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Home My WebLink AboutCDP 13-30; DE ANDA RESIDENCE; STRUCTURAL CALCULATIONS; DWG 482-7, DWG 482-7A; 2014-07-01DELTA ENGINEERING CONSUL TING STRUCTURAL ENGINEERS 6736 Production Ave. San Diego, CA 92121 Tel: (858)566-6855 Fax: {858)566--8955 Email: deltastruc@aol.com Web Site: www.deltase.com STRUCTURAL CALCULATIONS For De Anda Residence --.5,1f; /2£1'fiJ,;vh; ~(A.. Prepared For Berry Group Inc. Submitted: I J""' L-'·J 2014 DELTA ENGINEERING PROJECT NUMBER: 2013-013 THIS SIGNATURE IS TO 9E A WET SIGNATURE, NOT A COPY Use menu Item Settings > Printing & Title Block to set these five lines of lnformaUon for your program. San Diego, ca 92121 Title ••• Npw ••• Job# •.. New.- Deseription .•.. Dsgnr. Page:_2_ Date: 9 JUL 2014 This Wall in File: c:\users\ahmad zarel\desktop\structural folder Retatn?ro 10 {C) 1937 ·2014, Build \0.14.7.2 Ueanst : KW.Q6066923 License To : DELTA ENGINEERING L.-=.·.d.te.0 1.ia ___ .• ·.,.··---.···.···.··.···.·.··.·· ... · _ .. J [ Soll Data ··· ·· · ·· · · ·-, Allow Soil Bearing = 3,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psflft Retained Height = 10.00 ft Wall height above soil 0.00ft Slope Behind Wall ;;;: 0.00: 1 = Height of Soil over Toe "' 6.00in Passive Pressure = 250.0 psf/ft Water height over heel "' 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pef FootlngljSol1 Friction "' 0.350 Soil height to ignora for passive pressure = 12.00 in m. l S~rciiai:ge Loads. .. -········-. . .. I i. Lateral Load App!!edto Stem· · --~·-~·-· Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 600.0 psf Used for Sliding & Overturning ['Axial Load Appiied to Stem ...... ) Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in !··n;,:;;i;;;~ ::,;;;:;·ffi,•:C,OJ --·••···---~. ----, ... ~'*~" --·i..;;;..ii i-.O'>o<.ol-" - Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.85 OK 3.23 OK 8,470 lbs 20.53 in Soil Pressure@Toe = 3,156 psf OK Soil Pressure @ Heel = O psf OK Allowable = 3,300 psf Scsi F"\sst~fi.;;; LJ:.:.t T:iar: ,\r~ivfd:.+z: ACI Factolefi@ Toe 3,787 psf ACl Factored @ Heel = O psf Footing Shear@Toe "' 17.8 psi OK Footing Shear@ Heel == 27.7 psl OK Allowable ;: 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force = 3,980.9 lbs less 100% Passive Force= -9,898.0 lbs less 100% Friction Force = -2,964.5 lbs Added Force Req'd :::: 0.0 lbs OK -~ ... for 1.5 : 1 Stability • 0 .. 0 Jbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic,E CBC 2013,ACI 1.400 uoo 1.700 1.300 1.000 I I Adjacent Footing Load Lateral Load = 77.0#/ft Adjacent Footing load ... Height to Top = 10.00 ft Footing Width ... Height to Bottom 0.00 ft Eccenmcity Toe above lateral load Wall to Ftg CL Dist has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Wind on Exposed Stem = O.Opsf at Back of Wall Poisson's Ratio I Stttm Com,tmctkm • Top Stem 2nd Stem OK stem OK Design Height Above Fti; ft= 4.00 0.00 Wall Material Above "Ht" = Concrete Concrete Toicltness = 8.00 12.00 Rebar Size :::; # 5 # 5 Rebar Spacing = 16.00 7.75 Rebar Placed at = 4in 9in O.lgnData ss•,,s•••••-»n.,,~_.,, • ._~., ...... • fb/FB + fa/Fa = Total Force@Section lbs= Moment .. .Actual ft,#= Moment ... .Allowable ft4= Shear .... .Actual psi= Shear ..... Allowable psi= WaHWeight psf= Rebar Depth 'd' in= LAP SPLICE IF ABOVE ln= LAP SPLICE IF BELOW In.a HOOK EMBED INTO FTG in::: Masonry Data fm Fs Solid Grouting Modular Ratio 'n' psi= psi= = Short Term Factor = Equiv. Solid Thick. 0.981 ll.905 2,047.6 4,942.7 4,765.9 18,338.6 4,857.5 20,273.2 49.4 50.8 82.2 82.2 100.0 150.0 4.00 9.00 2$.70 21.36 26.70 10.50 Masonry Block Type = Medium Weight Masonry Design Method = ASO Concrete Data ---·--··-····-.. ---···· fc psi= 3,000.0 3,000.0 Fy psi= 75,000.0 60,000.0 = "' = = = = I 0.0 lbs 0.00ft O.OOin 0.00ft line Load 0.0ft 0.300 Us11 menu Item Settings > Printing & Tille Block to set these five lines of Information tor your program. San Diego, Ca 92121 RetalnP:ro 10 (CJ 1987•2014, Build 10.14.7.2 tW:e:r:J ro':°P,~ff ENGINEERING Toe Width = 3.00ft Heel Width = 4.00 Total Footing Width 7.00 Footing Thickness 18.00 in Key Width = 12.00in Key Depth = 18.00in Key Distance from Toe = 3.00ft fc = 2,500psi Fy :: 60,000psi Footing Concrete Density "' 150.00pcf Min.As% = 0.0018 '.} Title ••• Npw ••• Page: __ Job# ••• New ••• Osgnr. Date: 9 JUl.. 2014 Description .... This Wall in Fite: c:\users\ahmad zarei\desktop\structural folder '" Toe." Factored Pressure = 3,787 psf Mu':Upward = 13,867 301 ft-# Mu': Downward = 6,354 8,730114# Mu: Design = 7,513 8,429 ft..:# Actual 1-Way Shear = 17.78 27.74 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforelng .. #5@9.82ln Heel Reinforcing = # 5@ 18.00 In Key Reinforcing = #4@9.51 in Other Acceptable Sizes & Spacings Cover@Top 2.00 @ Btm:= 3.00 In Toe: #4@6.42 in, #5@ 9.82 in, #6@ 13.83 in, #7@ 1an in, #8@ 24.63 in, #9@ 31. Heel: Not req'd, Mu < S • Fr Key; #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 in, #7@ 2M3 in, Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load ., Added Lateral Load = Load @ Stem Above Soil = = Total = .... OVF?TURNJNG",. Force Distance Moment lbs ft ft-# 2,975.6 3.83 11,406.6 235.2 5.75 1,352.6 770.0 6.50 5,005.0 3,980.9 O.T.M. 17.764.1 = Resisting/Overturning Ratio = 1.85 Vert. component of active S.P. used for Overturning Resistance. Soil Over Heel = Sloped Soil Over Hee: = Surcharge Over Heel = Adjacent Footing Load = Axial Dead load on Stem= • Axial Live Load on Stem = Soll Over Too SurehargeOverToe = Stem Welght{s} Earth @ Stem Transitions= Fooling Weigh! = Key Weight = HES!ST1NG, .. Force . Distance lb$ ft 3,300.0 5.50 150.0 5.50 3,300.0 1.50 1,800.0 1.50 1,200.0 3.42 220.0 3.63 1,575.0 3.50 225.0 3.50 Moment ft-# 18,150.0 825.0 2,700.0 4,100.0 843.3 5,512.5 787.5 Total= 8,470.0 lbs R.M.= 32,918.3 • Axial live load NOT included in total dlsplayed1 _c_r used for ove:tuming resistance, but is included for soil pressure <:a1CUlation. ~@i.tl7ft'I tF:• -t f 3 1..6' 1-s rrt1e ••• N,w ••• Page:_L Usa menu item Settings > Printing & TitJe Block to set these five lines of infonnation Job# ••• New ••• Dagnr: Date: 9JUL2014 for your program. Description« .• San Diego, ca 92121 This Wall in FIie: c:\usere\ahmad :zarei'\desktop\structural folder RetainPro 10 {C) 1987 ·2014, Bulk! 10.14.7.2 H~e~:~ lf:ffll~ ENGINEERING r.c.r.:t.e.r,.~.···.···.·----------·· fsoil Data I Retained Height = 6.00ft Wall height above soil 0.00ft . Slope Behind Wall = 0.00: 1 Height of Soil over Toe 6.00in Wf!ter height 011er heel == 0.0ft Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psflft Passive Pressure Soll Density, Heel Soll Density, Toe FootingUSoil Friction Soll height to ignore for passive pressure = = 250.0 psf/ft = 110.00 pct = 0 .. 00 pct 0.350 :. 12.00 in L Surch;;:rge Loads ... ··, L i:-atera1LO:.~ctApp!.ieiiiostem·····-, ill Surcharge Over Heel = 50.0 psf Lateral Load = O o #/ft Used To Resist Sliding & Overturning •.• Height to Toµ = o.oo fl Adjacent Footing oad = Footing Width = Surcharge over Toe "' 100.0 psf •.. Height to Bottom = 0.00 ft Eccentricity = Used for Sliding & Overturning The above lateral toad 1 /,\1. i· l Loa l A r .., t s: ' has been increased L • a c pp 1e\., o ... tem I by 8 factor of 1.00 Wall to Ftg CL Dist Footing Type Axial Dead Load = 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 ln I Wall Stablllty Ratios Overturning Sliding 2.09 OK 1.94 OK Total Bearing Load ... resultant ecc. 2,m1bs 9.33 in Wind on Exposed Stem = O.Opsf I £;tern CGl\fittw.::ti<,ri • Top Stem ------------•-StemOK Design HeightAbove Fts; ft= 0.00 Wall Material Above "HI" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 8.00 Rebar Placed at ::: 5in Base Above/Below Soil at Back of wan = Poisson's Ratio "' O.Olbs 0.00ft O.ODin 0.00 ft Line Load 0.0ft 0.300 Soil Pressure @ Toe = 1,257 psf OK Design Data ---··· · ····-· .. ·······----··--······· ................ , .. ________ .................. . Soil Pressure @ Heel = 0 psf OK Allowable 2,500 psf 2.~i! P{t:~:...:....1:-; :...;;;1,;.. ·1 ;;.1n /\!i0w2h;l0 ACI Factored @Toe = 1,509 psf ACI Factored @ Heel "' O psf Footing Shear@ Toe = 7.2 psi OK Footing Shear@ Heel 8.1 psi OK Allowable = 75.0 psi Sliding Cates (Vertical Component Used) Latera!SlidingForce = 1,419.0lbs less 100% Passive Force= -1,785.1 lbs less 100% Friction Force = -972.0 lbs Added Force Req'd 0.0 lbs OK ... .for 1.5 : 1 Stability .:: 0.0 lbs OK Load Factors .. Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2013,ACI 1.400 1.700 1.700 1.300 1.000 fb/FS + fa/Fa Total Force@ Section Momenl...Actual Moment... .. AllowabJe lbs= ft-#= = o.635 932.7 Shear .... .Actual psi= 1,988.2 3,132.6 15.5 45.4 78.0 5,00 Shear ..... A.llowable psi= Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 30.00 7.00 Masonry Data ------------·--··-·· rm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 psi= 20,000 "" Yes = 21.48 = 1.000 in= 7.60 = Medium Weight = ASD psi= psi= Oike menu item Settings> Printing & Title Block to set these ffve lines of infonnation for your program. San Diego. ca 92121 Title ••• N"w ••• Job# •.• New ... Description ...• Page;-1_ Osgnr: Date: 9 JUL 2014 This Wall in File: c:\users\ahmad zarei\desktop\structural folder RetalnPro 10 (c) 1987-2014, Build 10.14.7,2 l.lcenae : KW-Glifflt23 License To : DELTA ENGINEERING Toe Width Heel Width = 2.50 ft 2.00 Total Footing Width Footing Thickness = --~-·4.50 - Key Width Key Depth Key Distance from Toe = re = 2,500 psi Fy = Footrng Concrete Density ,. 18.00in 8.00in 12.00in 2.50ft 60,000 psi 150.00pcf 0.0018 Min.As% Cover@Top :too @ Btrn:= 3.00 in Tn~, He1tr Factored Pressure = 1,509 ti psf Mu' : Upward "' 21 0 ft-# Mu' : Downward = 8 18 ft-# Mu: Design "' 13 18 ft-# Actual 1-Way Shear = 7.23 ltOS psi Allow 1•Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5@ 18.00 in Heel Reinforcing = # 5@ 18.00 in Key Reinforcing = # 5 @ 21. 78 ln Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: #4@ 14.14 in, #5@ 21.78 in, #8@ 30.81 in, #7@ 41.92 in. Item = Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load@ Stem Above Soil= Total , ,vD\/Ft-1TURN1NCt.,_ Force Distance Moment lbs ft ft-# ·····~·--•····· •••• ••••,•mm~"" 1,265.6 2.50 3,164.1 153.4 3.75 575.3 1,419.0 O.T.M. 3,739.3 = Resisting/Overtuming Ratio 2..08 Vert. component of active S.P. used for Overturning Resistance. RES!STIN£l Force Distance Moment lbs ft it-# --=--.--·-~h'°·-·--·"='·~--.~-----·----, Soil Over Heel = 880.0 3.83 3,373.3 Sloped Soil Over Heel ; Surcharge Over Heel = 66.7 3.83 255.6 Adjacent Footing Load Axial Dead Load on Stem= • Axial Live Load on Stem = Soil Over Toe = 880.0 1.25 Surcharge Over Toe .250.0 1.25 312.5 Stem Weight(s) 468.0 2..83 1,326.0 Earth@Stem Transitions= Footing Weigh! "' 1,012.5 2.25 2,278.1 Key Weight "' 100.0 2.83 283.3 Total= 2,777.2 lb$ R.M.= 7,828.8 .. Axial live load NOT included in total display~Li?! used for overturning resistance, but is Included for soil pressure 'CalCUlatlon. • • ill [I] "'f.c't-,i:,-_., ..t*' ·11•,1·-~ 12;; tts·