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HomeMy WebLinkAboutCDP 16-18; Rancho Paradiso; Structural Design Calculations; 2017-03-30• , PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations CMU Block Wall 1'anlk> Po.rtJ-drSIIJ CDP 16-18 / DWG 500-lA (i~ ZOI(, -r:JO !:13 Client The Sea Bright Company 4322 Sea Bright Place Carlsbad, CA 92008 Project Block Wall r'p.,.kl ..!-,h.riste.ast?» :>A-tt f>u.1to zn,inu.ri1-1.1 ' ,,1 LAN[) D \. · I t · ': '. · -~: r,,·-·r -· ., \ ---·-~.,./. ',,;. L-~. I January 14, 2017 (Z~. 3/to//7 PCSD File #: 17-0!>O ' 1.0 Design Criteria: Code: Ti111be1. Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad_. CA 92010 Telephone (760) 207-1885-Email: paul.pcsd@gmail.com Block Wall 11-.a,o 2016 California Building Code -ASCE 7-10 Douglas Fil=La1cl1 CDF=L), Vv'fv'PA 01 ',\<GLIB 2* Vt.tall Pt=an:iing: Dia b ~ ~wnless r:ioied otherwi$e) 2x Reffers & deists: DF L #2 " " Pos~s & 8ean:is: OP b #1 K " '91ue=b~11, Beams. Si111ple Span. 81 ade 24F ¥4 (DF/DF) GFaee 24r= V-8 (DFIDF) CanUle1,1ers: Sheatl'lil"lg: Mil'I. APA Reteel Sheatl',il"IS, E"i,oet1Fe 1, Plyweeel or osa ('-'.N:G.) E"gheei-ed Framing ~t-ldod I Joists. TJI 110,210,290,968,569 -ice ESR-1153 1.9E MiGFellan:i, 2.Qe Parallar:R ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL, PSL Compressive Strength @28 days per ASTM C39-96: Footings: fc = 2500 psi Gr-aele Beams: f'e -aooo 19si Grade N-1 per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 / Type S Mortar Cement per ASTM C270-95, Min. f'm = 1 SO0 psi @ 28 days./ Coarse Grout wl 3/8" Max. Aggregate per ASTM C476-91, Min. f'm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM AS 15-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade 8, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Botls & Threaded Rods: Steel Moment & Braced Frames: 1000 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) ' ' PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 CONCRETE BLOCK FEt~CE I ~· 1'·--0~' HIGH MAXIMUM P,i;5iGN CBITEB14 L ALLOWASLE 50iL BEARING PRESSURE = l,iZ'>OO F5F MINIMUM. 2. ALLOWABLE LATERAL FASe,IVE PRE55URE :: zs-opSF MINIMUM 3. SEISMIC ZONE = 4, 501l FRCflLE T'rPE Sci, 6EI5MlC SOURCE TYPE 'A' ?-1'25 Kr'l, SEISMIC 50URCE n·pE 16' ~ Ei Kl"'i. 4. WIND ~OAD5 SA5EP ON I (oMFH J:'IIND 5FEED, EXPOSURE B. 1/1 , _. 1 ,:e1)r~. _ ~ PCSD Engineering --=-3529 Coastview Court Carlsbad,CA 92010 J ,~'rb.= (760) 201-1885 ... ,~,..,._ paul.pcscl@gmall.com TIiie Block:Watl Job#: Description .. 6' Block Wall w/ 1' Rel Osgnr: pc This Wall in File: C:\Users\PaulC\Desktop\PCSO\2017\17-030-Sukup\Calc\sukup.RPX Page: .l> Date: 13 JAN 2017 RetalnPro le) 1987-2017, Build 11.17.03.17 License : KW-06061232 License To : PCSD Engineering Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 '7'c.·rtt_·-·.·e_rr_a _________ .. , I Sort Data ---, Retained Height = 1.00 ft Wall height above soil = 7.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe 4.00in Water height over heel = 0.0 ft Allow Soil Bearing = 1,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 30.0 psf/ft Passive Pressure Soil Density, Heel Soil Density. Toe FootingllSoil Friction Soil height to ignore for passive pressure = 100.0 psf/ft = 110.00 pcf = 0.00 pcf = 0.400 = 12.00 in ;' ' ;~ !" Surcharge Loads I Lateral Load Applied to Stem ) _Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning : Axial Load Apprfed to Stem Lateral Load ,. 0.0 #/ft Adjacent Fooling Load = ... Height to Toi: = 0.00 ft Footing Width = ... Height to Bottom 0.00 ft Eccentricity = Load Type = Wind(W) Wall to Ftg CL Dist = • (Service Level) Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = o.o psf at Back of Wall = Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 In (Service Level) ~n'sRalio = ~ • Stem Weight Seismic Load I FP 'WP Weight Multiplier = o.340 g Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 159.9 lbs ----------~~ ---~ /11101111e111s .. lg"n•S•u•m•m..,.a.ry ... -------· ,-Stem Construction~ a:·=-:.:__mo'-K-.......,=--rL-=====--~::::::~-;d---- Wall Stability Ratios Design Height Above Fti; ft:: 0.00 Overturning = 0.32 UNSTABLE! Wall Material Above "Ht" = Masonry Slab Resists All Sliding ! Design Method = ASD Total Bearing Load = 1, 196 lbs ... resultant ecc. 16.48 in Resultant Exceeds Fig. Width1 Soil Pressure @ Toe = o psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,000 psf Soil Pressure Less Than Allowable ACr Factored@ Toe = o psf ACI Factored @ Heel ,. 0 psf Footing Shear@Toe 0.0 psi OK Footing Shear @ Hee: = 0.6 psi OK Allowable 75.0 psi Sliding ca1cs Lateral Sliding Force 430.9 lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic. E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Thickness 8.00 Rebar Size = # 5 Rebar Spacing = 32.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment ..... Allowable Service Level Strength Level = lbs"' lbs= ft-#= ft-#= psi= psi= Shear ..... Allowable psi= Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi:: psi= = = pst= = in= = = psi= psi= 0.980 174.9 644.7 _658.2 1.9 45.8 91.50 3.75 1,500 20,000 Yes 21.48 84.0 1.000 7.60 Normal Weight ASD , ; 1 TE:1) PCSD Engineering , --,, 3529 Coastview Court Carlsbad, CA 92010 Title Block-Wall Job#: · Description .... Dsgnr: pc Page: iA Date: 13 JAN 2017 j _J}~t~.S:..... <160) 201-1886 ,-,.:;;...,;;r~ paul.pcsd@gmail.com 6' Block Wall w/ 1' Ret. This Wall in File C:\Users\PaulC\Desktop\PCSD\2017\17-030-Sukup\Calc\sukup.RPX RetainPro {c) 1987-2017, Build 11.17.03.17 License: KW-06061232 License To : PCSD Engineerin9 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 1 Footing Dimensions & Strengths Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing concrete Density :::: 0.00 ft 1.00 1.00 39.00 in O.OOin 0.00 in 0.00 ft 60.000psi 150.00pcf 0.0018 Min.As% Cover@Top 3.00 @ Btm.= 3.00 in I Footing Design Results I Il2! .!:I!!! Factored Pressure = 0 O psf Mu' : Upward -O O ft-# Mu' : Downward = O 80 ft-# Mu: Design = O 80 ft-# Actual 1-Way Shear = 0.00 0.56 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< phts•Iambda*sqrt(rc)*Sm Heel: Not req'd: Mu < phi"S·lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 2.85/n #5@ 4.42 In #6@ 6.27 in 0.84 in2 0.84 in2 1ft If two layers of horizontal bars: #4@ 5.70 in #5@ 8.83 in #6@12.54 in [ Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment . .... RESISTING ..... Force Distance Item lbs ft ft-# lbs ft Moment ft-# ---------------- Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = = = = Seismic Stem Self Wt Total = Resisting/Overturning Ratio 270.9 1.42 383.8 159.9 430.9 7.25 O.T.M. 1,159.5 1,543.4 Vertical Loads used for Soil Pressure = = 0.32 1,196.2 lbs Soil Over Heel = 36.7 0.83 Sloped Soil Over Hee1 = 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 Earth@ Stem Transitions= Footirrg Weigf!I = 487.5 Key Weight = Vert. Component _"' ____ _ 0.33 0.50 1.00 30.6 224.0 243.8 Total= 1,196.2 lbs R.M.= 498.3 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807,2.3 of IBC 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 Tilt I • Axial live load NOT included In total displayed/ or used for overturning resistance, but is included for soil pressure ca culation. 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 Def!@ Top of Wall (appro.ximate only) 0.000 in The above calculation is not valid if the heel soil.bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Description : '.. • t PCSD Engineering 3529 Coastview Court Cansbad,CA 92010 (760) 207-1885 paul.pcsd@gmail.com reroc~Wali ,C<HJ,~n•, -__ Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 _ oe,:,erar lrifor#iat1on · · Pole Fooling Shape Pole Footing Width ......... . Rectangular 12.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive ....... , .....•..... ControUing Values Goveming Load Combination : +O+H Lateral Load Moment NO Ground Surface Restrain! Pressures at 1/3 Depth 200.0 pcf 1,500.0 psi 0,190 k 0.6612 k-lt Actual 213.559 psf Allowable 214.486 psi Footing Base Ar~a Maximum Soll Pressure 1.0fl"2 0,0 ksf Project Title: En~ineer: ProJect Descr: Project ID: 4/ Pnnlet 16 JAN 2017, 8 08AM :~~/~~l=~~;J~~=~· ' 1---- 1 1-------- I,-------- . . ... ,~ I Na la~ 1.'f•mt ,~ !~ Fooelng Jf~1n = 1·-0'' ---~'"°~~(-'-:. ----'--"-----'-'-'-'--'----'-'-'--'---~--"'---~--~-=-- Lateral Concentrated Load (k_)____ Lateral Distribut_e_d_Lo_ad_s_(ld~---__ Vertlcal Load (k) k 0: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Earthquake H : Lateral Earth Load distance above ground surface +D+H +D+L+H +D+Lr+H .Q+S+H +D-f{).750Lr+0.750L +H +D-+O. 750L -+-0. 750S+1-1 +()-,{),60W+H -+-0-0 .60W-+H +D+0.70E+H k k k k k k 0.0150 k 0.330 ft 0.0250 TOP of Load above ground surface 7.250 BOTTOM of Load above ground surface 0.250 0.190 0.661 0.190 0.661 0.190 0.661 0.190 0.661 0.190 0.661 0.190 0.661 0.190 0.661 0.190 0.661 0.190 0.661 k/ft kif! kilt k/ft k/ft k/ft kilt It ft 3.25 3.25 3.25 3.25 3.25 3.25 3.25 3.25 3.25 213.6 213.6 213.6 213.6 213.6 213.6 213.6 2136 213.6 k k k k k k 214.5 1.000 214.5 1.000 214.5 1.000 214.5 1.000 214.5 1.000 214,5 1.000 214.5 1.000 214.5 1.000 214.5 1.000