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Home My WebLink AboutSDP 02-16; COASTLINE CHURCH; STRUCTURAL CALCULATIONS; 2020-03-04ORCO WALL SYSTEM STRUCTURAL CALCULATIONS PREPARED FOR COASTLINE COMMUNITY CHURCH 2215 CALLE BARCELONA CARLSBAD, CALIFORNIA ENGINEERING ST"ANP APPROVAL IS CONDITIONAL; REQUIRING USE OF ORCO NANUFACTVRED CHU ON ALL ORCO WALL SYSTEM DESIGNS. RECEIVED MAR O 5 202Q LAND DEVELOPMENT E GINEERING 1 1,ovJ 01, 'v'° 710'1 )io PREPARED BY ORCO BLOCK & HARDSCAPE 11100 BEACH BLVD STANTON, CA. 90680 TEL. (714) 527-2239 FAX. (714) 897-1904 ORCO WALL SYSTEM FORCES PER 20/9 CBC CHAPTER 16 C11. /ti,$ IA-b OA ' WIND FORCES TO WALLS PER ASCE 7-16 SECTION 29.4 CHECK WIND FORCE CALCULATION FOR BASIC 85 HPH 8 95 HPH J SECOND GUST SPEED EXPOSURE C CONDITION USING ASCE 7-16 CHAPTER 29 WIND LOADS 8 USING SECTION 29.J.I TO FIND THE J SEC. VELOCITY PRESSURE OH. OH:t: 0. 00256 Kr K rr Ko V2... (26.10-/), WHERE: Kr= 0.57 FOR EXP 8 AND Kr= 0.85 FOR EXP C FROH TABLE 26./0-1: KZT = 1.0 DEFAIJL T PER SECTION 26.8-1 8 Ko• 0.85 FROH TABLE 26.6-1 THEREFORE, FOR 85 HPH 8 95 HPH J SEC. WIND GUST SPEED: OH= (0. 00256)(0. 85)(/. O)(O. 85)(110)2 = 22., -PSF a OH = (0.00256)(0.85)(/.0)(0.85)(/20)2 ,., 26.6 PSF DESIGN WIND FORCE, FH= QH G C,, A, .. (29.J-I), WHERE: G'-' 0.85 FROM SECTION 26./1./ C,, "'/.1,0 PER FIGURE 29.1,-1 USING AVERAGE ASPECT RATIO (WALL LENGTH TO HIGTH) OF 2. NOTE: C,, RANGES FROM /.1,8 FOR A 5' WIDE RETURN WALL TO /.J FOR A 60' PANEL. I THEREFORE: FOR 110 Hl'H • <zz., f'SFX0.15XUJ A, • 26.1 PSF. a FOR 120 Hl'H • <Z6,6 l'SFXO. 1sx1.1,J A, • JI., />SF, I WIND FORCE FOR EXPOSURE C CONDITIONS V~r IN HPH 100 110 /20 /JO /1,0 /50 OH• 0,00256 K, K,, K, 111 I 16.5 PSF U .4 PSF 26.6 PSF JI.I PSF J6.J PSF 1.1.6 PSF -Kr• 0.1/S, K,,• 1.0. K,• 0.1/S F • • -f'Ofltt /161 ,o. f'T, F, • a, G C, A, ,a SECTION H .,-1 22.0 PSF 16.1 PSF Jl.1 PSF JI., PSF I.J.2 PSF ,11.s PSF _,,, G•0.15 ANO C,• 1., Allt. F• • WIND FORCE BY USING 0.60 LOAD 11 IS 9J IOI IOI 116 FACTOR PER CIC 1605.J.f EON 16-6. PROJECT SITE WIND ZONE: VuLr = II() MPH EXPOSURE C ~ THEREFORE WIND FORCE = ~-1-PSF +-Bo~ SEISMIC FORCES PER 20/9 CBC (ASCE 7-16 SECT. /5.4.ls) '"O~IOJi_. FOR NONBUILDING STRUCTURES: ff,Q e~DUGo ' .,• -a ' " -~ "{<,v "., -FREE STANDING WALLS AND PILASTERS ~ 11· ~ ~ <> CD 111 "' -PROJECT SITE CLASS D .. j., ~ Cl"' -FUNDAMENTAL PERIOD T GREATER THAN 0.06 SEC -,~ NO. 1Sd60 > " * EXP. OJ/JI/toll * CALCULATED USING EQUATION 12.8-7 AND TABLE 12.8-2 .,. 'II' ",. CI V \\. ._+' .I'# -tO OF c-.1.. I PER EON. 15.4-2, SEISMIC BASE SHEAR FOR FLEXIBLE NONBUILDING STRUCTURES NOT SIMILAR TO BUILDINGS: V• [(O. 80)(S i)l(RII)] W , WHERE I= 1.0 8 FA = I.I FROM TABLE l/.i,-1 8 R = 1.25 FROM TABLE 15.4.Z SEISHIC FORCE FOR I SEC. PERIOD CONDITIONS S, FROH FIG. 22-2 60 70 80 90 100 110 V • {(O.IOXS1)/(RII)} W O.J8W 0.1,5W 0.5/W 0.58W 0.61,W 0.70W PROJECT SITE SEISMIC INFORMATION: S, = (po 8 V =().38W CHU WALL WEIGHTS PER SQ. FT. BLOCK TYPE 6" CHU WI JOINT REINFORCEMENT 8'CHU l6Xl6 PILASTER () GROUTED • 0/C 1.8'0/C I.O'OIC J2'0IC 21.'0IC /6-0/C J2'0/C 21.'0IC 16'0/C SOLID SOLID WT. PER SQ. FT. ~l'SF J5 PSF Jl,-SF J9PSF 1.5 PSF 1.8 PSF 52PSF 60PSF 80PSF 160 PSF THEREFORE SEISMIC FORCE IS: V = (O.JfJ)(/./) PSF) = I-=>, I PSF ORCO 2'-8" TO 7'-4" RETAINING WALL W/ 2: 1 BACKFILL SLOPE DSltill aunRlA PBl THE zo1g CIIC: IIBIAR/IIOTE: • 00 NOT RUN HORIZONTAL RElNFORCEMENT THROUGH WALL 1. ALLOWABLE SOIL BEARING PRESSURE"' 2000 PSF + 300 PSF FOR EACH ADDmONAL Fr RETURNS .t CONSTRUCT10N JOINTS • .,_ OF FOOTING WIDTH TO A HAX1HUH OF 3000 PSF PER SOILS REP. • DECREASE VER11CAL OOWB. AND DROP-IN REBAR 5MC1NG BY 8" 2. EQUIVALENT R.UID PRESSURE • 50 PCF. qtC' FOR SLUMP BLOCK. .,,, 3. ALLOWABLE LATERAL PASS'n£ PRESSURE• 300 PCF PER SOILS REPORT. • PROVIDE DOWEL .t DROP-IN BAR Aca:JRDING ro OErAilS AT tf. GROUT STRENGTH • 2000 PSI O 28 04 YS. EACH SIDE OF CONTROL JOINTS, ENDS OF WALLS AND O WALL 5. RBNFORCING STEEi.. : GRADE 60. EARTH COEFFIGENT OF FRICTION • 0.35. HEIGHT aWJGES. SEE REBAR SCHEDULE ON THE NEXT PAGE 6. SEISHIC-1 SEC. A<XELERATION • 6096. FOR BAR SIZES. 7. H4SCWRY CXJHPRESSION STRENGTH, f 'm • 2000 PSI. SPECIAL INSPECTION REQUIRED. SP!'ClAL INSl'«.TrON NOT2: tflE1IBtAL NOT&: PROVIDE LEVEL B SPECIAL INSPECTION PER CBC 1705.4 AND AC1 530 TABLE 3.1.2 OF J. CONCRETE BLOCK SHALL CONFORM ro ASTH C 90. MDGROa( THE MASONRY STEM PRIOR. TO GROUTING TO VERIFY GRADE, SIZE AND PROPER BLOCK, SLUHP BLOCK AND SPt.ITFACE BLOCK ARE ACCEFT'AIJI.£ PLACEMENT OF REINFORCEMENT AND TO ENSURE THE GROUT SPACE IS THE PROPER SIZE WITHOUT OBSTRUCT10N OTHER THAN NORMAL MORTAR RNS. 2. CONCRETE FOR FOOT1NG SHALL BE 1 PART CEMENT ro 2-1/2 PARTS SAND ro 3-1/2 PARTS GRAI/El WITH A "4AX1MJH OF 1-1/2 NA 71\IE BACKFll.1. GALLONS OF WATER PER 540C PORTI.AND CEHENT SHALL CXJNFORM COHPACTHJ ro HIN. S109' TO ASTH C 150 rniE 11/V. Fe -= 25QO PSI REI.Amf" COHPAC710N PERASTH1557-D 3. REINFOR.aNG STEEL SHALL BE DEFORMED AND <XJNFORH ro ASTH -A 615 GRADE 60. PROVIDE 48 BAR 0/AHETER lAP. -1-f HORZ. aJNT. _ r r tp:H•qte 4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CEl.1. IN ~JJJ 111; WHICH IT IS LOCA TEO. ' 5. CONCRETE BLOCK SHALL BE WO IN A RUNNING BOND PATTERN I~ ' J i ' 111ffrffi1 l ' WITH VERT1CAL CONTIMJITY OF THE CELJ.S UNO. I-~ 11 i=i 'HrPER 6. ALL RETAINING WALL BLOCK CELJ.S SHALL BE SOUD GROUTED. -~ F -ll!'RT. ti -SOILS REPORT l . USE rniE S MORTAR PROPOR710NED USING ASTH C 270 PART ~1 EDGE OF 8" CHU. ~1 11 J :r: PROVIDE RJlJ. CEHENT ro 1/2 PART UHE ro 4-1/2 PARTS DAHP, LOOSE SAND. -1 . (.!) ~ HBGHTINTO -~ 12816 aw saow ~ ::;:. . 8. GR.OUT FOR CONCRETE BLOCK PER ASTH C 476 ro BE l PART ~ II -;;.-CEMENT ro 3 PARTS SAND (GROUT" HAY CONTAIN 2 PARTS l,'8" -PEA GRAVEL IF WFATHER CONDfflONS ARE FA~ AND BLOCX ~ t 1rl'flN, ~ UNOBSTRUCTED CEl.1. SIZE IS SUFFiaENT ro ALLOW GOOD GROUT" ~ #4 HORZ. <»NT.~ " •o·-oowa Fl.OW), WATER SHAU. BE ADDED ro PRODUCE GOOD GROUT" R.OW tl24"CVC ............. ~/. -tpEDGEOF WITHOI.IT SEGREGAT10N OF THE CONSrrTVENTS. ..... 8"412"CHU I " .. 9 . BLOCK STEH HAY BE WET-SET 1·1/2" INTO THE FOOT1NG WHILE ~I~ THE CONCRETE IS Pf.Ame BLOCK STEM~ y BE PU.cED ro ~~ -PROVIDE 4• DIA. SOR 35 EITHER EDGE OF THE TRENCH TYPE FOOTING. :::.; 2-10" PERF PIPE WI 1 a=. l • 0 ~ Cl.R 10, F0071NG M/J$T" BE POURED ON OR INTO UNDIS1VRBED NATtRAL ~ hi GRA~ WRAPPED WI SOIL OR ON COHPACTED FILL WITH A MINIMUH COHPACT10N OF I ...,_ HIRAFI l'ION FILTER j:.._ I 'i:i4f"~ r FABRIC· SLOPE ro DRAIN. 9096. ~ ~ 0 WATERPROOF BACKSIDE 11. FIRST INSPEC710N ro BE AFTER FOOTING TRENCHES ARE READY 111 =m ~ OF WALL. FOR CONCRETE AND ALL REQUIRED STEEL rs T1ED IN Pl.ACE. SECOND INSPECT10N TO BE WHEN THE REQUIRED IS71CAL rs IN 111-PU.CE AND THE BLOCK WALL rs READY ro GROUT'. • ~w _r . :~ "1--~ 'F'·BAR 12. MAXIMUM CONTROL JOINT SPAaNG: 40' 0/C 20' 0/C FOR WALLS . TO BE MORTAR WASHS> OR STUCCO CCMTl!D. Jr---l'MIN. TO J.--I -ll4YUGHT +3•Q.R ~ #4 HORZ. CONT. tp I DETAIL#1 I ~ 12" 0/C TOP AND BOTTOM AS SHOWN. I 12· ENGINEERING STANP APPROVAL ZS CONDrTIONAL; I NOW: DIHENSIONS ARE NOT TO SCALE. ! ... REQUIRING USE OF ORCO /IIANUFACTVUD CHU ON 'C' AU ORCO WAU SYSffltl DESIGNS. tV.O~lo~ 'HT' 'A' 'B' 'C' 'D'-DOWEL 'E'-VERT. 'F'-BAR 'I(' Q ~DU _........,q, ~"' ~f. ~~--2·-s· 2·-s· NIA 2·-J· 11,•:,2• 0/C "·L NIA 11,•:,2• OIC ll' NIA "--l,.,,ll; {(/'V ~ "" 11· 6°r-l6° ~IP ~ ~~ ·~ ,., /: 11\ "' J'-4" J'-4" NIA 2'-6" 14•:,2• OIC o·L NIA "•:,2· 01c 14• NIA ~l i( 3/oy 'loZo _g I; ,r 6°r--l6° C> NO. 8:s660 4'-0" ,·-o· NIA J•-o· "•:,2· 01c ,,.L NIA #4•:,2• 0/C 6A6-NIA * EXP. OJ/Jl/2021 * tr .,. ~ ,._,. ,._,. NIA J'-6" #4•16" 0/C 6s·L NIA #5.16" OIC 6.~ 6• NIA >-,q C/y\\. ~+' "~ 0 fl' OF C'-\..\~ ·-.... fj'-4" s·-,· NIA ,·-o· #4•/6' OIC ,,.L NIA #5./6' 0/C 41' NIA 6'r-l6° fl' COASTLINE COMMUNITY , ,.,.L 1,z• #51116" 0/C 6.~ 6, ,-6'-0' ,·-o· 2·-0· 4'-6" #4•16" OIC #4•J2• DIC NIA CHURCH tr 6'-8" ,·-s· 2·-0· 5'-6" #4•s• 0/C .,.,.L #4•16' OIC I ,o· 15•s· 01c 6.~6 • ,. CARLSBAD, CAUFORNIA IZ- 7•-4• ,._,. 2·-s· 6'-6" #4•B• OIC "·L IZ-#4•16" DIC I,,. #5.8' OIC 6,~6• 4. Page : 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Project Name/Number : coastline com Title Coa9!tllne Communltn Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01a) 2'-8" retaining w/2:1 backflll This Wall in File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Documents\RetainPro Project Flies A.WnPro ic> 1iff-2011, lullcl 11.11.11.D C t'I ed R t I I W II ucenu: KW-oeo5M01 an I ever ea n ng a Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. I Criteria I Soll Data I Retained Height = 2.67 ft Wall height above soil = 0.00 ft Slope Behind Wall • 2.00 Height of Soil over Toe .. 30.00 in Water height over heel = 0.0 ft Allow Soil Bearing • 2,375.0 psf Equivalent Fluid Pressure Method Active Heel Pressure .. 50.0 psf/ft Passive Pressure Soil Density, Heel Soll Density, Toe FootlngllSoil Friction Soil height to ignore for passive pressure -= 300.0 psi/ft = 115.00pcf = 115.00 pcf -= 0.350 12.00 in I Surcharge Loads [ Adjacent Footing Load [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 Used for Sliding & Overturning ( Axial Load Applied to Ste-m--~■ Axlal Dead Load 0.0 l::ls Axlal Live Load = o.o l::ls Axlal Load Eccentricity .. 0.0 in [ Design Summary =, Wall Stablllty Ratloa Overturning Sliding 1.73 OK 4.17 OK Total Bearing Load ... resultant ecc. = 1,104 lbs 7.61 in = Soll Pressure @ Toe = 1,499 psf OK Soil Pressure @ Heel 0 psf OK Allowable .. 2,375 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,098 psf ACI Factored @ Heel = O psi Footing Shear @ Toe = 53.7 psi NG Footing Shear @ Heel = 4.1 psi OK Allowable = 75.0 psi Slldlng Cales Lateral Sliding Force = lass 100% Passive Force • - less 100% Friction Force = 497.7 lbs 1,687.5 lbs 386.4 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 NOT considered in the calculation of soil bearing Load Factors -- Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = 0.0 #/ft ... Height to Toi; 0.00 ft ... Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem .. (Service Level) ( Stem Construction Dealgn Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - fb/FB + fa/Fa Total Force O 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 f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight o.o psf • Bottom Stem OK ft= 0.00 .. Masonry = ASD = 8.00 # 4 = 32.00 = Edge = 0.160 lbs= 178.2 lbs= ft·#= 158.6 ft-#= .. 987.8 psi= 1.9 psi = psi= 51 .0 in2= 91 .50 In= 5.25 psi= 2,000 psi= 32,000 = Yes = 16.11 psf= 78.0 = 1.000 in= 7.60 Footing Width = Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio LRFD LRFD .. Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight = ASD Concrete Data f'c Fy psi = psi= 0.0 lbs 0.00 ft 0.00ln 0.00 ft Line Load 0.0 ft 0.300 LRFD Page: 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastllne com Title Coa~llne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (011) 2'-8" retaining w/2:1 backfill This Wall in File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Oocuments\RetailPro Project Flies RetainPro (c) 1N7-2011, BuHd 11.11.H.ff uce ... : KW-o&OSM01 Ucense To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width = 2.25 Total Footing Width = 2.25 Footing Thickness 12.00 in Key Width 0.00 In Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As % = 0.0014 Cover O Top 2.00 @ Btm.= 3.00 in Footing Design Results ~ Factored Pressure = 2,098 Mu' : Upward 0 Mu' : Downward = 0 Mu: Design 0 Actual 1-Way Shear = 53.70 Allow 1-Way Shear '"' 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings 1::1.U! 0 psi 125 ft·# 938 ft-# 813 ft-# 4.10 psi 40.00 psi Toe: Not req'd: Mu< phI•5•Iambda•sqrt(f'c)•sm Heel: Not req'd: Mu < phI•5•Iambda"sqrt(f'c)*Sm Key: No key defined Min footing T&S rein! Area 0.45 in2 Min footing T&S rein! Area per foot If one layer of horizontal bars: 0.20 ln2 !ft #4@ 11 .90 In #5@ 18.45 in #6@ 26.19 In If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 In #6@ 52.38 in !summary of Overturning & Resisting Forces & Moments -- ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft·# ---- Heel Active Pressure • 497.7 1.49 740.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load O Stem Above Soil = Total 497.7 0.T.M. 740.1 Resisting/Overturning Ratio Vertical Loads used for Soll Pressure = = 1.73 1,104.0 lbs Soll Over Heel = Sloped Soll Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem .. • Axial Live Load on Stem = Soll Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Welgh1 = Key Weight = Vert. Component = . .... RESISTING ..... Force Distance lbs ft 486.2 1.46 72.1 1.72 208.3 337.5 0.33 1.13 Moment ft-# • 709.0 124.1 69.4 379.7 Total ■ 1,104.0 lbs R.M.= 1,282.2 Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. frilL -, • Axial live load NOT included In total dlsplayedl or used for overturning resistance, but Is Included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.049 in The above calculation I nol yalld I[ the heel soil bearing pressure xceecfs Iha\ 91 lhe to 1 beceus 1110 wall would then tend to rotate into the retginecJ sorl, ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastline com Title Coae:ttlne Communltea Church Dsgnr: GV Description .... (01b) 3•-4• retaining w/2:1 backflll This Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Oocuments\RetalnPro Project Flies Page: 1 Date: 2 MAR 2020 A ... lnPro tcJ iiif-2011, lulla 11.11.11.H C til d R t I I W II UcenN : KW-oeosM01 an evere e a n ng a Code: CBC 2019,ACI 318-14,TMS 402-16 LlcenM To : ORCO BLOCK COMPANY INC, Criteria Soil Data I Retained Height = 3.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 Height of Soll over Toe = 30.00 in Water height over heel = 0.0 ft Allow Soil Bearing .. 2,450.0 psf Equivalent Fluld Pressure Method Active Heel Pressure 50.0 psf/ft Passive Pressure Soll Density, Heel Soil Density, Toe FootlngllSoil Friction Soil height to ignore for passive pressure = 300.0 psf/ft .. 115.00 pcf = 115.00 pcf 0.350 = 12.00 In ['surcharge Loads J [ Lateral Load Applied to Stem I ( Adjacent Footing Load Adjacent Footing Load Surcharge Over Heel = o.o psf Used To Resist Slldlng & Overturning Surcharge Over Toe • o.o Used for Sliding & Overturning [ Axial Load Applied to Stem -.. Axial Dead Load = 0.0 bs Axial Live Load = o .o bs Axial Load Eccentricity = 0.0 In I Design Summa~ I Wall Stablllty Ratios Overturning .. 1.54 OK Sliding = 3.18 OK Total Bearing Load = 1,433 l>s ... resultant ecc. -9.59 In Soll Pressure @ Toe .. 2,121 psf OK Soll Pressure O Heel .. 0 psf OK Allowable = 2,450 psf Soil Pressure Less Than Allowable ACI Factored O Toe .. 2,969 psf ACI Factored O Heel = 0 psf Footing Shear O Toe 53.7 psi NG Footing Shear O Heel = 6.4 psi OK Allowable .. 75.0 psi Sliding Cales Lateral Sliding Force = fess 100% Passive Force = - less 100% Friction Force = - 688.2 lbs 1,687.5 lbs 501 .7 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 NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = 0.0 #/ft ... Height to Tor: .. 0.00 ft Footing Width ... Height to Bottom = 0.00 ft Eccentricity Load Type = Wind (W) Wall to Ftg CL Dist Footing Type (Service Level) Base Above/Below Soll Wind on Exposed Stem = (Service Level) ~--Stem Construction Design Height Above Ftg Wall Material Above "Ht' Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force O 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 f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy o.o psf Bottom Stem OK ft= 0.00 .. Masonry = ASD = = • lbs= lbs• ft-#= ft-#= psis psi= psi= ln2= in= psi= psi= = . 8.00 # 4 32.00 Edge 0.311 277.2 307.7 987.8 3.0 51 .2 91.50 5.25 2,000 32,000 Yes 16.11 psf= 78.0 = 1.000 In= 7.60 at Back of Wall Poisson's Ratio LAFD .. Medium Weight = ASD psi s psi= LRFD = -.. .. = = O.Olbs I 0.00 ft 0.OOln 0.00 ft Line Load 0.0 ft 0.300 LRFD Page : 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coa~lne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01b) 3'-4" retaining w/2:1 backfill This Wall in File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Oocuments\AetalnPro Project Files Footing Dimensions & Strengths Footing Design Results Toe Width = 0.00 ft Heel Width = 2.50 Total Footing Width = 2.50 Footing Thickness "' 12.00 In Key Width = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct Min. As% = 0.0014 Cover @ Top 2.00 @ Btm.= 3.00 In Ia Factored Pressure 2,969 Mu' : Upward = 0 Mu' : Downward 0 Mu: Design = 0 Actual 1-Way Shear = 53,70 Allow 1-Way Shear = 40.00 Toe Reinforcing .. None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings tin! o psf 118 ft-# 1,431 ft-# 1,314 ft-# 6.44 psi 40.00 psi Toe: Not req'd: Mu < phi*5*1ambda*sqrt(f'c)*Sm Heel: Not req'd: Mu < ph1*5*1ambda*sqrt(f'c)*Sm Key: No key defined Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.90in #5@ 18.45 In #6@ 26.19 in 0.50 ln2 0.20 in2 1ft If two layers of horizontal bars: #4@ 23.81 In #5@ 36.90 in #6@ 52.38 In L Summary of Overturning & Resisting Forces & Moments -, ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# ---Heel Active Pressure = 688.2 1.75 1,203.6 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load O Stem Above Soil = Total 688.2 O.T.M. 1,203.6 = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.54 1,433.4 lbs Soil Over Heel Sloped Soll Over Heel Surcharge Over Heel = Adjacent Footing Load = Axlal Dead Load on Stem = • Axlal Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth O Stem Transitions= Footing Welgh1 = Key Weight Vert. Component = .. ... RESISTING ..... Force Distance lbs ft 702.1 1.58 96.6 1.89 259.7 375.0 0.33 1.25 Moment ft-# 1,111.6 182.5 86.6 468.8 Total = 1,433.4 lbs R.M.• 1,849.5 • Axlal live load NOT Included in total displayed( or used for overturning resistance, but Is Included for sell pressure ca culation. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. I TIit =- 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 pcl 0.078 in .. ..-,;.-~of ES :~~\:l)~iRD- / ~/!l;v '"' Ii' b0eau.,e the wall would than tond to 1otate ,nto Ille ~ tamed soil. 0 m t NO. 83660 .l> "' 1 EXP. 03/31/2021 ---=- Page : 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coal!lllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01c) 4'-0" retaining w/2:1 backfill This Walt in FIie: C:\Users\gverdugo\OneDrive • ORCO Block Company\Oocuments\RetalnPro Project Flies AetainPro (C) 1117-2011, BuliclH.ii.11.H UoenH : KW-oeo5M01 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Criteria Retained Height = 4.00 ft Wall height above soil .. 0.00 ft Slope Behind Wall = 2.00 Height of Soll over Toe .. 30.00 In Water height over heel = 0.0 ft Soll Data Allow Soll Bearing = 2,600.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soll Density, Heel Soll Density, Toe FootlngllSoil Friction Soil height to ignore for passive pressure = = 300.0 psf/ft = 115.00 pct = 115.00 pcf a: 0.350 = 12.00 In I Surcharge Loads ) [Lateral Load Applied to Stem ) Surcharge Over Heel = 0.0 psf Used To 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 = o.o lbs Axial Load Eccentricity 0.0 In I Design Summary I Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = 1.58 OK 2.51 OK 1,992 lbs 11 .13 In Soll Pressure O Toe = 2,319 psf OK Soll Pressure @ Heel O psf OK Allowable 2,600 psf Soil Pressure Less Than Allowable ACI Factored O Toe = 3,247 psf ACI Factored O Heel = o psf Footing Shear@ Toe = 53.7 psi NG Footing Shear @ Heel = 7.1 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = - 950.7 lbs 1,687.5 lbs 697.2 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 NOT considered in the calculation of soil bearing Load Factors Bulidtng Code Dead Load Live Load Earth,H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = 0.0 #/ft ... Height to Top = 0.00 ft ... Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem ., (Service Level) [ Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - fb/FB + fa/Fa Total Force O Section Service Level Strength Level Moment ... Actual Service Level Strength Level Moment... .. Allowabte Shesr ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight 0.0 psf I Bottom Stem OK ft= 0.00 = Masonry = ASD -8.00 = # 4 • 32.00 -Edge .. 0.5311 lbs= 400.0 lbs= ft·#• 533.3 ft-#= = 987.8 psi = 4.4 psi= psi= 51.3 ln2= 91 .50 In= 5.25 psi= 2,000 psi= 32,000 = Yes = 16.11 psf= 78.0 = 1.000 in= 7.60 acent Footing Load .. Footing Width = Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio LRFD LRFD "' = Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight = ASD Concrete Data f'c Fy psi= psi= 0.0 lbs 0.00 ft 0.00ln 0.00 ft Line Load 0.0 ft 0.300 LRFD Page : 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastllne com Title Coae,tllne Communltea Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01c) 4'-0" retaining w/2:1 backfill "l'hls Wall In FIie: C:\Users\gverdugo\OneOrive • ORCO Block Company\Documents\RetalnPro Project Files AetainPro (cj iAt-2011, lulki 11.ti.h.ff L1cenM : KW-oec>SM01 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 UcenH To : ORCO BLOCK COMPANY INC. Footing Dimensions & Strengths I Footing Design Results Toe Width .. 0.00 ft Heel Width = 3.00 Total Footing Width = 3.00 Footing Thickness 12.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footlng Concrete Density = 150.00 pcf Min. As% = 0.0014 Cover O Top 2.00 @ Btm.= 3.00 In !£1 Factored Pressure = 3,247 Mu' : Upward = 0 Mu' : Downward 0 Mu: Design = 0 Actual 1-Way Shear = 53.70 Allow 1-Way Shear .. 40.00 Toe Reinforcing = None Spac'd Heel Reinforcing = None Spac'd Key Reinforcing .. None Spec'd Other Acceptable Sizes & Spacings titt! o psf 366 ft-# 2,601 ft-# 2,235 ft-# 7.10 psi 40.00 psi Toe: Not req'd: Mu < phl*5*Iambda*sqrt(f'c)"Sm Heel: Not req'd: Mu < phl*5*Iambda*sqrt(f'c)*Sm Key: No key defined Min footing T&S reinf Area 0.60 in2 0.20 ln2 /ft Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 11 .90 In #5@ 18.45 in #6@ 26.19 In If two layers of horizontal bars: #4@ 23.81 in #50 36.90 In #6@ 52.38 in Summa of Overturnln & Resistin Forces & Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Dletance Moment Item lbs ft ft-# ---- Heel Active Pressure = 950. 7 2.06 1,954.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soll = = Total 950.7 O.T.M. 1,954.2 Resisting/Overturning Ratio Vertical Loads used for Soll Pressure = • 1.58 1,991.9 lbs lbs ft ft-# Soll Over Heel = 1,073.3 1.83 1,967.8 Sloped Soll Over Heel 156.5 2.22 347.8 Surcharge Over Heel = Adjacent Footing Load .. Axial Dead Load on Stem .. • Axial Live Load on Stem = Soll Over Toe = Surcharge Over Toe = Stem Welght(s) 312.0 0.33 104.0 Earth @ Stem Transitions• Footing Weight = 450.0 1.50 675.0 Key Weight Vert. Component = ----Total • 1,991.9 lbs R.M.• 3,094.6 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. [Tilt -, • Axial live load NOT included In total displayed, or used for overturning resistance, but Is Included for soil pressure ca1culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.086 in The al>ove calculation 1s not valid If the heel soil beanna pIassw xceeds llial ot the toe. bacRUS lh wall would then tend to rotate into lhe retained son. Page : 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastllne com Title Coaa;tllne Communites Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01d) 4'-8" retaining w/2:1 backfill This Wall in FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetainPro Project Flies RetainPro le> 1iit-201i. luli311.11.Hli LicenH : KW-ol05M01 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 LlcenM To : ORCO BLOCK COMPANY INC. Criteria I .,s_o_n_o_a_ta ________ __ Retained Height 4.67 ft Wall height above SOIi = 0.00 ft Slope Behind Wall = 2.00 Height of Soll over Toe = 30.00 In Water height over heel = 0.0 ft Allow Soil Bearing = 2,750.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soll Density, Toe FootingllSoil Friction Soll height to ignore for passive pressure = 300.0 psf/ft = 115.00 pcf = 115.00 pcf = 0.350 = 12.00 in [~s.u.rc•h•a•rli!!ge_Lll!lo•a11ds _____ l!lllll•I ~ral Load Applied to Stem Surcharge Over Heel = o.o psf Lateral Load Used To Resist Sliding & Overturning ... Height to Toi: Surcharge Over Toe 0.0 ... Height to Bottom = 0.0 #/ft 0.00 ft 0.00 ft Used for Sliding & Overturning [ Axial Load Applied to Stem 7 Load Type = Wind (W) (Service Level) Axial Dead Load = 0.0 lbs Axial Live Load .. 0.0 lbs Axial Load Eccentricity = o.o in ' Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. • = J 1.62 OK 2.08 OK 2,642 lbs 12.67 in Soil Pressure @ Toe = 2,536 psf OK Soll Pressure @ Heel = 0 psf OK Allowable = 2,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,551 psi ACI Factored @ Heel = 0 psf Footing Shear @ Toe 53.7 psi NG Footing Shear@ Heel 7.9 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force ,. - less 100% Friction Force = • Added Force Req'd .... for 1.5 Stability = 1,255.5 lbs 1,687.5 lbs 924.6 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soli bearing Wind on Exposed Stem = (Service Level) [ Stem Construction Design Height Above Fts Wall Material Above "Ht' Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data -- fb/FB + fa/Fa Total Force O 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 - f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight 0.0 psf • Bottom Stem OK ft -0.00 = Masonry ASD = 8.00 # 4 = 16.00 = Edge "' 0.439 lbs= 545.2 lbs= ft-#= 848.7 ft-# .. -1,931 .1 psi= 6.0 psi= psi .. 51 .5 in2= 91 .50 In= 5.25 psi= 2,000 psi= 32,000 = Yes = 16.11 psf= 78.0 1.000 in .. 7.60 acent ootlng oad "' Footing Width • Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soll at Back of Wail Poisson's Ratio LRFD LRFD --- = Load Factors -- Building Code Dead Load CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight Live Load Earth, H Wlnd,W Seismic, E Concrete Data f'c Fy = ASD psi"' psi= O.OO in 0.00 ft Line Load 0.0 ft 0.300 LRFD Page : 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coa~llne Communites Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01d) 4'-8" retaining w/2:1 backfill 'fhis Wall in FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Files AeialnPro (c) 1987-2011, Build 11.18.11.2t Ucenae: KW-GI059401 Ucen .. To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width 3.50 Total Footing Width = 3.50 Foottng Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy '"' 60,000 psi Footing Concrete Density .. 150.00 pcf Min. As % = 0.0014 Cover @ Top 2.00 @ Btm.-3.00 in Footing Design Results 121 Factored Pressure = 3,551 Mu' : Upward 0 Mu' : Downward = 0 Mu: Design 0 Actual 1-Way Shear .. 53. 70 Allow 1-Way Shear = 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings .!::1u.l 0 psf 807 ft-# 4,268 ft-# 3,461 ft-# 7.92 psi 75.00 psi Toe: Not req'd: Mu< phI•5•Iambda•sqrt(f'c)*Sm Heel: #4@ 11.89 In, #5@ 18.44 In, #6@ 26.18 In, #7@ 35.70 in, #80 47.01 In, #9@ 5 Key: No key defined Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.90 In #5@ 18.45 in #6@ 26.19 In 0.71 in2 0.20 ln2 1ft If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 In #6@ 52.38 in [ Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# --- Heel Active Pressure .. 1,255.5 2.36 2,965.8 Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = ; Total 1,255.5 0,T.M. 2,965.8 = = Restating/Overturning Ratio .. 1.52 Vertical Loads used for Soil Pressure .. 2,641 .7 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem = Soll Over Toe ; Surcharge Over Toe = Stem Welght(s) Earth @ Stem Transitions= Footing Weigh1 = Key Weight Vert. Component .. . .... RESISTING ..... Force Distance lbs ft 1,521 .6 2.08 230.8 2.56 364.3 525.0 0.33 1.75 Moment ft-# 3,170.1 589.8 121.4 918.8 Total ■ 2,641 .7 lbs R.M.= 4,800.1 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. lilli • • Axial live load NOT included In total displayed/ or used for overturning resistance, but Is included for soil pressure ca culatlon. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.094 in 1 he abov calculation is not alid If lhe lleel soll bearing pressure exceeds lilal ol th toe, because the wall would then tend to rornte Into the retained soil, I'll "' o "'I . 85660 l> I zr 05/51/2021 * IV \ \-/+,""> -tO~. C,,_\.. I - ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastllne com Title Coa~llne Communltes Church Dsgnr: GV Description .... (01e) 5•-4• retaining w/2:1 backfill Page : 1 Date: 2 MAR 2020 his Wall in File: C:\Users\gverdugo\OneDrlve • ORCO Block Company\Oocuments\AetalnPro Project Flies AeialnPro (c) 1N7-2018, iuilcl 11.18.11.2t Llce!IA : KW-GIOSIM01 Ucense To : ORCO BLOCK COMPANY INC. Criteria Retained Height = 5.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 30.00 in Water height over heel 0.0 ft Cantilevered Retaining Wall !Soil Data • Allow Soil Bearing = 2,900.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soll height to Ignore for passive pressure = 300.0 psf/ft = 115.00 pcf = 115.00 pcf ,. 0.350 = 12.00 In Code: CBC 2019,ACI 318-14,TMS 402-16 I ---Surcharge Loads 7 ~ralload Applied to Stem J Adjacent Footing Load Surcharge Over Heel = o.o psf Used To 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 = 0.0 lbs Axial Load Eccentricity o.o In [ Design Summary----} Wall Stablllty Ratios Overturning Sliding = 1.65 OK 1.80 OK Total Bearing Load ... resultant ecc. 3,378 lbs 14.17 In Soil Pressure@ Toe = 2,749 psf OK Soll Pressure@ Heel 0 psf OK Allowable 2,900 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 3,849 psf ACI Factored @ Heel 0 psf Footing Shear@ Toe = 53.7 psi NG Footing Shear @ Heel = 8.1 psi OK Allowable 75.0 psi Slldlng Cales Lateral Sliding Force = less 100% Passive Force .. • less 100% Friction Force = 1,598.7 lbs 1.687.5 lbs 1,182.4Ibs Added Force Req'd = .... for 1.5 Stability = 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = 0.0 #/ft ... Height to Top 0.00 ft ... Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = (Service Level) [ Stem Construction Design Height Above Ftg Wall Material Above "Ht' Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - fb/FB + fa/Fa Total Force O 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 O.ta f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight 0.0 psf • Bottom Stem OK ft= 0.00 Masonry = ASD 8.00 = # 4 = 16.00 = Edge = 0.652 lbs= 710.2 lbs= ft-# .. 1,261.8 ft-#= = 1,931 .1 psi= 7.8 psi= psi = 51 .7 ln2= 91 .50 In= 5.25 psi = 2,000 psi .. 32,000 = Yes = 16.11 psf= 78.0 = 1.000 in= 7.60 Adjacent ootlng Loa Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soll at Back of Wall Poisson's Ratio LRFD LRFD Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight = ASD Concrete Data f'c Fy psi= psi= = 0. s = 0.00 ft .. 0.OOin .. 0.00 ft Line Load = 0.0ft = 0.300 LRFD --- 0 "'' 0. 85660 J> 0 ----'r""'::.* EXP. 05/51/2021 * , .s-,,..~, CI V \\.. /~,...-_. )'~ -0~, OF Cl>\.. ,t .. ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coaa_tllne Communltes Church Dsgnr: GV Page : 2 Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01e) 5'-4" retaining w/2:1 backfill This Wall in File: C:\Users\gverdugo\OneDrlve • ORCO Block Company\Documents\RetalnPro Project Flies Aetaln►ro ccj 1iit-201i, euilcl 11.1i.11li LlcenH : KW-oeost401 LlcenH To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths I Toe Width = 0.00 ft Heel Width 4.00 Total Footing Width = 4.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 0.00 ft re .. 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct Min. As% = 0.0014 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results I5ll Factored Pressure = 3,849 Mu' : Upward = o Mu' : Downward = 0 Mu: Design O Actual 1-Way Shear 53.70 Allow 1-Way Shear = 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings .l:iU.I 0 psf 1,499 fl-# 6,51 1 ft-# 5,011 ft-# 8.10 psi 75.00 psi Toe: Not req'd: Mu< phl*5*1ambda*sqrt(f'c)*Sm Heel: #4@ 11.89 In, #5@ 18.44 in, #6@ 26.18 In, #7@ 35.70 In, #8@ 47.01 In, #9@ 5 Key: No key defined Min footing T&S relnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 11 .90 In #5@ 18.45 in #60 26.19 In [ Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 0.81 ln2 0.20 in2 1ft If two layers of horizontal bars: #4@ 23.81 In #5@ 36.90 in #60 52.38 in ..... RESISTING ..... --7 Force Distance Moment Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load O Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft·# ----- 1,598. 7 2.67 4,261 .3 1,598.7 O.T.M. 4,261 .3 Vertical Loads used for Soil Pressure = 1.65 3,378.4 lbs Soll Over Heel Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem .. Soll Over Toe = Surcharge Over Toe = Stem Welght(s) Earth @ Stem Transitions= Footing Weigh1 = Key Weight = Vert.Component • lbs ft ft-# ---2,043.2 2.33 319.4 2.89 415.7 0.33 600.0 2.00 4,767.4 922.8 138.6 1,200.0 Total ■ 3,378.4 lbs R.M.• 7,028.8 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. !nit -I • Axial live load NOT included In total dlsplayedl or used for overturning resistance, but Is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.102 In TIJe above calculation i QQI valid jf lhe h el soil bearing pr ssure exceeds that o[ U a to • because the wE1t1 wou1c1 then tend to rotate into the reta,necl soil. Page : 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coae:tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01f) 6'-0" retaining w/2:1 backfill This Wall In File: C:\Users\gver~ugo\OneDrive -ORCO Block Company\Oocuments\RetalnPro Project Files AetelnPro (c) iii7-iiii, iullch1.11.11.H LlcellN : KW-oeo5M01 Ucense To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Criteria Retained Height Wall height above soil Slope Behind Wall = Height of SoH over Toe • Water height over heel • 6.00 ft 0.00 ft 2.00 30.00 In 0.0 ft Soil Data • Allow Soll Bearing .. 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft = Passive Pressure = 300.0 psf/ft Soil Density, Heel = 115.00 pcf Soll Density, Toe = 115.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in .,I S!llu•r•ch•a•rllllll!g!llle•L .. oa.d•s----~--· I Lateral Load Applied to Stee:) Surcharge Over Heel .. 0.0 psf Lateral Load o.o #/ft dJacent oollng Loed .. . Footing Width = Used To Resist Sliding & Overturning ... Height to Toi: .. 0.00 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom = 0.00 ft Eccentricity = Used for Sliding & Overturning --i_ Load Type = Wind (W) Wall to Ftg CL Dist = Footing Type I Axial Load Applied to Stem ~ (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem .. 0.0 psi Base Above/Below Soll at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 In Poisson's Ratio [ Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = • • 1.74 OK 1.64 OK 4,156 lbs 15.14 in Soll Pressure@ Toe = 2,803 psf OK Soll Pressure @ Heel = 0 psf OK Allowable = 3,000 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,924 psf ACI Factored O Heel O psf Footing Shear @ Toe = 53.7 psi NG Footing Shear @ Heel "' 12.2 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force .. - less 1 00"/o Friction Force = - 1,914.1 lbs 1,687.5 lbs 1,454.4 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 NOT considered In the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 [ Stem Construction :a 2nd Bottom Stem OK Stem OK Design Haight Above Fts; ft .. 2.00 0.00 Wall Material Above "Ht' = Masonry Masonry Design Method = ASD ASD Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data lb/FB + fa/Fa Total Force O Section Service Level Strength Level Momant .... Actual Service Level Strength Level Moment. .... Allowable Shaar ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy • lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= ln2= in= psi= psi= = 8.00 # 4 32.00 Edge 0.539 400.0 533.3 987.8 4.4 51.3 91.50 5.25 2,000 32,000 Yes 16.11 12.00 # 4 16.00 Edge 0.533 900.0 1,800.0 3,371.6 6.5 51 .7 139.50 9.00 2,000 32,000 Yes 16.11 psi= 78.0 124.0 = 1.000 1.000 in= 7.60 11 .60 = Medium Weight = ASD psi .. psi .. LRFD = 0.0lbs 0.00 ft 0.OOln 0.00 ft Line Load 0.0 ft 0.300 LRFD 660 5/51/2021 * I I ,r I / V \ \.. ,, ~ ... ,. -t O~. C~I.. ~-• Page : 2 OACO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Project Name/Number : coastline com Title Coaa;tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01f) 8'-0" retaining w/2:1 backfill Tllls Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetainPro Project Flies RetatnPro (C) iiif.ioii. a,iiici 11.11.11.29 C tll d R t · · W II ~: KW-oeo5M01 an evere e a1n1ng a Code: CBC 2019,ACI 318-14,TMS 402-16 LlcenH To : OACO BLOCK COMPANY INC. Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width 4.50 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width = 0.00 In Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy .. 60,000 psi Footing Concrete Density .. 150.00 pcf Min. As% = 0.0014 Cover C Top 2.00 @ Btm.= 3.00 in Footing Design Results Ia Factored Pressure = 3,924 Mu' : Upward = O Mu' : Downward .. 0 Mu: Design = O Actual 1-Way Shear = 53.70 Allow 1-Way Shear = 40.00 Toe Reinforcing .. None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings • .t:1UI. 0 psf 1,674 ft-# 8,148 ft-# 6,474 fl-# 12.24 psi 75.00 psi Toe: Not req'd: Mu < pt,I•5•Iambda"sqrt(f'c)*Sm Heel: #40 11.48 in, #50 17.79 In, #6@ 25.26 In, #7@ 34.45 in, #8@ 45.36 in, #9@ 5 Key: No key defined Min footing T&S relnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #40 11 .90 in #50 18.45 In #60 26.19 in 0.91 in2 0.20 ln2 1ft If two layers of horizontal bars: #4@ 23.81 In #5@ 36.90 In #60 52.38 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 Soll = Total Resisting/Overturning Ratio 1,914.1 1,914.1 Vertical Loads used for Soll Pressure= 2.92 5,582.7 O.T.M. 5,582.7 = 1.74 4,155.5 lbs Soll 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 = Surcharge Over Toe = Stem Welght(s) = Earth @ Stem Transitions"' Footing Welgh1 = Key Weight = Vert. Component .. ... RESISTING ..... Force Distance lbs ft 2,415.0 352.2 560.0 153.3 675.0 2.75 3.33 0.41 0.83 2.25 -- Moment ft-# 6,641.3 1,174.0 228.0 127.8 1,518.8 Total ■ 4,155.5 lbs R.M.= 9,689.7 Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. [ Tilt I • Axial live load NOT Included in total displayed, or used for overturning resistance, but is included for soil pressure ca1culatlon. 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 pcl 0.104 In h above calculation Is not valid 11 th heel solj b ari11g pre&swe exceed that ot lhe 19 • ecause the wall would then tend to Iolat ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coa■tllne com TIiie Coa~llne Communltes Church Dsgnr: GV Description .... (01g) 6'-8" retaining w/2:1 backfill f his Wall in File: C:\Users\gverdugo\OneDrlve • ORCO Block Company\Documents\RetainPro Project Files Page : 1 Date: 2 MAR 2020 A.&inPro <c> 11D-201i, iullcl 11.11.11.H C t'I d R t · · W 11 Ucen .. : KW-Gl0H401 an I evere e ammg a Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY. INC. I Criteria i I Soil Data i Retained Height 6.67 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 30.00 in Water height over heel = 0.0 ft Allow Soil Bearing 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 50.0 psi/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 300. o psf/ft 115.00 pc! 115.00 pcf 0.350 12.00 in I Surcharge Loads I L ateral Load Applied to Stem ) Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 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 Sliding Total Bearing Load ... resultant ecc. = "' = 2.02 OK 1.65 OK 5,700 lbs 15.47 in Soll Pressure @ Toe 2,601 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,642 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe = 53. 7 psi NG Footing Shear @ Heel 7.9 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = • less 100% Friction Force = - 2.459.7 lbs 2,054.2 lbs 1.994.8 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 NOT considered In the calculation of soil bearing Load Factor• Building Code Dead Load Live Load Earth,H Wind ,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = 0.0 #/ft Adjacent ooting Loa ... Height to Toi: 0.00 ft Footing Width ... Height to Bottom = 0.00 ft Eccentricity Load Type Wind (W) Wall to Ftg CL Dist Footing Type (Service Level) Base Above/Below Soil Wind on Exposed Stem = (Service Level) [ Stem Construction Design Height Above Ftg 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' Ma■onry Data f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy 0.0 psf at Back of Wall Poisson's Ratio • 2nd Bottom Stem OK Stem OK ft = 2.00 0.00 .. Masonry = ASD = 8.00 .. # 4 = 16.00 Masonry ASD 12.00 # 4 8.00 = Edge Edge • 0.438 0.375 lbs= 545.0 1,111 .9 lbs"' ft-#= ft-#= ft-#= psi= psi= psi= ln2 = In= psi= psi= psf= 848.2 1,931 .1 6.0 51 .5 91.50 5.25 2,000 32,000 Yes 16.11 78.0 2,471.7 6,581.4 8.0 51 .8 139.50 9.00 2,000 32,000 Yes 16.11 124.0 = 1.000 1.000 in= 7.60 11 .60 = Medium Weight = ASD psi= psi- LRFD = = = .. = - O.Olbs 0.00 ft 0.OOln 0.00 ft Line Load 0.0 ft 0.300 LRFD 111 "' 0 "'1 l> :u : Page: 2 ORCO Block & Hardecape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coaetllne com Title Coae:tflne Communltea Church Osgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01g) 6'-8" retaining w/2:1 backfill :rhls Wall In FIie: C:\Users\gverdugo\OneDrlve -ORCO Block Company\Documents\RetalnPro Project Flies AaialnPro (c> 1ii7-2011, iulla 11.11.11.26 C t"I ed R t i • W II LlcenM: KW-oeo5M01 an I ever 8 8 mng 8 Code: CBC 2019,ACI 318-14,TMS 402-16 Ucenae To: ORCO BLOCK COMPANY INC. Footing Dimensions & Strengths Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density = 0.00 ft 5.50 5.50 12.00 In 12.00 in 4.00in 4.50 ft 60,000 psi 150.00pcf 0.0014 Min.As% Cover@ Top 2.00 @ Btm.= 3.00 In !21 Factored Pressure = 3,642 Mu' : Upward = 0 Mu':Downward = O Mu: Design = 0 Actual 1-Way Shear = 53. 70 Allow 1-Way Shear 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing .. None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings .!:iul O psf 5,359 ft-# 14,649 ft-# 9,290 fl-# 7.87 psi 75.00 psi Toe: Not req'd: Mu< phl*5*1ambda*sqrt(f'c)'Sm Heel: #4@ 8.00 in, #50 12.40 in, #60 17.60 in, #7@ 24.01 in, #8@ 31.61 In, #90 40 Key: Not req'd: Mu < phi*5*1ambda*sqrt(f'c)*Sm Min footing T&S reinf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #40 11.90 In #50 18.45 In #60 26.19 in 1.11 in2 0.20 ln2 /ft If two layers of horizontal bars: #40 23.81 in #50 36.90 In #60 52.38 in [ Summary of Overturning & Resisting Forces & Moments --- Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load O Stem Above Soll = Total Realatlng/Overturnlng Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 2,459.7 3.31 8,132.5 2,459.7 O.T.M. 8,132.5 = Vertical Loads used for Soil Pressure = = 2.02 5,699.6 lbs Soil Over Heel = Sloped Soll 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 O Stem Transitions• Footing Weigh1 = Key Weight = Vert. Component = • .... RESISTING ..... Force Distance lbs ft 3,451 .2 582.2 612.2 179.0 825.0 50.0 3.25 4.00 0.40 0.83 2.75 5.00 -. Moment fl-# 11,216.4 2,328.8 245.4 149.1 2,268.8 250.0 Total• 5,699.6 lbs R.M.• 16,458.5 • 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 NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. fm • Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.088 in Tl1e above calculation is not valid ii the heel soil beanng 01· ssure exceeds lhal ol the toe, because lhe wall would lhe11 lend to rota! :-;v;~ r1qo '~~, -.I ... ,,y "'I s:' I '~ '"' OZI *, ,v. +· ,~o;-, -✓ Project Name/Number : coastline com ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 T111e Coa~llne Communltes Church Page : 1 Dsgnr. GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (01h) 6'-8" retaining w/2:1 backflll_16H seismic This Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetainPro Project Files A.tainPro le> 1A1-201i. luilcl 11. ii.11.H Ucense: KW-oeosM01 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Llcenn To : ORCO BLOCK COMPANY INC. Criteria Soil Data Retained Height 6.67 ft Wall height above soll = 0.00 ft Slope Behind Wall 2.00 Height of Soil over Toe = 30.00ln Water height over heel = 0.0 ft ..._ __________ __ Allow Soil Bearing = 3,000.0 psf Equivalent Fluld Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soll Friction Soil height to Ignore for passive pressure .. 300.0 psf/ft = 115.00 pcf = 115.00 pcf "' 0.350 = 12.00 In L Surcharge Loads ---J I Lateral Load Applied to Stem ) Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe "' 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Lateral Load = 0.0 #/ft ... Height to Toi; 0.00 ft ... Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Axial Dead Load = 0.0 lbs Axial Live Load • o.o lbs Axial Load Eccentricity = 0.0 In Wind on Exposed Stem = o.o psf (Service Level) jacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soll at Back of Wall Poisson's Ratio [ Earth Pressure Seismic Load I Method : Triangular Total Strength-Level Seismic Load..... = Load at bottom of Triangular Distribution . . . . . . . = 106.670 psf Total Service-Level Seismic Load . . . . . = (Strength) f Stem Weight Seismic "Ioad J Fp / WP Weight Multiplier • 0.200 g Added seismic base force = = = = = "' 0.Olbs 0.00 ft 0.00in 0.00 ft Line Load 0.0 ft 0.300 409.026 lbs 286.318 lbs 85.7 lbs ORCO Block & Hardacape 11100 Beach Blvd Stanton, CA 90880 Tel. (714) 527-2239 Project Name/Number : coaetllne com Title Coaa:tllne Communltes Church Page : 2 Dsgnr: GV Date: 2 MAR 2020 Description .... (01h) 8'-8" retaining w/2:1 backf111_18H seismic his Walt In FIie: C:\Users\gverdugo\OneDrive • ORCO Block Company\Documents\AetalnPro Project Flies RetainPro le> 1iff-201i, lullci 11.11.11.26 C t'I d R t · I W II uc:enae: KW-oeotM01 an I evere e am ng a Code: CBC 2019,ACI 318-14, TMS 402-16 License To : ORCO BLOCK COMPANY INC. Wall Stability Ratios Overturning = 1.79 OK Sliding = 1.43 Ratio < 1.51 Total Bearing Load = 5,700 lbs ... resultant ecc. = 17.73 In Soll Pressure@ Toe = 2,986 psf OK Soil Pressure O Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored O Toe = 4,180 psf ACI Factored O Heel = o psf Footing Shear O Toe = 53. 7 psi NG Footing Shear @ Heel = 11.4 psi OK Allowable = 75.0 psi Slldlng Cales Lateral Slldlng Force = less 100% Passive Force = - less 100% Friction Force = 2,831 .7 lbs 2,054.2 lbs 1,994.8 lbs Added Force Req'd = .... for 1.5 Stability = 0.0 lbs OK 198.5 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftsi Wall Material Above 'Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force O 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 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy Stem OK ft= 2.00 .. Masonry = ASD = 8.00 .. # 4 = 16.00 = Edge Stem OK 0.00 Masonry ASD 12.00 # 4 8.00 Edge = 0.622 0.518 lbs= 747.6 1,506.9 lbs= ft·#= ft·# .. ft-#= psi= psi= psi= ln2 .. in= psi= psi= = 1,203.2 1,931 .1 8.2 51.5 91 .50 5.25 2,000 32,000 Yes 16.11 3,415.0 6,581 .4 10.8 51.8 139.50 9.00 2,000 32,000 Yes 16.11 psf = 78.0 124.0 = 1.000 1.000 in.. 7.60 11 .60 = Medium Weight = ASD psi= psi= LRFD LRFD --. Project Name/Number : coastline com Title Coa8;Ulne Communltea Church Page : 3 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527•2239 (01 h) 6'-8" retaining w/2:1 backfill_ 16H seismic This Wall in FIie: C:\Users\gverdugo\0neDrtve -OACO Block COmpany\Documents\RetalnPro Project Flies WPro (C) 1917-2018, Build 11.11.11.29 Llcen•: KW-oeosM01 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 LlcenN To : ORCO BLOCK COMPANY INC. Footing Dimensions & Strengths l Footing Design Results Toe Width = 0.00 ft Heel Width .. 5.50 Total Footing Width • 5.50 Footing Thickness .. 12.00 In Key Width .. 12.00 In Key Depth = 4.00in Key Distance from Toe .. 4.50 ft fc = 2,500 psi Fy = Footing Concrete Density = 60,000 psi 150.00pcf Min.As% .. 0.0014 COver O Top 2.00 @ Btm.= 3.00 In !21 Factored Pressure = 4,180 Mu' : Upward .. o Mu' : Downward = 0 Mu: Design = 0 Actual 1-Way Shear = 53.70 Allow 1-Way Shear 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing .. None Spec'd Other Acceptable Sizes & Spacings .l::lu..l o psf 4,082 ft-# 14,649 ft-# 10,567 ft-# 11 .44 psi 75.00 psi Toe: Not req'd: Mu< phI•5•Iambda*sqrt(f'c)°Sm Heel: #40 7.03 in, #50 10.90 in, #6@ 15.47 in, #70 21.10 in, #8@ 27.79 In, #9@ 35 Key: Not req'd: Mu< phi*5*Iambda*sqrt(f'c)°Sm Min footing T&S reinf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #40 11.90In #50 18.45 in #60 26.19 In 1.11 in2 0.20 ln2 1ft If two layers of horizontal bars: #40 23.81 In #5@ 36.90 In #6@ 52.38 In I 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 O Stem Above Soll = Seismic Earth Load Seismic Stem Self Wt = Total = Resisting/Overturning Ratio 2,459.7 3.31 286.3 2.56 85.7 3.98 2,831 .7 O.T.M. = 8,132.5 731.9 341 .4 9,205.8 Vertical Loads used for Soil Pressure .. = 1.79 5,699.6 lbs S~IOverHeei = Sloped Soll Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axlal Dead Load on Stem = • Axlal Live Load on Stem .. Soll Over Toe = Surcharge Over Toe = Stem Welght(s) = Earth O Stem Transitions= Footing Weigh1 = Key Weight = Vert. Component . .... RESISTING ..... Force Distance lbs ft 3,451 .2 582.2 612.2 179.0 825.0 50.0 3.25 4.00 0.40 0.83 2.75 5.00 Moment ft-# 11,216.4 2,328.8 245.4 149.1 2,268.8 250.0 Total"' 5,699.6 lbs R.M.• 16,458.5 If seismic Is included, the OTM and sliding ratios be 1. 1 per section 1807.2.3 of I BC 2009 or I BC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. f1lli -, • Axlal live load NOT Included in total displayed/ or used for overturning resistance, but is included for soil pressure ca culatlon. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.101 In The above calculation 1s not valtrl If the heel soil bearing p1 • sui e exc-eeds IhaI of Ii ,e toe. lhe wall would then t nd to rotate into 111 retained soH, • Page: 1 ORCO Block & Hardscape 11100 Baach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coae,tllne Communltea Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (011) 7'-4" retaining w/2:1 backfill his Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Oocu,,ents\RetalnPro Project Flies A.cainPro (C) 1N7-2018, Bulicl 11.18.11.B Ucenu: KW-GIOSl401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Criteria L Soil Data -------------Retained Height = 7.33 ft Wall height above soil 0.00 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 30.00in Water height over heel = 0.0 ft I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe • 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load o.o lbs Axial Load Eccentricity = 0.0 in [ Design Summary ) Wall Stability Ratios Overturning Slldlng = 2.24 OK 1.51 OK Total Bearing Load ... resultant ecc. • 7,406 lbs 16.30 In A II ow Soll Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction son height to ignore for passive pressure "' 300.0 psf/ft .. 115.00 pcf = 115.00 pct = 0.350 12.00 In I Lateral Load Applied to Stem ) I Adjacent Footing Load ..,L•a•te•r•a1•L•o•a•d----=---o•.o•#•/ft--Adjacent Footing Load • ... Height to Toi; • 0.00 ft Footing Width = ... Height to Bottom = o.oo ft Eccentricity = Load Type = Wind (W) Wall to Ftg CL Dist = Footing Type (Service Level) Base Above/Below Soll Wind on Exposed Stem ,., (Service Level) 0.0 psf at Back of Wall Poisson's Ratio [ Stem Construction ) 2nd Bottom -----Stem OK Stem OK Design Height Above Ftg ft = 2.67 0.00 Wall Material Above 'Ht" • Masonry Design Method = ASD Thickness 8.00 Rebar Size = # 4 Rebar Spacing • 16.00 Rebar Placed at Edge Masonry ASD 12.00 # 4 8.00 Edge .. = LRFD ::J 0.0 lbs 0.00 ft O.OOln 0.00 ft Line Load 0.0 ft 0.300 LRFD Soll Pressure @ Toe 2,610 pst OK Design Data ----------Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored O Toe "' 3,654 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe • 53.7 psi NG Footing Shear @ Heel 4.9 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force " - 3,070.8 lbs 2,054.2 lbs 2,592.2 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 NOT considered In the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 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' Maeonry Data f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy lbs= lbs= ft-#• ft-#= ft-#= pslz psr .. psr= ln2= fn= psi .. psi= .. 0.437 543.6 844.9 1,931 .1 5.9 51 .5 91 .50 5.25 2,000 32,000 Yes 16.11 0.498 1,344.3 3,286.0 6,581.4 9.6 52.0 139.50 9.00 2,000 32,000 Yes 16.11 psf = 78.0 124.0 = 1.000 1.000 in= 7.60 11 .60 "' Medium Weight "'ASD psi .. psi = ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastllne com Title Coae.tllne Communltes Church Dsgnr: GV Page : 2 Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (011) 7'-4" retaining w/2:1 backfill "fhls Wall In File: C:\Users\gverdugo\OneDrlve -ORCO Block Comp8fly\OocUments\RetainPro Project Files A.t.inPro le> tii7-201i. eullci 11.11.11.26 C tll d R t I • W II Uce,_: KW-oeosM01 an evere e a mng a Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width = 6.50 Total Footing Width 6.50 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 4.00 in Key Distance from Toe = 5.50 ft fc .. 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0014 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results !21 Factored Pressure = 3,654 Mu' : Upward .. O Mu' : Downward = 0 Mu: Design o Actual 1-Way Shear = 53.70 Allow 1 •Way Shear = 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Hill o psi 10,967 ft-# 23,755 ft-# 12,788 ft-# 4.93 psi 75.00 psi Toe: Not req'd: Mu < phl*5*1ambda*sqrt(f'c)*Sm Heel: #4@ 6.31 In, #5@ 9.78 In, #6@ 13.88 In, #7@ 18.94 In, #80 24.94 In, #90 31 . Key: Not req'd: Mu < phl*5*1ambda*sqrt(f'c)*Sm Min footing T&S rein! Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11 .901n #5@ 18.45 in #6@ 26.19 In 1.31 ln2 0.20 in2 /ft If two layers of horizontal bars: #4@ 23.81 In #5@ 36.901n #6@ 52.38 In [ Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft·# lbs ft ----Heel Active Pressure 3,070.8 3.69 11,344.6 Soll Over Heel = 4,638.1 3.75 Surcharge over Heel Sloped Soil Over Heel 869.7 4.67 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load .. Added Lateral Load = Axial Dead Load on Stem = Load O Stem Above Soil = • Axial Live Load on Stem = .. Soil Over Toe .. Surcharge Over Toe Total 3,070.8 O.T.M. 11,344.6 Stem Weight(s) = Earth @ Stem Transitions .. 694.8 0.41 178.7 0.83 = = Footing Weight 975.0 3.25 Resisting/Overturning Ratio 2.24 Key Weight = 50.0 6.00 Vertical Loads used for Soil Pressure = 7,406.4 lbs Vert. Component = Moment ft-# ) 17,393.0 4,058.5 286.8 149.0 3,168.8 300.0 ----Total • 7,406.4 lbs R.M.• 25,356.0 • 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 NOT considered In the calculation of Slldfng Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I TIit -I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell @ Top of Wall (approximate only) 250.0 pcl 0.082 In he above calcuJ0Uon ,snot yalld II lhe I eel soil oea1fnq pi ssu1e exceed tha1 ol the toe, because th wall would lhon tend to rotate Into th reta111ed soil Project Name/Number : coastllne com ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Title Coa~llne Communltes Church Page : 1 Osgnr. GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (011) T-4" retaining w/2:1 backflll_16H aelamlc This Wall in FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetainPro Project Files A.GlnPro (c) 19f7-2018, iullcl 11.18.11.29 L1cenA: KW-otl059401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Criteria Retained Height .. Wall height above soil = Slope Behind Wall - Height of Soil over Toe = Water height over heel = 7.33 ft 0.00 ft 2.00 30.00 in 0.0 ft Soil Data Allow Soll Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 300.0 psf/ft = 115.00 pc! • 115.00 pc! = 0.350 = 12.00 in .,[si!!!llu•rll!llc-.ha•rli!g!llle•Lll!lol!llladll!ls ____ ~_.) [i.ateralload Applied to Stem Surcharge Over Heel = 0.0 psi Lateral Load o.o #/ft Used To Resist Sliding & Overturning ... Height to Top = 0.00 ft I [ Adjacent Footing Load Adjacent Footing Load = Surcharge Over Toe 0.0 psf ... Height to Bottom = o.oo ft Used for Sliding & Overturning ---i_ Load Type = Wind (W) L Axial Load Applied to Stem J (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem • o.o psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Footing Width K Eccentricity .. Wall to Ftg CL Dist .. Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio I. Earth Pressure Seismi'ci:oact J Method : Triangular Total Strength-Level Seismic Load .... . = Load at bottom of Triangular Distribution . . . . • . • = 117.330 psf Total Service-Level Seismic Load .... . .. (Strength) I Stem Weight Seismic '"i:oad ~ J Fp / WP Weight Multiplier = 0.200 g Added seismic base force o.:::i 0.00 ft 0.00in 0.00 ft Line Load 0.0 ft 0.300 488.855 lbs 342.199 lbs 97.3 lbs ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastllne com Title Coa~llne Communltes Church Page : 2 Dsgnr: GV Date: 2 MAR 2020 Description .... (011) 7'•4" retaining w/2:1 backflll_16H seismic his Wall in FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Flies A.GLJSro (c) iiit-2011, Build 11.18.11.29 ~: KW~1 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Ucenae To : ORCO BLOCK COMPANY INC. Stem Construction !!!!!_ Bottom Stem OK Stem OK Wall Stablllty Ratios Design Height Above Ftg ft= 2.67 0.00 overturning = 2.00 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.32 Ratio < 1.51 Design Method ASD ASD LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 7,406 lbs Rebar Size = # 4 # 4 ... resultant ecc. = 18.51 in Rebar Spacing 16.00 8.00 Soll Pressure O Toe 2,892 psf OK Rebar Placed at Edge Edge = Design Data ------Soll Pressure O Heel = 0 psf OK fb/FB + fa/Fa .. 0.821 0.1187 Allowable = 3,000 psf Total Force O Section Soll Pressure Less Than Allowable Service Level lbs .. 747.6 1,820.2 ACI Factored O Toe = 4,048 psf ACI Factored @ Heel := o psf Strength Level lbs• Footing Shear O Toe 53.7 psi NG Moment. ... Actual = Service Level ft-# .. 1,201 .6 4,527.9 Footing Shear O Heel 7.8 psi OK Strength Level ft-#= Allowable = 75.0 psi Slldlng Cales Moment ..... Allowable ft-#= 1,931.1 6,581 .4 Lateral Sliding Force = 3,510.3 lbs Shear ..... Actual less 100% Passive Force • -2,054.2 lbs Service Level psi .. 8.2 13.0 less 100% Friction Force = -2,592.2 lbs Strength Level psf .. Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi= 51 .5 52.0 .... for 1.5 Stablllty = 619.0 lbs NG Anet (Masonry) ln2= 91 .50 139.50 Rebar Depth 'd' In• 5.25 9.00 Masonry Data ----- f'm psi= 2,000 2,000 Fs psi .. 32,000 32,000 Solid Grouting .. Yes Yes \/ertlcal component of active lateral soil pressure IS Modular Ratio 'n' 16.11 16.11 NOT considered in the calculatlon of soil bearing Wall Weight psf= 78.0 124.0 Load Factors ----Short Term Factor .. 1.000 1.000 Building Code CBC 2019,ACI Equiv. Solid Thick. In .. 7.60 11.60 Dead Load 1.200 Masonry Block Type = Medium Weight Uve Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wlnd,W 1.000 f'c psi = Seismic, E 1.000 Fy psi • v' r; ',.,"' t; I. •' I 3660 l> I 03/WZ0ZI 0 Project Name/Number : coastline com ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Title Coa~llne Communltes Church Page : 3 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (011) 7'-4" retaining w/2:1 backflll_16H seismic his Wall in File: C:\Users\gverdugo\OneDrlve -ORCO Block Company\Documents\RetainPro Project Flies AetalnPro le> 1Af-20ii, iuilci 11.ti.11.H Llc:enH : KW--06059401 License To : ORCO BLOCK COMPANY1 INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 l Footing Dimensions & Strengths I Toe Width = 0.00 ft Heej Width = 6.50 Total Footing Width 6.50 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 4.00 In Key Distance from Toe = 5.50 ft re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0014 Cover O Top 2.00 @ Btm.= 3.00 in L Footing Design Results ~ Factored Pressure = 4,048 Mu' : Upward = o Mu' : Downward = O Mu: Design = 0 Actual 1-Way Shear = 53.70 Allow 1-Way Shear = 40.00 Toe Reinforcing • None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings • tiU! o psf 9,229 ft-# 23,755 ft-# 14,525 ft-# 7.75 psi 75.00 psi Toe: Not req'd: Mu < phI•5•Iambda•sqrt(f'c)'Sm Heel: #4@ 6.31 In, #5@ 9.78 in, #6@ 13.88 in, #7@ 18.94 In, #80 24.94 in, #9@ 31. Key: Not req'd: Mu < phl*5•Iambda•sqrt(f'c)'Sm Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@11.90In #50 18.45 In #60 26.19 in 1.31 in2 0.20 ln2 1ft If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 In #60 52.38 in [ Summary of Overturning & Resisting Forces & Moments ltam Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soll = Seismic Earth Load = Seismic Stem Self Wt = Total Resisting/Overturning Ratio ..... OVERTURNING ... ,. Force Distance Moment lbs ft ft-# 3,070.8 342.2 97.3 3.69 2.78 4.25 3,510.3 O.T,M. 11,344.6 950.5 413.8 12,709.0 Vertical Loads used for Soil Pressure = = 2.00 7,406.4 lbs Soll 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 Surcharge Over Toe Stem Welght(s) • Earth @ Stem Transitions= Footing Weigh1 = Key Weight = .. ... RESISTING ..... Force Distance lbs ft 4,638.1 3. 75 869.7 4.67 694.8 178.7 975.0 50.0 0.41 0.83 3.25 6.00 Vert. Component _= ____ _ -, Moment ft-# 17,393.0 4,058.5 286.8 149.0 3,168.8 300.0 Total • 7,406.4 lbs R.M.= 25,356.0 If seismic Is Included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. [rlli: • • Axial live load NOT included In total displayed! or used for overturning resistance, but Is Included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.091 in Th abov calculalton IS 091 valid if lhe heel soil bearu g nressur exceeds lhctl 01 Hie Joe, because the wall would then tend to rotate into the retained soil . ORCO 2'-0" TO 10'-0" HIGH RETAINING WALL (BIOFIL TRA TION AREA) O&ltlll CIURIUA HR THE zoJg CIIC: 1. ALLOWABLE SOIL BEARING PRESSUR£ • 2000 PSF + 300 PSF FOR EAOf ADDmONAL FT OF FOOTING WIDTH TO A NAX1HUM OF 3000 PSF PER SOILS REP. i. EQUIVALENT R.UID PRESSURE • 50 PCF. ALLOWABLE LA7ERAL P.AS:S'JVE PRESSURE"' 300 PCF PER SOILS REPORT. GROiff ST1U:NuTH "' 2000 PSI O 28 DA t'S. 5. REINFORCING STffi. : GRADE 60. EARTH COEFFiaENT OF FRICT10N • 0.35. 6. SEISMIC-l SEC. ACCELERATION• 6096. 7. NASONRY COMPRESSION STREN<lTH, f 'm "" 2000 PSI. SPEGAL INSPECTTON REQUIRED. NIM""'f: • DO NOT RUN HORIZONTAL REINFORCEMENT THROUGH WALL RET'URNS .t CONSTJlUCTION JOINTS. • DECREASE VER71CAL DOWEL AND DROP-IN REBAR SMC1NG BY s• 0/C FOR SLUHP BLOCK. • PROVIDE DOWEL .t DROP-IN BAR ACCORDING ro DETAII..S AT EACH SIDE OF CONTROL JOINTS, END5 OF WALJ.S AND t/1 WALL HEIGHT CHANGES. SEE REBAR SCHEDULE ON THE NEXT PAGE FOR BARSIZES. i- 'G' -VERT. BAR • EDGE OF 12" CHU. PROVIDE FULL HEIGHT INTO 16" CHU BELOW. HA TERIALS PER SPECS REFERENCED WITHIN THE CITY OF CARLSBAD'S BHP DESIGN HANUAL (2) #I. HORZ. CONT. • 21. • OIC 'F' -DOWEL• EDGE OF 6", 12•. OR 16' CHU ':Rf'IEABLE LINER YFIELD 60:JO ENV/RO LINER OR APPROVED EOUIVALENT). 'T' 'E' SEE CHART ON NEXT PAGE FOR REQUIRED REBAR AND FOOTING DIMENSIONS. SPECIAL lNSPECTlON NOTE: PROVIDE LEVEL B SPECIAL INSPECTION PER TMS 402-13/AQ 530-13/ASCE 6-13 TABLE 3.1.2 OF THE MASONRY STEM PRIOR TO GROUTING TO VERIFY GRADE, SIZE AND PROPER PLACEMENT OF REINFORCEMENT AND TO ENSURE THE GROUT SPACE IS THE PROPER SIZE WITHOUT OBSTRUCTION OTHER THAN NORMAL HOR.TAR FINS. NATTVE BACKFILL COMPACTg) TO HIN. 9096 RELATIVE COMPACTION PER AST'Hl557-D PROVIDE -4• DIA. SOR 35 PERF PIPE WI l CF. l • GR.Al/EL WRAPPED WI MIR.AR 140N RL TER FABRIC• SLOPE ro DRAIN. WATERPROOF BACKSIDE OF WALL !!Jg;g: DIHENSlONS ARE NOT ro SCALE.! I DETAIL#2 I ENGINEERING STANP APPROVAL ZS CONDl:TIONAL; REQUIRING USE OF ORCO NANUFACTVRED ClfU ON AU ORCO WALL SYSTEN DESIGNS. 'I' -KEY DOWEL lfl. HORZ. CONT. • 12' 0/C TOP AND BOTTOH AS SHOWN. COASTLINE COMMUNITY CHURCH CARLSBAD, CAUFORNIA 'HT' 'A' '8' 'C' 'D' 'E' 'F'-DOWEL 'G'-VERT 'H'-VERT '/'-DOWEL 'K' 'T' z·-o· z·-o· NIA NIA 1·-0· z·-J• #4.J2" 0/C J JJ' NIA NIA NIA 8" iz· 14• Z'-8" Z'-8" NIA NIA r-o· Z'-6" #4•J2• 0/C J 41• NIA NIA NIA II" 12· ,,-/4' J'-'4. J'-4" NIA NIA /'-J· 2'-9" #4•s2· 01c J 49• NIA NIA #5.16" 0/C 12' 1'-2· 12· ,.._ ,,. 20·1 ,·-o· '·-o· NIA NIA l'-6" J'-J" #4•J2• 0/C J 57" NIA NIA #5.,6' 0/C 15" 1·-s· 12· 20' 2J'I 4'-8" 4'-8" NIA NIA l'-6" J'-6" '4•16' 0/C J 65' #5.,6' 0/C /8' 1•-9• 12· 20· NIA NIA 27"1 5'-'4" s·-,· NIA NIA l'-6" J'-9" #4./6' OIC J 7J' NIA NIA #5./6' 0/C 21' 2·-0· 12· 20· JO"I 6'-0" l,'-0" z·-o· NIA l'-6" ,·-o· #4./6' 0/C J JJ' NIA #4./6" 0/C 112· #5.16' OIC 24' 2'-J" 12· 24' JJ•1 6'-8" 4'-8" 2·-0· NIA l'-9" 4'-J" #4•a• OIC J JJ• NIA #4•16' 0/C lw #5./6' OIC 24' 2·-1· 12· 27' J7'1 7'-'4. 4'-8" t'-8" NIA 2·-0· 4 '-9" #4•B• 0/C J 41• NIA #1..16' DIC I as· #5./6' 0/C 27' 2·-10· 12· Jo· JO"I 8'-o• ,·-8· J'-4" NIA z·-J· 5'-J" #4•a• OIC J 49' NIA #4•16' 0/C 196' #5.16' 0/C JO" J'-2" 12· JJ' J4'1 8'-8" 4'-8" z·-o· z·-o· 2'-6" 5'-9" #4•B• OIC J J6' 1"-•B• OIC 14a• #4•16" OIC I so· #5•a• 0/C JJ· J'-2" ,s· 40• J7"1 9'-'4. 4'-8" Z'-8" z·-o· 2'-6" 6'-6" #4•B• OIC J J6' #4•B• 0/C 156' #4•/6" 0/C 1 as· #5.8' 0IC 42' J'-6" 15• ,o· 41•1 10·-o· 4'-8" 2'-8" z·-s· 2'-9" r-o· #5•a• 0/C J 44 • #4•a• 0/C lw #4•16' 0/C I as· #5•8• OIC J9' J'-10" 15" 4J' 45'1 BLOCK WALL W/ 1/, REINFORQNG PER r CONTROL JOINT I DETAILS. I / I / ~ -I , I / '✓ I #4 HORZ. CONT. t/1 TOP AS REQUIRED • , .. .NBIAL NOTES: PROVIDE 24" HIN. LAP I 1. CONCRET'E BLOCK SHALL CONFORM TO ASTH C 90. WEDGELOCK BLOCK, SLUMP BLOCK / ~ AND MAINTAIN 3" ANO SPLITFACE BLOCK ARE ACCEPTABLE. aEAR FROH SOIL 2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-J/2 PARTS SAND TO 3·1/2 I ........ ·•fil PARTS GRAVEi. WITH A MAXIMUM OF 1-1/2 GALLONS OF WATER PER SACK. PORTZAND :r,. . . . .· .. · .. · .. . . . . . . . CEMENT SHALL CONFORM TO ASTH C 150 TYPE IW. Fe • 2500 PSI • • • • •. • I "l (-. . . . . -. . . . .• J • . I .• • • ," / 3. REJNFORQNG STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A 615 GRADE 60. -;~.• .--:;-_:.•.-~ I-,; ~ PROVIDE 48 BAR DIAMETER LAP. ·-w ,.;.;., 4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WHICH IT IS LOCATED. ~ .· · ........ ,., 5. CONCRETE Bl..00( SHALL BE WO IN A RUNNING BOND PATTERN WITH 1/ERTICAL --ll BIBI=-\ <XJNT1NU1TY OF THE CELLS UNO. ' t'~ \, ~ 6. ALL BLOCK CELLS SHALL BE SOI.ID GROUTED. NA:_504 DR ! :. awT. .a?TTCW 7. USE Tl7'E S MORTAR PROPORTTONED USING AST1'f C 270 PART CEMENT TO 1/2 PART LIHE TO 4-J/1 PARTS CMHP, LOOSE SAND. ~ COMPACTED RLL PROVIDE 24" IN' AND MAINTAIN 3• CLEAR FROH SOIL 8. GROUT FOR CONCRETE BLOCK PER ASTH C 476 TO BE 1 PART CEMENT TO 3 PARTS SPREAD FOOTING STEP DETAIL SMD(GROUTMAYCONTAIN 2 PARTS 3/S"PEA GRAVEL IF WEATHER CONDmONSARE FAIIO'WU' AND BLOCK UNOBST1WCTED CELL SIZE JS SUFFIGENT TO ALLOW GOOD GROUT R.OW). WATER SHALL BE ADDEO TO PRODUCE GOOD GROUT R.OW WTTHOUT SEGREGATION OF THE CONSTITUENTS. 9. BLOCK STEM MAY BE WET'-SET l·J/1" INTO THE FOOTING WHILE THE CONCRETE IS PLASTTC BLOCK STEM M4 Y BE PlACED TO EIT1fER EDGE OF THE 11lENCH TYPE ENGINEERING STANP APPR.OVAL IS CONDMONAL; FOOTING. REQUIRING USE OF ORCO NANUFACTURED CHU ON 10. FOOTING HUST' BE POURED ON OR INTO UNDJSTIJRBED NATURAL SOIL OR ON AU ORCO WAU SYSTEN DESIGNS. a:JHPACTa) RJ.L WITH A MINIMUM COMPACTION OF 90%. ""0~10,.,~ 11. FIRST INSPECT10N TO SE AFTER FOOTING TRENCHES ARE READY FOR CONCRETE AND I DETAIL#2 I ~:~ e,RDUG~ '' ALL REQUIRED STEEL JS TIED IN PLACE. SECOND INSPECT10N TO BE WHEN THE q; " ~~ -:~ REQUIRED \aTICAL JS IN PUCE AND THE BLOCK WALL IS REAOY TO GROUT. ,._t(; {<,v ,~ 1c- I NOTE: DIMENSIONS ARE NOT TO SCALE. I -~ IP ~ ~-; I\...../ HAXIHUH aJNTR0L JOINT SPAQNG; 40' 0/C 20' (q'C FOR WALLS TO BE MORTAR il :--3/o'f /z.a Zo i "' WASHED OR STUCCD C047E>. 1: I.:> NO. 8J660 }I. COASTLINE COMMUN11: * EXP. OJIJ/12021 * .,. ,. CHURCH >-~ C I V \ \, ~' ,.~ -Qq. CARLSBAD, CAUFORNIA OF C~\. \f ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Tel. (714) 527-2239 Project Name/Number : coa■tllne com Title Coa~llne Communltes Church Dsgnr. GV Description .... (038) 2'-0" retaining w/2:1 backflll Page : 1 Date: 2 MAR 2020 "his Wall in File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\AetalnPro Project Files AeialnPro (C) 1N7-2018, eullci 11.18.11.29 UcenN : KW-o&059401 License To : ORCO BLOCK COMPANY INC. Criteria I Retained Height = 2.00 ft Wall height above soil 3.50 ft Slope Behind Wall = 2.00 Height of Soil over Toe 0.00in Water height over heel .. 0.0 ft I Surcharge Loads • Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Ste;--• Axlal Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity 0.0 In [iiesign Summary ::J Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = 1.81 OK 1.61 OK 737 lbs 6.06 In Soll Pressure@ Toe = 793 psf OK Soil Pressure @ Heel .. 0 psf OK Allowable = 2,375 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,111 psf ACI Factored @ Heel = o psf Footing Shear @ Toe = 5.3 psi OK Footing Shear @ Heel = 2.2 psi OK Allowable .. 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = • less 100% Friction Force = • Added Force Req'd = ... .for 1.5 Stability = 326.9 lbs 266.7 lbs 258.1 lbs 0.0 lbs OK 0.0 lbs OK Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 [Soll Data • Allow Soil Bearing = 2,375.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psflft = Passive Pressure ,. 300.0 psf/ft Soll Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootlngllSoil Friction "' 0.350 Soil height to Ignore for passive pressure = 12.00 in [---_ Lateral Load Applied to Stem I [ Adjacent Footing Load Lateral Load = 0.0 #/ft jacent Footing L .. 0.0lbs ... Height to To~ = 0.00 ft Footing Width 0.00 ft ... Height to Bottom = 0.00 ft Eccentricity = 0.OOin Load Type Wind(W) Wall to Ftg CL Dist = 0.00 ft (Strength Level) Footing Type Line Load Base Above/Below Soil Wind on Exposed Stem = 26.7 psf at Back of Wall .. 0.0 ft (Strength Level) Poisson's Ratio = 0.300 [ Stem Construction ) 2nd Bottom Stem OK Design Height Above Ftg ft= 2.00 0.00 Wall Material Above •Hr = Fence Masonry Design Method = ASD LAFD LRFD LRFD Thickness -8.00 Rebar Size .. # 4 Rebar Spacing = 32.00 Rebar Placed at -Edge Design Data - fb/FB + fa/Fa = 0.2114 Total Force O Section Service Level lbs= Strength Level lbs= 56.1 253.5 Moment. ... Actual Service Level ft·#= Strength Level ft-#= 98.1 457.1 Moment.. ... Allowable ft-#= 1,727.9 Shear ..... Actual Service Level psi= Strength Level psi= 2.8 Shear ..... Allowable 80.5 Anet (Masonry) ln2= 91 .50 Rebar Depth 'd' In= 5.25 Masonry Data f'm psi= 2,000 Fy psi= 60,000 = Yes Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Solid Grouting Modular Ratio 'n' Wall Weight = 16.11 psf= 78.0 Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data re Fy = 7.60 = Medium Weight = LRFO psi= psi= ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastline com Title Coae;tllne Communltes Church Dsgnr: GV Description .... (03a) 2'-0" retaining w/2:1 backfill -his Wall in File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Documents\RetainPro Project Flies Page : 2 Date: 2 MAR 2020 AeialnPro (c} 11874018, Buffd 11.18.11.29 Uc:enae : KW-4l059401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Ucense To : ORCO BLOCK COMPANY INC. l Footing Dimensions & Strengths I Footing Design Results Toe Width = Heel Width = Total Footing Width Footing Thickness = Key Width = Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density = 1.00 ft 1.25 2.25 12.00 in 12.00 in 8.00in 1.00 ft 60,000 psi 150.00pcf 0.0014 Min.As% Cover O Top 2.00 @ Btm.= 3.00 in !21 Factored Pressure 1,111 Mu' : Upward = 456 Mu' : Downward = 120 Mu: Design = 336 Actual 1-Way Shear = 5.27 Allow 1-Way Shear "' 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing "' None Spec'd Other Acceptable Sizes & Spacings liul O psi 1 ft·# 128 ft·# 128 ft·# 2.22 psi 40.00 psi Toe: Not req'd: Mu < phi*5*Iambda*sqrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(f'c)*Sm Key: Not req'd: Mu < phi*5*Iambda*sqrt(f'c)*Sm Min footing T&S rein! Area Min footing T&S rein! Area per foot If one layer of horizontal bars: #4@ 11 .90 in #5@ 18.45 In #6@ 26.19 in 0.45 ln2 0.20 in2 1ft If two layers of horizontal bars: #4@ 23.81 In #50 36.90 in #6@ 52.38 In [ Summa2 of Overturning & Resisting Forces & Moments ----, Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = = Load @ Stem Above Soil = • Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 270.9 1.10 297.2 56.1 4.75 266.3 326.9 O.T.M. 563.5 Vertical Loads used for Soll Pressure = 1.81 737.4 lbs Soil Over Heel Sloped Soll Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soll Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 = Key Weight Vert. Component = .. ... RESISTING ..... Force Distance lbs ft 134.2 9.8 156.0 337.5 100.0 1.96 2.06 1.33 1.13 1.50 Moment ft-# 262.7 20.1 208.0 379.7 150.0 Total • 737.4 lbs R.M.• 1,020.5 • 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 NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. flli ---, Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.054 in xceeds that of th toe. 11·,e wall would then tend 10 rotate Into 111a retained soil --~ofE C m I J> I 21 I *· /,r I V \ \. , ~'., -~o., C,,_\.. \ ,-• -c: ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coa9;tllne Communltea Church Dsgnr: GV Page: 1 Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03b) 2'-8" retaining w/2:1 backfill This Wall in FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Docooients\RetainPro Project Flies A.t.inPro (c) 1N7-2011, iuiid 11.11.11.2t Lk:enN: KW--06059401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 LlcenH To : ORCO BLOCK COMPANY INC. I Criteria Soil Data --------------Retained Height Wall height above soil Slope Behind Wall = • Height of Soil over Toe = Water height over heel "' 2.67 ft 3.50 ft 2.00 0.OOin 0.0 ft A II ow Soll Bearing = 2,450.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure .. • 300.0 psf/ft = 115.00 pcf = 115.00 pcf = 0.350 = 12.00 in [711S!llu•r•c•ha.r1111gille•L•o•a•d•s--------• [!.ateral Load Applied to Stem Surcharge Over Heel • 0.0 psf • I Adjacent Footing Load AdJac!ilnt Footing Load • Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psi 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 ___ o.o in [ Design Summary J Wall Stability Ratios Overturning = 1.75 OK 1.58 OK Sliding Total Bearing Load ... resultant ecc. = 997 lbs 7.08 in Soil Pressure@ Toe = 1,007 psi OK Soil Pressure @ Heel O psi OK Allowable 2,450 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,410 psi ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 7.3 psi OK Footing Shear @ Heel = 3. 7 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = 473.6 lbs 401 .0 lbs 348.8 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 NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load ... Height to Toi: ... Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Load Type Wind (W) (Strength Level) Wind on Exposed Stem_ 26.7 psi (Strength Level) - I Stem Construction :J 2nd Design Height Above Ftg ft = 2.67 Wall Material Above 'Ht" = Fence Design Method • ASD Thickness = Rebar Size • Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force O Section Service Level lbs= Strength Level lbs= 56.1 Moment .... Actual Service Level ft·#= Strength Level ft-#= 98.1 Moment. .... Allowable ft-#= Shear ..... Actual Service Level psi= Strength Level psi= Shear ..... Allowable = Anet (Masonry) in2= Rebar Depth 'd' In= Masonry Data f'm psi= Fy psi= Solid Grouting .. Modular Ratio 'n' "' Wall Weight psf= Footing Width .. Eccentricity = Wall to Fig CL Dist ., Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Masonry LRFD LRFD 8.00 # 4 32.00 Edge ---- 0.385 378.6 666.8 1,727.9 4.1 80.5 91 .50 5.25 2,000 60,000 Yes 16.11 78.0 7.60 = = Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight = LRFD Concrete Data f'c Fy psi= psi= o.oibs 0.00 ft 0.00in 0.00 ft Line Load 0.0 ft 0.300 LRFD • Page: 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coaa:tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03b) 2'-8" retaining w/2:1 backfill "his Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Flies Reta!nPro (C) 1917-2011, euilcl 11.11.11.H License : KW-GIOSl401 Ucenae To : ORCO BLOCK COMPANY INC .. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.00 ft 1.50 2.50 12.00 in 12.00 in 11.00 in 1.00 ft fc = 2,500 psi Fy = 60,000 psi 150.00pcf Footing Concrete Density Min. As% Cover@ Top 2.00 = 0.0014 @ Btm.= 3.00 in Footing Design Results I2I Factored Pressure = 1,410 Mu' : Upward = 586 Mu' : Downward = 120 Mu: Design 466 Actual 1-Way Shear = 7.28 Allow 1-Way Shear 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings ttu.l O psf 4 ft-# 284 ft-# 280 ft-# 3.72 psi 40.00 psi Toe: Not req'd: Mu < phi•5•1ambda•sqrt(f'c)*Sm Heel: Not req'd: Mu < ptii•5•1ambda•sqrt(f'c)*Sm Key: Not req'd: Mu < phi"5*1ambda•sqrt(f'c)'Sm Min footing T&S reinf Area 0.50 in2 0.20 in2 1ft Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.90 In #5@ 18.45 in #6@ 26.19 in If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 in #6@ 52.38 in Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soll = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# --- 417.5 1.36 568.8 56.1 5.42 303.9 473.6 O.T.M. 872.7 = = 1.75 Vertical Loads used for Soll Pressure = 996.6 lbs ..... RESISTING ..... Force Distance lbs ft Soll Over Heel = 255.9 2.08 Sloped Soil Over Heel 20.0 2.22 Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem = Soll Over Toe Surcharge Over Toe Stem Weight(s) 208.3 1.33 Earth @ Stem Transitions= Footing Weigh! = 375.0 1.25 Key Weight = 137.5 1.50 Vert. Component .. Moment ft-# 533.1 44.4 277.7 468.8 206.3 Total= 996.6 lbs R.M.• 1,530.1 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. lll!t --7 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil {Deflection due to wall bending not considered) Soll Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.069 in 1 he above calculalion is not valid ii the heel soH b arlng prassur exceeds Iha! ol t11e toe, because Ill wall would lhen lend lo rotate into Ille retained soil. ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 80680 Tel. (714) 527-2239 ProJect Name/Number : coastline com Title Coae.tllne Communltes Church Dsgnr: GV Description .... (03c) 3'-4" retaining w/2:1 backfill This Wall In File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Oocuments\RetalnPro Project Flies Page: 1 Date: 2 MAR 2020 RetatnPro (c) iiff-2011, Build 11.1[11.H C t"I d R t I · W II Ucenn: KW-oeot1M01 an I evere e a nmg a Code: CBC 2019,ACI 318·14,TMS 402-16 Ucense To : ORCO BLOCK COMPANY1 INC. [ Criteria j L Soil Data j Retained Height .. 3.33 ft Wall height above soil = 3.50 ft Slope Behind Wall 2.00 Height of Soll over Toe .. 0.00ln Water height over heel .. 0.0 ft Allow Soil Bearing = 2,525.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psflft Passive Pressure Soil Density, Heel Soll Density, Toe FootlngllSoll Friction Soll height to Ignore for passive pressure = .. 300.0 psf/ft .. 115.00 pcf "' 115.00 pcf = 0.350 = 12.00 in I., Sl!!llu•r•c•ha.r111g 1111 e.L.o.ad.s _____ _.) I Lateral Load Applied to Stem ) Adjacent Footing Load Surcharge Over Heel .. o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem I Axial Dead Load 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity .. 0.0 in [ Design Summary-J Wall Stablllty Ratios Overturning = 1.69 OK 1.57 OK Slldlng Total Bearing Load .. . resultant ecc. 1,186 lbs 7.94 in Soil Pressure O Toe = 1,108 psf OK Soll Pressure O Heel = 0 psf OK Allowable = 2,525 psf Soll Pressure Less Than Allowable ACI Factored @ Toe 1,552 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.6 psi OK Footing Shear O Heel = 4.5 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = • 619.3 lbs 554.2 lbs 415.2 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 NOT considered In the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = 0.0 #/ft Adacent ootng Load .. ... Height to Toi: = 0.00 ft Footing Width -... Height to Bottom = 0.00 ft Eccentricity = Load Type = Wind (W) Wall to Ftg CL Dist = (Strength Level) Footing Type Base Above/Below Soll Wind on Exposed Stem = 26.7 psf at Back of Wall = (Strength Level) Poisson's Ratio = [ Stem Construction I 2nd Bottom Stem OK Design Height Above Ftsi ft .. 3.33 0.00 Wall Material Above 'Ht" = Fence Masonry Design Method = ASD LRFD LRFD Thickness -8.00 Rebar Size .. # 4 Rebar Spacing .. 32.00 Rebar Placed at -Edge Design Data - fb/FB + fa/Fa = 0.559 Total Force O Section Service Level lbs= Strength Level lbss 56.1 537.0 Moment, ... Actual Service Level ft-#= Strength Level ft-#= 98.1 967.1 Moment. .... Allowable ft-# .. 1,727.9 Shear ..... Actusl Service Level psi• Strength Level psi= 5.9 Shear ..... Allowable = 80.5 Anet (Masonry) ln2= 91.50 Rebar Depth 'd' In= 5.25 Masonry Oats f'm psi= 2,000 Fy psi-= 60,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight psf = 78.0 Equiv. Solid Thick. = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Oats f'c psi= Fy psi= 0.00 ft 0.00in 0.00 ft Line Load 0.0 ft 0.300 LRFD FESS 0 111 "' 0 "'I 60 }> 1 21 ' 112021 Page : 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 80680 Project Name/Number : coastline com Trtle Coa9,tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03c) 3'-4" retaining w/2:1 backfill his Wall in File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Flies AetainPro (C) 1iif.Aii, iuilcl 11.,i.11.H . Ltcenn: KW-oeost401 Cantilevered Retaining Wall License To : ORCO BLOCK COMPANY INC. Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths L Footing Design Results • Toe Width Heel Width = Total Footing Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe a f'c = 2,500 psi Fy = Footing Concrete Density = 1.25 ft 1.50 2.75 12.00 In 12.00 in 14.00 in 1.25 ft 60,000 psi 150.00pcf 0.0014 Ia Factored Pressure = 1,552 Mu' : Upward = 976 Mu' : Downward = 178 Mu: Design = 798 Actual 1-Way Shear = 9.57 Allow 1-Way Shear = 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd !ill.! O psi 1 ft-# 328 ft-# 327 ft-# 4.49 psi 40.00 psi Min.As% Cover@ Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu< phl*5*1ambda*sqrt(f'c)*Sm Heel: Not req'd: Mu < phl*5*1ambda*sqrt(f'c)*Sm Key: Not req'd: Mu < phi*5*1ambda*sqrt(f'c)*Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.90 in #50 18.45 In #6@ 26.191n 0.55 ln2 0.20 in2 1ft if two layers of horizontal bars: #4@ 23.81 in #50 36.90 in #6@ 52.38 In I Summary of Overturning & Resisting Forces & Momenta Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# --- 563.3 1.58 891 .2 56.1 6.08 340.9 619.3 O.T.M. 1,232.1 .. Vertical Loads used for Soil Pressure = = 1.69 1,186.3 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem .. * Axial Live Load on Stem = SoilOverToe = Surcharge Over Toe Stem Weight(s) = Earth O Stem Transitions= Fooling Welgh1 • Key Weight . .... RESISTING ..... Force Distance lbs ft 319.1 2.33 20.0 2.47 259.7 412.5 175.0 1.58 1.38 1.75 Vert. Component = __ _ Moment ft-# 744.6 49.4 411.3 567.2 306.3 Total ■ 1,186.3 lbs R.M.■ 2,078.7 Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. [ TIit -, * Axial live load NOT included In total displayed! or used for overturning resistance, but Is Included for soil pressure caculatlon. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Dell @ Top of Wall (approximate only) 250.0 pci 0.076 in exceeus that 01 the toe, • Page : 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastllne com Title Coae.tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03d) 4'-0" retaining w/2:1 backfill his Wall in File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Oocuments\AetalnPro Project Files ReialnPro(c>iiif.2oii, 8uilci 11.11.11.21 C t'I d R t · · W II Uc:enae: KW-oeost401 an I evere e atntng 8 Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 4.00 ft 3.50 ft 2.00 0.OOin 0.0 ft Soil Data Allow Soil Bearing = 2,675.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoll Friction Soil height to ignore for passive pressure 300.0 psf/ft 115.00 pcf 115.00 pcf 0.350 12.00 in ..,[Su111u.r.c.ha.r1111g .. ••L•o•a•d•s-----••• [ Lateral Load Applied to Ste:::) Surcharge Over Heel = 0.0 psi Lateral Load 0.0 #/ft Used To Resist Sliding & Overturning ... Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psi ... Height to Bottom 0.00 ft Used for Sliding & Overturning l --L Load Type Wind (W) Axial Load Applied to Stem J (Strength Level) Axial Dead Load 0.0 lbs Wind on Exposed Stem= 26.7 psi Axial Live Load = 0.0 lbs (Strength Level) Axial Load Eccentricity 0.0 In l Design Summary 7 I Stem Construction J _ 2nd Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = 1.80 OK 1.54 OK 1,544 lbs 8.31 in Soil Pressure @ Toe = 1,104 psi OK Soil Pressure @ Heel O psf OK Allowable 2,675 psf Soll Pressure Less Than Allowable ACI Factored @ Toe 1,546 psf ACI Factored @ Heel O psi Footing Shear @ Toe 11.9 psi OK Footing Shear @ Heel 6.0 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = - Added Force Req'd = .... for 1.5 Stability = 823.8 lbs 726.0 lbs 540.4 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing Load Factors Design Height Above Ftg ft .. 4.00 Wall Material Above "Ht' .. Fence Design Method = ASD Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data - fb/FB + fa/Fa Total Force O Section Service Level lbs= Strength Level lbs = 56.1 Moment .... Actual Service Level ft-#= Strength Level ft-#= 98.1 Moment. .... Allowable ft-#= Shear ..... Actual Service Level psi= Strength Level psi = Shear ..... Allowable : Anet (Masonry) in2= Rebar Depth 'd' In= Masonry Data f'm psi= Fy psi = Solid Grouting = Modular Ratio 'n' .. Wall Weight psf= Equiv. Solid Thick. Adjacent Footing Load A aoent Footing Load • Footing Width = Eccentricity = Wall to Fig CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Bottom Stern OK 0.00 Masonry LRFD LRFD 8.00 # 4 32.00 Edge 0.804 733.5 1,390.7 1,727.9 8.0 80.5 91.50 5.25 2,000 60,000 Yes 16.11 78.0 7.60 Building Code Dead Load Live Load Earth, H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data f'c psi:: Fy psi= O.Olbs 0.00 ft 0.OO in 0.00 ft Line Load 0.0 ft 0.300 LRFD ----- Page: 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Tltle Coaa;tllne Communltes Church Dsgnr. GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03d) 4'-0" retaining w/2:1 backfill 'his Wall In File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetainPro Project Files RetainPro (C) 1N7-2018, iulici 11.11.11.B UcenH : KW-GI05M01 LlcenH To : OACO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = f'c = 2,500 psi Fy = Footing Concrete Density = 1.50 ft 1.75 3.25 12.00 In 12.00 In 11.00 in 1.50 ft 60,000 psi 150.00pcf 0.0014 Min.As% Cover@ Top 2.00 @ Btm.= 3.00 In Footing Design Results !21 Factored Pressure = 1,546 Mu' : Upward = 1,428 Mu' : Downward = 248 Mu: Design 1,181 Actual 1-Way Shear 11.89 Allow 1-Way Shear = 40.00 Toe Reinforcing .. None Spec'd Heel Reinforcing "" None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings I ttu! o psf 23 ft-# 598 ft-# 575 ft-# 6.03 psi 40.00 psi Toe: Not req'd: Mu< phi*5*1ambda*sqrt(f'c)*Sm Heel: Not req'd: Mu < phl*5*1ambda*sqrt(f'c)*Sm Key: Not req'd: Mu < phl*5*1ambda*sqrt(f'c)*Sm Min footing T&S relnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #40 11.90 In #50 18.45 in #60 26.19 in 0.66 in2 0.20 ln2 /ft If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 In #6@ 52.38 in [Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment 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 Soll = --- 767.8 56.1 1.85 1,418.2 6.75 378.5 Total 823.8 O.T.M. 1,796.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = .. 1.80 1,544.1 lbs Soll Over Heel Sloped Soll Over Heel = = Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem = SoilOverToe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Welgh1 = Key Weight = Vert. Component - lbs ft ft-# 498.3 33.7 312.0 487.5 212.5 2.71 2.89 1.83 1.63 2.00 1,349.7 97.5 572.0 792.2 425.0 Total • 1,544.1 lbs R.M.• 3,236.3 Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. l:lli -I • Axial live load NOT included In total dlsptayedl or used for overturning resistance, but Is included for soil pressure ca culatlon. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.071 in The abOve calcula1ion Is not valid if the heel soil bearinq pies ure exceeds that of tl]e toe. because the wall would then temt to rotate 11110 the r ta1nad son Page: 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Project Name/Number : coastline com Titte Coaa;tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03e) 4'-8" retaining w/2:1 backfill This Wall in File: C:\Users\gverdugo\OneDrive • ORCO Block Company\DQcuments\Aet~nPro Project Files Reta!nPro(c)1N7·2011, iuiicl 11.11.11.D UcenH : KW~9401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 [criteria j Retained Height = 4.67 ft Wall height above soil = 3.50 ft Slope Behind Wall 2.00 Height of Soll over Toe 0.OOin Water height over heel 0.0 ft LSoil Data I Allow Soll Bearing = 2,750.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to Ignore for passive pressure = 300.0 psf/ft = 115.00 pcf 115.00 pct = 0.350 12.00 in l.,s!!llu•r•c•h•arllig-e•L•o•a•d•s----.il!I•---' [ Lateral Load Applied to Stem Surcharge Over Heel ., 0.0 psf • -t ootlng Load • Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem ) Axial Dead Load Axial Live Load Axial Load Eccentricity f Design Sum-;;ary Wall Stablllty Ratios Overturning = Sliding ., Total Bearing Load = ... resultant ecc. = 0.0lbs 0.0lbs 0.0in I 1.69 OK 1.56 OK 1,919 lbs 9.99 in Soil Pressure @ Toe = 1,395 psf OK Soil Pressure @ Heel 0 psf OK Allowable 2,750 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,952 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 15.5 psi OK Footing Shear@ Heel = 8.7 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = • less 100% Friction Force = 1,059.9 lbs 984.4 lbs 671.6 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 NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = 0.0 #/ft ... Height to To~ 0.00 ft ... Height to Bottom 0.00 ft Load Type Wind(W) (Strength Level) Wind on Exposed Stem _ (Strength Level) - I Stem Construction Design Height Above Ftg Wall Material Above "Ht' Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force O Section 26.7 psf • ft= = .. .. = = = 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 Anet (Masonry) in2 = Rebar Depth 'd' In = Masonry Data f'm psi= Fy psi= Solid Grouting = Modular Ratio 'n' = Wall Weight psf = 2nd --- 4.67 Fence ASD 56.1 98.1 Footing Width = Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Bottom Stem OK 0.00 Masonry LRFD LRFD 8.00 # 4 16.00 Edge 0.580 965.8 1,957.9 3,368.0 10.6 80.5 91 .50 5.25 2,000 60,000 Yes 16.11 78.0 7.60 Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight = LRFD Concrete Data f'c Fy psl= psi = 0.0lbs 0.00 ft 0.OOin 0.00 ft Line Load 0.0 ft 0.300 LRFD -- Page : 2 ORCO Block & Hardecape 11100 Beech Blvd Stanton, CA 90880 Project Name/Number : coastline com Title Coae:tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (038) 4'-8" retaining w/2:1 backfill ihls Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Files RetainPro (c) 1N7-2018, Bulid 11.18.11.29 LlcenM : KW-o&OSM01 License To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths I Toe Width = 1.50 ft Heel Width = 2.00 Total Footing Width "' 3.50 Footing Thickness .. 12.00 in Key Width ., 12.00 In Key Depth = 21 .00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0014 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results 121 Factored Pressure • 1,952 Mu' : Upward .. 1,797 Mu' : Downward = 248 Mu: Design = 1 ,550 Actual 1-Way Shear = 15.50 Allow 1-Way Shear • 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings • tin! o psf 24 ft-# 981 ft-# 957 ft-# 8.66 psi 40.00 psi Toe: Not req'd: Mu < phl*S*lambda*sqrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(f'c)*Sm Key: Not req'd: Mu < phl*5*Iambda*sqrt(f'c)*Sm Min footing T&S relnf Area 0.71 ln2 Min footing T&S relnf Area per foot If one layer of horizontal bars: 0.20 in2 1ft #4@ 11 .90 In #5@ 18.45 in #6@ 26.19 In If two layers of horizontal bars: #4@ 23.81 In #5@ 36.90 In #6@ 52.38 In Summa of Overturnln & Resistln Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# ---Heel Active Pressure = 1,003.8 2.11 2.120.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load O Stem Above Soll = - Total Resisting/Overturning Ratio 56.1 7.42 416.0 1,059.9 O.T.M. 2,536.4 = Vertical Loads used for Soil Pressure = 1.69 1,918.9 lbs .. ... RESISTING ..... Force Distance lbs ft Soll Over Heel 716.1 2.83 Sloped Soil Over Heel = 51 .1 3.06 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soll Over Toe = Surcharge Over Toe = Stem Welght(s) = 364.3 1.83 Earth @ Stem Transitions= Footing Weigh1 .. 525.0 1.75 Key Weight • 262.5 2.00 Vert. Component .. Moment ft-# 2,028.9 156.2 667.8 918.8 525.0 Total• 1,918.9 lbs R.M.• 4,296.6 • Axial live load NOT Included In total displayed/ or used for overturning resistance, but Is Included for soil pressure ca culatlon. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. !Tilt ---, Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl O Top of Wall (approximate only) 250.0 pci 0.090 In Tl1 above calculation Is not valid ii lh heel son bearing pressure exceeds that of the toe, because Iha wall would the11 tend to rotate il)Jo the retained soil. ofE ~ ;; m 0') . 0660 l> · 3/31/2021 * V \\. ,;~,""- -0~ C1"\..'/ ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastllne com Title Coae;tllne Communltes Church Dsgnr: GV Description .... (03f) 5'-4" retaining w/2:1 backfill his Wall in File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Documents\RetainPro Project Files Page : 1 Date: 2 MAR 2020 G.inPro (c) 1iii-201i, lulicl 11.11.11.H LlcenH : KW-oeoH401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Llcenae To : ORCO BLOCK COMPANY INC. Criteria !Soil Data • Retained Height = 5.33 ft Wall height above soil = 3.50 ft Slope Behind Wall = 2.00 Height of Soll over Toe = 0.001n Water height over heel = 0.0 ft Allow Soil Bearing = 2,825.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soll Density, Toe FootingllSoll Friction Soil height to ignore for passive pressure = 300.0 psf/ft -= 115.00 pct = 115.00 pct = 0.350 12.00 in I Surcharge Loads • [Iateral Load Applied to Stem I Surcharge Over Heel .. o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning r Axial Load Applle-d-to-S-te_m __ • Axial Dead Load 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity "" 0.0 in I Design Summary • Wall Stablllty Ratios Overturning = 1.59 OK 1.52 OK Sliding Total Bearing Load ... resultant ecc. .. 2,321 lbs 11.86 in Soil Pressure O Toe = 1,746 psf OK Soil Pressure O Heel = 0 psf OK Allowable 2,825 psf Soil Pressure Less Than Allowable ACI Factored O Toe = 2,444 psf ACI Factored @ Heel = 0 psf Fooling Shear@ Toe = 19.7 psi OK Footing Shear O Heel = 11.9 psi OK Allowable = 75.0 psi Slldlng Calca Lateral Sliding Force = less 100'%, Passive Force • - less 100% Friction Force = 1,324.0 lbs 1,200.0 lbs 812.3 lbs Added Force Req'd = ... .tor 1.5 Stability = 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = 0.0 #/ft A acent Fooling Loa ... Height to Toi: = 0.00 ft Footing Width ... Height to Bottom = 0.00 ft Eccentricity Load Type = Wind(W) Wall to Ftg CL Dist Footing Type (Strength Level) Base Above/Below Soil Wind on Exposed Stem = 26.7 psf at Back of Wall (Strength Level) Poisson's Ratio ~ Construction I __ 2_n_d __ B_o_tt_o_m_ • Stem OK Design Height Above Ftg ft = 5.33 0.00 Wall Material Above "Ht' = Fence Masonry Design Method = ASD LRFD Thickness .. 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data - fb/FB + fa/Fa = Total Force O 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 Anet (Masonry) in2 = Rebar Depth 'd' In = Masonry Data f'm psi = Fy psi = Solid Grouting = Modular Ratio 'n' = Wall Weight psf .. 56.1 98.1 0.795 1,229.8 2,680.6 3,368.0 13.4 80.5 91 .50 5.25 2,000 60,000 Yes 16.11 78.0 7.60 Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight = LRFD Concrete Data f'c Fy psi= psi= LRFD = = = • = 0.0 ft 0.300 LRFD o m I J> "' * / V \ \.. .~,v c~ Page: 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coae.tllne Communites Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03f) 5'-4" retaining w/2:1 backfill This Wail in FIie: C:\Users\gverdugo\OneOrive -ORCO Block Company\Documents\RetainPro Project Flies RetainProccj1iif-201i, iulic1H.1i.11.H C t'I d R t I I W II uc:enae: KW-oeosM01 an I evere e an ng a Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Footing Dimensions & Strengths Toe Width 1.50 ft Heel Width = 2.25 Total Footing Width 3.75 Footing Thickness 12.00 In Key Width = 12.00 In Key Depth 24.00 in Key Distance from Toe = 1.50 ft re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0014 Cover O Top 2.00 @ Btm.= 3.00 in Footing Design Results Ia Factored Pressure = 2,444 Mu' : Upward = 2,232 Mu' : Downward = 248 Mu: Design = 1,985 Actual 1-Way Shear = 19.68 Allow 1-Way Shear = 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings • tl.U1 0 psf 18 ft·# 1,495 ft-# 1,477 ft•# 11.87 psi 40.00 psi Toe: Not req'd: Mu< phl*5*1ambda*sqrt(f'c)*Sm Heel: Not req'd: Mu < phl*5*1ambda*sqrt(f'c)*Sm Key: Not req'd: Mu < phi*5*1ambda*sqrt(f'c)*Sm Min footing T&S reinf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 11.90 in #5@ 18.45 in #6@ 26.19 in 0.76 in2 0.20 in2 1ft If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 In #6@ 52.38 in Summa of Overturnln & Reslstin Forces & Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Dlatance Item lbs ft ft-# lbs ft Heel Active Pressure = 1,268.0 2.37 3,010.0 Soll Over Heel = 970,5 2.96 Surcharge over Heel = Sloped Soil Over Heel = 72.1 3.22 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load O Stem Above Soll = 56.1 8.08 453.0 • Axial Live Load on Stem = • Soil Over Toe = Surcharge Over Toe = Total 1,324.0 O.T.M. 3,463.0 Stem Welght(s) = 415.7 1.83 Earth @ Stem Transitions= .. = Footing Weigh1 = 562.5 1.88 Resisting/Overturning Ratio = 1.59 Key Weight = 300.0 2.00 Vertical Loads used for Soil Pressure = 2,320.8 lbs Vert. Component Moment ft-# 2,871.1 232.2 762.2 1,054.7 600.0 Total = 2,320.8 lbs R.M.• 5,520.2 • Axial live load NOT Included in total displayed/ or used for overturning resistance, but Is included for soil pressure ca culatlon. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. [Tilt ::J Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defi @ Top of Wall (approximate only) 250.0 pci 0.114 in Tile above calculation ,. not yalld ii 1h heel soil bearing pressu, because the wall would 111011 tend to rotate into the retained sou. toe. ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastllne com Title Coaetllne Communltes Church Dsgnr. GV . Description .... (03g) 6'-0" retaining w/2:1 backfill '!"his Wall in File: C:\Usets\gverdugo\OneDrtve • ORCO Block Company\Documents\RetalnPro Project Flies Page: 1 Date: 2 MAR 2020 RetainPro (C) 1987-2018, Build 11.11.11.B UcenH : KW.-o59401 License To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Criteria I iSoil Data • Retained Height = 6.00 ft Wall height above soil = 3.50 ft Slope Behind Wall 2.00 Allow Soll Bearing = 2,900.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 50.0 psf/ft Height of Soil over Toe 0.00 In Water height over heel 0.0 ft = Passive Pressure & 300.0 psf/ft Soil Density, Heel :: 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads • [ Later al Load Applied to Ste~ Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 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 Sliding Total Bearing Load ... resultant ecc. = J 1.58 OK 1.54 OK 2,751 lbs 13.00 in Soil Pressure @ Toe = 2,000 psf OK Soil Pressure @ Heel 0 psi OK Allowable 2,900 psi Soll Pressure Less Than Allowable ACI Factored @ Toe = 2,801 psi ACI Factored @ Heel 0 psi Footing Shear @ Toe = 23.2 psi OK Footing Shear @ Heel = 13.0 psi OK Allowable 75.0 psi Slldlng Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = - Added Force Req'd = .... for 1.5 Stability = 1,557.6 lbs 1,434.4 lbs 962.7 lbs 0.0 lbs OK 0.0 lbs OK Verttcal component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Lateral Load 0.0 #/ft ... Height to Toi: = 0.00 ft ... Height to Bottom 0.00 ft Load Type Wind (W) (Strength Level) Wind on Exposed Stem = 26.7 psi (Strength Level) [ Stem Construction • 3rd Design Height Above Ftg ft= 6.00 Wall Material Above "Ht" = Fence Design Method -ASD Thickness = Rebar Size .. Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force O Section Service Level lbs= Strength Level lbs= 56.1 Moment .... Actual Service Level ft-#= Strength Level ft·#= 98.1 Moment. .... Allowable ft-#= Shear ..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable = Anet (Masonry) in2= Rebar Depth 'd' In= Masonry Data f'm psi = Fy psi= Solid Grouting = Modular Ratio 'n' = Wall Weight psi= Equiv. Solid Thick. - Adjacent Footing Load Adjacent oo ng Loa = Footing Width .. Eccentricity '"' Wall to Ftg CL Dist .. Footing Type Base Above/Below Soil at Back of Wall = Poisson's Ratio = 2nd Bottom Stem OK Stem OK 2.00 0.00 Masonry Masonry LRFD LRFD 8.00 12.00 # 4 # 4 16.00 16.00 Edge Edge 0.412 0.610 733.5 1,533.5 1,390.7 3,604.2 3,368.0 5,899.2 8.0 11.0 80.5 80.5 91 .50 139.50 5.25 9.00 - 2,000 2,000 60,000 60,000 Yes Yes 16.11 16.11 78.0 124.0 7.60 Building Code Dead Load Live Load Earth,H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data f'c psi= Fy psi• 0.0 bs 0.00 ft 0.OOin 0.00 ft Line Load 0.0 ft 0.300 LRFD -- ~-fE$ D 11\ "' C "'I 0 83660 l> 21 03/31/Z0ZI *' ,.,.. / V I\. ·· ~' · --0~ C/1.\.. I~_,, Page: 2 ORCO Block & Herdscepe 11100 Beech Blvd Stanton, CA 90680 Project Neme.lNumber : coestllne com Title Coe9;tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03g) 6'-0" retaining w/2:1 beckflll lfhls Wall In File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Documents\RetalnPro Project Flies AetainPro (c) iA7-201i, lullcHi.11.H.ff Ucen■e : KW-otl05M01 LlcenN To : ORCO BLOCK COMPANY INC, Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths Toe Width = 1.50fl Heel Width 2.50 Total Fooling Width = 4.00 Footing Thickness 12.00 in Key Width 12.00 in Key Depth = 27.00 in Key Distance from Toe = 1.50 fl re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0014 Cover @ Top 2.00 @ Btm.= 3.00 in L Footing Design Results !21 Factored Pressure = 2,801 Mu' : Upward = 2,578 Mu' : Downward = 270 Mu: Design 2,308 Actual 1-Way Shear 23.21 Allow 1-Way Shear = 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Hu! O psf 3 fl-# 1,609 ft-# 1,606 fl·# 12.98 psi 40.00 psi Toe: Not req'd: Mu < phi•5•1ambda*sqrt(f'c)*Sm Heel: Not req'd: Mu < phi•5•1ambda*sqrt(f'c)*Sm Key: #4@ 11.89 in, #5@ 18 in, #6@ 18 In, #7@ 18 in, #8@ 18 i Min footing T&S reinf Area Min fooling T&S reinf Area per foot If one layer of horizontal bars: #4@ 11 .90 in #5@ 18.45 in #6@ 26.19 In 0.81 0.20 in2 in2 !ft If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 in #6@ 52.38 in [ Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total = Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft·# 1,501 .6 2.58 3,879.0 56.1 8.75 490.6 1,557.6 O.T.M. 4,369.6 Vertical Loads used for Soil Pressure = 1.58 2,750.5 lbs .. ... RESISTING ..... Force Distance lbs ft --------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 Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component .. 1,035.0 3.25 64.7 3.50 560.0 1.91 153.3 2.33 600.0 2.00 337.5 2.00 Moment ft-# 3,363.8 226.4 1,068.0 357.8 1,200.0 675.0 Total = 2,750.5 lbs R.M.• 6,890.9 Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. [I![ • • Axial live load NOT Included in total displayed/ or used for overturning resistance, but is included for soil pressure ca culation. Horizontal Deflectjon at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell @ Top of Wall (approximate only) 250.0 pcl 0.132 In The above calculalion s not valjd if the heel soil bearing pressur .xc eds lhal ot lhe 100, because ll)e wall wpuld lh n !encl lo 1O1ate Into II e retained soil. ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Protect Name/Number : coastline com Tille Coa~llne Communltes Church Dsgnr: GV Description .... (03h) 6'-8" retaining w/2:1 backfill Page: 1 Date: 2 MAR 2020 This Wall in File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Oocuments\RetalnPro Project Files AWWWro (c) 1Af-201i, iuilci 11.11.11.H ucen .. : Kw-oeos9401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soll over Toe = Water height over heel = 6.67 ft 3.50 ft 2.00 0.OOin 0.0 ft Soll Data • Allow Soll Bearing = 2,975.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soll Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 300.0 psf/ft • 115.00 pcf .. 115.00 pcf = 0.350 12.00 in [ll!!ls.ur•c•h-a111rg1111e.L•o•a•d•s----~--· ( Lateral Load Applied to Stem Surcharge Over Heel = o.o psf acent ootlng Load = 0.0lbs 0.00 ft 0.00ln 0.00 ft Used To Resist Sliding & Overturning Surcharge Over Toe • 0.0 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 • o.o in I Design Summary l Wall Stability Ratios Overturning Sliding = 1.50 OK 1.55 OK Total Bearing Load ... resultant ecc. = 3,031 lbs 14.52 in Soll Pressure O Toe = 2,208 psf OK Soil Pressure O Heel 0 psf OK Allowable • 2,975 psf Soil Pressure Less Than Allowable ACI Factored O Toe 3,092 psf ACI Factored @ Heel = 0 psf Footing Shear O Toe = 33.1 psi OK Footing Shear O Heel .. 14.4 psi OK Allowable = 75.0 psi Sliding Calca Lateral Sliding Force .. less 100"/4 Passive Force= - less 100"/4 Friction Force ,. 1,828.1 lbs 1,776.0 lbs 1,061.0 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 NOT considered in the calculation of soil bearing Load Factora Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load ... Height to Toi; ... Height to Bottom = 0.0 #/ft 0.00 ft 0.00 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem .. (Strength Level) [ Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force O Section 26.7 psf • ft., .. = = = "' .. = 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 .. Anet (Masonry) ln2 = Rebar Depth 'd' In = Masonry Data --- f'm psi= Fy psi= Solid Grouting = Modular Ratio 'n' ., Wall Weight psf = 3rd 6.67 Fence ASD 56.1 98.1 Footing Width .. Eccentricity • Wall to Ftg CL Dist = Footing Type Base Above/Below Soll at Back of Wall Poisson's Ratio 2nd Stem OK 2.00 Masonry LRFD 8.00 # 4 16.00 Edge 0.580 965.4 1,957.0 3,368.0 10.6 80.5 91.50 5.25 2,000 60,000 Yes 16.11 78.0 Bottom Stem OK 0.00 Masonry LRFD 12.00 # 4 8.00 Edge 0.413 1,872.5 4,741.5 11,446.9 13.4 80.5 139.50 9.00 2,000 60,000 Yes 16.11 124.0 = = Line Load 0.0 ft 0.300 LRFD Equiv. Solid Thick. Masonry Block Type Masonry Design Method = = Medium Weight = LRFD 7.60 11 .60 ~-,:;v. Concrete Data f'c Fy psi • psi= XI I 5660 li> ,' 05/51/2021 * I V \ \.. ,/+ ,"': -,,,,. o<I-. c~l.1:,,, -·---" Page: 2 ORCO Block & Hardscape 11100 Besch Blvd Stanton, CA 90680 Project Name/Number : coastllne com Title Cos~llne Communltea Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527°2239 (03h) 6'-8" retaining w/2:1 backfill 'his Wall in FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Flies AeialnPro lei 1187-2011, iulld 11.11.11.B Uc.nN: KW-oeo5M01 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Footing Dimensions & Strengths Footing Design Results Toe Width .. 1.75ft !QI Heel Width .. 2.50 Total Footing Width .. -4.25 Factored Pressure = 3,092 Mu' : Upward .. 3,728 Footing Thickness = 12.00 In Key Width = 12.00in Key Depth 31.00 in Key Distance from Toe 1. 75 ft Mu' : Downward .. 354 Mu: Design = 3,374 Actual 1-Way Shear = 33.05 Allow 1-Way Shear = 75.00 Toe Reinforcing .. None Spec'd f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density -= 150.00 pct Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Min. As% .. 0.0014 Other Acceptable Sizes & Spacings .l:1n1 0 psf 0 ft-# 1,748 ft-# 1,748 ft-# 14.40 psi 40.00 psi Cover O Top 2.00 0 Btm.-3.00 In Toe: #40 11.89 In, #50 18.44 In, #6@ 26.18 in, #70 35.70 in, #8@ 47.01 In, #90 5 Heel: Not req'd: Mu < phl*5*Iambda*sqrt(f'c)*Sm Key: #40 11 .89 In, #5@ 18 In, #6@ 18 in, #70 18 in, #8@ 18 i Min footing T&S reinf Area Min footing T &S relnf Area per foot If one layer of horizontal bars: #4@ 11.90 in #SC 18.45 In #6@ 26.19 In 0.86 in2 0.20 ln2 1ft If two layers of horizontal bars: #4@ 23.81 In #5@ 36.90 In #6@ 52.38 in l Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment ltam lbs ft ft·# Heel Active Pressure = 1,772.0 2.81 4,972.8 Surcharge over Heel = Surcharge Over Toe -= Adjacent Footing Load .. Added Lateral Load = Load O Stem Above Soll .. 56.1 9.42 528.1 .. Total 1,828.1 O.T.M. 5,500.9 "' Reslatlng/Overturnlng Ratio Vertical Loads used for Soll Pressure = = 1.50 3,031.3 lbs Soil Over Heel = Sloped Soll Over Heel "' Surcharge Over Heel .. Adjacent Footing Load '"' Axial Dead Load on Stem = • Axial Live Load on Stem "' Soll Over Toe = Surcharge Over Toe = Stem Welght(s) Earth @ Stem Transitions .. Footing Weight = Key Weight = Vert.Component = . .... RESISTING ..... Force Distance lbs ft 1,150.4 64.7 612.3 179.0 637.5 387.5 3.50 3.75 2.15 2.58 2.13 2.25 Moment ft-# 4,026.4 242.6 1,316.9 462.4 1,354.7 871.9 Total ■ 3,031.3 lbs R.M,■ 8,274.8 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. [TI[ -, • Axial live load NOT included In total dlsplayed,_or used for overturning resistance, but Is Included for soil pressure ca1eulatlon. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.147 In The above calculation I. not va!id i1 the heel son bearing prt~ssur exc eds that of lh toe, b cause lhe wall would then l no to 19tnte into tlie retained son • Project Name/Number : coastline com ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Title Coa~llne Communltes Church Page : 1 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (031) 8'-8" retaining w/2:1 backflll_16H seismic is Wall In File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Files A.t.inPro <c> 1ii1-201i. aullcl 11.11.Hli L.1cenH : KW-GIOSM01 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. I Criteria I ,,.s.o.il_o_a_ta ________ .. Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe ., Water height over heel = 6.67 ft 3.50 ft 2.00 0.00 ln 0.0 ft Allow Soll Bearing = 2,975.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft .. Passive Pressure • 300.0 psf/ft Soll Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pct FootlngllSoil Friction .. 0.350 Soll height to ignore for passive pressure = 12.00 In I .. s.ur•c•h•a•rg111e•L•o•a•d••-----~· [ Lateral Load Applied to Ste:::) Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Slldlng & Overturning ... Height to Toi: == 0.00 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom = 0.00 ft Used for Sliding & Overturning -,_ Load Type .. Wind (W) L Axial Load Applied to Stem J (Strength Level) Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity • 0.0 In j Earth Pressure Seismic Load Wind on Exposed Stem _ (Strength Level) - 5.5 psf LI Adacent ng oa Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soll at Back of Wall Poisson's Ratio • Method : Triangular Load at bottom of Triangular Distribution ..... , . (Strength) = 106.670 psf Total Strength-Level Seismic Load ..... Total Service-Level Seismic Load .•... I., s_t_e_m_w_e_,_g_h_t .s.e_1 •• m_i_c_L_o_a_d ____ , Fp I WP Weight Multlpller 0.200 g Added seismic base force == .. 0.0 ft 0.300 409.026 lbs 286.318 lbs 85.7 lbs ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Protect Name/Number : coa■tllne com Title Coa~llne Communltea Church Page : 2 Dsgnr: GV Date: 2 MAR 2020 Description .... (031) 8'-8" retaining w/2:1 backflll_ 18H seismic 1Jlis Wall in File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Documents\RetalnPro Project Files mro <c> iiif-2011, aulid 11.11.11.H LlcenN : KW~5M01 LlcenN To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall ; Stem Construction 3rd 6.67 Fence ASD Wall Stability Ratios Overturning = 1.34 Ratio < 1.51 Sliding = 1.32 Ratio < 1.51 Total Bearing Load = 3,031 lbs ... resultant ecc. = 17.11 in Soil Pressure O Toe = 2,890 psf OK Soll Pressure O Heel O psf OK Allowable 2,975 psf Soil Pressure Less Than Allowable ACI Factored O Toe .. 4,046 psf ACI Factored O Heel = 0 psf Footing Shear@ Toe = 37.4 psi OK Footing Shear O Heel = 14.4 psi OK Allowable 75.0 psi Sliding Cale• lateral Sliding Force = less 100°/4 Passive Force '"' - less 100% Friction Force = - Added Force Req'd = .... for 1.5 Stability = 2,155.6 lbs 1,776.0 lbs 1,061.0 lbs 0.0 lbs OK 396.4 lbs NG Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing O.algn Height Above Ft; Wall Material Above 'Ht' Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - fb/FB + fa/Fa Total Force O 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' ft .. = lbs= lbs= ft·#= ft-#= ft-# .. psi= psi= = in2= in .. Masonry Data ----- f'm psi= Fy psi• Solid Grouting = Modular Ratio 'n' -Wall Weight psf= Equiv. Solid Thick. .. 11.5 20.2 Code: CBC 2019,ACI 318-14,TMS 402-16 2nd Stem OK 2.00 Masonry LRFD 8.00 # 4 16.00 Edge 0.559 1,115.7 1,886.7 3,368.0 12.2 80.5 91 .50 5.25 2,000 60,000 Yes 16.11 78.0 7.60 Bottom Stem OK 0.00 Masonry LRFD 12.00 # 4 8.00 Edge 0.451 2,230.0 5,169.8 11,446.9 16.0 80.5 139.50 9.00 2,000 60,000 Yes 16.11 124.0 11.60 LRFD Load Factor• Building Code Dead Load live Load Earth, H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data f'c psi • Fy psi= ., I f/._r,,~ "' "' ~ ~: 85660 I 5/31/2021 * V I\, (~.._.,., ~ .. \.,f~/ Project Name/Number: coastline com ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Title Coaa:tllne Communltes Church Page : 3 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (031) 8'-8" retaining w/2:1 backflll_18H seismic "his Wall in File: C:\Users\gverdugo\OneDrive -ORCO Block Cornpany\Documents\RetainPro Project Flies AetainPro (c) 1iif.ioii, iulici 11.11.Hli Lk:enH : KW-oeo5M01 ucen .. To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths Toe Width 1.75 ft Heel Width = 2.50 Total Footing Width 4.25 Footing Thickness = 12.00 in Key Width = 12.00 In Key Depth = 31.00 in Key Distance from Toe = 1. 75 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0014 Footing Design Results ~ Factored Pressure = 4,046 Mu' : Upward = 4,473 Mu' : Downward = 354 Mu: Design "' 4,118 Actual 1-Way Shear ,. 37.37 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 • Hu! o psf 0 ft-# 1,748 ft-# 1,748 ft-# 14.40 psi 40.00 psi Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #40 11.89 in, #50 18.44 in, #6@ 26.18 in, #7@ 35.70 In, #8@ 47.01 in, #9@ 5 Heel: Not req'd: Mu < phi*5*1ambda*sqrt(f'c)'Sm Key: #4011.89in,#50181n,#6@ 181n,#7@ 181n,#8@ 18 1 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #40 11 .90 In #50 18.45 in #60 26.19 in of Overturnin & Resistin Forces & Moments 0.86 ln2 0.20 in2 1ft If two layers of horizontal bars: #4@ 23.81 In #5@ 36.90 in #6@ 52.38 In ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Item lbs ft ft-# -----Heel Active Pressure = 1,772.0 2.81 4,972.8 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load O Stem Above Soll = 11.6 Seismic Earth Load 286.3 Seismic Stem Self Wt .. 85.7 Total 2,155.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 9.42 108.8 2.56 731 .9 3.98 341 .5 O.T.M. 6,155.0 1.34 3,031 .3 lbs Soll 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 Surcharge Over Toe = Stem Welght(s) = Earth @ Stem Transitions= Footing Weight Key Weight = Vert. Component = Force Distance lbs ft 1, 150.4 3.50 64.7 3.75 612.3 2.15 179.0 2.58 637.5 2.13 387.5 2.25 Moment ft-# ---4,026.4 242.6 1,316.9 462.4 1,354.7 871 .9 Total ■ 3,031.3 lbs R.M.• 8,274.8 If seismic Is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt :7 * Axial live load NOT Included In total displayed! or used for overturning resistance, but Is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pcl 0.192 in Page: 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastllne com Title Coa~llne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (031) 7'-4" retaining w/2:1 backfill This Wall In File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Oocll'Tlents\RetainPro Project Files AetalnPro (c) 1iif.2o1i, lulld 11.11.11.26 Ucen .. : KW-GI05M01 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 LlcenN To : ORCO BLOCK COMPANY INC. Criteria Soil Data Retained Height .. 7.33 ft Wall height above soil = 3.50 ft Slope Behind Wall = 2.00 Height of Soll over Toe 0.OOln Water height over heel 0.0 ft ..._ __________ _ Allow Soll Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure • 50.0 psf/ft Passive Pressure Soil Density, Heel Soll Density, Toe FootlngllSoil Friction Soil height to ignore for passive pressure = 300.0 psf/ft = 115.00 pcf "' 115.00 pcf 0.350 = 12.00 in Ll!!IS•urlll!lc•h•ar111g~e•Lll!loll!lla•d••----~•) [IateraIToadApplied to Stem ) [ Adjacent Footing Load Adjacent Footing Load = Surcharge Over Heel = 0.0 psf Lateral Load = o.o #/ft Used To Resist Sliding & Overturning ... Height to Toi: = o.oo ft Surcharge Over Toe = 0.0 psf ... Height to Bottom .. 0.00 ft Used for Sliding & Overturning ~ Load Type = Wind (W) I Axial Load Applied to Stem -(Strength Level) Axial Dead Load 0.0 lbs Axial Live Load "' o.o lbs Axial Load Eccentricity = 0.0 In I Design Summary I Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.56 OK 1.52 OK 3,574 lbs 15.22 In Soll Pressure @ Toe = 2,153 psf OK Soil Pressure @ Heel = 0 psf OK Allowable "' 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,014 psf ACI Factored @ Heel o psf Footing Shear@ Toe = 37.8 psi OK Footing Shear @ Heel = 17.9 psi OK Allowable 75.0 psi Slldlng Cales Lateral Sliding Force .. less 100% Passive Force .. - less 100% Friction Force = Added Force Req'd = ... .for 1 .5 Stability 2,174.4 lbs 2,054.2 lbs 1,250.9 lbs 0.0 lbs OK 0.0 lbs OK Wind on Exposed Stem = (Strength Level) 26.7 psf [Ste"m Construction -. Design Height Above Ft; ft • Wall Material Above 'Ht' ,. Design Method = Thickness = Rebar Size = Rebar Spacing = Reber Placed at = Design Data fb/FB + fa/Fa Total Force O Section Service Level Strength Level Momenl ... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' = ft-#= ft·#= ft-# .. psi .. psi= 3rd 7.33 Fence ASD 56.1 98.1 Footing Width = Eccentricity .. Wall to Ftg CL Dist • Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd Bottom Stem OK Stem OK 2.67 0.00 Masonry Masonry LRFD LRFD 8.00 12.00 # 4 # 4 16.00 8.00 Edge Edge o.sn 0.532 962.1 2,242.6 1,948.3 6,099.6 3,368.0 11,446.9 10.5 16.1 80.5 80.5 91.50 139.50 5.25 9.00 O.Olbs 0.00ft 0.00in 0.00ft Line Load 0.0 ft 0.300 LRFD Masonry Data f'm --------- Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c psi= psi-= -psfz 2,000 60,000 Yes 16.11 78.0 7.60 .. Medium Weight .. LRFD 2,000 60,000 Yes 16.11 124.0 11 .6 m Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Fy psi = psi= l> I "'I 3/31/2021 VI\.. c,.1-, --<:: Page: 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Project Name/Number : coastline com TIiie Coae;tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (031) 7'-4" retaining w/2:1 backflll -his Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Files RetaJnPro (c) iii'i-2011, Build 11.ii.Hli Llcenee : KW--06059401 License To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density = 2.00 ft 2.75 4.75 12.00 in 12.00 in 34.00 in 2.00 ft 60,000 psi 150.00pcf 0.0014 Footing Design Results m Factored Pressure = 3,014 Mu' : Upward = 4,818 Mu' : Downward = 450 Mu: Design 4,368 Actual 1-Way Shear = 37.77 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 • till! o psf 5 ft-# 2,496 ft-# 2,491 ft-# 17.87 psi 40.00 psi Min.As% Cover@ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 11 .89 in, #5@ 18.44 in, #6@ 26.18 in, #7@ 35.70 in, #8@ 47.01 in, #9@ 5 Heel: Not req'd: Mu < phi.5*Iambda'sqrt(f'c)'Sm Key: #4@ 11 .89 in, #5@ 18 In, #6 @ 18 In, #7@ 18 in, #8@ 18 1 Min footing T&S reinf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@11 .90 in #5@ 18.45 in #6@ 26.19 In 0.96 in2 0.20 in2 tit If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 in #6@ 52.38 in Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total -Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft·# 2,118.3 3.07 6,499.7 56.1 10.08 565.2 2,174.4 O.T.M. 7,064.8 Vertical Loads used for Soll Pressure = = 1.56 3,573.9 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soll Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Welgh1 Key Weight = . .... RESISTING ..... Force Distance Moment lbs ft ft-# 1,475.2 3.88 5,716.3 88.0 4.17 366.9 694.6 178.6 712.5 425.0 2.41 2.83 2.38 2.50 1,675.8 506.1 1,692.2 1,062.5 Vert. Component = __ _ Total • 3,573.9 lbs R.M.= 11,019.8 • Axial live load NOT included in total displayed( or used for overturning resistance, but is Included for soil pressure ca cu1ation. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. [rill: -7 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.136 In ~; :,',;i ... 4-'<t / •).,"'·~ ~ /.s The above calcul lion ts I 01 valid if tho heel soil bearing QI' .ssure exc ed 11 lflt 01 lhe 1oe, because lhe wall would Jhen tend lo 1otate lnto Ille rota1ned so I. 0 "'' 3660 ). I lll I 131/2021 I . I\.. ci,.1.. I Project Name/Number : coeatllne com Title Coa•llne Communltes Church , Page : 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03k) 7'-4" retaining w/2:1 backfill_ 16H seismic "fhis Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Flies e:i.:~J~=:-BuilciH.ii.H.2t Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Criteria I Soil Data I Retained Height Wall height above soil Slope Behind Wall = Height of Soil over Toe = Water height over heel .. 7.33 ft 3.50 ft 2.00 0.00in 0.0 ft Allow Soil Bearing = 3,000;0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soll Density, Toe Footlngl!Soil Friction Soll height to ignore for passive pressure 300.0 psf/ft = 115.00 pcf = 115.00 pcf = 0.350 ., 12,00 In [ Surcharge Loads --J [ Lateral Load Applied to Stem • [ Adjacent Footing Load Adjacent Footing Load Surcharge Over Heel • 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load lied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [ Earth Pressure Seismic Loaci"" • Method : Triangular Lateral Load ... Height to Tor:: ... Height to Bottom Load Type = 0.0 #/ft = 0.00ft 0.00 ft = Wind (W) (Strength Level) Wind on Exposed Stem = (Strength Level) 5.5 psf Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soll at Back of Wall Poisson's Ratio Total Strength-Level Seismic Load .... . Load at bottom ofTriangular Distribution ....... = 117.330 psf Total Service-Level Seismic Load .... . (Strength) = [ Stem Weight Seismic Load -J Fp / WP Weight Multiplier 0.200 g Added seismic base force .. = = = -.. 0.0lbs 0.00 ft 0.OOln 0.00 ft Line Load 0.0 ft 0.300 488.679 lbs 342.076 lbs 97.2 lbs I ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Tel. (714) 527-2239 Project Name/Number : coastllne com Title Coa9!lllne Communltes Church Page : 2 Dsgnr: GV Date: 2 MAR 2020 Description .... (03k) 7'-4" retaining w/2:1 backflll_16H seismic Is Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Flies AetainPro le> 1A1-201i, iuli311.1i.11.D LlcenH : KW-4MI05M01 License To : ORCO BLOCK COMPANY INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Design Summary J Stem Construction Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.38 Ratio < 1.51 1.29 Ratio < 1.51 3,574 lbs 18.29 In Soll Pressure O Toe 2,801 psf OK Soil Pressure O Heel = o psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,921 psf ACI Factored O Heel = o psf Footing Shear O Toe = 43.2 psi OK Footing Shear O Heel 18.3 psi OK Allowable = 75.0 psi Slldlng C.lcs Lateral Sliding Force "' less 100% Passive Force = - less 100°/a Friction Force • - 2,569.2 lbs 2,054.2 lbs 1,250.9 lbs Added Force Req'd .. .... for 1.5 Stability = 0.0 lbs OK 548.7 lbs NG Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing Load Factors -- Building Code Dead Load Live Load Earth,H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above 'Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force O 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 f'm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Typa Masonry Design Method Concrete Data f'c Fy ft= = = = = = lbs= lbs= ft-#= ft-# .. ft-# .. psi= psi= ln2• in= psi .. psi= • = psf= = 3rd 7.33 Fence ASD 11.6 20.2 2nd Stem OK 2.67 Masonry LRFD 8.00 # 4 16.00 Edge 0.657 1,113.5 1,879.6 3,368.0 12.2 80.5 91 .50 5.25 2,000 60,000 Yes 16.11 78.0 7.60 • Medium Weight "'LRFD Bottom Stem OK 0.00 Masonry LRFD 12.00 # 4 8.00 Edge 0.593 2,685.7 6,802.3 11,446.9 19.3 80.5 139.50 9.00 LRFD -------- 2,000 60,000 Yes 16.11 124.0 11.60 //,,_<:> ,. ... ,,,~, ~ ..,, ~· ·~ mm 0 m I • 85660 JI, ,a , 05/51/2021 / V \\... c~ Project Name/Number : coastline com ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Title Coaa;tllne Communltea Church Page : 3 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03k) 7'-4" retaining w/2:1 backflll_16H seismic his Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Flies AetainPro<cl1iif-261i, iullci11 .1i.11.H C t'I d R t • • W II Lanae: KW-G6059401 an I evere e aining 8 Code: CBC 2019,ACI 318-14,TMS 402-16 License To: ORCO BLOCK COMPANY. INC. I Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe t'c = 2,500 psi Fy = Footing Concrete Density = 2.00 ft 2.75 4.75 12.00 in 12.00 in 34.00 in 2.00 ft 60,000 psi 150.00pcf 0.0014 Footing Design Results Toe Factored Pressure = 3,921 Mu': Upward = 5,794 Mu' : Downward = 450 Mu: Design 5,344 Actual 1-Way Shear = 43.23 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 ~ o psf 0 ft-# 2,496 ft-# 2,496 ft-# 18.26 psi 40.00 psi Min. As% Cover@ Top 2.00 @ Btm;:: 3.00 in Toe: #4@ 11 .89 in, #5@ 18.44 in, #6@ 26.18 in, #7@ 35.70 in, #8@ 47.01 In, #9@ 5 Heel: Not req'd: Mu < phi•5•1ambda*sqrt(f'c)*Sm Key: #4@ 11 .89 in, #5 @ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i Min footing T&S reinf Area Min footing T&S rein! Area per foot If one layer of horizontal bars: #4@ 11.90 in #5@ 18.45 in #6@ 26.19 in 0.96 in2 0.20 in2 1ft If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 in #6@ 52.38 in [Summa of Overturnin & Resistin Forces & Moments Item 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 Total = Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 2, 118.3 3.07 6,499.7 11 .6 342.1 97.2 2,569.2 10.08 2.78 4.25 O.T.M. 116.4 949.8 413.6 ----7,979.5 = Vertical Loads used for Soil Pressure = 1.38 3,573.9 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem SoilOverToe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weight Key Weight Vert. Component = -- . ... ,RESISTING ..... Force Distance lbs ft 1,475.2 3.88 88.0 4.17 694.6 2.41 178.6 2.83 712.5 2.38 425.0 2.50 Moment ft-# 5,716.3 366.9 1,675.8 506.1 1,692.2 1,062.5 Total ■ 3,573.9 lbs R.M.• 11,019.8 If seismic Is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sllding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt I * Axial live load NOT included In total dlsplayedj or used for overturning res istance, but Is included for soil pressure ca culalion. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.177 In Tl) above calculation Is not valid if ti) I eel soil bearing messure exceeds thal ol the toe, b cause the wall would th n tend to r91a1e Into tl)e retail 1ed soil. ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coaatllne com Title Coaa,tllne Communltes Church Dsgnr: GV Description .... (031) 8'-0" retaining w/2:1 backfill Page : 1 Date: 2 MAR 2020 'l"his Wall In File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Documents\RetainPro Project Files NetainPro <c> 16if-ao11, eulid 11.11.11.H UcenM: KW-oeost401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 UcenH To : ORCO BLOCK COMPANY INC. Criteria Retained Height .. 8.00 ft Wall height above soil = 3.50 ft Slope Behind Wall .. 2.00 Height of Soil over Toe .. 0.OOin Water height over heel -0.0 ft Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 300.0 psf/ft 115.00 pcl = 115.00 pcf 0.350 12.00 in LJ [Sw .,!!llu•r•ch•a•rllll!g!lle•L•oa.d111s ____ ~_.1 [ Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf I I Adjacent Footing Load Adjacent Footing L~d = Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 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 [ Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. • = • 1.61 OK 1.53 OK 4,174 lbs 15.94 in Soil Pressure@ Toe = 2,145 psf OK Soil Pressure @ Heel 0 psi OK Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,004 psi ACI Factored @ Heel = 0 psf Footing Shear@ Toe 43.1 psi OK Footing Shear @ Heel = 22.3 psi OK Allowable 75.0 psi Slldlng Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force "' Added Force Req'd = .... for 1.5 Stability = 2,556.1 lbs 2,454.2 lbs 1,460.8 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Lateral Load ... Height to To~ ... Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Footing Width .. Eccentricity • Load Type = Wind(W) (Strength Level) Wall to Ftg CL Dist • Footing Type Base Above/Below Soil at Back of Wall Wind on Exposed Stem = (Strength Level) [ Stem Construction Design Height Above Ftsi 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' Masonry Data f'm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c 26.7 psf • ft .. .. = = = = .. lbs= lbs= ft-#= ft-#= ft-#= psi= psi= = ln2 = in= psi= psi= = = psf= Poisson's Ratio 3rd 2nd Bottom Stem OK Stem OK 8.00 3.33 0.00 Fence Masonry Masonry ASD LRFD LRFD 8.00 12.00 # 4 # 4 16.00 8.00 Edge Edge 0.580 0.875 56.1 965.8 2,653.5 98.1 1,957.9 7,737.8 3,368.0 11,446.9 10.6 80.5 91 .50 5.25 2,000 60,000 Yes 16.11 78.0 7.60 19.0 80.5 139.50 9.00 2,000 60,000 Yes 16.11 124.0 = Medium Weight = LRFD = O.Olbs 0.00 ft 0.OOln 0.00 ft Line Load 0.0 ft 0.300 LRFD • Building Code Dead Load Live Load Earth, H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 psi= Fy psi= !Tl I 660 l>l ;,g , /51/2021 / . V I\.. / c,..1. Page : 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coHtllne com Title Coa~llne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (031) 8'-0" retaining w/2:1 backfill ~his Wall In FIie: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Files Aei;lnPro (c) 1N7-2011, iuiici 11.11.11.29 UcenN: KW-oeost401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 UcenH To : ORCO BLOCK COMPANY INC. Footing Dimensions & Strengths I Footing Design Results Toe Width = 2.25 ft Heel Width 3.00 Total Footing Width = 5.25 Footing Thickness = 12.00 In Key Width = 12.00 in Key Depth = 38.00 In Key Distance from Toe = 2.25 ft re -2,500 psi Fy .. 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0014 Cover @ Top 2.00 @ Btm,-3.00 In I2!. Factored Pressure = 3,004 Mu' : Upward = 6, 137 Mu' : Downward = 557 Mu: Design = 5,580 Actual 1-WayShear • 43.13 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 t1nl o psf 34 ft-# 3,429 ft-# 3,395 ft-# 22.35 psi 75.00 psi Toe: #4@ 11.B7in, #50 18.40In, #6@ 26.12In, #7@ 35.62in, #BO 46.90In, #90 5 Heel: #40 11 .89 In, #50 18.44 in, #60 26.18 in, #7@ 35.70 In, #BO 47.01 in, #90 5 Key: #4@ 11.89 in, #50 18 in, #60 18 in, #7@ 18 in, #8@ 18 i Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.90In #5@ 18.45 in #60 26.19 In 1.06 in2 0.20 in2 1ft If two layers of horizontal bars: #40 23.81 in #5@ 36.90In #6@ 52.38 in rs;ummary of Overturning & Resisting Forces & Momen~ ) Item Heel Active Pressure = Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load O Stem Above Soll .. Total Realatlng/Overturnlng Ratio ..... OVERTURNING ..... Force Dlatance Moment lbs ft ft-# 2,500.0 3.33 8,333.3 56.1 10.75 602.B 2,556.1 O.T.M. 8,936.1 -= 1 ,61 Vertical Loads used for Soll Pressure = 4,173.7 lbs Soil Over Heel .. Sloped Soll 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 = . .... RESISTING ..... Force Dlatance lbs ft ---1,840.0 4.25 115.0 4.58 777.2 2.67 179.0 3.08 787.5 2.63 475.0 2.75 Moment ft-# 7,820.0 527.1 2,076.5 552.0 2,067.2 1,306.3 ----Total ■ 4,173.7 lbs R.M.• 14,349.0 • Axlal live load NOT included In total displayed! or used for overturning resistance, but Is Included for soil pressure ca culatlon. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. [I][ 7 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Deft@ Top of Wall (approximate only) 250.0 pcl 0.131 In The above calculation Is tlOl valid if the heel oil bearing pressure exceeds lltal ot the toe. because lhe wall wopld then lend lo rotate fpto the retained o I, ~ of E ,r<c. •/~t,,4-, ':: .r C m l 1> I "' I Project Name/Number : coastllne com ORCO Block & Hardscape 11100 Buch Blvd Stanton, CA 90680 Title Coaa;tllne Communltes Church Page : 1 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03m) 8'-0" retaining w/2:1 backflll_16H seismic his Wall in FIie: C:\Users\gverdugo\OneDrlve • ORCO Block Company\Documents\RetalnPro Project Files •-inPro (c) 1N7•2018, Build 11.18.11.29 LicenH : KW-oso59401 Llcenae To: ORCO BLOCK COMPANY1 INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Criteria I [ Soil Data j Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel = 8.00ft 3.50 ft 2.00 O.OO in 0.0 ft Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft .. Passive Pressure .. 300.0 psf/ft Soll Density, Heel = 115.00 pcf Soll Density, Toe = 115.00 pcf FootlngllSoll Friction .. 0.350 Soil height to Ignore for passive pressure = 12.00 in I l!!ls.ur.c.h.a1111rgllJ!llle•L•o•a•d•s::: __ ..ill!I ... I I Lateral Load Applied to Stem J Surcharge Over Heel .. 0.0 psf Lateral Load = o.o #/ft Used To Resist Sllding & Overturning ... Height to Toi: .. o.oo ft Surcharge Over Toe = 0.0 psf ... Height to Bottom = o.oo ft Used for Sliding & Overturning L Load Type .. Wind (W) l Axial Load Applied to Stem J (Strength Level) Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [ Earth Pressure Seismic Load Wind on Exposed Stem = (Strength Level) 5.5 psf Adjacent oo ng oa Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio • Method : Triangular Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution ...... . 128.000 psf Total Service-Level Seismic Load .... . (Strength) .. .. I .s.te_m_w_e.igilh■t■Se-l·s·m·i·c·L·o·a·d--·l-Fp / WP Weight Multiplier 0.200 g Added seismic base force = 0.0 ft 0.300 576.000 lbs 403.200 lbs 108.8 lbs ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527•2239 Project Name/Number : coastllne com Title Coae:tllne Communltes Church Page : 2 Dsgnr: GV Date: 2 MAR 2020 Description .... (03m) 8'-0" retaining w/2:1 backflll_16H ••lsmlc This Wall in File: C:\Users\g\ierdugo\OneDrive • ORCO Block Company\Oocuments\AetainPro Project Files ReialnPro (c) 1N7-2011, iullci 11.11.11.B Ucenae : KW-oeo5M01 LlcenN To : ORCO BLOCK COMPANY INC. Design Summary I Wall Stability Ratios Overturning Sliding = 1.41 Ratio< 1.51 1.29 Ratio < 1.51 Total Bearing Load ... resultant ecc. = 4,174 lbs 19.46 in Soil Pressure O Toe = 2,773 psf OK Soil Pressure @ Heel O psf OK Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored O Toe .. 3,882 psi ACI Factored O Heel .. o psf Footing Shear O Toe = 49.7 psi OK Footing Shear O Heel = 23.7 psi OK Allowable .. 75.0 psi Slldlng C.lca Lateral Sliding Force • less 100% Passive Force = - less 100% Friction Force = - 3,023.6 lbs 2,454.2 lbs 1,460.8 lbs Added Force Req'd = .... for 1.5 Stability • 0.0 lbs OK 620.4 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Cantilevered Retaining Wall Code: CBC 2019,ACI 318·14,TMS 402-16 Stem Construction Design Height Above Ftg Wall Material Above 'Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - fb/FB + fa/Fa Total Force O 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 Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method I ft• = ft-#= ft·#= ft-# .. psi= psi= in2= In,. psi .. psi= psf= 3rd 8.00 Fence ASD 11 .6 20.2 2nd Stem OK 3.33 Masonry LRFD 8.00 # 4 16.00 Edge 0.561 1,119.5 1,893.1 3,368.0 12.2 80.5 91.50 5.25 2,000 60,000 Yes 16.11 78.0 7.60 = Medium Weight = LRFD Concrete Data -------re Fy psi= psi= Bottom Stem OK 0.00 Masonry LRFD 12.00 # 4 8.00 Edge 0.766 3,189.8 8,778.2 11,446.9 22.9 80.5 139.50 9.00 2,000 60,000 Yes 16.11 124.0 11 .60 LRFD Project Name/Number : coastline com ORCO Block & H■rdacape 11100 Beach Blvd Stanton, CA 90880 Title Coal!tllne Communltea Church Page : 3 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03m) a•-o• retaining w/2:1 backfill_ 16H .. Iamlc his Wall in FIie: C:\Users'q/erdugo\OneDrlve -ORCO Block Company\Documents\RetalnPro Project Flies AeialnPro (c) 1N7-2011, Build 11.11.11.29 Ucenee : KW-GI05M01 License To : ORCO BLOCK COMPANY. INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 [ Footing Dimensions & Strengths I Toe Width = 2.25 ft Heel Width 3.00 Total Footing Width = 5.25 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth 38.00 In Key Distance from Toe 2.25 ft re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% • 0.0014 Footing Design Results !Sll Factored Pressure = 3,882 Mu' : Upward = 7,378 Mu' : Downward • 557 Mu: Design .. 6,822 Actual 1-Way Shear • 49.66 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 • till1 O psf 0 ft-# 3,429 ft-# 3,429 ft-# 23.74 psi 75.00 psi Cover @ Top 2.00 @ Btm.-3.00 In Toe: #4@ 9.70 in, #50 15.05 in, #6@ 21 .36 In, #7@ 29.13 In, #8@ 38.36 in, #90 48 Heel: #4@ 11.89 in, #50 18.44 in, #6@ 26.18 in, #7@ 35.70 in, #80 47.01 In, #9@ 5 Key: #40 11.89 in, #50 18 In, #6@ 18 In, #7@ 18 in, #8@ 18 1 Min footing T&S relnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 11 .90 In #5@ 18.45 In #6@ 26.19 in 1.06 in2 0.20 ln2 1ft if two layers of horizontal bars: #4@ 23.81 In #5@ 36.90 In #6@ 52.38 in I Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load "' Added Lateral Load • Load O Stem Above Soil = Seismic Earth Load Seismic Stem Seif Wt Total Resisting/Overturning Ratio ....• OVERTURNING ..... Force Distance Moment lbs ft ft-# 2,500.0 3.33 8,333.3 11 .6 10.75 124.2 403.2 3.00 1,209.6 108.8 4.54 494.0 3,023.6 O.T.M. 10,161.0 .. = 1.41 Vertical Loads used for Soll Pressure = 4,173.7 lbs 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 = Surcharge Over Toe = Stem Welght(s) Earth O Stem Transitions • Footing Weigh1 = Key Weight = Vert. Component = . .... RESISTING ..... Force Distance lbs ft 1,840.0 115.0 777.2 179.0 787.5 475.0 4.25 4.58 2.67 3.08 2.63 2.75 Moment ft-# J 7,820.0 527.1 2,076.5 552.0 2,067.2 1,306.3 ----Total ■ 4,173.7 lbs R.M.■ 14,349.0 If seismic Is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. lnii" I • Axial live load NOT Included In total displayed, or used for overturning resistance, but is included for soil pressure ca,culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defi @ Top of Wall (approximate only) 250.0 pcl 0.169 in The above calculalion I. not yalld jf the heel soil b artng pressure exceed 111a1 of Jl)!f! 109. because 1he wall would then tend to I01ate into the retained • oil. ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coaatllne com Title Coae;tllne CommunltH Church Dsgnr: GV Description .... (03n) 8'-8" retaining w/2:1 backfill 'This Wall in FIie: C:\Users\gverdugo\OneDrive • ORCO Block Company\Documents\RetainPro Project Files Page : 1 Date: 2 MAR 2020 A.t.inPro (c) 1N7•2018, iuiicl 11.ii.11.H Ucenae: KW-4l059401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Criteria Soll Data .._ __________ _ Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Retained Height = 8.67 ft Wall height above soil = 3.50 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 0.OOin Water heigh1 over heel -0.0 ft = Passive Pressure = 300.0 psf/tt Soil Density, Heel = 115.00 pct Soll Density, Toe 115.00 pct FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in .,I Sl!!lu•r•c•h•ar111gl!!le•L•o•a•d••-------• [lateral Load Applied to Stem I Surcharge Over Heel • 0.0 psf Lateral Load o.o #/ft Used To Resist Sliding & Overturning ... Height to Top = o.oo ft Surcharge Over Toe = 0.0 psf ... Height to Bottom 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) Axial Load A lied to Stem (Strength Level) Axial Dead Load Axial Live Load = Axial Load Eccentricity = [ Design Summary Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. • 0.0lbs 0.0 lbs 0.0 In 1.67 OK 1.51 OK 5,063 lbs 16.44 in Soll Pressure O Toe 2,243 psi OK Soil Pressure O Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored O Toe = 3,141 psf ACI Factored O Heel O psf Footing Shear@ Toe = 37.1 psi OK Footing Shear O Heel = 17 .2 psi OK Allowable = 75.0 psi Slldlng Cales Lateral Sliding Force = less 100% Passive Force ~ - less 100% Friction Force = - Added Force Req'd .... for 1.5 Stability = 3,014.5 lbs 2,776.0 lbs 1,772.2 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Wind on Exposed Stem = (Strength Level) [ Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at DHlgn Data -- fb/FB + fa/Fa Total Force O Sactlon 26.7 psf • ft= -= in= = = "' = 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 .. Anet (Masonry) ln2 • Rebar Depth 'd' in = Maaonry Data f'm psi= Fy psi= Solid Grouting .. Modular Ratio 'n' • Wall Weight psf = 4th 8.67 Fence ASD 56.1 98.1 LJ Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soll at Back of Wall Poisson's Ratio 3rd Stem OK 4.00 Masonry LRFD 8.00 # 4 16.00 Edge 0.580 965.8 1,957.9 3,368.0 10.6 80.5 91 .50 5.25 2,000 60,000 Yes 16.11 78.0 2nd Stem OK 2.00 Masonry LRFD 12.00 # 4 8.00 Edge U13 1,873.0 4,743.4 11,446.9 13.4 80.5 139.50 9.00 2,000 60,000 Yes 16.11 124.0 = = = "' = = 0.0lbs 0.00 ft 0.00ln 0.00 ft Line Load 0.0 ft 0.300 Bottom Stem OK 0.00 Masonry LRFD 16.00 # 4 8.00 Edge 0.573 3,100.2 9,663.3 16,846.9 16.5 80.5 187.50 13.00 2,000 60,000 Yes 16.11 164.0 ·-Load Factors ------- Building Code CBC 2019,ACI Equiv. Solid Thick. = 7.60 11.60 ~s Dead Load 1 .200 Masonry Block Type .. Medium Weight Live Load 1.600 Masonry Design Method • LRFD Earth, H 1.600 Concrete Data Wind, W 1.000 Seismic, E 1.000 f'c psi• Fy psi= RDU ~ 11\ 1 "' 0 m 1 • 85660 :,,. / :u 1 05/51/2021 / * /VI\-~ .... ~_, ~ .. ' ,,.1.. ,~ ,<, Page: 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Pro)ect Name/Number : coastline com Title Coae,tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03n) 8'-8" retaining w/2:1 backfill This Wall in File: C:\Users\gverdugo\OneDrlve -ORCO Block Company\Oocuments\AetainPro Project Flies Aetain►ro lo> iM-2011, iuilci 11.11.11.26 C tll ed R t i i W II l.loenH: KW-oeosM01 an ever e 8 n ng 8 Code: CBC 2019,ACI 318-14,TMS 402-16 Ucenae To : ORCO BLOCK COMPANY INC. Footing Dimensions & Strengths I Toe Width 2.50 ft Heel Width = 3.25 Total Footing Width ., 5.75 Footing Thickness .. 15.00 in Key Width 15.00 in Key Depth = 38.00 In Key Distance from Toe .. 2.50 ft f'c .. 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Footing Design Results ~ Factored Pressure 3, 141 Mu· : Upward = 8,003 Mu': Downward = 891 Mu: Design = 7,113 Actual 1-Way Shear = 37.07 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 .t:111! 0 psf 37 ft-# 3,723 ft-# 3,687 ft-# 17.24 psi 40.00 psi Cover O Top 2.00 @ Btm.-3.00 in Toe: #4@ 9.51 in, #5@ 14.75 In, #6@ 20.94 in, #70 28.56 in, #8@ 37.61 In, #90 47 Heel: Not req'd: Mu < phi*5*1embda*sqrt(f'c)*Sm Key: #4@ 9.51 in, #5@ 14.75 In, #60 18 In, #70 18 in, #80 18 Min footing T&S relnf Area Min footing T &S reinf Area per foot If one layer of horizontal bars: #4@ 9.52 in #50 14.76 In #60 20.95 in 1.45 in2 0.25 ln2 /It If two layers of horizontal bars: #4@ 19.05 In #50 29.52 In #6@ 41 .90 in ( Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = = Load O Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# --- 2,958.5 3.63 10,727.7 56.1 11.67 654.3 3,014.5 O.T.M. 11,382.0 Vertical Loads used for Soll Pressure .. = 1.67 5,063.5 lbs Soll Over Heel = Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = • Axlal Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Welght(s) = Earth @ Stem Transitions= Footing Weigh1 = Key Weight = Vert. Component . .... RESISTING ..... Force Distance lbs ft 1,911 .0 105.6 940.3 434.7 1,078.1 593.8 4.79 5.11 2.99 3.53 2.88 3.13 Moment ft-# 9,156.9 539.8 2,814.7 1,534.2 3,099.6 1,855.5 Total = 5,063.5 lbs R.M.• 19,000.8 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. l Tilt -, • Axial live load NOT included in total displayed! or used for overturning resistance, but Is Included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to well bending not considered) Soil Spring Reaction Modulus Horizontal Deft @ Top of Wall (approximate only) 250.0 pcl 0.132 in The above calculation is not valid II the heel soH beariqg 12rnssure exceeds that of ti e 1oe, b caus 1h wall would then tend lo rotate Into the retained 011. • Project Name/Number : coastline com ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Trtle Coae.ttlne Communltes Church Page : 1 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (030) 8'-8" retaining w/2:1 backfill_ 18H seismic 1rs Wall In File: C:\Users\gverdugo\OneDrtve • ORCO Block Company\Oocuments\RetalnPro Project Flies .&lnliiocci iiif-2019, Auila 11.18.11.26 Ucenee: KW-oeo&t401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Uc:en .. To : ORCO BLOCK COMPANY INC. Criteria I Soll Data I Allow Soil Bearing c 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Retained Height = 8.67 ft Wall height above soil 3.50 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft = Passive Pressure = 300.0 psf/ft Soll Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootlngllSoil Friction = 0.350 Soil height to Ignore for passive pressure = 12.00 In -.l S!!!lu•rll!llc•ha•rlllli!g!lle•L•o•ad•s----~--· [ Lateral Load Applied to Stem ) Surcharge Over Heel = 0.0 psf Lateral Load o.o #/ft Used To Resist Sliding & Overturning ... Height to Toi: = 0.00 ft Surcharge Over Toe .. 0.0 psf ... Height to Bottom o.oo ft Used for Sliding & Overturning ~ Load Type = Wind (W) I Axial Load Applied to Stem ■ (Strength Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 5.5 psf Axial Live Load = 0.0 lbs (Strength Level) Axial Load Eccentricity .. o.o in [ Earth Pressure Seismic Load LJ Adjacent Footing Load Adjacent ng oad = Footing Width = Eccentricity .. Wall to Ftg CL Dist .. Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = • Method : Triangular Total Strength-Level Seismic Load .... . • Load at bottom of Triangular Distribution ...... . = 138.670 psf Total Service-Level Seismic Load .... . (Strength) I Stem Weight Seismic Load -) Fp / WP Weight Multiplier = 0.200 g Added seismic base force 0.0 ft 0.300 687.803 lbs 481.462 lbs 131 .6 lbs ORCO Block & Herdscape 11100 B .. ch Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coestllne com Title Coaa;tllne Communltea Church Page : 2 Dsgnr: GV Date: 2 MAR 2020 Description .... (030) 8'-8" retaining w/2:1 beckflll_18H aelamlc This Wall In File: C:\Users\gverdugo\OneDrlve -ORCO Block Company\Documents\AetainPro Project Flies Reialn►ro (c) 1611-2011, iuiicl 11.11.11.H Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License : KW-cNIOSM01 Llcenae To : ORCO BLOCK COMPANY INC. , Design Summa~ I Stem Construction 4th 3rd 2nd Bottom Stem OK Stem OK Stem OK Wall Stablllty Ratios Design Height Above Ft5 ft .. 8.67 4.00 2.00 0.00 Overturning = 1.45 Ratio < 1.51 Wall Material Above "Ht" = Fence Masonry Masonry Masonry Sliding .. 1.27 Ratio < 1.51 Design Method = ASD LRFD LRFD LRFD Thickness in= 8.00 12.00 16.00 Total Bearing Load -5,063 lbs Rebar Size = # 4 # 4 # 4 ... resultant ecc. "' 20.50 in Rebar Spacing .. 16.00 8.00 8.00 Soil Pressure@ Toe 2,893 psf OK Rebar Placed at "' Edge Edge Edge Design Data -Soll Pressure O Heel = 0 psf OK fb/FB + fa/Fa = 0.580 0.451 0.157 Allowable = 3,000 psf Total Force O Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored O Toe 4,050 psi ACI Factored O Heel = O psi Strength Level lbs= 11.6 1,116.9 2,232.2 3,739.4 Footing Shear O Toe 43.1 psi OK Momant .... Actual = Service Level ft-#= Footing Shear O Heel = 18.3 psi OK Strength Level ft-#= 20.2 1,688.9 5,175.4 11,084.4 Allowable = 75.0 psi Slldlng Cales Moment. .... Allowable ft-# .. 3,368.0 11,446.9 16,846.9 Lateral Sliding Force 3,583.1 lbs Shaar ..... Actual less 100% Passive Force = -2,n6.0lbs Service Level psi= less 100% Friction Force = -1,n2.21bs Strength Level psi= 12.2 16.0 19.9 Added Force Req'd 0.0 lbs OK Shear ..... Allowable = 80.5 80.5 80.5 .... for 1.5 Stability = 826.4 lbs NG Anet (Masonry) in2= 91 .50 139.50 187.50 Rebar Depth 'd' in= 5.25 9.00 13.00 Masonry Data I'm psi= 2,000 2,000 2,000 Fy psi= 60,000 60,000 60,000 Solid Grouting = Yes Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 16.11 16.11 16.11 NOT considered in the calculation of soil bearing Wall Weight psi= 78.0 124.0 164.0 Load Factors ------ Building Code CBC 2019,ACI Equiv. Solld Thick. = 7.60 11.60 15.60 Dead Load 1.200 Masonry Block Type .. Medium Weight Live Load 1.600 Masonry Design Method = LRFD Earth,H 1.600 Concrete Data Wlnd,W 1.000 f'c psi= Seismic, E 1.000 Fy psi = Project Name/Number : coastline com Title Coa9;tllne Communltes Church Page : 3 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (030) 8'-8" retaining w/2:1 backflll_18H seismic llls Wall In Rle: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetainPro Project Files A.ialnPro (c) 1A7361i, lullcl H.ii.H.H UcenN : KW-oeost401 License To: ORCO BLOCK COMPANY1 INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 [ Footing Dimensions & Strengths I [ Footing Design Results Toe Width = 2.50 ft !2l Heel Width = 3.25 Total Footing Width = 5.15 Factored Pressure = 4,050 Mu' : Upward = 9,643 Footing Thickness 15.00 in Key Width 15.00 in Key Depth = 38.00 in Key Distance from Toe = 2.50 ft Mu' : Downward = 891 Mu: Design .. 8,753 Actual 1-Way Shear • 43.09 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing "' None Spec'd Key Reinforcing = None Spec'd Min. As% • 0.0014 Other Acceptable Sizes & Spacings • 1::111! o psf 0 ft-# 3,723 ft-# 3,723 ft-# 18.28 psi 40.00 psi Cover O Top 2.00 @ Btm.-. 3.00 In Toe: #4@ 9.51 in, #5@ 14.75 in, #60 20.94 in, #7@ 28.56 in, #80 37.61 in, #90 47 Heel: Not req'd: Mu < phi*5*Iambda*sqrt(f'c)"Sm Key: #40 9.51 in, #50 14.75 in, #60 18 in, #7@ 18 In, #8@ 18 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #40 9.52 in #50 14.76 in #60 20.95 in 1.45 in2 0.25 in2 1ft If two layers of horizontal bars: #4@ 19.05 In #50 29.52 in #6@ 41.90 In [ Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load O Stem Above Soil • Seismic Earth Load = Seismic Stem Self Wt .. Total RNlstlng/Ovarturnlng Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# --------2,958.5 3.63 10,727.7 11.6 11.67 134.8 481 .5 3.31 1,592.0 131.6 4.84 637.7 3,583.1 O.T.M. 13,092.2 Vertical Loads used for Soll Pressure = = 1.45 5,063.5 lbs Soll 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 = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Welgh1 = Key Weight = Vert. Component ..... RESISTING ..... Force Distance lbs ft 1,911 .0 105.6 940.3 434.7 1,078.1 593.8 4.79 5.11 2.99 3.53 2.88 3.13 Moment ft-# 9,156.9 539.8 2,814.7 1,534.2 3,099.6 1,855.5 Total• 5,063.5 lbs R.M.• 19,000.8 If seismic Is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Slidlng Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. TIit ] • Axial live load NOT included in total displayed( or used for overturning resistance, but is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wail (approximate only) 250.0 pcl 0.170 In ' ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastline com Title Coa~lne Communltes Church Dsgnr: GV Description .... (03p) 9'-4" retaining w/2:1 backfill Page: 1 Date: 2 MAR 2020 :rhls Wall in File: C:\Users\gverdugo\OneDrlve -ORCO Block Company\Documents\RetainPro Project Files G.JnPro (C) 1N7-2018, Buiid 11.18.11'.B LlcenH : KW-oeost401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Lk:enn To : ORCO BLOCK COMPANY INC. I Criteria I Retained Height 9.33 ft Wall height above soil 3.50 ft Slope Behind Wall = 2.00 Height of Soll over Toe = 0.OOin Water height over heel = 0.0 ft [!urcharge Loads J Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to S_t_e_m---,■ Axial Dead Load = 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity = 0.0 in [ Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.80 OK 1.52 OK 6,423 lbs 16.86 in • Soil Pressure@ Toe 2,321 psf OK Soll Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soll Pressure Less Than Allowable ACI Factored @ Toe = 3,250 psf ACI Factored @ Heel = 0 psi Footing Shear@ Toe 41 .5 psi OK Footing Shear @ Heel 22.9 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = • Added Force Req'd ... .for 1.5 Stability = 3,604.3 lbs 3,234.4 lbs 2,248.0 lbs 0.0 lbs OK 0.0 lbs OK lSoil Data • Allow Soil Bearing 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soll Density, Heel Soll Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 300.0 psf/ft 115.00 pcl 115.00 pcf 0.350 12.00 in I Lateral Load Applied to Stem • Lateral Load ... Height to TOJ: ... Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = (Strength Level) [ Stem Construction Design Height Above Ftg Wall Material Above 'Ht' Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data lb/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 f'm Fy 26.7 psi • ft. .. = in .. = .. lbs= lbs= ft-#= ft-#= ft-#= psi= psi= in2= In= psi= psf= 4th 9.33 Fence ASD 56.1 98.1 acent ootlng l:oad = Footing Width • Eccentricity = Wall to Fig CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 3rd 2nd Stem OK Stem OK 4.67 2.00 Masonry Masonry LRFD LRFD 8.00 12.00 # 4 # 4 16.00 8.00 Edge Edge 0.577 0.532 962.1 2,242.6 1,948.3 6,099.6 3,368.0 11,446.9 10.5 80.5 91 .50 5.25 16.1 80.5 139.50 9.00 2,000 60,000 Yes = = Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Solid Grouting Modular Ratio 'n' Wall Weight = psf= 2,000 60,000 Yes 16.11 78 .0 16.11 124.0 Load Factors Building Code Dead Load Live Load Earth,H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy = Medium Weight = LRFD psi= psi= 7.60 0.0 bs 0.00 ft 0.OOin 0.00 ft Line Load 0.0 ft 0.300 Bottom Stem OK 0.00 Masonry LRFD 16.00 # 4 8.00 Edge 0.703 3,575.4 11,864.3 16,846.9 19.1 80.5 187.50 13.00 2,000 60,000 Yes 16.11 164.0 ES D t1I m 0 m I 85660 l> "' /51/Z0ZI * /...-~ V \ \.. ~+', C~I.. 1f~/ Page: 2 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 ProJect Name/Number : coastline com Title Coae.tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03p) 9'-4" retaining w/2:1 backfill his Wall In FIie: C:\Users\gverdugo\OneDrlve -ORCO Block Company\Oocuments\RetalnPro Project Flies AetainPro lo> 1A1-201i. auilcl 11.11.11.H C t'I d R t · · W II Lloen .. : KW-48059401 an I evere e a1nmg a Code: CBC 2019,ACI 318-14,TMS 402-16 LlcenN To: ORCO BLOCK COMPANY. INC. l Footing Dimensions & Strengths I Toe Width = 2.50 ft Heel Width 4.00 Total Footing Width = 6.50 Footing Thickness = 15.00 In Key Width = 15.00 in Key Depth = 42.00 in Key Distance from Toe .. 2.50 ft fc = 2,500 psi Fy .. 60,000 psi Footing Concrete Density = 150.00 pct Min. As% = 0.0014 L Footing Design Results I.21 Factored Pressure = 3,250 Mu' : Upward .. 8,626 Mu' : Downward = 891 Mu: Design 7,736 Actual 1-Way Shear 41.50 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 • tiUJ. 0 psf 481 ft-# 7,240 ft-# 6,759 ft-# 22.86 psi 75.00 psi Cover@ Top 2.00 @ Btm.= 3.00 In Toe: #4@ 9.51 in, #5@ 14.75 in, #6@ 20.94 in, #7@ 28.56 in, #8@ 37.61 in, #9@ 47 Heel: #4@ 9.51 In, #5@ 14.75 in, #6@ 20.94 In, #7@ 28.56 in, #8@ 37.61 In, #9@ 47 Key: #4@ 9.51 in, #5@ 14.75 In, #60 18 in, #7@ 18 in, #8@ 18 Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #40 9.52 in #5@ 14.76 In #6@ 20.95 in 1.64 ln2 0.25 ln2 1ft If two layers of horizontal bars: #4@ 19.05 in #5@ 29.52 In #6@ 41.90 in l Summary of Overturning &Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soll = = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft·# 3,548.2 3.97 14,090.2 56.1 12.33 691 .3 3,604.3 O.T.M. 14,781.6 Vertical Loads used for Soll Pressure = = 1.80 6,422.8 lbs . .... RESISTING ..... Force Distance lbs ft ------Soll Over Heel = Sloped Soll 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 = 2,861.2 5.17 204.4 5.61 1,022.6 459.6 1,218.8 656.3 2.99 3.54 3.25 3.13 Moment ft-# 14,782.9 1,147.2 3,061.8 1,625.7 3,960.9 2,050.8 Total "' 6,422.8 lbs R,M.• 26,629.2 Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. [!Et • • Axial live load NOT Included In total displayed/ or used for overturning resistance, but Is included for soil pressure ca culatlon. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.127 in 1 he abov calculation I not yalt!.1 11 II 18 heel soil l:leartng pressur exceeds thal ol ttie toe. because the wall would lh n Jend to ,otate into the 1e1ained soil • Project Name/Number : coaatllne com Title Coaa;tllne Communltea Church Page : 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03q) 9'-4" retaining w/2:1 backflll_18H seismic his Wall In File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Files =':'J:.:::-iuDaH.ti.H.H Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Ucenae To : ORCO BLOCK COMPANY, INC. )Criteria I l,s.0.11.0.a.ta ________ l Retained Height 9.33 ft Wall height above soll = 3.50 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 0.00in Water height over heel = 0.0 ft Allow Soll Bearing • 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 50.0 psf/ft Passive Pressure Soll Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure = 300.0 psf/ft "' 115.00 pcf = 115.00 pct 0.350 12.00 In [surcharge Loads ::) [ Lateral Load Applied to Stem ) I Adjacent Footing Load Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe • 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem I Lateral Load = 0.0 #/ft Adjacent Footing Load = ... Height to Top 0.00 ft Footing Width = ... Height to Bottom = 0.00 ft Eccentricity ., Load Type Wlnd(W) Wall to Ftg CL Dist -= (Strength Level) Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Axial Live Load 0 .0 lbs Axial Load Eccentricity = 0.0 In Wind on Exposed Stem ., 5.5 psi at Back of Wall ;; (Strength Level) Poisson's Ratio .. [ Earth Pressure Seismic Load ) Method : Triangular Total Strength-Level Seismic Load. . . . . ., Load at bottom of Triangular Distribution . . . . • . . = 149.330 psf Total Service-Level Seismic Load. . . . . = (Strength) [ Stem Weight Seismic Load -) Fp / WP Weight Multiplier = 0.200 g Added seismic base force 0.0ll>S 0.00 ft 0.001n 0.00 ft Line Load 0.0 ft 0.300 789.956 lbs 552.969 lbs 143.2 lbs I ORCO Block & Hardacape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastline com Title Coa~llne Communltes Church Page : 2 Dsgnr: GV Date: 2 MAR 2020 Description .... (03q) 9'-4" retaining w/2:1 backfll1_16H seismic This Wall in File: C:\Users\gverdugo\OoeDrlve -ORCO Block Company\Documents\RetainPro Project Files Aeialn►rolcJiiit-2011, aulici11.1i.11.2t C t'I ed R t I I W II LlcenH: KW..cMIOSM01 an I ever e 8 n ng 8 Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = = 1.57 OK 1.29 Ratio< 1.5! 6.423 lbs 20.86 In Soll Pressure @ Toe "' 2,832 psf OK Soil Pressure @ Heel = O psf OK Allowable 3,000 psf Soll Pressure Less Than Allowable ACI Factored O Toe 3,965 psf ACI Factored C Heel = 0 psf Fooling Shear O Toe = 48.0 psi OK Footing Shear @ Heel = 27.1 psi OK Allowable = 75.0 psi Slldlng Cales Lateral Sliding Force less 100% Passive Force = • less 100% Friction Force = • 4,255.9 lbs 3,234.4 lbs 2,248.0lbs Added Force Req'd = .... for 1.5 Stability = 0.0 lbs OK 901.4 lbs NG ertlcal component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors --------- Building Code Dead Load Live Load Earth,H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ft; Wall Material Above 'Hr Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force O 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 - f'm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method fl= = .. In= = .. lbs= lbs .. ft-#= ft-#= ft-#= psi= psi• = in2= In .. psi= psi= = = psf= 9.33 Fence ASD 11.6 20.2 Stem OK 4.67 Masonry LRFD 8.00 # 4 16.00 Edge 0.557 1,113.8 1,880.1 3,368.0 12.2 80.5 91.50 5.25 2,000 60,000 Yes 16.11 78.0 7.60 = Medium Weight = LRFD Stem OK 2.00 Masonry LRFD 12.00 # 4 8.00 Edge 0.583 2,686.5 6,804.2 11,446.9 19.3 80.5 139.50 9.00 2,000 60,000 Yes 16.11 124.0 11 .60 Stem OK 0.00 Masonry LRFD 16.00 # 4 8.00 Edge 0.815 4,320.0 13,748.0 16,846.9 23.0 80.5 187.50 13.00 2,000 60,000 Yes 16.11 164.0 15.60 Concrete Data -------------------- f'c Fy psi= psi= Project Name/Number : coastline com Title Coae;tllne Communltea Church Page : 3 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03q) 9'-4" retaining w/2:1 backflll_HIH seismic This Wall in File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Documents\RetalnPro Project Files RetalnPro (C) 1987-2011, aulid 11.ii.11.H LlcenN : l(W-GIOSM01 LlcenH To: ORCO BLOCK COMPANY1 INC. Cantllevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 [ Footing Dimensions & Strengths I l Footing Design Results Toe Width .. 2.50 ft !5ll Heel Width = 4.00 Factored Pressure = 3,965 Total Footing Width = 6.50 Mu': Upward 10,114 Footing Thickness = 15.00 in Key Width = 15.00 in Key Depth = 42.00 In Key Distance from Toe = 2.50 ft Mu' : Downward = 891 Mu: Design = 9,223 Actual 1-Way Shear "' 47.96 Allow 1-Way Shear .. 75.00 Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing .. None Spec'd Key Reinforcing = None Spec'd Min. As % = 0.0014 Other Acceptable Sizes & Spacings • till! o psf 50 ft-# 7,240 ft-# 7,190 ft-# 27.09 psi 75.00 psi Cover O Top 2.00 C Btm.... 3.00 in Toe: #40 9.51 in, #5@ 14.75 In, #60 20.94 in, #70 28.56 In, #80 37.61 In, #90 47 Heel: #40 9.51 In, #50 14.75 in, #6@ 20.94 In, #70 28.56 in, #80 37.61 In, #90 47 Key: #40 9.51 In, #50 14.75 In, #60 18 in, #7@ 18 In, #80 18 Min footing T&S relnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 9.52 In #5@ 14.76 In #6@ 20.95 in 1.64 ln2 0.25 in2 /ft If two layers of horizontal bars: #40 19.05 In #50 29.52 In #60 41.90 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 O Stem Above Soil = Seismic Earth Load Seismic Stem Self Wt Total = Realatlng/Overturnlng Ratio 3,548.2 3.97 14,090.2 11 .6 553.0 143.2 4,255.9 12.33 3.53 5.14 O.T.M. 142.4 1,950.1 735.7 16,918.5 Vertical Loads used for Soil Pressure ,. = 1.57 6,422.8 lbs Soll 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 Surcharge Over Toe .. Stem Welght(s) = Earth @ Stem Transitions= Footing Weigh! • Key Weight = Vert. Component .. .. ... RESISTING ..... Force Distance lbs ft 2,861.2 5.17 204.4 5.61 1,022.6 459.6 1,218.8 656.3 2.99 3.54 3.25 3.13 Moment ft·# 14,782.9 1,147.2 3,061 .8 1,625.7 3,960.9 2,050.8 Total • 6,422.8 lbs R.M.• 26,629.2 If seismic is Included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. CU[ -. • Axial live load NOT included In total displayed, or used for overturning resistance, but Is included for soil pressure ca,culatlon. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Deft O Top of Wall (approximate only) 250.0 pci 0.155 In The abov calculalio!) is not valid if the heel soil bearing p1ess1J1 exc:e ds tha1 of tile toe. because t1,a waU would then tend to rotate into lh retained soil. • Page : 1 ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Project Name/Number : coastline com Title Coaa;tllne Communltes Church Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03r) 10'-0" retaining w/2:1 backfill J'his Wall in File: C:\Users\gverdugo\OneDrive -ORCO Block Compan,Y\Documen.ts\RetalnPro Project Flies R.&inPro (c) 1N7•2018, iuilci 11.18.11.29 Llcenae: KW-oeo59401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Criteria Retained Height = 10.00 ft Wall height above soil = 3.50 ft Slope Behind Wall = 2.00 Height of Soll over Toe = 0.00 in Water height over heel C 0.0 ft Soil Data I Allow Soll Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soll Density, Toe Footlngl!Soll Friction Soll height to Ignore for passive pressure = 300.0 psf/ft = 115.00 pcf 115.00 pcf = 0.350 12.00 In I., Sll!lu•r•c•h•ar1119 1111 e.L.o.a.d.s ____ lll!II_I I Lateral Load Apjii'ieci" to Stem Surcharo Over Heel = 0.0 psf Lateral Load = 0.0 #/ft ) [ Adjacent Footing Load Adjacent FooUng Load = O.Olbs 0.00 ft 0.00 in 0.00 ft Used o Resist Sliding & Overturning ... Height to Toi: Surcharge Over Toe .. 0.0 psf ... Height to Bottom = 0.00 ft "' 0.00 ft Used for Sliding & Overturning [ 1-Load Type Axial Load Applied to Stem ■ • Wind (W) (Strength Level) Axial Dead Load .. 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity .. 0.0 In [ Design Summary ::) Wall Stability Ratios Overturning Slldlng Total Bearing Load ... resultant ecc. 1.82 OK 1.53 OK 7,222 lbs 17.60 In Soll Pressure @ Toe = 2,368 psf OK Soil Pressure @ Heel O psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored O Toe 3,316 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe 46.7 psi OK Footing Shear @ Heel = 25.8 psi OK Allowable 75.0 psi Slldlng Cales Lateral Sliding Force .. less 100% Passive Force = - less 100% Friction Force .. - Added Force Req'd = .... for 1.5 Stabllity .. 4,093.6 lbs 3,726.0 lbs 2,527.7 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Wind on Exposed Stem = (Strength Level) 26.7 psf ~tem Construction Dsslgn Height Above Fts Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Dsslgn Data - fb/FB + fa/Fa Total Force O 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 f'm Fy Solid Grouting Modular Ratio 'n' Wall Weight • 4th ft = 10.00 = Fence = ASD In • "' ., = = lbs= lbs= 56.1 ft-#= ft-#= 98.1 ft-# - psi= psi= = in2= In= --- psi= psf .. = = psf= = Footing Width = Eccentricity • Wall to Ftg CL Dist = Footing Type Base Above/Below Soll at Back of Wall Poisson's Ratio 3rd 2nd Stem OK Stem OK 5.33 2.67 Masonry Masonry LRFD LRFD 8.00 12.00 # 4 # 4 16.00 8.00 Edge Edge .. • Line Load 0.0 ft 0.300 Bottom Stem OK 0.00 Masonry LRFD 16.00 # 5 8.00 Edge ---- 0.580 0.532 0.565 965.8 2,242.6 4,093.5 1,957.9 6,099.6 14,431.4 3,368.0 11,446.9 25,513.2 10.6 16.1 21.8 80.5 80.5 80.5 91.50 139.50 187.50 5.25 9.00 13.00 ---- 2,000 2,000 2,000 60,000 60,000 60,000 Yes Yes Yes 16.11 16.11 16.11 78.0 124.0 164.0 7.60 Building Code Dead Load Live Load Earth, H Wlnd,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight Concrete Data f'c Fy = psi= psi= LRFD V \ \.. Cl>\. ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90880 Tel. (714) 527-2239 Project Name/Number : coastline com Title Coa~llne Communltes Church Dsgnr: GV Description .... (03r) 10'-0" retaining w/2:1 backfill 'Tflls Wall in File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetalnPro Project Files Page: 2 Date: 2 MAR 2020 A.iainProtcJ1ii1-201i, luii311.1i.11.B C t"I d R t · I W II UcellH: KW-oeoSM01 an I evere e am ng a Code: CBC 2019,ACI 318-14,TMS 402-16 License To: ORCO BLOCK COMPANY1 INC. [ Footing Dimensions & Strengths I [ Footing Design Results Toe Width = 2.75 ft Ia Heel Width 4.25 Factored Pressure 3,316 Total Footing Width = 7.00 Mu' : Upward = 10,653 Footing Thickness = 15.00 in Key Width = 15.00 In Key Depth = 46.00 in Key Distance from Toe = 2.75 ft Mu' : Downward = 1 ,057 Mu: Design = 9,596 Actual 1-Way Shear 46.69 Allow 1 •Way Shear = 75.00 Toe Reinforcing None Spec'd f'c -2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Min. As% = 0.0014 Other Acceptable Sizes & Spacings I Hu! 0 psf 742 ft-# 9,056 ft-# 8,314 ft-# 25.80 psi 75.00 psi Cover O Top 2.00 @ Btm.... 3.00 in Toe: #40 9.43 In, #5@ 14.62 in, #6@ 20.75 in, #7@ 28.31 In, #8@ 37.27 In, #90 47 Heel: #4@ 9.51 In, #5@ 14.75 In, #6@ 20.94 In, #7@ 28.56 in, #BO 37.61 in, #9@ 47 Key: #40 9.51 in, #5@ 14.75 in, #6@ 18 In, #7@ 18 in, #BO 18 Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #40 9.52 in #50 14.76 In #60 20.95 in 1.76 in2 0.25 ln2 1ft If two layers of horizontal bars: #4@ 19.05 in #50 29.52 In #60 41 .90 in f Summary of Overturning & Resisting Forces & Moments -----. Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soll = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 4,037.5 4.24 17,103.5 56.1 13.00 728.9 4,093.6 O.T.M. 17,832.4 - Vertical Loads used for Soll Pressure = • 1.82 7,222.0 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem • SoilOverToe = Surcharge Over Toe = Stem Welght(s) = Earth @ Stem Transitions• Footing Weigh1 = Key Weight = Vert. Component s . .... RESISTING ..... Force Distance lbs ft 3,354.2 5.54 244.6 6.03 1,132.0 3.26 460.0 3.79 1,312.5 3.50 718.8 3.38 Moment ft-# 18,587.7 1,474.2 3,691.2 1,742.0 4,593.8 2,425.8 Total • 7,222.0 lbs R.M.= 32,514.6 • Axial live load NOT Included In total displayed! or used for overturning resistance, but Is Included for soil pressure ca culatlon. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. [Tilt ] Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defi O Top of Wall (approximate only) 250.0 pcl 0.127 ti e 1oe Project Name/Number : coastllne com ORCO Block & Hardscape 11100 BNch Blvd Stanton, CA 90680 Title Coa~llne Communltee Church Page : 1 Dsgnr: GV Date: 2 MAR 2020 Description .... Tel. (714) 527-2239 (03s) 10'-0" retaining w/2:1 backfill_ 16H seismic This Wall In File: C:\Users\gverdugo\OneDrive -ORCO Block Company\Documents\RetainPro Project Files RetainPro (c) 1iif..2Cl1i, iuiid 11.1i.11li u«:.nse: KW-oeost401 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ORCO BLOCK COMPANY INC. Criteria I Soll Data I Retained Height = 10.00ft Wall height above soil 3.50 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 0.OOln Water height over heel = 0.0 ft Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psi/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure .. 300.0 psf/ft = 115.00 pcf = 115.00 pcf • 0.350 = 12.00 in I Surcharge Loads I Lateral Load Applied to Stem :a I Adjacent Footing Load Adjacent Fc;,ollng Load Surcharge Over Heel = o.o psi Used To Resist Sliding & Overturning Surcharge Over Toe • 0.0 psi Used for Sliding & Overturning [ Axial Load Applied to Stem ::} Lateral Load = 0.0 #/ft -... Height to Toi:: = 0.00 ft Footing Width = ... Height to Bottom 0.00 ft Eccentricity = Load Type = Wind(W) Wall to Ftg CL Dist = (Strength Level) Footing Type Base Above/Below Soil Axial Dead Load o .0 l>s Wind on Exposed Stem = 5.5 psi at Back of Wall .. Axial Live Load = o .o l>s Axial Load Eccentricity • o,o In (Strength Level) Poisson's Ratio = I Earth Pressure Seismic Load ) Method : Triangular Total Strength-Level Seismic Load ...• , = Load at bottom of Triangular Distribution . . . . . . . = 160.000 psf Total Service-Level Seismic Load. . . . . = (Strength) I Stem Weight Seismic Load J Fp / WP Weight Multiplier = 0.200 g Added seismic base force J O.Olbs 0.00 ft 0.OOin 0.00 ft Line Load 0.0 ft 0.300 900.000 lbs 630.000 lbs 158.5 lbs £S 0 -11 ~, "'\ "' 0 ~\ 83660 >-I i 3/31/2021 / V \ \- c,-1.. ORCO Block & Hardscape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastline com Title Coaa,tllne Communltes Church Page : 2 Dsgnr: GV Date: 2 MAR 2020 Description .... (03a) 10'-0" retaining w/2:1 backflll_16H seismic This Wall In File: C:\Users\gverdugo\OneDrlve -ORCO Block Company\Documents\RetalnPro Project Flies ReialnPro (C) 1A1.lihi, luiicl 11.11.11.21 C t'I ed R t • . w II Uc:enN: KW.oecllt401 an I ever e aIning 8 Code: CBC 2019,ACI 318-14,TMS 402-16 LlcenN To : ORCO BLOCK COMPANY INC. Wall Stability Ratios Overturning = 1.59 OK Slldlng .. 1.29 Ratio < 1.51 Total Bearing Load • 7,222 lbs ... resultant ecc. .. 21 .99 In Soll Pressure O Toe .. 2,887 psf OK Soil Pressure O Heel = 0 psf OK Allowable = 3,000 psf Soll Pressure Less Than Allowable ACI Factored O Toe = 4,042 psf ACI Factored O Heel • 0 psf Footing Shear O Toe 53.9 psi OK Footing Shear O Heel 30.9 psi OK Allowable = 75.0 psi Sliding Cales Lateral Slidlng Force = less 100"/4 Passive Force • - less 100% Friction Force = - 4,837.6 lbs 3,726.0lbs 2,527.7 lbs Added Force Req'd = ... .for 1.5 Stability • 0.0 lbs OK 1,002.6 lbs NG Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing Load Factors - Bulldlng Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,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 Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force O 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' ft .. .. = In = = = .. = lbs .. lbs .. ft-#. ft-# - ft-#• psi= psi .. in2= In • 4th 10.00 Fence ASD 11 .6 20.2 3rd Stem OK 5.33 Masonry LRFD 8.00 # 4 16.00 Edge 0.5411 1,119.5 1,893.1 3,368.0 12.2 80.5 91 .50 5.25 Masonry Data f'm -------- Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solld Thick. Masonry Block Type Masonry Design Method psi-= psi= • psf= 2,000 60,000 Yes 16.11 78.0 7.60 = Medium Weight = LRFD Concrete Data ------- f'c Fy psi= psi = 2nd ---Stem OK 2.67 Masonry LRFD 12.00 # 4 8.00 Edge O.SM 2,689.3 6,811.1 11,446.9 19.3 80.5 139.50 9.00 2,000 60,000 Yes 16.11 124.0 11.60 Bottom Stem OK 0.00 Masonry LRFD 16.00 # 5 8.00 Edge o.eeo 4,956.8 16,869.1 25,513.2 26.4 80.5 187.50 13.00 2,000 60,000 Yes 16.11 164.0 15.60 ORCO Block & Hardacape 11100 Beach Blvd Stanton, CA 90680 Tel. (714) 527-2239 Project Name/Number : coastline com Title Coa~llne Communltea Church Page : 3 Dsgnr: GV Date: 2 MAR 2020 Description .... (03a) 10'-0" retaining w/2:1 backflll_16H seismic "his Wall in File: C:\Users\gverdugo\OneDrive • ORCO Block Company\Oocuments\AetalnPro Project Flies AeialnPro lei 1iiY-261i, eulid 11.11.11.H LlcenN : KW-GIOIIM01 License To : ORCO BLOCK COMPANY1 INC. Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 [ Footing Dimensions & Strengths I Toe Width = 2.75 ft Heel Width 4.25 Total Footing Width = 7.00 Footing Thickness 15.00 in Key Width = 15.00 in Key Depth .. 46.00 In Key Distance from Toe = 2.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover O Top 2.00 @ Btm.= 3.00 in l Footing Design Results Ia Factored Pressure = 4,042 Mu': Upward = 12,484 Mu' : Downward = 1,057 Mu: Design .. 11.427 Actual 1-Way Sheer • 53.93 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 I tiU! 0 psf 105 ft-# 9,056 ft·# 8,951 ft-# 30.89 psi 75.00 psi Toe: #40 7.92 in, #50 12.28 In, #60 17.43 in, #7@ 23.77 In, #80 31.30 In, #90 39 Heel: #40 9.51 in, #50 14.75 In, #6@ 20.94 In, #70 28.56 In, #8@ 37.61 In, #90 47 Key: #4@ 9.51 In, #5@ 14.75 in, #60 18 In, #7@ 18 In, #80 18 Min footing T&S relnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 9.52 In #50 14.76 in #6@ 20.95 In 1.76 0.25 in2 ln2 /ft If two layers of horizontal bars: #4@ 19.05 In #5@ 29.52 In #60 41 .90 In l Summary of Overturning & Resisting Forces & Moments --7 ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# -------- Heel Active Pressure 4,037.5 4.24 17,103.5 Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load • Added Lateral Load Load O Stem Above Soll • Seismic Earth Load Seismic Stem Self Wt .. Total Resisting/Overturning Ratio 11 .6 630.0 158.5 ---4,837.6 Vertical Loads used for Soil Pressure .. 13.00 150.2 3.75 2,362.5 5.40 855.5 O.T.M. 20,471 .7 .. 1.59 7,222.0 lbs 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 Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions"' Footing Weigh1 = Key Weight = Vert.Component = .. ... RESISTING ..... Force Distance lbs ft ----3,354.2 5.54 244.6 6.03 1,132.0 3.26 460.0 3.79 1,312.5 3.50 718.8 3.38 --- Moment ft-# 18,587.7 1,474.2 3,691.2 1,742.0 4,593.8 2,425.8 Total .. 7,222.0 lbs R.M,■ 32,514.6 If seismic Is Included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 * Axial live load NOT Included in total dlsplayed1 or used for overturning resistance, but is included for soil pressure ca,culation. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. [Illi 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 0.155 in The above calculation I. not yalid ii the heel son b a1ing pressure exceed 11181 of ll e IOG, becaus rhe waH would then Jend to ,otate Into the 1etal11ed s 11. of /'<c,: f/:!'~l .. ,_ ' .. 0 )> I I *