The URL can be used to link to this page

Home My WebLink AboutCT 12-05; LA COSTA RESIDENTIAL; RETAINING WALL DESIGN CT 12-05; 2014-02-18ORCO WALL SYSTEM STRUCTURAL CALCULATIONS FOR TAYLOR MORRISON HOMES LA COSTA TOWN CENTER CARLSBAD, CA. ORCO BLOCK INC. 4510 RUTILE ST. RIVERSIDE, CA. 92509 TEL. (951) 685-1521 FAX. (951) 685-4295 6' HIGH WALL W/2'TO 5' RETAINING FOR 85MPH WIND3SEC GUST@ EXPC 4"X4" POSTS 9 4'o/c MAX. BT OTHERS, 1/4' «W. TEMneRS) OASS OR RBI CnYSTD./SOm} STUDY FOR REQD. rmCXKSS. 2^X1 • GALVANIZE) CHANNB. 94'0/CW/16"EXT. 2W7D «' CW WAUL amecnoN TOGlASSPAm. BTOTHBIS. NOTE: PROVIDE *4 DOWEL & *4 DROP-IN BAR AT EACH SDEOFCONTROL JOINTS, ENDS OF WALLS AND ® WAll HBGHTCHANGES QESrOV CUTERU- RBI 2010 CBC 1. SOU. BBARme PRESSURE'2X0 PSF EQUIVAlBn FLUID PRESSURE-40 PSF PBtlBOmM REPORT. 2. AUOWAOELATBtALIWSIVE PRESSURE ='200PSF. 3. GROUT STRENGTH = 2000PSI e2B DAYS. 4. REINFORCING STEB.: GRADE 60. S.SEBHlC-lSeCAaa£RATION-P0%. 6. isoopaHASomYcomiEssioNsrRBKm. ORCO 6816 OR 6616 CMU (XOUTED ONLY® VERT STEEL *4 VERT DROP-IN BAR 0 32" 0/C PROVIDE 24" LAP INTO 8X8X16 CMU 4f6 STD JOINT RBNFORCEMENT @ 24- 0/C (3 PLACES), USE *S STD, FOR SLUMP BLOCK NOTES: 1. CONOETE BLOCK SHAU. CONFORM TO Asm C 90. OROO STD. SUJHPB3 BLOCK MAY BE USB). 2. CONCRETE FOR FOOTING SHALL BEI PART CB4BIT TO 2-1/2 PARTS SAND TV 3-1/2 PARTS GRAVB WTTH A MAXIMUM OF 1-1/2 GALLONS OF WAJBi PER SACK. PORTIAW CEMENT SHAU CONFORM TO ASIM C150 TYPE U/V. Ft-2100 PSI 3. REINfORCINGSTm.SHAUBEDBORm)A/WC0m!RMT0 ASTM A 615 aiADe SO. PROVIDE 4B BAR OAMETBt LAP. 4. REBAR SHAU. BE CBfTERB) IN Ttm CONCRETE BUXX CELL IN WHICH rriS LOCATED. 5. CONCRETE BUXX SHAU BELAYED IN A RUNNING BOND PATTBIN vmn VERTICAL CONTINUITY OF THE CBIS UNO, 6. AU. BLOCK CELLS CONTAINING minCAL REBAR SHAU BE SOLID GKX/IW. 7. USE OBP TYPES MORTAR PROPORJIOm) USING ASTM C 270. 1 PART CEMENT TO 1/2 PART UME TO 4-1/2 PARTS DAI«>, LOOSE SAND. B. GROUT FOR CONCRETE BLOCK m BEI PART CB4ENT TO 3 PARTS SAM) (GROUT MAY CONTAIN 2 PARTS 3/8" PEA GRAVB IF WEAVER CONDITIONS ARE FAVORABLE AND BUXX UNOBSTRUCTED CBL SIZE IS SUmaBtTTD AUOW GOOD GmUT FLOW). WATB< SHAU BE ADDED TO PRODUCE GOOD GROUT FWW WITHOUT SEGREGATION OF THE OONSIJVBm PBI ASTM476. ft BUXXSTEMMAYBE WET-SETl-l/Z"INTO TfKFOOTING WHILE THE CONCRETE B PLASTIC BUXX STEM MAY BE PLACE) TO ErTHBIB)GE OF TK TRENCH TYPE FOOTING, 10. FOOTING MUST BE POURE) ON OR mWlMDISTURBB) NATURAL son. OR ON COMPACTED FIU vmn A MINIMtM COMPACTION OF Xm. 11. FIRST INSPECTION TO BE AFJBl FOOTING TRENCHES ARE READY FOR OONCHEJF AW AU REOUIRE} Sim. IS TIB) IN PLACE SECOND INSPBCnON TO BE WHBI THE REQUIRED VBtnCAL IS IN PIACE AND TK BLOCK WAU IS READY TO GROUT. 12. MAXIMU4 CONTROL Xmr SPACING: 40'0/C OR ay O/C IF JHE WAU ISTOBESTVCCO COATB). LEVEL BACKFILL W/NO SURCHARGE TAYLOR MORRISION HOMES LA COSTA TOWN CENTER 12"DRAINSTAR SUB-DRAIN UP TO wmm 12"OF RNISH GRADE CONTINUOUS PER NBl-569. FOLLOW MFGSmSTALLATJONRBXMBmTIONS. PROVIDE OUTLET mriNG AND 4' * THROUGH NEW WAU. 0 SO' INJERVAIS. WATBiPROOF BACKSIDE WAIL *4 HORZ. CONT. @ 18" 0/C CONT 'A' 'D' 'X' DOWEL 2'-6" j'-j" *U93Z'o/c 1 I'D' + 2'-5' 3'-0' J'-6' *um6'0/C 1 U'-O' 4'-J' *U9I6'o/c 1 \D' + 3'-9' 5'-0' 5'-0' *5»I6'0/C 1 I'O' + il'-9' WIND FORCES TO WALLS PER SECTION 1609 CHECK WIND FORCE CALCULATION FOR BASIC 85 MPH a OS MPH 3 SECOND CUST SPEED EXPOSURE C CONDITION USING ASCE 7-OS CHAPTER 6 WIND LOADS: USINC SECTION 6.S.I0 TO FIND THE 3 SEC VELOCITY PRESSIME OH 0«- 0.002S6 KZ KZT KD V^l (6-IS) WHERE: Kz = .S7 FOR EXP B AND Kz - .85 FOR EXP C FROM TABLE 6.3 KZT = 1.0 DEFAILT PER SECTION 6.5.7! KD = .85 FROM TABLE 6.i I = .87 FROM TABLE 6-1 THEREFORE, FOR 8S MPH 8 95 MPH 3 SEC WIND GUST SPEED OH = (0,00ZS6X.BS)(I.0)(.85X85^)(.87) = 11.6 FSF 8 OH - (0.002S6)(.SSXI.0X.8S)(95 ^X.87) = U.S PSF NOW USING SECTION 6.S.U FOR SOLID FREESTANDING WAUS: FH'QHB CF AS (6-27} WHERE: e= .85 FROM 6 S. 8.1 '^'^ Ln^^:!? 1^"*^ "^'"^ AVERAGE ASPECT RATIO (WALL LENGTH TO HIBTH) OF 2 FROM 1.1,8 FOR A S' WIDE RETWtN WAU TO 1.3 FOR A 60'PANEL I THEREFORE: FOR 85 MPH - (11.6 PSFX.BSXUjAs - 13.8 PSF. a FOR 95 MPH - (U.S PSFX.85XU)AS - 17.3 PSF. | WIND FORCE FOR EXPOSURE C CONDITIONS VS IN MPH 85 90 95 100 105 110 120 VFM IN MPH 71 76 61 85 90 95 OH = .00256 Kz KZT KD v'l VHEK KZ=:.S7, KZT=I.O KD= .85 AND 1=87 FOU HISC. STRUCTUDCS 11.6 PSF 13.0 PSF li.S PSF 16.1 PSF 17. B PSF 19.5 PSF 23.2 PSF FH WIND FOSCC KS SO. FT. FH = OHXSXCFAS FCK 6.5.U WHERE e=.85 AND CF=l.i tVE. 15. B PSF IS. 5 PSF 17.3 PSF 19.2 PSF ZI.Z PSF 23.2 PSF 27.6 PSF PROJECT SITE WIND ZONE: Vs= 8 hMPH EXPOSURE C THEREFORE WIND FORCE ^ US PSF SEISMIC FORCES PER 2010 CBC (ASCE 7-05 SECT 15 U IB) FOR NONBUILDING STRUCTURES - FREE STANDING WALLS AND PILASTERS - PROJECT SITE CLASS 0 - FUNDAMENTAL PERIOD T GREATER THAN 0.06 SEC CALCULATED USING SECTION 12.8-7 AND TABLE 12.8-2 PER EON. IS.U-2 FOR NONBUILDING STRUCTURES: CS={(0.80XSl)/(R/l)l (W) WHERE I-1.0 a FA- I.I FROM TABLE ll.i-l 6 R - S.O FROM TABLE IS.i.2 SEISMIC FORCE FOR 1 SEC. PERIOD CONDITIONS SI FROM FIG.22-i 60 70 80 90 too no CS-[(O.SO)(Sl)/(R/l)]W .22W .2UW .25W .27W ,30W .32W PROJECT SITE SEISMIC INFORMATION: Si = so Cs W CMU WALL WEIGHTS PER SQ. FT. BLOCK TYPE 6 • CMU W/ J OINT REINFORCEMENT 8'CMU 16X16 VLASTER GROUTED t O/C ie-o/c UO-Q/C 52-O/C 2i'0/C 16-0/C 32'0/C 2U-0/C I6V/C SOLID SOLID WT. PER SQ. FT. 3i PSF 55 PSF 37 PSF 59 PSF iSPSF iB PSF 52 PSF 60 PSF 80 PSF 160 PSF THEREFORE SEISMIC FORCE = f )(i,t PSF)= IO^QPSF = ( )( PSF)= PSF TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-6" retain w/6' wall level Job # ...New... Dsgnr: Description.... Page:. Date: (MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\l\/ly I Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP.1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 2.50 ft Wall height above soil = 6.00 ft Slope Behind Wail = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft 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 ^ Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Multiplier Used ^ 10.000 (Multiplier used on soil density) Soil Data | Allow Soii Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoil Friction 0.330 Soil height to ignore for passive pressure = 12.00 in Thumbnail I l^tera^oa^pplie^^tem^l | Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom The above iaterai load has been increased by a factor of Wind on Exposed Stem Uniform Seismic Force Total Seismic Force 0.0 #/ft 0.00 ft 0.00 ft 1.00 13.8 psf = i5.000 = 87.500 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Baci< of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 2'-6" retain w/6' wall level Job # ...New... Dsgnr: Description.... Page: Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soli Pressure @ Heel Allowable 1.81 OK 1.59 OK 1,503 lbs 10.30 in 1,941 psf OK 0 psf OK 2,500 psf Soii Pressure Less Than Allowable 2,717 psf 0 psf 0.0 psi OK 5.2 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 389.9 Ibs less 100% Passive Force = - 125.0 Ibs less 100% Friction Force = - 496.1 ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010 1.200 1.600 1.600 1.600 1.000 Stem Construction Design Height Above Ft£ ft = Wall Material Above "Ht" = Thicl<ness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB •^ fa/Fa Total Force @ Section Ibs = Moment...Actual ft-#: Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem 2nd Stem OK 2.50 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 l\^asonry 8.00 # 4 32.00 Edge 0.496 82.8 248.4 500.8 2.5 51.6 47.0 2.75 24.00 24.00 0.628 252.2 615.0 979.0 4.0 51.6 84.0 5.25 24.00 7.03 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio psi: psi: 1,500 24,000 No 1,500 24,000 Yes 21.48 1.333 1= 3.90 = Normal Weight = ASD 21.48 1.333 7.60 psi = psi: Footm^imensjor^^ [^^ootin^Desig^Resuit^^^| Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 0.00 ft 2.75 Toe Heel 2.75 12.00 in 12.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Factored Pressure = 2,717 0 psf Mu': Upward = 0 338 ft-# Mu': Downward = 0 1,550 ft-# Mu: Design = 0 1,213 ft-# Actual 1-Way Shear = 0.00 5.20 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Otfier Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Titie : 2'-6'' retain w/6' wall level Job# ...New... Dsgnr: Description.... Page: _ Date: MAR 29,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1194015 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 ^ummar^^vertu^^ Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • Seismic Earth Load Total OVERTURNING Force Distance Moment Ibs ft ft-# 245.0 82.8 62.1 1.17 0.50 6.50 2.10 285.8 538.2 130.5 389.9 O.T.M. 954.5 Resisting/Overturning Ratio Vertical Loads used for Soii Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.81 1,503.5 Ibs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soii Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = RESISTING Force Distance Moment Ibs ft ft-# 599.0 492.0 412.5 1.71 0.29 1.38 1.00 1,023.2 140.5 567.2 Total = 1,503.5 Ibs R.M.= 1,730.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Tifle Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 j Pole Footing Embedded in Soil Description : 2' RETAIN 6'-0" wall 85c trench footing Code References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information Pole Footing Shape Rectangular Footing Width 12.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 200.0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combination : +D+\/V+H Lateral Load Moment NO Ground Surface Restrainf Pressures af 1/3 Depth Actual Allowable Minimum Required Deptii 0.2728 k 0.6131 k-ff 269.090 psf 269.437 psf 3.125 ft Project Title: Engineer: Projecf Descr: Proiecf ID: Printed: 1 JUL 2013, 4 19PM File = C:\DOCUME-HTMALLIS\MYDOCU-1\ENERCA-1\NEWWAL-4.EC6 b ENERCALC. INC 1983-2013, Build:6.13.5,31, Ver.6.13.6.30 • Licensee : ORCO BLOCK COMPANY INC Fooling vfclih = 1'.0" Footing Base Area Maximum Soil Pressure I.Off'^2 0.0 ksf Applied Loads Lateral Concentrated Load D : Dead Load k Lr: Roof Live k L: Live k S: Snow k W: Wind k E : Earthquake 0.0870 k H : Lateral Earth 0.190 k Load distance above ground surface 0.830 ft Load Combination Results Lateral Distributed Load k/ft k/ft k/ft k/ff 0.01380 k/ff k/ff k/ft TOP of Load above ground surface 8.50 ft BOTTOM of Load above ground surface 2.50 ft Vertical Load k k k k k k k Forces ( (iQraund Surface Required Pressure AGhial-(psf) Load Combination Loa(te-(k) Moments-(ft-k) Depth-(ft) Pressure AGhial-(psf) +D+W-HH 0.273 0.613 3.13 269.1 +D-K).70E+H 0.249 0.207 2.63 223.1 -^D-K).750Lr•^O,750L+0.750W-^H 0.252 0.499 3.00 254.2 •HD-K).750L-H0.750S+{).750W-^H 0.252 0.499 3.00 254.2 -^D-H0.750Lr-H3.750L-K).5250E+H 0.234 0,194 2.50 217l/ +D+0.750L-K).750S-H].5250E-^H 0.234 0,194 2,50 2n.jl +0.60D-t-W+H 0.273 0.613 3.13 269.11c -H0.60D+0.70E+H 0.249 0.207 2.63 223. A Use menu item Settings > Printing & Title B\ock to set these five lines of information for your program. Title : 3'-0" retain w/6' wall level Job # ...New... Dsgnr: Descr: Page: Date: 3 DEC 2013 is Wall in File: c:\users\tmallis\documents\retain pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW.06059401 Cantllevcred Retaining Wall Design ^ode: CBC 20io,ACi 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Criteria Retained Height = 3.00 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 6.00 in 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 Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 10.000 (Multiplier used on soii density) Soil Data | Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.330 Soil height to ignore for passive pressure = 12.00 in I l^ateraj^Loa^ppliedjto^t^^ [Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom The above lateral ioad has been increased by a factor of Wind on Exposed Stem Uniform Seismic Force Total Seismic Force 0.0 #/ft 0.00 ft 0.00 ft 1.00 13.8 psf 30.000 120.000 Adjacent Footing Load = Footing Width Eccentricity Wail to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft 0.0 ft 0.300 Z.'^za WAV Use menu item Settings > Printing & Title B\ock to set these five lines of information for your program. Title : 3'-0" retain w/6' wall level Job # ...New... Dsgnr: Descr: Page: Date: 3 DEC 2013 is Wail in File: c:\users\tmallis\documents\retain pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW.06059401 Cantilevered Retaining Wall Design License To: ORCO BLOCK COMPANY, INC. :ode: CBC 2010,ACI 318-08,ACI 530-08 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.71 OK 1.65 OK 1,715 Ibs 10.52 in 2,296 psf OK 0 psf OK 2,500 psf Stem Construction Design Height Above Ftc ft: Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Top Stem 2nd Stem OK 3.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge Soil Pressure Less Than Ailowable ACI Factored i ACI Factored ( 2,755 psf 0 psf 0.0 psi OK 5.3 psi OK 75.0 psi iToe = _! Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 486.8 Ibs less 100% Passive Force = - 236.1 lbs less 100% Friction Force = - 566.0 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors = 0.661 0.539 Total Force @ Section Ibs = 82.8 325.8 Moment....Actual ft-#= 248.4 771.3 Moment Allowable ft-#= 375.7 1,431.8 Shear Actual psi= 2.5 5.2 Shear Allowable psi = 38.7 38.7 Wail Weight psf= 47.0 84.0 Rebar Depth 'd' In = 2.75 5.25 LAP SPLICE IF ABOVE in = 24.00 24.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 6.00 Hook embedment reduced by stress ratio Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,AC1 1.200 1.600 1.600 1.600 1.000 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 1,500 24,000 No n/a 21.48 1.000 3.90 1,500 24,000 Yes No 21.48 1.000 7.60 ASD psi : psi : FootingJDm^^ I^^^^Footins^esjgn^e^^ Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.00 ft 2.75 Toe 2.75 12.00 in 12.00 in 4.00 in 1.75 ft f c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2,755 0 0 0 0.00 0.00 None Spec'd None Spec'd None Spec'd Otfier Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Heel 0 psf Oft-# 8ft-# 8ft-# 5.32 psi 75.00 psi Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 3'-0" retain w/6' wall level ...New... Dsgnr: Page: Date: 3 DEC 2013 is Wall in File: c:\users\tmallis\documents\retain pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW.06059401 Cantllevered Retaining Wall Design ^ode: CBC 20io,ACi 3i8-08,ACi 530-08 License To : ORCO BLOCK COMPANY, INC. Summai^j^^ Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • Seismic Earth Load 320.0 82.8 84.0 1.33 7.00 2.40 426.7 579.6 201.6 Total 486.8 O.T.M. 1,207.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic Included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.71 1,715.3 Ibs Force Ibs .RESISTING Distance ft Soil Over Heel = 718.8 Sloped Soii 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) = 534.0 Earth @ Stem Transitions = Footing Weighl = 412.5 Key Weight = 50.0 Vert. Component = 1.71 0.29 1.38 2.25 Moment ft-# 1,227.9 154.5 567.2 112.5 Total = 1,715.3 Ibs R.M.= 2,062.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is Included for soil pressure calculation. DESIGNER NOTES: Pole Footing Embedded in Soil Description : 3' RETAIN B'-O" wall 85c trench footing Code References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information Pole Footing Shape Rectangular Footing Width 12.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 200.0 Pcf Max Passive 1,500.0 psf File = C \Users\TMALLIS\D0CUH<E-1\ENERCA-1\NEVI/WAL-4 EC6 W ENERCALC. INC 1983-2013 Build:6.13.8,31. Ver6,13 8.31 • Licensee : ORCO BLOCK COMPANY INC Controlling Values Goveming Load Combination : -fD-KW+H Lateral Load 0.3528 k Moment 0.7857 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Minimum Required Depth Footing Base Area Maximum Soli Pressure 298.623 psf 298.991 psf 3.375 ft 1.0ft'^2 0.0 ksf 9 vtidth = r.D" Applied Loads Lateral Concentrated Load D: Dead Load Lr: Roof Live L: Live S:Snow W: Wind E: Earthquake H: Lateral Earth Load distance above ground surface 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.120 k 0.270 k 1,070 ft Load Combination Results Load Combination t-D-^W+H •••D-K).70E-^H -t-D->O.750Lr-K).750L-t{).750W+H -^D+0.750LtO.750S-K}.750W-HH •^D-^0.750Lr•^0.750L•K).5250E-^H -HD-K),750L-K).750S-K),5250E-^H •K).60D-^W-^H -K).60D-K).70E^^H Lateral Distributed Load 0.0 k/tt 0.0 k/ft 0.0 k/ft 0.0 k/tt 0.01380 k/ft 0.0 k/ft 0.0 k/ft TOP of Load above ground surface 9,0 ft BOTTOM of Load above ground surface 3,0 ft Ground Surl^" Vertical Load 0.0 k 0.0 k 0.0 k 0,0 k 0,0 k 0.0 k 0.0 k Loads-(k) Moments - (ft-k) Depth-(ft) Actual - (psf) 0.353 0,786 3.38 298.6 0.354 0.379 3.13 267.6 0.332 0.662 3.25 285.7 0.332 0.662 3.25 285.7 0.333 0.356 3,00 261.4 0.333 0.356 3.00 261.4 0.353 0.786 3.38 298,6 0.354 0.379 3.13 267.6 Pressure at 1/3 Depth Allow - (psf) 299.0 Soli Increase Factor * 1.330 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 4'-0" retain w/6' wall level ...New... Dsgnr: Page: Date: 3 DEC 2013 is Wall in Fiie: c:\users\tmallis\documents\retain pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: Kw-06059401 Cantilevered Retaining Wall Design :ode: CBC 20io,ACi 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Criteria Soil Data Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Surcharge Loads Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 In Earth Pressure Seismic Load Multiplier Used = 10.000 (Multiplier used on soii density) 4.00 ft 6.00 ft 0.00 : 1 Allow Soil Bearing = 2,500.0 Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf psf/ft 6.00 in Passive Pressure 200.0 psf/ft 0.0 ft Soil Density, Heel Soil Density, Toe FootingllSoil Friction = 115.00 0.00 0.330 pcf pcf Soil height to ignore for passive pressure = 12.00 in Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I [L^era^oad^pphe^^tem^^^ [Adjacent Footing Load^ Lateral Load ...Height to Top ...Height to Bottom The above lateral ioad has been increased by a factor of Wind on Exposed Stem Uniform Seismic Force Total Seismic Force 0.0 #/ft 0.00 ft 0.00 ft 1.00 13.8 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 40.000 200.000 0.0 Ibs 0.00 ft 0.00 in 0.00 ft 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 4'-0" retain w/6' wall level ...New... Dsgnr: Page:. Date: 3 DEC 2013 is Wall in File: c:\users\tmallis\documents\retain pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 ucense Tr:o°RCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design :ode: CBC 20io,ACi 3i8-08,ACi 530-O8 Design Summary Wall SUbllity Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.89 OK 1.66 OK 2,406 Ibs 11.04 In Soil Pressure @ Toe = 2,277 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soli Pressure Less Than Allowable ACI Factored @ Toe = 2,732 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 4.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 722.8 lbs less 100% Passive Force = - 406.3 Ibs less 100% Friction Force = - 794.1 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Stem Construction Design Height Above Ft£ ft: Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data ft3/FB + fa/Fa Top Stem 2nd Stem OK 4.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge Total Force @ Section Moment...Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in = lbs = ft-# = ft-# = psi = psi = psf = in = in = in = 0.661 82.8 248.4 375.7 2.5 38.7 47.0 2.75 24.00 24.00 0.8S9 514.8 1,230.3 1,431.8 8.2 38.7 84.0 5.25 36.00 7.22 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Hook embedment reduced by stress ratio psi • psi •• 1,500 24,000 No n/a 21.48 1.000 3.90 1,500 24,000 Yes No 21.48 1.000 7.60 ASD Fy psi = psi = ^Footins^Dime^^ j^^^ooting^Design^es^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % = Cover @ Top 2.00 ( 0.00 ft 3.25 3.25 12.00 in 12.00 in 9.00 in 2.25 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Toe 2,732 0 0 0 0.00 0.00 None Spec'd None Spec'd None Spec'd Heel 0 psf 0 ft-# 10ft-# 10ft-# 4.72 psi 75.00 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 In, #7@ 28.00 in. Use menu Item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 4'-0" retain w/6' wall level ...New... Dsgnr: Page: Date: 3 DEC 2013 is Wall in File: c:\users\tmailis\documents\retain pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 Ucense To": ORCO BLOCK COMPANY. INC. ^^^^''^^ered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-08 ^Summar^^l^v^ 1 Item ..OVERTURNING.. Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil; Seismic Earth Load 500.0 82.8 140.0 1.67 8.00 3.00 833.3 662.4 420.0 Total 722.8 O.T.M. 1,915.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.89 2,406.3 ibs RESISTING Force Distance Moment lbs ft n-4 Soil Over Heel = 1,188.3 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) = 618.0 Earth @ Stem Transitions = Footing Weighl = 487.5 Key Weight = 112.5 Vert. Component = 1.96 0.30 1.63 2.75 2,327.2 182.5 792.2 309.4 Total = 2,406.3 Ibs R.M.= 3,611.2 * Axial live load NOT included in total displayed, or used for overturninq resistance, but is included for soil pressure calculation. DESIGNER NOTES: Pole Footing Embedded in Soil Description : 4' RETAIN 6'-0" wail 85c trench footing Code References ^ Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information Pole Footing Shape Rectangutar Footing Width 12,0 ii Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 200.0 pcf Max Passive 1,500.0 Psf File = C:\Users™AatS\DOCUME-1\ENERCA-1\NEWWAL-4,EC6 k ENERCALCINC 1983-2013. Build 6.138 31 Ver6138.31 • Licensee : ORCO BLOCK COMPANY INC Controlling Values Goveming Load Combination: -KD+W+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Mmimum Required Depth Footing Base Area Maximum Soil Pressure 0.5628 k 1.218 k-ft 360.510 psf 362.327 psf 4.125 ft 1.0ft'>2 0.0 ksf Soil Surface No laleral reslraml Fooona mim = I'-o- Applied Loads Lateral Concentrated Load Lateral Distributed Load D: Dead Load 0.0 k 0.0 k/fl Lr: Roof Live 0.0 k 0.0 K/ft L; Live 0.0 k 0.0 k/ft S:Snow 0.0 k 0.0 k/ft W: Wind 0.0 k 0,01380 k/ft E : Earthquake 0,20 k 0.0 k/ft H: Lateral Earth 0.480 k 0.0 k/ft Load distance above TOP of Load above ground surface ground surface 1.330 ft 10.0 ft BOTTOM of Load above ground surface 4,0 ft Load Combination Results Vertical Load 0.0 k 0.0 k 0,0 k 0.0 k 0,0 k 0.0 k 0.0 k Load Combination j^^^w^^^mn Forces @ Ground Surface 1^ Loads-(k) Moments - (ft-k) Required Deptti-(ft) Pressure Actual - (psf) •^D-^W+H 0,563 1.218 4.13 360.5 +D+0.70E+H 0.620 0.825 4,00 352,4 +D-K),750Lr-K).750L-K),750W+H 0.542 1.073 4,00 351,0 +D+{).750L+O.750S^.750W-HH 0,542 1.073 4.00 351.0 •^D-K).750Lr-K).750L-K),5250E+H 0.585 0.778 4.00 343.1 •t-D+0.750L+0,750S-K).5250E+H 0.585 0.778 4.00 343.1 •K).60D+W+H 0.563 1.218 4,13 360.5 •K).60D+0,70E+H 0.520 0.825 4.00 352,4 Soil Increase Factor 1,330 Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title Job# Descr: S'-O" retain w/6' wall level ...New... Dsgnr: Page: Date: 3 DEC 2013 is Wall in File: c:\users\tmallis\documents\retain pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW.06059401 Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. , Criteria Retained Height Wall height above soil Slope Behind Wail Height of Soil over Toe Water height over heel Surcharge Loads Soil Data 5.00 ft Allow Soil Bearing = 2,500.0 psf 6.00 ft 0.00 : 1 Equivalent Fluid Pressure Method 6.00 ft 0.00 : 1 Heel Active Pressure 40.0 psf/ft 6.00 in Passive Pressure 200.0 psf/ft 0.0 ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.330 Soil height to ignore for passive pressure = 12.00 in 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 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load || Multiplier Used = 10.000 (Multiplier used on soil density) Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 13.8 psf I I Adjacent Footing Lo^d^ Adjacent Footing Load = Footing Width Eccentricity Wail to Ftg CL Dist Footing Type Base Above/Below Soil at Bacl< of Wall Poisson's Ratio Uniform Seismic Force = 50.000 Total Seismic Force = 312.500 0.0 Ibs 0.00 ft 0.00 In 0.00 ft 0.0 ft 0.300 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Job# Descr: 5'-0" retain w/6' wall level ...New... Dsgnr: Page: Date: 3 DEC 2013 is Wall in File: c:\users\tmallis\documents\retain pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 ucTn^eTroRCO BLOCK COMPANY. INC. Cantilevered Retaining Wall Design )ode: CBC 20io,ACi 318-08,ACI 530-08 ^esigr^Summar^ Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.05 OK 1.55 OK 3,481 Ibs 12.41 in Soil Pressure @ Toe = 2,403 psf OK Soii Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,883 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,082.8 Ibs less 100% Passive Force = - 525.0 Ibs less 100% Friction Force = - 1,148.8 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 ibs OK Stem Construction Design Heiglit Above Ft£ ft: Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Top Stem 2nd Stem OK 5.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge = 0.661 0.973 Total Force @ Section Ibs = 82.8 757.8 Moment....Actual ft-#= 248.4 1,933.2 Moment Allowable ft-#= 375.7 1,986.1 Shear Actual psi= 2.5 12.0 Shear Allowable psi = 38.7 38.7 Wall Weight psf= 47.0 84.0 Rebar Depth 'd' in = 2.75 5.25 LAP SPLICE IF ABOVE in= 24.00 45.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 9.33 Hook embedment reduced by stress ratio Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 1,500 24,000 No n/a 21.48 1.000 3.90 1,500 24,000 Yes No 21.48 1.000 7.60 ASD psi : psi : Footin^imensio^ j^JFooting^Desigi^es^ Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.00 ft 4.00 Toe Heel 4.00 15.00 in 12.00 in 9.00 In 3.00 ft f c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover© Top 2.00 @ Btm.= 3.00 in Factored Pressure 2,883 0 psf Mu': Upward 0 0 ft-# Mu': Downward 0 13 ft-# Mu: Design 0 13 ft-# Actual 1-Way Shear 0.00 3.82 psi Allow 1-Way Shear 0.00 75.00 psi Toe Reinforcing = None Spec'd psi Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in. Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title Job# Descr: 5'-0" retain w/6' wall level ...New... Dsgnr: Page:. Date: 3 DEC 2013 is Wall in File: c:\users\tmallis\documents\retain pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantilevered Retaining Wall Design :ode: cec 2010,AC13i8-08,ACi 530-08 License To : ORCO BLOCK COMPANY, INC. 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 •• Seismic Earth Load Total OVERTURNING Force Distance Moment Ibs ft ft-# 781.3 82.8 218.8 2.08 9.25 3.75 1,627.6 765.9 820.3 1,082.8 O.T.M. 3,213.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 2.05 3,481.2 Ibs 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 Weighl = Key Weight = Vert. Component = Force Ibs .RESISTING Distance ft 1,916.7 2.33 Moment ft-# 4,472.2 702.0 0.30 210.5 750.0 2.00 1,500.0 112.5 3.50 393.8 Total = 3,481.2 Ibs R.M.= 6,576.5 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Pole Footing Embedded in Soil Description : 5' RETAIN 6'-0" wall 85c trench footing Code References „„__ Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information Pole Footing Shape Rectangular Footing Width 12.0 in Calculate Min, Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 200.0 pcf Max Passive 1,500.0 psf File = C:\Users\TMALLIS\DOCUME~1\ENERCA-1\NEWWAL-4.EC6 '~L ENERCALC, INC. 1983-2013 Build613631, Ver,613831 I Licensee : ORCO BLOCK COMPANY INC Controlling Values Goveming Load Combination: +D*0.70E+H Lateral Load 0,9670 k Moment 1.615 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 439.950 psf Allowable 441.632 psf Minimum Required Depth 5.0 ft Footing Base Area 1,0ft''2 Maximum Soil Pressure 0.0 ksf Son S^rfaca No litersi lastrshl SIHIMHIJ SIIIIIIIISIII Fooons ifiilfi - 1 '.0" Applied Loads Lateral Concentrated Load Lateral Distributed Load BOTTOM of Load above ground surface 5.0 ft Load Combination Results Vertical Load D: Dead Load 0.0 k 0.0 k/ft 0,0 k Lr: Roof Live 0.0 k 0.0 k/ft 0.0 k L: Live 0.0 k 0.0 k/ft 0,0 k S: Snow 0.0 k 0,0 k/ft 0.0 k W: Wind 0,0 k 0,01380 k/ft 0,0 k E: Eanhquake 0.313 k 0,0 k/ft 0,0 k H: Laleral Earth 0.750 k 0.0 k/ft 0.0 k Load dislance above TOP of Load above ground surface ground surface 1,670 ft 11.0 fl i^oad Combination Forces ^'Ground Surface Loads - (k) Moments - (ft-k) Required Depth-(ft) Pressure Actual - (psf) +D+W+H 0.833 1.915 4.88 429.9 +D-K),70E+H 0.967 1.615 5.00 439.9 +D+O,750Lr^,750L-H3.750W+H 0.812 1.749 4.88 422.4 -fD-H0,750L-^0,750S-K).750W-<-H 0.812 1.749 4.88 422,4 -i-D+0.750Lr+0,750L^.5250E-<-H 0.913 1.524 4.88 429,4 +D+O,750L+0.750S+O.5250E-^H 0.913 1.524 4.88 429.4 +0.60D-HW+H 0.833 1,915 4.88 429.9 +0.60D-fO,70E-^H 0.967 1,615 5.00 439.9 Allow - (psf) 43 Soil Increase Facto* ^jii 6' HIGH WALL W/2'TO 5' RETAINING FOR 85 MPH WIND 3 SEC GUST @ EXP C 4'X4" POSTS 04'o/c M/Ot BY OTHERS. 1/4" MOi. TB4PB>ED GLASS OR PER arYSID^SOUfOISIWY FOR REQD. TKCKNESS. 2"X1 • GALVANIZE) CHANNEL »rQ/CW/16"EXr.INK> 6'CMUWALL CONNECTION TOGLASSPANB BYOTHERS. NOTE: PROVIDE *4 DOWEL *4DR0P-INBARATEACH SIDE OF aWTROL JOINTS, ENDS OF WAILS AND @ WAU HBGHTCHANGS ORCO 6816 OR 6616 CMU GROUTED ONLY@ VERT STEB. *4 VERT DROP-IN BAR §132" 0/C PROVIDE 24" LAP INTO 8X8X16 CMU #6 STD JOINT REINFORCEMENT @24-O/C(3PLACES). USEtfSSTD. FOR SLUMPBLOaC DESIGN CRITERIA: PER 2010 CBC 1. SOIL BEARma PRESSURE-2500 PSF EQUVAlBirKUID PRESSURE-40 PSF PER lElGHJON REPORT. 2. AUOWABLE LATBUL PASSIVE PRESSURE=200PSF. 3. GROUTSIRBKTH-2000PSI 02B DAYS. 4 REINFORCING STEB.: GRADE 60. 5.SEBMIC-lSECAaCBBIATION-70%. 6.1500PSI MASONRY COmtESSXJNSTRBIGrH. I. CONCRETE BLOCK SHAU CONFORM TO ASTM C 9a ORCO STD. SUJMPED BLOCK MAY BE USB). 2 CONCRETE POR FOOTING SHAU BEI PART CEMBIT TO 2-1/2 PARTS SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS OF WATER PER SACK. PORTlAiaCEmfr SHAU CONFORM TO ASTM C ISO TYPE HIV. Fc-2500PSI 3. REMVKING Sim SHAU BE DEFORMED AND COm)RM TO ASTM A 615 GRADE SO. PROVIDE 48 BAR DIAIKTBt LAP. 4 ROAR SHAU BE CBnERB) IN THE CONCRETE BLOCK COLIN WHICH TT IS LOaiED. 5. CONCRETE BUXX SHAU BE LAYWm A RUmiNG BOND PATTBIN WITH VBUXALCONTmOTY OF TKCBLS UNO, 6. AU BLOCK CBIS CONTAINING VBmCAL REBAR SHAU BE SOUD GROUTE), 7. USE OBP TYPES MORTAR PROPORTIONB) USING ASTM C270.1 PART CBKNT TO 1/2 PART LOK TO 4-1/2 PARTS DAMP, LOOSE SAW. B. GROUT FOR CONCRETE BUXX TO BEI PART CB4ENT TO 3 PARTS SAW (GROUT HAY CONTMN 2 PARTS 3/8" PEA GRAVE IF WEAimt COmmONS ARE FAVORABLE AND BLOCK UNOBSTRUCTE) CELL SIZE IS SUFnOBfT TO AUOW GOOD GROUT FLOW). WATBi SHAU BE ADDED TO PRODUCE GOOD GROUT now WITHOUT SEGREGATION OF neCONSnUENTSPBt ASIM476. 9. BLOCK STEM MAY BE WET-SET 1-1/2" ntTO THEFOOTING WHILE THE CONCRETE B PLASTIC BLOCK STEM MAY BE PLACED TO Ernst EDGE OF TKTRBKH TYPE FOOTING, 10. FOOTING MUST BE POURE) ON OR INTO UNDISJWBED NATWAL son. OR ON COMPACTS) EUWm A MINimjM COMPACTION OF 90*. II. FBISTINSPEaiON TO BEAFTBl FOOTING TRENCHES ARE READYFOR CONCRETE Alt) AUREQUIRB) STEE IS TIED IN PLACE. SECOND mSPECnON TO BE WHBtT}XRBQimB)VBniCAL BIN PLACE AK) THE BUXX WAU B READY TO GROUT. 12. MAXIMUM CONTROL XXHT SPAONG: 40" 0/C OR 20'0/C IF TK WAU B TO BE SIUCCO COATED. LEVEL BACKFIU. W/NO SURCHARGE TAYLOR MORRISION HOMES LA COSTA TOWN CENTER 12" DRAINSTAR SUB-DRAIN CONTIMJOUS PER NER-569. FOLLOW MPSS INSTAUATION RECOf^HDATIOie. PROVIDE OUJIST mTING AND 4" » THROUGH NEW WAU & lOO"B/TERVAIS. ORl^4'0SDR 35 PERF PIPE W/1 CFOF3/4 (aVtVEL-SLOPE TO DRAIN AND PROVIDE OUTLET e> ItXTMAX. SPACING. *4 HORZ CONT. S> 18" 0/C 'A' 'D' 'X' DOWEL 2'-6' 2'-6' #i,C52'0/C 1 I'ZJ' + 2'-0' U'-5' ^><' \D- 4- 3'-9' 5^ ^-0' #5916' 0/C">v. WALL PER SECTION £-J£ • ROCK OUTCROPPING ORCO WALL SYSTEM FORCES PER 2010 CBC CHAPTER 16 WIND FORCES TO WALLS PER SECTION 1609 CHECK WIND FORCE CALCULATIM FOR BASIC tS MPH 8 95 MPH 3 SECOND GUST SPEED EXPOSURE C CONDITION USW6 ASCE 7-05 CHAPTER 6 WIND LOADS: USING SECTION 6.B.I0 TO FIND THE 3 SEC. VELOCITY PRESSURE OH. OH'0.00256 KZ KZT KB V^l (6-IS) WHERE: Kz ' .57 FOR EXP B AW KZ ' B5 Fe»l EXP C FROM TABLE 6.3 KZT'1.0 DEFAULT PER SECTION 6.5.7.2 Kc - .«5 /WOW TABLE 6.i I ' .B7 FROM TABLE 6-1 THEREFORE, FOR BS MPH 8 OS MPH 3 SEC. WIND GUST SPEED: ON ' (0.00Z56H.BSKl.0H.BSX»5^K.B7) ' 11.6 PSF 8 OH • (O.OOZS6H.BSKI.0X.BSX9S ^.B7) = U.S PSF NOW USING SECTION 6.5.16 FOR SOLID FREESTANDING WAUS: FH'OHG CfAs (6-27) WHERE: G= .85 FROM 6.5.B.I ^'^ ' (.tf** "^""^ '^''HMSf ASPECT RATIO (WAU LENGTH TO HI6TH) OF 2 NOTE: CF RANGES FROM l.iBF<X A 5' WIDE RETURN WALL TO 1.3 FOR A 60'PANEL I THEREFOI^: FOR B5 MPH - (11.6 PSFX.B5XU)AS - IS.B PSF 8 FOR 95 MPH - (li.S PSFX.B5XU)AS - 17.3 PSF I WIND FORCE FOR EXPOSURE C CONDITIONS VS IN MPH 85 90 95 too 105 110 120 VFM IN MPH 71 76 81 85 90 95 m OH = .00256 Kz KzT KB V^I WHEKE KZ=.57, KZT'1,0 KB' .65 ANB l'.$7 FOR MISC. STRUCTURES IL6 PSF 15.0 PSF li.5 PSF 16.1 PSF 17.8 PSF 19. S PSF 25.2 PSF FH mm FORCE rat ta. FT. FH ' OHXGXCFAS KR 6.5.U WHERE G'.BS AMO Cf'l.i AVE. 15.8 PSF 15.5 PSF 17.5 PSF 19.2 PSF 21.2 PSF 25.2 PSF 27.6 PSF PROJECT SITE WIND ZONE: Vs= S hMPH EXPOSURE C THEREFORE WIND FORCE =(16 PSF SEISMIC FORCES PER 2010 CBC (ASCE 7-05 SECT 15 4 IB) FOR NONBUILDING STRUCTURES • FREE STANDING WALLS AND PILASTERS - PROJECT SITE CLASS D - FUNDAMENTAL PERIOD T GREATER THAN 0.06 SEC CALCULATED USING SECTION 12.8-7 AND TABLE 12.8-2 PER EQN. IS.i-2 FOR NONBUILDING STRUCTURES: CS'[(0.80XSi)/(R/l)] (W) WHERE I = 1.0 8 FA 'I.I FROM TABLE ll.i-l 8R' 5.0 FROM TABLE IS.i.2 SEISMIC FORCE FOR 1 SEC. PERIOD CONDITIONS SI FROM Fie.22-i 60 70 80 90 100 110 CS=[(0.80XSO/(R/0]W .22W .2UW .25W .27W .SOW .52W PROJECT SITE SEISMIC INFORMATION: Si = ^0 $0 Cs W CMU WALL WEIGHTS PER SQ. FT BLOCK TYPE 6 • CMU W/ J OINT REINFC )RCEMENT 8'CMU 16X16 VLASTER GROUTED • O/C i8-0/C io-o/c 52'0/C 2i-0/C 16-0/C 52'0/C 2i"0/C 16'0/C SOLID SOLID WT. PER SQ. FT. 5i PSF 35 PSF 57 PSF 59 PSF iSPSF i8 PSF 52 PSF to PSF 80 PSF 160 PSF THEREFORE SEISMIC FORCE = (:u{ XVl PSF)= io.gPSF = ( X PSF)= PSF Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title Job# Descr: 2'-0" retain w/6' wall level ...New... Dsgnr: Page: Date: 11 FEB 2014 all in Fiie: C:\Users\TMALLIS\Documents\Retain Pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-060S9401 Caiitllevered Retaining Wall Design ^ode: CBC 20io,ACi 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Criteria Retained Height = 2.00 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft 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 Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Multiplier Used = 10.000 (Multiplier used on soil density) Soil Data | Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.330 Soil height to ignore for passive pressure = 12.00 in I I Lateral Load Applied to Stem | | Adjacent Footing Load Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 13.8 psf Uniform Seismic Force = 20.000 Total Seismic Force = 66.667 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Titie Job# Descr: 2'-0'' retain w/6' wall level ...New... Dsgnr: Page:. Date: 11 FEB 2014 all in File: C:\Users\TMALLIS\Documents\Retain Pro 9\taylor momson RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW.06059401 Cantlleverod Retaining Wall Design )ode: CBC 2010,ACI 318-O8.ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Design Summary Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. 1.64 OK 1.96 OK 1,372 Ibs 10.15 in Soil Pressure @ Toe = 2,262 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Ailowable SterT^Construc^^ Design Height Above Ft£ ft Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB 4- fa/Fa Total Force @ Section Top Stem 2ncl Stem OK 2.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 2,715 psf 0 psf 0.0 psi OK 3.8 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability = Load Factors 351.7 Ibs 236.1 Ibs 452.7 ibs 0.0 lbs OK 0.0 Ibs OK = 0.661 0.674 lbs= 82.8 190.8 Moment....Actual ft-#= 248.4 495.3 Moment Allowable ft-#= 375.7 734.5 Shear Actual psi= 2.5 3.0 Shear Allowable psi= 38.7 38.7 Wall Weight psf= 47.0 84.0 Rebar Depth 'd' in= 2.75 5.25 LAP SPLICE IF ABOVE in= 24.00 24.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 6.00 Hook embedment reduced by stress ratio Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data fm psi= 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = No Yes Use Half Stresses = n/a No Modular Ratio'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 3.90 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data f c psi = Fy psi = Footin^Dimensi^^ [^2^|^9^esig^esujte^^^J Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.00 ft 2.50 Toe Heel 2.50 16.00 in 12.00 in 0.00 in 0.50 ft f c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top 2.00 @Btm.= 3.00 in Factored Pressure 2,715 0 psf Mu': Upward 0 0ft-# Mu': Downward 0 7ft-# Mu: Design 0 7ft-# Actual 1-Way Shear 0.00 3.78 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = NoneSpec'd Heel Reinforcing = None Spec'd Key Reinforcing = NoneSpec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 2'-0'' retain w/6' wall level ...New... Dsgnr: Page: Date: 11 FEB 2014 all in File: C:\Users\TMALLIS\Documents\Retain Pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 Licerjse: KW-06059401 Cantllcvered Retaining Wall Design )ode: CBC 20io,ACi 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. ^ummar^j^fOvert^^ Item .OVERTURNING.. Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • Seismic Earth Load 222.2 82.8 46.7 1.11 6.33 2.00 246.9 524.4 93.3 Total 351.7 O.T.M. 864.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure • If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.64 1,371.7 lbs Total: Force lbs .RESISTING Distance ft Soil Over Heel = 421.7 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) = 450.0 Earth @ Stem Transitions = Footing Weighl = 500.0 Key Weight = Vert. Component = 1.58 0.28 1.25 1.00 1,371.7 ibs R.M.' Moment ft-# 667.6 126.5 625.0 1,419.1 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block .to set these five lines of information for your program. Title Job# Descr: r-O" retain w/6' wall level ...New... Dsgnr: Page:. Date: 11 FEB 2014 all in File: C:\Users\TMALLIS\Documents\Retein Pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantiiovered Retaining Wall Design )ode: CBC 20io,ACi 318-08,ACI 530-O8 License To: ORCO BLOCK COMPANY, INC. o » Criteria | Soil Data | Retained Height ~ Wall height above soil = Slope Behind Wall = 2.00 ft 6.00 ft 0.00:1 Allow Soil Bearing = 3,000.0 Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel Soii Density, Toe FootingllSoil Friction = 115.00 0.00 0.330 pcf pcf Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I [LSera^adApplie^^te^^^ | Adjacent Footing Load Axial Load Applied to Stem ^ Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load h Multiplier Used = 10.000 (Multiplier used on soil density) Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 13.8 psf Uniform Seismic Force = 20.000 Total Seismic Force = 80.000 Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wail Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Job# Descr: 2'-0' retain w/6' wall level ...New... Dsgnr: Page:. Date: 11 FEB 2014 ali in File: C:\Users\TMALLiS\Documents\Retain Pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW.06059401 Cantlleveted Retaining Wall Design Zode: CBC 20io,ACi 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. ** , .-ou wu Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.52 OK 2.31 OK 1,622 Ibs 10.63 in Soil Pressure @ Toe = 2,967 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3.000 psf Soil Pressure Less Than Allowable 3,560 psf 0 psf 0.0 psi OK 3.4 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 458.8 ibs less 100% Passive Force = - 525.0 ibs less 100% Friction Force = - 535.2 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACi 1.200 1.600 1.600 1.600 1.000 Footing Dimensions & Strengths Toe Width = Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 (§ 0.00 ft 2.50 2.50 24.00 in 12.00 In 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Stem Construction Design Height Above Ft£ ft: Wail Material Above "Ht" Thickness = Rebar Size = Rebar Spacing Rebar Placed at = Design Data fblFB + fa/Fa Total Force @ Section ibs = MomenL... Actual ft-#: Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in: LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem 2nd Stem OK 2.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 iviasonry 8.00 # 4 32.00 Edge 0.661 82.8 248.4 375.7 2.5 38.7 47.0 2.75 24.00 24.00 0.674 190.8 495.3 734.5 3.0 38.7 84.0 5.25 24.00 6.00 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Temri Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Hook embedment reduced by stress ratio psi = psi = 1,500 24,000 No n/a 21.48 1.000 3.90 Normal Weight ASD 1,500 24,000 Yes No 21.48 1.000 7.60 psi = psi = Footing Design Results Toe Heel Factored Pressure 3,560 0 psf Mu': Upward 0 Oft-# Mu': Downward 0 9ft-# Mu: Design 0 9ft-# Actual 1-Way Shear 0.00 3.37 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: a'-O" retain w/6' wall level ...New... Dsgnr: Page:. Date: 11 FEB 2014 ali in File: C:\Users\TMALLIS\Documents\Retein Pro 9\tavlor mon-ison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License '^;°g'RCO BLOCK COMPANY. INC. Cantilevered Retaining Wall Design ;ode: CBC 2010,ACI 318-O8.ACI 530-O8 Summar^^ Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil: Seismic Earth Load Total ..OVERTURNING Force Distance Moment Ibs ft n-4 320.0 82.8 56.0 1.33 7.00 2.40 426.7 579.6 134.4 458.8 O.T.M. 1,140.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09,1807.2.3. 1.52 1,621.7 ibs Soii Over Heel = Sloped Soii Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = ' /Vxiai Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Force Ibs .RESISTING Distance ft 421.7 450.0 750.0 1.58 0.28 1.25 1.00 Moment ft-# 667.6 126.5 937.5 Totals 1,621.7 Ibs R.M.= 1,731.6 ' Axial live load NOT Included In total displayed, or used for overtuming resistance, but is included for soil pressure calculation. DESIGNER NOTES: 6'-8" HIGH 16" SQ. PILASTER FOR 85 MPH 3 SEC. GUST t§)EXPC OPVONAL CAP 16X16 16816 PILASTER CMU - SOLID GROUTED (4) /4 VE ?7 DROP-IN BAR. EXTENSION MAX. DESIGN CRITERIA: FBI 2013 CBC l.SCm.BEARmG PRESSURE =2500 PSF EQUIVALENT FLUID PRESSURE-40 PSF PER LEIGHTON RBVRT. 2, AILOWABLE LATBIAL PASSIVE PRESSURE -200 PSF. 3, GROUT STRENGTH-2000PSIO 28 DAYS. 4, REINFORCIMGSim.: GRADE 60. 5.SEBmC-lSBCACCB£RATION-70». 6.1500 PS MASONRY OOtVRESSIONSIRBIGTH NOTES: I. CONOieiE BLOCK SHAU CONFORM TO ASTM C 90. ORCO STD. SUmPED BUXX MAY BE USB), Z CONCRETE FOR FOOTING SHAU BEI PART CEMENT m 2-1/2 PARTS SAW TO 3-1/2 PARTS GRAVE WITH A MAXIMUM OF 1-1/2 GAUONS OF miBlPBt SACK PORTLAND CEmiTSHAU CONFORM TO ASTM C150 TYPE VV.Fc-2500 PSI 3. REmPORONG STEE SHAU BE DBORMED AND CONFORM TO ASTM A 615 GRADE 60. PROVIDE4S BAR OIAMETBt LAP. 4 ROAR SHAU BE CENTERED IN THE CONCRETE BLOCK CEl IN WHICH ITB LOCATE). 5. CONCRETE BLOCK SHAU BE LAYEOm A RUmONG BOND PATTBIN WITH VBTIKAL CONTINUITY OF THE CBIS UNO. 6. AU BUXX CEILS CONTAINING VERTICAL REBAR SHAU BE SOLID GROUTED. 7. USE OBP TYPES MORTAR PROPORTIONED USING ASTM C 270.1 PART CB4ENT TO 1/2 PAKTUm TO 4-1/2 PARTS DAW, LOOSE SAW. 8. GROUTFOROONCREIfBLOCKTOBElPARTCBmTT03 PARTS SAW (GROUT MAY CONTAIN 2 PARTS 3/8" PEA GRAVE IF WEATHER CONDITIONS ARE FAVORABIE AW BLOCK UNOBSTRUCTE) CBL SIZE BSUmaBUT TO AUOW GOOD GROUT HOW). WATBt SHAU BE ADDB) TO PRODUCE GOOD GROUT FLOW WTTHOUT SEGREGATION OF TmOONSnVBflSPBt ASIM 476. 9. BLOCK STEM MAY BE WET-SET 1-1/2" TNTO THE FOOTING WHUE THE CONCRETE a PLASnC BLOCK STBt MAY BE PLACE) TO EITHBt EDGE OF THE TRBKH TYPE FOOTING. 10. FOOTING MUST BE POURE) ON OR mo UWBTWXD NATURAL SOR OR ON COmAOEDEU WTTH A MNimjM COMPACTION OF 90*. II. ERST INSPECTION TO BEAFTBt FOOTING TRENCHES ARE READY FOR CONCRETE AW AU REQUIRED STEE B JIB) IN PLACE SECOW INSPECTION TO BE WHEN THE REQUttlE>VBITICAL BIN PLACE AW The BLOCK WAU B READY TO GKVT. 12. MAXimm CONTROL JOINT SPAONG: 4^ 0/C OR 20'Q/C IF THE WAU B TO BE STUCCO COATB), TAYLOR MORRISION HOMES LA COSTA TOWN CENTER PILASTER PER SECTION E-i /4 HORZ CONT. FROM VIEW WALL RUN THROUGH PILASTER FOOVNG. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : 7'4" 16" pilaster 0.24w seismic Job# : ...New... Dsgnr: Description.... 7'-4" high 16" sq. pilaster for 0.24w seismic Page: Date: MAR 18,2011 Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 0.33 ft 7.00 ft 0.00 : 1 4.00 in 0.0 ft Allow Soil Bearing = 2,000.0 Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 45.0 45.0 150.0 115.00 115.00 0.300 12.00 psf psf/ft psf/ft psf/ft pcf pcf Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Thumbnail I '-ateral Load Applied to Stem ~| [>djacent Footing Load 1 Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Lateral Load = o.O#/ft ...Height to Top = o.OO ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1 00 by a factor of C? ',t4-lA/ wind on Exposed Stem Design Summary 26.0 psf i Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1 I Stem Construction | Top stei Adjacent FootingKa^^? 0.6 Ibs Footing Width = o.OO ft Eccentricity = o.OO in Wall to Ftg CL Dist = o.OO ft Footing Type Base Above/Below Soil at Back of Wall " 0 0 ^ . Poisson's Ratio = 0.300 2.00 2.92 OK OK 1,575 Ibs 6.77 in Soil Pressure @ Toe = 1,872 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored ACi Factored Toe _ Heel Footing Shear @ Toe Footing Shear @ Heel Aliowable 2,621 psf 0 psf 8.8 psi OK 1.1 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 181.8 Ibs less 100% Passive Force = - 58.3 Ibs less 100% Friction Force = - 472.4 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Design Height Above Ft£ ft = Stem OK 0.00 Wall Material Above "Ht" = Masonry Thickness 16.00 Rebar Size # 4 Rebar Spacing = 16.00 Rebar Placed at — Edge '^^^ign Data Edge fb/FB + fa/Fa 0.143 Total Force @ Section lbs = 182.0 Moment...Actual ft-# = 697.1 Moment Allowable = 4,880.5 Shear Actual psi = 1.2 Shear Allowable psi = 51.6 Wall Weight = 164.0 Rebar Depth 'd' in = 13.00 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Lap splice above base reduced by stress ratio psi: psi = 1,500 24,000 Yes 21.48 1.333 15.60 Normal Weight ASD psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171' Registration #: RP-1194015 RPg.27 I Footing Dimensions & Strengths Toe Width Heel Width = ___jjo ' Total Footing Width = 2.25 Footing Thickness = 12 00 in Key Width = 0.00 in Key Depth = o.OO in Key Distance from Toe = o.OO ft f c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover ©Top 2.00 @ Btm.= 3.00 in Title : 7'4" 16" pilaster 0.24w seismic Job# : ...New... Dsgnr: Description.... 7"-4" high 16" sq. pilaster for 0.24w seismic Page: Date: MAR 18,2011 This Wall In File: C:\Documents and SettinffstTMAl I iR\Uy • Cantilevered Retaining Wall Design code. CBC 2010 Footing Design Results _To6 Factored Pressure = 2,621 Mu': Upward = '579 Mu': Downward = si Mu: Design = 599 Actual 1-Way Shear = 8 82 Allow 1-Way Shear = 75.00 Toe Reinforcing = NoneSpec'd Heel Reinforcing = NoneSpec'd Key Reinforcing = NoneSpec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Heel 0 psf 3ft-# 84ft-# 81 ft-^!^ 1.08 psi 75.00 psi Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soii -40.0 182.0 0.44 4.83 17.6 -17.8 879.1 Total 181.8 O.T.M. = Resisting/Overturning Ratio = 2.OO Vertical Loads used for Soii Pressure = 1,574.6 lbs 878.9 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 Weighl = Key Weight = Vert. Component = Total^ 17.7 2.02 35.7 17.3 0.23 3.9 1,202.1 1.12 1,342.4 337.5 1.13 379.7 1,761.7 DESIGNER NOTES: Footing Embedded in Soil Description : 6'-8" pilaster .24w trencti footing 18'sq Code References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information Pole Footing Shape Rectangular Footing Widtti 18.0 in Calculate fylin. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 200.0 pcf Max Passive 1,500,0 psf File = C.\Users\TMALLIS\DOCUME~1\ENERCA-1\NEWWAL~4EC6 b ENERCALC.INC 1983-2013. Build.6.13.8.31,Ver:6.13.8.31 I Licensee ; ORCO BLOCK COMPANY INC Controlling Values Governing Load Combination : •t-D^tO,70E+H Lateral Load Moment NO Ground Surface Restraint 0,2428 k 0.8097 k-fl Pressures at 1/3 Deptti Actual Allowable 236.683 psf 237.307 psf ^ Minimum Required Depth 2.750 R H Footing Base Area Maximufn Soil Pressure 2,250 ft'^2 0.0 ksf Applied Loads Lateral Concentrated Load i Footing llSh = V.er D: Dead Load 0.0 k Lr: Roof Live 0.0 k L : Live 0.0 k S ; Snow 0.0 k W : Wind 0.0 k E : Earlhqualte 0.0 k H : Lateral Earth 0.0 k Load distance above ground surface 0.0 ft Lateral Distributed Load 0,0 k/ft 0.0 k/ft 0,0 k/ft 0.0 k/ft 0.01840 m 0.0520 k/ft 0.0 kyft TOP of Load above ground surface 6,670 ft BOTTOfi/ of Load above ground surface 0.0 ft Vertical Load 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Load Combination Results rao^^^^n Forces @ Gnjund Surface Loads - (k) Moments - (ft-k) Required Depth-(ft) Pressure Actual - (psf) •HD+W+H 0.123 0.409 2,13 182,3 •*-D-K).70E-^H 0.243 0.810 2.75 236.7 +D-K).750Lr-K),750L+0.750W+H 0.092 0.307 1.88 163.2 +D-K).750L+0.750S-K).750W-t-H 0.092 0.307 1.88 163.2 +D+0.750Lr-fO,750L-K).5250E-^H 0.182 0.607 0.50 3,902,3 +D-K).750L-O.750S+0,5250E-^H 0.182 0.607 2.50 211.4 +0.60D-HW+H 0.123 0.409 2.13 182.3 •K),60D-K).70E+H 0i43 0.810 2.75 236.7 Alh)w-(psf) Soil Increase Factor 164.1 6'-0" HIGH 16" SQ. RETAINING PILASTER FOR 85 MPH 3 SEC. GUST @EXPC OPVONAL CAP 16816 PILASTER CMU - SOLID GROUTED (4) //4 DESIGN CRITERIA: PER 2013 CBC L SCm. BEARING PRESSURE-2500 PSF EQUTVAlENTflUlD PRESSURE-40 PSF PER IBGHTON REPORT. 2. AUOWABLE LATERAL PASSIVE PRESSURE = 200PSF. 3 GROUT STRENGTH-2000PSIO 28 DAYS. 4. REINFORaNGSrm.: GRADE 60. 5.S£BMIC-lSECACCaBIATION = 709t. 6.1500 PSI MASONRY COMPRESSION STRBIGIH. L CONCRETE BLOCK SHAU CONFORM m ASTM C 90. ORCO SID. SLm& BUXX MAY BE USE). 2. CONCRETE FOR FOOTING SHAU BEI PART CEM0IT TO 2-1/2 PARTS SAND TO 3-1/2 PARTS GRAVE WITH A MAXmjM OF 1-1/2 GALLONS OF WATBt PBt SACK. PORTLAWCBiBfT SHAU COWVRM TO ASTM C150 TYPE WV.Fc-2500 PSI 3 REINFORCING Sim. SHAU BE DBORME) AW CONFORM TO ASTM A 615 GRADE 60. PROVIDE 48 BAR DUmTBI LAP. 4 REBAR SHAU BE CBOBIED INTHE CONCRETE BLOCK CEU IN WHICH ITB LOCATE). 5. CONCKETE BLOCK SHAU BE lAYED INA RUNNING BOW PATTERN WITH miTICAL CONTINUITY OF THE CELLS UW. 6. AU BLOCK CELLS CONTAINING VBmCAL REBAR SHAU BE SOUD GROUTB). 7. USE OBP TYPES MORTAR PROPORTIONED USmG ASTM C270,1 PAR:rCBmT TO 1/2 PART UME TO 4-1/2 PARTS DAMP, LOOSE SAW. 8. GROUT FOR CONCRETE BUXX TD BEI PART CBWfT TO 3 PARTS SAW (GROUT MAY CONTAIN 2 PARTS 3/8" PEA GRAVE IF WEATHBlCOWinONS ARE FAVORABLE AW BUXX tMOBSTRUCTED CEU SIZE BSUFFfOgn-TO ALLOW GOOD GROUT FLOW). WATBI SHAU BE ADDED TO PRODUCE GOOD GROUT FLOW WITHOUT SEGREGATION OF THE OONSnUENJS PER ASTM 476. 9. BUXXSTEMMAYBE WET.SET 1-1/2" INTO Tie FOOTING WHILE TK CONCRETE B PLASTIC BUXX STm MAY BE PLACED TO EITHER B)^ OF THE TRENCH TYPE FOOTING. 10. FOOTING mjST BE FOURS) ON OR INTO UWBTIKBED NATURAL SOIL OR ON COMPACIEDEU WTIH A MINIMUH COMPACnONOF90%. IL FIRST mSPECnON TO BE AFTER FOOTING TRBKHESARE READY FOR CONCRETE AW AUREQUIRB) STEE BTIB> IN PLACE. SECOND mSPBCnON TO BE WHBt THE REQUIRED VERTICAL BIN PLACE AW THE BUXX WAU B READY TO GROUT. 12. MAXIMUM CONTROL JOINT SPAONG: 40" 0/C OR 20'Q/C IF THE WAU B TO BE STUCCO COATB). IZ'DRAmSTARSUBORAmUPTOVmHINlZ'OF FINISH GRADE CONTINUOUS PER imi-Se9, POUjOW MEG'S mSTALLAHONRECOMBOMTlONS. PROVIDE OUnETFrniNGAND 4" » TmXXSH NEW WALL » 50' INTERVALS. WATERPROOF BACKSIDE OF WALL 0 HORZ CONT. FROM VIEW WALL RUN THROUGH PILASTER FOOTING. TAYLOR MORRIS/ON HOMES LA COSTA TOWN CENTER 'A' 'D' 'X' DOWEL 2'-6' 3-3" 0 BAR \'D'-l-2'-J" J'-O' 4'-0' #4 BAR 'D'-l-2'-9" 4'-0' 4-9" i4 BAR 'D'-hJ'-g" 7 TO DAYLIGHT PILASTER PER SECTION E-^ Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 2'-6" retain w/6' pilaster level ...New... Dsgnr: Page: Date: 30 JAN 2014 ill in File: C:\Users\TMALLIS\Documents\Retain Pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantilevered Retaining Wall Design :ode: CBC 20i0,ACl 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Criteria Retained Height = 2.50 ft Wail height above soli = 6.00 ft Slope Behind Wail = 0.00 :1 Height of Soii over Toe = 6.00 in Water height over heel = 0.0 ft 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 ^ Axial Dead Load = 0.0 lbs /Vxial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load | Multiplier Used = 10.000 (Multiplier used on soii density) Soil Data | Allow Soii Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 200.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.330 Soil height to ignore for passive pressure = 12.00 in J [^^ra^^^piie^oSte^^^ | Adjacent Footing Load Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 26.0 psf Uniform Seismic Force = 25.000 Total Seismic Force = 87.500 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu Item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 2'-6" retain w/6' pilaster level ...New... Dsgnr: Page: Date: 30 JAN 2014 all in File: C:\Users\TMALLlS\Documents\Retain Pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantllevercd Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-O8 License To: ORCO BLOCK COMPANY, INC. Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.83 OK 2.13 OK 2,078 ibs 11.14 in Soil Pressure @ Toe = 2,423 psf OK Soil Pressure @ Heel = 0 psf OK Aliowable = 2,500 psf Soil Pressure Less Than Allowable Stem Construction Design Height Above Ft£ ft: Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data ibIFB + fa/Fa Top Stem 2nd Stem OK 2.50 Masonry 16.00 # 4 32.00 Center Stem OK 0.00 Masonry 16.00 # 4 16.00 Edge 2,907 psf 0 psf 0.0 psi OK 6.6 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Aliowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 462.3 ibs less 100% Passive Force = - 300.0 lbs less 100% Friction Force = - 685.6 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors = 0.427 0.278 Total Force @ Section ibs= 156.0 324.8 MomenL...Actual ft-#= 468.0 1,016.9 Moment Allowable ft-#= 1,096.8 3,661.3 Shear Actual psi = 1.7 2.1 Shear Allowable psi = 38.7 38.7 Wall Weight psf= 106.0 175.0 Rebar Depth 'd' in= 7.75 13.00 LAP SPLICE IF ABOVE in= 24.00 24.00 LAP SPLICE IF BELOW in= 24.00 HOOK EMBED INTO FTG in = 6.00 Hook embedment reduced by stress ratio Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data f m psi: Fs psi: Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor = Equiv. Solid Thick. in : Masonry Block Type = Masonry Design Method = Concrete Data f c psi = Fy psi = 1,500 24,000 No n/a 21.48 1.000 9.50 Normal Weight ASD 1,500 24,000 Yes No 21.48 1.000 15.60 Footin^Dime^^ [^^ooiHn^esigr^esult^^J Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ( 0.00 ft 3.00 Toe Heel 3.00 12.00 In 12.00 in 6.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 1 Btm.= 3.00 in Factored Pressure 2,907 0 psf Mu': Upward 0 0 ft-# Mu': Downward 0 29 ft-# Mu: Design 0 29 ft-# Actual 1-Way Shear 0.00 6.59 psi Allow 1-Way Shear 0.00 75.00 psi Toe Reinforcing = NoneSpec'd Heel Reinforcing = None Spec'd Key Reinforcing = NoneSpec'd Other Acceptable S zes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 2'-6'' retain w/6' pilaster level ...New... Dsgnr: Page: Date: 30 JAN 2014 ali in Fiie: C:\Users\TMALLiS\Documents\Retain Pro 9\tavior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 ucen'e To foRco BLOCK COMPANY. INC. C^"*"^^®'-®^ Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-O8 ^ummarjrof^^ Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 245.0 156.0 61.3 1.17 6.50 2.10 285.8 1,014.0 128.6 Total 462.3 O.T.M. 1,428.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.83 2,077.7 Ibs Force Ibs .RESISTING Distance ft Soii Over Heel = 479.2 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soii Over Toe = Surcharge Over Toe = Stem Welght(s) = 1,073.5 Earth @ Stem Transitions = Footing Weighl = 450.0 Key Weight = 75.0 Vert. Component = 2.17 0.67 1.50 2.50 Moment ft-# 1,038.2 715.7 675.0 187.5 Total = 2,077.7 ibs R.M.= 2,616.4 * Axial live load NOT included in total displayed, or used for overturninq resistance, but is Included for soil pressure calculation. DESIGNER NOTES: COI Pole Footing Embedded in Soil Description : 2'6" RETAIN 6'-0" pilaster ,24w trench footing 18' sq Code References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General information Pole Footing Shape Rectangular Footing Width 18,0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 200.0 pcf Max Passive 1,500.0 psf File = C:\UserE\TMALUS\DOCUI^E-1\ENERCA-HNEWWAL-4EC6 k ENERCALCINC 1983-2013 Build6.13.8.31.Ver6.13.8.31 • Licensee ; ORCO BLOCK COMPANY INC Controlling Values ' Goveming Load Combination : •HD-K).70E+H Lateral Load 0.5526 k Moment 1 1,479 k-ft 1 NO Ground Surface Restraint Pressures at 1/3 Depth Actual 313.587 psf Allowable 314.852 psf 1 Minimum Required Depth 3.625 ft ! i Footing Base Area 2.250 ft'^2 Maximum Soil Pressure 0.0 ksf Soil Surface No lateral restrain) Fooling vMlh ^ 1'*' Applied Loads Lateral Concentrated Load Lateral Distributed Load D: Dead Load 0.0 k 0.0 k/ft Lr: Roof Live 0.0 k 0.0 k/ft L: Live 0.0 k 0.0 k/ft S:Snow 0.0 k 0.0 kffi , . . ^ W: Wind 0.0 k 0,01640 k/ft ' 'I*' E: Earthquake 0.116 k-^7f» ii>->t WV^i 0,0520 ki^ - S"i,iU»- H: Lateral Earth 0.253 k 0.0 k/ft Load distance above TOP of Load above gnDund surface ground surface ).830 ft 8.50 ft BOTTOM of Load above ground suilace / K/.M 2,50 ft Load Combination Results Load Combinaton Forces @ Ground Surfece Loads-(k) Moments-(ft-k) Required Depth-(ft) -t-D+W-'-H 0.363 0,817 3,00 +D40.70E+H 0.553 1.479 3.63 +D•^0.750Lr4^3,750L+{),750W•^H 0.336 0.665 2.75 •^D•^O.750L-*O.750S+0,750W+H 0.336 0.665 2.75 +D+0.750Lr-K).750L-^.5250E+H 0.478 1.161 0.63 +D+0.750L+{).750S-K).5250E*H 0.478 1.161 3.38 +0,60D+W+H 0.363 0.817 3,00 •K).60D-K),70E-HH 0.553 1.479 3.63 Vertical Load 0.0 k 0.0 k 0.0 k 0,0 k 0.0 k 0,0 k 0.0 k Pressure af 1/3 Depth Actual-(psf) Altow-(psf) Pole Footing Embedded in Soil Description : 3'0" RETAIN 6'-0" pilaster .24w trench footing 18" sq Code References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information Pole Footing Shape Rectangular Footing Width 18.0 in Calculate Min, Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 200,0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combination : ^•D-K}.70E•^H Lateral Load 0.6626 k Moment 1,755 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 337.457 psf Allowable 338.325 psf rMinimum Required Depth 3.875 fl Footing Base Area 2.250 ft'^2 .Maximum Soil Pressure 0.0 ksf Flte = C\Users\TMALLIS\DOCUME-1\ENERCA-1\NEWWAL~4.EC6 b ENERCALC INC 1983-2013. Build 613.6.31, Vet.613 8.31 I Licensee : ORCO BLOCK COIVIPANY INC Soli Surface No lalani Mrslnl Foottng mjlh = 1 '-6' Applied Loads Lateral Concentrated Load Lateral Distributed Load Load Combination Results BOTTOM of Load above ground surface 3,0 ft Forces @ Ground Surface Vertical Load D: Dead Load 0.0 k 0.0 k/ft 0.0 k Lr: Roof Live 0.0 k 0,0 k/ft 0.0 k L: Live 0.0 k 0.0 k/ft 0.0 k S:Snow 0.0 k 0,0 k/ft 0.0 k W: Wind 0.0 k 0.01840 k/ft 0.0 k E : Earthquake 0.1160 k 0.0520 k/ft 0.0 k H: Lateral Eartti 0,360 k 0.0 k/ft 0.0 k Load distance above TOP of Load above ground surface ground surface 1.0 ft 9.0 ft Required Pressure at 1/3 Depfli Load Combination Loads-(k) Moments - (ft-k) Depth-(ft) Actual - (psf) +D-HW+H 0,473 1,025 3,25 283.1 +DM}.7QE+H 0.663 1.755 3.88 337.5 +D4O.750Lr-^O.750L-K).750W-^H 0.446 0,860 3.13 271.1 +D+O.750L-K).750S+0.750W+H 0.446 0.860 3.13 271,1 +D+O.750Lr+O,750L-K),5250E+H 0.588 " 1,407 0.75 5,362.6 +D+0.750L+{).750S-K),5250E+H 0.588 1.407 3.63 315.4 •K).60D+W+H 0.473 1.025 3.25 283.1 •K).60D-K).70E-HH 0.663 1.755 3.88 337.5 Soil Increase Allow - (psf) Factor 284.7 1.330 338,5.^:r-=:r4.330 338.3 1.330 Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Titie Job# Descr: S'-O" retain w/6' pilaster level ...New... Dsgnr: Page:. Date: 30 JAN 2014 all in Fiie: C:\Users\TIVIALLiS\Documents\Retain Pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantlleveted Retaining Wall Design iode: CBC 2010,ACI 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Criteria Retained Height = 3.00 ft Wall height above soii = 6.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft 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 Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Soil Data | Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure IVIethod Heel Active Pressure 40.0 psf/ft Passive Pressure 200.0 psf/ft Soii Density, Heel = 115.00 pcf Soli Density, Toe 0.00 pcf FootingllSoil Friction 0.330 Soli height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem 1 Adjacent Footing Load Lateral Load = ...Height to Top = ...Height to Bottom = The above iaterai ioad has been increased by a factor of Wind on Exposed Stem = 0.0 #/ft 0.00 ft 0.00 ft 1.00 26.0 psf Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soii at Bacl< of Wall Poisson's Ratio = 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Earth Pressure Seismic Load jf Multiplier Used = 10.000 (Multiplier used on soil density) Uniform Seismic Force = 30.000 Total Seismic Force = 120.000 t>^P. 12/31/2014 I^-'il Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 3'-0" retain w/6' pilaster level ...New... Dsgnr: Page: Date: 30 JAN 2014 all in Fiie: C:\Users\TMALLiS\Documents\Retain Pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Design Summary Wail Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Pressure ( Soli Pressure ( Ailowable iToe ! Heel 1.91 OK 1.94 OK 2,385 ibs 11.61 in 2,419 psf OK 0 psf OK 2,500 psf Soli Pressure Less Than Ailowable ACi Factored i ACI Factored i 2,902 psf 0 psf 0.0 psi OK 7.4 psi OK 75.0 psi iToe = J Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 560.0 Ibs less 100% Passive Force = - 300.0 Ibs less 100% Friction Force = - 787.0 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Stem Construction Design Height Above Ft£ ft = Wall Material Above "Ht" Thici<ness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data ft)/FB 4- fa/Fa Total Force @ Section ibs = Moment....Actual ft-# = Moment Ailowable ft-# = Shear Actual psi = Shear Aliowable psi = Wall Weight psf = Rebar Depth 'd' In = LAP SPLICE IF ABOVE In = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem 2nd Stem OK 3.00 Masonry 16.00 # 4 32.00 Center Stem OK 0.00 Masonry 16.00 # 4 16.00 Edge 0.427 156.0 468.0 1,096.8 1.7 38.7 106.0 7.75 24.00 24.00 0.331 399.0 1,210.5 3,661.3 2.6 38.7 175.0 13.00 24.00 6.00 Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data f m psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thlcl<. in = Masonry Block Type = Masonry Design Method = Concrete Data f c psi = Fy psi = Hooi< embedment reduced by stress ratio 1,500 24,000 No n/a 21.48 1.000 9.50 Normal Weight ASD 1,500 24,000 Yes No 21.48 1.000 15.60 Footin^Dimensi^^ [^^ootins^DesigrMRes^ Toe Width Heel Width Total Footing Width Footing Thlcl<ness Key Width Key Depth Key Distance from Toe 0.00 ft 3.25 Toe Heel 3.25 12.00 in 12.00 in 6.00 in 2.25 ft f c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top 2.00 @ Btm.= 3.00 in Factored Pressure 2,902 0 psf Mu': Upward 0 0 ft-# Mu': Downward 0 33 ft-# Mu: Design 0 33 ft-# Actual 1-Way Shear 0.00 7.35 psi Allow 1-Way Shear 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Titie Job# Descr: 3'-0" retain w/6' pilaster level ...New... Dsgnr: Page:. Date: 30 JAN 2014 all in Fiie: C:\Users\TMALLiS\Documents\Retain Pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantllevered Retaining Wall Design :ode: CBC 20IO,ACI 318-08,ACI 530-O8 License To : ORCO BLOCK COMPANY, INC. l^umrnarjfofOv^^ Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • Seismic Earth Load 320.0 156.0 84.0 1.33 7.00 2.40 426.7 1,092.0 201.6 Total 560.0 O.T.M. 1,720.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = if seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 1.91 2,384.8 lbs RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 661.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = " Axial Live Load on Stem = Soii Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,161.0 Earth @ Stem Transitions = Footing Weighl = 487.5 Key Weight = 75.0 Vert. Component = 2.29 0.67 1.63 2.75 1,515.4 774.0 792.2 206.3 Total = 2,384.8 lbs R.M.= 3,287.8 ' Axial live load NOT included In total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 25 !!, 1/2014 ^ Pole Footing Embedded in Soil Description : 3'0" RETAIN 6'-0" pilaster .24w trench footing 18" sq Code References Calculations per Load Cofnbinations Used : 2006 IBC & ASCE 7-05 General Information Pole Footing Sfiape Rectangular Footing Width 18.0 in Calculate Mm. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 200,0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combina^on: -HD-H3.70E-t-H Lateral Load 0.6596 k Moment 1752 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Minimum Required Depth Footing Base Area IVlaximum Soil Pressure 337.405 psf 337.578 psf 3.875 « 2.250 r2 0.0 ksf File = C\Users\TMALLIS\DOCUME-1\ENERCA~1\NEWWAL~4.EC6 | ENERCALC INC 1983-2013. Bjil(1.6.13 8.31. Ver 6138.31 I Licensee : ORCO BLOCK COMPANY INC SoA Surface • Na Mtm\ nEtfalnl Fooling vMBlti - T-6" Applied Loads Lateral Concentrated Load D: Dead Load Lr: Roof Live L: Live S:Snow W: Wind E: Earthquake H: Lateral Eartti Load distance above ground surface k k k k k 0.1160 k 0,360 k 1.0 ft Load Combination Results Lateral Distributed Load k/rt k/ft 0.01840 k/ft 0,0520 k/ft k/ft TOP of Load at)ove ground surface 9.0 ft BOTTOM of Load atiove ground surface 3.0 ft Vertical Load Forces @ Ground Surface Loads - (k) Moments - (ft-k) Required Depth-(ft) Pressure Actual - (psf) •HD-^W-HH 0.470 1.022 3.25 283.0 •t-D40,70E+H 0.660 1.752 3.88 337,4 +D-tO-750Lr+O,750L+0.750W+H 0.443 0,857 3.13 269.7 +D-K).750L-K}.750S+0.750W+H 0.443 0,857 3.13 269.7 •^D-K),750Lr+O.750L+O.5250E-HH 0.585 1.404 0.75 5,360.6 +D-fO,750L+O.750S-K).5250E+H 0.585 1.404 3.63 315.3 +0,60D+W-HH 0.470 1,022 3.25 283.0 -f{).60D+0,70E-HH 0.660 1.752 3.88 337,4 Allow-{psf) 283.7 337.6 Soil Increase Factor 1.330 1.330 1 GK'&n i m, Use menu Item Settings > Printing & Title Block to set these five lines of information for your program. Titie : 4'-0" retain w/6" pilaster level Job # ...New... Dsgnr: Descr: Page: Date: 30 JAN 2014 ail in Fiie: C:\Users\TMALLIS\Documents\Retain Pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantllevered Retaining Wall Design ^ode: CBC 20io,ACl 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Criteria Retained Height = 4.00 ft Wall height above soil = 6.00 ft Slope Behind Wail = 0.00 : 1 Height of Soii over Toe = 6.00 in Water height over heel = 0.0 ft 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 Axial Dead Load = 0.0 ibs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Soil Data | Allow Soil Bearing = 2,500.0 psf Equivalent Fiuid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure 200.0 psf/ft Soii Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction = 0.330 Soil height to ignore for passive pressure = 12.00 in I I Lateral Load Applied to Stem ^ | Adjacent Footing Load Earth Pressure Seismic Load | Multiplier Used = 10.000 (Multiplier used on soil density) Lateral Load ...Height to Top ...Height to Bottom The above iaterai load has been increased by a factor of Wind on Exposed Stem Uniform Seismic Force Total Seismic Force 0.0 #/ft 0.00 ft 0.00 ft 1.00 26.0 psf 40.000 200.000 Adjacent Footing Load Footing Width Eccentricity Wail to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 4'-0" retain w/6' pilaster level ...New... Dsgnr: Page:. Date: 30 JAN 2014 ill in File: C:\Users\TMALLiS\Documents\Retain Pro 9\tavlor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 Ucense TofoRCO BLOCK COMPANY. INC. Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 3i8-08,ACi 530-O8 Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.05 OK 1.80 OK 3,123 lbs 12.37 in Soii Pressure @ Toe = 2,467 psf OK Soil Pressure @ Heel = 0 psf OK Aliowable = 2,500 psf Soil Pressure Less Than Allowable 2,960 psf 0 psf 0.0 psi OK 8.2 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 796.O Ibs less 100% Passive Force = - 406.3 Ibs less 100% Friction Force = - 1,030.5 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Stem Construction Design Height Above Ft£ ft = Wail Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Top Stem 2nd Stem OK 4.00 Masonry 16.00 # 4 32.00 Center Stem OK 0.00 Masonry 16.00 # 4 16.00 Edge Total Force @ Section Mom ent... Actual Moment Aliowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in = ibs = ft-#: ft-#: psi = psi : psf = in = in = in = 0.427 156.0 468.0 1,096.8 1.7 38.7 106.0 7.75 24.00 24.00 0.476 588.0 1,742.7 3,661.3 3.8 38.7 175.0 13.00 24.00 6.00 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Hook embedment reduced by stress ratio psi: psi: 1,500 24,000 No n/a 21.48 1.000 9.50 Normal Weight ASD 1,500 24,000 Yes No 21.48 1.000 15.60 psi = psi = Footin^Dimens^ [^^^Footing^esigr^i^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % = Cover @ Top 2.00 ( 0.00 ft 3.75 Toe Heel 3.75 12.00 in 12.00 In 9.00 in 2.75 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2,960 0 psf 0 0ft-# 0 41 ft-# 0 41 ft-# 0.00 8.15 psi 0.00 75.00 psi None Spec'd None Spec'd None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 9.50 in, #5@ 14.50 in, #6@ 20.50 in, #7@ 28.00 in. CP LU toil Exp CKt^e25 12)^1/2014 /; iVI • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : 4'-0" retain w/6' pilaster level Job # ...New... Dsgnr: Descr: Page: Date: 30 JAN 2014 ail in File: C:\Users\TMALLiS\Documents\Retain Pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantllevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Summary of Overturning & Resistinj^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 Total OVERTURNING Force Distance Moment Ibs ft ft-# 500.0 156.0 140.0 1.67 8.00 3.00 833.3 1,248.0 420.0 796.0 O.T.M. 2,501.3 Resisting/Overturning Ratio Vertical Loads used for Soii Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. 2.05 3,122.7 Ibs RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 1,111.7 Sloped Soii 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) = 1,336.0 Earth @ Stem Transitions = Footing Weighl = 562.5 Key Weight = 112.5 Vert. Component = 2.54 0.67 1.88 3.25 2,825.5 890.7 1,054.7 365.6 Total = 3,122.7 Ibs R.M.= 5,136.5 ' Axial live ioad NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Pole Footing Embedded in Soil File = C.\Users\TMALLIS\00CUME~l\ENERCA-l\NEWWAL-4 EC6 L ENERCALC. IHC. 1983-2013, Build 6138 31. Vet 613.8.31 1 |Uc.#:KW-06003522 Licensee : ORCO BLOCK COiVlPANY INC 1 Description : 4'0" RETAIN 6'-0' pilaster .24w trench footing 18' sq Code References Calculations per Load Combinations Used : 2006 IBC & ASCE 7-05 General Information Pole Footing Shape Footing Widtti Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive Max Passive Rectangular 18.0 in 200.0 pcf 1,500.0 psf Controlling Values Governing Load Combination: -KD+0.70E+H Lateral Load 0.9296 k Moment 2.475 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Footing Base Area Maximum Soil Pressure 388.863 psf 389.442 psf 4.50 ft 2,250 ft''2 0.0 ksf N|i ja»caI ^restraint =•1 •* FooliriB WlSh = 1 '.fl' Applied Loads Lateral Concentrated Load Laterat Distributed Load Vertical Load D: Dead Load 0.0 k 0.0 k/ft 0.0 k Lr: Roof Live 0.0 k 0.0 k/ft 0.0 k L: Live 0.0 k 0,0 k/ft 0.0 k S:Snow 0.0 k 0.0 k/ft 0.0 k W: Wind 0.0 k 0,01840 k/ft 0,0 k E : Earthquake 0.1160 k 0.0520 k/ft 0.0 k H : Lateral Earth 0,640 k 0,0 k/ft 0.0 k Load distance above TOP of Load above ground surface ground surface 1.330 ft 10,0 ft BOTTOM of Load above ground surface 4,0 ft Load Combination Results Forces ( J Ground Surfera "R^ufred""""""' Load Comblnatkin Loads-(k) Moments - (ft-k) Depth-(ft) Actual - (psf) •••D+W+H 0.740 1.611 3.88 342.0 +D+0.70E+H 0.930 2.475 4.50 388.9 +D4O.750Lr-K).750L4O.750W-HH 0.713 1.418 3,88 331.3 +D40.750L-K).750S+0,750W+H 0.713 1.418 3.88 331,3 +D-K).750Lr4O,750L+0.5250E+H 0.855 2.065 0.75 6,160.5 +D-K).750L-K},750S-K).5250E+H 0.855 2.065 4,25 369.3 -K),60D+W+H 0.740 1.611 3.88 342.0 •K).60D+0.70E+H 0.930 2.475 4.50 388.9 Afk)w-(psf) 342.7 389.4 Soil Increase Factor ^ 1.330 1.330 •5 S/0/ (^371 E>q89:^/31/29i3jQf^/, ORCO 6' HIGH WALL W/2'-0" TO 4'-0" RETAINING FOR 85 MPH WIND 3 SEC. GUST @ EXP C OPTIONAL FLAT CAP ORCO 6816 OR 6616 CMU GROUTB) ONLYO VERTSTEE 4f4 VERT DROP-IN BAR 032" O/C PROVIDE 24" UV INTO 8X16 CMU STEM BELOW. *6 STD JOINT REINFOI«XmiT O 24" 0/C (3 PLACES). NOTE: PROVIDE *4 DOWEL & 414 DROP-IN BAR AT EACH SIDE OF CONTROL JOINTS, ENDS OF WALLS AND 0 WAU //QBWrCHWGES DESIGN CRHBOA: FBI 2010 CBC L SOIL BEARING PRESSURE-2500 PSF EQUIVAIENT FLUID PRESSURE-65 PSF PER LEBSHTONRBVRT. 2. AUOWABLE LATEIAL PASSIVE PRESSURE - 200PSF. 3 GROUT STRENGTH-2000 PSIO 28 DAYS. 4 REUffORONGSim.: GRADE60. 5.SEBMK:-1SECACCE£RATION-70%. 6.1300 PS MASONRY COMPRESSION SIRBIGTH. 2T01 BACKFUL. USE NATIVE IMPORTS) BACKHU W/EK50 PBI SOIIS BWGR. PROVDE 90% COMPACTION PBI ASm 0-1557. 12" DRAINSTAR SIX-DRAIN UP TO vmn IN 12" OF nNISH GRADE COmiNUOUS PBi NBi-569. FOLLOW MFGSINSTALLATIOmEOOMBmTIONS. PRCMDE 0UTlETFITnNGAW4' * THROUGH NEW WAU 9 ST INTERVALS. WATERPROOF BACKSIDE OF WALL NOTES: L CONCRETE BLOCK SHAU CONFORM TO ASTM C 90. OKX) STD. FRBOSON BLOCK MAY « USED. 2. CONCRETE FOR FOOTING SHAU BE IPAKTCBimiT TO 2-1/2 PARTS SAW TO 3-1/2 PARTS GRAVE WITH A MAXIMUM OF 1-1/2 GALLONS OF WATER PER SACK PORTlAWCEMBfTSHAU CONFORM TO ASTM C150 TYPE n/V.Fc-2500 PSI 3 RETHfORONG STEE SHAU BE D0ORMED AW CONFORM TO ASIM A 615 GRADE 60, PROVIDE 48 BAR DIAimBt LAP, 4 REBAR SHAU BE CBfTBIE) IN THE CONCRETE BUXX CEU IN WHICH TTB LOCATE), 5. CONCRETE BLOCK SHAU BE LAYS) m A RUmNG BOW PATTERN WITH VBmCAL CONTINUITY OF THE CELS UNO, 6. AU BLOCK CELLS CONTAINING VSmOL REBAR SHAU BE SOUD GROUTED. 7. IBE OBP TYPES MORTAR PROPORnONB) USING ASTM C270.1 PART CBMBn- TO 1/2 PART UME TO 4-1/2 PARTS DAMP, LOOSE SAW, 8. GROUT FOR OONCREIE BUXX TO BEI PARI CEMENT TO 3 PARTS SAW (GROUT MAY CONTAIN 2 PARTS 3/S" PEA aiAVE IF WEATmi COHDrnONSAREFAVORABlEAW BUXX UNOBSTRUCTE) CEL SIZE BSUFFiaBUT TO AUOW GOOD GROUT FLOW), WATBI SHAU BE ADDED TO PRODUCE GOOD GROUT FLOW WITHOUT SBXEGATIONOFTieCONSmiBflSPERASIM476, 9. BLOCK SJBI HAY BE WET-SET 1-1/2" Bm THEFOOTING WHILE THE CONCRETE B PLASTIC BLOCK STB1 MAY BE PLACED TO Emm E3GE OF THE TRBKH TYPE FOOTING. 10. FOOTING mjST BE POWED ON OR INTO UWISTURBE) NATURAL SOa. OR ON COMPACTED FIU WITH A MINIMUM COMPACTION OF 90%. IL FIRST INSPECTION TO BE AFTER FOOTING TRBKHESARE READY POR OONCREIE AW AU REQUIRED STBLB TIB) IN PtACE. SECOW INSPECnON TO BE WHEN THE REQmE)VBtTICAL BIN PLACE AW THE BLOCK WAU B READY TO atOUT. 12. MAXIMUM CONTROL JOO/T SPAONG: 40'0/C OR 20'Q/C IF THE WAU B TO BC STUCCO COATB). IMHORZ CONT. 012" 0/C TOP AW BOTTOM AS SHOWN WALL PER SECTION C-C TAYLOR MORRISION HOMES LA COSTA TOWN CENTER •A' 2'-0' 'B' 2--9' 5'-6' 'C DOWEL »U»5Z- O/C JJ" IZ" — *U»I6" 0/C 145 12 "^ #4»/(S' 0/C 157 10/ IZ" L 'D' BAR #4»J^' 0/C 6- I 0i9l6" 0/C -^J' 6-\ \2/,- *5CI6' 0/C 6'\|JJ' •K' 10' 18' 27' ORCO WALL SYSTEM FORCES PER 2010 CBC CHAPTER 16 WIND FORCES TO WALLS PER SECTION 1609 CHECK WIW FORCE CALCULATION FOR BASIC BS MPH 8 95 MPH 3 SECOND GUST SKED EXPOSURE C CONDITION USING ASCE 7-05 CHAPTER 6 WIND LOADS: USING SECTION 6.5.10 TO FIND THE 3 SEC. VELOCITY PRESSURE OH. OH' 0.00256 KZ KZT KP V'l (6-IS) WHERE: KZ ' .57 FOR EXP B AW Kz ' .85 FOR EXF C FROM TABLE 6.3 KZT '1.0 DEFAULT PER SECTION 6.5.7.2 KB = .85 FROM TABLE 6.i I '.B7 FROM TABLE 6-1 THEREFORE, FOR BS MPH 8 95 MPH 3 SEC. WIND GUST SPEED: OM ' (0.00256X.BS)(I.0X.B5K8S^)(.B7) ' 11.6 PSF 8 OH' (0.002S6)(.8SXI.OX.BS)(9S ^.87) ' li.S PSF NOW USING SECTION 6.S.U FOR SOLID FREESTANDING WALLS: FH'QHC CFAS (6-27) WHERE: G- .85 FROM 6.S.B.I Cr ' UO PER FIGURE 6-20 USING AVERAGE ASPECT RATIO (WALL LENGTH TO HIBTH) OF 2 NOTE: CF RANGES FROM l.iB FOR A S' WIDE RETURN WALL TO 1.3 FOR A 60' PANEL THEREFORE: FOR 85 MPH ' (11.6 PSFX.BSXI.i)As ' IS.B PSF 8 FOR 95 MPH ' (U.S PSFXBSXI.iJAS ' 17.3 PSF. WIND FORCE FOR EXPOSURE C CONDITIONS VS IN MPH 85 90 95 100 105 no 120 VFM IN MPH 71 76 81 85 90 95 m OH ' .00256 Kz KZT KD V^I WHtRC KZ=.57, KZT'l.B KD' .BS AND l'.S7 FOS MISC. STTOCTMKi 11.6 PSF 13.0 PSF U.S PSF 16.1 PSF 17.8 PSF 19.5 PSF 25.2 PSF FH WIND FORCC HR SO. FT. FH ' OHXGXCFAS KH 6.5.H mSRC B'.BS AHD CF'l.i AVC. 15.8 PSF I5.S PSF 17.3 PSF 19.2 PSF 21.2 PSF 23.2 PSF 27.6 PSF PROJECT SITE WIND ZONE: Vs= ShMPH EXPOSURE C THEREFORE WIND FORCE =li 6PSF SEISMIC FORCES PER 2010 CBC (ASCE 7-05 SECT. 15.^ IB) FOR NONBUILDING STRUCTURES - FREE STANDING WALLS AND PILASTERS - PROJECT SITE CLASS D - FUNDAMENTAL PERIOD T GREATER THAN 0.06 SEC CALCULATED USING SECTION 12.8-7 AND TABLE 12.8-2 PER EQN. IS.i-2 FOR NONBUILDING STRUCTURES: CS'[(0.80HSl)/(R/l>] (W) WHERE I '1.0 8 FA' I.I FROM TABLE ll.i-l 8 R ' 5.0 FROM TABLE IS.i.2 SEISMIC FORCE FOR 1 SEC. PERIOD CONDITIONS Sl FROM FIG.22-i 60 70 80 90 100 no CS'[(0.80XSl)/(R/l)]W .22W .2UW .25W ,27W .SOW ,52W PROJECT SITE SEISMIC INFORMATION: Sl ^ '^o sO Cs W CMU WALL WEIGHTS PER SQ. FT. BLOCK TYPE 6 • CMU W/ J OINT REINFC ORCEMENT 8" CMU 16X16 'ILASTER GROUTED 0 O/C i8"0/C iO'O/C 52"0/C 2lt"0/C I6"0/C 52"0/C 2i"0/C It'O/C SOUD SOLID WT. PER SQ. FT 5i PSF 55 PSF 57 PSF 59 PSF iS PSF ie PSF 52 PSF 60 PSF 80 PSF 160 PSF THEREFORE SEISMIC FORCE = ( ;J[ )(\ ] PSF)= IO^QPSF = ( )( PSF)= PSF Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 2'-0" retain wl 6' wall 2 to 1 ...New... Dsgnr: Page: Date: 21 FEB 2014 all in File: C:\Users\TMALLiS\Documents\Retain Pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantllevered Retaining Wall Desiqn License To : ORCO BLOCK COMPANY, INC. :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria Soil Data Retained Height Wall height above soil Slope Behind Wail Height of Soil over Toe Water height over heel 2.00 ft Allow Soii Bearing = 2,500.0 psf 6.00 ft 2.00: 1 Equivalent Fluid Pressure Method 6.00 ft 2.00: 1 Heel Active Pressure 65.0 psf/ft 6.00 in Passive Pressure 200.0 psf/ft 0.0 ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.330 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 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 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure I Soil Pressure i Allowable IToe ! Heel Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACi 1.200 1.600 1.600 1.600 1.000 I L^tera^a^pplie^oSten^J | Adjacent Footing Load Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above iaterai load has been increased 1.00 by a factor of Wind on Exposed Stem = 13.8 psf 1.69 OK 1.58 OK 1,591 Ibs 10.18 in 2,015 psf OK 0 psf OK 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,418 psf ACi Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 4.1 psi OK Ailowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 613.7 Ibs less 100% Passive Force = - 444.4 ibs less 100% Friction Force = - 525.2 ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Bacl<ofWall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Ft£ ft = Wall Material Above "Ht" Thlci<ness = Rebar Size = Rebar Spacing = Rebar Placed at = Oesign Data fb/FB + fa/Fa Total Force @ Section ibs = Mom ent... .Actual ft-# = Moment Ailowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf: Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem 2nd Stem OK 2.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.661 82.8 248.4 375.7 2.5 38.7 47.0 2.75 24.00 24.00 0.682 212.8 500.7 734.5 3.4 38.7 84.0 5.25 24.00 6.00 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thiols. Masonry Block Type Masonry Design Method Concrete Data fc Hook embedment reduced by stress ratio psi = psi = 1,500 24,000 No n/a 21.48 1.000 3.90 Normal Weight ASD 1,500 24,000 Yes No 21.48 1.000 7.60 psi = psi : Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 2'-0'' retain w/ 6' wall 2 to 1 ...New... Dsgnr: Page:. Date: 21 FEB 2014 nil in Fiie: C:\Users\TMALLIS\Documents\Retain Pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantllcvered Retaining Wall Design ^ode: CBC 2010,ACI 318-08,ACI 530-08 License To : ORCO BLOCK COMPANY, INC. Footing Dimensions & Strengths | Toe Width 0.00 ft Heel Width 2.75 Total Footing Width = 2.75 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth 10.00 in Key Distance from Toe = 1.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure 2,418 0 psf Mu': Upward 0 0 ft-# Mu': Downward 0 214 ft-# Mu: Design 0 214 ft-# Actual 1-Way Shear 0.00 4.05 psi Allow 1-Way Shear 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable S izes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr ^ummajj^^ item .OVERTURNING.. Force Distance Moment Ibs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 530.9 82.8 1.35 6.00 715.2 496.8 Total 613.7 O.T.M. 1,212.0 Resisting/Overturning Ratio = 1.69 Vertical Loads used for Soil Pressure = 1,591.4 Ibs Vertical component of active pressure NOT used for soli pressure 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 Weighl = Key Weight Vert. Component = Force Ibs .RESISTING Distance ft 479.2 124.8 Moment ft-# 1.71 2.06 818.6 256.5 450.0 0.28 126.5 412.5 1.38 567.2 125.0 2.25 281.3 Total = 1,591.4 Ibs R.M.= 2,050.0 * /Vxial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Titie Job# Descr: 3'-0" retain w/ 6' wall 2 to 1 ...New... Dsgnr: Page: Date: 21 FEB 2014 ail in File: C:\Users\TMALLIS\Documents\Retain Pro 9\taylor morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantlleverod Retaining Wall Design License To: ORCO BLOCK COMPANY, INC. :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria | Soil Data | Retained Height ~ Wall height above soii = Slope Behind Wall = 3.00 ft 6.00 ft 2.00 : 1 Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 115.00 pcf 0.00 pcf 0.330 = 12.00 in Surcharge Loads 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 y Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010,ACi 1.200 1.600 1.600 1.600 1.000 jj [Latera^oad^ppMe^^te^^^ | Adjacent Footing Load 1.90 OK 1.57 OK 2,492 Ibs 11.02 in 1,997 psf OK 0 psf OK 2,500 psf 2,397 psf 0 psf 0.0 psi OK 3.1 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Aliowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,036.4 Ibs less 100% Passive Force = - 800.0 ibs less 100% Friction Force = - 822.5 ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been Increased by a factor of Wind on Exposed Stem 0.0 #/ft 0.00 ft 0.00 ft 1.00 13.8 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 In 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Ft£ ft = Wall Materiai Above "Hf = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Oesign Data ft3/FB + fa/Fa Top Stem 2nd Stem OK 3.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.661 0.551 Total Force @ Section ibs = 82.8 375.3 Moment....Actual ft-#= 248.4 789.3 Moment Ailowable ft-#= 375.7 1,431.8 Shear Actual psi= 2.5 6.0 Shear Ailowable psi= 38.7 38.7 Wall Weight psf = 47.0 84.0 Rebar Depth 'd' ln= 2.75 5.25 LAP SPLICE IF ABOVE In = 24.00 24.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED I NTO FTG in = 6.00 Hook embedment reduced by stress ratio Masonry Data fm psl= 1,500 1,500 Fs psl= 24,000 24,000 Solid Grouting = No Yes Use Half Stresses = n/a No Modular Ratio'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 3.90 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data ~ f c psi = Fy psi = Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title Job# Descr: 3'-0" retain w/ 6' wall 2 to 1 ...New... Dsgnr: Page: Date: 21 FEB 2014 ail in File: C:\Users\TMALLiS\Documents\Retain Pro 9\tayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 ' ucTn^'eTr: ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design :ode: CBC 20IO,ACI 318-08,ACI 530-O8 Footin£^Di^^ Toe Width = 0.00 ft Heel Width = 3.50 Total Footing Width = 3.50 Footing Thickness = 12.00 in Key Width Key Depth = Key Distance from Toe = Footing Design Results Toe Heel fc = 2,500 psi Fy = Footing Concrete Density = Min. As % = Cover @ Top 2.00 ^ 12.00 in 18.00 in 2.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Factored Pressure 2,397 0 psf Mu': Upward 0 0 ft-# Mu': Downward 0 531 ft-# Mu: Design 0 531 ft-# Actual 1-Way Shear 0.00 3.10 psi Allow 1-Way Shear 0.00 75.00 psi Toe Reinforcing = None Spec'd psi Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 9.50 in, #5@ 14.50 In, #6@ 20.50 in, #7@ 28.00 in, ^ummar|^ofOvei^^ Item ..OVERTURNING.. Force Distance Moment lbs ft ft-# Force Ibs .RESISTING Distance ft Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soli • 953.6 82.8 1.81 7.00 1,721.7 579.6 Total 1,036.4 O.T.M. 2,301.3 Resisting/Overturning Ratio = 1.90 Vertical Loads used for Soil Pressure = 2,492.3 Ibs Vertical component of active pressure NOT used for soil pressure 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 Weighl = Key Weight Vert. Component = 977.5 230.8 2.08 2.56 534.0 525.0 225.0 0.29 1.75 3.00 Moment ft-# 2,036.5 589.8 154.5 918.8 675.0 Total = 2,492.3 Ibs R.M.= 4,374.5 * Axial live ioad NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 4'-0'' retain w/ 6' wall 2 to 1 ...New... Dsgnr: Page: Date: 21 FEB 2014 ail in Fiie: C:\Users\TMALLIS\Documents\Retain Pro 9\taylor morrison RetainPro 10 (cj 1987-2012, Build 10.13.6.24 License: KW-06059401 CantMcvered Retaining Wall Design License To : ORCO BLOCK COMPANY, INC. ^ :ode: CBC 2010,ACI 318-08,ACI 530-08 Criteria || Soil Data | Retained Height - Wall height above soil = Slope Behind Wall 4.00 ft 6.00 ft 2.00 : 1 Allow Soil Bearing = 2,500.0 Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf psf/ft Height of Soii over Toe = 6.00 in Passive Pressure 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.330 Soli height to ignore for passive pressure = 12.00 in Surcharge Loads 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.11 OK 1.57 OK 3,816 Ibs 12.16 in ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 ^ L^teral^Loa^pplie^^ten^ | Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem Soil Pressure @ Toe = 2,057 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable 2,468 psf 0 psf 0.0 psi OK 2.0 psi OK 75.0 psi 1,637.6 Ibs 1.306.3 ibs 1.259.4 Ibs 0.0 lbs OK 0.0 ibs OK 0.0 #/ft 0.00 ft 0.00 ft 1.00 13.8 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Design Height Above Ftc ft Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Mom ent.... Actual Top Stem 2nd Stem OK 4.00 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge Moment Allowable Shear Actual Shear Ailowable Wail Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in ibs = ft-# = ft-#: psI = psI = psf: in = in = 0.661 82.8 248.4 375.7 2.5 38.7 47.0 2.75 24.00 24.00 0.889 602.8 1,272.9 1,431.8 9.6 38.7 84.0 5.25 36.00 7.47 Hook embedment reduced by stress ratio Masonry Data fm psi= 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = No Yes Use Half Stresses = n/a No Modular Ratio'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 3.90 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data — f c psi = Fy psi = Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# Descr: 4"-0" retain w/ 6' wall 2 to 1 ...New... Dsgnr: Page:. Date: 21 FEB 2014 all in File: C:\Users\TMALLiS\Documents\Retain Pro OUayior morrison RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License: KW-06059401 Cantllcvered Retaining Wall Design ;ode: CBC 2010,ACI 318-08,ACI 530-08 License To: ORCO BLOCK COMPANY, INC. s» s» ^ootin^imension^ Toe Width = 0.00 ft Heel Width = 4.50 Total Footing Width = 4.50 Footing Thickness = 12.00 In Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % = Cover @ Top 2.00 ^ 12.00 In 27.00 in 3.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure 2,468 0 psf Mu': Upward 0 0 ft-# Mu': Downward 0 1,306 ft-# Mu: Design 0 1,306 ft-# Actual 1-Way Shear 0.00 2.03 psi Allow 1-Way Shear 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = NoneSpec'd Key Reinforcing = NoneSpec'd Otiier Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 9.50 in, #5@ 14.50 In, #6@ 20.50 in, #7@ 28.00 in. ^ummarj^fOvei^^ item ..OVERTURNING.. Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil •• 1,554.8 82.8 2.31 8.00 3,584.7 662.4 Total 1,637.6 O.T.M. 4,247.1 Resisting/Overturning Ratio = 2.11 Vertical Loads used for Soil Pressure = 3,816.3 ibs Vertical component of active pressure NOT used for soil pressure Force Ibs .RESISTING Distance ft Soii Over Heel = 1,763.3 Sloped Soil Over Heel = 422.5 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) = 618.0 Earth @ Stem Transitions = Footing Weighl = 675.0 Key Weight = 337.5 Vert. Component = 2.58 3.22 0.30 2.25 4.00 Total! Moment ft-# 4,555.3 1,361.3 182.5 1,518.8 1,350.0 3,816.3 Ibs R.M.= 8,967.8 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: