The URL can be used to link to this page

Home My WebLink AboutRangeline (Carmel) IN - Structural CalculationsSTRUCTURAL CALCULATIONS PROJECT: THE FRESH MARKET, CARMEL, IN AVS JOB NO. 8116 CLIENT: BRR ARCHITECTURE 8131 METCALF, SUITE 300 OVERLAND PARK, KANSAS 66204 A. V. SCHWAN & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 6000 E. THOMAS ROAD, SUITE 1 SCOTTSDALE, ARIZONA 85251 602.265.4331 www.AVSchwan.com 1 2 3 4 A.V. Schwan & Associates JOB TITLE The Fresh Market 6000 E Thomas Rd Scottsdale, AZ 85251 JOB NO.8116 SHEET NO. 602-265-4331 CALCULATED BY BG DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) =0.93 h =23.0 ft 0.2h =4.6 ft Base pressure (qh) =22.7 psf 0.6h =13.8 ft Minimum parapet ht = 2.0 ft GCpi = +/-0.18 Roof Angle (θ) = 1.2 deg qi = qh = 22.7 psf Type of roof = Monoslope Roof Surface Pressure (psf)User input Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 25 sf 50 sf Negative Zone 1 -42.7 -39.9 -36.2 -33.3 -30.5 -28.2 -26.8 -26.8 -39.0 -36.2 Negative Zone 1'-24.5 -24.5 -24.5 -24.5 -21.1 -18.3 -16.6 -16.0 -24.5 -24.5 Negative Zone 2 -56.3 -52.7 -47.9 -44.3 -40.7 -37.7 -35.9 -35.9 -51.5 -47.9 Negative Zone 3 -76.8 -69.5 -59.9 -52.7 -45.5 -39.6 -35.9 -35.9 -67.2 -59.9 Positive All Zones 16 16 16 16 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&1'-38.6 -37.9 -37 -36.3 -30.5 -25.7 -22.7 -22.7 -37.7 -37.0 Overhang Zone 2 -52.2 -47.4 -41 -36.2 -31.4 -27.5 -25.0 -25.0 -45.8 -41.0 Overhang Zone 3 -72.7 -64.2 -53.1 -44.6 -36.2 -29.3 -25.0 -25.0 -61.5 -53.1 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.1 psf) Parapet qp =23.1 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 50 sf CASE A: Zone 2 : 76.3 71.4 64.9 59.9 55.0 48.5 64.9 Zone 3 : 97.1 88.5 77.1 68.5 59.9 48.5 77.1 CASE B : Interior zone : -48.5 -46.1 -42.8 -40.4 -37.9 -34.7 -42.8 Corner zone : -55.5 -51.8 -46.9 -43.2 -39.5 -34.7 -46.9 wall a =9.2 ft Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.28 -1.10 -1.05 -0.98 -29.1 -25.1 -23.8 -22.3 -29.1 -23.8 Negative Zone 5 -1.58 -1.23 -1.12 -0.98 -35.9 -27.9 -25.4 -22.3 -35.9 -25.4 Positive Zone 4 & 5 1.18 1.00 0.95 0.88 26.8 22.8 21.6 20.0 26.8 21.6 User input 5 A.V. Schwan & Associates JOB TITLE The Fresh Market 6000 E Thomas Rd Scottsdale, AZ 85251 JOB NO.8116 SHEET NO. 602-265-4331 CALCULATED BY BG DATE CHECKED BY DATE Location of C&C Wind Pressure Zones - ASCE 7-16 Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' 6 DESIGNED BY: BG DATE: CHECKED BY: DATE: CLIENT: BRR JOB TITLE: THE FRESH MARKET, CARMEL, IN 11/30/2021 Roof Framing - Joist at RTU5 - Enter Length:≔A +33 ft 8 in ≔B +6 ft 2 in ≔C +10 ft 2 in ≔L =++A B C 50 ft Enter Trib Width:≔s +5 ft 0 in Enter (E) Loads:≔DL 20 psf ≔LR 20 psf ≔W DL LR[[]] Loads in plf:≔w =⋅W s 100 100[[]]plf Total Load:=∑w 200 plf Load from Unit:≔P =⋅―――1000 lbf 2 ―1 2 0.25 kip See attached enercalc printout for moment and shear values ≔M 61.733 ft·kip ≔V 4.969 kip Equivalent Uniform Load:≔weq =―――((⋅M 8)) L2 197.546 plf Existing 30K(248/138) Joist O.K. JOB NO: 8116 7 General Beam A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Joist at RTU 5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 30 NOV 2021, 5:16PM Project Descr:Carmel, IN General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length =10.050.0 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.10 k/ft, Tributary Width = 1.0 ft Uniform Load : Lr = 0.10 k/ft, Extent = 0.0 -->> 33.670 ft, Tributary Width = 1.0 ft Uniform Load : Lr = 0.10 k/ft, Extent = 39.830 -->> 50.0 ft, Tributary Width = 1.0 ft Point Load : D = 0.250 k @ 33.670 ft Point Load : D = 0.250 k @ 39.830 ft .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 24.750 ft 4.969 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr Maximum Shear = 0.000 ft 61.733 k-ft Maximum Deflection Max Downward Transient Deflection 4.200 in 142 Max Upward Transient Deflection 0.067 in 8975 Max Downward Total Deflection 9.640 in 62 Max Upward Total Deflection 0.051 in 11745 8 DESIGNED BY: BG DATE: CHECKED BY: DATE: CLIENT: BRR JOB TITLE: THE FRESH MARKET, CARMEL, IN 11/30/2021 Joist at MUA1 - Enter Length:≔A +7 ft 10 in ≔B +9 ft 0 in ≔C +24 ft 2 in ≔L =++A B C 41 ft Enter Trib Width:≔s +5 ft 6 in Enter (E) Loads:≔DL 20 psf ≔LR 20 psf ≔W DL LR [[]] Loads in plf:≔w =⋅W s 110 110[[]]plf Total Load:=∑w 220 plf Load from Unit:≔P =⋅―――1500 lbf 2 ―1 2 0.375 kip See attached enercalc printout for moment and shear values ≔M 44.759 ft·kip ≔V 4.438 kip Equivalent Uniform Load:≔weq =―――((⋅M 8)) L2 213.011 plf Existing 30K(267/149) Joist O.K. JOB NO: 8116 9 General Beam A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Joist at MUA 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 30 NOV 2021, 5:19PM Project Descr:Carmel, IN General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length =10.041.0 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.110 k/ft, Tributary Width = 1.0 ft Uniform Load : Lr = 0.110 k/ft, Extent = 0.0 -->> 7.830 ft, Tributary Width = 1.0 ft Uniform Load : Lr = 0.110 k/ft, Extent = 16.830 -->> 41.0 ft, Tributary Width = 1.0 ft Point Load : D = 0.3750 k @ 7.830 ft Point Load : D = 0.3750 k @ 16.830 ft .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 20.910 ft 4.438 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr Maximum Shear = 41.000 ft 44.759 k-ft Maximum Deflection Max Downward Transient Deflection 1.768 in 278 Max Upward Transient Deflection 0.027 in 18382 Max Downward Total Deflection 4.682 in 105 Max Upward Total Deflection 0.028 in 17655 10 DESIGNED BY: BG DATE: CHECKED BY: DATE: CLIENT: BRR JOB TITLE: THE FRESH MARKET, CARMEL, IN 11/30/2021 Joist at RTU4 - Enter Length:≔A +21 ft 8 in ≔B +6 ft 4 in ≔C +13 ft 0 in ≔L =++A B C 41 ft Enter Trib Width:≔s +5 ft 9 in Enter (E) Loads:≔DL 20 psf ≔LR 20 psf ≔W DL LR [[]] Loads in plf:≔w =⋅W s 115 115[[]]plf Total Load:=∑w 230 plf Load from Unit:≔P =⋅―――1000 lbf 2 ―1 2 0.25 kip See attached enercalc printout for moment and shear values ≔M 46.504 ft·kip ≔V 4.625 kip Equivalent Uniform Load:≔weq =―――((⋅M 8)) L2 221.316 plf Existing 28K(260/144) Joist O.K. JOB NO: 8116 11 General Beam A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Joist at RTU 4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 30 NOV 2021, 5:23PM Project Descr:Carmel, IN General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length =10.041.0 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.1150 k/ft, Tributary Width = 1.0 ft Uniform Load : Lr = 0.1150 k/ft, Extent = 0.0 -->> 21.670 ft, Tributary Width = 1.0 ft Uniform Load : Lr = 0.1150 k/ft, Extent = 28.0 -->> 41.0 ft, Tributary Width = 1.0 ft Point Load : D = 0.250 k @ 21.670 ft Point Load : D = 0.250 k @ 28.0 ft .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 20.090 ft 4.625 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr Maximum Shear = 0.000 ft 46.504 k-ft Maximum Deflection Max Downward Transient Deflection 1.960 in 251 Max Upward Transient Deflection 0.032 in 15537 Max Downward Total Deflection 4.893 in 100 Max Upward Total Deflection 0.028 in 17858 12 DESIGNED BY: BG DATE: CHECKED BY: DATE: CLIENT: BRR JOB TITLE: THE FRESH MARKET, CARMEL, IN 11/30/2021 Joist at Hung Ceiling - Enter Length:≔L +41 ft 0 in Enter Trib Width:≔s +5 ft 9 in Enter (E) Loads:≔DL 20 psf ≔LR 20 psf ≔W DL LR[[]] Loads in plf:≔w =⋅W s 115 115[[]]plf Total Load:=∑w 230 plf Load from ceiling (Acting at 8'-0" O.C.): ≔P =⋅⋅5 psf 8 ft 8 ft 0.32 kip See attached enercalc printout for moment and shear values ≔M 56.489 ft·kip ≔V 5.652 kip Equivalent Uniform Load:≔weq =―――((⋅M 8)) L2 268.835 plf Increase in load:=―――weq 260 plf 1.034 (3.4% Increase < 5%) Existing 28K(260/144) Joist O.K. JOB NO: 8116 13 General Beam A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Joist at Ceiling Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 30 NOV 2021, 5:29PM Project Descr:Carmel, IN General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length =10.041.0 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans... Point Load : D = 0.320 k, Starting at : 0.0 ft and placed every 8.0 ft thereafter Uniform Load : D = 0.1150, Lr = 0.1150 k/ft, Tributary Width = 1.0 ft .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 20.500 ft 5.652 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr Maximum Shear = 41.000 ft 56.489 k-ft Maximum Deflection Max Downward Transient Deflection 2.541 in 193 Max Upward Transient Deflection 0.040 in 12196 Max Downward Total Deflection 5.948 in 82 Max Upward Total Deflection 0.032 in 15198 14 15 16 17 18 19 20 21 DESIGNED BY: BG DATE: CHECKED BY: DATE: CLIENT: BRR JOB TITLE: THE FRESH MARKET, CARMEL, IN 11/30/2021 Hood Support Analysis: Max. Weight of hood - ≔W 1050 lbf Threaded rod analysis - No of rods used:≔n 4 Tension in each rod:≔T =―W n 262.5 lbf Use 1/2" Threaded rod at each corner of the hood ≔Tallowable =⋅⋅0.6 36 ksi 0.2 in2 4.32 kip ( > T, O.K) (Connect rods to steel angle at roof) Steel Roof Angle at Hood - Length:≔l +6 ft 0 in ≔P =―W 2 525 lbf (Consider this load at mid span, worstcase) Use L5x5x5/16 Steel angle (See attached enercalc printout) JOB NO: 8116 22 Steel Beam A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Hood Support Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 30 NOV 2021, 5:36PM Project Descr:Carmel, IN CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :36.0 ksi Beam Bracing :E: Modulus :29,000.0 Vertical Leg Up .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.5250 k @ 3.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.209: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 0.2934 k Mn / Omega : Allowable 3.987 k-ft Vn/Omega : Allowable L5x5x5/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination D Only 20.242 k Section used for this span L5x5x5/16 Ma : Applied Maximum Shear Stress Ratio =0.014 : 1 0.000 ft 0.834 k-ft Va : Applied 0 <360 3529 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.020 in Ratio =>=180Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.293 0.293 Overall MINimum 0.176 0.176 D Only 0.293 0.293 +0.60D 0.176 0.176 23 DESIGNED BY: BG DATE: CHECKED BY: DATE: CLIENT: BRR JOB TITLE: THE FRESH MARKET, CARMEL, IN 11/30/2021 Hung Ceiling Analysis: Weight of ceiling:≔WDL 5 psf Metal Stud supporting ceiling - Length:≔L +8 ft 0 in Trib Width:≔s +2 ft 0 in Uniform Load:≔w =⋅WDL s 10 plf Use 600S162-43 @ 24" o.c (See Simpson CFS Designer Printout) Threaded rod analysis - Tension in each rod:≔T =⋅⋅8 ft 8 ft 5 psf 320 lbf Use 1/2" Threaded rod at each corner ≔Tallowable =⋅⋅0.6 36 ksi 0.2 in2 4.32 kip ( > T, O.K) (Connect rods to steel angle at roof) (4) #9 wires are splayed in different directions at each rod. Tension in each wire:≔Twire =―T 4 80 lbf Tensile capacity of #9 wire:≔Tallowable =⋅⋅⋅40000 psi 0.6 ―4 ((0.147 in)) 2 407.32 lbf #9 wires O.K Steel Roof Angle - Length:≔l +6 ft 0 in ≔P =T 320 lbf (Consider this load at mid span, worstcase) Use L4x4x1/4 Steel angle (See attached enercalc printout) JOB NO: 8116 24 25 Steel Beam A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Support Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 30 NOV 2021, 5:38PM Project Descr:Carmel, IN CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :36.0 ksi Beam Bracing :E: Modulus :29,000.0 Vertical Leg Up .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.320 k @ 3.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.256: 1 Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 0.1798 k Mn / Omega : Allowable 1.991 k-ft Vn/Omega : Allowable L4x4x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination D Only 12.934 k Section used for this span L4x4x1/4 Ma : Applied Maximum Shear Stress Ratio =0.014 : 1 0.000 ft 0.510 k-ft Va : Applied 0 <360 2327 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.031 in Ratio =>=180Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.180 0.180 Overall MINimum 0.108 0.108 D Only 0.180 0.180 +0.60D 0.108 0.108 26 DESIGNED BY: BG DATE: CHECKED BY: DATE: CLIENT: BRR JOB TITLE: THE FRESH MARKET, CARMEL, IN 11/30/2021 Trash Enclosure Screen Wall - Enter Wall Height: ≔h +10 ft 0 in with 2'-0" of retaining Wind Load:≔W =⋅23.6 psf 0.6 14.16 psf Use 8" CMU wall w/#5 bars @ 32" o.c, with 3'-0" wide footing w/ (3) #5 Long (See attached enercalc printout) Cart Carol Front - Enter Wall Height: ≔h +6 ft 3 in with 2'-0" of retaining Wind Load:≔W =⋅23.6 psf 0.6 14.16 psf Use 8" concrete wall w/#5 bars @ 32" o.c, with 2'-0" wide footing w/ (3) #5 Continuous (See attached enercalc printout) JOB NO: 8116 27 Cantilevered Retaining Wall A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Trash Enclosure wall Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 26 NOV 2021, 5:14PM Project Descr:Carmel, IN Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7-162.00 8.00 0.00 24.00 1,500.0 45.0 0.0 30.0 psf/ft 250.0 Criteria Soil Data Retained Height = ft Wall height above soil = ft Heel Active Pressure = psf/ft: 1Slope Behind Wall Height of Soil over Toe = in Water height over heel = ft pcf pcf= 110.00 = 110.00 = Soil Density, Heel Toe Active Pressure = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe Soil height to ignore Friction Coeff btwn Ftg & Soil = 0.400 Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance.for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load 0.0 Lateral Load = 0.0 plf 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf14.2= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 0.00 ft ...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Design Summary Wall Stability Ratios Overturning =2.64 OK Sliding =8.88 OK Total Bearing Load = 1,513 lbs ...resultant ecc. = 6.82 in Soil Pressure @ Toe = 1,083 psf OK Soil Pressure @ Heel = 0 psf OK Allowable =1,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe = 1,300 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.7 psi OK Footing Shear @ Heel = 4.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force =180.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 605.30.0 1,000.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = 2 Stem Construction Top Stem Stem OK Design Height Above Ftg =0.00ft Wall Material Above "Ht" = Masonry Thickness =8.00in Rebar Size = # 5 Rebar Spacing = 32.00in Rebar Placed at =Center Design Data fb/FB + fa/Fa = 0.598 Total Force @ Section = 229.2lbs Moment....Actual = 1,119.5ft-l Moment.....Allowable = 1,872.3ft-l Shear.....Actual = 5.1psi Shear.....Allowable = 80.5psi Lap splice if above = 45.00in 7.00in Hook embed into footing 7.00=in Wall Weight = 55.0 Lap splice if below = psf Rebar Depth 'd' = 3.75in Masonry Data f'm = 2,000psi Fy =psi 60,000 Solid Grouting = No Modular Ratio 'n'= 16.11 Short Term Factor = 1.000 Equiv. Solid Thick.=4.90in Masonry Design Method LRFD= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 28 Cantilevered Retaining Wall A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Trash Enclosure wall Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 26 NOV 2021, 5:14PM Project Descr:Carmel, IN 1.17 1.83 12.00 0.00 0.00 =Min. As % 0.0018 Footing Dimensions & Strengths f'c = 2,500psi Toe Width = ft Heel Width = Key Distance from Toe Key Depth Key Width = in = in = 0.00 Footing Thickness = in 3.00= ft Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width = 150.00pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe: Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr = None Spec'd = = = = = 1,300 972 395 577 5.68 75.00 Heel: 0 0 395 395 4.54 75.00 HeelToe psf ft-lb ft-lb ft-lb psi psi Heel Reinforcing = # 6 @ 16.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 7 @ 16.00 in Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING..... Force Distance Moment Distance Moment Item Force Soil Over Heel ft-lb 202.5 256.7 lbs 202.5 -135.0Toe Active Pressure 1.00 2.42 ftft 620.3=Heel Active Pressure ft-lblbs Sloped Soil Over Heel = =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 113.3 7.00 793.0 = = 1.00 -135.0 256.7 0.58 149.7= = = Stem Weight(s) = 550.0 1.50 825.0 Earth @ Stem Transitions =Footing Weight = 450.0 1.50 675.0 Key Weight =Added Lateral Load lbs =860.5 Vert. Component Total = 1,513.3 2,270.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total = R.M. =180.8 O.T.M. = Resisting/Overturning Ratio =2.64 Vertical Loads used for Soil Pressure = 1,513.3 lbs 29 Cantilevered Retaining Wall A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Cart Carol wall Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 26 NOV 2021, 5:15PM Project Descr:Carmel, IN Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7-162.00 4.25 0.00 24.00 1,500.0 45.0 0.0 30.0 psf/ft 250.0 Criteria Soil Data Retained Height = ft Wall height above soil = ft Heel Active Pressure = psf/ft: 1Slope Behind Wall Height of Soil over Toe = in Water height over heel = ft pcf pcf= 110.00 = 110.00 = Soil Density, Heel Toe Active Pressure = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe Soil height to ignore Friction Coeff btwn Ftg & Soil = 0.400 Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance.for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load 0.0 Lateral Load = 0.0 plf 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf14.2= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 0.00 ft ...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Design Summary Wall Stability Ratios Overturning =2.49 OK Sliding =10.77 OK Total Bearing Load = 937 lbs ...resultant ecc. = 4.81 in Soil Pressure @ Toe = 1,043 psf OK Soil Pressure @ Heel = 0 psf OK Allowable =1,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe = 1,252 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3.2 psi OK Footing Shear @ Heel = 2.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force =127.7 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 374.80.0 1,000.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = 2 Stem Construction Top Stem Stem OK Design Height Above Ftg =0.00ft Wall Material Above "Ht" = Masonry Thickness =8.00in Rebar Size = # 5 Rebar Spacing = 32.00in Rebar Placed at =Center Design Data fb/FB + fa/Fa = 0.229 Total Force @ Section = 144.3lbs Moment....Actual = 429.2ft-l Moment.....Allowable = 1,872.3ft-l Shear.....Actual = 3.2psi Shear.....Allowable = 80.5psi Lap splice if above = 45.00in 7.00in Hook embed into footing 7.00=in Wall Weight = 55.0 Lap splice if below = psf Rebar Depth 'd' = 3.75in Masonry Data f'm = 2,000psi Fy =psi 60,000 Solid Grouting = No Modular Ratio 'n'= 16.11 Short Term Factor = 1.000 Equiv. Solid Thick.=4.90in Masonry Design Method LRFD= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 30 Cantilevered Retaining Wall A.V. SCHWAN & ASSOCIATES, INC.Lic. # : KW-06000020 DESCRIPTION:Cart Carol wall Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 8116.ec6 Project Title:The Fresh Market Engineer:BG Project ID:8116 Printed: 26 NOV 2021, 5:15PM Project Descr:Carmel, IN 0.67 1.33 12.00 0.00 0.00 =Min. As % 0.0018 Footing Dimensions & Strengths f'c = 2,500psi Toe Width = ft Heel Width = Key Distance from Toe Key Depth Key Width = in = in = 0.00 Footing Thickness = in 2.00= ft Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width = 150.00pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe: Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr = None Spec'd = = = = = 1,252 367 154 213 3.19 75.00 Heel: 0 0 154 154 2.60 75.00 HeelToe psf ft-lb ft-lb ft-lb psi psi Heel Reinforcing = # 6 @ 16.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 7 @ 16.00 in Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING..... Force Distance Moment Distance Moment Item Force Soil Over Heel ft-lb 202.5 146.7 lbs 202.5 -135.0Toe Active Pressure 1.00 1.67 ftft 244.4=Heel Active Pressure ft-lblbs Sloped Soil Over Heel = =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 60.2 5.13 308.4 = = 1.00 -135.0 146.7 0.33 48.9= = = Stem Weight(s) = 343.8 1.00 343.8 Earth @ Stem Transitions =Footing Weight = 300.0 1.00 300.0 Key Weight =Added Lateral Load lbs =375.9 Vert. Component Total = 937.1 937.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total = R.M. =127.7 O.T.M. = Resisting/Overturning Ratio =2.49 Vertical Loads used for Soil Pressure = 937.1 lbs 31