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HomeMy WebLinkAboutCT 15-11; YADA FARM; STRUCTURAL CALCULATIONS; 2010-07-12ORCO WALL SYSTEM STRUCTURAL CAL CULA TIONS WOM CA L IFORNIA WEST COMM UN TIES YADA FA MIL Y FARM SUBDI V/SlOt ORCO BLOCK INC. 4510 RU TILE ST. RIVERSIDE, CA. 92509 TEL. (951) 685-1521 FAX. (951) 685-4295 - OPTI0N4L FLAT CAP DESIGN CRIThR1k PER 7HE 2016 CDC 1. ALLOWABLE SOIL HEARING PRESSURE = 1500 PSF 2. ALLOWABLE LATERAL PASS!VE PRESSURE = 150 POF 3. GROUT STRTh'G77-i = 2000 PSI @ 28 DAYS. 4. RUNFORCINGS1EEL : GRADE 60. 5.2000 PSI MASONRY COMPRESSION STRENGTH- NO SPQ.. INSPECTION 6816, 6616, OR 6618 O'4U - GROUTED ONLY) VERT MOlES: STEEL WNGRETEBLGO(SII4LL CONFORM 70AS7M C90. 4WGELOOC 8LOaç. SLUMP BLOKAND SPL17FACE8L0Q(AREAPTABLE #4 VERTDROP-IN BAR @ 4 CONGRE7EP.7R FCOTJNGSH4LL BE1 PART CEMENT 702-1j2 - 0/C PARiS SAND 703-1/2 PARTS G&4VEL WITHA !44XIMUM OF 1-112 G4L1DNS OF WATER PER S4CX PORIZAND 1T9L4LL CONFORM TOAS77IC1SOTYPEIZN. Fc=2500 PSI #6570 JOINT 3 RErNfORQNG STER 94jj EEDDJfl)AND CONFORM 70 REINFORCEMENT @ 24'01C ASTMA 615 GRADE 60. PRO VIDE48 BAR DIAMETER LAP. - (3 PLACES). USE #5510. FOR SLUMP BLOCK 4. REB4R .944LL BE ('VTER&) iN THE CONGRE1E BLOCK CELL iN WiffO1ITISL47ED. NOTE PRDE#4 DOWEL& 5. CONORETEBLOCKS/44LL BELAYWINA RUNNING BOND #4OR0P-iN BARATE4OI PATTERN +2771 VER7TC4L CONTZNLQTYOF THE CELLS UNO. S!DE0FON7ROLJOZN7 BVDSOF WALLS AND 0 WALL 6L ALL OLOCK CHIs arAmmi viicL REB4R HEIQff0L4PiS GROUTED. 7. WE TYPES MORTAR PROPOR770NED WING ASTM C270 PART 04 DOWEL 0 48 0/C CEMENT 7012 PART LINE 704-1,2 PARTS DAMP, LOOSE SAND. & GROUT FOR COACRETE BLOCK PER AS774 C476 10 BE PART CEMENT 703 PARTS SAND (GROfJTM4YCC7NTAIN2 PARTS 3/8" PEA GR4 M iF WE47HER CONDTTIONS ARE FAIffJRA&EAND BLOCK UNO87RLC7ED CELL SIIS SUffiCiENT 70 ALLOW GOOD GROUT A.OW). WATER Si-fALL BE ADDED 70 PRODUCE GOOD GROUrR.OW MC71UT SEGREG4 liON OF 771ECONSITUEN73 SEE O4RT BLOO(STEMM4YBE WET-SETJ-1/2"IArrO THE )VO7ING I+HILE THE CONCRETE ISPLAS7TC BLOCKSTEN MAYBE PLACED 70 EIThER EDGE OF THE 7R1 T)EFOOI7NG I. FOOlING MUSTBE POURED ON OR JN1O UNDISTUREED : NATURAL SOIL OR ON COMPACTED FILL Will/A MINIMUM 2 WMPAC1TONOF90%. 1 FiRST 1N.SPECI7ON TOBEAFTE-RF0073NG TRBVGIES ARE READYFOR COA'(RE1EAND ALL REQUIRED STEEL IS TIED IN PLACE. SECOND IN5PEC17ON 770 BE WIBV THE REQUiRED I'ER7TC.4L JS IN PLACE AND THE BLOCK WALL IS READY TO GROUT 12, MAXIMUM CONTROL JOINT SPACING. 20' 0/C #4 IlORi w,vr. MIN. FOOTING DEPTH FOR T To DAYLIGHT SLOPE WALL @ 7th" WALL V J FT. SETB4C( WALL 2FT.SEI840( 2701 3' 3'O 2'-6" 3701 2-4" - NOTE: USE V')IROM CHARTNE7CT PAGE IF DEEPER I I 770DAYLTGKT 8" cvNi 6'-8" HIGH ORCO WALL SYSTEM SITE WALL FOR 110 MPH 3 SEC. GUST @ EXP C C4LIFORNL4 WEST COMM. YADA FAMIL YFARM SUBDIVISION CARLSBAD, CA. I I —li" (I— rn C31925 CI)I Exp. 12-31-2018 0p CA-' SEISMIC FORCE F SEC. PERIOD CONDITiONS SIFRC$VF1Q.ZZ.4 60 V 0),I -o0 9,0.1 100 110 CsSOXSJ.l#W1L))Vj .22WJ.4 .25W 1 .27W 1 .30W I .32W C.WZS ORCO WALL SYSTEM FORCES PER 2016 CBC CHAPTER /6 (J1L WIND FORCES TO WALLS PER ASCE 7-10 SECT/ON 29.4 OEW WW FORCE C4LCLLA7OR FOR SA SIC 65 I*Wi 6 95 POW 3 SECLWD CWT &W EVasur C CIflOR L$ING ASCE 7-10 064P7ER 29 KWLO4DS L&NG SECT1GV 29.3.2 TO 11Ff' 7? 3 SEC. .X1TY?'SS1SE Ow. OH' 0.00256 KZ KZTRD vf (29.3-0 $N j a .17 100 EAP DAM) 12 • .65 FOR E%P C PRAV TABLE 2934 EXT • LB EEFALLTPER SEC7I00 20.94 PDI.ID FROM BL64 OH. (0 0dJ (lCJZ0WJ5Jt7JC) 3 • )f95)9X35?vVO1) a j44 NOW MW SEC7701V Ø.I.M FOR SOLAD PESTAP713 WALL& PW a ON 9 CPjj (29.94) WAM fa .93 FRa'Il0.BJ Cr a 549 MW 076M1931 493NO A)41E AT X4 TO (LL L1N 70199170 00L NO1E CFRANSES FROM 1.46 FOR I M7XRC1ZOW WALL 7013 FOR A 60' P4P.. jlMl9`Vft-AW XMW a (4 P'Z9WO4M .i3L2 1933 FVRAVWN .193 PS?XIMLIMs a 357 WIND FORCE FOR EXPOIS1E C CONDITiONS VILT IN MPH I /00 I A0 i. ON -.04M 35355 a V11 r h I I I PSFdfl4 , 1 az* voo i .__13.5 ill II I I 364 Pu1P1 .I P1 AW Q4" AIL . LG 64M z&OP11o.7?7 RN&HLOADFAC7 C 1093&I m 144. II I I I 78 j 85 93 . 101 108 116 PROJECT SITE WIND ZONE: VSi/fO MPH EXPOSURE C THEREFORE WIND FORCE =2 PSF - SEISMIC FORCES PER 20/6 CBC (ASCE 7-10 SECT. 15.4./B) FOR NONBUILDING STRUCTURES - F STAP?OR WILLS API' F&M7M - O.ECT Sill CLAMP - - FWI'APVTAL PMOVr 647R 17MW 0.39C CALCLLA1U' tD13 SW77OR 9.-7 AM) TABLE 6&S' MW EO'4. 1.4.3 FM NWILILM*V STht.Vfl Cs4(D SOX&MPIO) air) 9I .503 Fa .L?F'V 7A&E33-1I R.5.QPRV TAIJI.4.Z Nl PROJECT SITE SEISMIC INFORMA TION: SI O SO Cs CMU WALL WEIGHTS PER $O. FT. BLOCK TYPE 61 dill) Wi JOINT PIEINFOCEI4ENT S CMI! I GROUThDS 0/C 48'O/C 49ViC 3.SWC ZAWC IdWC 3r0/C Z4WC 16'O/C SOlID SOLID WT.PERSO.Ft 341SF 351SF 371SF 319 451SF 481SF 521SF 601SF so Paz I6DPSF THEREFORE SEISMIC FORCE = (f )( (PSF)-1 i'SF = ( )( PSF)= PSF ICriteria . Retained Height 0.33 It Wait height above soil = 6.33 It Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Surcharge Loads ,,J Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I 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 Wall Stability Ratios Overturning = 1.57 OK Sliding = 2.40 01< Total Bearing Load = 687 lbs -resultant ecc. 8.27 In Soil Pressure @Toe = 1,173 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable AC! Factored @ Toe 1,642 psf ACt Factored © Heel = 0 psf Footing Shear @ Toe = 6.7 psi OK Footing Shear Heel = 1.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 141.2 lbs less 100% Passive Force = - 133.3 lbs less 100% Friction Force = - 206.1 lbs Added Force Req'd = 0.0 lbs 01< ....for 1.5 Stability = 0.0 lbs OK Footing Width = 0.00 ft Eccentricity . = 0.00 In Wall to Ftg CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil - 0.0 It at Back of Wall - Poisson's Ratio 0.300 TIMOTHY S. MALLIS - CIVIL ENGINEER ORCO BLOCK CO. INC. 4510 RUTILE ST. RIVERSIDE, CA. Title 6'-B" 6" wall 11 O wind .30w Page: 1 Job #: Dsgnr: Ism Date: I2 JUL 2OIO Description.... This Wall in File: c:users\tmallis\documents\retain pro 9\new walls.rpx Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Sol Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pot FootingflSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Helght to Top 0.00 ft ...Height to Bottom = 0.00 It Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 26.7 psf (Strength Level) Stem Construction j Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Material Above = Masonry Design Method = LRFD LRFD LRFD Thickness = 6.00 Reber Size = # 4 Reber Spacing = 48.00 Reber Placed at = 2.815 Design Data lb/FB + fa/Fa 0.963 Total Force © Section Service Level lbs = Strength Level lbs = 172.9 Moment-Actual Service Level ff4 = Strength Level ff4 = 591.1 Moment .... .Allowab!e = 613.8 psi = psi= 14.8 psi = 80.5 in2 = 11.69 in = 2.82 psi= psi= 2,000 60000 No 16.11 , e'a psf 45.0 I/ -.._------- in: 3.70 Normal Weight 1 LRFD \ '\ psi = psi= - Service Level Strength Level Shear .... .Allowable Anet (Masonry) Rebar Depth 'd1 Masonry Data - fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Load Factors Building Code CBC 2016,ACi Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method Earth, H 1.600 Concrete Data Wind, W 1.000 fc Seismic, E 1.000 Fy TIMOTHY S. MALLIS - CIVIL ENGINEER ORCO BLOCK CO. INC. 4510 RUTILE ST. RIVERSIDE, CA. Title 6-8" 6 wall hOc wind .30w Page: 2 Job #: Dsgnr: tsm Date: I2JUL20I0 Description. This Wall In File: c: userstmaliisdocument*etaIn pro 9inew walls.rpx Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,ACI 530-13 1nglmenons&Sfrengths J Toe Width - 0.838 Heel Width - 1.33 Total Footing Width 2.16 Footing Thickness = 12.00 in Key Width 0.00 In Key Depth a 0.00 In Key Distance fromToo 1.808 ft sm 2,500 psI Fy 60,000 psi Footing Concrete Density 150.00 pd Mm. As % 0.0014 Cover Q Top 2.00 8tm 3.00 In Footing Design Resu!t, Factored Pressure 1,642 0 psi Mu': Upward * 432 084 Mu': Downward a 101 101 84 Mu: Design 331 101 84 Actual 1-Way Shear = 6.66 1.64 psi Allow 1-Way Shear a 7500 76.00 psi Toe Reinforcing w None speed Heel Reinforcing = None Specd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spadngs Toe: Not req'd: Mu <phr51ambda'sqrt(fc)Sm Heel: Not req'd: Mu cphrslambda'sqrt(tc)*Sm Key: No key defined Min footing US rein! Area 0.44 1n2 Min footing US rein! Area per foot 020 1n2 ift If one layer of horizontal bars: If two layers of horizontal bars: *411.60ln #4C23.e11ln #5C 18.45 In #503690 in #6026.laln #6052.3$ln Summary of Overturning & Resisting Forces & IN .....OVERTURNINO..... Force Distance Moment Item IN ft 84 Heel Active Pressure = 39.8 0.44 17.6 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load Q Stem Above Soil = 101.4 4.50 455.6 Total 141.2 O.T.M. 473.5 R.slstlngfOvs.turnlng Ratio • 1.67 Vertical Loads used for Soil Pressure a 687.0 ts .....RESISTING.... Force Distance Moment Itis III 84 Soil Over Heel = 31.5 1,75 55.0 Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load a Axial Dead Load on Stem- 'AxialUvet.oadonStem Soil Over Toe - 3L6 0.42 132 Surcharge Over Toe a Stem Weight(s) a 299.7 1.08 323.7 Earth Q Stem Transitions - Footing Weighs 324.0 1.08 349.9 Key Weight = 1.50 Vert Component • 2.16 Total. 687.0 tis R.U.w 741.6 Axial We load NOT Included In total displayed or used for overturning resistance, but Is Included for soil pressure calculation. Vertical component of active lateral soft pressure IS NOT considered In the calculation of Sdlng Resistance. Vertical component of active lateral soil pressure IS considered In the calculation of Overturning Resistance. Tilt I 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 Dell @ Top of Wall (approximate only) 0.100 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. O % 1c- LIFO Pole P -e. t'! S4MtU M1ENC1kNi1 EC • Footing Embedded in Soil It1O i7 Descrlpticn: 6-8' wall 110 ULT wind trench footing 150 Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Generaltnfom,ation. Pole Fooling Shape Rectangular Pole Footing Width 12.0 in Calculate Mm. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ..................150.0 pet Max Passive ...................1,500.0 ps/ Controlling Values Governing Load Combination: -60W.44-j Lateral Load 0.1069 k Moment 0.3564 k-ft NO Ground Surface Restraint Pressures at 113 Depth Actual 168166 pat Allowable 169.836 psf Footing Base Area 1.0ft"2 Maximum Sot Pressure 0.0 laf Fooling ViPth. V-- ppilâdLbàds Lateral Concentrated Load (ft) Lateral Distributed Loads (kit) Vertical Load (k) Dead Load k km k Lr: Roof Live k k/ft k L: Live k k/ft k S: Snow k k/ft k W:Wind k 0.02670 k/ft k Earthquake k k/ft k H : Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface It 6.670 ft BOTTOM of Load above ground surface it Load Cnbinolion Pe&te IAN 4D-+0.60W4H 0.107 0.356 2.63 168.3 1.330 6P +O+0.70E-l+I 0.000 0.000 0.13 0.0 0.0 40-0.70E4+l 0.000 0.000 0.13 0.0 0.0 E.X * 1/92o18 +040.750Lr+0.7501-i0.450W-*1 0.080 0.267 2.38 151.2 1 .7 1.330 -+D-+0.750Lr+0.750L-0.450W-4-1 0.080 0.267 2.38 151.2 16). ch9 +D-*0.750L40.750S+0.450W-'4-1 0.080 0.267 2.38 151.2 1 o .s040750140.7505-0,450W+H 0.080 0.267 2.38 151.2 151.7 -i-D40759L-+0.750S+0,5250E-*l 0.000 0.000 0.13 0.0 0.0 1.330 •. Pose Footrng Embedded in Soil Ue E4ERAC INC W&417 Bdd'17228 Vor617228 =01 Description : 6.8 wall 110 LILT wind trench footing 150 4D40.750L0.750S-0.5250E+4q 0.000 0.000 0.13 0.0 0.0 1.330 .+0.600-t0,60W..0.60H 0.107 0.356 2.63 168.3 169.8 1.330 +0.600-0.60W40.60H 0.107 0.356 2.63 168.3 169.8 1.330 -f0.60D40.70E-'0.60H 0.000 0.000 0.13 0.0 0.0 1.330 +0.60D-0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.330 /HYS.\I E4 * EXP72/lh,4,. CIWL '~OrCAUV:Of~/ 2 10 i SELECT OESI($*J CRflERLk ALLOWABLE SOIL BEARING - 1500 PSF # INa?. FOR KW11t ALLOWABLE LATERAL PAS - 200 Pa' EQ'JILJVALENT FLUID PRESSURE FOR 2 70 I BAa'(I7LL - 55 PSF FOR SELECT BAOCF7LL Fm - 2= pg 1171W SPEaU N 1VAS7NC*I1 LWOAP 7wEr,r,ApAcmc2x tffASMAFJFMWWS=MX ITS1BIV77I 702P51MPL FAS7?4C47& AG4TN47L&IL. RVAErAMMMU& LM47TW4W*lM IYD1P7V9 avoligm PROlAAS1NC-.t3 £1r41€. .#4BJASI*W. W1ML MEWNALL WOW W47R 11U7E PAOMELEbU. IF SPEau ii7Jav FS 17054AJkMO5X TA&EL19.2 OF DEM450MYS7MMOR 70 GMIFM 70 I'E2074DE, SlAP.V AWM flATORBMJRT AAV 70 BOM 7?OUTWAZZ5 liE iwcw*7ThVUr 7cw OTAM 77L4N hM4L .'cRTAR FP&. is mu Caff. 11 0/C 7 At 0077w' AS 1k -- F ~o I- - "**, f )1 - 2 , " ps iZ Ca'T. i2J 12 0/C OVERALLJ ' A " 'B'I 'C" 'D'l E't'F'I'G' DOWEIJ'H' VERT I 7' BAR t7'I I HT I '' 69 #7 OIJ57,5O16 c/c j80 # 0/c 48 72 I CAL WEST HOMES YADA FAMILY FARM SUB. B/ORE TEN TION WALL 3rd 2nd Bottom Stem OK Stem OK Stem OK 6.67 4.00 0.00 Masonry Masonry Masonry ASD ASD ASD 8.00 12.00 16.00 #4 #5 #7 16.00 16.00 8.00 Edge Edge Edge 0.119 0.412 0.518 280.9 1,251.8 4015.6 230.1 2,120.5 12,131.8 1,931.1 5,150.4 23,402.1 3.1 9.0 21.4 51.0 51.8 52.8 91.50 139.50 187.50 5.25 9.00 13.00 TIMOTHY S. MALLIS - CIVIL ENGINEER Title 9'-4" retain 2 to 1 select backfill Page: 1 ORCO BLOCK CO. INC. Job #: Dsgnr: Date: 29 MAR 2011 4510 RUTILE ST. Description.... RIVERSIDE, CA. at basin This Wall in File: C:\Users\TMALLIS\DocumentsRetainPro 10 Project FilescaIif 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 Criteria I [soil Data Retained Height = 933 ft Allow Soil Bearing = 2,100.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Slope Behind Wall = 2.00 Height of Soil over Toe 6.00 in = Water height over heel = 8.7 ft Passive Pressure = 200.0 psf/ft . . - - - - Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.o psf 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 I Design Summary Wall Stability Ratios Overturning = 2.33 OK Sliding = 1.55 OK Total Bearing Load = 9,334 lbs ...resultant ecc. = 8.57 in Soil Density, Heel = 115.00 pct Soil Density, Toe = 115.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #Ift Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on' Exposed Stem 0.0 psf (Service Level) Stem Construction I - Design Height Above Ftc 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 lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft-# = Shear.....Actual Service Level psi = Strength Level psi = Shear.....Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data Adjacent Footing Load Adjacent Footing Load = 300.0 lbs Footing Width = 0.50 ft Eccentricity = 6.00 in Wall to Ftg CL Dist = 10.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 3 Poisson's Ratio -. = 0.300 Soil Pressure @ Toe = 2,048 psf OK Soil Pressure @ Heel = 527 psf OK Allowable = 2,100 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,268 psf ACI Factored @ Heel = 583 psf Footing Shear @ Toe = 45.2 psi OK Footing Shear @ Heel = 44.8 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 5,425.2 lbs less 100% Passive Force = - 5156.3 lbs less 100% Friction Force = - 3,267.0 lbs Added Force Req'd 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK 2,000 32,000 Yes 16.11 133.0 1.000 11.60 I'm psi= 2,000 Fs psi = 32,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' 16.11 considered in the calculation of soil bearing pressures.tAl 11 -CA n VVOI! VVCIUL - - Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data ft psi Fy psi' 2,000 32,000 16,)1 170, •'c:i.\ . Vil \ CAL --- Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic, E 1.000 TIMOTHY S. MALLIS - CIVIL ENGINEER ORCO BLOCK CO. INC. 4510 RUTILE ST. RIVERSIDE, CA. Title 9-4" retain 2 to 1 select backfill Page: 2 Job #: Dsgnr: Date: 29 MAR 2011 Description.... at basin This Wall in File: C:\Users\TMALLIS\Documents\RetainPro 10 Project Fileslcalif west yada family farm 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 = 2.75 ft Heel Width = 4.50 Total Footing Width = 7.25 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 69.00 in Key Distance from Toe 2.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density 150.00 pcI Min. As% 0.0014 Cover @ Top 2.00 @ Btm= 3.00 in I Footing Design Results Toe Heel Factored Pressure = 2,268 583 psf Mu': Upward = 7,771 4,155 ft-# Mu': Downward = 1,170 19,636 ft4 Mu: Design = 6,602 15,482 ft-# Actual 1-Way Shear = 45.21 44.75 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 10.04 in, #5@ 15.56 in, #6© 22.08 in, #7@ 30.11 in, #8@ 39.65 in, #9@ 5 Heel: #4@ 6.32 in, #5t 9.79 in, #6@ 13.89 in, #7@ 18.95 in, #8© 24.95 in, #9@ 31. Key: #4@ 5 in, #5 7.74 in, #6© 10.99 in, #7@ 14.99 in, #8@ Min footing T&S reinf Area 1.46 in2 Min footing T&S reinf Area per foot 0.20 in2 itt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.90 in #4© 23.81 in #5@ 18.45 in #5@ 36.90 in #6@ 26.19 in #6@ 52.38 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 *Heel Active Pressure 5,425.2 3.76 20,405.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil Total 5,425.2 O.T.M. 20,405.7 ResistingFOvertuming Ratio = 2.33 Vertical Loads used for Soil Pressure = 9,334.2 lbs *Includes water table effect Soil Over Heel = 3,397.7 5.67 19,253.5 Sloped Soil Over Heel 288.3 6.19 1,785.8 Surcharge Over Heel = Adjacent Footing Load = 4.6 7.13 32.7 Axial Dead Load on Stem= Axial Live Load on Stem = Soil Over Toe 158.1 1.38 217.4 Surcharge Over Toe = Stem Weight(s) = 1,278.6 3.31 4,234.7 Earth @ Stem Transitions= 306.3 3.81 1,165.6 Footing Weight = 1,087.5 3.63 3,942.2 Key Weight = 862.5 3.25 2,803.1 Vert. Component = 1,950.7 7.25 14,142.3 Total = 9,334.2 lbs R.M.= 47,577.4 * Axial live load NOT included in total displayed or used for resistance, but is included for soil pressure calculation. overturning 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. Tilt 1 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 Defi © Top of Wall (approximate only) 0.073 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 Title 9'4" retain 2 to I select backfill Page: 1 ORCO BLOCK CO. INC. Job #: Dsgnr: Date: 29 MAR 2011 4510 RUTILE ST. Description.... RIVERSIDE, CA. at basin 13h This Wall in File: C:\Users\TMALLIS\Documents\RetainPro 10 Project Files\calif west yada family farm 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. [Criteria Retained Height = 9.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 6.00 in Water height over heel = 8.7 ft Surcharge Loads Surcharge Over Heel = 0.0 psi Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem [Soil Data Allow Soil Bearing = 2,500.0 psI Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psflft Passive Pressure = 200.0 psI/ft Soil Density, Heel = 115.00 pci Soil Density, Toe = 115.00 pci FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in LLateral Load Applied to Stem Lateral Load = 0.0 #Ift Height to Tor = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (N) (Service Level) Wind on Exposed Stem = 0.0 psi Footina Load Adjacent Footing Load 300.0 lb Footing Width = 0.50 ft Eccentricity = 6.00 in Wall to Ftg CL Dist = 10.00ff Footing Type Line Load Base Above/Below Soil - at Back of Wall - 3 Poisson's Ratio = 0.300 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Inverted Triangular Load at top of Inverted Triangular Distribution ......= 122.000 psI (Strength) Stem Weight Seismic Load F I W, Weight Multiplier Total Strength-Level Seismic Load = 630.130 lbs Total Service-Level Seismic Load 441.091 lbs = 0.200 g Added seismic base force 179.0 lbs 2,000 32,000 Yes 16.11 133.0 1.000 11.60 2,000 32,000 Yes 16.11 175.0 1.000 15.60 TIMOTHY S. MALLIS - CIVIL ENGINEER Title 9'4" retain 2 to 1 select backfill Page: 2 ORCO BLOCK CO. INC. Job #: Dsgnr: Date: 29 MAR 2011 4510 RUTILE ST. Description.. RIVERSIDE, CA. at basin 13h This Wall in File: C:\Users\TMALLlSDocuments\RetajnPro 10 Files\calif west yada family farm RetainPro ict 1997-2017. Build 111711 0 License: KW-06059401 License To: ORCO BLOCK COMPANY, INC. Design Summary Wall Stability Ratios Total Bearing Load = 9,334 lbs ...resultant ecc. 13.62 in Soil Pressure @ Toe = 2,497 psf OK Soil Pressure @ Heel = 78 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,765 psf ACI Factored @ Heel = 87 psf Footing Shear © Toe = 53.5 psi OK Footing Shear © Heel = 52.5 psi OK Allowable 75.0 psi Sliding Calcs Lateral Sliding Force = 6,045.3 lbs less 100% Passive Force = - 5,156.3 lbs less 100% Friction Force = - 3,267.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 644.7 lbs NG Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fbfFB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment ... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft-# = Shear ..... Actual Service Level psi Strength Level psi = Shear ..... Allowable psi = Anet (Masonry) 1n2 = Rebar Depth 'd' in Masonry Data Stem Stem OK Stem OK Stem OK 6.67 4.00 0.00 Masonry Masonry Masonry ASD ASD ASD 8.00 12.00 16.00 #4 #5 #7 16.00 16.00 8.00 Edge Edge Edge 594.9 1,815.3 4,818.8 666.2 3,746.9 16,554.6 1,931.1 5,150.4 23,402.1 6.5 13.0 25.7 51.0 51.8 52.8 91.50 139.50 187.50 5.25 9.00 13.00 Stem Construction Design Height Above Ftc ft= uvenurnlng 1.96 OK Wall Material Above "Ht" = Sliding = 1.39 Ratio < 1.5! Desinn Method = 0.345 0.727 0.707 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 3rd 2nd Bottom I'm psi= 2,000 Fs psi= 32,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 16.11 considered in the calculation of soil bearing pressures. %AI ..4- O. f VVOJI VVCIlIL 1JI - OtIJ - Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data ft psi= Fy psi Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACl 1.200 1.600 1.600 1.000 1.000 TIMOTHY S. MALLIS - CIVIL ENGINEER Title 9'-4" retain 2 to I select backfill Page: 3 ORCO BLOCK CO. INC. Job #: Dsgnr: Date: 29 MAR 2011 4510 RUTILE ST. Description.... RIVERSIDE, CA. at basin 13h This Wall in File: C:\Users\TMALLIS\Documents\RetainPro 10 Project Files\calif west yada family farm License: KW-06059401 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,AC1530-13 License To: ORCO BLOCK COMPANY, INC. [Footing Dimensions & Strengths j Toe Width = 2.75 ft Heel Width = 4.50 Total Footing Width = 7.25 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 69.00 in Key Distance from Toe = 2.75 ft fc = 2,500 psi Fy 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0014 Cover © Top 2.00 © Btm= 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,765 87 psf Mu: Upward = 9,174 2,390 ft-# Mu': Downward = 1,170 19,636 ft-# Mu: Design = 8,004 17,246 ft-# Actual 1-Way Shear = 53.52 52.52 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 8.28 in, #5@ 12.83 in, #6© 18.21 in, #7© 24.84 in, #8@ 32.70 in, #9@ 41 Heel: #4@ 5.75 in, #5@ 8.91 in, #6© 12.65 in, #7© 17.25 in, #8© 22.71 in, #9© 28. Key: #4© 5 in, #5@ 7.74 in, #6© 10.99 in, #7@ 14.99 in, #8© Min footing T&S reinf Area 1.46 in2 Min footing T&S reinf Area per foot 0.20 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@11.90in #4@23.81in #5@ 18.45 in #5@ 36.90 in 96@ 26.19 in #6© 52.38 in Summary of Overturning & Resisting Forces & Moments OVERTURNING . RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# *Heel Active Pressure = 5,425.2 3.76 20,405.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 441.1 6.89 3,037.6 Seismic Stem Self Wt = 179.0 4.97 890.5 Total 6045.3 O.T.M. 24,333.8 Resisting/Overturning Ratio = 1.96 Vertical Loads used for Soil Pressure = 9,334.2 lbs and sliding ratios be i. I per sectio . .3 of IBC 2009 or IBC 201 Soil Over Heet = Sloped Soil 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 Weight(s) = Earth © Stem Transitions = Footing Weight = Key Weight = Vert. Component = 3,397.7 5.67 19,253.5 288.3 6.19 1,785.8 4.6 7.13 32.7 158.1 1.38 217.4 1,278.6 3.31 4,234.7 306.3 3.81 1,165.6 1,087.5 3.63 3,942.2 862.5 3.25 2,803.1 1,950.7 7.25 14.142.3 Total = 9,334.2 lbs R.M. 47,577.4 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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. Tilt I 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 Defl @ Top of Wall (approximate only) 0.089 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.