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Home My WebLink AboutCT 15-11; YADA FAMILY FARM SUBDIVISION; ORCO WALL SYSTEM STRUCTURAL CALCULATIONS; 2018-04-08ORCO WALL SYSTEM STRUCTURAL CALCULATIONS RECORD COPY JLG 1( 11 iJ,A\ luitfaJ ~ FOR E EIVED APR 2 6 2018 LAND DEVELOPMENT ENGiNEERI 18 CALIFORNIA WEST COMMUNTIES YADA FAMILY FARM SUBDIV/S/0 .. ORCO BLOCK INC. 4510 RUT/LE ST. RIVERSIDE, CA. 92509 TEL. (951) 685-1521 FAX. {951) 685-4295 6'-8" HIGH ORCO WALL SYSTEM SITE WALL • ! I ffl ~ I iS :t c§ ~ " ~ "' " . "" re, t .. ' l 1 FOR 110 MPH 3 SEC. GUST@EXP C s· COf{T. l 'l #6STDJOINT REJNroRCEMENT O 24" 0/C (3 PLACS ). USE #5 STD. FOR SLUMP BLOCX NOTE: PROVIDE #4 DOWB. a #'I DROP-IN BAR AT EACH SIDE OF aJNT1lOl JOINTS, ENDS OF WAUS AND O WALL HEIGHrOWIGES I 8+2',{J" SEEawrr #4 HORZ. CONT. I DESIGN CRITERIA: PER THE 2016 CBC 1. AUOWABI..E SOIL BEARING PRESSURE • 1500 PSF 2. ALLOWABLE LATERAL PAS:SM: PRESSURE O 150 PCF 3. GROUT STRENGTH = 2000 PSI O 28 ll4 t'S. 4. REINFORGNG STf.EL : GRADE 60. 5. 2000 PSI MASONRY COMPRESSION STRENGTH • NO SPO... INSPECT10N NOT5: 1. CONCRETE BLOCX SHAU. aJNFORH TO .A51H C 90. lffllGfZ.OCX BLOCX, Sl.lJMP BLOCK AND SPt.JTFACE BLOCX ARE At:CUTABLE. 2. aJNCRETE FOR FOOT1NG SHAU. BE 1 PART CEHENr TO 2-1/2 PARTS SAND TO 3-1/2 PARTS GRAIIEZ. WITH A MAX1HUf,,I OF 1·1/2 GALJ.ONS OF WATER PER S4lX PORTLAND CEHE1fl' SHALL CONFORM TO AS17't C 150 TYPE l.{N. Fe • 2500 PSI 3. REINFORCING STFE1.. SHALL BE OEfORMED AND <DNFORH TO AS17't A 615 GRADE 60. PROVIDE 48 BAR OIAHETER LAP. 4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCX CEl.1. IN WH/Of IT IS L004TED. 5. aJNCRETE 81..0CX SHAU. BELAYED IN A RUNNING BOND PATTERN WITH VER11C4L CDNT1MJITY OF THE CB.LS UNO. 6. AIJ. BLOCX CB.LS WNTAINING YER71C4L REBAR. SHAU. BE SOLID GR.OUTED. 7. USE TYPE 5 MORTAR PROPORTJONED IJS1NG AS17't C 270 1 PART CEHENT TO 1/2 PART WfE TO 4-1/2 PARTS CWfP, LOOSE SANO. 8. GROI.IT FOR CONCRETE BLOCX PER .A51H C 476 TO BE 1 PAl<T CEMENT TO 3 PARTS SANO (GROUT MAY CONTAIN 2 PARTS 3/8" PEA GRAIIB. IF WEATHER aJNDITIONS ARE F-AIO'WllE MD BLOCK UN08STRIJCT1:D CB.L SIZE IS SIJFFIOBVT TO AU.OW GOOD GR.OUT R.OW). WA7ER SHAU. BE ADDED TO PROOUCE «xJD GROUT ROW wmoJT SEGREG4T10N OF THE aJNSTTUENTS. 9. 81..0CX STEM MAY BE WET-SET 1-1/2" 1NT'O THE FOOT1NG WHILE 1HE WNCRETE IS PUSTIC BLOO< STEH MAY BE PUCED TO EITHER EDGE OF TIE TRENCH TYPE FOOT1NG. 10. FOOT1NG HUST BE POURED ON OR INTO UNOJSTlJR/JED ~nmAL SOil. OR ON CDHPACTED RLJ. WITH A M1NlHtM <XJHPACTION OF 9096. 11. FIRST INSPECT10N TO BE AFTER FOOT1NG TRENCHES ARE RE.ADY FOR CONCRETE AND AIJ. REQUIRED STEB. IS T1ED IN PLACE. SEaJND INSPECTION TO BE WHEN THE REQUJRB) ~TJCAL IS IN Pl.ACE AND THE BLOCK WALL IS READY TO GROUT. 12. MAXJ1lfUH CONTROL .JOINT SPAGNG: 20' O,,C ~---------------~ MIN. FOOTING DEPTH FOR 7' TO DA YUGHT SLOPE 7' TO ll4 YLJGHT 2101 3101 WALLO WALL (I WALLO TOP lFr.SETBN:K 2 Fr. 5ETBN:K J'-{;" 3'-C-2'-8" 2'-8" CAUFORNIA WEST COMM. YADA FAMILY FARM SUBDMSION CARLSBAD, CA. ====="-=-=-=·====-==-=====-...:::z:::========-r::-=======--=====,========= ORCO WALL SYSTEM FORCES PER 2016 CBC CHAPTER /6 I . t~-AllL S: ,3,,t [) (,4 ~ WIND FORCES TO WALLS PER ASCE 7-10 SECTION 29.4 CHECK WfND FORCE CAJ.CILATION FOR'BASIC 16 ~ I P6 Hl'H J SECOND GI/ST Sl'EED EJl?O$IJR£ C COIIJITION 1/S/Nfi Asa 1-10 CH»TER If WIND Lcw:lS: US/Nfi SECTION 19.:I.I TO FIi#) THE J SEC. 1-2:1.0CITY "'1ESSllRE ON. Q#o o.oon, KZ Krr ~ vf (19.3-1) WHERE: ICZ • .61 FOR EJt1' I AND /fl• .16 FOR EXP C FRCH TABLE 19.s-l Krr • /.0 «FAU. T flER SECTION 16.~ /fo • .16 FR0/116.1-1 OIi • (O.OOZU.Jf.UXI.OJ(.IIXl/01) • u., />SF I ON • (O.ODl66X.UX,.0}(.16XIIOIJ • 16.6 !'IF NOW USING SECTJai 6.6.V. FOR SCLJD FREESTANOINfi WAU.S: FN •ONG C, A6 (19.4-1) WHERE: G• .l6 F110f'f u .,.I c, • 1.40 nil FIG/RE IP.4-1 USING Al'ERAGE ANECT RATIO (WALL LEN$1H TO HIGTH) OF I. NOTE: C, llANtiES F1IOlf f.'6 FOR A I' WIDE IIE71RN WALL TO /.:I ,C/11 A 10' PANEL j THEREFORE: RJR no lfl'H • rzz., l'SFX.nx1.,)AI -.ta.1 /'SF. , FOR 110,...,, • 11., 1'$1')(.liXuJM • ,u /'SF. I WIND FORCE FOR EXPOSURE C CONDITIONS Vtl.T IN MPH ON• .OOIII 1/Z Kn /fll v11 -lfl•.11, ICZN.D If,,_ .II Flt----l'T. F# • -llt:TA6 ,a I0.4-1 ...-tl•.16 -C,-,.4 A•. FH llSING o.,o UJAD FACTOR /'Elf C.C 16#.U EON 11-11. 120 /JO · /40 /50 78 9J . IOI /08 116 PROJECT SITE WIND ZONE: Vs=/() MPH EXPOSURE C THEREFORE WIND FORCE =tl'J PSF --- SEISMIC FORCES PER 2016 CBC (ASCE 7-10 SECT. 15.4.le) FOR NONBUILDING STRUCTURES -FREE STANDING WALLS AND I'll.ASTERS • f'ROJECT SITE CLASS D -FtN>NfENTAL l'ERIOD T GREATER THAN O.Od SEC CALCILATl!D USING SECTION IL.l-1 AM> TABLE /1.#-.t !'ER EQN. 16.4-Z FOR NONBUILDING STRUCTUIES: C.,((O.IO)(S1)/(Rh)} (W) WHeRI!,., I.O & l'A • I.I /'ROH TABLE 11.,-1 & R • s.o FRDH rMLE 16.,.z SEISMIC FORCE FOfttl-._fEC. PERIOD CONDITIONS Si FROM FIG.ZZ-4 60 / f,o ). 80 90 100 CP{(O.ICXS,)l(M)}W .zzw .1t1.1 .Z6W .Z7W .JOW V /JO .J2W PROJECT SITE SEISMIC INFORMATION: SI=){) so Cs =,"2/w CHU WALL WEIGHTS PER SQ. FT. /ILDCK TYPE 6" CHU WI JOINT REINFORCEHENT l"CHU /6)(/6 F'fLAS7ER GROVTED • 0/C 41-0/C 40"0/C :IZ-0/C 14"0/C /6-0/C Sl"OIC Z4"0/C /6"0/C SOLID SOLID WT. !'ER SQ. FT. :141'SF SIS !'SF :17 PSF S9 PSF '-6 PSF '-IPSF ISZ l'SF 60PSF ICPSF 160 PSF THEREFORE SEISMIC FORCE = {., '4 )( > t{pSF)= f ,,-<ipsF = ( )( PSF)= PSF TIMOTHY S. MAl.,LIS • CIVIL ENGINEER ORCO BLOCK CO. INC. 45"10 RUTILE ST. RIVERSIDE, CA. Title 6'-8" 6" wall 110c wind .30w Job # : · Dsgnr: tsm Description .... Page : 1 Date: 12 JUL 2010 This Wall in File; c:\users\tmallis\documents\retain pro 9\new walls.rpx RetalnPro {c) 1887-2017, Build 11.17.04.0.C License ; KW-0&059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 [~erla ,. 4 J I Soi~B!~tt .. w:a"ti'+ MO• ■;;-1 g Retained Height = 0.33 ft Wall height above soil = 6.33 ft Slope Behind Wall = 0.00 Allow Soll Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure IC 45.0 psf/ft = Height of Soil over Toe z:: 4.00ln Passive Pressure = 150.0 psflfl Water height over heel = 0.0 ft Soil Density, Heel = 115.00 pcf Soll Density, Toe = 115.00 pcf FootinglfSoil Friction = 0.300 Soil height to Ignore for passive pressure = 0.00 In l!=harge 1;oads --·-J I Lateral Load Applied to Stem l I Adjacent Footing Load Adjacent Footing Load = Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Slldlng & Overturning ..,I Ax_1_a,.L_o_a_d_A,_P,.P.ue_d_t_o_s.t.em ___ p Axial Dead Load = 0.0 lbs Axial Live Load IC 0.0 lbs Axial Load Eccentricity = 0.0 In Lateral Load ... Height to To,: ... Height to Bottom Load Type 0.0 #/ft 0.00 ft 0.00 ft = Windc,N) (Service Level) Wind on Exposed Stem = (Strength Level) 26.7 psf Footing Width = Eccentrlclty = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.Olbs 0.00 ft 0.OOln 0.00 ft Line Load 0.0ft 0.300 I Design $ummary • 1 Stem Construction .. I Bottom Stem OK Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = • 1.57 OK 2.40 OK 687 lbs 8.27 In Soil Pressure @ Toe "' 1, 173 psf OK Soil Pressure @ Heel z:: O psf OK Allowable • 2,000 psf Soil Pressure Less Than Allowable ACI Factored@Toe = 1,642 psf ACI Factored @ Heel • 0 psf Footing Shear@ Toe = 6.7 psi OK Footing Shear @ Heel s 1.6 psi OK Allowable = 75.0 psi Slldlng Cales Lateral Sliding Force = 141.2 lbs 133.3 lbs 206.1 lbs less 100% Passive Force= • fess 100% Friction Force " - Added Force Req'd = 0.0 lbs OK 0.0 lbs OK .... for 1.5 Stability x Vertical component of active lateral soil pressure JS considered in the calculation of soil bearing pressures. Load Factors ------------ Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ft, Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at ft '." = ,:; "" = = = 0.00 Masonry LRFD LRFD LRFO 6.00 # 4 48.00 2.815 Design Data ------------------------ fb/FB + fa/Fa = 0.963 Total Forc:e @ Section Service Level lbs= Strength Level lbs= 172.9 Moment. ... Actual Service Level ft-#• Strength Level ft-#= 591.1 Moment.. .. .Allowable = 613.8 Service Level psi= Strength Level psi= 14.8 Shear ..... Allowable psi= 80.5 Anet (Masonry) ln2= 11.69 Rebar Depth 'd' in= 2.82 Masonry Data rm psiz:: 2,000 (~, Fy psi= 60,000 Solid Grouting = No Modular Ratio 'n' = 16.11 Wall Weight psf= 45.0 Equiv. Solid Thick. in= 3.70 'If EJ(~ .112$ i Masonry Block Type = Normal Weight Masonry Design Method = LRFD . · 311201e Concrete Data * re psiz:: Fy psi= TIMOTHY S. MALLIS -CIVIL ENGINEER ORCO BLOCK CO. INC. 4510 RUTILE ST. RIVERSIDE, CA. This Wall in File: c:\users\tmellis\documents\retain pro 9\new waHs.rpx Title 6'-8" ~ .. wall 110c wind .30w Job # : Dsgnr. tsm Description .... Page : 2 Date: 12 JUL 2010 RetalnPro (e) 1987-2017, Build 11.17.04.04 License : KW-06059401 License To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Waif Cede: CBC 2016,ACI 318-14,ACI 530-13 If ooti~.2=,~~on': & st.:;:nJ.!!!!__J Toe Width = 0.83 ft Heel Width = 1.33 Total Footing Width = 2.16 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.50 ft re = 2,500 psi Fy = so,ooo psf Footfng Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover@ Top 2.00 @ Btm.= 3.00 in [2~eot!_r!g D!!~" Re~~ ,. ,.,) ~ Heel Factored Pressure = 1,642 0 psf Mu' : Upward = 432 0 fl-# Mu': Downward = 101 101 ft-# Mu: Design 331 101 ft-# Actual 1-Wey Shear = 6.66 1.64 psf Allow 1-Way Shear "' 1s:oo 75.00 psi Toe Refnforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi"5*iambda*sqrt(fc)"Sm Heel: Not req'd: Mu < phi*5*fambda"sqrt(fc)"Sm Key: No key defined Min footing T&S reinf Area Min footing T&S refnf Area per foot If one fayer of horizontal bars: #4@ 11.90 in #5@ 18.45in #6@26.19 in 0.44 in2 0.20 in2 At ff two layers of horizontal bars: #4@23.81 in #5@36.90 in #6@52.38fn Summa of Overtumin ·& Reslstin Forces & Moments Item ..... OVERTURNING ..... Force Distance Moment ~s ft ft-# • .... RESISTING ..... Fore• Distance lbs ft Heel Active Pressure = 39.8 0.44 17 .6 Soil Over Heel = 31.5 1.75 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heef • Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem• Load @ Stem Above Soll = 101.4 4.50 455.8 • Axfal Live Load on Stem = = Soil Over Toe = 31.8 0.42 Surcharge Over Toe • Moment fl-# 55.0 13.2 Total 141.2 O.T.M. 473.5 Stem Wefght(s) = 299.7 1.08 323.7 = = Reslstlng/Overtumlng Ratio = 1.57 Vertfcal Loads used for Soil Pressure = 687.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sfidfng Resistance. Vertical component of active lateral soil pressure IS considered in the cafcvlation of Overturning Resistance. I TIit_, .,. --I Earth @ Stem Transitions= Footing Weigh! = 324.0 1.08 349.9 Key Weight = 1.50 Vert. Component = 2.16 Tot.al• 687.0 lbs R.M.= 741.8 • Axial live load NOT included In total dispfayec'i_or used for overturning resistance, but is Included for soil pressure C81CUlation. Horlzontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@Top of Wall (approximate only) 250.0 pci 0.100 in The above calcyfatlon js 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. Pole Footing Embedded in Soil Description : 6'-B' wall 110 cult 8/12 trench footing 150 Code References ------·-······-·---··-----------------------------Calculations per IBC 20151807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information ---···· -··-------------------------------Pole Footing Shape Rectangular Pole Footing Width . . . . . . . . . . . . . 8.0 In 4 w .. x . Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive ...........•....... Controlling Values Governing Load Combination : -t0.60W Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Footing Base Area Maximum Soil Pressure A liedLoads Lateral Concentrated Load (k) D: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Ear1hquake H : Lateral Earth Load distance above ground surface Load Comblnab -t0.60W -0.60W -t0.450W -0.450W k k k k k k k ft 150.0 pct 1,500.0 psi 0.07124 k 0.2376 k-ft 168.266 psi 169.836 psi 2.ffl I 0.4444 tt•2 0.0 ksf Lateral Distributed Loads (kif) -----(--;;780 _______-/ TOP of Load above ground surface 6.670 BOTTOM of Load above ground surface Forces@ Gmund ~ l..oads-(k) MolMn!s -(11-k) 0.071 0.238 0.071 0.238 0.053 0.178 0.053 0.178 k/fl k/ft k/fl k/fl k/fl k/ft k/ft ft H i.equit8d ~-~ 2.63 2.63 2.38 2.38 l. (0 ..--,,_ I C9 co Vertical Load (k) Pressure-at 1/3 °'f)tb AQlll-(pll) Allow-<,is1) 168.3 169.8 k k k k k k k Sol lncnlase Faclor 1.330 , ,. '""'' .. -~ _,.,._-'I..----------- ~ § ~~ ~ ~§ ,; ~.i Ii ~ ~, g!!l l-. ;~ .;t: .!l"l ~! §I §I g!!l ;~ ~ ·I t. ii l-I., OVERALL 'A I 'B' HT. 9•_4• 2'-8" 2 '-8" ill 2-,,12· QR (2) l4 HORZ. CONT. • :u· 0/t' 'C' OOIE.O EDGC OF 12• OR ,is• CJIU N(l1f5: OESIGN CRITERIA· ALJ.OWMJI.£ SOIL MARING • rsoo PSF + /NCR. FOR MfO1H ~ 2100PSF. ALLOWABI.£ LA TCRAL PASSI!,£ • 200 ~ £OU/VALENT FLUID PR£SSUR£ FOR 2 TO I BACKFILL • 55 PSF FOR SElECT OACKFILL I'm • 2000 PSI wmt ~ IN5PEcrJON. CONCRETE BUXX SIW.L aJNFORN TO 115TH C 90 .t USE 08P "T11'E S' NOii.TAR PER 115TH C 170. USE ASTH MIS GRADE 60 STEB. HIN. G1IO(ff STRENGTH TO BE 2000 PSI HIN. l'ER ASTH C 476. RX1T1NG CONOIETc: 2500 PSI HIN. PROVIDE J• HIN. a:wcRETE RBMR a,vfR FOR ANY RX1T1NG At;AJNST"H47l.fW.50fl.. FOR RErAJNJNG WALLS: USE H4m-F GRANIAA/1. BN:XFD..L BY D1RECT10N OF S01l.5 9#GIM:ER.. PROVIDE A 115TH C-33 ~• GllA~ SUBDRA1N AS SHOWN. WA7ERl'ROOF BAO<FIU. SIDE OF WALL W/ OBI' "WA7Z:1157t)?" OR EQUAL PR<N1DE PROFE1I SHORING DURING CDNST1!UCTJON. NOTE: PROV/OE LEVEL 8 SPEGAL INSPECT10N PER CBC 1705.4 ANDACI 530 TABLE 3.1.2 OF THE MASONRY STEM PRIOR ro GROUTTNG ro VERIFY GRADE, S1ZE AND PROPER PLACEMENT OF REINFORCEMB(T AND ro ENSURE mE GROUT SPACE IS THE PROPER S1ZE WTTHOl.tr OBSTRUCTION omER THAN NORMAL MORTAR FINS. I NOTE: WALL HAS RJU.. HT. WATER. SUROIG I I . NO SUB-DRAIN REQD. I I SELECT' BACXFILL REQO. PER I . SOILS ENGR. . ,•SM ·--=1 I .J 114 HORL CONT. 0 12• Oft' TOP MID BOTTDII AS SHOtlll. '£' 'c' 4•-0· 'D' 'D, '£' 'F' 'G ' DOWEL 8'-9" 3'-9" 45• '708" 0/C 6J" .54•J CAL WEST HOMES 'H' 14 HORZ CONT. O r2• Oft'. VERT '/' /5016" 0/C 180" /508 YADA FAMILY FARM SUB. Bl ORE TENT/ON WALL BAR 'T' 0/C 54• 18" 57"~ TIMOTHY S. MALLIS -CIVIL ENGINEER ORCO BLOCK CO. INC. Title 9'-4" retain 2 to 1 select backfill Job # : · Dsgnr: Page : 1 Date: 29 MAR 2011 4510 RUTILE ST. RIVER$1DE, CA. Description .... at basin This Wall in File: c:\users\tmallis\documents\retainpro 1 O project files\calif west yada family farm RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW.06059401 License To: ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria • Retained Height 9.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 36.00 in Water height over heel = 8.7 ft I Surcharge Loads I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem t Axial Dead Load = Axial Live load Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in • 2.76 OK 1.71 OK 12,234 lbs 7.83 in Soil Pressure@ Toe = 2,024 psf OK Soil Pressure @ Heel 772 psf OK Allowable 2,100 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,323 psf ACI Factored @ Heel 886 psf Footing Shear@ Toe Footing Shear @ Heel = Allowable Sliding Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = Added Force Req'd = ... .for 1.5 Stability 25.7 psi OK 28.7 psi OK 75.0 psi 6,434.5 lbs 6,706.3 lbs 4,282.0 lbs 0.0 lbs OK 0.0 lbs OK I Soil Data I Allow Soil Bearing = 2,100.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 55.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf Footingl!Soil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in I Lateral Load Applied to Stem I I Adjacent Footing Load Lateral Load ... Height to To~ ... Height to Bottom Load Type 0.0 #/ft 0.00 ft 0.00 ft = Wind 0/V) (Service Level) Wind on Exposed Stem = (Service Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio I Stem Construction I _____ _ 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above FtE ft= Wall Material Above "Ht" Design Method Thickness Rebar Size = Rebar Spacing Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force@ Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs = lbs = ft-#= ft-#= ft-#= psi = psi= psi= in2 = in= 6.67 Masonry ASD 8.00 # 4 16.00 Edge 0.131 311 .0 252.9 1,931.1 3.4 51.0 91.50 5.25 4.00 0.00 Masonry Masonry ASD ASD 12.00 16.00 # 5 # 7 16.00 8.00 Edge Edge 0.454 0.563 1,376.2 4,303.9 2,340.6 13,183.8 5,150.4 23,402.1 9.9 23.0 51 .8 52.8 139.50 187.50 9.00 13.00 = 627.0 lbs 0.67 ft 0.00 in 10.00 ft Line Load 2.3 ft 0.300 Masonry Data ----------------------- 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 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Tenm Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi = = psf = in = 2,000 2,000 32,000 32,000 Yes Yes 16.11 16.11 84.0 133.0 1.000 1.000 7.60 11.60 Nonmal Weight ASD 2,000 32,000 oncrete Data ---------------+...iw-\-~,.;::.........,,.-.,.., fc Fy psi= psi= • TIMOTHY S. MALLIS • CIVIL ENGINEER ORCO BLOCK CO. INC. Title 9'-4" retain 2 to 1 select backfill Job # : · Dsgnr: Page : 2 Date: 29 MAR 2011 4510 RUTILE ST. RIVER$1DE, CA. Description .... at basin This Wall in File: c:\users\tmallisldocuments\retainpro 1 O project fileslcalif west yada family farm RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW--06059401 License To: ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 ! Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width = 3.75 ft 5.00 8.75 Footing Thickness = 18.00 in Key Width 18.00 in Key Depth = 45.00 in Key Distance from Toe 3.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Densit~ = 150.00 pcf Min. As % = 0.0014 • Footing Design Results Toe Factored Pressure = 2,323 Mu': Upward = 14,892 Mu': Downward = 5,664 Mu: Design 9,228 Actual 1-Way Shear = 25. 72 Allow 1-Way Shear •· 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing None Spec'd Key Reinforcing == None Spec'd Other Acceptable Sizes & Spacings • Heel 886 psf 7,308 ft-# 26,592 ft-# 19,284 ft-# 28.75 psi 75.00 psi Cover@ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.94 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.81 in, #8@ 31.35 in, #9@ 39 Heel: #4@ 6.38 in, #5@ 9.88 in, #6@ 14.03 in, #7@ 19.13 in, #8@ 25.19 in, #9@ 31. Key: #4@ 7.94 in, #5@ 12.3 in, #6@ 17.46 in, #7@ 18 in, #8@ Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.94 in #5@ 12.30 in #6@ 17.46 in 2.65 in2 0.30 in2 1ft If two layers of horizontal bars: #4@ 15.87 in #5@24.60 in #6@34.92 in Summa of Overturn in & Resistln Forces & Moments ..... OVERTURNING, .... ..... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# lbs ft "Heel Active Pressure 6,093.5 3.99 24,322.2 Soil Over Heel = 3,934.2 6.92 Surcharge over Heel Sloped Soil Over Heel = 386.5 7.53 Surcharge Over Toe Surcharge Over Heel = Adjacent Footing Load 340.9 4.47 1,524.4 Adjacent Footing Load = 18.7 8.50 Added Lateral Load Axial Dead Load on Stem= Load @ Stem Above Soil = • Axial Live Load on Stem Soil Over Toe = 1,293.8 1 88 Surcharge Over Toe 25,846.6 Stem Weight(s) = 1,278.6 4.31 Total 6,434.5 O.T.M. Earth @ Stem Transition~= 306.3 4.81 = Footing Weigh! = 1,968.8 4.38 Resisting/Overturning Ratio = 2.76 Key Weight 843.8 4.50 Vertical Loads used for Soil Pressure = 12,234.4 lbs Vert. Component = 2,204.0 8.75 Total= 12,234.4 lbs R.M.= Moment ft-# 27,211.2 2,909.7 158.6 2,425.8 5,513.3 1,471.9 8,613.3 3,796.9 19,285.1 71,385.7 •includes water table effect • Axial live load NOT included in total displayed/ or used for overturning resistance, but is included for soil pressure ca culation. 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. I Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Def1 @ Top of Wall (approximate only) 250.0 pci 0:060 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. TIMOTHY S. MALLIS · CIVIL ENGINEER ORCO BLOCK CO. INC. 4510 RUTILE ST. RIVERSIDE, CA. Title 9'-4" retain 2 to 1 select backfill Job# : · Dsgnr: Description .... at basin 13h This Wall in File: c:\users\tmallis\documents\retainpro 1 O project files\calif west yada family farm Page : 1 Date: 29 MAR 2011 RetalnPro (c) 1987-2017, Build 1~.17.11.03 license : KW-06059401 License To : ORCO BLOCK COMPANY INC . Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 ..,I c.r.it.e.ric1-------------· l Soil Data • Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 55.0 psf/ft Retained Height = 9.33 ft Wall height above soil = 0.00 ft Slope Behind Wall 2.00 Height of Soil over Toe = 36.00 in Water height over heel = 8.7 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel 115.00 pcf = Soil Density, Toe 115.00 pcf ----u-~7 FootingjjSoil Friction = 0.350 Soil height to ignore for passive pressure 12.00 in [ Surcharge Loads • [ Lateral Load Applied to Stem • j Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Lateral Load 0.0 #/ft Adjacent Footing Load ... Height to To~ = 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 Axial Live Load 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in (Service Level) Poisson's Ratio j Earth Pressure Seismic Load Method : Inverted Triangular • Total Strength-Level Seismic Load .... . Load at top of Inverted Triangular Distribution . . . . . . = (Strength) 122.000 psf Total Service-Level Seismic Load .... . ...,I_ Ste_m_w_e.ig--ht .s.e.1s_m_1c_L_o_a_d ____ , Fp / WP Weight Multiplier 0.200 g Added seismic base force = = = = = 300.0 lbs 0.50 ft 6.00 in 10.00ft Line Load 3.0 ft 0.300 660.630 lbs 462.441 lbs 179.0 lbs • TIMOTHY S. MALLIS -CIVIL ENGINEER ORCO BLOCK CO. INC. 4510 RUTILE ST. RIVER~IDE, CA. Title 9'-4" r~tain 2 to 1 select backfill Job # : Dsgnr: Description .... at basin 13h Page : 2 Date: 29 MAR 2011 This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\calif west yada family farm RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW--06059401 License To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Design Summary • [ •S•t•e•m-C•o•n•s•t•r•u•c•t•io•n __ _.. __ 3_rd ____ 2_n_d ___ B_o_tt_o_m ________ _ Stem OK Stem OK Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. ::; 2.49 OK 1.63 OK 12,229 lbs 10.60 in Soil Pressure@ Toe 2,244 psf OK Soil Pressure@ Heel = 551 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,576 psf ACI Factored@ Heel = 632 psf Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force = 28.8 psi OK 31 .7 psi OK 75.0 psi less 100% Passive Force = - less 100% Friction Force = 6,735.0 lbs 6,706.3 lbs 4,280.1 lbs Added Force Req'd ... .for 1.5 Stability 0.0 lbs OK 0.0 lbs OK 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 Design Height Above FtE ft= 6.67 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method ::: ASD ASD ASD Thickness 8.00 12.00 16.00 Rebar Size # 4 # 5 # 7 Rebar Spacing 16.00 16.00 8.00 Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data rm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thiel<. Masonry Block Type Masonry Design Method = 0.346 lbs::: 596.8 lbs= ft-#= 667.9 ft-#::; ft-#= 1,931.1 psi = 6.5 psi = psi = 51 .0 in2 = 91.50 in::: 5.25 0.730 1,823.0 3,760.6 5,150.4 13.1 51 .8 139.50 9.00 psi::: 2,000 2,000 psi= 32,000 32,000 Yes Yes 16.11 16.11 psi= 84.0 133.0 1.000 1.000 in= 7.60 11 .60 = Normal Weight = ASD Concrete Data ----re Fy psi= psi = 0.711 4,842.6 16,628.4 23,402.1 25.8 52.8 187.50 13.00 2,000 32,000 Yes 16.11 175.0 1.000 15.60 CE319?.5 EXP. 12131/Wrn TIMOTHY S. MALLIS · CIVIL ENGINEER ORCO BLOCK CO. INC. 4510 RUTILE ST. RIVER!alDE, CA. Tille 9'-4" ~etain 2 to 1 select backfill Job # : Dsgnr: Description .... at basin 13h This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\calif west yada family farm Page: 3 Date: 29 MAR 2011 RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW-06059401 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : ORCO BLOCK COMPANY INC. ! Footing Dimensions & Strengths Toe Width Heel Width Total Fooling Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density 3.75 ft 5.00 8.75 18.00 in 18.00 in 45.00 in 3.75 ft 60,000 psi 150.00pcf 0.0014 • Footing Design Results Toe Factored Pressure = 2,576 Mu' : Upward = '16:159 Mu' : Downward = 5,664 Mu: Design 10,495 Actual 1-Way Shear = 28.82 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings • Heel 632 psf 6,074 ft-# 26,592 ft-# 20,518 fl-# 31 .67 psi 75.00 psi Min. As% Cover@Top 2.00 @ Blm.= 3.00 in Toe: #4@ 7.94 in, #5@ 12.30 in, #6@ 17.46 in, #7@ 23.81 in, #8@ 31.35 in, #9@ 39 Heel: #4@ 5.99 in, #5@ 9.29 in, #6@ 13.18 in, #7@ 17.98 in, #8@23.67 in, #9@29. Key: #4@ 7.94 in, #5@ 12.3 in, #6@ 17.46 in, #7@ 18 in, #8@ Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.94 in #5@ 12.30 in #6@ 17.46 in 2.65 in2 0.30 in2 /ft If two layers of horizontal bars: #4@ 15.87 in #5@24.60 In #6@34.92 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# •Heel Active Pressure Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load Seismic Stem Self Wt 6,093.5 3.99 462.4 7.22 179.0 5.47 24,322.2 3,338.8 980.0 Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem= • Axial Live Load on Stem = Soil Over Toe . .... RESISTING ..... Force Distance lbs ft 3,934.2 6.92 386.5 7.53 13.0 8.38 1,293.8 1.88 Moment ft-# 27,211.2 2,909.7 109.0 2,425.8 ------ Total 6,735.0 O.T.M. 28,641 .0 Surcharge Over Toe Stem Weight(s) 1,278.6 4.31 5,513.3 Earth @ Stem Transitions= 306.3 4.81 1,471.9 Fooling Weigh1 = 1,968.8 4.38 8,613.3 Key Weight = 843.8 4.50 3,796.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.49 12,228.8 lbs Vert. Component __ _c::..:2•-=-204c....:.:...:·o 8.75 19,285.1 Total= 12,228.8 lbs R.M.= 71,336.1 •M(§l~iwiwi§t~qluded:.ttil@tOTM and sliding ratios cie ,-:,per seci1oi\'l80T.2.3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. 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. I Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.066 in The above ca lculation 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. I