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REVIEWED BLD2024-0183+Calculations+2.1.2024_10.13.23_AM+4033779ENGINEERING EXPRESSO _ REVIEWED RECEIVED BLD2024-0183 BY CITY OFEDMONDS BUILDING DEPARTMENT: Feb 12 2024 CITY OF EDMONDS Calculation Booklet DEVELOPMENT SERVICES DEPARTMENT Engineering Express Project 24-71920, Anthony Collins Scope of Work: Structural Design & Installation Of 1 Residential, Freestanding Pergola. Includes Calculation Of Loading, Members, Connections, Foundations, And Connection To Existing Host Structures As Required. Project Information 24-71920 Project Address: Anthony Collins 17802 Talbot Road Edmonds, WA 98026 Design of: At Grade, Residential, Freestanding Pergola With Mechanically Operated Louvered Roof Prepared For: StruXure Outdoor of Washington 9116 E Sprague Ave #547 Spokane, WA 99206 206-934-9091 General Notes: This calculation package is to be submitted for permit alongside a set of certified drawings and details which bears the same project name, number, address, and certifying Professional Engineer as shown in the certification below. Any project notes, details, or design information in that drawing set shall also apply to this report (in the case of any uncertainty, the more stringent information shall apply). This structure shall be built in conformance with any building codes referenced on that drawing set, as well as any local building codes required for the project address. This document shall not be used or reproduced without the original signature & raised seal of the certifying P.E. Alterations, additions or other markings to this document are not permitted and invalidate our certification. Photocopies and unsealed documents are not to be accepted. Except as expressly provided herein, no additional cetifications or affirmations are intended. For Additional Information, Scan the QR Code here: Engineer's Seal Below Valid For Pages Digitally signed by 1 Through 43 Ramez Sayed PE p�,FZ W S4 6Q Reason: Printed copies AS,,, w �c of this document are not c considered signed and �� r sealed; the signature WA �oF rsil, eSS'"NALt°,�. must be verified on any electronic copies. Date: 2024.02.01 11:05:14-05'00' 02/01 /2024 Ramez Sayed, PE PE# 22028210 CA# 4018 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 ENGINEERINGEXPRESS. COM Page 1 of 43 ENGINEERING EXPRESSO Work Prepared For: Project: Design Overview Of: Structure Layout Total Width Total Length Mean Roof Height Structure Support Roof Style Roof Slope # of Posts in X-Direction # of Posts in Y-Direction StruXure Outdoor of Washington 24-71920 -Anthony Collins Project Overview 24.00 ft 19.00 ft 11.17ft Freestanding Louvers 0.0 / 12 2 2 Design Criteria (Detailed Calculations On Following Pages) Loading Inputs ASD Design Load Combinations Dead Load 5.0 psf Per ASCE 7-16, Ch 2.4 Design Live Load 14.9 psf Risk Category Ultimate Wind Speed Exposure Category HVHZ Wind Flow Ground Snow Load Unredicible Snow Load? Design Snow Load Nominal Ice Thickness Seismic Site Class Response Acceleration, Ss Response Acceleration, S, Seismic Site Category TL Total Effective Seismic Design Force, Fp 11 110 mph C NON-HVHZ Clear 30.0 psf FALSE 25.2 psf 1.00 in D (DEFAULT) 1.3 s 0.5 s D 6s 952.1 Ibs Components & Cladding Gravity 30.2 psf D + S Uplift -17.5 psf 0.6 D + 0.6 W Lateral 8.0 psf Min Requirement Main Wind Force Gravity 30.2 psf D + S Uplift -10.8 psf 0.6 D + 0.6 W Lateral 16.8 psf ASD, Per Code Permanent Wall Features: Screens X Direction Y Direction Porosity 50% 50% Wall Height 5.58 ft 5.58 ft CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 ENGINEERINGEXPRESS. COM Page 2 of 43 ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Design Overview Of: Roof And Beam Design Overview Roof Design - Louvers Max Louver Span 9.50 ft Aluminum Alloy: 6063-T6 Louver Width 5.087 in Louver Height 5.006 in Louver Spacing 8 in Strength Capacity % = 24% Deflection Capacity = 22% Louvers To Be Rotated To Open Position During Named Wind Event (75 MPH+) Structural Beam Designs - (Critical Members Shown) Main Beam #1 Design (1 Roof Member Span) Beam #1 Material 6063-T6 Beam #1 Max Span 23.33 ft Beam #1 Overhang L 0.00 ft Beam #1 Overhang R 0.00 ft Beam Width 2.0 in Beam Height 10.0 in Beam Thickness 0.250 in # Beams in Section 2 Beam #1 Sx 23.798 in Beam Location Interior Beam #1 - # Spans 1 Strength Capacity % = 70% Deflection Capacity = 34% Main Beam #2 Design ( I I Roof Member Span) Beam #2 Material 6063-T6 Beam #2 Max Span 16.00 ft Beam #2 Overhang L 1.00 ft Beam #2 Overhang R 0.00 ft Beam Width 2.0 in Beam Height 8.0 in Beam Thickness 0.250 in # Beams in Section 2 Beam #2 Sx 16.299 in 1st Intermediate Beam #1 Offset "a" 8.00 ft 2nd Intermediate Beam #1 Offset "b" 0.00 ft Beam Location Edge Beam #2 - # Spans 1 Strength Capacity % = 68% Deflection Capacity = 22% CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 ENGINEERINGEXPRESS. COM Page 3 of 43 ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Design Overview Of: Post & Connection Design Post Design (Critical Post Shown) Post Material 6063-T6 Post Location Corner Post Height 11.17 ft Post Width 8.0 in Post Depth 8.0 in Post Thickness 0.188 in Post #1 Sx 14.910 in Fascia Height 10.0 in Tributary Width 11.67 ft Tributary Length 9.00 ft Strength Capacity % = 22% Deflection Capacity = 6% Connection Design 8.0 in 0.188 in r_ x 8.0 in 00 0 Reactions On Foundation Gravity / Compression = 3.17 Kip Uplift / Tension = -1.13 Kip Lateral / Shear = 0.72 Kip Bending / Moment = 2.2 Kip-ft Perimeter Beam to Post Loaded Beam To Perimeter Beam Connection Orientation Beam On Top Of Post Total # Screws 8 # Screws - Beam To Clip 6 Screw Type 1/4-14 SMS, 316 SS # Screws - Clip To Post 8 Tensile Strength 5000 lb Screw Type 1/4-14 SMS, 316 SS Shear Strength 4138 lb Connection Interaction = 86% Beam To Post Clip Post Clip To Post Tensile Strength 3656 lb Tensile Strength 4875 lb Shear Strength 3104 lb Shear Strength 4138 lb Connection Interaction = 54% Connection Interaction = 27% CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 ENGINEERINGEXPRESS. COM Page 4 of 43 ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Design Loading from Structure Classificaition & Wind Loadinq Design Criteria: Design Standard: ASCE 7-16 Risk Category: II Overall Width or Projection X, W = Overall Length Y, L = Total Area, A = Installaton Elevation = Structure Height = Mean Roof height, h = Roof Slope, O = Structure Type = Dead and Live Loading: 24.00 ft 19.00 ft 456.0 ft2 0.00 ft 11.17 ft 11.17 ft 0.00 ° (0" Per 12" of Slope) Freestanding Design Dead Load: 5.0 psf Design Roof Live Load: 20.00 psf (Not -Occupiable Ordinary Flat, Pitched, and Curved Roofs) Live Load Reduction For Ordinary Roofs, Awnings, And Canopies (Per IBC 1607.13.2.1) reduced — design 1 2 Reduction for Large Area, R, = 0.74 Reduction for Large Slope, R2 = 1.00 Reduced Roof Live Load, LR = 14.88 psf Wind Desian Conditions: Ultimate Wind Velocity, Vult = 110 mph (3-Second Gust) Exposure Category: C Wind Flow Through Structure: Obstructed Roof Wind Porosity: 50% (0% = solid) Roof Type: Louvers X Direction - Effective Wall Porosity 25% (100% = Open) Wall Type: Screens Y Direction - Effective Wall Porosity 25% Directionality Factor, Kd = 0.85 Gust Effect Factor, G = 0.85 Velocity Pressure Coefficient, Kz = 0.85 Topographic Factor, Kzt = 1 Velocity Pressure, qZ = 22.35 psf CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 ENGINEERINGEXPRESS. COM Page 5 of 43 ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Design Loading from Structure Classificaition & Wind Gravity & Uplift Loads on Components & Cladding for Freestanding, Open Structures (Per ASCE 7-16 Chapter 30.7) Effective Component Length, L, = Effective Component Width, W, = Roof Component Effective Wind Area, Ae = Host Structure Eave Height, he = Positive Pressure Coefficient, CNp = Negative Pressure Coefficient, CNn = Velocity Pressure With Roof Porosity, qZ = C&C Gravity Wind Load, WLp = C&C Uplift Wind Load, WL„ = 9.50 ft Roof Component Considered: Louver Blade 0.42 ft Least Horizontal 4.03 ft^2 Dimension, a = 3.00 ft 16.17 ft A <_ a^2 1.00 -3.60 11.18 psf 9.50psf =qz*G*CNp -34.20 psf = qz * G * CNn Gravity & Uplift Loads On Monoslope, Free Roof Main Wind Force Resisting System: (Per ASCE 7-16 Chapter 27.3-4 & 27.3-7 - MWFRS Directional Methodology) Wind Direction, v = 00 Wind Direction, y = 1800 Windward Coefficient, Load Case A, CNwa = -0.5 CNWa = -0.5 Windward Coefficient, Load Case B, CNwb = -1.1 CNWb = -1.1 Leeward Coefficient, Load Case A, CNLa = -1.2 CNLa = -1.2 Leeward Coefficient, Load Case B, CNLb = -0.6 CNLb = -0.6 Wind Direction, v = 900 (Critical Values at Windward Fascia) Windward Coefficient, Load Case A, CNa = -1.2 Load Case B, CNb = 0.5 Gravity & Uplift Loads On Monoslope, Host Attached Main Wind Force Resisting System: (Per ASCE 7-16 Chapter 30.11- MWFRS Methodology) System Effective Wind Area, AEF = 456 ft2 + Coefficient, GCpn+ = 0.6 Critical Positive Coefficient, CNp = 0.5 Critical Negative Coefficient, CNn = -1.2 h, / he = 0.69 - Coefficient, GCpn_ = -0.8 Roof Drag Factor (Lateral Pressures) Flat Roof Trellis Open Louvers 1.0 1.1 1.25 MWFRS Gravity Wind Load, WLp = 4.75 psf = qz * Roof Porosity * G * CNp MWFRS Uplift Wind Load, WL„ = -11.40 psf = qz * Roof Porosity * G * CNn CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 ENGINEERINGEXPRESS. COM Page 6 of 43 ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Design Loading from Structure Classificaition & Wind Not APPLICABLE - Lateral Wind Loads on Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs (ASCE 7-16 MWFRS - Ch 28.3.5) P = qh {(GCpf) Windward - (GCpf) Leeward) * KB * KS * Roof Drag Factor * (1 - Wall Porosity %) Where The Gcpf Values Are The Average Of The Load Case B Values For The Edge And Wall Conditions: GCpf windward = 0.453 GC, 1--rd = -0.325 Building Width, B = KB = Frame Width Factor = Effective Solid Area, As = Total End Wall Area, AE _ Solidity Ratio, ( _ Ks = Shielding Factor = Roof Drag Factor Wall Porosity 19.00 ft 1.610 (= 1.8 - 0.01 B) (Minimum 0.8) 159.1 ft2 Screens 212.2 ft2 0.750 1.345 1.25 25% Open Frame Lateral Pressure, p = 0.00 psf (= As / AE) (=0.6+ 0.073*(# Frames(min 3) - 3) + (1.25* q)" 1.8)) Roof Drag Factor Flat Roof Trellis / Pan Open Louvers 1.00 1.1 1.25 NOT APPLICABLE - MWFRS Gravitv. Uolift. & Lateral Pressures For Enclosed And Partially Enclosed Low Rise Structures & Host Atachment Directions (Per ASCE 7-16 CH 28.3.1 - MWFRS Envelope Methodology) Enclosue Classification Partially Open Building (Freestanding Air Flow) External Coefficient, GCpf = See Below (ASCE 7-16 Figure 28.3-1) Internal Coefficient, GCpi = ± 0.18 (ASCE 7-16 Table 26.13-1) Drag Factor 1.25 Critical GCpf Values Per Load Case & Surface Location Max GCpf - Windward Min GCpf - Leeward Roof Wall Roof Wall Load Case A Load Case A (Edge) Load Case B Load Case B (Edge) -0.37 0.40 -0.53 0.61 -0.37 0.40 -0.53 0.61 -0.69 -0.29 -1.07 -0.43 -0.69 -0.45 -1.07 -0.48 Applied Wind Pressure, p = qz * (GCpf - GCpi) * (1 - Porosity%) *(Envelope Procedure Results in Only Uplift Windward Roof Gravity Load, WLep, = 0.00 psf = qz*G*(Cpf - Cpi) (Max +)* On Windward And Leeward Roof Uplift Load, WLnp = 0.00 psf = qz*G*(Cpf - Cpi) (Min -) Leeward Roof Windward Wall Lateral Load, WILL = 0.00 psf = qz*G*(Cpf - Cpi) (Max +) Surfaces When Slope Leeward Wall Suction Load, WLs = 0.00 psf = qz*G*(Cpf - Cpi) (Min -) is Low) Design Wind Pressures on Screened Enclsures (LRFD Pressures) (Per Florida Building Code, Table 2002.4 & Equivalent Building Standards) Interpolated Design Pressures from Table 2002.4 Ult Wind Speed @ Exposure C (Multiply by 0.6 for LRFD -> ASD Conversion): 110 mph I 110 mph 1120mphl Design Wind Pressure Horizontal Pressures on Windward Serfaces Horizontal Pressures on Leeward Serfaces Vertical Pressures on Screen Surfaces Vertical Pressures on Solid Surfaces 28 psf 28.0 psf 33 psf 21 psf 21.0 psf 26 psf 8 psf -8.0 psf 9 psf 23 psf -23.0 psf 27 psf CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 ENGINEERINGEXPRESS. COM Page 7 of 43 ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Snow Loading Calculation of Design Snow Loading Structure Type = Freestanding Ground Snow Load, Pg = 30.0 psf Snow Loading Unreducible Per Local Codes? FALSE Exposure Factor, Ce = 1.0 Partially Exposed Thermal Factor, Ct = 1.2 Unheated & Open Air Structure Importance factor, Is = 1.0 Risk Category II Roof Slope = 0.00 ° Flat Roof (Slope < 5°) Width (From Eave To Ridge), W = 24.0 ft Roof Style = Louvers Roof Snow Porosity = 0% Snow Density, y = 17.90 pcf = 0.13* Pg +14 < 30 psf Slope Factor, Cs = 1.00 (Figure 7.4-1) Balanced Snow Loads Snow Load On Flat Roof (Slope < 5°), Pf = 25.2 psf = Max(I *20),( 0.7 *Ce *Ct* I* Pg),(5) Snow Load On Sloped Roof (Slope < 5°), PS = 25.2 psf = Cs * Pf Rain -On -Snow Surcharge Required? (Ch 7.10) FALSE 0.00 psf Drifts on Lower Roofs (Aerodynamic Shade) Include Surcharge Due To Drift Loading? FALSE (Structure Is Freestanding) Assumed Length Of Upper Roof, lu1 = 0.0 ft Attached Structure Total Projection X, lu2 = 24.0 ft Height From Top Of Lower Roof To Top Of Eave, he = 0.0 ft Height of Balanced Snow, hb = 1.41 ft = Pf / y Height Of Leeward Snow Drift, hdl = 0.00 ft = 0.43 * lug/3 * (Pg + 10)" - 1.5 Height Of Windward Snow Drift, hd2 = 0.00 ft = 0.43 * lug/3 * (Pg + 10)1A - 1.5 Governing Drift Height, hd = 0.00 ft Governing Drift Width, W = 0.00 ft Drift Height At Edge Of Lower Roof, hens = 0.00 ft Surcharge Load Distributed Over Drift Width, pd = 0.00 psf Surcharge Load Distributed Over Tributary Area, pd = 0.00 psf Design Snow Load, S = 25.2 psf = Balanced Load CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 ENGINEERINGEXPRESS. COM Page 8 of 43 ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Ice Loading Calculations Ice Load Due to Freezinq Rain (per ASCE 7-16 - Chapter 10) Acounting for Accumulating Ice on Louver Blades Nominal Ice Thickness, ti = Risk Category = Topographic Factor, Kt = System Height, Z = Importance Factor for Icing, Ii _ Ice Density, Id = Snow Density, g = 1.00 in 11 1.0 11.17ft 1.00 56.0 pcf (56 pcf default) 17.90 Member Properties Louver Blade Louver Beam Depth, d = 5.0 in 10.0 in Width, bf = 5.1 in 4.0 in Length, I = 9.50 ft 23.33 ft Spacing, s = 8.0 in O.C. ON BEAM Ice Thickness Increasing Factor, FZ = 0.8973 = (Z/33)0-' Design Ice Thickness, td = 0.90 = ti * li * fZ * (KZt)o.35 Weight of Ice (per td), Wi = 4.19 psf = (td / 12) * Id Ice Loading on Individual Members Louver Blade Ice Loading (Single Member) Circumscribing Diameter Of Member, Dct = 7.14 in = �d2+bf2 Area of Ice, Ail = 22.65 in^2 = Tr * td * (D,+ td) Uniform Distributed Ice Load, Wit = 8.81 plf = Ai* Id Louver Beam Ice Loading Circumscribing Diameter Of Member, DcBeam = 10.77 in = �d2+bf2 Area of Ice, AiBeam = 32.89 in = Tr * td * (Dc+ td) Uniform Distributed Ice Load, WiBeam = 12.79 plf = Ai* Id Louver Blade Ice Loading Acting On Louver Beam Ice Load On First Single Member, Wit = 8.81 plf Tributary Width of Louver Blade, Trib = 4.75 ft Additional Ice Load on Beam, Wi(Beam)= 5.2 plf = Wit * Trib / Spacing Wi(Louver) = 8.81 plf Uniform Linear Ice Load (Louver Blade) Wi(Beam) = 12.79 plf Uniform Linear Ice Load (Ice on Beam Only) Wi(Beam Total) = 18.02 plf Total Additional Loading On Beam CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 9 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Seismic Design Criteria & Loading Seismic Design Criteria Max Considered Response Acceleration For 0.2 S, Ss = 1.305 Max Response Acceleration At 1 S, S1 = 0.462 Overall Width or Projection X, W = Overall Length Y, L = Total Area, A = Height of Structure, H = Attached to Host Structure? Laterally Supported by Host in Both Directions? Structure Dead Load = Ground Snow Load = Site Class = Short Period Amplification Factor, Fa = Long Period Amplification Factor, Fv _ Modified Spectral Response Acceleration At 0.2 S, SMs = Modified Spectral Response Acceleration At 1.0 S, SM1 — Spectral Response Acceleration Parameters Design Spectral Response Acceleration At 0.2 S, SDs = Design Spectral Response Acceleration At 1.0 S, SD1 = Structural Design Requirements Approximate Fundamental Period (s), Ta = Geographic Long Transition Period (s), TL = Vertical Seismic Load Effect, Ev= Response Modification Coefficient, R = Overstrength Factor, 0 = Seismic Response Coefficient, Cs = Min Seismic Response Coefficient, CS Min = Max Seismic Response Coefficient, CS Max = Seismic Importance Factor, le = Tributary Weight, W = Total Effective Seismic Base Shear, V = ASD Service Factor = Redundancy Factor, p = Total Effective Seismic Moment, MSEIS = Loading from Horizaontal Seismic Forces, QE _ Horizontal Siesmic Load Effect, Eh = 24.00 ft 19.00 ft 456.0 ft2 11.17 ft FALSE FALSE 5 psf < 30 PSF - Not 30 psf Considered in Seismic Weight D 1.2 1.6 1.566 Fa*Ss 0.739 Fv*S1 1.044 (2/3)*Sms 0.493 (2/3)*SM1 0.122 s Ct*hnX 6s 0.73 psf Vertical Seismic Loads (PSF) 2.50 G.1 Special Cantilever Column System 1.25 0.418 =SDS/(R/le) 0.092 =0.5*S1/(R/le) 1.61 =SD1/(Ta*(R/le) 1.00 2280 lb Tributary Weight 952 Ib = Cs* W 0.7 1.3 9675 Ib-ft = V * H 2.09 psf = V / A 2.71 psf = QE * p (Eq. 12.4-3) CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 10 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESS Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: ASD Loading Combinations per ASCE 7-16, Chapter 2.4 Formatted For Use With Freestanding or Host Attached Pergolas Unfactored, Calculated, or Provided Loads Loading From Structure Dead Load 5.0 psf D = 5.0 psf Reduced Roof Live Load 14.9 psf LR = 14.9 psf Loading From Wind Components & Cladding Gravity (+) 9.5 psf Wcc+ = 9.5 psf Uplift(-) -34.2 psf Wcc- = -34.2 psf Main Wind Force Resisting System Gravity (+) 4.7 psf WMWF+ = 4.7 psf Uplift (-) -23.0 psf WMWF- = -23.0 psf Lateral Force On Fascia & Roof Drag 0.0 psf WLATFAC = 0.0 psf On Frames & Posts 0.0 psf WLATMWF = 28.0 psf On Screens Or Walls 28.0 psf Loading from Snow Ground Snow Load 30.0 psf Flat Roof Snow Load 25.2 psf pf = 25.2 psf Sloped Roof Snow Load 25.2 psf ps = 25.2 psf Unreducible Snow Load 30.0 psf Design Snow Load 25.2 psf S = 25.2 psf Loading from Icing Area Ice Loading 8.8 psf Di = 8.8 psf Reduced Wind Forces due to Ice Load Components & Cladding Gravity (+) 2.8 psf Wccice+ = 2.8 psf Uplift (-) -10.2 psf WCcice- = -10.2 psf Main Wind Force Resisting System Gravity (+) 1.4 psf WMWFice+ = 1.4 psf Uplift (-) -6.8 psf WMWFice- = -6.8 psf Lateral Force On Fascia 0.0 psf WiLAT = 0.0 psf On Walls 0.0 psf WLAT WALL = 0.0 psf CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 11 of43 ENGINEERINGEXPRESS.COM ENGINEERING EXPRESS Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: ASD Loading Combinations per ASCE 7-16, Chapter 2.4 Loaaing trom Rain, Flooa, ana Haamonai uesign Conditions Rain Load 0.0 psf R = 0.0 psf Static Fluid Load 0.0 psf F = 0.0 psf Flood Risk (2.4.2) Low Factor 0 Flood Load 0.0 psf Fa = 0.0 psf Lateral Earth Pressure Load 0.0 psf LatEPr Adds or Resists? Adds H = 0.0 psf Self -Straining Force 0.0 psf T = 0.0 psf Loading from Seismic Forces Vertical Seismic Load 0.7 psf E = 0.7 psf Horizontal Seismic Load 2.7 psf Eh = 2.7 psf Resultant Seismic Shear 952 Ibs Allowable Stress Design (ASD) Load Combinations Per ASCE 7-16 Ch 2.4 Critical Design Load Combinations for Components & Cladding and Main Wind Force Resisting System: Gravity Components & Cladding 30.20 psf EQ # 3b. D + S Uplift Components & Cladding -17.52 psf EQ # 7. 0.6 D + 0.6 W Gravity Main Wind Force 30.20 psf EQ # 3b. D + S Uplift Main Wind Force -10.80 psf EQ # 7. 0.6 D + 0.6 W Lateral Components & Cladding 8.00 psf EQ # 11 Min. Min Requirement Lateral Main Wind Force 16.80 psf ASD, Per Code CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 12 of 43 ENGINEERINGEXPRESS.COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: 5.09"x5.01" 6063-T6 Standard Aluminum Louver - Louver Blade ALUMINUM DESIGN MANUAL (2015 EDITION) Specifications for Aluminum Structures (Buildings) Allowable Stress Design Design Check of 5.09"x5.01" 6063-T6 Standard Aluminum Louver Per 2015 Aluminum Design Manual Critically Alloy: 6063 Temper: T6 Welded: N Member Properties 5.09"x5.01" 6063-T6 Standard Aluminum Louver STRUXURE LOUVER Member Spans Material Properties Base Width, b = 5.087" Base Thickness, tb = 0.125" Web Height, h = 5.006" Web Thickness, th = 0.125" Moment of Inertia About Axis To Base, Ix = 2.454 in14 Moment of Inertia About Axis To Web, ly = 1.180 inA4 Section Modulus About The X-Axis, Sx = 1.062 in14 Radius Of Gyration About Axis To Base, rx = 1.66 in Radius Of Gyration About Axis To Web, ry = 1.15 in Torsional Constant, J = 14.90 inA4 Cross Sectional Area, A = 0.89 inA2 Plastic Section Modulis, Z = 4.52 inA3 Warping Constant, Cw = 0.00 inA6 Unsupported Length (Max Span Between Supports), L = 9.5 ft Unbraced Length For Bending (Against Side -Sway), Lb = 9.5 ft Effective Length Factor, k = 1.0 Tensile Ultimate Strength, Ftu = 30 ksi Tensile Yield Strength, Fty = 25 ksi Compressive Yield Strength, Fcy = 25 ksi Shear Ultimate Strength, Fsu = 18 ksi Shear Yield Strength, Fsy = 15 ksi Compressive Modulus Of Elasticity, E = 10,100 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 13 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: 5.09"x5.01" 6063-T6 Standard Aluminum Louver - Louver Blade Buckling Constants Compression In Columns & Beam Flanges (Intercept), Bc = Compression In Columns & Beam Flanges (Slope), Dc = Compression In Columns & Beam Flanges (Intersection), Cc = Compression In Flat Plates (Intercept), Bp = Compression In Flat Plates (Slope), Dp = Compression In Flat Plates (Intersection), Cp = Compressive Bending Stress In Solid Rectangular Bars (Intercept), Bbr = Compressive Bending Stress In Solid Rectangular Bars (Slope), Dbr = Shear Stress In Flat Plates (Intercept), Bs = Shear Stress In Flat Plates (Slope), Ds = Shear Stress In Flat Plates (Intersection), Cs = Ultimate Strength Coefficient Of Flat Plates In Compression, k1 c = Ultimate Strength Coefficient Of Flat Plates In Compression, k2c = Ultimate Strength Coefficient Of Flat Plates In Bending, k1 b = Ultimate Strength Coefficient Of Flat Plates In Bending, k2b = Tension Coefficient, kt = Member Strength Calculations D.2 Axial Tension Tensile Yielding - Unwelded Members Tensile Rupture - Unwelded Members Axial Compression Members E.2 Compression Member Buckling Axial, Gross Section Subject To Buckling Fty_n = �2 = Fty_n/Q _ Ftu n = S2 = Ftu n/Qt = 27.64 ksi 0.14 ksi 78.38 ksi 31.39 ksi 0.17 ksi 73.55 ksi 46.12 ksi 0.38 ksi 18.98 ksi 0.08 ksi 94.57 ksi 0.35 2.27 0.50 2.04 1.0 25.00 ksi 1.65 15.15 ksi 30.00 ksi 1.95 15.38 ksi Lower Slenderness Limit, Al = 18.23 Upper Slenderness Limit, A2 = 78.38 Slenderness, A(max) = 98.79 (0.85rr2EIA2) Fc_n = 8.68 ksi 0 = 1.65 Fc n/Q = 5.26 ksi >_ A2 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 14 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: 5.09"x5.01" 6063-T6 Standard Aluminum Louver - Louver Blade E.3 Local Buckling For Column Elements In Uniform Compression Subject To Local Buckling, The Uniform Compressive Strength Is B.5.4.2 - Flat Elements Supported On Both Edges (Base) B.5.4.2 - Flat Elements Supported On Both Edges (Web) EA Bucklina Interaction Per Table B.5.1 ITT -El (1.6*b/tb)2} Fe(flange) = 26.00 ksi fFc n} Fc_n = 8.68 ksi Fe(flange) > Fc_n (E.2 Member Buckling) n = 1.65 Fc_n/Q = 5.26 ksi ITT 2*E/(1.6*h/th)2} Fe(web) = 26.90 ksi fFc n} Fc_n = 8.68 ksi Fe(web) > Fc_n (E.2 Member Buckling) n = 1.65 Fc n/Q = 5.26 ksi Flexural Members F.2 Yielding And Rupture Nominal Flexural Strength For Yielding And Rupture Limit State Of Yielding f1.5*St*Fty} Mnp = {Mnp/Sx} Fb_n = Q= Fb_n/0 = Limit State Of Rupture {Z*Ftu/kt} Mnu = {Mnu/Z} Fb_n = Q = Fb n/Q = FA Lateral- Torsional Buckling Square Or Rectangular Tubes Subject To Lateral -Torsional Buckling Slenderness For Shapes Symmetric About The Bending Axis, A F.4.2.1 = Slenderness For Closed Shapes, A F.4.2.3 = Slenderness For Any Shape, A F.4.2.5 = Maximum Slenderness, A(max) = Nominal Flexural Strength - Lateral -Torsional Buckling {Mnp(1-(A1Cc))+(rr2*E*A*Sx/Cc^3)} Mnmb = {Mnmb/Sx} Fb_n = Q= Fb n/Q = 39.83 k-in 37.50 ksi 1.65 22.73 ksi 135.52 k-in 30.00 ksi 1.95 15.38 ksi 12.27 12.36 12.27 12.36 < Cc 36.26 k-in 34.15 ksi 1.65 20.69 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 15 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: 5.09"x5.01" 6063-T6 Standard Aluminum Louver - Louver Blade Uniform Compression Elements B.5.4.2 Flat Elements Supported On Both Edaes - Web & Flanae Uniform Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, 1\1 = Upper Slenderness Limit, A2 = Flange Slenderness, b/tb = Web Slenderness, h/th = (Bp -1.6*Dp*b/tb) Fc n1 = �2 = Fc_n1/Q _ {Bp-1.6*Dp*h/th) Fc n2 = 0 = Fc n2/Q _ Flexural Compression Elements B.5.5.1 Flat Elements Supported On Both Edges - Web Flexural Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, Al = Upper Slenderness Limit, 1\2 = Slenderness, h/th = {Bbr-m*Dbr*h/th) Fb_n = S2 = Fb n/Q = Shear G.2 Shear Supported On Both Edges - Web Members With Flat Elements Lower Slenderness Limit, kl = Supported On Both Edges Upper Slenderness Limit, A2 = Slenderness, h/th = {Fsy) Fv_n = 0 = Fv n/Q _ CALCULATED ALLOWABLE ST Allowable Bending Stress, Fb = Allowable Axial Stress, Compression, Fac = Allowable Shear Stress; Webs, Fv = 22.8 39.2 38.7 38.05 20.55 ksi 1.65 12.46 ksi 20.73 ksi 1.65 12.57 ksi 34.73 92.95 38.05 36.68 ksi 1.65 22.23 ksi 38.73 75.65 38.05 15.00 ksi 1.65 9.09 ksi 15.38 ksi 5.26 ksi 9.09 ksi Elastic Buckling Stress, Fe = 5.24 ksi Weighted Average Allowable Compressive Stress (Per Section E.3.1), Fao = 12.51 ksi All - A2 All - A2 All - A2 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 16 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESS ° Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: 5.09"x5.01" 6063-T6 Standard Aluminum Louver - Louver Blade Member Loading & Capacity Calculation Dimensions & Loading Inputs Layout Style = Layout # 2 Louver Beam Use = C&C Beam Total Length, L = 9.50 ft # Spans = 1 Max Beam Span (Between Supports), I = 9.50 ft Beam Overhang Left, OhL = 0.00 ft Beam Overhang Right, OhR = 0.00 ft Beam Location = Intermediate Point Load At Left Overhang, PohL = 0 lb Point Load At Right Overhang, PohR = 0 lb Point Load #1 (Left) On Span, P1 = 0 lb Point Load #1 Offset, a = 0.00 ft Point Load #2 (Right) On Span, P2 = 0.0 lb Point Load #2 Offset, b = 0.00 ft Resultant Weight Loading On Tributary, RL = 30.2 psf Tributary Width, W = 0.67 ft Additional Beam Loading (Icing, Service, Ect), AL = 8.81 lb/ft Linear Loading On Beam, w = 28.9 lb/ft Shear In Member And Compression / Tension Reactions At Supports Max Reaction From Span Point Loads, Vsp = 0 lb Left Reaction From Overhang Point Loads, VopL = 0 lb Right Reaction Right Overhang Point Loads, VopR = 0 lb Max Reaction From Span Weight, Vsw= 137 lb Reaction From Weight Adjustment Factor For Multi -Span, Vwaf = 1 Adjusted Reaction From Span & OH Weight, Vsw'= 137 lb Left Reaction From Overhang Weight, VowL= 0 lb Right Reaction From Overhang Weight, VowR= 0 lb Max Tension At Supports, Tmax = 0 lb Max Compression At Supports, Cmax = 0.14 Kip Bendina Moment Calculations Moment I-rom Span Point Loaus, ivisp = 0 lb-tt Moment From Point Loads Adjustment Factor For Multi -Span, Mpaf = 1.000 Adjusted Moment From Span Point Loads, Msp' = 0 lb-ft Moment From Left Overhang Point Loads, MohpL = 0 lb-ft Moment From Right Overhang Point Loads, MohpR = 0 lb-' Moment From Span Weight, Mw= 326 lb-ft Moment From Weight Adjustment Factor For Multi -Span, Mwaf = 1.00 Adjusted Moment From Span & OH Weight, Mw'= 326 lb-ft Moment From Left Overhang W = 0 lb-ft Moment From Right Overhann Weight, MohwR = 0 Ih-ft Total Max Moment At x, Mmaxx = 0.3 Kip-ft Total Max ,.,.,,,, „ _ tjv —, ,,,,— 0.0 Kip-ft Absolute Max Moment On Beam, Mmax = 0.3 Kip-ft CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 17 of 43 ENGINEERINGEXPRESS.COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: 5.09"x5.01" 6063-T6 Standard Aluminum Louver - Louver Blade Deflection Calculations 'PflPn+;-- --)m Snan Point Loads At x, Aspx = 0.00 In Location Of Max Moment From Weight Between Spans, x = 4.75 in Deflection From Overhang Point Loads At x, Aopx = 0.00 in Deflection From Span & Overhangs Weight At x, Owx = 0.31 in Point Load Deflection At Left Overhang End, DowL = 0.00 in Point Load Deflection At Right Overhang End, AopR = 0.00 in Weight Deflection At Left Overhang End, DowL = 0.00 in Weight Deflection At Right Overhang End, DopR = 0.00 in Span Max Deflection, Asp = 0.31 in -' 0.00 in Total Max Deflection, Amax = 0.31 in Note: Negative Deflection Values Indicate Upward Deflection Member Capacity Equations Bendina Stress Bending Moment Developed In Member, Mz = 0.3 Kip-ft Bending Stress Developed In Member, fb = 3.69 ksi Allowable Bending Stress Of Member, Allowable Bending Stress, Fb = 15.38 ksi Bending Moment Capacity = 24% < 100% Axial Stress Axial Load Developed In Member, Fx = 0.00 Kip Axial Stress Developed In Member, fa = 0.00 ksi Allowable Axial Stress, Compression, Fac = 5.26 ksi Axial Stress Capacity = 0% < 100% Shear Stress Shear Load Developed In Member, Vz = 0.14 Kip Shear Stress Developed In Member, fv = 0.12 ksi Allowable Shear Stress Of Member Webs, Fv = 9.09 ksi Shear Capacity = 1 % < 100% Interaction Equations Reduced Bending And Shear Interaction {(fb/Fb)A2 + (fv/Fv)^21 = 24% < 100% Axial And Bending Interaction fa/Fa + fb/Fb = 0% < 100% Axial With Reduced Bending And Shear Interaction fa/Fa + (fb/Fb)A2 + (fv/Fv)^2 = 0% < 100% Deflection Check Capacity Less than 100% - OK, Member Is Sufficient For Applied Loading Deflection Limit = L / 80 Allowable Deflection, AAllow = 1.43 in Maximum Deflection, AMax = 0.31 in Deflection Capacity = 22% < 100% OK, Allowable Deflection Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 18 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #1, Double 2"x10"x 0.25"/0.25" 6063-T6 Alum Tube - Interior Beam ALUMINUM DESIGN MANUAL (2015 EDITION) Specifications for Aluminum Structures (Buildings) Allowable Stress Design Design Check of Standard Double 2"x10"x 0.25"/0.25" 6063-T6 Aluminum Tube Per 2015 Aluminum Design Manual Critically Alloy: 6063 Temper: T6 Welded: N Member Properties Double 2"x10"x 0.25"/0.25" 6063-T6 Alum Tube # of Parallel Beams in Section # Beams = 2 2.000" Base Width, b = 2.000" Base Thickness, tb = 0.250" 0 Web Height, h = 10.0001, 0. Web Thickness, th = 0.250" Moment of Inertia About Axis To Base, Ix = 118.9896 in^4 o Moment of Inertia About Axis To Web, ly = 3.995 in^4 o x Section Modulus About The X-Axis, Sx = 23.798 in^4 o r Radius Of Gyration About Axis To Base, rx = 2.15 in L0 Radius Of Gyration About Axis To Web, ry = 0.39 in ry 0 Torsional Constant, J = 12.66 in^4 Cross Sectional Area, A = 25.75 in12 Plastic Section Modulis, Z = 16.16 in^3 Warping Constant, Cw = 0.00 in^6 Member Spans Unsupported Length (Max Span Between Supports), L = 23.33 ft Unbraced Length For Bending (Against Side -Sway), Lb = 0.67 ft Effective Length Factor, k = 1.0 Material Properties Tensile Ultimate Strength, Ftu = 30 ksi Tensile Yield Strength, Fty = 25 ksi Compressive Yield Strength, Fcy = 25 ksi Shear Ultimate Strength, Fsu = 18 ksi Shear Yield Strength, Fsy = 15 ksi Compressive Modulus Of Elasticity, E = 10,100 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 19 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #1, Double 2"x10"x 0.25"/0.25" 6063-T6 Alum Tube - Interior Beam Buckling Constants Compression In Columns & Beam Flanges (Intercept), Bc = Compression In Columns & Beam Flanges (Slope), Dc = Compression In Columns & Beam Flanges (Intersection), Cc = Compression In Flat Plates (Intercept), Bp = Compression In Flat Plates (Slope), Dp = Compression In Flat Plates (Intersection), Cp = Compressive Bending Stress In Solid Rectangular Bars (Intercept), Bbr = Compressive Bending Stress In Solid Rectangular Bars (Slope), Dbr = Shear Stress In Flat Plates (Intercept), Bs = Shear Stress In Flat Plates (Slope), Ds = Shear Stress In Flat Plates (Intersection), Cs = Ultimate Strength Coefficient Of Flat Plates In Compression, k1 c = Ultimate Strength Coefficient Of Flat Plates In Compression, k2c = Ultimate Strength Coefficient Of Flat Plates In Bending, k1 b = Ultimate Strength Coefficient Of Flat Plates In Bending, k2b = Tension Coefficient, kt = Member Strength Calculations D.2 Axial Tension Tensile Yielding - Unwelded Members Tensile Rupture - Unwelded Members Axial Compression Members E.2 Compression Member Buckling Axial, Gross Section Subject To Buckling Fty_n = �2 = Fty_n/Q _ Ftu n = S2 = Ftu n/Qt = 27.64 ksi 0.14 ksi 78.38 ksi 31.39 ksi 0.17 ksi 73.55 ksi 46.12 ksi 0.38 ksi 18.98 ksi 0.08 ksi 94.57 ksi 0.35 2.27 0.50 2.04 1.0 25.00 ksi 1.65 15.15 ksi 30.00 ksi 1.95 15.38 ksi Lower Slenderness Limit, Al = 18.23 Upper Slenderness Limit, A2 = 78.38 Slenderness, A(max) = 130.24 (0.85rr2EIA1) Fc_n = 5.00 ksi 0 = 1.65 Fc n/Q = 3.03 ksi >_ A2 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 20 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #1, Double 2"x10"x 0.25"/0.25" 6063-T6 Alum Tube - Interior Beam E.3 Local Buckling For Column Elements In Uniform Compression Subject To Local Buckling, The Uniform Compressive Strength Is Addressed In Section B.5.4 Calculated Below. B.5.4.2 - Flat Elements Supported On Both Edges (Base) B.5.4.2 - Flat Elements Supported On Both Edges (Web) EA Bucklina Interaction Per Table B.5.1 ITT -El (1.6*b/tb)I Fe(flange) = 1081.63 ksi fFc n} Fc_n = 5.00 ksi Fe(flange) > Fc_n (E.2 Member Buckling) n = 1.65 Fc_n/Q = 3.03 ksi {rr2*E/(1.6*h/th)2} Fe(web) = 26.97 ksi fFc n} Fc_n = 5.00 ksi Fe(web) > Fc_n (E.2 Member Buckling) n = 1.65 Fc n/Q = 3.03 ksi Flexural Members F.2 Yieldina And Rupture Nominal Flexural Strength For Yielding And Rupture Limit State of Yielding {Z*Fcy} Mnp = 403.91 k-in {Mnp/Z} Fb_n = 25.00 ksi 0 = 1.65 Fb_n/0 = 15.15 ksi Limit State Of Rupture {Z*Ftu/kt} Mnu = 484.69 k-in {Mnu/Z} Fb_n = 30.00 ksi Q = 1.95 Fb n/Q = 15.38 ksi FA Lateral- Torsional Buckling Square Or Rectangular Tubes Subject To Lateral -Torsional Buckling Slenderness For Shapes Symmetric About The Bending Axis, A F.4.2.1 = 12.42 Slenderness For Closed Shapes, A F.4.2.3 = 8.42 Slenderness For Any Shape, A F.4.2.5 = 12.42 Maximum Slenderness, A(max) = 12.42 Nominal Flexural Strength - Lateral -Torsional Buckling {Mnp(1-(A1Cc))+(rr2*E*A*Sx/Cc^3)} Mnmb = 370.50 k-in {Mnmb/Sx} Fb_n = 31.14 ksi Q = 1.65 Fb n/Q = 18.87 ksi < Cc CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 21 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #1, Double 2"x10"x 0.25"/0.25" 6063-T6 Alum Tube - Interior Beam Uniform Compression Elements B.5.4.2 Flat Elements Supported On Both Edaes - Web & Flanae Uniform Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, 1\1 = Upper Slenderness Limit, A2 = Flange Slenderness, b/tb = Web Slenderness, h/th = {Fcy) Fc n 1 = �2 = Fc_n1/Q _ {Bp-1.6*Dp*h/th) Fc n2 = 0 = Fc n2/Q _ Flexural Compression Elements B.5.5.1 Flat Elements Supported On Both Edges - Web Flexural Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, Al = Upper Slenderness Limit, 1\2 = Slenderness, h/th = {Bbr-m*Dbr*h/th) Fb_n = S2 = Fb n/Q = Shear G.2 Shear Supported On Both Edges - Web Members With Flat Elements Lower Slenderness Limit, kl = Supported On Both Edges Upper Slenderness Limit, A2 = Slenderness, h/th = {Fsy) Fv_n = 0 = Fv n/Q _ CALCULATED ALLOWABLE ST Allowable Bending Stress, Fb = Allowable Axial Stress, Compression, Fac = Allowable Shear Stress; Webs, Fv = 22.8 39.2 6.0 38.0 25.00 ksi 1.65 15.15 ksi 20.75 ksi 1.65 12.57 ksi 34.73 92.95 38.00 36.69 ksi 1.65 22.24 ksi 38.73 75.65 38.00 15.00 ksi 1.65 9.09 ksi 15.15 ksi 3.03 ksi 9.09 ksi Elastic Buckling Stress, Fe = 3.01 ksi Weighted Average Allowable Compressive Stress (Per Section E.3.1), Fao = 12.93 ksi <_ 1\1 J\1 - J\2 All - A2 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 22 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #1, Double 2"x10"x 0.25"/0.25" 6063-T6 Alum Tube - Interior Beam Member Loading & Capacity Calculation Dimensions & Loading Inputs Layout Style = Layout # 2 Beam #1 - Interior Beam Beam Use = MWF Beam Total Length, L = 23.33 ft # Spans = 1 Max Beam Span (Between Supports), Span = 23.33 ft Beam Overhang Left, OhL = 0.00 ft Beam Overhang Right, OhR = 0.00 ft Beam Location = Interior Point Load At Left Overhang, PohL = 0 lb Point Load At Right Overhang, PohR = 0 lb Point Load #1 (Left) On Span, P1 = 0 lb Point Load #1 Offset, a = 0.00 ft Point Load #2 (Right) On Span, P2 = rl. ;_, I __ J un /IGG--4 L_ - 0.0 lb n nn r. Resultant Weight Loading On Tributary, RL = 30.2 psf Tributary Width, W = 9.50 ft Additional Beam Loading (Icing, Service, Ect), AL = 18.02 lb/ft Linear Loading On Beam, w = 304.9 lb/ft Additional Moment Bracing At Ends? = FALSE Shear In Member And Compression / Tension Reactions At Supports s, Vsp = 0 lb Left Reaction From Overhang Point Loads, VopL = 0 lb Right Reaction Right Overhang Point Loads, VopR = Max Reaction From Span Weight, Vsw= 3557 lb Reaction From Weight Adjustment Factor For Multi -Span, Vwaf = 1 Adjusted Reaction From Span Weight, Vsw'= 3557 lb Left Reaction From Overhang Weight, VowL= Right Reaction From Overhang Weight, VowR= 0.00 Kip Max Compression At Supports, Cmax = 3.56 Kip Bending Moment Calculations Moment From Span Point Loads, Msp = Moment From Point Loads Adjustment Factor For Multi -Span, Mpaf = 1.000 /-XUIUJLGU rviUiiiCirL FlUiii oNan F'oini Loaas, IVISp' = v i0-T1 Moment From Left Overhang Point Loads, MohpL = 0 lb-ft Moment From Right Overhanci Point Loads, Mohr)R = n lb-ft Moment From Span Weight, Mw= 20746 lb-ft Moment From Weight Adjustment Factor For Multi -Span, Mwaf = 1.00 Adjusted Moment From Span Weight, Mw'= 20746 lb-ft IVJVl I lGL IL I IV1II LQlL I VGl I1G1 KJ. VV GIul IL, IVIVl IVV - Moment From Riaht Overhana Weight. MohwR = Total Max Moment Along Span, Mmaxspan = 20.7 Kip-ft otal Max Moment At Supports, Mmaxsup 0.0 Kip-ft Max Moment From Beam Loading = 20.7 Kip-ft Moment Frame Connection To Beam #1 = FALSE Moment Transferred From Post = 0.0 Kip-ft Absolute Max Moment On Beam, Mmax = 20.7 Kip-ft CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 23 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #1, Double 2"x10"x 0.25"/0.25" 6063-T6 Alum Tube - Interior Beam Deflection Calculations Deflection From Soan Point Loads At x. �SDX = Location Of Max Moment From Weight Between Spans, x = 11.67 in Deflection From Overhang Point Loads At x, Aopx Deflection From Span & Overhangs Weight At x, Awx = 1.18 in f f - Point Load De lection At Let Overhang End, DOWL - u.uu Ill l Point Load Deflection At Right Overhang End, AopR = 0.00 in Weight Deflection At Left Overhang End, DowL = 0.00 in Weight Deflection At Right Overhang End, AopR = 0.00 in Span Max Deflection, Asp = 1.18 in Member Capacity Equations Bending Stress Axial Stress Shear Stress 0.00 in Total Max Deflection, Amax = 1.18 in Note: Negative Deflection Values Indicate Upward Deflection Bending Moment Developed In Member, Mz = 20.7 Kip-ft Bending Stress Developed In Member, fb = 10.46 ksi Allowable Bending Stress Of Member, Allowable Bending Stress, Fb = 15.15 ksi Bending Moment Capacity = 69% < 100% Axial Load Developed In Member, Fx = 0.00 Kip Axial Stress Developed In Member, fa = 0.00 ksi Allowable Axial Stress, Compression, Fac = 3.03 ksi Axial Stress Capacity = 0% < 100% Shear Load Developed In Member, Vz = 3.56 Kip Shear Stress Developed In Member, fv = 0.75 ksi Allowable Shear Stress Of Member Webs, Fv = 9.09 ksi Shear Capacity = 8% < 100% Interaction Equations Reduced Bending And Shear Interaction {(fb/Fb)A2 + (fv/Fv)^21 = 70% < 100% Axial And Bending Interaction fa/Fa + fb/Fb = 0% < 100% Axial With Reduced Bending And Shear Interaction fa/Fa + (fb/Fb)A2 + (fv/Fv)^2 = 0% < 100% Deflection Check Capacity Less than 100% - OK, Member Is Sufficient For Applied Loading Deflection Limit = L / 80 Allowable Deflection, AAllow = 3.50 in Maximum Deflection, AMax = 1.18 in Deflection Capacity = 34% < 100% OK, Allowable Deflection Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 24 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #2, Double 2"x8"x 0.25"/0.25" 6063-T6 Alum Tube - Main Beam ALUMINUM DESIGN MANUAL (2015 EDITION) Specifications for Aluminum Structures (Buildings) Allowable Stress Design Design Check of Standard Double 2"x8"x 0.25"/0.25" 6063-T6 Aluminum Tube Per 2015 Aluminum Design Manual Critically Alloy: 6063 Temper: T6 Welded: N Member Properties Double 2"x8"x 0.25"/0.25" 6063-T6 Alum Tube # of Parallel Beams in Section # Beams = 2 2.000" Base Width, b = 2.000" Base Thickness, tb = 0.250" 0.250" Web Height, h = 1 8.000" Web Thickness, th = 0.250" Moment of Inertia About Axis To Base, Ix = 65.198 in Moment of Inertia About Axis To Web, ly = CD 3.224 in^4 x— - - - - o -x Section Modulus About The X-Axis, Sx = 16.299 in^4 b 00 Radius Of Gyration About Axis To Base, rx = 1.77 in N Radius Of Gyration About Axis To Web, ry = 0.39 in C) Torsional Constant, J = 9.68 in14 Cross Sectional Area, A = 20.75 in^2 Plastic Section Modulis, Z = 10.91 in^3 Warping Constant, Cw = 0.00 in^6 Member Spans Unsupported Length (Max Span Between Supports), L = 16.0 ft Unbraced Length For Bending (Against Side -Sway), Lb = 9.0 ft Effective Length Factor, k = 1.0 Material Properties Tensile Ultimate Strength, Ftu = 30 ksi Tensile Yield Strength, Fty = 25 ksi Compressive Yield Strength, Fcy = 25 ksi Shear Ultimate Strength, Fsu = 18 ksi Shear Yield Strength, Fsy = 15 ksi Compressive Modulus Of Elasticity, E = 10,100 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 25 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #2, Double 2"x8"x 0.25"/0.25" 6063-T6 Alum Tube - Main Beam Buckling Constants Compression In Columns & Beam Flanges (Intercept), Bc = Compression In Columns & Beam Flanges (Slope), Dc = Compression In Columns & Beam Flanges (Intersection), Cc = Compression In Flat Plates (Intercept), Bp = Compression In Flat Plates (Slope), Dp = Compression In Flat Plates (Intersection), Cp = Compressive Bending Stress In Solid Rectangular Bars (Intercept), Bbr = Compressive Bending Stress In Solid Rectangular Bars (Slope), Dbr = Shear Stress In Flat Plates (Intercept), Bs = Shear Stress In Flat Plates (Slope), Ds = Shear Stress In Flat Plates (Intersection), Cs = Ultimate Strength Coefficient Of Flat Plates In Compression, k1 c = Ultimate Strength Coefficient Of Flat Plates In Compression, k2c = Ultimate Strength Coefficient Of Flat Plates In Bending, k1 b = Ultimate Strength Coefficient Of Flat Plates In Bending, k2b = Tension Coefficient, kt = Member Strength Calculations D.2 Axial Tension Tensile Yielding - Unwelded Members Tensile Rupture - Unwelded Members Axial Compression Members E.2 Compression Member Buckling Axial, Gross Section Subject To Buckling Fty_n = �2 = Fty_n/Q _ Ftu n = S2 = Ftu n/Qt = 27.64 ksi 0.14 ksi 78.38 ksi 31.39 ksi 0.17 ksi 73.55 ksi 46.12 ksi 0.38 ksi 18.98 ksi 0.08 ksi 94.57 ksi 0.35 2.27 0.50 2.04 1.0 25.00 ksi 1.65 15.15 ksi 30.00 ksi 1.95 15.38 ksi Lower Slenderness Limit, Al = 18.23 Upper Slenderness Limit, A2 = 78.38 Slenderness, A(max) = 273.99 (0.85rr2EIA1) Fc_n = 1.13 ksi 0 = 1.65 Fc n/Q = 0.68 ksi >_ A2 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 26 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #2, Double 2"x8"x 0.25"/0.25" 6063-T6 Alum Tube - Main Beam E.3 Local Buckling For Column Elements In Uniform Compression Subject To Local Buckling, The Uniform Compressive Strength Is Addressed In Section B.5.4 Calculated Below. B.5.4.2 - Flat Elements Supported On Both Edges (Base) B.5.4.2 - Flat Elements Supported On Both Edges (Web) EA Bucklina Interaction Per Table B.5.1 ITT -El (1.6*b/tb)I Fe(flange) = fFc n} Fc n = Fe(flange) > Fc_n (E.2 Member Buckling) n = Fc_n/Q = {rr2*E/(1.6*h/th)2} Fe(web) = fFc n} Fc n = Fe(web) > Fc_n (E.2 Member Buckling) n = Fc n/Q = Flexural Members F.2 Yielding And Rupture Nominal Flexural Strength For Yielding And Rupture Limit State of Yielding {Z*Fcy} Mnp = {Mnp/Z} Fb_n = 0= Fb_n/0 = Limit State Of Rupture {Z*Ftu/kt} Mnu = {Mnu/Z} Fb_n = Q = Fb n/Q = 1081.63 ksi 1.13 ksi 1.65 0.68 ksi 43.27 ksi 1.13 ksi 1.65 0.68 ksi 272.66 k-in 25.00 ksi 1.65 15.15 ksi 327.19 k-in 30.00 ksi 1.95 15.38 ksi FA Lateral- Torsional Buckling Square Or Rectangular Tubes Subject To Lateral -Torsional Buckling Slenderness For Shapes Symmetric About The Bending Axis, A F.4.2.1 = 29.22 Slenderness For Closed Shapes, A F.4.2.3 = 28.87 Slenderness For Any Shape, A F.4.2.5 = 29.22 Maximum Slenderness, A(max) = 29.22 Nominal Flexural Strength - Lateral -Torsional Buckling {Mnp(1-(AICc))+(rr2*E*A*Sx/Cc^3)} Mnmb = 220.31 k-in {Mnmb/Sx} Fb_n = 27.03 ksi Q = 1.65 Fb n/Q = 16.38 ksi < Cc CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 27 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #2, Double 2"x8"x 0.25"/0.25" 6063-T6 Alum Tube - Main Beam Uniform Compression Elements B.5.4.2 Flat Elements Supported On Both Edaes - Web & Flanae Uniform Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, kl = Upper Slenderness Limit, A2 = Flange Slenderness, b/tb = Web Slenderness, h/th = {Fcy) Fc n 1 = �2 = Fc_n1/Q _ {Bp-1.6*Dp*h/th) Fc n2 = 0 = Fc n2/Q _ Flexural Compression Elements B.5.5.1 Flat Elements Supported On Both Edges - Web Flexural Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, Al = Upper Slenderness Limit, 1\2 = Slenderness, h/th = (1.5*Fcy) Fb_n = �2 = Fb n/Q = Shear G.2 Shear Supported On Both Edges - Web Members With Flat Elements Lower Slenderness Limit, kl = Supported On Both Edges Upper Slenderness Limit, A2 = Slenderness, h/th = {Fsy) Fv_n = 0 = Fv n/Q _ CALCULATED ALLOWABLE ST Allowable Bending Stress, Fb = Allowable Axial Stress, Compression, Fac = Allowable Shear Stress; Webs, Fv = 22.8 39.2 6.0 30.0 25.00 ksi 1.65 15.15 ksi 22.99 ksi 1.65 13.93 ksi 34.73 92.95 30.00 37.50 ksi 1.65 22.73 ksi 38.73 75.65 30.00 15.00 ksi 1.65 9.09 ksi 15.15 ksi 0.68 ksi 9.09 ksi Elastic Buckling Stress, Fe = 0.68 ksi Weighted Average Allowable Compressive Stress (Per Section E.3.1), Fao = 14.14 ksi <_ 1\1 J\1 - J\2 <_ Al CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 28 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #2, Double 2"x8"x 0.25"/0.25" 6063-T6 Alum Tube - Main Beam Member Loading & Capacity Calculation Dimensions & Loading Inputs Layout Style = Layout # 2 Beam #2 - Main Beam With Intermediate Load Beam Use = MWF Beam Total Length, L = 17.00 ft # Spans = 1 Max Beam Span (Between Supports), Span = 16.00 ft Beam Overhang Left, OhL = 1.00 ft Beam Overhang Right, OhR = Beam Location = Edge Point Load At Left Overhang, PohL = 1778 lb Point Load At Right Overhang, PohR = 1778 lb Point Load #1 (Left) On Span, P1 = 3557 lb Point Load #1 Offset, a = 8.00 ft Point Load #2 (Right) On Span, P2 = 0.0 lb Point Load #2 Offset, b = 0.00 ft Resultant Weight Loading On Tributary, RL = 0.0 psf Tributary Width, W = 0.00 ft Additional Beam Loading (Icing, Service, Ect), AL = 12.79 lb/ft Linear Loading On Beam, w = 12.8 lb/ft Additional Moment Bracing At Ends? = FALSE Shear In Member And Compression / Tension Reactions At Supports Max Reaction From Span Point Loads, Vsp = 1778 lb Left Reaction From Overhang Point Loads, VopL = 1890 lb Right Reaction Right Overhang Point Loads, VopR = 1667 lb Max Reaction From Span Weight, Vsw= 102 lb Reaction From Weight Adjustment Factor For Multi -Span, Vwaf = 1 Adjusted Reaction From Span Weight, Vsw'= 102 lb Left Reaction From Overhang Weight, VowL= 13 lb Right Reaction From Overhang Weight, VowR= 0 lb 0.00 Kip Max Compression At Supports, Cmax = 3.78 Kip Bending Moment Calculations Moment From Span Point Loads, Msp = 14228 lb-ft Moment From Point Loads Adjustment Factor For Multi -Span, Mpaf = 1.000 Adjusted Moment From Span Point Loads, Msp' = 14228 lb-ft Moment From Left Overhang Point Loads, MohpL = -1778 lb-ft rom Right Moment From Span Weight, Mw= 409 lb-ft Moment From Weight Adjustment Factor For Multi -Span, Mwaf = 1.00 Adjusted Moment From Span Weight, Mw'= 409 lb-ft Moment From Left Overhang Weight, MohwL = -6 lb-ft Total Max Moment Along Span, Mmaxspan = 13.7 Kip-ft Total Max Moment At Supports, Mmaxsup = 1.8 Kip-ft Max Moment From Beam Loading = 13.7 Kip-ft Moment Frame Connection To Beam #2 = FALSE Moment Transferred From Post = 0.0 Kip-ft Absolute Max Moment On Beam, Mmax = 13.7 Kip-ft CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 29 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Beam #2, Double 2"x8"x 0.25"/0.25" 6063-T6 Alum Tube - Main Beam Deflection Calculations Deflection From Span Point Loads At x, ospx = 0.56 in Location Of Max Moment From Weight Between Spans, x = 7.97 in Deflection From Overhang Point Loads At x, Aopx = -0.05 in Deflection From Span & Overhangs Weight At x, Owx = 0.02 in Point Load Deflection At Left Overhang End, DowL = 0.02 in Weight Deflection At Left Overhang End, AowL = 0.00 in Weight Deflection At Right Overhang End, AopR = Span Max Deflection, Asp = 0.53 in Overhang Max Deflection, Aoh = 0.01 in Total Max Deflection, Amax = 0.53 in Note: Negative Deflection Values Indicate Upward Deflection Member Capacity Equations Bendina Stress Bending Moment Developed In Member, Mz = 13.7 Kip-ft Bending Stress Developed In Member, fb = 10.12 ksi Allowable Bending Stress Of Member, Allowable Bending Stress, Fb = 15.15 ksi Bending Moment Capacity = 67% < 100% Axial Stress Axial Load Developed In Member, Fx = 0.00 Kip Axial Stress Developed In Member, fa = 0.00 ksi Allowable Axial Stress, Compression, Fac = 0.68 ksi Axial Stress Capacity = 0% < 100% Shear Stress Shear Load Developed In Member, Vz = 3.78 Kip Shear Stress Developed In Member, fv = 1.01 ksi Allowable Shear Stress Of Member Webs, Fv = 9.09 ksi Shear Capacity = 11 % < 100% Interaction Equations Reduced Bending And Shear Interaction {(fb/Fb)A2 + (fv/Fv)^21 = 68% < 100% Axial And Bending Interaction fa/Fa + fb/Fb = 0% < 100% Axial With Reduced Bending And Shear Interaction fa/Fa + (fb/Fb)A2 + (fv/Fv)^2 = 0% < 100% Deflection Check Capacity Less than 100% - OK, Member Is Sufficient For Applied Loading Deflection Limit = L / 80 Allowable Deflection, AAllow = 2.40 in Maximum Deflection, AMax = 0.53 in Deflection Capacity = 22% < 100% OK, Allowable Deflection Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 30 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Critical Post, Single 8" x 8" x 0.1875" / 0.1875" 6063-T6 Aluminum Tube - Post ALUMINUM DESIGN MANUAL (2015 EDITION) Specifications for Aluminum Structures (Buildings) Allowable Stress Design Design Check of Standard Single 8"x8"x 0.1875"/0.1875" 6063-T6 Aluminum Tube As Post Per 2015 Aluminum Design Manual Critically Alloy: 6063 Temper: T6 Welded: N Member Properties Single 8" x 8" x 0.1875" / 0.1875" 6063-T6 Aluminum Tube # of Parallel Members in Section = 1 8.000" Base Width, b = 8.000" Base Thickness, tb = 0.188" 0.188" Web Height, h = 8.000" Web Thickness, th = 0.188" Moment of Inertia About Axis To Base, Ix = 59.639 in^4 Moment of Inertia About Axis To Web, ly = 59.639 in^4 x� CD o -x Section Modulus About The X-Axis, Sx = 14.910 in^4 oo Radius Of Gyration About Axis To Base, rx = 3.19 in 00 Radius Of Gyration About Axis To Web, ry = 3.19 in 17 o Torsional Constant, J = 89.41 in^4 Cross Sectional Area, A = 5.86 in^2 Plastic Section Modulis, Z = 17.17 in13 Warping Constant, Cw = 0.00 in^6 Member Spans Material Properties Unsupported Length (Max Span Between Supports), L = 11.17 ft Unbraced Length For Bending (Against X-Side-Sway), Lbx = 11.17 ft Unbraced Length For Bending (Against Y-Side-Sway), Lby = 11.17 ft Effective Length Factor (X Direction), kx = 2.0 Effective Length Factor (Y Direction), ky = 2.0 Tensile Ultimate Strength, Ftu = 30 ksi Tensile Yield Strength, Fty = 25 ksi Compressive Yield Strength, Fcy = 25 ksi Shear Ultimate Strength, Fsu = 18 ksi Shear Yield Strength, Fsy = 15 ksi Compressive Modulus Of Elasticity, E = 10,100 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 31 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Critical Post, Single 8" x 8" x 0.1875" / 0.1875" 6063-T6 Aluminum Tube - Post Buckling Constants Compression In Columns & Beam Flanges (Intercept), Bc = Compression In Columns & Beam Flanges (Slope), Dc = Compression In Columns & Beam Flanges (Intersection), Cc = Compression In Flat Plates (Intercept), Bp = Compression In Flat Plates (Slope), Dp = Compression In Flat Plates (Intersection), Cp = Compressive Bending Stress In Solid Rectangular Bars (Intercept), Bbr = Compressive Bending Stress In Solid Rectangular Bars (Slope), Dbr = Shear Stress In Flat Plates (Intercept), Bs = Shear Stress In Flat Plates (Slope), Ds = Shear Stress In Flat Plates (Intersection), Cs = Ultimate Strength Coefficient Of Flat Plates In Compression, k1 c = Ultimate Strength Coefficient Of Flat Plates In Compression, k2c = Ultimate Strength Coefficient Of Flat Plates In Bending, k1 b = Ultimate Strength Coefficient Of Flat Plates In Bending, k2b = Tension Coefficient, kt = Member Strength Calculations D.2 Axial Tension Tensile Yielding - Unwelded Members Tensile Rupture - Unwelded Members Axial Compression Members E.2 Compression Member Buckling Axial, Gross Section Subject To Buckling Fty_n = �2 = Fty_n/0 _ Ftu_n = f2 = Ftu n/Qt = Lower Slenderness Limit, Al = Upper Slenderness Limit, A2 = Slenderness, A(max) = {0.85rr2EIA2) Fc n = �2 = Fc n/Q _ 27.64 ksi 0.14 ksi 78.38 ksi 31.39 ksi 0.17 ksi 73.55 ksi 46.12 ksi 0.38 ksi 18.98 ksi 0.08 ksi 94.57 ksi 0.35 2.27 0.50 2.04 1.0 25.00 ksi 1.65 15.15 ksi 30.00 ksi 1.95 15.38 ksi 18.23 78.38 84.0 12.01 ksi 1.65 7.28 ksi >_ A2 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 32 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Critical Post, Single 8" x 8" x 0.1875" / 0.1875" 6063-T6 Aluminum Tube - Post E.3 Local Buckling For Column Elements In Uniform Compression Subject To Local Buckling, The Uniform Compressive Strength Is Addressed In Section B.5.4 Calculated Below. B.5.4.2 - Flat Elements Supported On Both Edges (Base) B.5.4.2 - Flat Elements Supported On Both Edges (Web) EA Bucklina Interaction Per Table B.5.1 ITT -El (1.6*b/tb)2} Fe(flange) = 23.55 ksi {Fc n} Fc_n = 12.01 ksi Fe(flange) > Fc_n (E.2 Member Buckling) n = 1.65 Fc n/0 = 7.28 ksi {n'2*E/(1.6*h/th)2} Fe(web) = 23.55 ksi {Fc n} Fc_n = 12.01 ksi Fe(web) > Fc_n (E.2 Member Buckling) D = 1.65 Fc n/Q = 7.28 ksi Flexural Members F.2 Yieldina And Rupture Nominal Flexural Strength For Yielding And Rupture Limit State of Yielding {Z*Fcy} Mnp = 429.24 k-in {Mnp/Z} Fb_n = 25.00 ksi Q = 1.65 Fb n/0 = 15.15 ksi Limit State Of Rupture {Z*Ftu/kt} Mnu = 515.08 k-in {Mnu/Z} Fb_n = 30.00 ksi Q = 1.95 Fb n/Q = 15.38 ksi FA Lateral- Torsional Buckling Square Or Rectangular Tubes Subject To Lateral -Torsional Buckling Slenderness For Shapes Symmetric About The Bending Axis, A F.4.2.1 = 12.22 Slenderness For Closed Shapes, A F.4.2.3 = 12.03 Slenderness For Any Shape, A F.4.2.5 = 12.22 Maximum Slenderness, A(max) = 12.22 < Cc Nominal Flexural Strength - Lateral -Torsional Buckling {Mnp(1-(UCc))+(rr2*E*A*Sx/Cc^3)} Mnmb = 400.02 k-in {Mnmb/Sx} Fb_n = 26.83 ksi Q = 1.65 Fb n/Q = 16.26 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 33 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Critical Post, Single 8" x 8" x 0.1875" / 0.1875" 6063-T6 Aluminum Tube - Post Uniform Compression Elements B.5.4.2 Flat Elements Supported On Both Edges - Web & Flange Uniform Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, 1\1 = 22.8 Upper Slenderness Limit, A2 = 39.2 Flange Slenderness, b/tb = 40.67 >_ 1\2 Web Slenderness, h/th = 40.67 >_ A2 {k2c*�(Bp*E)/(1.6*b/tb)) Fc n1 = 19.64 ksi �2 = 1.65 Fc_n1/Q = 11.90 ksi {k2c*�(Bp*E)/(1.6*h/th)) Fc n2 = 19.64 ksi Q = 1.65 Fc n2/Q = 11.90 ksi Flexural Compression Elements B.5.5.1 Flat Elements Supported On Both Edges - Web Flexural Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, 1\1 = 34.73 Upper Slenderness Limit, A2 = 92.95 Slenderness, h/th = 40.67 All - A2 {Bbr-m*Dbr*h/th) Fb_n = 36.03 ksi 0 = 1.65 Fb n/Q = 21.83 ksi Shear G.2 Shear SUDDOrted On Both Edaes - Web Members With Flat Elements Lower Slenderness Limit, Al = 38.73 Supported On Both Edges Upper Slenderness Limit, A2 = 75.65 Slenderness, h/th = 40.67 All - A2 (Bs-1.25Ds*h/th) Fv_n = 14.80 ksi �2 = 1.65 Fv n/Q = 8.97 ksi CALCULATED ALLOWABLE ST Allowable Bending Stress, Fb = Allowable Axial Stress, Compression, Fac = Allowable Shear Stress; Webs, Fv = Allowable Axial Stress, Tension, Fat = 14.24 ksi 7.28 ksi 8.97 ksi 15.15 ksi Elastic Buckling Stress, Fe = 7.24 ksi Weighted Average Allowable Compressive Stress (Per Section E.3.1), Fao = 11.90 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 34 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Critical Post, Single 8" x 8" x 0.1875" 10.1875" 6063-T6 Aluminum Tube - Post Member Loading 8r Capacity Calculation Post Dimensions And Geometry Post Height, h = Post Width = Post Location = Post Trib Width in X-Axis ( I I Projection), WTribX = Post Trib Length in Y-Axis ( 1 Projection), LTribY = Total Tributary Roof Area, Aroof= Fascia Height, hfac = X Wall Porosity, %wallx = X Wall Height, Hwallx = Lateral Face Effective Tributary Width (X Direction), WwallX = Y Wall Porosity, %wallY - Y Wall Height, HwallY - Lateral Face Effective Tributary Length (Y Direction), WwallY - Lateral Support from Host 11.17ft 0.67 ft Corner 11.67 ft 9.00 ft 105.0 ft2 0.83 ft 50% 5.58 ft 5.83 ft 50% 5.58 ft 4.50 ft Supported against Lateral Forces In X Direction = FALSE Supported against Lateral Forces In Y Direction = FALSE Roof Acts As Shear Diaphragm = FALSE Post Acting As (X Direction) = Cantilevered Column Post Acting As (Y Direction) = Cantilevered Column Design Loading Design Gravity Loading (MWFRS), PGrav = Design Uplift Loading (MWFRS), Puplift = Lateral Loading (Frame), PLatFrame = Lateral + Suction Loading On Walls, PLatwalls = Wind Force On Lateral Force System Per Post (X Direction) = Wind Force On Lateral Force System Per Post (Y Direction) = Local Seismic Loading (Acting on This Tributary Area) Local Tributary Weight, W = Local Effective Seismic Design Force, Fp = Redundancy Factor, p = ASD Service Factor = Max Seismic Shear, Vseis = Max Seismic Moment, Mseis = Axial Force Calculations 30.20 psf -10.80 psf 16.80 psf 29.40 psf 459 lb 550 lb 525 Ibs 59.08 Ibs 1.30 0.70 219 lb 2228 lb-ft Gravity Compression Loading On Tributary Area, Fc = 3171 lb Uplift Tension Loading On Tributary Area, FT = -1134 lb Max Compression Loading From Loaded Beams, Fc Beam = 3784 lb Max Tensile Loading From Loaded Beams, FT Beam = Maximum Compressive Loading, Fxc = 3.78 Kip Maximum Tension Loading, FxT = -1.13 Kip Note: Negative Loading Values Indicate Uplift Or Tension CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 35 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Critical Post, Single 8" x 8" x 0.1875" / 0.1875" 6063-T6 Aluminum Tube - Post Shear Force Calculations Lateral Shear At Base (X Direction), Vx = 459 lb Lateral Shear At Base (Y Direction), Vy = 550 lb Resultant Shear (Magnitude), V = 716 lb Maximum Design Shear, Vmax = 0.72 Kip Max Torsion due to 5% Eccentric Shear, Tn = 3.2 Kip -in Bending Moment Calculations Max Y - Moment (At The Base) (Bending to Width), My = 2139 lb-ft Max X - Moment(At The Base) (Bending I to Length), Mx = 2236 lb-ft X - Moment Reduction for Stiffness of Host Attached Members, Mx -Red 0% Reduced X - Bending Moment, Mx' = 2236 lb-ft Post Connected To Beams With Moment Connection? FALSE Moment Transfer From Beam #1 = 0 lb-ft Moment Transfer From Beam #2 = 0 lb-ft Absolute Max Moment, Mmax = 2.2 Kip-ft Deflection Calculations Deflection in X - Direction, Ax = 0.13 in Deflection in Y - Direction, Ay = 0.12 in Max Deflection, Amax = 0.13 in Member Capacity Equations Bending Stress Bending Moment Developed In Member, Mz = 2.2 Kip-ft Bending Stress Developed In Member, fb = 1.80 ksi Allowable Bending Stress Of Member, Allowable Bending Stress, Fb = 14.24 ksi Bending Moment Capacity = 13% < 100% Axial Stress Compressive Stress Compression Load Developed In Member, Fc = 3.78 Kip Compression Stress Developed In Member, fac = 0.65 ksi Allowable Axial Stress, Compression, Fac = 7.28 ksi Compressive Stress Capacity = 9% < 100% Tensile Stress Tension Load Developed In Member, FT = -1.13 Kip Tension Stress Developed In Member, fat = 0.19 ksi Allowable Axial Stress, Tension, Fat = 15.15 ksi Tensile Stress Capacity = 1 % < 100% Shear Stress Shear Load Developed In Member, Vz = 0.72 Kip Shear Stress Developed In Member, fv = 0.25 ksi Allowable Shear Stress Of Member Webs, Fv = 8.97 ksi Shear Capacity = 3% < 100% Interaction Equations Reduced Bending And Shear Interaction {(fb/Fb)A2 + (fv/Fv)^21 = 13% < 100% Axial And Bending Interaction fa/Fa + fb/Fb = 22% < 100% Axial With Reduced Bending And Shear Interaction fa/Fa + (fb/Fb)A2 + (fv/Fv)^2 = 11 % < 100% Capacity Less than 100% - OK, Member Is Sufficient For Applied Loading Deflection Check Deflection Limit = H / 60 Allowable Deflection, AAllow = 2.23 in Maximum Deflection, AMax = 0.13 in Deflection Capacity = 6% < 100% OK, Allowable Deflection Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 36 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Loaded Beam To Perimeter Beam Screw Connection Design Of Steel Spaced Thread Tapping Screw to Aluminum Connections t = 2020 Aluminum Design Manual; * =AMMATIR-A9-2014 Anchor To Be Analyzed: 1/4-14 SMS, 316 SS, Steel Screws Nominal Anchor Size Designation, Size = 1/4-14 SMS Screw Material, (Alloy) = 316 SS Anchor Ultimate Tensile Strength, Ftu = 100 ksi Anchor Yield Strength, Fy = 65 ksi Nominal Screw Diameter, D = 0.250" Basic Minor Diameter, Dmin = 0.185" Tensile Stress Area, As = 0.027 in Thread Root Area, Ar = 0.027 in # Thread Per Inch, n = 14 ❑ Consider washer? Washer Diameter, Dw = 0.625" Anchor Head Diameter, Dws = 0.500" Nominal Hole Diameter, Dh = 0.250" Is anchor placed in a screw boss/chase/slot? FALSE Countersunk? FALSE Countersink depth, CS Depth - Minimum Aluminum Edge Distance, de = 0.50" Member in Contact with Screw Head: Alloy & Temper 1 = 6063-T6 Thickness of Member 1, t1 = 0.250" Tensile Ultimate Strength of Member 1, Ftu1 = 30 ksi Tensile Yield Strength of Member 1, Fty1 = 25 ksi Member not in Contact with Screw Head: Alloy & Temper 2 = 6063-T6 Thickness of Member 2, t2 = 0.250" Depth of Full Thread Engagement Into t2, Le = 0.250" Tensile Ultimate Strength of Member 2, Ftu2 = 30 ksi Tensile Yield Strength of Member 2, Fty2 = 25 ksi Screw Boss Wall Thickness, t3 = 0.125" Min Depth of Full Thread Engagement Into Screw Boss, Let = 0.500" Angle Defining Limits of Screw Engagement, In Screw Chase, a = 84.54 Ratio of Screw Boss Engaged Thread Area To Total Area, Re = 0.338 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 37 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Loaded Beam To Perimeter Beam Screw Connection Allowable Tension Calculation Coeff. Dependent On Screw Location, C = 1.0 (t Sect. J.5.4.2) Coeff. Dependent On Member 2 Thickness, Ks = 1.2 (t Sect. 15.4.1.1 b) Nominal Pull -Out Strength Of Screw, Rn_t1 = 2887.5 lb (t Sect. J.5.4.1.1 b) Nominal Pull -Over Strength Of Screw, Rn_t2 = 1875.0 lb (t Sect. J.5.4.2) iminal Pull -Out Stic1IyLII 11U111 �UIUVV �UOO ki aNNiwauic/, iXr1_w - 14//H >ect. J.D.4. I.L) Allowable Pull -Out Strength From Screw Boss. Rn t4 = N/A (* Sect. 14.0)) Allowable Tensile Capacity Of Screw, Pnt = 896.0 lb (* Eqn. 10.4-10.7) Safety Factor For Connections; Building Type Structures, 0 = 3.0 Safety Factor For Anchor, 0 = 3.0 Allowable Tension = 625 lb Allowable Shear Calculation Bearing On Member 1, Rn_v1 = 3750.0 lb (t Sect. J.5.5.1) Bearing On Member 2, Rn_v2 = 3750.0 lb (t Sect. J.5.5.1) Screw Tilting, Rn_v3 = 7875.0 lb (t Sect. J.5.5.2) She;, - Allowable Shear Capacity Of Screw, Pnv = 517.3 lb (* Eqn. 7.5) Safety Factor For Connections; Building Type Structures, 0 = 3.0 Safety Factor For Anchor, 0 = 3.0 Allowable Shear = 517 lb Design Omissions: Disregard The Limiting Allowable Capacities From Member 1 (Member In Contact With Screw Head) ❑ Disregard The Limiting Allowable Capacities From Member 2 (Member In Not In Contact With Screw Head) ❑ Connection Total Strength & Capacity Calculations Anchor Qty at Connection, Qty = 8 Required Tensile Loading on Connection, Treq = 0 lb (Beam To Beam Connection Not Required Shear Loading on Connection, Vreq = 3557 lb Loaded in Tension) Interaction Exponent factor, n = 1.00 Tensile capacity of connection, Tcap = 5000 lb (Anchor Qty' Allowable Tension) Shear capacity of connection , Vcap = 4138 lb (Anchor Qty* Allowable Shear) RZ + RX = 86% Maximum Capacity= 100% T CAP V CAP Capacity < 100% OK! - Connection Design Is Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 38 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Perimeter Beam To Post Screw Connection Design Of Steel Spaced Thread Tapping Screw to Aluminum Connections t = 2020 Aluminum Design Manual; * =AMMATIR-A9-2014 Anchor To Be Analyzed: 1/4-14 SMS, 316 SS, Steel Screws Nominal Anchor Size Designation, Size = 1/4-14 SMS Screw Material, (Alloy) = 316 SS Anchor Ultimate Tensile Strength, Ftu = 100 ksi Anchor Yield Strength, Fy = 65 ksi Nominal Screw Diameter, D = 0.250" Basic Minor Diameter, Dmin = 0.185" Tensile Stress Area, As = 0.027 in Thread Root Area, Ar = 0.027 in # Thread Per Inch, n = 14 ❑ Consider Washer? Washer Diameter, Dw = 0.625" Anchor Head Diameter, Dws = 0.500" Nominal Hole Diameter, Dh = 0.250" Is anchor placed in a screw boss/chase/slot? FALSE Countersunk? FALSE Countersink depth, CS Depth - Minimum Aluminum Edge Distance, de = 0.50" Member in Contact with Screw Head: Alloy & Temper 1 = 6063-T6 Thickness of Member 1, t1 = 0.250" Tensile Ultimate Strength of Member 1, Ftu1 = 30 ksi Tensile Yield Strength of Member 1, Fty1 = 25 ksi Member not in Contact with Screw Head: Alloy & Temper 2 = 6063-T6 Thickness of Member 2, t2 = 0.188" Depth of Full Thread Engagement Into t2, Le = 0.188" Tensile Ultimate Strength of Member 2, Ftu2 = 30 ksi Tensile Yield Strength of Member 2, Fty2 = 25 ksi Screw Boss Wall Thickness, t3 = 0.125" Min Depth of Full Thread Engagement Into Screw Boss, Let = 0.500" Angle Defining Limits of Screw Engagement, In Screw Chase, a = 84.54 Ratio of Screw Boss Engaged Thread Area To Total Area, Re = 0.338 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 39 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Perimeter Beam To Post Screw Connection Allowable Tension Calculation Coeff. Dependent On Screw Location, C = 1.0 (t Sect. J.5.4.2) Coeff. Dependent On Member 2 Thickness, Ks = 1.2 (t Sect. 15.4.1.1 b) Nominal Pull -Out Strength Of Screw, Rn_t1 = 1828.1 lb (t Sect. J.5.4.1.1 b) Nominal Pull -Over Strength Of Screw, Rn_t2 = 1875.0 lb (t Sect. J.5.4.2) Nomiria, , UII-"UL . Ll GI IlJLI I rrUl I I �Ul UVV �UOO, KHL- .41r k i . UUL. J.0.4. i Allowable Pull -Out Strength From Screw Boss. Rn t4 = N/A (* Sect. 14.0)) Allowable Tensile Capacity Of Screw, Pnt = 896.0 lb (* Eqn. 10.4-10.7) Safety Factor For Connections; Building Type Structures, 0 = 3.0 Safety Factor For Anchor, 0 = 3.0 Allowable Tension = 609 lb Allowable Shear Calculation Bearing On Member 1, Rn_v1 = 3750.0 lb (t Sect. J.5.5.1) Bearing On Member 2, Rn_v2 = 2812.5 lb (t Sect. J.5.5.1) Screw Tilting, Rn_v3 = 5115.0 lb (t Sect. J.5.5.2) She, - Allowable Shear Capacity Of Screw, Pnv = 517.3 lb (* Eqn. 7.5) Safety Factor For Connections; Building Type Structures, 0 = 3.0 Safety Factor For Anchor, 0 = 3.0 Allowable Shear = 517 lb Design Omissions: Disregard The Limiting Allowable Capacities From Member 1 (Member In Contact With Screw Head) Disregard The Limiting Allowable Capacities From Member 2 (Member In Not In Contact With Screw Head) Connection Total Strength & Capacity Calculations G Beam To Post Clio Post CHD To Post Anchor Qty At Connection, Qty = 6 8 Required Tensile Loading On Connection, Treq = 1134 lb 0 lb Required Shear Loading On Connection, Vreq = 716 lb 1134 lb Interaction Exponent Factor, n = 1.00 1.00 Tensile Capacity Of Connection, Tcap = 3656 lb 4875 lb Shear Capacity Of Connection , Vcap = 3104 lb 4138 lb RZ + RX 54% 27% T CAP V CAP Capacity < 100% OK! - Connection Design Is Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 40 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Baseplate Capacity Calculations Design Check Of A Fully Supported 6063-T6, 14" x 14" x 0.375" Baseplate For Bending And Punching Shear Member Properties Plate Length, I = 14.0 in LENGTH TENSION ANCHOR Plate Width, b = 14.0 in F>EPUTU.E �GLEVER ARM, X, Plate Thickness, tb = Moment of Inertia About Axis To Flange, Ix = 0.375 in 0.062 inA4 ANCHOR BA EEPUTE —$EPARTATION o DISTANCE Section Modulus (About X-Axis), Sc = 0.328 in' ovTURwNc +C Baseplate Yield Stress, Fy= 15.0 ksi 3 Applied Loading 0 0 ANCHORS IN ANC ORS IN Maximum Tension Applied To Baseplate, P = 1,134 Ibs TENSE COMPRESSION Maximum Moment Applied To Baseplate, MMA = 2.24 k-ft Check Plate Thickness for Bending Tension/Compression At Either Side Of Plate (Located At Anchorline), T1 = 2.2 kip (= Mreq / Sep) Resultant Loading On Baseplate Considering Triangular Load Distribution, TLoad = Moment At Plate Section From Post Centerline To Anchor Centerline (L = 0 in), Mplate = Determine The Value Of m Plate Cantilever Dimension, m = Where The Depth of the Column Section, d = Determine Thickness Of Base Plate: 6.7 kip (= 1/2 x (Sep/2) x T1) 5.2 kip -in (= 2 * W * L / 9*�3 ) 3.20 in (= 0.5 (tb - 0.95 d)) 8.00 in A= 1 n'=d/4= 2.00in Max Plate Cantilever Dimension, c = MAX ( m, Ian') = 3.20 in Required Plate Thickness, tp = 0.128 in (= 2* c* QT1+ P/ 21/ Al * Fy)* 0.5) Plate Thickness OK! - Bending Resistance Is Sufficient Check Plate Thickness for Shear Punchout Vertical Load On Plate Due To Moment At Either Side Of Post (Located At Weld Throat), Vmax = 3.92 Kip (= Mreq / b_post) Shear Stress Developed In Plate, fa = 0.7 ksi (= Vmax/ (Plate Thickness* Width)) Allowable Shear Stress Of Plate, Fac = 28.3 ksi (= 0.6 * FyA) Shear Punchout Capacity = 3% Plate Strength OK! - Shear Punchout Resistance Is Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 41 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Baseplate Anchorage To Concrete Foundation Anchored Connection Design for 14" x 14" x 0.375" Baseplate With 4 Anchors, Equally Spaced Considering (4) 1/2" Dia, ITW Large Diameter Tapcon @ 4.5" Embed Post & Baseplate Connection Post = Baseplate = Connection = Anchor Layout = Foundation Strength = Anchor Layout & Spacing Single 8" x 8" x 0.1875" / 0.1875" 6063-T6 Aluminum Tube 14" x 14" x 0.375" Baseplate Post Mechanically Attached to Baseplate 4 - Anchor Baseplate 3000 psi Concrete Anchor To Plate Edge Distance, a = 1.0 in Spacing Between Anchors, s = 12.0 in Tension Anchor Group Centroid , Xc = 13.00 in Anchor To Concrete Edge Distance = 12.00 in Anchor Properties Anchor Considered = Anchor Diameter = Embedment For Maximum Capacity = Ultimate Tensile Strength Of Anchor = Ultimate Shear Strength Of Anchor = Concrete Safety Factor = Anchor Strength Reduction Factors 1/2" Dia, ITW Large Diameter Tapcon @ 4.5" Embed 0.5" 4.5 in 10,332 lb 7,968 lb 4 Edge Distance Tension Shear Edge Distance For Full Capacity = 4.00 in 5.50 in Minimum Edge Distance Allowed = 1.75 in 1.75 in Reduction At Min Edge Distance = 65% 25% Edge Distance Considered = 12.00 in 12.00 in Edge Distance Reduction Factor =1 100% 100% Anchor Spacing Spacing For Full Capacity = 8.00 in 8.00 in Minimum Spacing Allowed = 3.00 in 3.00 in Reduction At Min Spacing = 27% 60% Spacing Considered = 12.00 in 12.00 in Spacing Reduction Factor = 100% 100% Tension Shear Adjusted Anchor Design Strength = 2,583 lb 1,992 lb Total Anchor Group Design Strength = 5,166 lb 7,968 lb CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 42 of 43 ENGINEERINGEXPRESS. COM ENGINEERING EXPRESSO Work Prepared For: StruXure Outdoor of Washington Project: 24-71920 - Anthony Collins Calculations For: Baseplate Anchorage To Concrete Foundation Applied Loading & Design Calculations Per ACI 318-14 Ch 17.2.3.4.3 (d) For Tensile Loading And 17.2.3.5.3(c) For Shear Loading, Using Seismic Overstrength Factor, n, As Shown Below Seismic Loading Overstrength Factor Considered? Seismic Design Category = D Moment Due to Seismic Shear = 2.228 kip-ft Moment Due To Wind Loading = 2.236 kip-ft Seismic Design Category D - Overstrength Considered Seismic Overstrength Factor, 0 = 1.25 Adjusted Seismic Moment = 2.784 kip-ft Loading On Baseplate & Anchors Applied Tension, Tmax = 1,134 Ibs Applied Moment, Mmax = 2784.4 lb-ft Applied Tension Due to Moment = 2,570 Ibs = Applied Moment / Tension Anchors Centroid Applied Shear, Vmax = 716 Ibs Tension Shear Total Applied Design Loading = 1 3,704 lb s 716 Ibs Anchor Interaction Capacity n = 1.00 TApplied n + VApplied n= 81 % TStren,gth (VStrenath) Anchor Group Strength OK! - Anchors As Detailed Sufficient For Use CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 43 of 43 ENGINEERINGEXPRESS. COM