Loading...
HomeMy WebLinkAboutCDP 16-18; RANCHO PARADISO; STRUCTURAL DESIGN CALCULATIONS; 2017-03-30 (2)PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 7E0-207-1885 Structural Design Calculations CMU Block Wall CDP 16-18 / DWG 500-IA Client The Sea Bright Company 4322 Sea Bright Place Carlsbad, CA 92008 Project Block Wall f/7-rI "- II?I. 571e2 0 t-'aui b, unusinson RCE C57182, exp. 12/31117 RECVED AUG 02 2017 LAND DEVELOPMENT ENGINEERING January 14, 2017 gi. ;//)7 PCSD File #: 17-00 I Paul Christenson San Diego Engineering 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email; pauLpcsdgmailcom 1.0 Desjnn Criteria: Block Wall 17-P O Code: 2016 California Building Code -ASCE 7-10 .. ..5fl A W.WVoY1..W.fl tflal - U - - .. U LEJ AL -- - • - .. - - - • - I1•L-i-I-i'IIIIf ,IyiilL!.1AII.iAt-II VA Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: ft = 2500 psi Grade Boomo: Vp - 3000 poi Concrete Block: Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Mm. Vm = 1500 psi @ 28 days.' Grout: Coarse Grout WI 3/8U Max. Aggregate per ASTM C476-91, Mm. fm = 2000 psi © 28 days. Reinforcing Steel: #4 & Larger: ASTM A615-60 (Fy = 60 ksi) #3 & Smaller: ASTM A615-40 (Fy =40 ksi) Structural Steel: £W Shapes: ASTM A992, FY= 50-65 ksi Plates, Angles, Channel.-ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-16 A615-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botis & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1000 psI Bearing Pressure References: PCSD Engineering Corp 359 Coastview Court Carlsbad, CA 92010 Ph 760-2074885 itckristemsen 6Aft 1e5v Ziperjn CONCRETE BLOCK FENCE--O" HHMAx1MuMI - r--- r 2X 1 CAP CAP .1 j 91, lAlIDE S WIDE CONCRETE LOCK 5LOCK HA LL MALL :f LAU ir). L LADUR SID. 2.e GAGE e1 2 C:QNT, IN ON C. F'ooi;NG //DhL TO MATCH (V) LYTQ MATCH 14ALLREIF ,-AL.iEFA rE a IV 5LO MAX--, rA) OCC.4) -' 7 :---' i - I ' ABOUT ALL IF DESIRED it 00MIN 12 U CRETE TO DArLIGHT FTG 44ALL LIERN LEE 1 tEEN 11(4 L ALLO145L SOIL BEARIWS PRJESURE z IØØØ PEN- MINIMUM. ALLO1ALE LATERAL P46IYE PIURE a 250FEAF MINIMUM SE:5MiC ZONE z 4, SOIL PROFILE TYPE &, 5E1541C 5QURCE TYPE A' -- 10 KM, SEISMIC SOURCE TYPE KM. P41ND LOADS FM5Er) OW I 1I 10 MPP NINO SPEED, EXPOSURE . PCSD Engineering Title Block: Wall Page: 3529 Coastview Court Job #: Dsgnr pc Date: 13 JAN 2017 Carlsbad, CA 92010 Description.... (760) 207-1885 6 Block Wall wl I Rot paul.pcsdgmall.com This Wall in File: C:\Users\PaulC\Desktop\PCSD\2017\17-030-Sukup\Calc\sukup.RPX RetainPrc, (C) 1987-2017. Build lf.17.03.17 License: KW-06C61232 Cantilevered Retaining Wall Code: CBC2016,ACI 318-14,ACI 530-13 License To: PCSD Engineering iriteria - ( SoUOata I :.......... Retained Height = 1.00 ft Allow Soil Bearing = 1,000.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Active Heel Pressure 30.0 psf/ft . Slope Behind Wall = 0.00 = Height of Soil, over Toe = 4.00 In Passive Pressure = 100.0 psf/ft . Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf H Soil Density, Toe = 0.00 pcI . FootingSoil Friction = 0.400 i Soil height to ignore ••-.. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 s/ft Adjacent Footing Load 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 It Footing Width = 0.00 it Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 it Eccentricity = 0.00 in Used for Sliding & Overturning . Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Base Above/Below Soil at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Ratio = 0.300 Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load =Wp ht Multiplier = 0.340 g Added seismic base force 159.9 lbs rDesign Summary I Wall Stability Ratios Stem OK Design Height Above Ftc ft= 0.00 Overturning = 0.32 UNSTABLE! Wall Material Above "Ht" = Masonry Slab Resists All Sliding I Design Method = ASD Thickness = 8.00 Total Bearing Load = 1,198 lbs Rebar Size = # 5 resultant ecc. = 16.48 In Rebar Spacing = 32.00 Resultant Exceeds Ftg. Width' Rebar Placed at Center Soil Pressure @ Toe = 0 psf OK Design Data Soil Pressure @ Heel 0 psf OK fo/FB + = 0.980 Allowable = 1,000 psf Total Force @ Section Soil Pressure Less Than Allowable entice Level lbs = 1749 ACt Factored @ Toe = 0 psf ACI Factored @ Heel = 0 psf Strength Level lbs = Footing Shear @ Toe = 0.0 psi OK Moment-Actual Footing Shear @ Heel = 0.6 OK Service Level ft4= 644.7 Allowable 75.0 psi Strength Level ft-# = C11041 rl~l Moment.....Allowable "W.ea,t.a Lateral Sliding Force = 430.9 lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Facto. Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Service Level Strength Level Shear.....Allowable Anal (Masonry) Rebar Depth 'd Masonry Data I'm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data £0 Fy psi = 1.9 psi = psi= 45.8 in2 = 91.50 in= 3.75 psi= 1,500 psi= 20,000 = Yes = 21.48 psi = 84.0 1.000 in 7.60 = Normal Weight = ASD psi = psi= PCSD Engineering 3529 Coastview, Court ) Carlsbad, CA 92010 .. (760) 207-1885 pauLpcsdgmail.com This Wall in File: C:\Users\PaulC\Desktop\P( Title Block Wall Page: SAI Job #: Dsgnr PC Date: 13 JAN 2017 Description.... 6' Block Wall WI 1' Ret, 7-030-Sukup\Calc\sukup.RPX Hcense : KW-05061 232 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width 0.00 ft Heel Width = - 1.00 Total Footing Width = 1.00 Footing Thickness = 39.00 In Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft to = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As °h 0.0018 Cover @ Top 3.00 @ Btm 3.00 in Footing Design Results j Toe Heel Factored Pressure 0 0 psf Mu': Upward 0 Oft-# Mu': Downward = 0 80 ff4 Mu: Design = 0 80 ff4 Actual 1-Way Shear 0.00 0.66 Psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = #7 @ 16.00 in Heel Reinforcing = #6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sn, Heel: Not req'd: Mu <phi*5*Iambda*sqrt(fc)*Sm Key: No key defined Min tooting T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 2.85 in #5l 4.42 in #6@ 6.27 in 0.84 1n2 0.84 1n2 itt If two layers of horizontal bars: #4@ 5.70 in #6@ 8.83 in #6@ 12.54 in Forces & Moments RESISTING..... Force Distance Moment lbs ft ft-# Soil Over Heel 36.7 0.83 30.6 Sloped Soil Over Kee! = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 672.0 0.33 224.0 Earth © Stem Transitions = Footing Weight = 487.5 0.50 243.8 Key Weight = Vert. component = 1.00 Total 1,196.2 lbs RX= 498.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure ca'culation. Item Heel Active Pressure = Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = ng & F 0' Force lbs 270.9 tance Moment ft ff4 1.42 383.8 Seismic Stem Self Wt - 159.9 7.25 1,159.5 Total 430.9 O.T.M. 1,543.4 Reststlng/Overturnlng Ratio = 0.32 Vertical Loads used for Soil Pressure = 1,196.2 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of lEC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral Soil pressure IS considered in the calculation of Overturning Resistance. L'tI Horizontal Deflection at Toø of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pcI Horizontal Defl @ Top of Wall (approximate only) 0.000 In The ove calculation is not valid if the heel soilbearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. PCSD Engineerir 3529 Coastview J Carlsbad, CA 92010 -. (760)207-1885 paul.pcsd@gmall.com Project Title: Engineer: Project ID: (4 Project Descr. Pnnw. 10 JAN 2017. oGar, Description : rBcocR Waif CodeRefe,ence Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used ASCE 7-10 General !flfatmation ___ ______ Pole Fooling Shape Rectangular Pole Footing Width 12.0 in Calculate Mm. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive..................200.0 pcI Max Passive ................... 1,500.0 paf Controlling Values Governing Load Combination: Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable 0.190k 0.6612 k-ft 213.559 psI 214.486 psf nt •___54 -Sol Ing '1fl Footing Base Area 1,0 ftA2 Maximum Soil Pressure 0,0 ksf Lateral Concentrated Load Lateral Distributed Loads (kit) Vertical Load (k) - k k k k k D: Dead Load k 1_r: Roof Live k L: Live k S: Snow k W: Wind k E : Earthquake k H: Lateral Earth 0.0150 k Load distance above ground surface 0.330 ft 0.0250 TOP of Load above ground surface 7.250 BOTTOM of Load above ground surface 0.250 k/ft killt k/ft k/ft Ic/ft k/ft k/lt ft hi 40+I_41 0.190 0,661 3,25 213.6 214.5 1.000 +O+Lrs+1 0.190 0.661 3.25 213.6 214.5 1.000 0.190 0.661 3.25 213.6 214.5 1.000 4040.750Lr40.750L+H 0.190 0.661 3.25 213.6 214.5 1.000 +0-0.75OL4.750S41 0.190 0.661 3.25 213.6 214.5 1.000 +040.60W'4+'J 0.190 0.561 325 213.6 214.5 1.000 +D-0.60W41 0.190 0.661 3.25 213.6 214.5 1.000 +D'+0.70E+H 0.190 0.661 3.25 213.6 214.5 1.000