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Home My WebLink AboutDEV 2016-0070; DEMPSEY RESIDENCE; RETAINING WALL CALCULATIONS DEMPSEY RESIDENCE; 2017-05-11STRUCTURAL CALCULATIONS PROJECT: ^g-TAlA/Wl^ IAj^S DESIGN ASSUMPTIONS: CONCRETE STRENGTH ATTWENTY EIGHT DAYS: MASONRY: GRADE "N" CONCRETE BLOCK F' M , MORTAR: TYPES 1,800 PSI GROUT: . 2000 PSf REINFORCING STEEL; A-615 GRADE40: ZSoo ISoo STRUCTURALSTEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEMVIS AND POSTS STUDS SEISMIC FORCE: A^A WIND FORCE: Ma GRADE 60: #4ANDLESS(U.0.N.) #5 AND LARGER PSI PSI #2 #2 STUD OR BETTER ;Mg§!Q^ ^ OF REPORT BY: Cq^K^iacXIOA) f REPORT NO.: \0-\'hAl^G SOIL PRESSURE: DESIGN LOADS: ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL&CLG. MISC. TOTAL = ROOF UVE LOAD SLOPING = FIAT = FLAT FLOOR DEAD LOAD INT. FLOORING PLYWOOD JOISTS INSUL&CLG. MISC. TOTAL = WALL DEAD LOAD EXT. INTERIOR EXTERIOR 10 PSF 16 PSF FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY 40 PSF 60 PSF(U.O.N.) 100 PSF REC,EIVED — JUL 1 4 2017 LAND DEVELOPMENT ENGINEERING These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. Job No.Designed By Date y/'/r 7 Usa menu ttem Settings > Printing & Tifle Blodc ^ set th^ five lines of information for your prr^ram. Title : Job#: Description Dsgnr 1 Date: 9JUN2017 This Wall In File: C:\UsersWd<^ocoments\Pro]ects\Dempsey WallsVdemps^.RPX RetalnProtc) 1987-2016. BidM 11.16.07.15 License: KW.06056849 Ucense To: HTK STRUCTUmL ENGINEERS Cantileverad Retaining Wall Coda: CBC 2016ACI 31&-14>VCI 530-13 Criteria Retained Hel^3.50 ft Wall htight above soil =0.25 ft Slope Behind Wall »2.00 HdghtofSr^overToe =6.00 In Water height over heel =0.0 ft I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Sur^arge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load « 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wail Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecG. Soil Pressure @ Toe Soil Pressure @ Heel AKowabla Soil Pressure Less Than Allowable ACI Factored @ Toe ~ ACI Factored @ Heel = Footing Shear @ Toe = Footir^ Shear @ Heel = Allowable = Sliding Caica Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....fbr1.5Stabmty Soli Data 1 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psffft Soil Density, Heel - 110.00 pcf Soli D^si^, Toe 0.00 pcf FootlngllSoll Friction = 0.300 Son height to Ignore tor passive pressure = 12.00 in Lateral Load Applied to Stem | Lateral Load =0.0 #m ...Height to Top s 0.00 ft ...Height to Bottom =0.00 ft Load Type -Wlnd(W) (Service Level) Wind on Exposed Stem -0.0 psf (Senrice Level) Adjacent Footing Load Adjacent Footing Load Footing Width Eccenbictfy WalltoFtgCL Dist Footing Type Base Above/Below Soli at Back of Wall Polsson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Bottom 3.16 OK 1.52 OK 1,481 lbs 3.25 In 684psf OK 228 p8f OK 1,500 psf 957 psf 319 psf 4.7 psi OK 2.5 psi OK 75.0 psi 513.5 lbs 334.2 lbs 444.2 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered In the calculatkxi of soli bearing l.oad Factors Building Code Dead Load Live Load Earth, H Wlnd.W Seismic, E CBC2016ACI 1.200 1.600 1.600 1.000 1.000 stem OK Design Height Above Ftg 0.00 Wall Material Above "Hf =Masonry Design Method =ASD Thlckn^s s 8.00 Rebar Size s # 5 Rebar Spacing =32.00 Rebar Placed at s Edge UOSiSn U3ta fb/FB + fa/Fa s 0.268 Total Force @ Section Service Level tb&=214/4 Strength Levd lbs a Momeni...tetiial Service Level ft4* =250.1 Strength Level ft-# = Momeni....AllowaUe s 934.2 Service Levd psl =2.3 Strength Level P5l = Shear.....AUowabIe psl-44.5 Anet (Masonry)In2 =91.50 Rebar D^to 'cT ins 5.25 Masonry Data Pm psl-1,500 Fs psl =20,000 Solid Grouting Yes Modular Ratio V s 21.48 Wan Weight psf=78.0 Short Term Factor =1.000 Equiv. Solid Thick.Ins 7.60 Masrmry Block Type =Medlurh Weight Masonry Des^n Method =ASD Concrete Data fc psl» Fy psl = Use menu Item Settfnga > Printing & TKIe Block to set th^ flva lines of Information for your pn^ram. Title : Job#: Description.... Dsgnn Date: Rage: 2 gjUN2017 This Wall in File: C:\Users\Rick^ocuments\Projects\Dempsey Walis\demps^.RPX RetalnProtcliaST-SOie, Bund 11.16.07.15 License: KW-0805S349 License To ; HTK STRUCTURAL ENGINEERS Cantilevered Retaining Wall Code: CBC 2016ACI 318-14^01538*13 Footln^|iTions|one^t^^ Toe width = 1.25 ft Heef Width = 2.00 Total Footing Width = 3.25 Footing Thickness ^ 15.00 In Key Width "= 6.00 In Key Depth = 2.00 In Key Distance from Toe = 0.58 ft f0 s 2,500 p^ Fy = 60,000 psi Footing Concrete Density ^ 150.00 pcf Mln.As% = 0.0018 Cover®Top 2.00 @Btm^ 3.00 In Footing Design Results 1 Toe Heal Factored Pressure = 957 319 psf IVkj': Upward = 684 361 ft.# : Downward = 288 825 ft-# Mu: Design = 398 464 ft-# Actual 1-Way Shear = 4.72 2.50 psI Allow 1-Way Shear = 75.00 75.00 pel Toe Reinforcing ~ None Spec'd He^ Relnfbrdng = None Spec'd K^ Reinforcing = Nrme^reCd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < |^l*5*lambda*8qrt(fc)*Sm Heel: Not req'd: Mu < |^i*5*lambda*sqrt(fo)'Sm Key: Not req'd: Mu < phi*5*lambda*6(^f c)*Sm Mln fooUng T&S relnf Area MIn footing T&S relnf Area per foot If one layer of horfnntal bars: #4@ 7.41 In #5@ 11.48 In #6® 16.30 In 1.05 In2 0.32 In2 /ft If two layers of horizontal bars: #4® 14.81 In #5® 22.98 In #6® 32.59 In SummaryMOvertumln^^R^^ item OVERTURNING. Force Distance Moment lbs ft ft.# Force lbs .RESISTING Distance ft Moment ft-# Hed Active Pressure = Surcharge over Heel - Surcharge Toe == Adjacent Footing Load ^ /VIded Lat^l Load = Load @ Stem Above Soil - 513.5 1.81 927.1 Total 513.5 O.T.M.927.1 Resletlng/Ov^tumlng Ratio = 3.16 Vertical Loads used for Sdl Pressure. = 1 ,^.8 lbs Vertical component of active lateral soil pressure IS NOT consld^ed in the calculation of Sliding Resistance. Vertical compwient of activa lateral soil pressure IS NOT con^d^ad In the calculation of Overturning Resistance. Soil Over Heel ~ 513.3 Sloped Sdl Over Heel 48.9 Surcharge Over Heel =' ^.^cent Footing Load = A)dal Dead Load on Stem = * Axial Uva Load on StOTi = Soli Over Toe = Surcharge Over Toe > Stem Weights) = 292.5 Earth @ Stem Transitions« Footing Wdghl 609.4 Key Weight - 16.7 VerL Component . = 2.58 2.81 0.63 1.56 1.63 0.91 1,326.1 137.2 463.1 990.2 15.2 Total B 1.460.8 lbs R.M."2,931.9 * Axial live load NOT Included in total displayed, or used for overturning resistance, but Is Included for soil pressure caiajtatlon. Tilt Horizontai Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) So!) Spring Reaction Modulus 2^.0 pd Horizontal Deli @ Top of Wall (approximate only) 0.022 in The above ealCLilation 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. Us8 menu Kern Settings > Printing & Title Block to set th^e five lines of Information for your program. Title ; Job#: DescriptlOT.... E)sgnn Page: 3 Date: 9JUN2017 This Wall In File; C:\Users\roc^y\PocumOTts\ProJects\Dempsey WaHs\d8mpsey.RPX RetalnPro(c) 1987-2016, BuOd 11.16.07.15 License: KW-060S6849 License To: HTK STRUCTURAL ENGINEERS Cantllevered Retaining Wali codo: CBC 2016,ACI 318-14AC1S30-13 Pp= 334.20# / Z //A 513# CO Q. r- CD CO 00 CD CO Q. m CN CM U80 menu item Settings > Printing & TWe Block 'to set these five lines of Information for your pn^ram. Title Demis^y WbWq Job #: Dsgnr Descript'on.... Date: 6 JUL 2017 This Wall in File: \\server01\d\Job Files\2016 JobsM6-353 VIste Del Campo Ded(\Calculat[ons\d^psey RetslnPro (0)1987-2016, Build 11.16.07.15 License: KW-06056849 License To ; HTK STRUCTURAL ENGINEERS Cantllevered Retaining Waii Code: CBC 2016,ACI 318-14ACI530-13 Criteria Retained Height 6.00 ft Wall height above sdl »0.00 ft Slope Behind Wall =2.00 H^ght of Soil over Toe =6.00 In Water hdght over heel =0.0 ft I Soil Data Surcharge Loads Surcha^ Over Heel = 0.0 psf Used 1o Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load s O.Q Ite A)dal Load Eccenhidty = 0.0 In ^esigr^ummar^ Wall Stability Ratios Overturning Sliding Total Bearing Load ...resulfont ecc. 1.72 OK 1.65 OK 3.804 lbs 13.18 In AC! Factored ® Toe = AC! Factwed @ Heel - Footing Shear @ Toe » Footing Shear @ Heel s Allowable - Sliding (^ics Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for1.5Sfoblttty - Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure Passive Pressure Soli Density, Heel Soil Density, Toe FcoVngllSoll FrlctiOT Scril height to Ignore for passive pressure 35.0 psf/ll = 250.0 psf/ft = 110.00 pcf = 0.00 pcf 0.300 12.00 In I Lateral Load Applied to Stem | Lateral Load = ...Height to Top = ...Height to Bottom = Load Type = Wind on Exposed Stem = (Service Level) 0.0 #m 0.00 ft 0.00 ft Wlnd(W) (Servira Level) 0.0 psf Adjacent Footing Load Footing Wfdtii = Eccentrldty = Wall to Ftg CL Dlst = Footing Type Base Above/Below Soil at Back of Wall Polsson's Ratio - 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Bottom Sdl Pressure @ Toe = 2,428 psf OK Sc^l Pressure @ Hed - 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 3,396 psf 0 psf B.1 psi OK 6.0 psf OK 75.0 psi 1,750.6 lbs 1,711.8 lbs 1,171.1 lbs 0.0 lbs OK 0.0 lbs OK StenOK Design Height Above Ffg ft- 0.00 Wall Material Above "Hf - Masonry Design Melhrxl = ASD Thidkn^ = 8.00 RebarSIze = #5 Rebar Spacing » 16.00 Rebar Placed at = Edge Design Data fb/FB + fo/Fa = 0.695 Total Force @ Section Service Level lbs = 630.0 Strerrgth Level lbs- MomenL...Aetual Vertical component of active lateral sdl pressure NOT considered In tire caloitatfon of soli bearing IS Load Factors BuildingCode Dead Load Live Load Earth, H Wlnd.W Setemic, E CBC2016AC1 1.200 1.60Q 1.600 1.000 1.000 Service Level ft-#=1,260.0 Strength Level ft-#= Moment...Allowable =1,812.6 Service Level psl =6.9 Strength Level ps|s Shear.....Allowable psl«45.1 Anet (ftesonry)In2"61.50 Rebar Depti) 'd*ln =5.25 Masonry Data fm ps\-1,500 Fs psl =20,000 Solid Grouting =Yes Modular Ratio 'n's 21.48 Wall Weight psf=78.0 Short Toth Factor s 1.000 Equtv. Sdid Thick.Ins 7.60 Masonry Blodc Type ss Medium Weight Masonry Design Method ~ASD Concrete Data fc psl = Fy psjs Use menu Item Settings > PrinHng & Title Block 'to set th^ five lines of Information for your prc^ram. Title Demp^y Walls Job #: Dsgnn Description.... Date: Page: 2 6JUL2017 This Wall In File: \\sen/er01\d\Job F[les\2016 Jobs\16-353 Vista Del Campo Deck\CalcuIatlons\di^psey RetalnPro(c) 1987.2016. Build 11.16.07.15 Ueense: KW-^6056849 License To t HTK STRUCTURAL EKGINEERS Cantllevered Retaining Wall Code: CBC 2016,AC! 318-14,ACI 530-13 ?o^n^imensiom^Strength^^ |^^ootin|n26s|g^estil^^^J Toe Width » Heel Width - Total Footing Width = Footir^ Thickness s Key Width Key Depth = Key Distance from Toe » fc s 2,500psi Fy s FooSng Concrete Density ^ Min. As % - Cover @ Top 2.00 @ 1.67 ft 2.67 4.34 36.00 In 12.00 in 4.00 In 0.00 ft 60,000 psi 150.00 pcf 0.0016 Btm.p 3.00 in Toe Heel Factored Pressure 3,399 0 psf Mu': Upward 3,920 119 ft4^ Mu': Downward 1,014 3,317 ft4l Mu: Design = 2.806 3,197 ft-# Actual 1-Way Shear 8.09 5.95 psi Allow 1-Way Shear - 75.00 75.00 pSi Toe Relrrfbrdng - NoneSpec'd Heel Relnfordng = NoneSpec'd Key Reinforcing = NoneSpec'd Other Acceptable Sizes & Spaclngs Toe: Not req'd: Mu < phi*5*lambda*8qr^fc)*Sm Heel: Not req'd: Mu < ^PSTambda'sqr^fcj'Sm Key: Not req'd: Mu < |^I*5*lambda*8qr^fc)*Sm Mln footing T&S reinf Area Min footing T&S reinf Area per foot if one layer of horlzontel bare: #4@ 3.09 in #5@ 4.7B in m® 6.79 in 3.37 in2 0.78 in2A If two iayers of horizontal bars: #4@ 6.17 In #5@ 9.57 In #6@ 13.58 In Summary of Overturning & Resisting Forces & Moments Item OVERTURNING. Force Distance lbs ft Moment ft-# Force lbs .RESISTING..... Distance ft Moment m Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added La^l Load « Load @ Stem Above Srril = 1,750.6 3.33 5,636.3 Total 1,750.6 O.T.M.5,836.3 ResistlngfOvertuming Rafto Vertical Loads used for Scril Pressure = = 1.72 3.903.6 lbs Soil Over Heel = Sloped Soli Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem & Soil Over Toe = Surcharge Over Toe = Stem Welght(s) = Earth @ Stem Transitions= Footing Weight = Key Weight - Vert. Component = 1,322.2 110.4 3.34 3.67 4,413.0 405.3 468.0 0.84 2.00 937.6 1,853.0 50.0 2.17 0.50 4,238.0 25.0 Total'3,903.6 lbs R.M.B 10,019.8 * Axial live load NOT Induded In total dl^layed, or used for overturning resistance, but Is Induded for soil pressure calculation. Vertical compon^t of active lateral soli pressure IS NOT considered In tiie calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the cdculation of Ov^mlng Resistance. Tilt Horizontal Deflection at Tob of Wall due to settlement of soil (Daflectlon due to wall bending not considered) Soli Spring Reaction Modulus 250.0 pd Horizontal D6fl@T^ofWall(an>rDxlmate only) 0.093 In The above calculation Is not valid If the heel soli bearing pressure exceeds that of the toe, because frie wall would then tend to rotate Into the retained soil. Use menu item Settings > Printing & Title Blodt to set th^ five lines of information for your program. Tftie DempeeyWalls Job #: D^nn Description.... Page: 3 Date: 6JUL2017 This Wall In File: \\server01\dVJob F[!es\2016 Jobs\18-353 Vista Del Campo DeckXCalculatlonsVlempsey RetaInPro(c} 1987-2016, Build 11.16.07.15 License: KW-06056849 License To: HTK STRUCTURAL ENGINEERS Cantileverad Retaining Wall Code: CBC 2016.ACI 318-14,ACI530-13 Pp= 1711.81# in a. CD cw CM 1751# Use menu (tern SetUngs > Printing & Title Block 'to set th^ five lines of Infonnatlon for your program. Title Oemppey Walls Page: 1 Job#: Dsgnn Date: 6JUL2017 Description.... This Wall In File: \\servet01\d\JDb RIes\2016 Job5\16-353 Vista Del Campo Deck\Calculations\dempsey RetaInPro(c)1987'2016, BuUd 11.16.07.15 Ucense: KW«06056849 License To: HTK STRUCTURAL ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14^01530-13 Criteria Retained Hdght ~6.00 ft Wall height above soil =0.00 ft Slope Behind Wall =2.00 H^ht of Soil over Toe =6.00 in Water height over heel =0.0 ft Surcharge Loads Surcharge Over Heel s 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Ririd Pressure Method Active Heel Pressure Passive Pressure Soil Den^ty, Heel Soil Density, Toe FootIng]]S^I Friction Sol! height to Ignore for passive fM^ssure 35.0 psW = 250.0 psf/ft = 110.00 pcf = 0.00 pcf s 0.300 B 12.00 In I [^^ra^oa^ppMe^o^em^J [Adja^n^ootln^^^ Lateral Load ...Height to Top ...Height to Bottom U>ad Type A}dal Dead Load -0.0 lbs Ajdal Uve Load —0.0 lbs Axial Load Eccentric!^=0.0 In Design Summary I Wall Stability Ratios Overturning =1.79 OK Sliding =1.56 OK Total Bearing Load 2,205 lbs ...resultant ecc.=11.00 In Soil Pressure @ Toe s 1,260 psf OK Soli Pressure @ Heel s 0 psf OK Allowatrie =2.500 psf Soil Pressure Less Than Allowable ACl Factored @ Toe E 1,764 psf ACl Factored @ He^P 0 psf Footir^ Shear @ Toe S 6.8 psi OK Footfr^ Shear @ Heel e 2.3 p8l OK Allow^le =75.0 psI Sliding Cafes Lateral Sliding Force s 1,191.1 lbs less 100% Paseive Forces .1,195.3 lbs less 1(X)% Friction Force = .661.6 lbs Added Force Req'd s 0.0 lbs OK ....for 1.5 Stability —0.0 lbs OK Wind on Exposed Stem ^ (Service Level) = 0.0 #m = 0.00 ft 0.00 ft = WInd(W) (Service Levd) 0.0 psf Adjacent Footing Load = Footing Width Eccentricity WalltoFtgCLDIst Footing Type Base Abo\^elow Soil at Back of Wall Poisson's Ratio O.Olbs 0.00 ft 0.00 In 0.00 ft Line Load 0.0 ft 0.300 Vertical component of active lateral soli pressure IS NOT considered In the calculation of soil bearing Load Factors Building Code Dead U»d Live Load Earth, H Wlnd,W Seismic, E CBC2016,ACI 1.200 1.600 1.600 1.000 1.000 stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spadr^ Rebar Placed at Design Data fh/FB + fa/Fa Total Force @ Section Service Level Str^gth Level Moment..Actual Ser^ce Level Strength Level Moment....Ailowable Service Level Strei^gth Level Shear.....AI!owabl8 Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grmjting Modular Ratio 'n' Wall Weight Short Totti Factor Equlv. Solid Thick. Masonry Block Type Masonry Des^n Method Concrete Data Po Fy ft Bottom fl= Stem OK 0.00 Masonry ASD 8.00 # 5 16.00 Edge lbs = lbs> 0.695 630.0 -#=1,260.0 fl-#= —1,812.8 psi =6.9 psI- psl =45.1 [n2«91.50 Ins 5.25 1,500 p8l =20,000 s Yes =21.48 pSfs 78.0 s 1.000 ins 7.60 a Medium Weight a ASD psii pSi! Use menu item SetUnge > Printing & Title Blodc \o set th^ five lines of Information for your pz^ram. Title Demp^y Walls Job #: Dsgnn Descrtpton.... Date: Page: 2 6JUL2017 This Wail in File: \\server01\d\Job Rles\2016 Jobs\16-353 Vista Del Campo Deck\Catculatlons\dempsey RetelnPro (0)1987-2016, Build 11.16.07.15 License: KW-Q80S6849 License To: HTK STRUCTURAL ENGINEERS Cantllevered Retaining Wall Code: CBC 2016,AC) 31B-14.ACI 530-13 Toe Width = Heel Width » Total Footing Width = Footing Thickness = Key Width Key Depth « Key Distance from Toe = fee 2.500 psi Fy = Footing Conaote Dmslty = Mln.As% = Cover® Top 2.00 ® 3.00 ft 1.17 4.17 24.(K) in 16.00 In 9.00 In 1.75 ft 60,000 psI 150.00 pcf 0.0018 Btm:= 3.(ra In Heel Factored Pressure = 1,764 0 psf Mu': Upward = 5,671 Oft-# Mu': Downward = 2,130 244 ft-# Mu: Design = 3,541 244 ft-# Actual 1-Way Shear 6.63 2.27 psI Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd Hed Rdnfbrdng - None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spaclngs Toe: Not req'd: Mu < phi*51ambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phl*5*lambda*sqrt(fc)*Sm Key: Not req'd: Mu < phl*5*lambda*sqrt(fc)*Sm Min footing T&S retnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4® 4.63 in #5@ 7.16 In #6@ 10.19 in 2.16 in2 0.52 In2 /ft If two layers of horimntal bars: #4® 9.26 In #5® 14.35 In #6® 20.37 In ^umma^ofOvertumln^^esIstjri^or^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Force lbs .RESISTING Distance ft Moment ft-# Heel Active Pressure = Surcharge over Heel = Surdiarge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soli = 1,191.1 2.75 3,275.7 Total 1,191.1 O.T.M.3,275.7 Resisting/Overturning Ratio = 1.79 Vertical Loads used for Sdl Pressure = 2,205.2 lbs Vertical component of active lateral soil pressure IS NOT considered In the calcutatim of Sliding Resistance- Vertical component of actira lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. Soil Over Heel = 330.2 Sloped Soli Over Heel = 6.9 Surcharge Over He^ = Adjacent Footing Load = Axial Dead Load on Stem « * Ardal Live Load on Stem = Sdl Over Toe - Surcharge Over Toe = Stem Welght{s) = 468.0 Earth @ Stem Transitions = Footing Welghl » 1,250.1 Key Weight = 150.0 Vert Component 3.92 4.00 1.50 3.33 2.0B 2.42 1,293.4 27.5 1,560.0 2,604.6 362.5 Total 2,205.2 lbs R.M."5.848.0 * Axial live load NOT Included In total displayed, or used for overturning resistance, but Is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to \ra]i bending not considered) Soil Spring Reaction Modulus 250.0 pd Horizontal Defl ® T(^ of Wall (apprordmate only) 0.050 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 soli. Use monu Item Settings > Printing & TItie Blodc set tiiMs five lines of information for your program. Title Demppey Walls Job #: Dsgnn Description.... P£^e: 3 Date: 6JUL2017 This Wall in File: \\server01V^ob Rle8\2D16 Jobs\16-353 Vista Del Campo Deck\Calculations\dempsey RetatnPro(c)19S7<2016, Build 11.16.07.15 Ucense: KW*06056849 _ License To: HTK STRUCTURAL ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Pp= 1195.31# / 1191# Use menu item Settings > Printing & Title Blodc set ttiese five lines of Information for your program. Title uempipeyWaiis Job #: Dsgnr Description.... Dale: Page: 1 6JUL2017 ft>^ o'7-o This Wall in File: \\swver01\d\Job R[es>2016 Jot>s\16-353 Vista Del Campo Deck\Ca[culaBons\dempsey Reta]nPro(e) 1987-2016, Build 11.1&07.15 Ucense:KW-0&05884S License To : HTK STRUCTURAL ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,AC) 316-14,AC! 530-13 Criteria Retained Hdght ^4.00 ft Wall height above soil =0.00 ft Slope Behind Wall r 2.00 Height of Soli over Toe =6.00 in Water hdght over heel =0.0 ft Surcharge Loads Surctiarge Over Heel = o.opsf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem A]dal Dead Load n = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In Deslgt^umma^ Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soli Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Tlian Allowable AC! Factored @ Toe » AC! Factored @ Heel = Footing Shear @ Toe ~ Footing Shear @ Heel = Allowable = Sliding Coles Lateral Slidlr^ Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....tor 1.5 Stability » Soil Data | Allow Soli Bearing s:2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure a 35.0 psf/il Passive Pressure s 250.0 ps#ft Sdl Density, Heel s 110.00 pcf Soil Density, Toe =0.00 pcf FootingljSoll Friction =0.300 Soil height to Ignore for pa^ve pressure =12.00 In I [AdjacentFooting Load Lateral Load. ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem - (Service Level) 0.0 - 0.00 ft s 0.00 ft = WInd(W) (S«>rice LeveO 0.0 psf Adjacent Footing Load Footing Width Eccentriclly WalltoFtg CLDist Footing Type Base Above/Below Soil at Bade of Wall Polsson's Ratio O.OIbs 0.00 ft 0.00 In 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Bottom 1.54 OK 1.55 OK 1,339 lbs 8.16 In 1,565 psf OK 0 psf OK 2,500 2,191 psf 0 psf 4.8 psi OK 1.8 psi OK 75.0 psi 683.6 lbs 656.3 lbs 401.7 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral sdl pressure IS NOT considered In the calculation of soil bearing Dssign Height Above Ftg ft b Wall Material Above "Ht" = Design Method ~ Thickness = Rebar Size = Rebar Spadng = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section ^rvlce Level lbs = Strength Level lbs= iyiomenL..Actual Service Level ft-# = Strength Level ft-# b Moment....A!lowable = Sen/Ice Level psi = Strength Level psi = Shear.... Allowable psl= Anet (Masonry) ln2 = Rebar Depth'd' In » Masonry Data fm Fs Solid Grouting PS|B psis stem OK 0.00 Masonry ASD 8.00 # 4 24.00 Edge 0.482 280.0 373.3 808.1 3.1 44.6 91.50 5.25 Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2016.ACI 1.200 1.600 1.600 1.000 1.000 Modular Ratio 'n' b Wall Weight psfs Short Tenn Factor = Equlv. Sdid Thldc. In = Masonry Block Type = Masonry Design Method » Concrete Data fo pslB Fy psl = 1,500 20,000 Yes 21.48 78.0 1.000 7.60 Medium Weight ASD Use menu Kern Settings > Printing & THIa Block set triesa five lines of infonnatlon for your program. Title Demp!pey Walls Job #: D^nn Description.... Date; Page: 2 6JUL2017 This Wail in File: \\server01\d\Job RIes\2016 Jobs\16-353 Vista Del Campo Deck\Calculations\denipsey RetaInPn>(c> 1987-2016. BuIUi11.16.07.1S License :KW'0605684d License To; HTK STRUCTURAL ENGINEERS Cantilevered Retaining Wall Code: CBC 2016.ACI 318-14,AC! 530-13 Footin^lmensioiw [^^ootjnj^eslgj^esul Toe Width = 1.50 ft Heel Width = 1.17 Total Footing Width = 2.67 Footing Thickness s 24.00 in Key Width = 12.00 in Depth s 0.00 In Distance from Toe = 0.92 ft fc = 2,500 psi Fy B Footing Concrete Density = Mln.As% s Cover <3 Top 2.00 60,000 psi 150.00 pcf 0.0018 @Btm.a 3.00 In Toe Heel Factored Pressure = 2,191 0 psf Mu': Upward = 1,745 Oft-# Mu': Downward - 586 189 ft-# Mu: Design = 1,159 189 ft# Actual 1-Way Shear = 4.77 1,75 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = NoneSpedd Heel Reinfbrdng = None Spec'd Key Reinfbrdng = None Spec'd Other Acceptable Sizes & Spaclngs Toe: Not req'd: Mu < phr5*lambda*sqrt(fG)*Sm Heel: Not req'd: Mu < ph[*5*Iambda*8qrt(fc)*Sm Key: Not req'd: Mu < phi*5*lambda*8qrt(fc)*Sm MIn footing T&S r^nf Area Mln footing T&S r^nf Area per foot If one layer of horizontal bars: #4@ 4.63 in #S@ 7.18 in #6@ 10.19 In 1.38 in2 0.52 in2 A If two layers of harizontal bars: #4@ 9.26 In #S@ 14.35 in 20.37 In ^ummai^ofOverturnln^^esistln^oiw^^M^ Item OVERTURNING Force Distance Moment lbs ft ft-# Force lbs .RESISTING Distance ft Moment ft-# Heel Active Pressure = Surcharge over H^ = Surcharge Ovot Toe = Adjecait Footing Load = Added Lateral Load = Load @ Stem Above Sol! = 663.6 2.08 1.424.3 Total 683.6 O.T.M.1,424.3 Resisting/Overturning Ratio = 1.54 Vertical Loads used for Soil Pressure = 1,339.1 lbs Vertical component of active lateral e^l pressure IS NOT considered In the caloilation of Sliding Resistance. Vertical component of acritve lateral soil {xessure IS NOT considered In the calculation of Overturning Redstance. Soli Over Heel - 220.1 Sloped Soil Over Heel - 6.9 Sur^arge Over Heal = Adjacent Footing Load = A)dat Dead Load on Stem = * Axial Live Load on Stem = Soli OverToe = Surcharge Over Toe » Stem Welght(8) = 312.0 Earth @ Stem Transitions = Footing Weight = 600.1 Key Weight = Veil Component = 2.42 2.50 0.75 1.63 1.33 1.42 532.1 17.2 572.0 1,066.9 Total a 1,339.1 lbs RH.«2,166.2 * Axial live load NOT included In total dl^layed, or used for overturningresistance, but Is Included for scril pressure calculation. Tilt Horizontal Deflection at Tod of Wall due to settlement of soli (Deflection due to wall bending not consld^ed) S(ril Spring Reaction Modulus 250.0 pd H^zontal Deli @ Top of Wall (approximate only) 0.065 In The above calculation is not valid If the heel soli bearing pressure exceeds that of the toe. because tfie wall would then tend to rotate Into the retained soil. Use menu Iton Settings > Printing & Title Block to set thWe five lines of Information for your program. Tltie Demp^oy Walls Job #: Dsgnn Description.... ; 3 Date: 6JUL2017 This Wall In Rle: \\server01\d\Job Fl[es\2016 Jobs\1S-353 Vista Del Campo Deck\Calculations\denipsey RetalnPro(c) 1987^016, Bund 11.16.07.15 Ucense: KW-060S684d License To ; HTK STRUCTURAL ENGINEERS Cantllevered Retaining Wall code: CBC 2016,AC1318-14^CI 530-13 Pp= 656.25# / \ \ ^-5 \ 684# 2:1 MAX. &• CMU - SOLID GROUT ■6 • 32* M) W SP. NSPEC. 2I4' aR. 8* CJiU - SOLID ©ROUT W/ ^ • 16" (V) t •4 « 24' fH) W' SP. IN5PEC. 4' DRAIN W GRAVEL BACKFILL •M—IM^im 2:IMAX 5'-D' 2-»4- CONC. STraNSTH = 2500 PSIMASCNRT STRENGTH . 1500 PSI MORTAR rrPE » S 1800 PSI <«CUT . 2000 PSITy STEEL • 60 KSI -8' CTtl - SOLID GRCUT w/ ^ • 16w; I •4 e 24' TH; W/ SP. INSFEC. 2:1 MAX.2V,' CLR TERPROCFINS MAGE •4 • 6' 2I4' CLR HATERPROCPING t DRAINAGE BT OTHERS •4flI6 CUPPER TIER wall; 2:1 MAX. 8* CMU ■ SOLID GROUT W/ »4 e 24* (V) t •4 0 24* TW W SP. iNsrec. 214" aR Ua 6* frrp; 2'-8' MIN. KATESFROOHNS I DRAINAGE BTOWERS CLOWER TIER WALL; COPTIONAL WALL FOR LOWER i UPPER TIER FOR 0'-0" - 4'-0" RETAINING MAX.; 0WEST SLOPE RETAINING WALLS A'-O" - 6'-0" RETAINING WALL N.T.S. 0 - 4'-o'' retaining walls N.T.S. N.TA. RECEIVED JUL 1 4 2017 LAND DEVELOPMENT ENGINEERING A—Construction Testing & Engineering, Inc.wc M:. Inspection | Testing j Geolechnicai | Environmental & Construction Engineering j Civii Engineering j Surveying' 1441 MonLei Road. Suite 11s, Escondido.CA 92026 Phone: (760) 746 - 4955 Pax: (760) 746 - 9806 •DECLARATION CP RESPONSIBLE CH>«SE' 1 HEi«BT DECLARE THAT I AM THE ENSfCER CF WORH FOR T>€ PORTIC*! CF THE PROJECTSHCWN ON SiffiET 6, THAT I HAVE EXERQSED RESPCNSIBLE CHARGE OVER THE DESIffl4 OF THIS PORTION OF THE PRCUECT AS CONSISTENT WITH CURTO^ STANDARDS. I UNDERSTAND THAT THE CHECK OF THE PROJECT DRAWINGS AND SPECIFICATIONS BT THE CITTCF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORO. CF MY RESPONSIBLITT FOR PROJECT DESIGN.FIRM: H^ STRUCTURAL ENGINEERS, LLC J^DI^SS: 14288 DANIELSCN $T200CITY, STATE! PCWAY, CA S2064 TELEFHOfffi: f»8X&TS.8S8S BY HELMAND KUSHOAKI DATE 06/I4rtT RC.E. NO.: 4326reGISTRATlCN EXPIRATION DATE: 12/31/11 9EET 6 CITY OF CARI5BADENGINEEIUNG KPARTWNT SWETS 6 WAU DETAILS FOR; DEMPSEY RESIDENCE GB 2017-0018 SEV 2018-0070 APPROVED: JASON S. GODERT cnrEwaKEDi rtf R3912 Emss d/ivi/ir iutc DATE N1UL REVISION DESCRIPTION DATE NIIAL DATE M1UL bwN BY:CHKD aiRVWO BT PROJECT Na OEV 2016-0070 DRAMN6 NO 902-4AEMKSI OPTOK OlWRAmWW.OTV APPROVAL A