover:y =in x = Cover Plate:Is =in^4 Beam w/ Cover Plate:Is =in^4 d2 = d3 = YENA =in ILB =in^4 Steel Beam Size: Try Fy =ksi Beam Area =in^2 Ix =in^4 E =ksi Beam Depth =in Sx =in^3 Flange is: Flange Width =in Zx =in^3 Web is: Flange Thick =in Iy =in^4 Web Thick =in J =in^4 rts =in kv = Bf/2Tf (l) =Cw =in^6 c =kc = H/Tw=ho =in Cv = Construction Load Strength:Fcr =ksi Beam Is:Braced LP = ft Mp =k-in Unbrcd Lb =ft Lr =ft Mn =k-in Cb =1 Mn NC =k-in WB =1.67 Shear Cap. =kips OK Mn =k-in WV =1.50 Moment Cap. =k ft OK Composite Beam Analysis: a =in Cc abv Top of Deck Loc Cc abv Top of Deck from TOS =in Ac =in^2 Loc Cc w/in Mtl Deck from TOS =in Cc =k Loc Cs (flange) from TOS =in Cs =k Loc Cs (K zone) from TOS =in T =k 100 % Composite Action Loc Cs (web) from TOS =in Steel in Compression:Centroid of Steel Beam w/ Cover Plate from TOS =in t of Flange =in Loc of PNA from TOS=in d of K zone =in Mn =k-in - TOS = Top of Steel Beam d of web =in or k-ft Shear Transfer Design: Weld Studs:in dia x 3.5 in Qn =k per stud # Studs:to Maximum Moment (Where maximum moment begins) Mallow =k-in OK Shear Strength Required: (Minimum of these three)or k-ft Conc. Strength:Vnh (1) =k Steel Strength:Vnh (2) =k Weld Studs:Vnh (3) =k Camber if Used:in - Assumed Maximum Moment occurs at Beam Mid Span 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: Compact 1.000 N.A. 1565.00 0.00 N/A 2.01 3.49 144.00 -0.01 387.00 USE W10X26 or LARGER w/ (36) 0.75 x 3.5'' Weld Studs 164.12 -5.15 5 18 1969.48 0.44 0.26 6.56 34 4.80 14.94 4985.07 1565.00 1565.00 0.00 0.00 274.09 139.05 0.00 21.50 W10X26 22075 2.01 472.77 380.50 3.49 3289.03 0.00 27.9 31.3 54.00 78.09 0.686 14.1 0.402 345 9.86 1.58 Fully 1 1 29000 E5_2 5/20/22 380.50 N/A Compact 0.75 472.77 380.50 387.00 10.3 7.61 430.71 18 144.00 0.00 5.15 144.00 50 - negative number indicates below top of steel -0.01 5.15 9.51 2.49 5.77 N/A N/A N/A 08/05/2022 Beam Design (Simple Span) DL psf P DL lb LL psf P LL lb D NC (DL)=L/360 D C LL=L/360 Total Load psf Total P lb D NC (LL)=L/360 D C TL=L/240 D NC (TL)=L/240 DL psf P DL lb Span =ft LL psf P LL lb Trib for w =ft Total Load psf Total P lb a =ft Beam Shored Durring Construction: w (DL) =plf P (DL) =lb w (DL) =plf P (DL) =lb w (LL) =plf P (LL) =lb w (LL) =plf P (LL) =lb w (TL) =plf P (TL) =lb w (TL) =plf P (TL) =lb Loading:Loading: 0<x<a 0<x<a Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in a<x<L a<x<L Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in DDL max =in L/OK DDL max =in L/ DLL max =in L/OK DLL max =in L/OK DTL max =in L/OK DTL max =in L/OK - TL for Deflections is DL+LL - TL for Deflections is DL+LL Reactions:Reactions: Left Reaction:Right Reaction:Left Reaction:Right Reaction: R DL =lb R DL =lb R DL =lb R DL =lb R LL =lb R LL =lb R LL =lb R LL =lb Max Shear & Moment Max Shear & Moment V max =lb V max =lb M max =k-in M max =k-in or k-ft or k-ft Deck Properties: Deck Type:Composite Values: Thickness of Concret Slab / Topping:in Dist. To Slab Edge:ft Eff. Width:ft Direction of Deck:Dist to Beam:ft Concrete Properties:Dist. To Slab Edge:ft Concrete Type:Dist to Beam:ft w =pcf f`c =psi Ec =ksi n = 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: 580 0 1078 0 0.00 10.35 0.156 0.572 0.416 Perp. to Beam Normal Wt 1,590 597 11152 692.22 9516 9516 1637 16371637 7.96 1637 Vercor 2" Type 'W2' Deck 2.50 5997 372.23 31.02 57.68 E6_1 5/20/22 22075 133 0 0 0 Construction Loading: (TL = DL + LL) Construction Loading: Service Loading: 113 0 20 0 Service Loading: (TL = DL + LL) 920 0 158 0 Beam E6 Capacity Check 50 20 70 0 0 0 20.69 7.91 422 158 0.00 4360 5.17 4000 3644 10.00 10.00 45.00 45.00 Left Side of Beam Right Side of Beam 4360 No 0.908 0.00 0.00 10.35 692.22 5,000 273 259 0.050 0.958 D Limit 434 145 0.00 372.23 P1w a A B b 08/05/2022 Beam Reinforcement:Cover Plate:t =in w =in Composite Properties: Lower Bound Moment of Inertia Composite Prop w/ new SQn Element a =in Sum Qn:# Anchors:to CL of Max Moment SQn =k d1 =in Beam Is =in^4 CG from Bottom of Cover:y =in x = Cover Plate:Is =in^4 Beam w/ Cover Plate:Is =in^4 d2 = d3 = YENA =in ILB =in^4 Steel Beam Size: Try Fy =ksi Beam Area =in^2 Ix =in^4 E =ksi Beam Depth =in Sx =in^3 Flange is: Flange Width =in Zx =in^3 Web is: Flange Thick =in Iy =in^4 Web Thick =in J =in^4 rts =in kv = Bf/2Tf (l) =Cw =in^6 c =kc = H/Tw=ho =in Cv = Construction Load Strength:Fcr =ksi Beam Is:Braced LP = ft Mp =k-in Unbrcd Lb =ft Lr =ft Mn =k-in Cb =1 Mn NC =k-in WB =1.67 Shear Cap. =kips OK Mn =k-in WV =1.50 Moment Cap. =k ft OK Composite Beam Analysis: a =in Cc abv Top of Deck Loc Cc abv Top of Deck from TOS =in Ac =in^2 Loc Cc w/in Mtl Deck from TOS =in Cc =k Loc Cs (flange) from TOS =in Cs =k Loc Cs (K zone) from TOS =in T =k 100 % Composite Action Loc Cs (web) from TOS =in Steel in Compression:Centroid of Steel Beam w/ Cover Plate from TOS =in t of Flange =in Loc of PNA from TOS=in d of K zone =in Mn =k-in - TOS = Top of Steel Beam d of web =in or k-ft Shear Transfer Design: Weld Studs:in dia x 3.5 in Qn =k per stud # Studs:to Maximum Moment (Where maximum moment begins) Mallow =k-in OK Shear Strength Required: (Minimum of these three)or k-ft Conc. Strength:Vnh (1) =k Steel Strength:Vnh (2) =k Weld Studs:Vnh (3) =k Camber if Used:in - Assumed Maximum Moment occurs at Beam Mid Span 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: - negative number indicates below top of steel -0.04 5.15 9.79 2.70 5.77 N/A N/A N/A E6_2 5/20/22 380.50 N/A Compact 0.75 527.60 380.50 430.00 22075 1.80 527.60 380.50 3.60 3328.81 0.00 27.9 31.3 54.00 78.09 0.686 14.1 0.402 345 9.86 1.58 Fully 1 1 29000 W10X26 20 1993.30 0.44 0.26 6.56 34 4.80 14.94 4985.07 1565.00 1565.00 0.00 0.00 277.40 155.18 0.00 21.50 430.00 USE W10X26 or LARGER w/ (40) 0.75 x 3.5'' Weld Studs 166.11 -5.15 5 453.01 5.15 144.00 50 N/A 1.80 3.60 144.00 -0.09 0.00 Compact 1.000 N.A. 1565.00 0.00 10.3 7.61 20 144.00 08/05/2022 Beam Design (Simple Span) DL psf P DL lb LL psf P LL lb D NC (DL)=L/360 D C LL=L/360 Total Load psf Total P lb D NC (LL)=L/360 D C TL=L/240 D NC (TL)=L/240 DL psf P DL lb Span =ft LL psf P LL lb Trib for w =ft Total Load psf Total P lb a =ft Beam Shored Durring Construction: w (DL) =plf P (DL) =lb w (DL) =plf P (DL) =lb w (LL) =plf P (LL) =lb w (LL) =plf P (LL) =lb w (TL) =plf P (TL) =lb w (TL) =plf P (TL) =lb Loading:Loading: 0<x<a 0<x<a Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in a<x<L a<x<L Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in DDL max =in L/OK DDL max =in L/ DLL max =in L/OK DLL max =in L/OK DTL max =in L/OK DTL max =in L/OK - TL for Deflections is DL+LL - TL for Deflections is DL+LL Reactions:Reactions: Left Reaction:Right Reaction:Left Reaction:Right Reaction: R DL =lb R DL =lb R DL =lb R DL =lb R LL =lb R LL =lb R LL =lb R LL =lb Max Shear & Moment Max Shear & Moment V max =lb V max =lb M max =k-in M max =k-in or k-ft or k-ft Deck Properties: Deck Type:Composite Values: Thickness of Concret Slab / Topping:in Dist. To Slab Edge:ft Eff. Width:ft Direction of Deck:Dist to Beam:ft Concrete Properties:Dist. To Slab Edge:ft Concrete Type:Dist to Beam:ft w =pcf f`c =psi Ec =ksi n = 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: 0.00 11.79 0.040 0.151 0.111 Perp. to Beam Normal Wt 7,016 2,558 1,875 14100 1332.00 2676 7.96 2676 Vercor 2" Type 'W2' Deck 2.50 10016 708.50 59.04 111.00 E7_1 5/20/22 22075 23.58 11.35 623 227 0.00 7339 5.90 4000 3644 10.00 10.00 45.00 45.00 Left Side of Beam Right Side of Beam 7339 133 0 0 0 Construction Loading: (TL = DL + LL) 113 0 20 Beam E7 Capacity Check 50 20 70 0 0 0 Construction Loading: Service Loading: 0 Service Loading: (TL = DL + LL) 1338 0 227 0 D Limit 850 0 1565 0 No 0.238 0.00 0.00 11.79 1304.87 14,612 1,191 1,101 0.019 0.257 145 0.00 708.50 P1w a A B b 08/05/2022 Beam Reinforcement:Cover Plate:t =in w =in Composite Properties: Lower Bound Moment of Inertia Composite Prop w/ new SQn Element a =in Sum Qn:# Anchors:to CL of Max Moment SQn =k d1 =in Beam Is =in^4 CG from Bottom of Cover:y =in x = Cover Plate:Is =in^4 Beam w/ Cover Plate:Is =in^4 d2 = d3 = YENA =in ILB =in^4 Steel Beam Size: Try Fy =ksi Beam Area =in^2 Ix =in^4 E =ksi Beam Depth =in Sx =in^3 Flange is: Flange Width =in Zx =in^3 Web is: Flange Thick =in Iy =in^4 Web Thick =in J =in^4 rts =in kv = Bf/2Tf (l) =Cw =in^6 c =kc = H/Tw=ho =in Cv = Construction Load Strength:Fcr =ksi Beam Is:Braced LP = ft Mp =k-in Unbrcd Lb =ft Lr =ft Mn =k-in Cb =1 Mn NC =k-in WB =1.67 Shear Cap. =kips OK Mn =k-in WV =1.50 Moment Cap. =k ft OK Composite Beam Analysis: a =in Cc abv Top of Deck Loc Cc abv Top of Deck from TOS =in Ac =in^2 Loc Cc w/in Mtl Deck from TOS =in Cc =k Loc Cs (flange) from TOS =in Cs =k Loc Cs (K zone) from TOS =in T =k 86 % Composite Action Loc Cs (web) from TOS =in Steel in Compression:Centroid of Steel Beam w/ Cover Plate from TOS =in t of Flange =in Loc of PNA from TOS=in d of K zone =in Mn =k-in - TOS = Top of Steel Beam d of web =in or k-ft Shear Transfer Design: Weld Studs:in dia x 3.5 in Qn =k per stud # Studs:to Maximum Moment (Where maximum moment begins) Mallow =k-in OK Shear Strength Required: (Minimum of these three)or k-ft Conc. Strength:Vnh (1) =k Steel Strength:Vnh (2) =k Weld Studs:Vnh (3) =k Camber if Used:in - Assumed Maximum Moment occurs at Beam Mid Span 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: - negative number indicates below top of steel 0.21 11.80 17.73 -0.42 7.01 N/A N/A N/A 0.00 E7_2 5/20/22 810.00 -0.21 Compact 0.75 601.29 810.00 516.00 22075 2.15 601.29 663.00 3.43 11264.84 0.00 114 134 186.00 334.33 0.541 29.1 1.18 3870 23.10 1.72 Fully 1 1 29000 176.85 0.42 21.50 W24X55 516.00 USE W24X55 or LARGER w/ (48) 0.75 x 3.5'' Weld Studs 562.12 -11.80 5 2811.73 11.80 1350.00 50 6745.41 4.73 13.90 5856.03 6700.00 6700.00 938.74 23.6 16.2 24 1350.00 N/A 2.15 3.43 1350.00 0.42 0.00 Compact 1.000 N.A. 6700.00 24 0.505 0.395 6.94 54.6 0.00 0.00 08/05/2022 Beam Design (Simple Span) DL psf P DL lb LL psf P LL lb D NC (DL)=L/360 D C LL=L/360 Total Load psf Total P lb D NC (LL)=L/360 D C TL=L/240 D NC (TL)=L/240 DL psf P DL lb Span =ft LL psf P LL lb Trib for w =ft Total Load psf Total P lb a =ft Beam Shored Durring Construction: w (DL) =plf P (DL) =lb w (DL) =plf P (DL) =lb w (LL) =plf P (LL) =lb w (LL) =plf P (LL) =lb w (TL) =plf P (TL) =lb w (TL) =plf P (TL) =lb Loading:Loading: 0<x<a 0<x<a Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in a<x<L a<x<L Mmax @ ft Mmax =k-in Mmax @ ft Mmax =k-in DDL max =in L/OK DDL max =in L/ DLL max =in L/OK DLL max =in L/OK DTL max =in L/OK DTL max =in L/OK - TL for Deflections is DL+LL - TL for Deflections is DL+LL Reactions:Reactions: Left Reaction:Right Reaction:Left Reaction:Right Reaction: R DL =lb R DL =lb R DL =lb R DL =lb R LL =lb R LL =lb R LL =lb R LL =lb Max Shear & Moment Max Shear & Moment V max =lb V max =lb M max =k-in M max =k-in or k-ft or k-ft Deck Properties: Deck Type:Composite Values: Thickness of Concret Slab / Topping:in Dist. To Slab Edge:ft Eff. Width:ft Direction of Deck:Dist to Beam:ft Concrete Properties:Dist. To Slab Edge:ft Concrete Type:Dist to Beam:ft w =pcf f`c =psi Ec =ksi n = 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: 0.00 7.10 0.035 0.127 0.092 Perp. to Beam Normal Wt 4,865 1,861 1,346 7100 601.00 1611 7.96 1611 Vercor 2" Type 'W2' Deck 2.50 5821 247.82 20.65 50.08 E8_1 5/20/22 22075 14.19 11.35 594 227 0.00 4211 3.55 4000 3644 10.00 10.00 45.00 45.00 Left Side of Beam Right Side of Beam 4211 133 0 0 0 Construction Loading: (TL = DL + LL) 113 0 20 Beam E8 Capacity Check 50 20 70 0 0 0 Construction Loading: Service Loading: 0 Service Loading: (TL = DL + LL) 1309 0 227 0 D Limit 821 0 1536 0 No 0.202 0.00 0.00 7.10 463.79 12,207 844 789 0.014 0.216 145 0.00 247.82 P1w a A B b 08/05/2022 Beam Reinforcement:Cover Plate:t =in w =in Composite Properties: Lower Bound Moment of Inertia Composite Prop w/ new SQn Element a =in Sum Qn:# Anchors:to CL of Max Moment SQn =k d1 =in Beam Is =in^4 CG from Bottom of Cover:y =in x = Cover Plate:Is =in^4 Beam w/ Cover Plate:Is =in^4 d2 = d3 = YENA =in ILB =in^4 Steel Beam Size: Try Fy =ksi Beam Area =in^2 Ix =in^4 E =ksi Beam Depth =in Sx =in^3 Flange is: Flange Width =in Zx =in^3 Web is: Flange Thick =in Iy =in^4 Web Thick =in J =in^4 rts =in kv = Bf/2Tf (l) =Cw =in^6 c =kc = H/Tw=ho =in Cv = Construction Load Strength:Fcr =ksi Beam Is:Braced LP = ft Mp =k-in Unbrcd Lb =ft Lr =ft Mn =k-in Cb =1 Mn NC =k-in WB =1.67 Shear Cap. =kips OK Mn =k-in WV =1.50 Moment Cap. =k ft OK Composite Beam Analysis: a =in Cc abv Top of Deck Loc Cc abv Top of Deck from TOS =in Ac =in^2 Loc Cc w/in Mtl Deck from TOS =in Cc =k Loc Cs (flange) from TOS =in Cs =k Loc Cs (K zone) from TOS =in T =k 83 % Composite Action Loc Cs (web) from TOS =in Steel in Compression:Centroid of Steel Beam w/ Cover Plate from TOS =in t of Flange =in Loc of PNA from TOS=in d of K zone =in Mn =k-in - TOS = Top of Steel Beam d of web =in or k-ft Shear Transfer Design: Weld Studs:in dia x 3.5 in Qn =k per stud # Studs:to Maximum Moment (Where maximum moment begins) Mallow =k-in OK Shear Strength Required: (Minimum of these three)or k-ft Conc. Strength:Vnh (1) =k Steel Strength:Vnh (2) =k Weld Studs:Vnh (3) =k Camber if Used:in - Assumed Maximum Moment occurs at Beam Mid Span 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Project:Gucci Aspen Pg. No: Address:204 S. Galena Street, Space A-C Date: Client:CallisonRTKL New York Job No.: - negative number indicates below top of steel 0.06 6.10 10.31 -0.13 6.49 N/A N/A N/A 0.00 E8_2 5/20/22 382.50 -0.06 Compact 0.75 361.85 382.50 301.00 22075 2.08 361.85 341.75 3.46 3369.65 0.00 33.4 37.2 56.00 92.81 0.582 17.3 0.3 607 11.82 1.75 Fully 1 1 29000 106.43 0.13 21.50 W12X26 301.00 USE W12X26 or LARGER w/ (28) 0.75 x 3.5'' Weld Studs 168.15 -6.10 5 511.91 6.10 204.00 50 2017.75 5.33 14.89 6106.74 1860.00 1860.00 280.80 12.2 7.65 14 204.00 N/A 2.08 3.46 204.00 0.13 0.00 Compact 1.000 N.A. 1860.00 14 0.38 0.23 8.54 47.2 0.00 0.00 08/05/2022 Dumbwaiter Opening Analyisis and Design 08/05/2022 Calculation:Dumbwaiter Opening 17.01 ft 3.66 ft 0.25 ft 3.38 20.67 ft ft 6.85 ft DL:60 psf (See "Design Summary" Section) LL:100 psf (See "Design Summary" Section) 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:Opng_1 Date:5/19/22 Job No.:22075 E9 E1 0 M1 M2 M3 M3 08/05/2022 Calculation:Angle M1 Angle M1_ DL:60 psf (See "Design Summary" Section) LL:100 psf (See "Design Summary" Section) Trib:0.125 ft 1. Simple Beam - Uniform Distributed Load L1:3.66 ft.Mmax:0.4 k-in.Deflection: w :20 plf Vmax:0.037 k E:29500 ksi R1 =R2:0.037 k Ix:3 in.4 ΔMAX (@ Center):9E-04 in. L/48136 Try:LLV Design Method: Ptension:0 k Material Properties:Ω_b :1.67 Ω_t,yield :1.67 Ω_c :1.67 Pcompression:0 k Ω_v :1.67 Ω_t,rupt. :2.00 Strong Axis Mx:0.4 k-in E:29000 ksi Member Analysis:Axial Unbraced Lengths: Strong Axis Vy:0.0 k G:11200 ksi 3.66 ft Kx:1.00 Weak-Axis My:0.0 k-in Fy:36 ksi 3.66 ft Ky:1.00 Weak-Axis Vx:0.0 k Fu:58 ksi Ry:1.5 Laterally Unbraced Length, Lcomp:3.66 ft Rt:1.2 Lateral Torsional Buckling Condition: Span:3.66 ft Member Check Deflection Check:360 240 Shear Unity :0.00 OK 0.00 in ->L /48136 OK Flexure Unity :0.02 OK 0.00 in ->L /48136 OK Tension + Flexure :0.02 OK 0.00 in ->L /43920 OK Comp. + Flexure :0.02 OK 0.00 in ->L /43920 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Date:5/19/22 Job No.:22075 ΔTransient,x-x: ΔD+Transient,x-x: ΔTransient,y-y: ΔD+Transient,y-y: Pg. No:Angle M1_1 Short Leg in Compression Leg Local Buckling Condition:Toe in Compression Transient: L/D+Transient: L/ USE L4x4x1/4 ASTM Designation:A36 Major Principal-Axis Unbraced Length, Lb-w: Minor Principal-Axis Unbraced Length, Lb-z: Flexural Unbraced Length / Conditions: Flexure Condition:Laterally Unrestrained / Biaxial Bending Induced Loading:L4x4x1/4 ASD Induced Loading Derivation: xx y y z z w R1 R2L1 08/05/2022 Calculation:Angle M1 Section Properites:Self Weight:6.6 plf A:1.93 in2 Ix:3 in4 Iy:3 in4 λSL:16.0 λr,SL:12.77 Long Leg:4 in Sx:1.03 in3 Sy:1.03 in3 λLL:16.0 λr,LL:12.77 Short Leg:4 in rx:1.25 in ry:1.25 in t:0.25 in Zx:1.82 in3 Zy:1.82 in3 λSL:16.0 λp,SL:15.33 λr,SL:25.83 b / t (LL):16 J:0.04 in4 Iz:1.19 in4 λLL:16.0 λp,LL:15.33 λr,LL:25.83 b / t (SL):16 Cw:0.051 in6 Sz:0.778 in3 βw:0 ro:2.22 in rz:0.783 in y bar:1.08 in x bar:1.08 in H:0.63 yp:0.241 in xp:0.241 in Iw:4.82 in4 rw:1.58 in Flexural Capacity:Tension Capacity:Compression Capacity: Lc-w/rw:27.79 Pn :69.48 k Lc-z/rz:56.09 [Governs] Principal Axis Mn,z:42.01 k-in [AISC Eq. F10-1]Anet:1.93 in2 Fe :91.0 ksi, [Eq. E3-4] 44.5 k-in [AISC Eq. F10-1]U:1.00 Fcr, NS :30.5 ksi, [Eq. E3-2 & E3-3] 44.5 k-in [AISC Eq. F10-1]Pn:111.9 k Pn/Ω :41.6 k b/t Check:20.15 [Sect. E4] Cb:1.00 Note:Sect. E4 Analysis Not Req'd Condition:kv :1.2 [AISC Sect. G2.1] βw:0 [AISC Table C-F10.1]Aw = bt:1 in2 (Vert. Leg)c1,SL:0.22 [Table E7.1] Mcr:281 k-in b/t (LL):16 c2,SL:1.485 [Eq. E7-4] a) Mn:42.01 k-in [AISC Eq. F10-2]Cv2:1.00 [AISC Sect. G2.1]Fel,SL:50.62 ksi, [Eq. E7-5] b) Mn:N/A k-in [AISC Eq. F10-3]Vn:21.6 k [AISC Eq. G2-1]be,SL:3.69 in Vn_x/Ω: 12.93 k c1,LL:0.22 [Table E7.1] Condition:c2,LL:1.485 (Eq. E7-4) Sc:0.778 in3 kv :1.2 [AISC Sect. G2.1]Fel,LL:50.62 ksi, [Eq. E7-5] b) Mn:40.9 k-in [AISC Eq. F10-6]Aw = bt:1 in2 (Horz. Leg)be,LL:3.69 in Fcr :80.43 ksi b/t (SL):16 Ae :1.776 in2,[Sect. E7.1] c) Mn:62.57 k-in [AISC Eq. F10-7]Cv2:1.00 [AISC Sect. G2.1]Fcr, S :30.5 ksi, [Eq. E3-2 & E3-3] Vn:21.6 k [AISC Eq. G2-1]Pn :54.18 k, [Eq. E3-1, E7-1] Mn,z/Ω :24.5 k-in Vn_y/Ω: 12.93 k Pn/Ω :32.44 k Mn,x/Ω :24.49 k-in Mn,y/Ω :24.49 k-in 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Job No.:22075 Leg Local Buckling [AISC Sect. F10.3]: Toe in Compression Weak-Axis Shear Capacity: Pg. No:Angle M1_2 Date:5/19/22 Geometric Axis Mn,x: Geometric Axis Mn,y:Torsional & Flexural Torsional Buckling [Sect. E4]: Lateral Torsional Buckling [AISC Sect. F10.2]: Strong-Axis Shear Capacity: Short Leg in Compression Slender Elements Adjustments [Sect. E7.1]: Flexure Condition:Laterally Unrestrained / Biaxial Bending Yielding [AISC Sect. D2.a]: Yielding [AISC Sect. F10.1]:Rupture [AISC Sect. D2.b]:Flexural Buckling [Sect. E3]: Slender Leg [Table B4.1a Case 3]Slender Leg Flexural Limiting Slenderness: Noncompact Leg [Table B4.1b Case 12]Noncompact Leg Member Design per AISC 360 - Specificication for Steel Buildings Compression Limiting Slenderness: 08/05/2022 Calculation:Angle M2 DL:60 psf (See "Design Summary" Section) LL:100 psf (See "Design Summary" Section) Trib:1.69 ft 1. Simple Beam - Uniform Distributed Load L1:3.66 ft.Mmax:5.4 k-in.Deflection: w :270.4 plf Vmax:0.495 k E:29500 ksi R1 =R2:0.495 k Ix:3 in.4 ΔMAX (@ Center):0.012 in. L/3560 Try:LLV Design Method: Ptension:0 k Material Properties:Ω_b :1.67 Ω_t,yield :1.67 Ω_c :1.67 Pcompression:0 k Ω_v :1.67 Ω_t,rupt. :2.00 Strong Axis Mx:5.4 k-in E:29000 ksi Member Analysis:Axial Unbraced Lengths: Strong Axis Vy:0.5 k G:11200 ksi 3.66 ft Kx:1.00 Weak-Axis My:0.0 k-in Fy:36 ksi 3.66 ft Ky:1.00 Weak-Axis Vx:0.0 k Fu:58 ksi Ry:1.5 Laterally Unbraced Length, Lcomp:3.66 ft Rt:1.2 Lateral Torsional Buckling Condition: Span:3.66 ft Member Check Deflection Check:360 240 Shear Unity :0.04 OK 0.01 in ->L /3560 OK Flexure Unity :0.22 OK 0.01 in ->L /3560 OK Tension + Flexure :0.22 OK 0.00 in ->L /43920 OK Comp. + Flexure :0.22 OK 0.00 in ->L /43920 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Date:5/19/22 Job No.:22075 ΔTransient,x-x: ΔD+Transient,x-x: ΔTransient,y-y: ΔD+Transient,y-y: Pg. No:Angle M2_1 Short Leg in Compression Leg Local Buckling Condition:Toe in Compression Transient: L/D+Transient: L/ USE L4x4x1/4 ASTM Designation:A36 Major Principal-Axis Unbraced Length, Lb-w: Minor Principal-Axis Unbraced Length, Lb-z: Flexural Unbraced Length / Conditions: Flexure Condition:Laterally Unrestrained / Biaxial Bending Induced Loading:L4x4x1/4 ASD Induced Loading Derivation: xx y y z z w R1 R2L1 08/05/2022 Calculation:Angle M2 Section Properites:Self Weight:6.6 plf A:1.93 in2 Ix:3 in4 Iy:3 in4 λSL:16.0 λr,SL:12.77 Long Leg:4 in Sx:1.03 in3 Sy:1.03 in3 λLL:16.0 λr,LL:12.77 Short Leg:4 in rx:1.25 in ry:1.25 in t:0.25 in Zx:1.82 in3 Zy:1.82 in3 λSL:16.0 λp,SL:15.33 λr,SL:25.83 b / t (LL):16 J:0.04 in4 Iz:1.19 in4 λLL:16.0 λp,LL:15.33 λr,LL:25.83 b / t (SL):16 Cw:0.051 in6 Sz:0.778 in3 βw:0 ro:2.22 in rz:0.783 in y bar:1.08 in x bar:1.08 in H:0.63 yp:0.241 in xp:0.241 in Iw:4.82 in4 rw:1.58 in Flexural Capacity:Tension Capacity:Compression Capacity: Lc-w/rw:27.79 Pn :69.48 k Lc-z/rz:56.09 [Governs] Principal Axis Mn,z:42.01 k-in [AISC Eq. F10-1]Anet:1.93 in2 Fe :91.0 ksi, [Eq. E3-4] 44.5 k-in [AISC Eq. F10-1]U:1.00 Fcr, NS :30.5 ksi, [Eq. E3-2 & E3-3] 44.5 k-in [AISC Eq. F10-1]Pn:111.9 k Pn/Ω :41.6 k b/t Check:20.15 [Sect. E4] Cb:1.00 Note:Sect. E4 Analysis Not Req'd Condition:kv :1.2 [AISC Sect. G2.1] βw:0 [AISC Table C-F10.1]Aw = bt:1 in2 (Vert. Leg)c1,SL:0.22 [Table E7.1] Mcr:281 k-in b/t (LL):16 c2,SL:1.485 [Eq. E7-4] a) Mn:42.01 k-in [AISC Eq. F10-2]Cv2:1.00 [AISC Sect. G2.1]Fel,SL:50.62 ksi, [Eq. E7-5] b) Mn:N/A k-in [AISC Eq. F10-3]Vn:21.6 k [AISC Eq. G2-1]be,SL:3.69 in Vn_x/Ω: 12.93 k c1,LL:0.22 [Table E7.1] Condition:c2,LL:1.485 (Eq. E7-4) Sc:0.778 in3 kv :1.2 [AISC Sect. G2.1]Fel,LL:50.62 ksi, [Eq. E7-5] b) Mn:40.9 k-in [AISC Eq. F10-6]Aw = bt:1 in2 (Horz. Leg)be,LL:3.69 in Fcr :80.43 ksi b/t (SL):16 Ae :1.776 in2,[Sect. E7.1] c) Mn:62.57 k-in [AISC Eq. F10-7]Cv2:1.00 [AISC Sect. G2.1]Fcr, S :30.5 ksi, [Eq. E3-2 & E3-3] Vn:21.6 k [AISC Eq. G2-1]Pn :54.18 k, [Eq. E3-1, E7-1] Mn,z/Ω :24.5 k-in Vn_y/Ω: 12.93 k Pn/Ω :32.44 k Mn,x/Ω :24.49 k-in Mn,y/Ω :24.49 k-in 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Job No.:22075 Leg Local Buckling [AISC Sect. F10.3]: Toe in Compression Weak-Axis Shear Capacity: Pg. No:Angle M2_2 Date:5/19/22 Geometric Axis Mn,x: Geometric Axis Mn,y:Torsional & Flexural Torsional Buckling [Sect. E4]: Lateral Torsional Buckling [AISC Sect. F10.2]: Strong-Axis Shear Capacity: Short Leg in Compression Slender Elements Adjustments [Sect. E7.1]: Flexure Condition:Laterally Unrestrained / Biaxial Bending Yielding [AISC Sect. D2.a]: Yielding [AISC Sect. F10.1]:Rupture [AISC Sect. D2.b]:Flexural Buckling [Sect. E3]: Slender Leg [Table B4.1a Case 3]Slender Leg Flexural Limiting Slenderness: Noncompact Leg [Table B4.1b Case 12]Noncompact Leg Member Design per AISC 360 - Specificication for Steel Buildings Compression Limiting Slenderness: 08/05/2022 Calculation:Angle M3 Span:6.85 ft P1:0.037 k @ 0.25 ft P2:0.495 k @ 3.47 ft Mmax:10.1 k-in Vmax:0.3 k Δx-x:0.083 in Try:LLV Design Method: Ptension:0 k Material Properties:Ω_b :1.67 Ω_t,yield :1.67 Ω_c :1.67 Pcompression:0 k Ω_v :1.67 Ω_t,rupt. :2.00 Strong Axis Mx:10.1 k-in E:29000 ksi Member Analysis:Axial Unbraced Lengths: Strong Axis Vy:0.3 k G:11200 ksi 6.85 ft Kx:1.00 Weak-Axis My:0.0 k-in Fy:36 ksi 6.85 ft Ky:1.00 Weak-Axis Vx:0.0 k Fu:58 ksi Ry:1.5 Laterally Unbraced Length, Lcomp:6.85 ft Rt:1.2 Lateral Torsional Buckling Condition: Span:6.85 ft Member Check Deflection Check:360 240 Shear Unity :0.02 OK 0.08 in ->L /990 OK Flexure Unity :0.43 OK 0.08 in ->L /990 OK Tension + Flexure :0.43 OK 0.00 in ->L /82200 OK Comp. + Flexure :0.43 OK 0.00 in ->L /82200 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Date:5/19/22 Job No.:22075 ΔTransient,x-x: ΔD+Transient,x-x: ΔTransient,y-y: ΔD+Transient,y-y: Pg. No:Angle M3_1 Short Leg in Compression Leg Local Buckling Condition:Toe in Compression Transient: L/D+Transient: L/ USE L4x4x1/4 ASTM Designation:A36 Major Principal-Axis Unbraced Length, Lb-w: Minor Principal-Axis Unbraced Length, Lb-z: Flexural Unbraced Length / Conditions: Flexure Condition:Laterally Unrestrained / Biaxial Bending Induced Loading:L4x4x1/4 ASD Induced Loading Derivation: xx y y z z 08/05/2022 Calculation:Angle M3 Section Properites:Self Weight:6.6 plf A:1.93 in2 Ix:3 in4 Iy:3 in4 λSL:16.0 λr,SL:12.77 Long Leg:4 in Sx:1.03 in3 Sy:1.03 in3 λLL:16.0 λr,LL:12.77 Short Leg:4 in rx:1.25 in ry:1.25 in t:0.25 in Zx:1.82 in3 Zy:1.82 in3 λSL:16.0 λp,SL:15.33 λr,SL:25.83 b / t (LL):16 J:0.04 in4 Iz:1.19 in4 λLL:16.0 λp,LL:15.33 λr,LL:25.83 b / t (SL):16 Cw:0.051 in6 Sz:0.778 in3 βw:0 ro:2.22 in rz:0.783 in y bar:1.08 in x bar:1.08 in H:0.63 yp:0.241 in xp:0.241 in Iw:4.82 in4 rw:1.58 in Flexural Capacity:Tension Capacity:Compression Capacity: Lc-w/rw:52.01 Pn :69.48 k Lc-z/rz:105 [Governs] Principal Axis Mn,z:42.01 k-in [AISC Eq. F10-1]Anet:1.93 in2 Fe :26.0 ksi, [Eq. E3-4] 44.5 k-in [AISC Eq. F10-1]U:1.00 Fcr, NS :20.2 ksi, [Eq. E3-2 & E3-3] 44.5 k-in [AISC Eq. F10-1]Pn:111.9 k Pn/Ω :41.6 k b/t Check:20.15 [Sect. E4] Cb:1.00 Note:Sect. E4 Analysis Not Req'd Condition:kv :1.2 [AISC Sect. G2.1] βw:0 [AISC Table C-F10.1]Aw = bt:1 in2 (Vert. Leg)c1,SL:0.22 [Table E7.1] Mcr:150 k-in b/t (LL):16 c2,SL:1.485 [Eq. E7-4] a) Mn:39.61 k-in [AISC Eq. F10-2]Cv2:1.00 [AISC Sect. G2.1]Fel,SL:50.62 ksi, [Eq. E7-5] b) Mn:N/A k-in [AISC Eq. F10-3]Vn:21.6 k [AISC Eq. G2-1]be,SL:4.00 in Vn_x/Ω: 12.93 k c1,LL:0.22 [Table E7.1] Condition:c2,LL:1.485 (Eq. E7-4) Sc:0.778 in3 kv :1.2 [AISC Sect. G2.1]Fel,LL:50.62 ksi, [Eq. E7-5] b) Mn:40.9 k-in [AISC Eq. F10-6]Aw = bt:1 in2 (Horz. Leg)be,LL:4.00 in Fcr :80.43 ksi b/t (SL):16 Ae :1.93 in2,[Sect. E7.1] c) Mn:62.57 k-in [AISC Eq. F10-7]Cv2:1.00 [AISC Sect. G2.1]Fcr, S :20.15 ksi, [Eq. E3-2 & E3-3] Vn:21.6 k [AISC Eq. G2-1]Pn :38.89 k, [Eq. E3-1, E7-1] Mn,z/Ω :23.7 k-in Vn_y/Ω: 12.93 k Pn/Ω :23.29 k Mn,x/Ω :24.49 k-in Mn,y/Ω :24.49 k-in 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Job No.:22075 Leg Local Buckling [AISC Sect. F10.3]: Toe in Compression Weak-Axis Shear Capacity: Pg. No:Angle M3_2 Date:5/19/22 Geometric Axis Mn,x: Geometric Axis Mn,y:Torsional & Flexural Torsional Buckling [Sect. E4]: Lateral Torsional Buckling [AISC Sect. F10.2]: Strong-Axis Shear Capacity: Short Leg in Compression Slender Elements Adjustments [Sect. E7.1]: Flexure Condition:Laterally Unrestrained / Biaxial Bending Yielding [AISC Sect. D2.a]: Yielding [AISC Sect. F10.1]:Rupture [AISC Sect. D2.b]:Flexural Buckling [Sect. E3]: Slender Leg [Table B4.1a Case 3]Slender Leg Flexural Limiting Slenderness: Noncompact Leg [Table B4.1b Case 12]Noncompact Leg Member Design per AISC 360 - Specificication for Steel Buildings Compression Limiting Slenderness: 08/05/2022 Dumbwaiter Opening Infill Analyisis and Design 08/05/2022 Calculation:Dumbwaiter Infill 6.85 ft 20.67 ft 3.12 ft 1.28 ft 2.45 3 ft ft 1st Floor Loading DL:60 psf (See "Design Summary" Section) LL:100 psf (See "Design Summary" Section) 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Pg. No:Opng_1 Date:5/19/22 Job No.:22075 E9 E1 0 (N)CONC.ON METAL DECK E11 M6 M5 M7 E12 08/05/2022 Calculation:Angle M5 DL:60 psf (See "Design Summary" Section) LL:100 psf (See "Design Summary" Section) Trib:0.64 ft 1. Simple Beam - Uniform Distributed Load L1:3 ft.Mmax:1.4 k-in.Deflection: w :102.4 plf Vmax:0.154 k E:29500 ksi R1 =R2:0.154 k Ix:3 in.4 ΔMAX (@ Center):0.002 in. L/17072 Try:LLV Design Method: Ptension:0 k Material Properties:Ω_b :1.67 Ω_t,yield :1.67 Ω_c :1.67 Pcompression:0 k Ω_v :1.67 Ω_t,rupt. :2.00 Strong Axis Mx:1.4 k-in E:29000 ksi Member Analysis:Axial Unbraced Lengths: Strong Axis Vy:0.2 k G:11200 ksi 3 ft Kx:1.00 Weak-Axis My:0.0 k-in Fy:36 ksi 3 ft Ky:1.00 Weak-Axis Vx:0.0 k Fu:58 ksi Ry:1.5 Laterally Unbraced Length, Lcomp:3 ft Rt:1.2 Lateral Torsional Buckling Condition: Span:3 ft Member Check Deflection Check:360 240 Shear Unity :0.01 OK 0.00 in ->L /17072 OK Flexure Unity :0.06 OK 0.00 in ->L /17072 OK Tension + Flexure :0.06 OK 0.00 in ->L /36000 OK Comp. + Flexure :0.06 OK 0.00 in ->L /36000 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Date:5/19/22 Job No.:22075 ΔTransient,x-x: ΔD+Transient,x-x: ΔTransient,y-y: ΔD+Transient,y-y: Pg. No:Angle M5_1 Short Leg in Compression Leg Local Buckling Condition:Toe in Compression Transient: L/D+Transient: L/ USE L4x4x1/4 ASTM Designation:A36 Major Principal-Axis Unbraced Length, Lb-w: Minor Principal-Axis Unbraced Length, Lb-z: Flexural Unbraced Length / Conditions: Flexure Condition:Laterally Unrestrained / Biaxial Bending Induced Loading:L4x4x1/4 ASD Induced Loading Derivation: xx y y z z w R1 R2L1 08/05/2022 Calculation:Angle M5 Section Properites:Self Weight:6.6 plf A:1.93 in2 Ix:3 in4 Iy:3 in4 λSL:16.0 λr,SL:12.77 Long Leg:4 in Sx:1.03 in3 Sy:1.03 in3 λLL:16.0 λr,LL:12.77 Short Leg:4 in rx:1.25 in ry:1.25 in t:0.25 in Zx:1.82 in3 Zy:1.82 in3 λSL:16.0 λp,SL:15.33 λr,SL:25.83 b / t (LL):16 J:0.04 in4 Iz:1.19 in4 λLL:16.0 λp,LL:15.33 λr,LL:25.83 b / t (SL):16 Cw:0.051 in6 Sz:0.778 in3 βw:0 ro:2.22 in rz:0.783 in y bar:1.08 in x bar:1.08 in H:0.63 yp:0.241 in xp:0.241 in Iw:4.82 in4 rw:1.58 in Flexural Capacity:Tension Capacity:Compression Capacity: Lc-w/rw:22.78 Pn :69.48 k Lc-z/rz:45.98 [Governs] Principal Axis Mn,z:42.01 k-in [AISC Eq. F10-1]Anet:1.93 in2 Fe :135.4 ksi, [Eq. E3-4] 44.5 k-in [AISC Eq. F10-1]U:1.00 Fcr, NS :32.2 ksi, [Eq. E3-2 & E3-3] 44.5 k-in [AISC Eq. F10-1]Pn:111.9 k Pn/Ω :41.6 k b/t Check:20.15 [Sect. E4] Cb:1.00 Note:Sect. E4 Analysis Not Req'd Condition:kv :1.2 [AISC Sect. G2.1] βw:0 [AISC Table C-F10.1]Aw = bt:1 in2 (Vert. Leg)c1,SL:0.22 [Table E7.1] Mcr:342 k-in b/t (LL):16 c2,SL:1.485 [Eq. E7-4] a) Mn:42.01 k-in [AISC Eq. F10-2]Cv2:1.00 [AISC Sect. G2.1]Fel,SL:50.62 ksi, [Eq. E7-5] b) Mn:N/A k-in [AISC Eq. F10-3]Vn:21.6 k [AISC Eq. G2-1]be,SL:3.63 in Vn_x/Ω: 12.93 k c1,LL:0.22 [Table E7.1] Condition:c2,LL:1.485 (Eq. E7-4) Sc:0.778 in3 kv :1.2 [AISC Sect. G2.1]Fel,LL:50.62 ksi, [Eq. E7-5] b) Mn:40.9 k-in [AISC Eq. F10-6]Aw = bt:1 in2 (Horz. Leg)be,LL:3.63 in Fcr :80.43 ksi b/t (SL):16 Ae :1.746 in2,[Sect. E7.1] c) Mn:62.57 k-in [AISC Eq. F10-7]Cv2:1.00 [AISC Sect. G2.1]Fcr, S :32.21 ksi, [Eq. E3-2 & E3-3] Vn:21.6 k [AISC Eq. G2-1]Pn :56.23 k, [Eq. E3-1, E7-1] Mn,z/Ω :24.5 k-in Vn_y/Ω: 12.93 k Pn/Ω :33.67 k Mn,x/Ω :24.49 k-in Mn,y/Ω :24.49 k-in 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Job No.:22075 Leg Local Buckling [AISC Sect. F10.3]: Toe in Compression Weak-Axis Shear Capacity: Pg. No:Angle M5_2 Date:5/19/22 Geometric Axis Mn,x: Geometric Axis Mn,y:Torsional & Flexural Torsional Buckling [Sect. E4]: Lateral Torsional Buckling [AISC Sect. F10.2]: Strong-Axis Shear Capacity: Short Leg in Compression Slender Elements Adjustments [Sect. E7.1]: Flexure Condition:Laterally Unrestrained / Biaxial Bending Yielding [AISC Sect. D2.a]: Yielding [AISC Sect. F10.1]:Rupture [AISC Sect. D2.b]:Flexural Buckling [Sect. E3]: Slender Leg [Table B4.1a Case 3]Slender Leg Flexural Limiting Slenderness: Noncompact Leg [Table B4.1b Case 12]Noncompact Leg Member Design per AISC 360 - Specificication for Steel Buildings Compression Limiting Slenderness: 08/05/2022 Calculation:Angle M6 DL:60 psf (See "Design Summary" Section) LL:100 psf (See "Design Summary" Section) Trib:1.225 ft 1. Simple Beam - Uniform Distributed Load L1:3 ft.Mmax:2.6 k-in.Deflection: w :196 plf Vmax:0.294 k E:29500 ksi R1 =R2:0.294 k Ix:3 in.4 ΔMAX (@ Center):0.004 in. L/8919 Try:LLV Design Method: Ptension:0 k Material Properties:Ω_b :1.67 Ω_t,yield :1.67 Ω_c :1.67 Pcompression:0 k Ω_v :1.67 Ω_t,rupt. :2.00 Strong Axis Mx:2.6 k-in E:29000 ksi Member Analysis:Axial Unbraced Lengths: Strong Axis Vy:0.3 k G:11200 ksi 3 ft Kx:1.00 Weak-Axis My:0.0 k-in Fy:36 ksi 3 ft Ky:1.00 Weak-Axis Vx:0.0 k Fu:58 ksi Ry:1.5 Laterally Unbraced Length, Lcomp:8 ft Rt:1.2 Lateral Torsional Buckling Condition: Span:3 ft Member Check Deflection Check:360 240 Shear Unity :0.02 OK 0.00 in ->L /8919 OK Flexure Unity :0.11 OK 0.00 in ->L /8919 OK Tension + Flexure :0.11 OK 0.00 in ->L /36000 OK Comp. + Flexure :0.11 OK 0.00 in ->L /36000 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Date:5/19/22 Job No.:22075 ΔTransient,x-x: ΔD+Transient,x-x: ΔTransient,y-y: ΔD+Transient,y-y: Pg. No:Angle M6_1 Short Leg in Compression Leg Local Buckling Condition:Toe in Compression Transient: L/D+Transient: L/ USE L4x4x1/4 ASTM Designation:A36 Major Principal-Axis Unbraced Length, Lb-w: Minor Principal-Axis Unbraced Length, Lb-z: Flexural Unbraced Length / Conditions: Flexure Condition:Laterally Unrestrained / Biaxial Bending Induced Loading:L4x4x1/4 ASD Induced Loading Derivation: xx y y z z w R1 R2L1 08/05/2022 Calculation:Angle M6 Section Properites:Self Weight:6.6 plf A:1.93 in2 Ix:3 in4 Iy:3 in4 λSL:16.0 λr,SL:12.77 Long Leg:4 in Sx:1.03 in3 Sy:1.03 in3 λLL:16.0 λr,LL:12.77 Short Leg:4 in rx:1.25 in ry:1.25 in t:0.25 in Zx:1.82 in3 Zy:1.82 in3 λSL:16.0 λp,SL:15.33 λr,SL:25.83 b / t (LL):16 J:0.04 in4 Iz:1.19 in4 λLL:16.0 λp,LL:15.33 λr,LL:25.83 b / t (SL):16 Cw:0.051 in6 Sz:0.778 in3 βw:0 ro:2.22 in rz:0.783 in y bar:1.08 in x bar:1.08 in H:0.63 yp:0.241 in xp:0.241 in Iw:4.82 in4 rw:1.58 in Flexural Capacity:Tension Capacity:Compression Capacity: Lc-w/rw:22.78 Pn :69.48 k Lc-z/rz:45.98 [Governs] Principal Axis Mn,z:42.01 k-in [AISC Eq. F10-1]Anet:1.93 in2 Fe :135.4 ksi, [Eq. E3-4] 44.5 k-in [AISC Eq. F10-1]U:1.00 Fcr, NS :32.2 ksi, [Eq. E3-2 & E3-3] 44.5 k-in [AISC Eq. F10-1]Pn:111.9 k Pn/Ω :41.6 k b/t Check:20.15 [Sect. E4] Cb:1.00 Note:Sect. E4 Analysis Not Req'd Condition:kv :1.2 [AISC Sect. G2.1] βw:0 [AISC Table C-F10.1]Aw = bt:1 in2 (Vert. Leg)c1,SL:0.22 [Table E7.1] Mcr:128 k-in b/t (LL):16 c2,SL:1.485 [Eq. E7-4] a) Mn:38.47 k-in [AISC Eq. F10-2]Cv2:1.00 [AISC Sect. G2.1]Fel,SL:50.62 ksi, [Eq. E7-5] b) Mn:N/A k-in [AISC Eq. F10-3]Vn:21.6 k [AISC Eq. G2-1]be,SL:3.63 in Vn_x/Ω: 12.93 k c1,LL:0.22 [Table E7.1] Condition:c2,LL:1.485 (Eq. E7-4) Sc:0.778 in3 kv :1.2 [AISC Sect. G2.1]Fel,LL:50.62 ksi, [Eq. E7-5] b) Mn:40.9 k-in [AISC Eq. F10-6]Aw = bt:1 in2 (Horz. Leg)be,LL:3.63 in Fcr :80.43 ksi b/t (SL):16 Ae :1.746 in2,[Sect. E7.1] c) Mn:62.57 k-in [AISC Eq. F10-7]Cv2:1.00 [AISC Sect. G2.1]Fcr, S :32.21 ksi, [Eq. E3-2 & E3-3] Vn:21.6 k [AISC Eq. G2-1]Pn :56.23 k, [Eq. E3-1, E7-1] Mn,z/Ω :23.0 k-in Vn_y/Ω: 12.93 k Pn/Ω :33.67 k Mn,x/Ω :24.49 k-in Mn,y/Ω :24.49 k-in 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Job No.:22075 Leg Local Buckling [AISC Sect. F10.3]: Toe in Compression Weak-Axis Shear Capacity: Pg. No:Angle M6_2 Date:5/19/22 Geometric Axis Mn,x: Geometric Axis Mn,y:Torsional & Flexural Torsional Buckling [Sect. E4]: Lateral Torsional Buckling [AISC Sect. F10.2]: Strong-Axis Shear Capacity: Short Leg in Compression Slender Elements Adjustments [Sect. E7.1]: Flexure Condition:Laterally Unrestrained / Biaxial Bending Yielding [AISC Sect. D2.a]: Yielding [AISC Sect. F10.1]:Rupture [AISC Sect. D2.b]:Flexural Buckling [Sect. E3]: Slender Leg [Table B4.1a Case 3]Slender Leg Flexural Limiting Slenderness: Noncompact Leg [Table B4.1b Case 12]Noncompact Leg Member Design per AISC 360 - Specificication for Steel Buildings Compression Limiting Slenderness: 08/05/2022 Calculation:Angle M7 Angle M7_ Span:6.85 ft P1:0.154 k @ 1.28 ft P2:0.294 k @ 4.4 ft Mmax:6.4 k-in Vmax:0.2 k Δx-x:0.057 in Try:LLV Design Method: Ptension:0 k Material Properties:Ω_b :1.67 Ω_t,yield :1.67 Ω_c :1.67 Pcompression:0 k Ω_v :1.67 Ω_t,rupt. :2.00 Strong Axis Mx:6.4 k-in E:29000 ksi Member Analysis:Axial Unbraced Lengths: Strong Axis Vy:0.2 k G:11200 ksi 6.85 ft Kx:1.00 Weak-Axis My:0.0 k-in Fy:36 ksi 6.85 ft Ky:1.00 Weak-Axis Vx:0.0 k Fu:58 ksi Ry:1.5 Laterally Unbraced Length, Lcomp:6.85 ft Rt:1.2 Lateral Torsional Buckling Condition: Span:6.85 ft Member Check Deflection Check:360 240 Shear Unity :0.02 OK 0.06 in ->L /1442 OK Flexure Unity :0.27 OK 0.06 in ->L /1442 OK Tension + Flexure :0.27 OK 0.00 in ->L /82200 OK Comp. + Flexure :0.27 OK 0.00 in ->L /82200 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Date:5/19/22 Job No.:22075 ΔTransient,x-x: ΔD+Transient,x-x: ΔTransient,y-y: ΔD+Transient,y-y: Pg. No:Angle M7_1 Short Leg in Compression Leg Local Buckling Condition:Toe in Compression Transient: L/D+Transient: L/ USE L4x4x1/4 ASTM Designation:A36 Major Principal-Axis Unbraced Length, Lb-w: Minor Principal-Axis Unbraced Length, Lb-z: Flexural Unbraced Length / Conditions: Flexure Condition:Laterally Unrestrained / Biaxial Bending Induced Loading:L4x4x1/4 ASD Induced Loading Derivation: xx y y z z 08/05/2022 Calculation:Angle M7 Section Properites:Self Weight:6.6 plf A:1.93 in2 Ix:3 in4 Iy:3 in4 λSL:16.0 λr,SL:12.77 Long Leg:4 in Sx:1.03 in3 Sy:1.03 in3 λLL:16.0 λr,LL:12.77 Short Leg:4 in rx:1.25 in ry:1.25 in t:0.25 in Zx:1.82 in3 Zy:1.82 in3 λSL:16.0 λp,SL:15.33 λr,SL:25.83 b / t (LL):16 J:0.04 in4 Iz:1.19 in4 λLL:16.0 λp,LL:15.33 λr,LL:25.83 b / t (SL):16 Cw:0.051 in6 Sz:0.778 in3 βw:0 ro:2.22 in rz:0.783 in y bar:1.08 in x bar:1.08 in H:0.63 yp:0.241 in xp:0.241 in Iw:4.82 in4 rw:1.58 in Flexural Capacity:Tension Capacity:Compression Capacity: Lc-w/rw:52.01 Pn :69.48 k Lc-z/rz:105 [Governs] Principal Axis Mn,z:42.01 k-in [AISC Eq. F10-1]Anet:1.93 in2 Fe :26.0 ksi, [Eq. E3-4] 44.5 k-in [AISC Eq. F10-1]U:1.00 Fcr, NS :20.2 ksi, [Eq. E3-2 & E3-3] 44.5 k-in [AISC Eq. F10-1]Pn:111.9 k Pn/Ω :41.6 k b/t Check:20.15 [Sect. E4] Cb:1.00 Note:Sect. E4 Analysis Not Req'd Condition:kv :1.2 [AISC Sect. G2.1] βw:0 [AISC Table C-F10.1]Aw = bt:1 in2 (Vert. Leg)c1,SL:0.22 [Table E7.1] Mcr:150 k-in b/t (LL):16 c2,SL:1.485 [Eq. E7-4] a) Mn:39.61 k-in [AISC Eq. F10-2]Cv2:1.00 [AISC Sect. G2.1]Fel,SL:50.62 ksi, [Eq. E7-5] b) Mn:N/A k-in [AISC Eq. F10-3]Vn:21.6 k [AISC Eq. G2-1]be,SL:4.00 in Vn_x/Ω: 12.93 k c1,LL:0.22 [Table E7.1] Condition:c2,LL:1.485 (Eq. E7-4) Sc:0.778 in3 kv :1.2 [AISC Sect. G2.1]Fel,LL:50.62 ksi, [Eq. E7-5] b) Mn:40.9 k-in [AISC Eq. F10-6]Aw = bt:1 in2 (Horz. Leg)be,LL:4.00 in Fcr :80.43 ksi b/t (SL):16 Ae :1.93 in2,[Sect. E7.1] c) Mn:62.57 k-in [AISC Eq. F10-7]Cv2:1.00 [AISC Sect. G2.1]Fcr, S :20.15 ksi, [Eq. E3-2 & E3-3] Vn:21.6 k [AISC Eq. G2-1]Pn :38.89 k, [Eq. E3-1, E7-1] Mn,z/Ω :23.7 k-in Vn_y/Ω: 12.93 k Pn/Ω :23.29 k Mn,x/Ω :24.49 k-in Mn,y/Ω :24.49 k-in 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project:Gucci Aspen Address:204 S. Galena Street, Space A-C Aspen,CO 81611 Client:CallisonRTKL New York Job No.:22075 Leg Local Buckling [AISC Sect. F10.3]: Toe in Compression Weak-Axis Shear Capacity: Pg. No:Angle M7_2 Date:5/19/22 Geometric Axis Mn,x: Geometric Axis Mn,y:Torsional & Flexural Torsional Buckling [Sect. E4]: Lateral Torsional Buckling [AISC Sect. F10.2]: Strong-Axis Shear Capacity: Short Leg in Compression Slender Elements Adjustments [Sect. E7.1]: Flexure Condition:Laterally Unrestrained / Biaxial Bending Yielding [AISC Sect. D2.a]: Yielding [AISC Sect. F10.1]:Rupture [AISC Sect. D2.b]:Flexural Buckling [Sect. E3]: Slender Leg [Table B4.1a Case 3]Slender Leg Flexural Limiting Slenderness: Noncompact Leg [Table B4.1b Case 12]Noncompact Leg Member Design per AISC 360 - Specificication for Steel Buildings Compression Limiting Slenderness: 08/05/2022 Storefront Analysis and Design 08/05/2022 Calculation:Storefront Summary North Storefront - Worst Case Scenario The proposed storefront rough opening matches the existing storefront opening 14.00 ft 6.75 ft 13.75 ft Existing 8" CMU parapet: 90 psf Existing Stone Veneer:57 psf (Per as-builts) Wind pressure:13.3 psf (ASD) Glazing Weight:25 psf 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: Storefront_1 Date: 6/7/22 Job No.: 22075 (E) BEAM Plan Elevation GLAZING STONE VENEER CONCRETE CURB (E) BEAM (E) POST(E) POST (E) POST (E) POST 08/05/2022 Calculation:Storefront Summary Span wx-x wy-y (ft)(plf) (plf) 14.00 992.8 136.3 14.00 343.8 6.875 Check Load Increase on (E) Storefront Beam (E) W16x57 Existing Loading DL:60 psf (See "Design Summary" Section) LL:20 psf Trib:9.96 ft (For Floor Loads) wDL:607.5 plf (From Existing Parapet) wDL:992.8 plf (From Existing Stone Veneer) Span: 14.00 ft Simple Beam - Uniform Distributed Load L1:14.00 ft.Mmax:704.6 k-in.Deflection: w :2397 plf Vmax:16.78 k E:29500 ksi R1 =R2:16.78 k Ix:1.2 in.4 ΔMAX (@ Center):58.52 in. L/ 2.871 Existing Loading + New stone veneer on aluminum honeycomb DL:60 psf (See "Design Summary" Section) LL:20 psf Trib:9.96 ft (For Floor Loads) (E)Veneer Ht:4.92 ft *The existing brick veneer is proposed to be partially replaced by (N)Veneer Ht:1.83 ft stone veneer on aluminum honeycomb panel assembly wDL:280.9 plf (From Existing Stone Veneer) that is lighter than the existing one wDL:20.13 plf (From New Stone Veneer Assembly) wDL:607.5 plf (From Existing Parapet) Span: 14.00 ft Simple Beam - Uniform Distributed Load L1:14.00 ft.Mmax:501.2 k-in.Deflection: w :1705 plf Vmax:11.93 k E:29500 ksi R1 =R2:11.93 k Ix:1.2 in.4 ΔMAX (@ Center):41.63 in. L/ 4.036 V % Increase: -28.9 OK, 5% Rule, Additional Reinf. Not Required M % Increase: -28.9 OK, 5% Rule, Additional Reinf. Not Required 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York (E) Beam B1 6.75 10.25 Conc. Curb 13.75 6.875 Name Vert. Load Trib. Lateral. Load Trib. (ft) (ft) Beam Loading Summary Pg. No: Storefront_2 Date: 6/7/22 Job No.: 22075 w R1 R2L1 w R1 R2L1 08/05/2022 Calculation:Relieving Angle @ Stone Support (Detail 9/S-300) Span:14.00 ft wDL:20.13 plf Try Thru Bolt Spacing:3 ft ec:0.22 in Simple Beam - Uniform Distributed Load L1:14.00 ft.Mmax:5.9 k-in.Deflection: w :20.13 plf Vmax:0.141 k E:29500 ksi R1 =R2:0.141 k Ix:8.76 in.4 ΔMAX (@ Center):0.067 in. L/ 2495 Thru Bolt Design Check: wDL:20.13 plf PDL:60.39 lbs M: 13.2858 lb-in Moment Arm: 1.67 in T: 7.97 lbs V: 30.2 lbs Tallow:2490 lb Tension Unity:0.003 OK Vallow:1491 lb Shear Unity: 0.02 OK Try: LLV Design Method: Ptension:0 k Material Properties: Ω_b : 1.67 Ω_t,yield : 1.67 Ω_c : 1.67 Pcompression:0 k Ω_v : 1.67 Ω_t,rupt. : 2.00 Strong Axis Mx:5.9 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: Strong Axis Vy:0.14 k G: 11200 ksi 3.00 ft Kx:1.00 Weak-Axis My:0.0 k-in Fy:36 ksi 14.00 ft Ky:1.00 Weak-Axis Vx:0.0 k Fu:58 ksi Ry:1.5 Laterally Unbraced Length, Lcomp:3 ft Rt:1.2 Lateral Torsional Buckling Condition: Span:14.00 ft Member Check Deflection Check:480 240 Shear Unity :0.01 OK 0.0673 in ->L /2495 OK Flexure Unity :0.10 OK 0.0673 in ->L /2495 OK Tension + Flexure :0.10 OK 0.001 in ->L /168000 OK Comp. + Flexure :0.10 OK 0.001 in ->L /168000 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Date: 6/7/22 Job No.: 22075 ΔTransient,x-x: ΔD+Transient,x-x: ΔTransient,y-y: ΔD+Transient,y-y: Pg. No:Relieving Angle_1 Short Leg in Compression Leg Local Buckling Condition:Toe in Compression Transient: L/D+Transient: L/ USE L5x5x3/8 Minor Principal-Axis Unbraced Length, Lb-z: Flexural Unbraced Length / Conditions: Flexure Condition:Laterally Unrestrained / Biaxial Bending ASTM Designation:A36 Major Principal-Axis Unbraced Length, Lb-w: Induced Loading Derivation: Induced Loading:L5x5x3/8 ASD xx y y z z w-DL ec w R1 R2L1 08/05/2022 Calculation:Relieving Angle @ Stone Support Section Properites: Self Weight: 12.3 plf A: 3.65 in2 Ix:8.76 in4 Iy:8.76 in4 λSL:13.3 λr,SL:12.77 Long Leg: 5 in Sx:2.41 in3 Sy:2.41 in3 λLL:13.3 λr,LL:12.77 Short Leg: 5 in rx:1.55 in ry:1.55 in t: 0.375 in Zx:4.33 in3 Zy:4.33 in3 λSL:13.3 λp,SL:15.33 λr,SL:25.83 b / t (LL): 13.3333 J: 0.18 in4 Iz:3.55 in4 λLL:13.3 λp,LL:15.33 λr,LL:25.83 b / t (SL): 13.3333 Cw: 0.327 in6 Sz:1.83 in3 βw:0 ro:2.76 in rz:0.986 in y bar: 1.37 in x bar: 1.37 in H: 0.63 yp:0.365 in xp:0.365 in Iw:14 in4 rw:1.95847 in Flexural Capacity:Tension Capacity: Compression Capacity: Lc-w/rw:18.38 Pn : 131.4 k Lc-z/rz:170.4 [Governs] Principal Axis Mn,z:98.82 k-in [AISC Eq. F10-1]Anet:3.65 in2 Fe :9.9 ksi, [Eq. E3-4] 104.1 k-in [AISC Eq. F10-1]U:1.00 Fcr, NS :8.6 ksi, [Eq. E3-2 & E3-3] 104.1 k-in [AISC Eq. F10-1]Pn:211.7 k Pn/Ω :78.68 k b/t Check: 20.15 [Sect. E4] Cb:1.00 Note:Sect. E4 Analysis Not Req'd Condition:kv :1.2 [AISC Sect. G2.1] βw:0 [AISC Table C-F10.1]Aw = bt:1.875 in2 (Vert. Leg)c1,SL:0.22 [Table E7.1] Mcr:1223 k-in b/t (LL): 13.33 c2,SL:1.485 [Eq. E7-4] a) Mn:98.82 k-in [AISC Eq. F10-2]Cv2:1.00 [AISC Sect. G2.1]Fel,SL:72.89 ksi, [Eq. E7-5] b) Mn:N/A k-in [AISC Eq. F10-3]Vn: 40.5 k [AISC Eq. G2-1]be,SL:5.00 in Vn_x/Ω: 24.25 k c1,LL:0.22 [Table E7.1] Condition:c2,LL:1.485 (Eq. E7-4) Sc:1.83 in3 kv :1.2 [AISC Sect. G2.1]Fel,LL:72.89 ksi, [Eq. E7-5] b) Mn:N/A k-in [AISC Eq. F10-6]Aw = bt:1.875 in2 (Horz. Leg)be,LL:5.00 in Fcr :115.819 ksi b/t (SL):13.33 Ae :3.65 in2,[Sect. E7.1] c) Mn:211.948 k-in [AISC Eq. F10-7]Cv2:1.00 [AISC Sect. G2.1]Fcr, S :8.646 ksi, [Eq. E3-2 & E3-3] Vn: 40.5 k [AISC Eq. G2-1]Pn :31.56 k, [Eq. E3-1, E7-1] Mn,z/Ω : 59.2 k-in Vn_y/Ω: 24.25 k Pn/Ω :18.9 k Mn,x/Ω :62.3425 k-in Mn,y/Ω :62.3425 k-in 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Job No.: 22075 Leg Local Buckling [AISC Sect. F10.3]: Toe in Compression Weak-Axis Shear Capacity: Pg. No:Relieving Angle_2 Date: 6/7/22 Geometric Axis Mn,x: Geometric Axis Mn,y:Torsional & Flexural Torsional Buckling [Sect. E4]: Lateral Torsional Buckling [AISC Sect. F10.2]: Strong-Axis Shear Capacity: Short Leg in Compression Slender Elements Adjustments [Sect. E7.1]: Flexure Condition:Laterally Unrestrained / Biaxial Bending Yielding [AISC Sect. D2.a]: Yielding [AISC Sect. F10.1]:Rupture [AISC Sect. D2.b]:Flexural Buckling [Sect. E3]: Slender Leg [Table B4.1a Case 3]Slender Leg Flexural Limiting Slenderness: Compact Leg [Table B4.1b Case 12] Compact Leg Member Design per AISC 360 - Specificication for Steel Buildings Compression Limiting Slenderness: 08/05/2022 Beam at walkway Trib Area =1 ft pDL =0 psf (Dead Load) pLL =0 psf (Live Load) pH =0 psf (Soil Pressure) w ult=344 plf Span =14 ft (between support) V = 2,408 lb M = 8,428 lb-ft Mneg = 0 lb-ft f'c =4,500 psi fy =60,000 psi Beam Size 8 x 10 Bm Wt : 1128 lb #4 2 As = 0.4 in2 T&B a = 0.784 in cover =1.50 in d = 7.875 in Mn = 14,966 lb-ft F Mn =13,469 lb-ft Stirrup:#3 av = 0.22 in2 @ 12 in O.C. Vc = 8,452 lb Vs = 8,663 lb Vn = 17,115 lb F Vn =14,548 lb M = 13,469 lb-ft > 8,428 lb-ft OK V = 14,548 lb > 2,408 lb OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Pg. No: Conc. Curb 1 Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Date: 6/7/22 Client: CallisonRTKL New York Job No.: 22075 Concrete Curb Beam Bar Size: Number of Bars: Bending Design: Shear Design: 08/05/2022 Soffit Analysis and Design 08/05/2022 Calculation:Box Soffit with Brace Typical Storefront at North and West Windows (Box) Soffit Self-Weight :11 psf Length 'L1' :4.58 ft Ceiling DL :7 psf Length 'L2' :1.93 ft Add. DL :0 plf Brace Angle :45 degrees from horz. Int. Pressure :5 psf Deflection Limit: L/240 WL (+) :0 psf (ASD) Stud / Joist Spacing :16 in o.c. WL (-) :0 psf (ASD) "R1" Conn. / Brace Spacing :48 in o.c. EL,soffit : 1.001 psf (ASD) Seismic Load:0.13 *W [LRFD] = 0.09 *W [ASD] EL,ceiling : 0.637 psf (ASD) 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Job No.: 22075 Hanging Soffit w/ Brace Design Soffit Loading: Soffit Framing Parameters: Pg. No: Soffit 1_1 Date: 6/7/22 (E) Structure M1 L1 w1 (+) --> Acting toward soffit (-) --> Acting away from soffit L2 R1_x R2_x R2_y R1_y w4 M2 w3 R2_x R2_y w2 M1 R1_y R1_x R3_y R3_x Strongback (If Req'd) Strongback (If Req'd) 08/05/2022 Calculation:Box Soffit with Brace Member Loading: Member M1 Induced Loading (Worst Case - Non-Seismic)Deflection: L1:4.58 ft.Mmax:0.2 k-in.E:29500 ksi w :6.667 plf Vmax:0.046 k Ix:0.551 in.4 w4:0 kips R1,x:R1:0.046 k ΔMAX (@ Center):0.00 in. SW: 0.20 kips R2,x:R2:0.015 k L/ 13535 R2,y:0.027 kips at R1 R1,y:Axial Load:0.32 k Member M1 Induced Loading (Worst Case - Seismic)Deflection: L1:4.58 ft.Mmax:0.0 k-in.E:29500 ksi w :1.335 plf Vmax:0.009 k Ix:0.551 in.4 w4:0 kips R1,x:R1:0.009 k ΔMAX (@ Center):0.00 in. SW: 0.20 kips R2,x:R2:0.003 k L/ 67609 R2,y:0.027 kips at R1 R1,y:Axial Load:0.252 k Member M2 Induced Loading Deflection: L1:1.93 ft.Mmax:0.1 k-in.E:29500 ksi w :9.333 plf Vmax:0.009 k Ix:0.551 in.4 R2,y: R1 =R2:0.009 k ΔMAX (@ Center):0.00 in. Axial Load: 0.031 k L/ 1E+05 Strongback Induced Loading (If Strongback Occurs)Deflection: L1:4 ft.Mmax:1.4 k-in.E:29500 ksi w :57.14 plf Vmax:0.229 k Ix:0.551 in.4 R1 =R2:0.114 k ΔMAX (@ Center):0.02 in. Axial Load:0 k L/ 2371 Brace Induced Loading Brace Angle : 45 degrees Non-Seismic Horz. Comp. : 91.6 lb Seismic Horz. Comp. : 23.26 lb Non-Seismic Vert. Comp. : 91.6 lb Seismic Vert. Comp. : 23.26 lb Non-Seismic Axial Load : 129.5 lb Seismic Axial Load : 32.89 lb Member Analysis: (Worst Case) Try:Comp. Flange: Ixe:in4 Flexural unity: 0.04 OK Allowable Lu : ft. Max Mu: 0.21 k-in Shear Unity: 0.09 OK Mallow (SSMA): k-in. (Braced) Max Vu: 0.05 k Axial Unity: 0.21 OK Mallow (CFS): k-in. (Unbraced) Max Pu: 0.32 k Flexural+Axial Unity: 0.25 OK Vallow: k Flexural+Shear Unity: 0.10 OK Pallow (Per CFS): k Deflection: in -> L / 13535 OK (Worst Case) Try:Comp. Flange: Ixe:in4 Flexural unity: 0.01 OK Allowable Lu : ft. Max Mu: 0.05 k-in Shear Unity: 0.02 OK Mallow (SSMA): k-in. (Braced) Max Vu: 0.01 k Axial Unity: 0.06 OK Mallow (CFS): k-in. (Unbraced) Max Pu: 0.03 k Flexural+Axial Unity: 0.07 OK Vallow: k Flexural+Shear Unity: 0.02 OK Pallow (Per CFS): k Deflection: in -> L / 1E+05 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Member M1 Analysis: 362S162-33 (33ksi) Braced (Allowables Per SSMA) Unbraced (Allowables Per SSMA) 0.551 0.551 3.55 5.29 5 0.521 1.5 3.55 5.29 5.18 0.521 0.52 0.000 0.004 Member M2 Analysis: 362S162-33 (33ksi) Pg. No: Soffit 1_2 Date: 6/7/22 Job No.: 22075 w R1 R2L1 w R1 R2L1 w R1 R2L1 w R1 R2L1 08/05/2022 Calculation:Box Soffit with Brace Member Analysis Cont.: (If Strongback Occurs) Try:Comp. Flange: Ixe:in4 Flexural unity: 0.27 OK Allowable Lu : ft. Max Mu: 1.37 k-in Shear Unity: 0.44 OK Mallow (SSMA): k-in. (Braced) Max Vu: 0.23 k Axial Unity: 0.00 OK Mallow (CFS): k-in. (Unbraced) Max Pu: 0.00 k Flexural+Axial Unity: 0.27 OK Vallow: k Flexural+Shear Unity: 0.52 OK Pallow (Per CFS): k Deflection: in -> L / 2371 OK Axial Load, Pu:lb Try:Unbraced Lengths: Member Properties:Member Dimesions Lx:5.77 ft. Kx:1.0 Fy: 33 ksi ß: Member depth: in. Ly:5.77 ft. Ky:1.0 Fu: 45 ksi xo:in Member flange: in. Lt:5.77 ft. Kt:1.0 E:29500 ksi ro:in Stiffiner Lip length: in.KxLx / rx:47.75 G:11300 ksi J: in4 Member mil: 33 KyLy / ry:112.4 m:0.3 ksi Cw:in6 Design Mil: in. Punchouts?:Yes Ag: 0.262 in2 Corner Radii: in.hole spacing:24 in rx:1.45 in.hmid-line:in.hole depth:1.813 in ry:0.616 in.bmid-line:in.hole length:4.5 in rz:in.dmid-line:in.Min end length 12 in Axial Capacity:Kips OK E2) Yielding & Global Buckling:Pne/WC=2.079 kips Pne=3.742 kips lC:1.414 WC =1.8 Fn: 14.28 E2.1) Check Flexural Buckling E2.2) Check Torsional & Flexural-Torsional Buckling Fcre:ksi Fcre:ksi σt=ksi σex=ksi E3) Local Buckling Interacting with Yielding and Global Buckling Pnl/WC=1.537 kips Pnl=2.767 kips Fn: 14.28 WC =1.8 E3.1) Effective Width Method Effective Areaweb:Partially Effective Eff. lengthweb :in. wweb:in.rweb:lweb:fweb:- ksi Fcrl web:- ksi kweb:- cpnch:in.rpnch:lpnch:fpnch:14.28 ksi Fcrl pnch:21.7 ksi khole:0.43 Effective Areaflange:Fully Effective Eff. lengthflg:in. wflg:in. w/t:Sflg:b1 flg:in.b2 flg:in. b flg:in.rflg:lflg:fflg:14.28 ksi Fcrl flg:56 ksi kflg:3.468 Ia stif:in.4 Is stif:in.4 n flg:0.408 D/w: 0.356 ds stif:in.d's stif:in.RI flg:1 Effective Areastiffiner:Fully Effective Eff. lengthstif:in. wstif:in.rstif:lstif:fstif:14.28 ksi Fcrl stif:91 ksi kstif:0.43 Total Stud Effective Area:in.2 E4) Distortional Buckling Pnd/WC=3.498 kips Pnd=6.296 kips WC =1.8 ld:1.037 Pcrd:8.04 kips Py:8.646 kips Fcrd:30.69 ksi Kffe:Kfwe:Kf:Kffg:Kfwg: L: 17.35 Lcrd:17.35 Lm:69.24 Af:Jf:Ixf: Iyf:Ixyf:Cwf:0 Xof:hxf:hyf /yof: tr_hole:in.Kffe:Kfwe:Kf:0 Kffg:Kfwg: L: 18.23 Lcrd:18.23 Lm:69.24 Af:Jf:Ixf: Iyf:Ixyf:Cwf:0 Xof:hxf:hyf /yof: 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Strongback Analysis: 362S162-33 (33ksi) Unbraced (Allowables Per SSMA) 0.551 3.55 130 362S162-33 (33ksi) 0.5920 3.625 -1.3080 1.625 5.29 5 0.521 1.5 0.020 Stud Member Brace Design: 2.0480 0.500 0.000105 0.2970 0.0346 Pu n c h o u t s : 0.0764 3.5904 1.5904 0.483 0.702 0.702 3.403 - - 0.79525 0.898362212 0.811280517 1.537 23.045 16.495 17.49 127.69 1.429 1.403 1.000 0.504 0.00003 0.00017 0.389 0.389 1.403 1.403 40.55 58.17 - - - 0.07172926 2.86238E-05 0.00107611 0.389 0.389 1.000 0.397 0.1937 - - 0.017824222 0.002224792 0.610045864 -0.98035414 -0.05619586 0.019700824 0.002459026 0.610045864 -0.98035414 -0.05619586 0.03130 0.05283504 0.045722318 0.002473723 0.000737949 Pg. No: Soffit 1_3 Date: 6/7/22 Job No.: 22075 0.06489669 2.11985E-05 0.000972704 08/05/2022 Calculation:Box Soffit with Brace Framing Connection Analysis: Screw & Light Gauge Steel Connection:Member M1 to Member M2 Lapped Connection Shear Load :18 lb 177 lbs Tension Load :0 lb 84 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 5.908 lb per fastener Tension Load : 0 lb per fastener VALLOW:177 lbs 0.033 OK TALLOW:84 lbs 0 OK Unity Check: 0.033 + 0 = 0.033 OK Screw & Light Gauge Steel Connection:Strongback to Member M1 Connection Shear Load :228.5 lb 177 lbs Tension Load :0 lb 84 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 76.18 lb per fastener Tension Load : 0 lb per fastener VALLOW:177 lbs 0.43 OK TALLOW:84 lbs 0 OK Unity Check: 0.43 + 0 = 0.43 OK Screw & Light Gauge Steel Connection:Brace to Member M1 Connection Shear Load :130 lb 177 lbs Tension Load :0 lb 84 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 43.18 lb per fastener Tension Load : 0 lb per fastener VALLOW:177 lbs 0.244 OK TALLOW:84 lbs 0 OK Unity Check: 0.244 + 0 = 0.244 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Allowable Screw Capacities to CFS: Shear of #10 Screw in 33 mils (33ksi) = Tension of #10 Screw in 33 mils (33ksi) = Allowable Screw Capacities to CFS: Shear of #10 Screw in 33 mils (33ksi) = Tension of #10 Screw in 33 mils (33ksi) = Pg. No: Soffit 1_4 Date: 6/7/22 Job No.: 22075 Allowable Screw Capacities to CFS: Shear of #10 Screw in 33 mils (33ksi) = Tension of #10 Screw in 33 mils (33ksi) = 08/05/2022 Calculation:Box Soffit with Brace Vert. Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:45.8 lb [ASD]Shear LoadSeismic:9.169 lb [ASD] TensionDL:228.5 lb [ASD]TensionSeismic:23.26 lb [ASD] TensionNon-Seismic:91.6 lb [ASD] Max TensionTotal:320.1 lb [ASD] Light Gauge Clip - Flat Plate Bending Member M1 Clip to Structure Loading: Clip Dimension & Properties: Pu:0.32 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.24 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.03 k-in. 7.97 NG LIGHT GAUGE CLIP NG USE PL WASHER Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.32 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.24 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.48 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :323 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 107.8 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.657 OK TALLOW:72 lbs 0 OK Unity Check: 0.657 + 0 = 0.657 OK Post-Installed Anchor to Concrete:Vert Clip Connection to Concrete Filled Metal Deck TensionDL:229 lb [ASD]ShearDL:0 lb [ASD] TensionSeismic:33 lb [LRFD]ShearSeismic:13 lb [LRFD] TensionNon-Seismic:91.6 lb [ASD]ShearNon-Seismic:45.8 lb [ASD] TensionTotal w/ Seismic:340.7 lb [LRFD w/ Ωo]ShearTotal w/ Seismic:26.2 lb [LRFD w/ Ωo] TensionTotal w/ Non-seismic:420.8 lb [LRFD]ShearTotal w/ Non-seismic:73.28 lb [LRFD] Try: Non-Seismic Load Type: Unity Vallow:1378 lb [LRFD] 0.05 OK Tallow:1492 lb [LRFD] 0.28 OK Total: 0.34 OK Min. Conc. f''c:3000 psi Seismic Load Type: Min. Spacing:4 in Wo :2.00 Unity Min. Slab Thickness:4 in Vallow:1378 lb [LRFD w/ Ωo] 0.02 OK Min. Edge Dist.:6 in Tallow:1119 lb [LRFD w/ Ωo] 0.30 OK ICC ESR Report:ICC ESR-4266 Total: 0.32 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 43 29500 0.0336 0.0451 0.0015 0.0503 1.5 33 0.0000 3 1.67 0.0010 0.25 29000 0.5625 0.0234 0.8438 Allowable Screw Capacities to CFS: Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 (1) 3/8" Dia. Hilti Kwik Bolt TZ2 (CS) w/ min 2-1/2" nom. Embed. & min. 2" effect. embed. Non-Seismic Connection Analysis Interior Pressure Connection Properties Seismic Connection Analysis SDC C->F Shear of #8 Screw in 33 mils (33ksi) = Tension of #8 Screw in 33 mils (33ksi) = Pg. No: Soffit 1_5 Date: 6/7/22 Job No.: 22075 08/05/2022 Calculation:Box Soffit with Brace Brace Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:91.6 lb [ASD]Shear LoadSeismic:23.26 lb [ASD] TensionDL:0 lb [ASD]TensionSeismic:23.26 lb [ASD] TensionNon-Seismic:91.6 lb [ASD] Max TensionTotal:91.6 lb [ASD] Light Gauge Clip - Flat Plate Bending Brace Clip to Structure Loading: Clip Dimension & Properties: Pu:0.092 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.069 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.02 k-in. 3.42 NG LIGHT GAUGE CLIP NG USE PL WASHER Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.092 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.069 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.14 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :130 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 43.18 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.263 OK TALLOW:72 lbs 0 OK Unity Check: 0.263 + 0 = 0.263 OK Post-Installed Anchor to Concrete:Brace Clip Connection to Concrete Filled Metal Deck TensionDL:0 lb [ASD]ShearDL:0 lb [ASD] TensionSeismic:33 lb [LRFD]ShearSeismic:33 lb [LRFD] TensionNon-Seismic:91.6 lb [ASD]ShearNon-Seismic:91.6 lb [ASD] TensionTotal w/ Seismic:66.45 lb [LRFD w/ Ωo]ShearTotal w/ Seismic:66.45 lb [LRFD w/ Ωo] TensionTotal w/ Non-seismic:146.6 lb [LRFD]ShearTotal w/ Non-seismic:146.6 lb [LRFD] Try: Non-Seismic Load Type: Unity Vallow:1378 lb [LRFD] 0.11 OK Tallow:1492 lb [LRFD] 0.10 OK Total: 0.20 OK Min. Conc. f''c:3000 psi Seismic Load Type: Min. Spacing:4 in Wo :2.00 Unity Min. Slab Thickness:4 in Vallow:1378 lb [LRFD w/ Ωo] 0.05 OK Min. Edge Dist.:6 in Tallow:1119 lb [LRFD w/ Ωo] 0.06 OK ICC ESR Report:ICC ESR-4266 Total: 0.11 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 1.5 33 0.0000 2 1.67 0.0007 Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 43 29500 0.0224 0.0451 0.0010 0.0336 Shear of #8 Screw in 33 mils (33ksi) = Tension of #8 Screw in 33 mils (33ksi) = 0.25 29000 0.5625 0.0234 0.8438 Allowable Screw Capacities to CFS: Pg. No: Soffit 1_6 Date: 6/7/22 Job No.: 22075 (1) 3/8" Dia. Hilti Kwik Bolt TZ2 (CS) w/ min 2-1/2" nom. Embed. & min. 2" effect. embed. Non-Seismic Connection Analysis Interior Pressure Connection Properties Seismic Connection Analysis SDC C->F 08/05/2022 Calculation:Box Soffit with Brace Alternative Vert. Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:45.8 lb [ASD]Shear LoadSeismic:9.169 lb [ASD] TensionDL:228.5 lb [ASD]TensionSeismic:23.26 lb [ASD] TensionNon-Seismic:91.6 lb [ASD] Max TensionTotal:320.1 lb [ASD] Light Gauge Clip - Flat Plate Bending Member M1 Clip to Structure Loading: Clip Dimension & Properties: Pu:0.32 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.24 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.232 k-in. 1.03 OK w/ in 5% Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.32 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.24 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.48 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :323 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 107.8 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.657 OK TALLOW:72 lbs 0 OK Unity Check: 0.657 + 0 = 0.657 OK PAF & Light Gauge Steel Connection:Vert Clip Connection to Steel Beam Shear Load :45.8 lb [ASD] Use: Tension Load :320.1 lb [ASD] Load Type: Thickness: mil Fy: 50 ksi Fu: 65 ksi mf :0.75 Design Thick: in. d: 0.118 dw: 0.268 d/t : 1.16 C : 3 Tallow:200 lbs Vallow:230 lbs ( 2 )Tallow (pullover):885.8 lbs Vallow (bearing):702 lbs Shear Load : 22.9 lb per fastener Vallow (bearing-deformation):703.4 lbs VALLOW:230 lbs 0.1 OK Min. Spacing = in. ( 2 )Min. Edge. Dist. = in. Tension Load : 160.1 lb per fastener Min. Substrate Thickness = in. TALLOW:200 lbs 0.8 OK Unity Check: 0.1 + 0.8 = 0.9 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 0.0234 0.8438 Allowable Screw Capacities to CFS: Shear of #8 Screw in 33 mils (33ksi) = Tension of #8 Screw in 33 mils (33ksi) = Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 0.25 29000 0.5625 50 0.0003 3 1.67 0.0052 97 29500 0.2586 0.1017 0.0078 0.3879 Job No.: 22075 0.118" Dia. Hilti X-P G3 PAF into 1/4" thick steel w/ full penetration Non-Seismic 97 0.1017 Effective Shear Fasteners #: Effective Tension Fasteners #: 1 0.5 0.25 1.5 Pg. No: Soffit 1_7 Date: 6/7/22 08/05/2022 Calculation:Box Soffit with Brace Alternative Brace Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:91.6 lb [ASD]Shear LoadSeismic:23.26 lb [ASD] TensionDL:0 lb [ASD]TensionSeismic:23.26 lb [ASD] TensionNon-Seismic:91.6 lb [ASD] Max TensionTotal:91.6 lb [ASD] Light Gauge Clip - Flat Plate Bending Brace Clip to Structure Loading: Clip Dimension & Properties: Pu:0.092 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.069 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.076 k-in. 0.90 OK Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.092 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.069 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.14 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :130 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 43.18 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.263 OK TALLOW:72 lbs 0 OK Unity Check: 0.263 + 0 = 0.263 OK PAF & Light Gauge Steel Connection:Brace Clip Connection to Steel Beam Shear Load :91.6 lb [ASD] Use: Tension Load :91.6 lb [ASD] Load Type: Thickness: mil Fy: 50 ksi Fu: 65 ksi mf :0.75 Design Thick: in. d: 0.118 dw: 0.268 d/t : 1.655 C : 3 Tallow:200 lbs Vallow:230 lbs ( 1 )Tallow (pullover):621 lbs Vallow (bearing):492.2 lbs Shear Load : 91.6 lb per fastener Vallow (bearing-deformation):458.4 lbs VALLOW:230 lbs 0.398 OK Min. Spacing = in. ( 1 )Min. Edge. Dist. = in. Tension Load : 91.6 lb per fastener Min. Substrate Thickness = in. TALLOW:200 lbs 0.458 OK Unity Check: 0.398 + 0.458 = 0.856 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 0.25 Tension of #8 Screw in 33 mils (33ksi) = 0.118" Dia. Hilti X-P G3 PAF into 1/4" thick steel w/ full penetration Non-Seismic 68 0.0713 Effective Shear Fasteners #: Effective Tension Fasteners #: 1 0.5 Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 0.25 29000 0.5625 Pg. No: Soffit 1_8 Date: 6/7/22 Job No.: 22075 1.5 50 0.0001 2 1.67 0.0017 68 29500 0.0847 0.0713 0.0025 0.1271 0.0234 0.8438 Allowable Screw Capacities to CFS: Shear of #8 Screw in 33 mils (33ksi) = 08/05/2022 Calculation:Soffit Drop with Brace Typical Storefront at Norrth and West Windows (Drop) Soffit Self-Weight :11 psf Length 'L1' :2.58 ft Add. DL, w4: :0 plf Length 'L2' :0.87 ft Int. Pressure :5 psf Total Soffit Height (L1+L2) : 3.45 ft WL (+) :0 psf [ASD] Length 'L3' :12 ft WL (-) :0 psf [ASD] Brace Angle :0.01 degrees from horz. Non-Seismic,w3 :38.63 plf [ASD] Deflection Limit: L/240 EL :1.001 psf [ASD] Stud Spacing :16 in o.c. 7 psf "R1" Conn. / Brace Spacing :48 in o.c. EL,w3 :5.549 plf [ASD] Seismic Load:0.13 *W [LRFD] = 0.09 *W [ASD] for framing below 1.25 ft 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Hanging Soffit w/ Brace Design Soffit Loading: Soffit Framing Parameters: Framing Below Weight: Pg. No: Soffit 2_1 Date: 6/7/22 Job No.: 22075 (E) Structure M1 BRACE L1 w1 (+) --> Acting toward soffit (-) --> Acting away from soffit L2 L3 θ w3 R1_x R3_x R3_y R1_y w4 Strongback (If Req'd) R2_x So f f i t 08/05/2022 Calculation:Soffit Drop with Brace Member Loading: Member M1 Induced Loading (Non-Seismic Loading) L1:2.58 ft.Deflection: L2:0.87 ft.R1,x=V1:0.07 k E:29500 ksi Dx1 (between supports):0.01 in. w 2 :6.667 plf R2x=V2+V3:0.22 k Ix:0.551 in.4 At x 1 =1.29 ft w3:38.6 plf V2:0.16 k L/ 4835 Pw3:0.15 kips V3:0.01 k Dx 2 (for overhang):0.01 in. w4:0 kips MMAX_1:0.052 k-in. occurs at x1 = 1.14 ft.At x 2 =0.87 ft SW: 0.152 kips MMAX_2:1.643 k-in. occurs at support R2 2L/ 1480 R1,y:Axial Load:0.152 k (Worst Case at "R1" Spacing)**NOTE: For a negative value of D, deflection is upward. Member M1 Induced Loading (Seismic Loading) L1:2.58 ft.Deflection: L2:0.87 ft.R1,x=V1:0.01 k E:29500 ksi Dx1 (between supports):0.00 in. w 2 :1.335 plf R2x=V2+V3:0.03 k Ix:0.551 in.4 At x 1 =1.29 ft w3:5.5 plf V2:0.02 k L/ 33050 Pw3:0.02 kips V3:0.00 k Dx 2 (for overhang):0.00 in. w4:0 kips MMAX_1:0.01 k-in. occurs at x1 = 1.14 ft.At x 2 =0.87 ft SW: 0.152 kips MMAX_2:0.238 k-in. occurs at support R2 2L/ 10358 R1,y:Axial Load:0.152 k (Worst Case at "R1" Spacing)**NOTE: For a negative value of D, deflection is upward. Strongback Induced Loading (If Strongback Occurs)Deflection: L1:4 ft.Mmax:0.9 k-in.E:29500 ksi w :37.95 plf Vmax:0.076 k Ix:0.551 in.4 R1 =R2:0.152 k ΔMAX (@ Center):0.01 in. Axial Load:0.0 k L/ 3569 Brace Induced Loading Brace Angle : 0.01 degrees Non-Seismic Horz. Comp. : 222 lb Seismic Horz. Comp. : 32.76 lb Non-Seismic Vert. Comp. : 0.039 lb Seismic Vert. Comp. : 0.006 lb Non-Seismic Axial Load : 222 lb Seismic Axial Load : 32.76 lb Member Analysis: Try: Comp. Flange: Ixe:in4 Flexural unity: 0.311 OK Allowable Lu : ft. Max Mu: 1.643 k-in Shear Unity: 0.31 OK Mallow (SSMA): k-in. (Braced) Max Vu: 0.16 k Axial Unity: 0.00 OK Mallow (CFS): k-in. (Unbraced) Max Pu: 0.152 k Flexural+Axial Unity: 0.311 OK Vallow: k Flexural+Shear Unity: 0.437 OK Pallow (Per CFS): k S.S. Deflection: in -> L / 4835 OK Cant. Deflection: in -> 2L / 1480 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: Soffit 2_2 Date: 6/7/22 Job No.: 22075 5.29 5 0.521 1.5 0.006 0.014 Member M1 Analysis: 362S162-33 (33ksi) Braced (Allowables Per SSMA) 0.551 3.55 w2 R1 R2 L1 x1 L2 x2 P R1 R2 L1 x L2 x1 Where occurs + w R1 R2L1 w2 R1 R2 L1 x1 L2 x2 P R1 R2 L1 x L2 x1 Where occurs + 08/05/2022 Calculation:Soffit Drop with Brace Member Analysis Cont.: (If Strongback Occurs) Try: Comp. Flange: Ixe:in4 Flexural unity: 0.18 OK Allowable Lu : ft. Max Mu: 0.9 k-in Shear Unity: 0.15 OK Mallow (SSMA): k-in. (Braced) Max Vu: 0.076 k Axial Unity: 0.00 OK Mallow (CFS): k-in. (Unbraced) Max Pu: 0 k Flexural+Axial Unity: 0.18 OK Vallow: k Flexural+Shear Unity: 0.23 OK Pallow (Per CFS): k Deflection: in -> L / 3569 OK Axial Load, Pu:lb Try:Unbraced Lengths: Member Properties:Member Dimesions Lx:1.25 ft. Kx:1.0 Fy: 33 ksi ß: Member depth: in. Ly:1.25 ft. Ky:1.0 Fu: 45 ksi xo:in Member flange: in. Lt:1.25 ft. Kt:1.0 E:29500 ksi ro:in Stiffiner Lip length: in.KxLx / rx:10.34 G:11300 ksi J: in4 Member mil: 33 KyLy / ry:24.35 m:0.3 ksi Cw:in6 Design Mil: in. Punchouts?:Yes Ag: 0.262 in2 Corner Radii: in.hole spacing:24 in rx:1.45 in.hmid-line:in.hole depth:1.813 in ry:0.616 in.bmid-line:in.hole length:4.5 in rz:in.dmid-line:in.Min end length 12 in Axial Capacity:Kips OK E2) Yielding & Global Buckling:Pne/WC=4.608 kips Pne=8.294 kips lC:0.315 WC =1.8 Fn: 31.66 E2.1) Check Flexural Buckling E2.2) Check Torsional & Flexural-Torsional Buckling Fcre:ksi Fcre:ksi σt=ksi σex=ksi E3) Local Buckling Interacting with Yielding and Global BucklingPnl/WC=3.087 kips Pnl=5.556 kips Fn: 31.66 WC =1.8 E3.1) Effective Width Method Effective Areaweb:Partially Effective Eff. lengthweb :in. wweb:in.rweb:lweb:fweb:- ksi Fcrl web:- ksi kweb:- cpnch:in.rpnch:lpnch:fpnch:31.66 ksi Fcrl pnch:21.7 ksi khole:0.43 Effective Areaflange:Partially Effective Eff. lengthflg:in. wflg:in. w/t:Sflg:b1 flg:in.b2 flg:in. b flg:in.rflg:lflg:fflg:31.66 ksi Fcrl flg:55 ksi kflg:3.419 Ia stif:in.4 Is stif:in.4 n flg:0.333 D/w: 0.356 ds stif:in.d's stif:in.RI flg:0.952 Effective Areastiffiner:Fully Effective Eff. lengthstif:in. wstif:in.rstif:lstif:fstif:31.66 ksi Fcrl stif:91 ksi kstif:0.43 Total Stud Effective Area:in.2 E4) Distortional Buckling Pnd/WC=3.597 kips Pnd=6.475 kips WC =1.8 ld:1.002 Pcrd:8.615 kips Py:8.646 kips Fcrd:32.88 ksi Kffe:Kfwe:Kf:Kffg:Kfwg: L: 15 Lcrd:17.35 Lm:15 Af:Jf:Ixf: Iyf:Ixyf:Cwf:0 Xof:hxf:hyf /yof: tr_hole:in.Kffe:Kfwe:Kf:0 Kffg:Kfwg: L: 15 Lcrd:18.23 Lm:15 Af:Jf:Ixf: Iyf:Ixyf:Cwf:0 Xof:hxf:hyf /yof: 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: Soffit 2_3 Date: 6/7/22 Job No.: 22075 0.06489669 2.1199E-05 0.0009727 0.01782422 0.00222479 0.61004586 -0.98035414 -0.05619586 0.01970082 0.00245903 0.61004586 -0.98035414 -0.05619586 0.03130 0.11029127 0.04572232 0.00365441 0.00109017 - - - 0.07172926 2.8624E-05 0.00107611 0.389 0.389 1.000 0.591 0.1755 - - 1.316 0.938 0.756 0.00018 0.00017 0.370 0.389 1.316 1.403 40.55 39.07 0.627 0.689 3.403 - - 0.79525 0.67717545 1.20772044 3.087 491.022 331.986 350.81 2720.67 1.077 2.0480 0.500 0.000105 0.2970 0.0346 Pu n c h o u t s : 0.0764 3.5904 1.5904 0.483 222 362S162-33 (33ksi) 0.5920 3.625 -1.3080 1.625 5.29 5.18 0.521 0.52 0.013 Stud Member Brace Design: Strongback Analysis 362S162-33 (33ksi) Unbraced (Allowables Per SSMA) 0.551 3.55 08/05/2022 Calculation:Soffit Drop with Brace Member Analysis Cont.: Cont. Bottom Track at Bottom of Member M1 Span :4 ft.Allow. ΔLL : L/240 Stud: Track: w_TL-horz.:39 plf Indivdual Stud Properties: Indivdual Track Properties:Ixe % Ma_horz.:1 k-in.Ixe:in4 Ixe:in4 Track: 0.414 100% Va_ horz:0.077 k Mn_x/Ω:k-in.Mn_x/Ω:k-in. Stud: 0.000 0% Axial:0.00 k Vn/Ω:k Vn/Ω:k Tot. Pn/Ωo:-k Flex: 0.26 OK Flexural+Axial Unity: 0.26 OK Deflection Shear: 0.08 OK Flexural+Shear Unity: 0.27 OK Axial: 0.00 OK ΔHorz. :0.018 in -> L / 2635 OK Framing Connection Analysis: Screw & Light Gauge Steel Connection:Brace to Member M1 Connection Shear Load :222 lb 177 lbs Tension Load :0 lb 84 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 73.99 lb per fastener Tension Load : 0 lb per fastener VALLOW:177 lbs 0.418 OK TALLOW:84 lbs 0 OK Unity Check: 0.418 + 0 = 0.418 OK Screw & Light Gauge Steel Connection:Strongback to Member M1 Connection Shear Load :151.8 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 50.6 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.309 OK TALLOW:72 lbs 0 OK Unity Check: 0.309 + 0 = 0.309 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: Soffit 2_4 Date: 6/7/22 Job No.: 22075 Allowable Screw Capacities to CFS: Shear of #8 Screw in 33 mils (33ksi) = Tension of #8 Screw in 33 mils (33ksi) = Shear of #10 Screw in 33 mils (33ksi) = Tension of #10 Screw in 33 mils (33ksi) = 0.00 3.56 0.00 1.02 Member Check Allowable Screw Capacities to CFS: Track Member Design: ASD Loading:- 362T150-33 (33ksi)Load Distribution: 0.000 0.414 08/05/2022 Calculation:Soffit Drop with Brace Vert. Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:74.97 lb [ASD]Shear LoadSeismic:12 lb [ASD] TensionDL:151.8 lb [ASD]TensionSeismic:0.006 lb [ASD] TensionNon-Seismic:0.039 lb [ASD] Max TensionTotal:151.8 lb [ASD] Light Gauge Clip - Flat Plate Bending Member M1 Clip to Structure Loading: Clip Dimension & Properties: Pu:0.152 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.114 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.03 k-in. 3.78 NG LIGHT GAUGE CLIP NG USE PL WASHER Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.152 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.114 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.23 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :169 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 56.45 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.344 OK TALLOW:72 lbs 0 OK Unity Check: 0.344 + 0 = 0.344 OK Post-Installed Anchor to Concrete:Vert Clip Connection to Structure TensionDL:152 lb [ASD]ShearDL:0 lb [ASD] TensionSeismic:0 lb [LRFD]ShearSeismic:17 lb [LRFD] TensionNon-Seismic:0.039 lb [ASD]ShearNon-Seismic:74.97 lb [ASD] TensionTotal w/ Seismic:182.2 lb [LRFD w/ Ωo]ShearTotal w/ Seismic:34.46 lb [LRFD w/ Ωo] TensionTotal w/ Non-seismic:182.2 lb [LRFD]ShearTotal w/ Non-seismic:119.9 lb [LRFD] Try: Non-Seismic Load Type: Unity Vallow:1378 lb [LRFD] 0.09 OK Tallow:1492 lb [LRFD] 0.12 OK Total: 0.21 OK Min. Conc. f''c:3000 psi Seismic Load Type: Min. Spacing:4 in Wo :2.00 Unity Min. Slab Thickness:4 in Vallow:1378 lb [LRFD w/ Ωo] 0.03 OK Min. Edge Dist.:6 in Tallow:1119 lb [LRFD w/ Ωo] 0.16 OK ICC ESR Report:ICC ESR-4266 Total: 0.19 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: Soffit 2_5 Date: 6/7/22 Job No.: 22075 (1) 3/8" Dia. Hilti Kwik Bolt TZ2 (CS) w/ min 2-1/2" nom. Embed. & min. 2" effect. embed. Non-Seismic Connection Analysis Interior Pressure Connection Properties Seismic Connection Analysis SDC C->F Shear of #8 Screw in 33 mils (33ksi) = Tension of #8 Screw in 33 mils (33ksi) = 0.25 29000 0.5625 0.0234 0.8438 Allowable Screw Capacities to CFS: Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 43 29500 0.0336 0.0451 0.0015 0.0503 1.5 33 0.0000 3 1.67 0.0010 08/05/2022 Calculation:Soffit Drop with Brace Alternative Vert. Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:74.97 lb [ASD]Shear LoadSeismic:12 lb [ASD] TensionDL:151.8 lb [ASD]TensionSeismic:0.006 lb [ASD] TensionNon-Seismic:0.039 lb [ASD] Max TensionTotal:151.8 lb [ASD] Light Gauge Clip - Flat Plate Bending Member M1 Clip to Structure Loading: Clip Dimension & Properties: Pu:0.152 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.114 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.232 k-in. 0.49 OK Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.152 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.114 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.23 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :169 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 56.45 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.344 OK TALLOW:72 lbs 0 OK Unity Check: 0.344 + 0 = 0.344 OK PAF & Light Gauge Steel Connection:Vert Clip Connection to Steel Beam Shear Load :74.97 lb [ASD] Use: Tension Load :151.8 lb [ASD] Load Type: Thickness: mil Fy: 33 ksi Fu: 45 ksi mf :0.75 Design Thick: in. d: 0.118 dw: 0.268 d/t : 3.41 C : 3 Tallow:200 lbs Vallow:230 lbs ( 2 )Tallow (pullover):208.6 lbs Vallow (bearing):165.4 lbs Shear Load : 37.48 lb per fastener Vallow (bearing-deformation):139.9 lbs VALLOW:139.9 lbs 0.268 OK Min. Spacing = in. ( 1 )Min. Edge. Dist. = in. Tension Load : 151.8 lb per fastener Min. Substrate Thickness = in. TALLOW:200 lbs 0.759 OK Unity Check: 0.268 + 0.759 = 1.027 OK w/ in 5% 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 0.25 Tension of #8 Screw in 33 mils (33ksi) = 0.118" Dia. Hilti X-P G3 PAF into 1/4" thick steel w/ full penetration Non-Seismic 33 0.0346 Effective Shear Fasteners #: Effective Tension Fasteners #: 1 0.5 0.25 29000 0.5625 0.0234 0.8438 Allowable Screw Capacities to CFS: Shear of #8 Screw in 33 mils (33ksi) = 0.1017 0.0078 0.3879 Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 1.5 50 0.0003 3 1.67 0.0052 97 29500 0.2586 Pg. No: Soffit 2_6 Date: 6/7/22 Job No.: 22075 08/05/2022 Calculation:Soffit Drop with Brace Stud Analysis R1:78.52 lb R2:143.5 lb 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: Soffit 2_7 Date: 6/7/22 Job No.: 22075 Worse Case Stud 08/05/2022 Calculation:Box Soffit with Brace at Entry *Storefront Soffit at Entry (7/S-300) Soffit Self-Weight :11 psf Length 'L1' :3.29 ft Ceiling DL :0 psf Length 'L2' :10 ft Add. DL :0 plf Brace Angle :45 degrees from horz. Int. Pressure :0 psf Deflection Limit: L/240 WL (+) :13.3 psf (ASD) Stud / Joist Spacing :16 in o.c. WL (-) :14.4 psf (ASD) "R1" Conn. / Brace Spacing :48 in o.c. EL,soffit : 1.001 psf (ASD) Seismic Load:0.13 *W [LRFD] = 0.09 *W [ASD] EL,ceiling : 0 psf (ASD) Note: This soffit diagram is conservately simplified 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Job No.: 22075 Hanging Soffit w/ Brace Design Soffit Loading: Soffit Framing Parameters: Pg. No: Soffit 3_1 Date: 6/9/22 (E) Structure M1 L1 w1 (+) --> Acting toward soffit (-) --> Acting away from soffit L2 R1_x R2_x R2_y R1_y w4 M2 w3 R2_x R2_y w2 M1 R1_y R1_x R3_y R3_x Strongback (If Req'd) Strongback (If Req'd) 08/05/2022 Calculation:Box Soffit with Brace at Entry Member Loading: Member M1 Induced Loading (Worst Case - Non-Seismic)Deflection: L1:3.29 ft.Mmax:0.3 k-in.E:29500 ksi w :19.2 plf Vmax:0.095 k Ix:0.551 in.4 w4:0 kips R1,x:R1:0.095 k ΔMAX (@ Center):0.00 in. SW: 0.14 kips R2,x:R2:0.032 k L/ 12679 R2,y:0 kips at R1 R1,y:Axial Load:0.334 k Member M1 Induced Loading (Worst Case - Seismic)Deflection: L1:3.29 ft.Mmax:0.0 k-in.E:29500 ksi w :1.335 plf Vmax:0.007 k Ix:0.551 in.4 w4:0 kips R1,x:R1:0.007 k ΔMAX (@ Center):0.00 in. SW: 0.14 kips R2,x:R2:0.002 k L/ 2E+05 R2,y:0 kips at R1 R1,y:Axial Load:0.158 k Member M2 Induced Loading Deflection: L1:10 ft.Mmax:0.0 k-in.E:29500 ksi w :0 plf Vmax:0 k Ix:0.551 in.4 R2,y: R1 =R2:0 k ΔMAX (@ Center):0.00 in. Axial Load: 0.063 k L/ ##### Strongback Induced Loading (If Strongback Occurs)Deflection: L1:4 ft.Mmax:0.9 k-in.E:29500 ksi w :36.19 plf Vmax:0.145 k Ix:0.551 in.4 R1 =R2:0.072 k ΔMAX (@ Center):0.01 in. Axial Load:0 k L/ 3743 Brace Induced Loading Brace Angle : 45 degrees Non-Seismic Horz. Comp. : 189.5 lb Seismic Horz. Comp. : 13.17 lb Non-Seismic Vert. Comp. : 189.5 lb Seismic Vert. Comp. : 13.17 lb Non-Seismic Axial Load : 268 lb Seismic Axial Load : 18.63 lb Member Analysis: (Worst Case) Try:Comp. Flange: Ixe:in4 Flexural unity: 0.06 OK Allowable Lu : ft. Max Mu: 0.31 k-in Shear Unity: 0.18 OK Mallow (SSMA): k-in. (Braced) Max Vu: 0.09 k Axial Unity: 0.64 OK Mallow (CFS): k-in. (Unbraced) Max Pu: 0.33 k Flexural+Axial Unity: 0.70 OK Vallow: k Flexural+Shear Unity: 0.19 OK Pallow (Per CFS): k Deflection: in -> L / 12679 OK (Worst Case) Try:Comp. Flange: Ixe:in4 Flexural unity: 0.00 OK Allowable Lu : ft. Max Mu: 0.00 k-in Shear Unity: 0.00 OK Mallow (SSMA): k-in. (Braced) Max Vu: 0.00 k Axial Unity: 0.12 OK Mallow (CFS): k-in. (Unbraced) Max Pu: 0.06 k Flexural+Axial Unity: 0.12 OK Vallow: k Flexural+Shear Unity: 0.00 OK Pallow (Per CFS): k Deflection: in -> L / ########## 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Unbraced (Allowables Per SSMA) 0.551 0.551 3.55 5.29 5.18 0.521 0.52 3.55 5.29 5.18 0.521 0.52 0.000 Member M1 Analysis: 362S162-33 (33ksi) Braced (Allowables Per SSMA) 0.003 Member M2 Analysis: 362S162-33 (33ksi) Pg. No: Soffit 3_2 Date: 6/9/22 Job No.: 22075 w R1 R2L1 w R1 R2L1 w R1 R2L1 w R1 R2L1 08/05/2022 Calculation:Box Soffit with Brace at Entry Member Analysis Cont.: (If Strongback Occurs) Try:Comp. Flange: Ixe:in4 Flexural unity: 0.17 OK Allowable Lu : ft. Max Mu: 0.87 k-in Shear Unity: 0.28 OK Mallow (SSMA): k-in. (Braced) Max Vu: 0.14 k Axial Unity: 0.00 OK Mallow (CFS): k-in. (Unbraced) Max Pu: 0.00 k Flexural+Axial Unity: 0.17 OK Vallow: k Flexural+Shear Unity: 0.32 OK Pallow (Per CFS): k Deflection: in -> L / 3743 OK Axial Load, Pu:lb Try:Unbraced Lengths: Member Properties:Member Dimesions Lx:3.95 ft. Kx:1.0 Fy: 33 ksi ß: Member depth: in. Ly:3.95 ft. Ky:1.0 Fu: 45 ksi xo:in Member flange: in. Lt:3.95 ft. Kt:1.0 E:29500 ksi ro:in Stiffiner Lip length: in.KxLx / rx:32.65 G:11300 ksi J: in4 Member mil: 33 KyLy / ry:76.86 m:0.3 ksi Cw:in6 Design Mil: in. Punchouts?:Yes Ag: 0.262 in2 Corner Radii: in.hole spacing:24 in rx:1.45 in.hmid-line:in.hole depth:1.813 in ry:0.616 in.bmid-line:in.hole length:4.5 in rz:in.dmid-line:in.Min end length 12 in Axial Capacity:Kips OK E2) Yielding & Global Buckling:Pne/WC=3.207 kips Pne=5.772 kips lC:0.983 WC =1.8 Fn: 22.03 E2.1) Check Flexural Buckling E2.2) Check Torsional & Flexural-Torsional Buckling Fcre:ksi Fcre:ksi σt=ksi σex=ksi E3) Local Buckling Interacting with Yielding and Global Buckling Pnl/WC=2.288 kips Pnl=4.119 kips Fn: 22.03 WC =1.8 E3.1) Effective Width Method Effective Areaweb:Partially Effective Eff. lengthweb :in. wweb:in.rweb:lweb:fweb:- ksi Fcrl web:- ksi kweb:- cpnch:in.rpnch:lpnch:fpnch:22.03 ksi Fcrl pnch:21.7 ksi khole:0.43 Effective Areaflange:Fully Effective Eff. lengthflg:in. wflg:in. w/t:Sflg:b1 flg:in.b2 flg:in. b flg:in.rflg:lflg:fflg:22.03 ksi Fcrl flg:56 ksi kflg:3.468 Ia stif:in.4 Is stif:in.4 n flg:0.366 D/w: 0.356 ds stif:in.d's stif:in.RI flg:1 Effective Areastiffiner:Fully Effective Eff. lengthstif:in. wstif:in.rstif:lstif:fstif:22.03 ksi Fcrl stif:91 ksi kstif:0.43 Total Stud Effective Area:in.2 E4) Distortional Buckling Pnd/WC=3.498 kips Pnd=6.296 kips WC =1.8 ld:1.037 Pcrd:8.04 kips Py:8.646 kips Fcrd:30.69 ksi Kffe:Kfwe:Kf:Kffg:Kfwg: L: 17.35 Lcrd:17.35 Lm:47.35 Af:Jf:Ixf: Iyf:Ixyf:Cwf:0 Xof:hxf:hyf /yof: tr_hole:in.Kffe:Kfwe:Kf:0 Kffg:Kfwg: L: 18.23 Lcrd:18.23 Lm:47.35 Af:Jf:Ixf: Iyf:Ixyf:Cwf:0 Xof:hxf:hyf /yof: 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Strongback Analysis: 362S162-33 (33ksi) Unbraced (Allowables Per SSMA) 0.551 3.55 268 362S162-33 (33ksi) 0.5920 3.625 -1.3080 1.625 5.29 5.18 0.521 0.52 0.013 Stud Member Brace Design: 2.0480 0.500 0.000105 0.2970 0.0346 Pu n c h o u t s : 0.0764 3.5904 1.5904 0.483 0.702 0.702 3.403 - - 0.79525 0.775796045 1.0075415 2.288 49.281 34.184 36.18 273.06 1.234 1.403 1.000 0.626 0.00009 0.00017 0.389 0.389 1.403 1.403 40.55 46.84 - - - 0.07172926 2.86238E-05 0.00107611 0.389 0.389 1.000 0.493 0.1869 - - 0.017824222 0.002224792 0.610045864 -0.98035414 -0.05619586 0.019700824 0.002459026 0.610045864 -0.98035414 -0.05619586 0.03130 0.05283504 0.045722318 0.002473723 0.000737949 Pg. No: Soffit 3_3 Date: 6/9/22 Job No.: 22075 0.06489669 2.11985E-05 0.000972704 08/05/2022 Calculation:Box Soffit with Brace at Entry Framing Connection Analysis: Screw & Light Gauge Steel Connection:Member M1 to Member M2 Lapped Connection Shear Load :32 lb 177 lbs Tension Load :0 lb 84 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 10.53 lb per fastener Tension Load : 0 lb per fastener VALLOW:177 lbs 0.059 OK TALLOW:84 lbs 0 OK Unity Check: 0.059 + 0 = 0.059 OK Screw & Light Gauge Steel Connection:Strongback to Member M1 Connection Shear Load :144.8 lb 177 lbs Tension Load :0 lb 84 lbs Effective Shear Fasteners #:( 4 )Effective Tension Fasteners #:( 1 ) Shear Load : 36.19 lb per fastener Tension Load : 0 lb per fastener VALLOW:177 lbs 0.204 OK TALLOW:84 lbs 0 OK Unity Check: 0.204 + 0 = 0.204 OK Screw & Light Gauge Steel Connection:Brace to Member M1 Connection Shear Load :268 lb 177 lbs Tension Load :0 lb 84 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 89.33 lb per fastener Tension Load : 0 lb per fastener VALLOW:177 lbs 0.505 OK TALLOW:84 lbs 0 OK Unity Check: 0.505 + 0 = 0.505 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Allowable Screw Capacities to CFS: Shear of #10 Screw in 33 mils (33ksi) = Tension of #10 Screw in 33 mils (33ksi) = Allowable Screw Capacities to CFS: Shear of #10 Screw in 33 mils (33ksi) = Tension of #10 Screw in 33 mils (33ksi) = Pg. No: Soffit 3_4 Date: 6/9/22 Job No.: 22075 Allowable Screw Capacities to CFS: Shear of #10 Screw in 33 mils (33ksi) = Tension of #10 Screw in 33 mils (33ksi) = 08/05/2022 Calculation:Box Soffit with Brace at Entry Vert. Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:94.75 lb [ASD]Shear LoadSeismic:6.587 lb [ASD] TensionDL:144.8 lb [ASD]TensionSeismic:13.17 lb [ASD] TensionNon-Seismic:189.5 lb [ASD] Max TensionTotal:334.3 lb [ASD] Light Gauge Clip - Flat Plate Bending Member M1 Clip to Structure Loading: Clip Dimension & Properties: Pu:0.334 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.251 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.03 k-in. 8.32 NG LIGHT GAUGE CLIP NG USE PL WASHER Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.334 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.251 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.50 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :347 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 115.8 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.706 OK TALLOW:72 lbs 0 OK Unity Check: 0.706 + 0 = 0.706 OK Post-Installed Anchor to Concrete:Vert Clip Connection to Concrete Filled Metal Deck TensionDL:145 lb [ASD]ShearDL:0 lb [ASD] TensionSeismic:19 lb [LRFD]ShearSeismic:9 lb [LRFD] TensionNon-Seismic:189.5 lb [ASD]ShearNon-Seismic:94.75 lb [ASD] TensionTotal w/ Seismic:211.3 lb [LRFD w/ Ωo]ShearTotal w/ Seismic:18.82 lb [LRFD w/ Ωo] TensionTotal w/ Non-seismic:476.9 lb [LRFD]ShearTotal w/ Non-seismic:151.6 lb [LRFD] Try: Non-Seismic Load Type: Unity Vallow:1378 lb [LRFD] 0.11 OK Tallow:1492 lb [LRFD] 0.32 OK Total: 0.43 OK Min. Conc. f''c:3000 psi Seismic Load Type: Min. Spacing:4 in Wo :2.00 Unity Min. Slab Thickness:4 in Vallow:1378 lb [LRFD w/ Ωo] 0.01 OK Min. Edge Dist.:6 in Tallow:1119 lb [LRFD w/ Ωo] 0.19 OK ICC ESR Report:ICC ESR-4266 Total: 0.20 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 43 29500 0.0336 0.0451 0.0015 0.0503 1.5 33 0.0000 3 1.67 0.0010 0.25 29000 0.5625 0.0234 0.8438 Allowable Screw Capacities to CFS: Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 (1) 3/8" Dia. Hilti Kwik Bolt TZ2 (CS) w/ min 2-1/2" nom. Embed. & min. 2" effect. embed. Non-Seismic Connection Analysis Interior Pressure Connection Properties Seismic Connection Analysis SDC C->F Shear of #8 Screw in 33 mils (33ksi) = Tension of #8 Screw in 33 mils (33ksi) = Pg. No: Soffit 3_5 Date: 6/9/22 Job No.: 22075 08/05/2022 Calculation:Box Soffit with Brace at Entry Brace Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:189.5 lb [ASD]Shear LoadSeismic:13.17 lb [ASD] TensionDL:0 lb [ASD]TensionSeismic:13.17 lb [ASD] TensionNon-Seismic:189.5 lb [ASD] Max TensionTotal:189.5 lb [ASD] Light Gauge Clip - Flat Plate Bending Brace Clip to Structure Loading: Clip Dimension & Properties: Pu:0.19 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.142 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.03 k-in. 4.71 NG LIGHT GAUGE CLIP NG USE PL WASHER Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.19 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.142 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.28 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :268 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 89.33 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.545 OK TALLOW:72 lbs 0 OK Unity Check: 0.545 + 0 = 0.545 OK Post-Installed Anchor to Concrete:Brace Clip Connection to Structure TensionDL:0 lb [ASD]ShearDL:0 lb [ASD] TensionSeismic:19 lb [LRFD]ShearSeismic:19 lb [LRFD] TensionNon-Seismic:189.5 lb [ASD]ShearNon-Seismic:189.5 lb [ASD] TensionTotal w/ Seismic:37.64 lb [LRFD w/ Ωo]ShearTotal w/ Seismic:37.64 lb [LRFD w/ Ωo] TensionTotal w/ Non-seismic:303.2 lb [LRFD]ShearTotal w/ Non-seismic:303.2 lb [LRFD] Try: Non-Seismic Load Type: Unity Vallow:1378 lb [LRFD] 0.22 OK Tallow:1492 lb [LRFD] 0.20 OK Total: 0.42 OK Min. Conc. f''c:3000 psi Seismic Load Type: Min. Spacing:4 in Wo :2.00 Unity Min. Slab Thickness:4 in Vallow:1378 lb [LRFD w/ Ωo] 0.03 OK Min. Edge Dist.:6 in Tallow:1119 lb [LRFD w/ Ωo] 0.03 OK ICC ESR Report:ICC ESR-4266 Total: 0.06 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 1.5 33 0.0000 3 1.67 0.0010 Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 43 29500 0.0336 0.0451 0.0015 0.0503 Shear of #8 Screw in 33 mils (33ksi) = Tension of #8 Screw in 33 mils (33ksi) = 0.25 29000 0.5625 0.0234 0.8438 Allowable Screw Capacities to CFS: Pg. No: Soffit 3_6 Date: 6/9/22 Job No.: 22075 (1) 3/8" Dia. Hilti Kwik Bolt TZ2 (CS) w/ min 2-1/2" nom. Embed. & min. 2" effect. embed. Non-Seismic Connection Analysis Interior Pressure Connection Properties Seismic Connection Analysis SDC C->F 08/05/2022 Calculation:Box Soffit with Brace at Entry Alternative Vert. Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:94.75 lb [ASD]Shear LoadSeismic:6.587 lb [ASD] TensionDL:144.8 lb [ASD]TensionSeismic:13.17 lb [ASD] TensionNon-Seismic:189.5 lb [ASD] Max TensionTotal:334.3 lb [ASD] Light Gauge Clip - Flat Plate Bending Member M1 Clip to Structure Loading: Clip Dimension & Properties: Pu:0.334 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.251 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.271 k-in. 0.93 OK Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.334 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.251 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.50 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :347 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 115.8 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.706 OK TALLOW:72 lbs 0 OK Unity Check: 0.706 + 0 = 0.706 OK PAF & Light Gauge Steel Connection:Vert Clip Connection to Steel Beam Shear Load :94.75 lb [ASD] Use: Tension Load :334.3 lb [ASD] Load Type: Thickness: mil Fy: 50 ksi Fu: 65 ksi mf :0.75 Design Thick: in. d: 0.118 dw: 0.268 d/t : 1.16 C : 3 Tallow:200 lbs Vallow:230 lbs ( 2 )Tallow (pullover):885.8 lbs Vallow (bearing):702 lbs Shear Load : 47.38 lb per fastener Vallow (bearing-deformation):703.4 lbs VALLOW:230 lbs 0.206 OK Min. Spacing = in. ( 2 )Min. Edge. Dist. = in. Tension Load : 167.1 lb per fastener Min. Substrate Thickness = in. TALLOW:200 lbs 0.836 OK Unity Check: 0.206 + 0.836 = 1.042 OK w/ in 5% 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York 1.5 50 0.0003 3.5 1.67 0.0060 97 29500 0.3017 0.1017 0.0091 0.4525 0.0234 0.8438 Allowable Screw Capacities to CFS: Shear of Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 0.25 29000 0.5625 #8 Screw in 33 mils (33ksi) = Tension of #8 Screw in 33 mils (33ksi) = 0.118" Dia. Hilti X-P G3 PAF into 1/4" thick steel w/ full penetration Non-Seismic 97 0.1017 Effective Shear Fasteners #: Effective Tension Fasteners #: 1 0.5 0.25 Pg. No: Soffit 3_7 Date: 6/9/22 Job No.: 22075 08/05/2022 Calculation:Box Soffit with Brace at Entry Alternative Brace Connection to Structure Above: Induced Loading Shear LoadNon-Seismic:189.5 lb [ASD]Shear LoadSeismic:13.17 lb [ASD] TensionDL:0 lb [ASD]TensionSeismic:13.17 lb [ASD] TensionNon-Seismic:189.5 lb [ASD] Max TensionTotal:189.5 lb [ASD] Light Gauge Clip - Flat Plate Bending Brace Clip to Structure Loading: Clip Dimension & Properties: Pu:0.19 k Clip Leg to Struct.: in.Fy:ksi.Ix-x:in4 Ecc. : 0.75 in. Clip Length 'b': in.ΩB: Sx:in3 Mreq.:0.142 k-in. Clip Thick: mil E: ksi.Mx_yeild:k-in. Capacity Check: Design Thick: in.Zp:in3 Mn:k-in. Mn/ΩB:0.155 k-in. 0.92 OK Steel Plate Washer at Post-Installed Anchor (If applicable) Loading: Plate Dimension & Properties:Fy:ksi.Ix-x:in4 Pu:0.19 k Pl Width 'b': in.ΩB : Sx:in3 Ecc. : 0.75 in. Plate Thickness in. E: ksi.Mx_yeild:k-in. Mreq.:0.142 k-in.Zp:in3 Mn:k-in. Capacity Check: Mn/ΩB:0.505 k-in. 0.28 OK Screw & Light Gauge Steel Connection:Member M1 to Clip Connection Shear Load :268 lb 164 lbs Tension Load :0 lb 72 lbs Effective Shear Fasteners #:( 3 )Effective Tension Fasteners #:( 1 ) Shear Load : 89.33 lb per fastener Tension Load : 0 lb per fastener VALLOW:164 lbs 0.545 OK TALLOW:72 lbs 0 OK Unity Check: 0.545 + 0 = 0.545 OK PAF & Light Gauge Steel Connection:Brace Clip Connection to Steel Beam Shear Load :189.5 lb [ASD] Use: Tension Load :189.5 lb [ASD] Load Type: Thickness: mil Fy: 50 ksi Fu: 65 ksi mf :0.75 Design Thick: in. d: 0.118 dw: 0.268 d/t : 1.16 C : 3 Tallow:200 lbs Vallow:230 lbs ( 2 )Tallow (pullover):885.8 lbs Vallow (bearing):702 lbs Shear Load : 94.75 lb per fastener Vallow (bearing-deformation):703.4 lbs VALLOW:230 lbs 0.412 OK Min. Spacing = in. ( 2 )Min. Edge. Dist. = in. Tension Load : 94.75 lb per fastener Min. Substrate Thickness = in. TALLOW:200 lbs 0.474 OK Unity Check: 0.412 + 0.474 = 0.886 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: Soffit 3_8 Date: 6/9/22 Job No.: 22075 1.5 50 0.0002 2 1.67 0.0034 97 29500 0.1724 0.1017 0.0052 0.2586 Steel Plate - Flat Plate Bending 36 0.0020 1.5 1.67 0.0156 0.25 29000 0.5625 0.0234 0.8438 Allowable Screw Capacities to CFS: 0.1017 Effective Shear Fasteners #: Effective Tension Fasteners #: 1 0.5 0.25 Shear of #8 Screw in 33 mils (33ksi) = Tension of #8 Screw in 33 mils (33ksi) = 0.118" Dia. Hilti X-P G3 PAF into 1/4" thick steel w/ full penetration Non-Seismic 97 08/05/2022 Calculation:FH_3.625 Wall (Detail 5/S-303) Load Type: Zone:4 Point Load =0 k Out of Plane Pressure "w 1":13.3 psf ->17.73 plf Loc. from base =0 ft Parapet Out of Plane Pressure"w 2":0 psf ->0 plf Roof Load on Stud Wall:0 plf Stud wall assembly weight:11 psf Seismic Fp =0.26 *W (ASD) Main Span:Stud span (main span) "l 1":1.25 ft. Unbraced Lengths: Mmax:k-in.Stud span (cantilever) "l 2":0 ft. Lx: 1.25 ft. Kx:1.0 Paxial:kips Allowable Deflection: L/240 Ly:4.00 ft. Ky:1.0 Vmax: kips Lt: 4.00 ft. Kt:1.0 Try:@ 16 in. O.C. Spacing Member Properties:Member Dimesions Punchouts?:Yes Fy: 33 ksi ß: Member depth: in. hole spacing:24 in Fu:45 ksi xo:in Member flange:in.hole depth:1.813 in E:29500 ksi ro:in Stiffiner Lip length: in. hole length:4.5 in G:11300 ksi J:in4 Member mil:Min end length 12 in m:0.3 ksi Cw:in6 Design Mil: in. Ag: 0.262 in2 Ixe:in4 Corner Radii: in.KxLx / rx:10.34 rx:1.45 in.hmid-line:in.KyLy / ry:77.92 ry:0.616 in.bmid-line:in. rz:in.dmid-line:in. Bending Capacity:k-in. 3.55 ft. max User Input Mallow:k-in. (Per CFS) Mal:k-in. (Per SSMA) Mad:k-in. (Per SSMA) Axial Capacity:Kips E2) Yielding & Global Buckling:Pne/WC=3.239 kips Pne=5.83 kips lC:0.97 WC = 1.8 Fn: 22.25 E2.1) Check Flexural Buckling E2.2) Check Torsional & Flexural-Torsional Buckling Fcre:ksi Fcre:ksi σt=ksi σex=ksi E3) Local Buckling Interacting with Yielding and Global Buckling Pnl/WC=2.309 kips Pnl=4.156 kips Fn: 22.25 WC = 1.8 E3.1) Effective Width Method Effective Areaweb:Partially Effective Eff. lengthweb :in. wweb:in.rweb: lweb: fweb:- ksi Fcrl web:- ksi kweb:- cpnch:in.rpnch: lpnch: fpnch:22.25 ksi Fcrl pnch:21.7 ksi khole:0.43 Effective Areaflange:Fully Effective Eff. lengthflg:in. wflg:in. w/t:Sflg: b1 flg:in.b2 flg:in. b flg:in.rflg: lflg: fflg:22.25 ksi Fcrl flg:56.2 ksi kflg:3.468 Ia stif:in.4 Is stif:in.4 n flg:0.364 D/w: 0.356 ds stif:in.d's stif:in.RI flg:1 Effective Areastiffener:Fully Effective Eff. lengthstif:in. wstif:in.rstif: lstif: fstif:22.25 ksi Fcrl stif:90.7 ksi kstif:0.43 Total Stud Effective Area:in.2 E4) Distortional Buckling Pnd/WC=3.498 kips Pnd=6.296 kips WC = 1.8 ld:1.037 Pcrd:8.04 kips Py:8.646 kips Fcrd:30.69 ksi Kffe: Kfwe: Kf: Kffg: Kfwg: L: 17.35 Lcrd:17.35 Lm:48 Af: Jf: Ixf: Iyf: Ixyf: Cwf:0 Xof: hxf:hyf /yof: tr_hole:in.Kffe: Kfwe: Kf:0 Kffg: Kfwg: L: 18.23 Lcrd:18.23 Lm:48 Af: Jf: Ixf: Iyf: Ixyf: Cwf:0 Xof: hxf:hyf /yof: Shear Capacity:Kips Vag:kips Vanet:kips Member Capacity Check:Member Deflection Check: Flexural unity:0.008 OK Flexural+Axial Unity: 0.016 OK OK Main Span Deflec. : in. L/ Axial Unity: 0.008 OK Flexural+Shear Unity: 0.023 OK OK Cant. Deflec. : in. 2L/ Shear Unity: 0.021 OK Deflection Reduction Factor: 0.7 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York *Ref. 2015 IBC Table 1604.3, Note f Pg. No: FH-3.625_1 Date: 6/9/22 Job No.: 22075 0.521 1.024 0.521 0.000 357564 0.000 0.06489669 2.11985E-05 0.000972704 0.017824222 0.002224792 0.610045864 -0.98035414 -0.05619586 0.019700824 0.002459026 0.610045864 -0.98035414 -0.05619586 0.03130 0.05283504 0.045722318 0.002473723 0.000737949 - - - 0.07172926 2.86238E-05 0.00107611 0.389 0.389 1.000 0.495 0.1868 - - 1.403 1.000 0.629 0.00009 0.00017 0.389 0.389 1.403 1.403 40.55 46.61 0.702 0.702 1.229 3.403 - - 0.79525 0.773019378 1.012560757 5.18 5.29 5.43 2.309 47.951 35.047 35.23 2720.67 0.551 0.0764 3.5904 1.5904 0.483 5.180 Allowable Moment braced at: 2.0480 0.500 0.000105 33 0.2970 0.0346 0.042 (at base)0.018 0.011 362S162-33 (33ksi) Pu n c h o u t s : 0.5920 3.625 -1.3080 1.625 Wind 11.08 lbs 11.08 lbs l1 l2w2 w1 08/05/2022 Calculation:FH_3.625 Wall Connection to Structure Below: *Bottom Track Connection to Wall Stud (AISI S211-07 Reaffirmed 2012) Max Reaction at Stud:11.08 lb Track Condition: Try: Stud Size: Design Thickness: in. Fy: ksi Stud Properties: Fu: ksi Fy: 33 ksi Stud Bearing Length 'N': in. Stud Web (Flat Portion) 'h': Stud Dimesions Pnst: lbs Member depth: in. W :Design Mil: in. Pallow: lbs Corner Radii: in. Unity:OK PAF & Light Gauge Steel Connection:Bottom Track Connection to Structure Load at Stud:11.08 lb Stud Spacing:16 in o.c. Conn. Spacing:12 in o.c. Shear Load : 8.3 lb [ASD] Use: Tension Load : 0.0 lb [ASD] Load Type: Thickness: mil Fy: 33 ksi Fu: 45 ksi mf :0.75 Design Thick: in. d: 0.118 dw: 0.268 d/t : 3.41 C : 3 Tallow:170 lbs Vallow:245 lbs ( 1 )Tallow (pullover):208.6 lbs Vallow (bearing):165.4 lbs Shear Load : 8.313 lb per fastener Vallow (bearing-deformation):139.9 lbs VALLOW:139.9 lbs 0.059 OK Min. Spacing = in. ( 1 )Min. Edge. Dist. = in. Tension Load : 0 lb per fastener Min. Substrate Thickness = in. TALLOW:170 lbs 0 OK Unity Check: 0.059 + 0 = 0.059 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: FH-3.625_2 Date: 6/9/22 Job No.: 22075 Effective Tension Fasteners #: 1 0.5 0.1875 Non-Seismic 33 0.0346 Effective Shear Fasteners #: 0.04 0.118" Dia. Hilti X-P G3 PAF into 3/16" thick steel w/ full penetration 1.7 0.0346 273 0.0764 3.403 464 3.625 33 45 1.25 Track to Stud Connection: Typical Condition 362T125-33 (33ksi)362S162-33 (33ksi) 0.0346 08/05/2022 Calculation:FH_3.625 Wall Connection to Structure Above: (AISI S211-07 Reaffirmed 2012) Load into Track: lbs Stud spacing: in o.c. Deflection Gap"e" : in. Thickness: mil Fy: ksi Design Thickness: in. Effect. Track Length: in. Pn: lbs Ω : Pallow : lbs Unity:OK Load at Stud:11.08 lb Stud Spacing:16 in o.c. Conn. Spacing:16 in o.c. Load at Conn.: 11.08 lb Eccentricty:0.75 in Moment: 8.313 lb-in Force Couple:0.5 in Tension Load: 16.63 lb Shear Load :11.08 lb [ASD] Use: Tension Load :17 lb [ASD] Load Type: Thickness: mil Fy: 33 ksi Fu: 45 ksi mf :0.75 Design Thick: in. d: 0.118 dw: 0.268 d/t : 3.41 C : 3 Tallow:170 lbs Vallow:245 lbs ( 1 )Tallow (pullover):208.6 lbs Vallow (bearing):165.4 lbs Shear Load : 11.08 lb per fastener Vallow (bearing-deformation):139.9 lbs VALLOW:139.9 lbs 0.079 OK Min. Spacing = in. ( 1 )Min. Edge. Dist. = in. Tension Load : 16.63 lb per fastener Min. Substrate Thickness = in. TALLOW:170 lbs 0.098 OK Unity Check: 0.079 + 0.098 = 0.177 OK 202 West 40th St., 14th Floor, New York, NY 10018 | (425) 614-0949 Project: Gucci Aspen Address: 204 S. Galena Street, Space A-C Aspen,CO 81611 Client: CallisonRTKL New York Pg. No: FH-3.625_3 Date: 6/9/22 Job No.: 22075 0.0346 Effective Shear Fasteners #: Effective Tension Fasteners #: 1 0.5 0.1875 Deflection Track Connection Design Connection to Steel Structure, Perp. or Aligned with Concrete Metal Deck Low Flute, or Concrete Slab w/ PAF's Connection Diagrams OR 0.118" Dia. Hilti X-P G3 PAF into 3/16" thick steel w/ full penetration Non-Seismic 33 0.0346 16.00 211 2.8 75.3 0.15 Deflection Track Design: 11.08333333 16 0.75 33 33 "e" "e" Tens.Comp. "d" "e" Tens.Comp. "d" 08/05/2022