Loading...
HomeMy WebLinkAboutCT 12-07; Valley 17; Retaining Wall Calculations; 2015-02-17ORCO WALL SYSTEM STRUCTURAL CALCULATIONS Dv;(; 400 '<-A- RECEIVED FEB 17 2015 CIVIOIMPCOIMO C/rr VENTURES TR. NO. 12-07 CARLSBAD, CA. ORCO BLOCK INC. 4510 RUTILE ST RIVERSIDE, CA. 92509 TEL. (951) 685-1521 FAX. (951) 685-4295 ORCO WALL SYSTEM FORCES FER 20(3 CBC CHAPTER 16 WIND FORCES TO WALLS PER ASCE 7-10 SECTION 29.U CHECK wm FORCE CALCULATION FOR BASIC tS MFH & 95 MPH 3 SECOND BUST SPEED EXPOSURE C CONDITION USm ASCE 7-W CHAPTER 19 WIND LOADS: USING SECTION l9.S.i TO FIND THE 1 SEC. VELOCITY PRESSURE OM OH-- 0.0OiS6 Kz KZT KHVi (19.3-1) WHERE: KZ ' .S7 FOR EXP 0 AND KZ -- .15 FOR EXP C FROM TABLE ^9.3-1 KZT = 1.0 DEFAULT PER SECTION 26.6-1 Kp ' .SS FROMM.6-1 THEREFORE, FOR SS MPH S 9S MPH 3 SEC. WIND GUST SPEED: OH = (O.OOlSiX.eSXLOX.BSm^} ' IS.i PSF a OH^ (0.002S6X.B5)(I.OX.SSH9S I) -- 16.7 PSF NOW USING SECTION Z9.i.l FOR SOLID FREESTANDING WAUS: FH'OHC CF AS (29. i-l) WHERE: G-.15 FROM 26.9.1 Cr = no PER FIGURE 29.1.-I USING AVERAGE ASPECT RATIO (WALL LENGTH TO HIGTH) OF 2 NOTE: CF RANGES FROM l.iB FOR A y WIDE RETURN WAU TO 1.3 FOR A 60' PANEL THEREFORE: FOR es MPH --(I3.i FSFX.t5}(l.i)AS = 16.0 PSF B FOR 95 MPH ^ (16.7 PSFX.BS)(U)AS = 19.9 PSF.] WIND FORCEfFOR EXPOSURE C CONDITIONS VULTINMPH r\ 116 IZZ IZ9 155 \UZ 155 VASD IN MPH' vuLTX(o.6"') 90 95 100 105 110 IZO Ox = .00256 Kz KZT KP V^l WHBHC KZ=.B5, KZT-I.O KB' .15 Li psf\ 16.0 PSF 16.7 PSF 19.5 PSF lO.i PSF ii.i PSF 26.3 PSF FH wmo FORCt KR so. rr. FH ' OHxGxCrAs ns 29.i-i mi£i>c c=.es Am CF=l.i AVC. 17.9 PSF 19.9 PSF 22.0 PSf 2i.3PSt 16.7 PSf 31.9 PSF PROJECT SITE WIND ZONE: VASD = '^^MPH EXPOSURE C THEREFORE WIND FORCE =/iM PSF ^ <^':'-'!^^^ &orhi rg" (T/ SEISMIC FORCES PER 2015 CBC (ASCE 7~I0 SECT. 15 4 m FOR NONBUILDING STRUCTURES - FREE STANDING WALLS AND PILASTERS - PROJECT SITE CLASS D - FUNDAMENTAL PERIOD T GREATER THAN 0.06 SEC CALCULATED USING SECTION I2.B-7 AND TABLE I2.B-2 PER EQN. I5.A-2 FOR NONBUILDINe STRUCTURES: CS'[(0.eeXSl)/(mJ (W) WHERE I = 1.0 t FA'l.l FROM TABLE ll.i-l « j? - 5.0 FROM TABLE IS.i.2 SEISMIC FORCE FOf^l^EC. PERIOD CONDITIONS Sl FROM FIG.22-2 60 80 90 100 110 CS=[(0.80XSl)/(R/l)]W .ZZW l.z^wj .Z5W .Z7W .SOW .3ZW PROJECT SITE SEISMIC INFORMATION: Sl = 70 SO Cs = ,^W CMU WALL WEIGHTS PER SQ. FT. BLOCK TYPE 6 • CMU W/ JOINT REINFORCEMENT S'CMU 16X16 'ILASTER GROUTED e O/C iB-O/C io-o/c 32'0/C Zi'O/C 16-O/C 3Z'0/C 2i-0/C 16-O/C SOLID SOLID WT. PER SO. FT. 3i PSF 3S PSF !? PSF 39 PSF if PSF iS PSF 52 PSF 60 PSF SD PSF 160 PSF THEREFORE SEISMIC FORCE = C-^Y )('^^PSF)=/oJPSF C/" U^O - (M )((^opsF)=f^.^psF ORCO 6'HIGH WALL W/2'-0" TO 3-4"RETAINING FOR 110/85 MPH WIND 3 SEC. GUST @ EXP C ORCO 8816 OR 8616 CMU "GROUTEO ONLYm VERT STEEL #•» VERT DROP-IN BAR (B 32'O/C PROVIDE 2< LAP WTO 8X16 CMU STEM BELOW. *8 STD MINT REINFORCEMENT S> 21" O/C (3 PLACES). NOTE: PROVIDE #4 DOWEL & #•1 DROP-IN BAR AT EACH SIDE OF CONTROL XUNTS, ENDS OF WALLS AND @ WAU HEIGHT CHANGES LEVm. BACKFIU. USE NATIVE LOW EXPANSIVE BACKFia PER SOILS ENGR. DESIGN auTERIA: PER 2013 CBC 1. SOIL BEARING PRSStmE= 2000 PSF. EQUn/ALENT FLUID PRSSURE = 3SPSFPER SOILS REPORT 2. ALLOWABLE LATERAL PASSIVE PRESSURE = 250 PSF. 3. GROUT STRENGTH = 2000 PSI 9 28 DAYS. 4. REINFORCING STEEL : GRADE 60. 5. SEISHIC-1 sec. ACCELERATION = 70%. 6. 1500 PSI MASONRY COMPRESSION STREN(FTH. 4"CaA. SDR 35 PERF PIPE W/1 CF. 3/4-aiAVEL mAPPED W/MIRAFI 140N FILTER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF RETAINING WALL 1. CONCRETE BUXX SHALL CONFORM TO ASTM C 90. ORCOSTD. PRECISION BLOCK MAY BE USED. 2. CONCRETE FOR FOOTING SHAU BE 1 PART CEMENT TO 2-1/2 PARTS SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GALLONS OF WATER PER SACK. PORTLAND CEMENT SHAU CONFORM TO ASTM C150 TYPE n/V.Fc = 2500 PSI 3. RBNPORCING STEB. SHAU BE DEFORMED AND CONFORM TO ASTM A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP. 4. REBAR SHAU BE CENTERED IN THE CONCRETE BLOCK CEU m WHICH IT IS LOCATED. 5. CONCRETE BLOCK SHALL BELAYED IN A RUNNING BOND PATTERN wm VERTICAL CONTmUITY OF THE rni': UNO. 6. AU BLOCK CELLS OONTAINING VERTICAL REBAR SHAU BE SOUD GROUTED. 7. USE OBP nrPE S MORTAR PROPORTIONED USING ASTM C 270.1 PART CEMENT TD 1/2 PART UME TO 4-1/2 PARTS DAMP, LOOSE SAND. 8. GROUT POR CONCRETE BLOCK TO BE 1 PART CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8' PEA GRAVEL IF WEATHER CONDmONS ARE FAVORABLE AND BLOCK UNOBSTRUCTED CEU SIZE IS SUmaENT TO AUOW GOOD GROUT FLOW). WATER SHALL BE ADDED TO PRODUCE GOOO GROUT FLOW WntKX/T SEGREGATION OF THE CONSTTUENTS PER ASTM 476. 9. BLOCK STEM MAY BE WET-SET 1-1/2" INTO ThEFOOTING WHILE THE CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO EITHER EDGE OF THE TRENCH TYPE FOOTING. 10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL X)IL OR ON COMPACTED FKL WTTHAMINIMUM COMPACTION OF 90%. IL FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE READY FOR CONCRETE AND AU REQUIRED STEEL IS TIED IN PLACE. SECOND INSPECnON TO BE WHS/ THE REQUIRED VERTICAL IS IN PLACE AND THE BLOCK WAU IS READY TO GROUT. 12. MAXIMUM CONTROL JOINT SPAONG: 20' O/C 0. *4 HORZ. com. # 12' O/C TOP AND BOTTOM AS SHOWN CUY VENTURES TR. NO. 12-07 CARLSBAD, 'A' •B-'C DOWEL V BAR •K' Z--0' Z'-9' 0i932' O/C ,53- 12- L *i»32- O/C 27' H/A Z'-B-Z'-9-»i»32'0/C 12- 1— *i»32- O/C 2T N/A 5'-V J'-O" *i»32'O/C ,i9' I2'\— 0i»l6- O/C sg. tf'l W ORCO 6' FENCE W/T-0" TO 3''4" RETAINING FOR 110/85 MPH WIND 3 SEC GUST @ EXP C WOOD FENCE BY OTHERS W/POSTS # 8' OP/C MAX. NOTE: PROVIDE 04 OR #5 DOWEL AT EACH SIDE OF CONTROL XIINTS, ENDS OF WAILS AND & WAU HfJGWr CHANGES LEVB. NATIVE LOW EXPANSIVE BACKFIU BACKFIU PER SOILS ENGR. DESIGN CRITERIA: PER 2013 CBC 1. SOIL BEARING PRESSURE = 2000 PSF. EQUIVALENT FLUID PRESSURE = 38 PSF PER SOILS REPORT 2. ALLOWABLE LATBUL PASSIVE PRESURE = 250 PSF. 3. GROUT STRENGTH = 2000 PSI 028 DAYS. 4. RBNFORONGSTEa : GRADE60. 5. SEISMIC • 1 SEC. ACCELERATION = 70%. e. 1500 PSI MASONRY COMPRESSION STRENGTH. *4 HORZ CONT. m 24'O/C AND (2)*4 HORZ CONT. Iff TOP BOND BEAM 4" DIA. SDR 35 PERF PIPE W/ICF. 3/4'atAVEL WRAPPB3 W/MIRAFI 140N FILTER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF RETAINING WAU. 1. CONCRETE BLOCK SHAU CONFORM TO ASTM C 90. ORCO STD. PRECISION BLOCK MAY BE USED. 2. CONCRETE FOR FOOTING SHAU XI PART CEMENT TO 2-1/2 PARTS SAND TO 3-1/2 PARTS GRAVEL WTTH A MAXIMUM OF 1-1/2 GALLONS OF WATER PER SACK PORTLAND CEMENT SHAU CONFORM TO ASTM C150 TYPE IW.Fc= 2500 PSI 3. REINFORaNG STEEL SHAU BE DEFORMED AND CONFORM TO ASTM A SIS GRADE 60. PROVIDE 4S BAR DIAMETER LAP. 4. REBAR SHAU BE CENTERED IN THE CONCRETE BLOCK CEU IN WHICH IT IS LOCATED. 5. CONCRETE BLOCX SHALL BELAYED IN A RUNNING BOND PATTERN WTTH VERTICAL CCmiNUmOF THE CELLS UNO. 6. AU BLOCK CELLS CONTAINING VERTICAL REBAR SHALL BE SOLID GROUTED. 7. USE OBP TYPES MORTAR PROPORTIONED USING ASTM C270.1 PART CEMENT TO 1/2 PART UME TO 4-1/2 PARTS DAMP, LOOSE SAND. 8. GROUT FOR CONCRETE BLOCK TO BE 1 PART CEMENT TO 3 PARTSSAND (OIOUTMAYCXMTAIN2PARTS3/8"PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK UNOBSTRUCTED CXU SIZE IS SUFFICmt/T TO AUOW GOOD GROUT FLOW). WATER SHAU BEADDED TO PRODUCE GOOD GROUT FLOW WITmjT SEGREGATION OF THE CONSnUENTS PER ASTM 476. 9. BLOCK STB1 MAY BE WET-SET 1-1/2" INTO TIS FOOTING WHILE THE CONCRETE IS PLASnC BLOCK STEM MAY BE PLACED TO EITHER EDGE OF THE TRENCH TYPE FOOTING. 10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATWiAL SOIL OR ON COMPACTED FIU WTTH A MINIMUM COMPACTION OF 90%. IL HRST INSPECTION TO BE AFTER FOOTING TJtENCHESARE READY FOR CONCRETE AND AU REQUIRED STEEL IS TIED IN PLACE. SECOND INSPECnON TO BE WHBI THE REQUIRED VERTICAL IS IN PLACE AND THE BLOCK WAU IS READY TO GROUT. 12. MAXIMUM CONTROL JOINT SPAONG: 20' O/C 0. t4 HORZ. com. 012'o/c TOP AK) BOTTOM AS SHOWN CITY VENTURES TR. NO. 12-07 CARLSBAD, CA. •A' •B' 'C DOmL •D' BAR •K' Z'-O' r-r *l.932- O/C 1J3' 12- L- *U932- O/C 27-N/A Z'-O' r-r *l.932- O/C 1J3' 12- L-6- 1 N/A Z'-8' r-9' #4*J^• O/C 1 Ul- 12- 1— *i932- O/C ZT N/A 3'-i-»i,»32- O/C I/.9- 12- L #«#/(5' O/C SO' W 3'-i-»i,»32- O/C I/.9- 12- L 6'\ W Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 2'0"; retain w 6' wall 85c wind Job# ...New... Dsgnr: Description.... Page: Date: 20 NOV 2014 This Wall in File: c:\users\lmallis\documents\refainpro 10 project flles\city ventures tr 12-07 carl RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode: CBC 20i3,ACi 3i8-ii,ACi 530-ii Criteria k [Soil Data Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 2.00 ft Allow Soil Bearing = 2,000.0 psf 6.00 ft Equivalent Fluid Pressure Method 6.00 ft Heel Active Pressure 38.0 psf/ft 0.00 : 1 psf/ft 6.00 in Passive Pressure 250.0 psf/ft 0.0 ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoii Friction 0.300 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 ^^atera^oa^AppliecUo Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0 0 Ibs 0.0 lbs 0.0 in 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 = 16.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Design Summary Wall stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 2.02 OK 2.09 OK 1,342 Ibs 9.66 in 1,568 psf OK 0 psf OK 2.000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 1.882 psf 0 psf 0.0 psi OK 4.5 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 = 267.0 Ibs 156.3 lbs 402.5 Ibs 0.0 lbs OK 0.0 Ibs OK Stem Construction Design Height Above Ftc ft Wall Material At>ove "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW Load Factors Building Code Dead Load Live Load Earth. H Wind, W Seismic, E CBC 2013,ACI 1.400 1.700 2.200 1.300 1.000 Top Stem Stem OK : 2.00 = Masonry : 6.00 # 4 = 32.00 = Center 2nd Stem OK 0,00 Masonry 8.00 # 4 32.00 Edge lbs: ft-#: ft-#> psi : psi •• psf: in: in in- 0.575 96.0 288.0 501.0 2.9 45.7 47.0 2.75 24.00 24.00 0.542 172.0 530.7 979.3 2.7 45.4 84.0 5.25 24.00 6.00 HOOK EMBED INTO FTG in = Hook embedment reduced by stress ratio 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 psi = psi = in = = Normal Weight = ASD 1,500 1,500 32,000 32.000 No Yes 21.48 21.48 1.000 1.000 3.90 7.60 psi = psi = 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 2'Q" retain w 6' wall 8Sc wind Job # ...New... Dsgnr: Description.... Page; Date: 20 NOV 2014 This Wail in File: c:\users\tmallis\docufnents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10 (c) 1987-2014, Build 10.14.8.13 Tyi°g}IS^'BL0CK COMPANY. INC. Cantilevered Retaining Wall Design :ode: CBC 2013.ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width = 0.00 ft Heei Width = 2.75 Totai Footing Width = 2.75 ' Footing Thickness = 12.OO in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 2.75 ft fc = 2,500 psi Fy Footing Concrete Density = Min. As % = Cover @ Top 2.00 ( 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure 1,882 0 psf Mu': Upward 0 326 ft-# Mu'; Downward = 0 1,347 ft-# Mu: Design 0 1,021 ft-# Actual 1-Way Shear 0.00 4.46 psi Allow 1-Way Shear 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinfordng = 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: No key defined [^ummar^O|rOv^^ ttem Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total Force Ibs .OVERTURNING.. Distance ft Moment ft-# 171.0 96.0 1.00 6.00 267.0 O.T.M. 171.0 576.0 747.0 Resisting/Overturning Ratio = 2.02 Vertical Loads used for Soil Pressure = 1,341.7 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 479.2 450.0 412.5 Moment fl-# 1.71 0.28 1.38 2.75 818.6 126.5 567.2 Total •• 1,341.7 Ibs R.M.= 1,512.3 * Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title 2'8"; retain w 6' wall 85c wind Job# ...New... Dsgnr: Description.... Page: Date: 20 NOV 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10 (c) 1987-2014, Build 10.14.8.13 ta^le ¥rgi?gS^BL0CK COMPANY, INC. Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11 ,ACI 530-11 Criteria J Soil Data 1 Retained Height Wall height above soil Slope Behind Wall = 2.67 ft 6.00 ft 0.00: 1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure 250.0 psf/ft Water height over heel -0.0 ft Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure - 115.00 pcf = 0.00 pcf 0.300 = 12.00 in ZZ2 Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming J [^^tera^ad^AgpNe^o^t^^ [Adjacent Footing Load ^ 1 Axial Load Applied to Stem | Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Design Summary 1 Wall Stability Ratios Overtuming Sliding = 1.89 OK 1.77 OK Total Bearing Load = ...resultant ecc. = 1,558 Ibs 9.94 in Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1,901 psf OK 0 psf OK 2.000 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 2,281 psf ACl Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 5.9 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 351.9 Ibs less 100% Passive Force = - 156.3 Ibs less 100% Friction Force = - 467,5 Ibs Added Force Req'd ....for 1.5 : 1 Stability Load Factors 0.0 lbs OK 0.0 Ibs OK Building Code Dead Load Live Load Earth. H Wind, W Seismic, E CBC 2013.AC1 1.400 1.700 2.200 1.300 1,000 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 = 16.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ^terr^Constructior 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 Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem 2nd Stem OK 2.67 Masonry 6.00 # 4 32.00 Center Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge lbs ft-#: ft-#^ psi •• psi •• psf: in: in •• 0.575 96.0 288.0 501.0 2.9 45.7 47.0 2.75 24.00 24.00 0.679 231.4 664.9 979.3 3.7 45.7 84.0 5.25 24.00 6.00 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 Hook embedment reduced by stress ratio psi = psi = in = 1,500 32,000 No 21.48 1.000 3.90 Normal Weight ASD 1,500 32,000 Yes psi = psi = Use menu Item Settings > Printing & Title Block to set these five lines of information for your program. Title 2'8": retain w 6' wall 85c wind Job # ...New... Dsgnr: Description.... Page:. Date: 20 NOV 2014 This Wall in File: c:\users\tmallls\documents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design :;ode: CBC 2013,ACI 318-11 ,ACI 530-11 Footing Dimensions & Strengths Toe Width 0.00 ft Heel Width 2.75 Total Footing Width = 2.75 Footing Thickness = 12.00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe = 2.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure 2,281 0 psf Mu': Upward 0 343 ft-# Mu': Downward 0 1,620 ft-# Mu: Design 0 1,276 ft-# Actual 1-Way Shear 0.00 5.92 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: No key defined Summary of Overtuming & Resisting Forces & Moments 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: Total 255.9 96.0 1.22 6.67 351.9 O.T.M. 313.1 640.3 953.4 Resisting/Overturning Ratio = 1.89 Vertical Loads used for Soil Pressure = 1,558.5 Ibs Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component _= Total = RESISTING Force Distance Jbs ft 639.7 1 71 506.3 412.5 0.29 1.38 2.75 1,558.5 Ibs R.M.= Moment ft-# 1,092.8 145.3 567.2 1,805.2 * Axial live load NOT included in total displayed, or used fbr overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 3'4": retain w 6' wall 85c wind Job # ...New... Dsgnr: Description.... Page: Date: 20 NOV 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\city ventures tr 12-07 cari RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-11.ACI 530-ii Criteria ^; Soil Data Retained Height ~ Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 3.33 ft Allow Soil Bearing = 2,000.0 psf 6.00 ft 0.00 : 1 Equivalent Fluid Pressure Method 6.00 ft 0.00 : 1 Heel Active Pressure 38.0 psf/ft 6.00 in Passive Pressure 250.0 psf/ft 0.0 ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoii Friction 0.300 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 ^^^JJ^^^^^^J Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 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 2,210 psf 0 psf 0.0 psi OK 5.6 psi OK 75.0 psi CBC 2013,AC1 1.400 1,700 2.200 1.300 1.000 J _Latera^^a^pplie^^terT^^| 2.14 OK 1.95 OK 1,955 Ibs 9.51 in 1,841 psf OK 0 psf OK 2.000 psf ACl Factored @ Toe = ACl Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 452.2 lbs less 100% Passive Force = - 295.1 Ibs less 100% Friction Force = - 586.6 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 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 = 16.0 psf Stem Construction Top Stem stem OK 3.33 Masonry 6.00 # 4 32.00 Center Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 2nd U U IDS 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 = 0.575 Total Force @ Section Ibs = 96.0 Moment...Actual ft-#= 288.0 Moment Allowable ft-# = 501.0 Shear Actual psi = 2.9 Shear Allowable psi = 45.7 Wall Weight psf = 47.0 Rebar Depth 'd' in= 2.75 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = 24.00 Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.859 306,7 841,5 979.3 4.9 46.0 84.0 5.25 36.00 7.22 HOOK EMBED INTO FTG in = Hook embedment reduced by stress ratio 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 psi = psi = in = = Normal Weight = ASD 1,500 1,500 32,000 32,000 No Yes 21.48 21.48 1.000 1.000 3.90 7.60 psi = psi = Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 3'4": retain w 6' wall 85c wind Job # ...New,.. Dsgnr: Description.... Page: Date: 20 NOV 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License: KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode: CBC 2013,AC1318-11,ACI 530-11 Footing Dimensions & Strengths 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 <i 0.00 ft 3.00 3.00 12.00 in 12.00 in 4.00 in 2,00 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Footing Design Results J Toe Heel Factored Pressure 2,210 0 psf Mu': Upward 0 742 ft-# Mu': Downward 0 2,332 ft-# Mu: Design 0 1,589 ft-# Actual 1-Way Shear 0.00 5.58 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 Summary of Overturning & Resisting Forces & Moments 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 • Total 356.2 96.0 1.44 7.33 514.2 703.7 452.2 O.T.M. 1,217.8 Resisting/Overtumlng Ratio = 2.14 Vertical Loads used for Soil Pressure = 1,955.3 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 j: Total = Force Ibs 893.6 .RESISTING Distance f[ 1.83 561.7 450.0 50.0 Moment ft-# 0.29 1.50 2.50 1,955.3 Ibs R.M.= 1,638.2 163.7 675.0 125.0 2,601.9 * Axial live load NOT Included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. ORCO 6' HIGH WALL W/Z'-O" - 3'-4" RETAINING FOR 110/85 MPH WIND 3 SEC. GUST @ EXP C •OPTIONAL FLAT CAP . ORCO 6816, 6616, OR 6618 CMU GROUTED ONLY e: VERT STEEL B'flM. PROVIDE 24" UP INTO 8X16 CMU. *6 STD XIINT REINFORCEMENT » 24-O/C (3 PLACES). USE *5 STD. FOR SLUMP BLOCK. DESIGN CRITERIA: PER 2013 CBC L SOIL BEARING PRESSURE'2000 PSF. EQUIVALBfT FLUID PRESSURE =38 PSF PER SOILS RBVRT 2 AUOWABLE LATERAL PASSIVE PRESSURE = 250 PSF. 3. GROUT STRENGTH-2000 PSI 28 DAYS. 4. RBNPORONG STEEL : GRADE 60. 5. SEISMIC-1 SEC ACCELERATION = 70%. 6.1500 PSI MASONRY COMPRESSION STRENGTH. NOTE: PROVIDE #4 DOWEL & m DROP-IN BAR AT EACH SIDE OF CONTROL MINTS, ENDS OF WALLS AND @ WALL HEIGHT CHANGES L CONCRETE BLOCK SHAU CONFORM TO ASTM C 90. ORCO STD. PREOSICm, SPOT FACE. sum BLOCK MAY BE USB>. 2 OONCRETE FOR FOOTING SHAU Kl PART CEMENT TO 2-1/2 PARTS SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GAUONS OF WATER Pm SACK. PORTLAND CEMENT SHAU CONFORM TO ASTM C ISO TYPE n/V.Fc = 2500 PSI 3. REINFORCING STEEL SHAU BE DEFORMED AND CONFORM TO ASTM A 61SGRADE60. PROVIDE 48 SAR DIAMETER LAP 4. REBAR SHAU BE CENTERED IN THE CONCRETE BLOCK CEU IN WHICH IT IS LOCATED. 5. COfKRETE BLOCK SHAU BELAYED IN A RUNNING BOND PA TTERN WITH VERTICAL CONnNUITY OF THE CELLS UNO. 6. AU BLOOf CELLS CONTAINING VERTICAL RHMR SHAU BE SOLID GROUTED. 7. USE OBP TYPES MORTAR PRCXORTIONED USING ASTM C 270.1 PART CEMENT TO 1/2 PART UME TO 4-1/2 PARTS DAMP, LOOSE SAND. a. GROUT FOR CONCRETE BLOCK TO BE 1 PART CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8" PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK UNOBSTRUCTED CEU S12E IS SUFFICIEm-TO AUOW GOOD amiT FLOW). WATBI SHAU BE ADDED TO PRCXHJCE GOOD WOUT ROW WTTHOUT SEGREGATION OF THE CONSmiENTS PER ASTM 476. 9. BLOCK STEM MAY BE WET-SET 1-1/2" INTO THEFOOTING WHILE THE CONCRETE IS PLASTIC BLOCK STEM HAY BE PLACED TO EITHER EIX3E OF THE TRENCH TYPE FOOTING. 10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL OR ON COMPACTED FIU WITH A MINIMUM CC»4PACnONOF90%. IL FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE READY FOR OONCXETEAND/UL REQUIRED STEEL IS TIED IN PLACE. SECOND INSPRmON TO BE WHEN THE REQUIRED VERTICAL IS IN PLACE AND THE BLOCK WAU IS READY TO GROUT. 12. MAXIMUM CONTROL JOINT SPACING: 20'O/C. 4" DIA SDR 35 PERF PIPE W/1 CF. 3/4" GRAVEL WRAPPED W/MIRAFI 140N FILTER FABRIC-SLOPE TO DRAIN. WATERPROOF BACKSIDE OF RETAINING WAU. *4 HORZ. CONT. Sl 12" O/C TOP AND BOTTOM AS SHOWN *5 KEY DOWEL (S16' O/C mB'-S" AND HIGHER •C+6' 'A' 'B' 'C F' DOWEL •G' VERT 2--0' Z'-5' 4" #i,e3Z' o/c JJ' zr —1 */,»3Z' O/C 2'-8' Z'-6' 4' #i,9l6'o/c */>03Z- o/c 5'-it' 2'-9' 8" *i»3Z' o/c xU9' #Ae3z- o/c CUY VENTURES TR. NO. 12-07 CARLSBAD, CA. ORCO 6' FENCE W/2'-0" - 3'-4" RETAINING FOR 110/85 MPH WIND 3 SEC. GUST @ EXP C NOTE: PROVIDE m OR #5 DOWEL AT EACH SIDE OF CONTROL JOINTS, ENDS OF WALLS AND @ WALL HEIGHT CHANGS LEVEL NATIVE LOW EXPANSIVE BACKFIU SOIL WOOD FENCE BY OTHERS W/POSTS eS'OP/C MAX. DESIGN CRTTERIA: PER 2013 CBC 1. SOIL BEARING PRESSURE = 2000 PSF EQUIVALENT FLUID PRESSlfflE =38 PSF PER SOILS REPORT 2. AUOWABLE LATERAL PASSIVE PRSStXE = 250 PSF. 3. GROUT STRENGTH-2000 PSI 028 DAYS. 4. RBtgORONGSTEEL : GRADEBa 5.S£ISI^-1SBCACCEIBIATION = 70%. 6.1500 PSI MASIMRY COMPRESSION STRENGTH. ZZI HORZ CONT. 9 24" O/C AND (2)if4 HORZ CONT. # TOP BOND L CONCRETE BLOCK SHAU CONFOIM TO ASTM C 90. ORCO STD. PRECISION, SPLIT FACE, OR SLUMP BLOCK MAY BE USB3. Z CONCRETE POR FOOTING SHAU BE 1 PART CEMENT TO 2-1/2 PARTS SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/2 GAUONS OF WATER PER SACK. PORTLAND CSMENTSHAU CONFORM TO ASTM C150 TYPE H/V.Fc = 2500 PSI 3. mNFORaNG STEEL SHAU BE DEFORMED AND CONFORM TO ASTM A BlSaUDESO. PROVIDE 48 BAR DIAMETER LAP. 4. REBAR SHAU BE CENTBIED IN THE CONCRETE BLOCK CEU IN WHICH IT IS LOCATED. 5. CONCRETE BLOCK SHALL BELAYED INA RUNNINGBOND PATTERN WITH VERTICAL CONTWUTTY OF THE mi<: UNO. 6. AU BLOCK CELLS OONTAINING VERTICAL REBAR SHAU BE SOLID GROUTED. 7. USE OBP TYPES MORTAR PROPORTIONED USING ASTM C270.1 PART CEMENT TO t/2 PART UME TO 4-1/2 PARTS DAMP, LOOSE SAND. ft GROUT FOR CONCRETE BLOCK TOBEl PART CEMENT TO 3 PARTS SAW (GROUT MAY CONTAIN 2 PARTS 3/a" PEA GRAVB. IF WEATKR CONDITIONS ARE FAVORABLE AND BLOCK UNOBSTRUCTED Sem SIX IS SUmaENT TO ALLOW GOOD GROUT FLOW). WATER SHAU BE ADDED TO PRODUCE GOOD GROUT FLOW WITHOUT SEGREGATION OF THE OONSm^nSPER ASTM 476. 9. BLOCK STEM MAY BE WET-SET 1-1/2" INTO THEFOOTING WHILE THE CONCRETE IS PLASTIC BLOCK STB4 MAY BE PLACED TO EITHER EDGE OF Tie TRENCH TYPE FOOTING. 10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOB. OR ON COMPACTED FIU WITH A MINIMUM COMPACTION OF 90%. IL FIRST INSPECTION TO BE AFTER FOOTING ^RB^CHESARE READY FOR CONCRETE AND AU REQUIRED STEEt IS TIED IN PLACE. SECOND INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN PLACE AND THE BLOCK WAU IS READY TO GROUT. 12. MAXIMUM CONTROL MINTSPAaNG: 20'O/C. 4- DIA. SDR 35 PERF PIPE W/1 CF. 3/4" GRAVEL WRAPPED W/MIRAFI 140NFILTER FABRIC-SLOPE TO DRAIN. WATBiPROOF BACKSIDE (T RETAINING WAU. *4 HORZ OCWr. 12" o/c TOP ANO BOTTOM AS SHOV/N *5 KEY DOWEL ei 16" O/C Ifi S'-a" AND HIGHER 12" V+6" 'A' 'B' 'C F' DOWEL 'G' VERT 2'-y 4' 0i»32"O/C i33' Zl' —I *A»3Z' O/C 2'-8' 2--6' W */t9l6'O/C £4-—1 #U93Z' O/C 3'-U' 2'-9' 8' *U93Z' O/C 27--i */*»3Z' O/C cm VENTURES TR. NO. 12-07 CARLSBAD, CA. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 2*0" retain w 6' wall 85c wind Job # ...New... Dsgnr: Description.... Page: Date: 2 DEC 2014 This Wall in File; c:\users\tmallis\documents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10(c) 1987-2014, Build 10.148.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode: CBC2013,ACI 318-II,ACI 530-1 I Criteria Soil Data 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 1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 38.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoii Friction 0.300 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 & Overtuming ll [Tatera^^ad^ppWedJI^Sten^^l Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 Ibs 0.0 Ibs 0.0 in 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 = 16.0 psf Adjacent Footing Load = Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Desigr^SimTmar^ •I Stem Construction | Top stem 2nd wi^^mmmm^a^^mmmm^^^Ji Stpm OK Stpm Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.73 OK 2.05 OK 837 Ibs 5.68 in Soil Pressure @ Toe = 858 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 = Allowable = 1.030 psf 0 psf 4 3 psi 0.0 psi OK 75.0 psi OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 267.0 Ibs less 100% Passive Force ~ • 295.1 Ibs less 100% Friction Force = - 251.1 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 2013.ACI 1.400 1.700 2,200 1.300 1.000 Stem OK Stem OK Design Height Above Ft£ ft= 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 6.00 8.00 Rebar Size = #4 #4 Rebar Spacing = 32.00 32.00 Rebar Placed at = Center Edge Design Data ft)/FB +fa/Fa = 0.575 0.542 Total Force @ Section Ibs = 96.0 172.0 Moment...Actual ft-#= 288.0 530.7 Moment Allowable ft-#= 501.0 979.3 Shear Actual psi= 2.9 2.7 Shear Allowable psi= 45.7 45.4 WallWeight 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 Masonry Data f m psi = Fs psi - Solid Grouting = Modular Ratio 'n' = Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f c psi = Fy psi = 1,500 32,000 No 1,500 32,000 Yes = 21.48 21.48 1.000 1.000 in = 3.90 7.60 = Normal Weight = ASD 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 Z'O": retain w 6' wall 85c wind Job # ...New... Dsgnr: Description.... Page:. Date: 2 DEC 2014 This Wall in File: c:\users\tmallls\documents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License : KW-0i059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-11,ACI 530-II Lpooting^imens^^ Toe Width = 1.58 ft Heel Width = 0.67 Total Footing Width = 2.25 Footing Thickness = 12.00 in Footing Design Results 1 Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 g 12.00 in 4.00 in 1.00 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 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 Toe 1,030 1,102 443 659 4.28 75.00 None Spec'd None Spec'd None Spec'd Heel 0 psf 0ft-# Oft-# Oft-# 0.00 psi 0.00 psi i Summary of Overturning &. Resisting Forces & Moments 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 = Total 171.0 96.0 1.00 6.00 171.0 576.0 267.0 O.T.M. 747.0 Resisting/Overturning Ratio = 1.73 Vertical Loads used for Soil Pressure = 837.0 Ibs RESISTING Force Distance Moment Ibs ft n-# 2.25 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 = 837.0 Ibs R.M.= ~ li29lT * Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. 450.0 337.0 50.0 0.79 1.12 1.50 837.5 378.6 75.0 % Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 2'8": retain w 6' wall 85c wind Job# ...New... Dsgnr: Description.... Page: Date: 2 DEC 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10(c) 1987-2014, Build 10.14.8.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode CBC 2013,ACI 318-11,ACI 530-11 Criteria J 'soil Data Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 2.67 ft Allow Soil Bearing = 2,000.0 psf 6.00 ft 0.00 : 1 Equivalent Fluid Pressure Method 6.00 ft 0.00 : 1 Heel Active Pressure 38.0 psf/ft 6.00 in Passive Pressure 250.0 psf/ft 0.0 ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoii Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = o.O pst Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Jj [\atera^oa^AppliedJto^S^ Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Design Summary 0.0 Ibs 0.0 Ibs 0.0 in Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.69 OK 1.63 OK 931 Ibs 6.46 in 874 psf OK 0 psf OK 2,000 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 1,049 psf ACl Factored @ Heel = 0 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 351,9 lbs less 100% Passive Force = - 295.1 lbs less 100% Friction Force = - 279.2 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 2013,ACI 1.400 1,700 2,200 1,300 1.000 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 = 16.0 psf Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fh/FB + fa/Fa Total Force @ Section Moment.... Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW Top Stem 2nd Stem OK Stem OK ft = 2.67 0.00 = Masonry Masonry 6.00 8.00 = # 4 # 4 = 32.00 32.00 = Center Edge = 0.575 0.679 lbs = 96.0 231.4 ft-# = 288,0 664.9 ft-# = 501.0 979.3 psi = 2.9 3.7 psi = 45.7 45.7 psf = 47.0 84.0 in = 2.75 5.25 in = 24.00 24.00 in = 24.00 Gin = 6.00 Masonry Data Hook embedment reduced by stress ratio fm psi = 1,500 1,500 Fs psi = 32.000 32,000 Solid Grouting = No Yes 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 = 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 2'8": retain w 6' wall 85c wind Job # ...New... Dsgnr: Description.... Page:. Date: 2 DEC 2014 This Wall in Fiie: c:\users\tmallis\documents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10 (c) 1987-2014, Build 10.14.8.13 LfeS frSl^B^BLOcK COMPANY, INC. Cantilevered Retaining Wall Design )ode: CBC 2013,AC1 318-11,ACI 530-11 Footing Dimensions & Strengths | P^ootiri^Des|gnResi^ Toe Width = 1.83 ft Heel Width = 0.67 Total Footing Width = 2.50 Footing Thickness = 12.OO In Key Width = 12.00 in Key Depth = 4.00 in Key Distance from Toe = 1.00 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 Toe Heel Factored Pressure 1.049 0 psf Mu': Upward 1,437 0 ft-# Mu': Downward 579 0 ft-# Mu: Design 858 Oft-# Actual 1-Way Shear 4.70 0.00 psi Allow 1-Way Shear 75.00 0.00 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 I Summary of Overturning & Resisting Forces & Moments J Item OVERTURNING Force Distance Moment Ibs ft n-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil •• Total 255.9 96.0 1.22 6.67 313.1 640.3 351.9 O.T.M. 953.4 Resisting/Overturning Ratio = 1.69 Vertical Loads used for Soil Pressure = 930.8 Ibs Force 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 = .RESISTING Distance ft 2.50 Moment ft-# 506.3 374.5 50.0 0.92 2.12 1.25 1.50 1.071.8 467.5 75.0 Total = 930.8 Ibs R.M.= 1,614.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included fbr soil pressure calculation. ^ Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 3'4": retain w 6' wall 85c wind Job # ...New... Dsgnr: Description.... Page: Date: 2 DEC 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License : KW-0g)594^1_ License To : BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode: CBC2013,ACI 318-II,ACI 530-11 Criteria Soil Data J Retained Height Wall height above soil Slope Behind Wall = Heighl of Soil over Toe - Water height over heel = 3.33 ft Allow Soil Beahng = 2,000.0 psf 6.00 ft 0.00: 1 Equivalent Fluid Pressure Method 6.00 ft 0.00: 1 Heel Active Pressure 38.0 psf/ft 6.00 in Passive Pressure 250.0 psf/ft 0,0 ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 0.00 pcf FootingllSoii Friction 0.300 Soil height to ignore for passive pressure = 12.00 in 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 p Axial Dead Load - Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Tolal Bearing Load ...resultant ecc. 1,68 1.73 OK OK Soil Pressure Soil Pressure Allowable Toe Heel 1,074 lbs 7.20 in 926 psf OK 0 psf OK 2,000 psf Soil Pressure Less Than Allov^^ble 1,111 psf 0 psf 5.6 psi OK 0.0 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 452.2 Ibs less 100% Passive Force - - 461.8 Ibs less 100% Friction Force ^ - 322.1 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 2013,ACI 1.400 1.700 2.200 1.300 1.000 ^teran^oa^pplie^^t^T [Adjacent Footing Load Lateral Load = ...Height lo Top = ...Height lo Bollom = 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 16.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ralio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction | Top stern 2nd^ Design Height Above Ftc Wall Maierial Above "HI" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft5/FB + fa/Fa Total Force @ Section Moment...Actual ft = Moment Allowable Shear Aclual Shear Allowable Wall Weighl Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in lbs: ft-#: ft-#: psi = psi : psf: in: in: Stem OK 3.33 Masonry 6.00 # 4 32.00 Center 0.575 96.0 288.0 501.0 2.9 45.7 47.0 2.75 24.00 24.00 Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.859 306.7 841.5 979.3 4.9 46.0 84.0 5.25 36.00 7.22 Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ralio 'n' = Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f c psi - Fy psi = Hook embedment reduced by stress ratio 1,500 32,000 No 1,500 32,000 Yes 21.48 21.48 1.000 1.000 in= 3.90 7.60 = Normal Weight = ASD fy Use menu item Settings > Printing & Title Block to set tiiese five lines of information for your program. Title 3'4'': retain w 6'wall 85c wind Job# ...New... Dsgnr: Description.... Page:. Date: 2 DEC 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\city ventures tr 12-07 carl RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License : KW-0g(j5gg1^ License To: < I BLOCK COMPANY, INC. Cantilevered Retaining Wall Design 'Ode: CBC 20i3,ACi 318-11,ACI 530-II Footing Wrnension^^Stren^^ 2.08 ft 0.67 Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = f C = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ Btm.= 3.00 in 2.75 12.00 in 12.00 in 8.00 in 1.00 ft 60,000 psi 150.00 pcf 0.0018 Footing Design Results J 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: Not Req'd = Mu<S*Fr Toe Heel 1,111 0 psf 1,899 Oft-# 733 Oft-# 1,166 Oft-# 5.64 0.00 psi 75,00 0.00 psi None Spec'd None Spec'd None Spec'd Summary of Overturning & Resistin^Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Totai OVERTURNING.. Force Distance Ibs ft 356.2 96.0 1.44 7.33 Moment m 514.2 703.7 452.2 O.T.M. 1,217.8 Resisting/Overturning Ratio = 1.68 Vertical Loads used for Soil Pressure = 1,073.7 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 561.7 412.0 100.0 Moment ft-# 2.75 1.04 2.37 1.37 1.50 1,332.1 565.8 150.0 Total = 1,073.7 Ibs R.M.= 2,047.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. ALTA CALIFORNIA GEOTECHNICAL INC. CITY VENTURES 3121 Michelson Drive, Suite 150 Irvine, California 92612 170 North Maple Street, Suite 108 Corona, CA 92880 www.aitageotechnical.com February 13, 2015 Project Number 2-0068 Attention: Mr. Andrew Gerber, Director of Development Subject: UPDATED RETAINING WALL BACKFILL RECOMMENDATIONS Valley 17 Project, Tentative Tract CT 12-07 Located at Valley Street and Oak Avenue City of Carlsbad, California References: See Appendix Mr. Gerber: Presented herein is Alta California Geotechnical, Inc.'s {Alta) updated retaining wall backfill recommendations for the Valley 17 Project, Tentative Tract CT 12-07, located at Valley Street and Oak Avenue in the City of Carlsbad, California. This letter is based on a review of the updated retaining wall plans provided to Alta and our previous backfill recommendations presented in Reference 4. The updated retaining wall plans for the site, prepared by Oreo Block, Inc., indicate that the maximum retained wall height ofthe proposed walls is 3'-4". With these limited wall heights, it is acceptable, from a geotechnical perspective, to utilize the onsite, low expansive soils as backfill for the walls. Presented on Plate A is a revised retaining wall backfill detail, applicable to walls 3'-4" or less. The equivalent fluid pressures presented in Reference 4 remain applicable to the low expansive soils onsite. San Diego Office Phone: 858.674.6636 Corona Office Phone: 951.509.7090 RETAINING WALL BACKFILL DETAIL APPLICABLE FOR WALLS 3'-4" OR LESS IN HEIGHT I—111—111 PROVIDE DRAINAGE SWALE *0R AS MODIFIED BY A SPECIFIC REPORT * DRAIN LATERALLY, OR PROVIDE WEEP HOLES AS REQUIRED TO DRAIN © PIPE: 4-INCH PERFORATED PVC. SCHEDULE 40, SDR35 OR APPROVED ALTERNATE MINIMUM 8 PERFORATIONS (1/4-IN. DIA.) PER LINEAL FT. IN BOTTOM HALF OF PIPE ROCK: MINIMUM VOLUME OF 1 CU. FT. OF 3/4-lN. M/\X. ROCK PER. LINEAL FOOT OF PIPE, OR APPROVED ALTERNATE FILTER FABRIC: MIRAFI 140 FILTER FABRIC OR APPROVED EQUIVALENT ^<^\^\ ALTA CALIFORNIA GEOTECHNICAL, INC. VER. 1/10 PLATE A PATH: S:\OrtifHnB\ALTA GE0TECHNICAL\6RADING DETAILS\PUTe A.dwg Project No. 2-0068 February 13, 2015 Page 2 Alta California Geotechnical, Inc. appreciates the opportunity to be of service to you and your organization. Should you have any questions or need additional information, please contact the undersigned at (951) 509-7090. Sincerely, Alta California Geotechnical, Inc. SCOTT A. GRAY/RGE 2857 Reg. Exp.: 12-31-16 Registered Geotechnical Engineer Vice President Distribution: (1} Addressee SAG: 2-0068, February 13,2015 (Updated Retaining Wall Backfill Rec, Valley 17, Tr. CT 12-07) ALTA CALIFORNIA GEOTECHNICAL, INC. Project No. 2-0068 Page 3 February 13, 2015 APPENDIX References 1. Alta California Geotechnical, Inc., 2014a, Additional Retaining Wall Recommendations, Valley 17 project. Tentative Tract CT 12-07, Valley Street and Oak Avenue, City of Carlsbad dated February 4, 2015 {Project Number 2-0068). 2. Alta California Geotechnical, Inc., 2014b, Supplemental Retaining Wall Recommendations, Tentative Tract CT 12-07, Valley Street and Oak Avenue, City of Carlsbad dated June 15, 2014 (Project Number 2-0068). 3. Alta California Geotechnical, Inc., 2014b, Geotechnical Update Letter, Review of Proposed Precise Grading and Improvement Plans, Valley 17 Project, Tentative Tract CT 12-07, Valley Street and Oak Avenue, City of Carlsbad, dated March 12, 2014 (Project Number 2-0068). 4. Alta California Geotechnical, Inc., 2013, Preliminary Geotechnical Investigation, Tentative Tract CT 12-07, Valley Street and Oak Avenue, City of Carlsbad dated October 24, 2013 (Project Number 2-0068). 5. Huitt-Zollars, 2014, Precise Grading Plans for Valley 17, Sheet 3 of 12, City of Cadsbad, California, Project No. CT 12-07, dated August 14, 2014. 6. Oreo Block, Inc., 2015, Retaining Wall Details for Valley 17, Sheet 13 of 13, City of Carlsbad, California, Project No. CT 12-0, dated February 9, 2015. 7. Oreo Block, Inc., 2015, Structural Calculations for City Ventures TR No. 12-07, Carlsbad, CA, dated February 9, 2015. ALTA CALIFORNIA GEOTECHNICAL, INC. RECEIVED