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HomeMy WebLinkAboutCT 15-08; STRUCTURAL CALCULATIONS; 2015-12-21BNV . E STRUCTURAL • CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com ENGINEER: Jeff Morgan DATE: December 21, 2015 PROJECT NUMBER: 12215A STRUCTURAL CALCULATIONS FOR MARBRISA - PHASE III SITE WORK - UTILITY PAD CARLSBAD RANCH, P.A. NO. S CARLSBAD, CA Prepared for GRAND PACIFIC RESORTS 5900 PASTEUR COURT, SUITE #200 CARLSBAD, CA 92008 BNVE TABLE OF CONTENTS SITE WORK FOR MARBRISA - PHASE III ITEM SHEET SITE WALL DESIGN AI-A4 Title Utilty Pad - Phas Page: 1 Job # : Dsgnr: J. Morgan Date: 21 DEC 2015 Description.... This Wall in File: 5a lot 9 timeshare and blockout.rpx I Criteria Retained Height = 7.00 It Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft I Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 50.0 Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning = 5.62 OK Sliding = 1.58 OK Total Bearing Load = 4,234 lbs ...resultant ecc. = 2.58 in Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootinglSoil Friction = 0.330 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" = Design Method = Thickness = Reber Size = Reber Spacing = Reber Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment ... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable = Shear ..... Actual Service Level psi = Strength Level psi= Shear.....Allowable psi = Wall Weight psf = Reber Depth 'd' in= Masonry Data I'm psi= Fy psi= Solid (Zrniitinri = Code: CBC 2013,ACI 318-11,ACI 530-11 Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft at Back of Wall - Poisson's Ratio = 0.300 Soil Pressure © Toe = 391 psf OK Soil Pressure © Heel = 315 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 469 psf ACI Factored © Heel = 378 psf Footing Shear © Toe = 7.9 psi OK Footing Shear © Heel = 1.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,909.7 lbs less 100% Passive Force = - 1,621.5 lbs less 100% Friction Force = - 1,397.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS Modular 'n' = considered in the calculation of soil bearing pressures. Bottom Stem OK 0.00 Masonry LRFD LRFD LRFD 8.00 #4 8.00 Edge 0.818 2,156.0 5,030.7 6,150.0 34.2 69.7 78.0 5.25 1.500 60,000 Yes 21.48 Load Factors Equiv. Solid Thick. in = 7.60 Building Code CBC 2013,ACl Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = LRFD Live Load 1.600 Concrete Data Earth, H 1.600 fcPsi = Wind, W 1.000 Fy psi = Seismic, E 1.000 Al I Footing Dimensions & Strengths • Toe Width = 11.00 ft Heel Width = 1.00 Total Footing Width = 12.00 Footing Thickness = 16.00 in Key Width = 12.00 in Key Depth = 18.00 in Key Distance from Toe = 0.00 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in Title utility Pad - Phase Page: 2 Job # : Dsgnr: J. Morgan Date: 21 DEC 2015 Description.... This Wall in File: m:\projectnoaa\12215a lot 9 timeshare and westincalcsutility blockout.rpx RetainPro (c) 1987-2015, Build 11.15.12.03 License: Kw-0605s40 - Cantilevered Retaining Wall Code: CBC 2013,ACl 318-1 1 ,ACI 530-11 I Footing Design Results Toe Heel Factored Pressure = 469 378 psf Mu': Upward = 26,689 21 ft-# Mu': Downward = 19,947 129 ft-# Mu: Design = 6,743 108 ft-# Actual 1-Way Shear = 7.86 1.61 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = #4 @ 9.00 in Other Acceptable Sizes & Spacings Toe: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Heel: Not req'd: Mu <phi*5*lambda*sqrt(tc)*Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,909.7 2.78 5,304.8 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,909.7 O.T.M. 5,304.8 Resisting/Overturning Ratio = 5.62 Vertical Loads used for Soil Pressure = 4,234.3 lbs Soil Over Heel = 256.7 11.83 3,037.2 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = 550.0 5.50 3,025.0 Stem Weight(s) = 546.0 11.33 6,188.0 Earth © Stem Transitions = 256.7 11.83 3,037.2 Footing Weight = 2,400.0 6.00 14,400.0 Key Weight = 225.0 0.50 112.5 Vert. Component = Total = 4,234.3 lbs R.M. 29,799.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi © Top of Wall (approximate only) 0.006 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. A2 Title Utilty Pad - Phasi Page: 3 Job # : Dsgnr: J. Morgan Date: 21 DEC 2015 Description.... This Wall in File: m:project\noaa\12215a lot 9 timeshare and westincalcsutility blockout.rpx RetainPro (c) 1987-2015, Build 11.15.12.03 License: KW-06056430 Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11,ACi 530-11 License To: BURKETT AND WONG ENGINEERS 8w/#4 8 Solid Grout #4@9 .in @ Center On A3 Title Utilty Pad - Phase Page: 4 Job # : Dsgnr: J. Morgan Date: 21 DEC 2015 Description.... This Wall in File: m 12215a lot 9 timeshare and westincalcsutility blockout.rpx Cantilevered Retaining Wall Code: CBC 2013,ACI 318-h Ad 530-11 72# Pp= 1621.52# 390.81 psI 314.91 psf A4 MCrV1.ED JAN O'6201 6