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10)5 - OO2 S • )r e•• •• • • • • •• 1205. . �kA :a �x • ••• • • . • • . . • • • • • •• • • • • • ••• • • •• • • • • • Michael K. Brown, S.E. : : : • • •' •' •• ••' 5346 E. Branchwood Dr. R.ECIEIV Boise, ID 83716 • • 208-850-7542 • • •••• ••• • • •• • • • • • •• Mikebrown.seithgmail.com •• '• :DE�C'� 8 2J1/4 '••' CITY OF TIGARD ••• •.Dl1JDI�Gt1�yON LATERAL STRUCTURAL D�ESI } •• • • : • ••• • • • • • •• CALCULATIONS FOR LOT 32, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-184 it et r 41111001111110101111116 EXPM A TION N DATE; 12-31-2017 Prepared for: StoneBridge Homes, NW, LLC Plan #: 343mod OTE: 1869 Date: 12-23-2015 The following calculations are for basement retaining walls,lateral wind and seismic engineering only. Gravity loading and the design of foundations(with the exception of retaining walls)are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. and Core Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. and Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract (including warranty),Tort(including active,passive, or imputed negligence)or otherwise,for loss or use,revenue or profit, or for any other incidental or consequential damage • •• •• •• • • • • •• Michael K. Brown,S.E. • • • • • • • • • • • • • • • 5346 E. Branchwood Dr. •••• ••• • ••• •• • • Boise, ID 83716 •• •• • •• • •• ••• ••• • •• • 208-850-7542 mikebrown.se@gmail.com • • •• •• • •• • • • •• • • • • • •• • • •• • • • • • • • • • • • • • • • ••• ••• • ••• • ••• ••• • •• •• •• Job Name: Lot 32, South View • by::••M • K• • • • • • • • • • • • • ••• • • Core Job Number: DM15-184 Date: Dec., 2015 Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: ASCE 7 Wind: 120 MPH ultimate wind speed, Exposure B, 4:12 Pitch roof front to back and 4:12 side to side Per ASCE 7-10 Figure 28.6-1: Front To Back Zone A: 31.6 PSF Zone B: 0 Zone C: 21.1 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 40 feet Therefore, use a = 4 feet Side To Side Zone A: 31.6 PSF Zone B: 0 Zone C: 21.1 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 71 feet Therefore, use a = 7.1 feet Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 23.2 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: O PSF Wall Plate Height = 9 feet Projected Average Roof Height = 4 feet Total Wind Force at Upper Level = 4176 #, or 104 PLF Side to Side: Horizontal Dimension = 71 Feet Average force on projected wall = 23.2 PSF Average force on projected roof = 0.00 PSF Projected Average Roof height = 4 Feet Total Wind Force at Upper Level = 7412 #, or 104 PLF • • Michael K. Brown, S.E. •• •• •• • • • •• • 5346 E. Branchwood Dr. •••• •• .•• .•• ••• • • Boise, ID 83716 • • • • • • • • • • 208-850-7542 mikebrown.se@gmail.com • • •• •• • •• • • • •• • • • • • •• • • • • • • • • • • • • • • • • ••• ••• • ••• • Job Name: Lot 32, South View By: MKB ••• ••• • • •• •• Core Job Number: DM15-184 • pate• • e•• L0 • • •• •5• • • • • • • • • • • ••• • • Seismic Loading: D1 seismic design category per O.R.S.0 SDS= .83, R = 6.5, W = weight of structure V = [1.2 SDS/R] W V = .154W Roof Dead Load = 15 psf Floor Dead Load = 0 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load = 12 psf Seismic Front to Back: Tributary Roof Length = 71 Feet Tributary Floor Length = 0 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 0 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof= 190.806 plf > 104 plf, therefore seismic gov. Total Seismic Load = 7632.24 Pounds < 4176 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 40 Feet Tributary Floor Length = 0 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 0 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 119.196 plf > 104 plf, therefore seismic gov Total Seismic Force = 8462.916 Pounds, < 7412 Pounds, therefore seismic gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 • •• •. •• • . • • •• Michael K. Brown,S.E. • • • • • • • • • •• •• • 5346 E. Branchwood Dr. ••• •• • ••. • • • • • • • • • • • • • • Boise, ID 83716 • • • • • • • •• 208-850-7542 mikebrown.se@gmail.com • • •• •• • .• • • • •• • • • • • •• • • • • . • • • • • • • ••• ••• • ••• • Job Name: Lot 32, South View By: MKB ..• ..• • • •• •• • • • • • • • • • • Core Job Number: DM15-184 ; D21te;.. ra.:2(?11 Roof Level Wall Lines: • ••• ••• • • • • • •• Line A: P = 191 * 20 ft = 3816 # Total Shear Wall Length = 17 Feet V=P/L = 224 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 17 Feet Trib Floor Area = 0 Feet Mot = 24042 LB FT Factored Dead Load 245 PLF Mr = 35374 LB FT T = -667 LB No Uplift Line B: P = 191 * 20ft = 3816 # Total Shear Wall Length = 27 Feet V=P/L = 141 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 27 Feet Trib Floor Area = 0 Feet Mot = 24042 LB FT Factored Dead Load 245 PLF Mr = 89230 LB FT T = -2414 LB No Uplift Line 1: P = 119 * 35.5 ft = 4231 # Total Shear Wall Length = 10 Feet V=P/L = 423 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 10 Feet Trib Floor Area = 0 Feet Mot = 26658 LB FT Factored Dead Load 83 PLF Mr = 4140 LB FT T = 2252 LB Use Type 1 & 5 HD Line 2: P = 119 * 35 ft = 4172 # Total Shear Wall Length = 5 Feet V=P/L = 834 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Shortest Wall Length 2.5 Feet Trib Floor Area = 0 Mot = 13141 LB FT Factored Dead Load 83 PLF Mr = 259 LB FT T = 5153 LB use type 3 HD I • •• •• •• • • • • •• Michael K. Brown S.E. • • • • • • • • • •• • • • • • • • • • 5346 E. Branchwood Dr. ••• • • •• • • • • • • • • • • Boise, ID 83716 • • • • • • • •• 208-850-7542 mikebrown.se@gmail.com • • ••• • •• • • •. •• • .• • • . •• • • • • • •• • • • • • • • • • • • • • ••. ••• • ••• • Job Name: Lot 32, South View By: MKB .•• ••• • -• • • • • • Core Job Number: DM15-184 te• Aac. 261; • • • • • • ••• • • • • • •• Lateral at Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x10 at 16"o.c., OK 13'-0" V V 18' V=0.154[10psf(13'/2)(18')] = 180.2 Pounds > _ _... 180# ,.,---- 'f 28'-0" 9'-0" Typical Bay Force at Each Brace = 90.1 pounds horizontal (tension Only): 2 bays Axial force in brace = 166.6 Pounds 2x6 bracing with (4) # 10 screws, min. ii • . •• •• •• • • • • •. ❑ ❑ • • • • • • • • • • • • •• . • • • • • •• •• • • • • • • • • • • • • • • • • •• Alk Ala MrB • ; �ST6224 • • •• •• • • •. : i _.I I i r 7 ,........-,,., r.. ,........7.„,,, --� ---- --- � 11111111111111111111111111111 ,:.--------.1=------ 1:::)Ete7:1-=.,.=_„.::=-7.-7 1bAj i all . ti.• 1 a I{ r,��.._. .� .. ................................................_................. ___._ ___..._......__.. ........................._._..__........m._.___-__...___............_._.. ...._ .:: ��. :::::::......:- .E_.... ,. ; ._._.,_._.._..__._._._.__............_...._....______.._...............__.. _.._...._____.,....... 11111111111111111111111 i ,.... ,._.___.__..__........_ .......................................... • `w` ... .......................... . ................... . i .....• .... • . _ : . _ .......................................................... �_.i. 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Nateiv' q'.. tti lil#vgtlio a NREidit '.„limn • •••• • • • • • •• • •••••••••• •••••••••• • • • ••••• f S. •• • • • • • ••••• • • • •• •• •• •••••• ••••• • • • •• •• • •••••• •••••• • • • • • •••• •••• • • • •••••• •• • • • A 1 1 SHEARWALL SCHEDULE (a-m) MARK REF NOTES: (a.i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 1'6 OSB (1) SIDE 8d 6 12 z Dia. A.B. @ 48 o/c 16d @ 6" o/c A35 @ 18" o/c 384 _ ii ii u ii B 16ii OSB (1) SIDE (1) 8d 4 12 21Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14 o/c 560 C @ OSB (1) SIDE (e,f) 8d 3 12 2 Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720 D 16 OSB (1) SIDE (e,f) 8d 2 12" z Dia. A.B. @ 16 o/c (m) 16d @ 2 o/c A35 @ 8 o/c 936 E 16 OSB (2) SIDE (d,e,f) 8d 6" 12" z Dia. A.B. @ 18 o/c (m) 16d @ 3 o/c A35 @ 10 o/c 768 F 16 OSB (2) SIDE (d,e,f) 8d 4" Staggered 12 2 Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120 G @' OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2" Dia. A.B. @ 10" o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440 ill HOSB (2) SIDE (d,e,f) 8d 211Staggered 12" 1n Dia. A.B. @ 8' o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7' o/c 1872 ,otes: a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x%" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than 2" from sheathed edge of sill plate. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. ..... f) All edges blocked. .... • • • g) Common Wire Nails. ••• h) Clip to be attached from continuous blocking to top of continuous top plates. • . Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. •'• • • .. . ....•. i) See attached typical shearwall details. ••••• "•"• . • • •• • • • j) Sheathing to be Structrual I Sheathing. •' .. 0000.. ....• • • • k) Values are for framing of H-F. •A •• • • 0.000 00.41.. • m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails. • • .... • • Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. •+ • •0000• For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. 1 ) HOLDOWN SCHEDULE . VARK Boundary Tension of DF Tension of HF Anchor Anchor NUIV3ER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL 3 HDU8-SDS2.5 (3)2x 7870 5665SSTB28L 7/8''DIA.x24° MIN EMBED INTO CONC. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11 -SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT ANDHEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24" EMBEDPROVIDE 24" EMBED INTO CONT FTG. INTO CONT FTG. 5 VSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A • '••••• • • • • • • • 7 VSTC66 (2)2x 5660 5660 N/A N/A ; • t• •. ••• • • • • •• • • • • • • • • • • • • •• ••• • Use menu item Settings> Printing&Title Block Title : 5'-0"WaD•; . •• ••: •. • • Pat: • to set these five lines of information Job# : • • •Dsgr:: DV: le: 20•W�l 2012 for your program. Description.... 5'-0"retained •• This Wall in Filt.g:Is=ructuralotoje&se\ rojectit014 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • a • : ••• License:KW-06059393 Cantilevered Retaining Wall Design :cove: IBC:009,Atl 318- 8,4Cl•530-08 License To: CORE ENGINEERING • •11111 ••• • ••• • Criteria I Soil Data .•• .. ' • • •• •• Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf • • i^• iy- • • • Equivalent Fluid Pressure Method • :«,44 4 ;ip; ;•• • • • Wall height above soil = 0.50 ft Heel Active Pressure = 35.0psf/ft : . :; :: • • • • • •• Slope Behind Wall = 0.00: 1 = `,. .x X3, Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft tt °. Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 F Soil height to ignore for passive pressure = 12.00 in ! 4Ai Surcharge LoadsLateral Load Applied to Stem Adjacent Footing Load 1 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Top Stern Stem OK Wall Stability Ratios Design Height Above Fta ft= 0.00 Overturning = 4.52 OK Wall Material Above"Ht" = Concrete Sliding = 1.64 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 6.43 in Rebar Placed at = Center - Design Data Soil Pressure @ Toe = 1,365 psf OK fb/FB+fa/Fa = 0.407 Soil Pressure @ Heel = 189 psf OK Total Force @ Section lbs= 801.8 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft-#= 1,421.2 ACI Factored @ Toe = 1,638 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 227 psf Shear Actual psi= 16.7 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 LAP SPLICE IF BELOW in= Lateral Sliding Force = 706.4 lbs HOOK EMBED INTO FTG in 6.00 less 1000%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 • •• •• •• • • • • •• • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title : 5'-0"Wall'•• ••• ••• ••• : •• Page: • to set these five lines of information Job# : • .• Dsgnr:• . DN9• • Date , 20 JW N Q012 for your program. Description.... 5'-0"retained - This Wall in File ci:lstrp ctural Trrojects\pajects4412 eio}ects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design: rdtt: IBC 2p09,44C 318-033,Al l /30-08 License To:CORE ENGINEERING • ••• ••• • ••• • Footing Dimensions & Strengths I Footing Design Results ' .•• ••• • • •• •• Toe Width = 0.00 ft Toe Heel • • •• • Heel Width = 4.25 Factored Pressure = 1,638 227 pr • •••• ••• ••• • • • Total Footing Width = 4.25 Mu':Upward = 0 0 ftp# ••• ••• • • •• • •• Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 1,970.8 Surcharge Over Toe = Total 706.4 O.T.M. 1,489.1 Stem Weight(s) = 550.0 0.33 183.3 Earth @ Stem Transitions= = = Footing Weight = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 4.52 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 *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 Title : 5'-0"Wall%01 zfsmi:' :4,4' •• : Page: to set these five lines of information Job# : • • Jsgnr• DN3 • Datc• 20 Jt1N•2012 • • • • • • • •• for your program. Description.... 5'-0"retained with seismic - This Wall in Fie!2:1 stR.ictural urajectStIlojects12t112 0oTectslb1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 it • •• • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design: :Cdde: IBC 4:109,4C1 3184:8,A:1 :30-08 License To:CORE ENGINEERING • ••• ••• • ••• • Criteria I Soil Data ••• , •• •• Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf •: • •• •• •• • • • • •• • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title : 5'-0"Wall3+yji '$tsmiC• •••• • •• Page: • to set these five lines of information Job# : I • Osgnr• DNS • &atm. 20 J4JN•2012 for your program. Description.... • • ' ' ' ' • 5'-0"retained with seismic - This Wall in Filci a:\stli ctural projectt3\projects\ 12 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design: :Cocte: IBC 4 094C:I 318-C:B,Al :30-08 License To:CORE ENGINEERING • ••• ••• • ••• • Design Summary I Stem Construction I Top Stem Stem OK s•• •o• • • •• •• Wall Stability Ratios Design Height Above Ftc ft= 0.00 • • •• Overturning = 2.55 OK Wall Material Above"He' = Concrete • •' ' "' • •"' •"• • •' ' • • Sliding = 1.13 Ratio<1.5! Thickness = 8.00 • ••• • • • • • •• Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 10.64 in Rebar Placed at = Center Soil Pressure @Toe = 1,777 psf OK Design Data fb/FB+fa/Fa = 0.712 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,175.9 Allowable = 1,995 psf Moment....Actual ft-#= 2,488.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,132 psf Moment Allowable = 3,493.2 ACI Factored©Heel = 0 psf Shear Actual psi= 21.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 16.67 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,021.1 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 376.1 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors Building Code IBC 2009,ACI _ Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 i Footing Dimensions & Strengths 1 Footing Design Results I Toe Width = 0.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 2,132 0 psf Total Footing Width = 4.25 Mu':Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined • •• •. •• • • • • •• • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title : 5'-0"Wall yvetb sQrsmip• :•. : : Page; to set these five lines of information Job# : : : Qsgnr:: DN4 : Dv 20 4r 2012 for your program. Description.... 5'-0"retained with seismic - This Wall in Fillg:lsjlctural RiCject1115tects412 larb)2ctslb1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design : Lo4: IBC 2109,AC3 318-0$,A(••l 130-08 License To:CORE ENGINEERING • ••• ••• • ••• • Summary of Overturning & Resisting Forces & Moments .' la. OVERTURNING • • ...;RESlb`T�V�...• •• • Force Distance Moment • Force••• Dl5tarlte ~Moment Item lbs ft ft-# • •165. ••• • :t •• • ••ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 157.6 3.60 567.3 Soil Over Toe = 1,970.8 Seismic Stem Self Wt = 220.0 3.75 825.0 Surcharge Over Toe = Total 1,021.1 O.T.M. 2,645.7 Stem Weight(s) = 550.0 0.33 183.3 Earth @ Stem Transitions= = = Footing Weight = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 2.55 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: • •• •• •. • • • • II • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title : 6'-0"Wall;•; •• •• ••• • • Pages • to set these five lines of information Job# : • •• Es• gnr! DN9• • E t 20 J• P N 52012 for your program. Description.... 6'-0"retained - This Wall in Fr g:lsr!ictural arDjectst nects2p12 piO*ectslbl RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • 410 • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design: ;Coc : IBC 2=109,4Q 318-43,AV /30-08 License To: CORE ENGINEERING • ••• ••• • ••• • Footing Dimensions & Strengths Footing Design Results 1 Toe Width = 0.25 ft Toe Heel . .• •• • Heel Width = 4.75 Factored Pressure = 1,670 374 pf • ••• ••• •• • • Total Footing Width = 5.00 Mu':Upward = 51 0 ft.# •.• ••• • • • • ••• Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 46 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 2,695.0 Surcharge Over Toe = Total 946.6 O.T.M. 2,312.7 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 4.63 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component = Total= 4,258.3 lbs R.M.= 10,710.1 *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 Title : 6'-0"Wall:VD sVf§mii'• :•• : : Pager to set these five lines of information Job# : • • Dsgnr. DN9 • Deter 20 J4lN012 for your program. Description.... • • ' • ' ' • •• 6'-0"retained with seismic - This Wall in File•ci:lstrtictural prejectslpirjects1•2a12 projectslb1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • +•• • •• •• • • •• License:KW-06059393 Cantilevered Retaining Wall Design: ;Cock: IBC2p09,4A 318-0.8,Atl /30-08 License To: CORE ENGINEERING • ••• ••• • ••• • Criteria 1 Soil Data Allow Soil Bearin , psf • •• •- • • • • • Retained Height = 6.00 ft g = 1995.0 • ••• •. di • • • • • • Equivalent Fluid Pressure Method • • ( i••• ••• •• • • Wall height above soil = 0.50 ft Heel Active Pressure = 35.0psf/ft • ••( "••• • • • • • • Slope Behind Wall = 0.00: 1 = • •• • • Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft , 7 Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf te" Soil Density,Toe = 110.00 pcf40 FootingllSoil Friction = 0.350 ":„11. Soil height to ignore ,. ; for passive pressure = 12.00 in " : ktOMMENS Surcharge Loads I Lateral Load Applied to Stem ' Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#Ift Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing Type Axial Load Applied to Stem ' by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 4 Kae for seismic earth pressure = 0.389 Added seismic base force 214.5 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure I Stem Weight Seismic Load 1 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 185.7 lbs ' •• •• •• • • • • •• • • • • • • • • • • • • • • • •it '• • • • • Pa e:' ' Use menu item Settings Printing&Title Block Title 6'-0"Wall sii�Fj s�smic• ••• • • Page:: • to set these five lines of information Job# : • • Ds• gnr:•DNS • • Date+ 20 JV•N•P012 for your program. Description.... 6'-0"retained with seismic - This Wall in F%:%\stattural Vie cts illjects1i1;12 pjdjects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design : od0: IBC 21 09,1 C:318-0$,At 530-08 License To:CORE ENGINEERING • ••• ••• • ••• • Design Summary I Stem Construction i Top Stem StemoK •••-i-•i- -• I •• •• • Wall Stability Ratios Design Height Above Ftc ft= 0.00 • • •• • •• • • • • • Overturning = 2.68 OK Wall Material Above"Hr = Concrete •' • ••• ••• •• • • Sliding = 1.11 Ratio<1.5! Thickness = 8.00 • ••• ••• • • • • '•• Rebar Size = # 5 Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00 ...resultant ecc. = 11.10 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,802 psf OK fb/FB+fa/Fa = 0.913 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,612.1 Allowable = 1,995 psf Moment....Actual ft-#= 4,026.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,163 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 0 psf Shear Actual psi= 29.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear©Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 LAP SPLICE IF ABOVE in= 21.38 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,346.8 lbs HOOK EMBED INTO FTG in= 7.39 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,490.4 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 529.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths ! Footing Design Results I Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 2,163 0 psf Total Footing Width = 5.00 Mu':Upward = 66 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 61 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined • •• •• •• • • • • •. • • • • • • • • • • • • • • Use menu item Settings>Printing 8 Title Block Title : 6'-0"Wall 4,ilti smmic;` :.• : ; Page: to set these five lines of information Job# : • •• Brs• gnr:•DNS* • Date' 20 Jl P012 for your program. Description.... 6'-0"retained with seismic - This Wall in Filg:'gilstjttural pjdiects rIttects12012 Viectst1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design ; rod:: IBC 21:09,4CC318-0a,Ac 5:0-08 License To:CORE ENGINEERING • ••• ••• • ••• • Summary of Overturning & Resisting Forces & Moments -`- -I- r\ 11111- 1- OVERTURNING . • ....:2E`SISTI �IG♦...• • Force Distance Moment • Force ••• Distance Moment Item lbs ft ft-# : 4• '.• : t : : :./4 Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 214.5 4.20 900.8 Soil Over Toe = 2,695.0 Seismic Stem Self Wt = 260.0 4.25 1,105.0 Surcharge Over Toe = Total 1,346.8 O.T.M. 4,002.8 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 2.68 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component = Total= 4,258.3 lbs R.M.= 10,710.1 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: 0 •• •• •• • • • • •• • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title : T-0"Wall ' ' '• •• ' • • 'Pae:• ' to set these five lines of information Job# : • • [isgnr: •DNS• • •Date.' 20 JUINh012 for your program. Description.... 7'-0"retained - This Wall in FilgA\statural p tectstRtects\2(ft2 p_o)Icts\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design : iod4: IBC 2109,4CC318-0$,AC=5:0-08 License To:CORE ENGINEERING • ••• ••• • e•• • Criteria I Soil Data • :� ..a •-• "• • • • Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf • • • • • • • • • Equivalent Fluid Pressure Method • fp ••• ••• •• • • Wall height above soil = 0.50 ft _ • •". • • • • • • • A Heel Active Pressure - 35.0 psf/ft • . , • • • • • •• Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft "' Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore I for passive pressure = 12.00 in ',", >44,2 ,,f, ', p a �S;'. Surcharge Loads I . Lateral Load Applied to Stem 1 ;Adjacent Footing Load 1 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pp , by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbsWind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem ConstructionT op Stem ' Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.59 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 5.90 in Rebar Placed at = Center - Design Data Soil Pressure @ Toe = 1,383 psf OK fb/FB+fa/Fa = 0.512 Soil Pressure @Heel = 472 psf OK Total Force @ Section lbs= 1,514.5 Allowable = 1,500 psf Moment....Actual ft-#= 3,700.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,660 psf Moment Allowable = 7,221.8 ACI Factored @ Heel = 566 psf Shear Actual psi= 31.6 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,221.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,947.8 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 • •• IS •• • • • • •• • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title : 7'-0"Wall ••: :' :' ••' • • • ,• Page:: to set these five lines of information Job# : ' : Dsgnr::DNS: : Datg:• 20 JInto012 for your program. Description.... 7'-0"retained - This Wall in FilVt,1;\stLi4tural pLdsectstldtt ects\Z(Z12 pel&cts\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design : cods: IBC 21)9,44318-0$,AC3 5:0-08 License To:CORE ENGINEERING • ••• ••• • ••• • Footing Dimensions&Strengths Footing Design Results I ••• ••• • • •• •• Toe Width = 0.50 ft ToeHeel • ••• • I Heel Width = 5.50 Factored Pressure = 1,660 566 p • ••• •••• •••• • • • Total Footing Width = 6.00 Mu':Upward = 204 0 ft-# ••• • • • • • •s Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-# Mu: Design = 181 748 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments j OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 3,721.7 Surcharge Over Toe = Total 1,221.8 O.T.M. 3,393.9 Stem Weight(s) = 750.0 0.83 625.0 Earth @ Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting/Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component = Total= 5,565.0 lbs R.M.= 17,353.8 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: ,. •• •• •• • • • • •• • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title : 7'-0"Wall$vita Seismic •:.• . . Page. to set these five lines of information Job# : • • • Dsgrir: E J •pate: 2Q 4l'N 2012 for your program. Description.... • • • • 7'-0"retained with seismic - This Wall in File:g•:\structuralprojects projet:\2017p'Fojects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • • 1° • • •• License:KW-06059393 Cantilevered Retaining Wall Design : CIde: IBC;20l 9,4C1 31$-081\1 530-08 License To: CORE ENGINEERING • ••• ••• • ••• • Criteria I Soil Data ••• 9041 • ,. •.... Allow Soil Bearing1,995.D psf 9 • + +• -• • • • • Retained Height = 7.00 ft = p • • ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method • • • ;•: •• •• Heel • Active Pressure = 35.0 psf/ft • •.. • • • • •• Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft 1' Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf or FootingllSoil Friction = 0.350 104 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type pP ' by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.389 Added seismic base force 280.1 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 1 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 214.3 lbs a •• •• •• • • • • •• • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title : 7'-0"WIN 3vitti eis rf c ;.• . • Page. to set these five lines of information Job# : • • • Dsrr: D• •N& •P'9te: 2Q ON 2012 for your program. Description.... • • • 7'-0"retained with seismic - This Wall in Rile:g:'ttructuraNprojdcttprojeitr20170ojectslb1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 .• • •• • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Desigp • ode: IBc2049,4C1 31$-08At 530-08 License To:CORE ENGINEERING • ... ••• • ... • Design Summary 1 Stem Construction I Top Stem Stem 0K••• ••• • • •• RE Stability Ratios Design Height Above c ft= 0.00 : • • • • • • • • • Overturning = 3.01 OK Wall Material Above"Ht" = Concrete • • ••• ••• •• • • Sliding = 1.13 Ratio<1.5! Thickness = 8.00 • ••• •• ••• • a • • • • • •• • • •• Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 10.99 in Rebar Placed at = Center Soil Pressure @ Toe = 1,777 psf OK Design Data Soil Pressure @ Heel = 78 psf OK /FB+fa/Fa 0.844 1 995 psf Total Force @ Section lbs= 2,116.6 Allowable = Moment....Actual ft-#= 6,094.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,133 psf Moment Allowable = 7,221.8 ACI Factored @ Heel = 93 psf Shear Actual psi= 37.8 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 19.75 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,716.3 lbs HOOK EMBED INTO FTG in= 6.84 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,947.8 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data -----____-- ----_-- -------__- ....for 1.5: 1 Stability = 626.6 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Short Term Factor Building Code IBC 2009,ACI Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths II Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 2,133 93 psf Total Footing Width = 6.00 Mu':Upward = 259 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-# Mu: Design = 237 748 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined a •• •• •• • • • • •• • • • • • • • • • • • • • • . • • • • • • • Use menu item Settings>Printing&Title Block Title : 7'-0"W IS tivitti seis+•iice •• • • Pse! to set these five lines of information Job# : : : : Dsir: EIN4 •pate: 2 JON 2012 for your program. Description.... 7'-0"retained with seismic - This Wall in•RV tructurillirojenprojeit:\20127rojects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 ` ` •• ` • • ' . a • License:KW-06059393 Cantilevered Retaining Wall Design : Code: IBc20(19,�,C1 318-08,t 530-08 License To:CORE ENGINEERING ` ••• ••• • ••• • Summary of Overturning & Resisting Forces& Moments ,, • •• •• ' OVERTURNING • • a.RE+6I§ TIMG` • • Force Distance Moment • forte`• •lis f e: a1oment Item lbs ft ft-# • ••Ibs••• • • it • 5' ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 280.1 4.80 1,344.7 Soil Over Toe = 3,721.7 Seismic Stem Self Wt = 300.0 4.75 1,425.0 Surcharge Over Toe = Total 1,716.3 O.T.M. 5,756.5 Stem Weight(s) = 750.0 0.83 625.0 Earth @ Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting/Overturning Ratio = 3.01 Key Weight = Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component = Total= 5,565.0 lbs R.M.= 17,353.8 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: i •• •• •• • • • • •• • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title 8'-0"11111• • :• ; • •• •• •• • • • • •• • • • • • • • • • • • • • • • ••• •• •• • • • • V't 3 Use menu item Settings>Printing&Title Block Title : 8'-0" J• • •• • • Paget to set these five lines of information Job# : • • S Dsgnr: qNl •Plate: 2D•ItN 2012 for your program. Description.... 8'-0"retained - This Wall in Pile:q:ZstructurAprojtnproje,4\200projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • 494 • • • • • •• License:KW-06059393 Cantilevered Retaining Wall Design : Ipde: IBa 20p91C1 34-08;441 530-08 License To:CORE ENGINEERING • ••• ••• • ••• • Footing Dimensions &Strengths 1 Footing Design Results 1 •.. ••• • • •• •• Toe Width = 0.75 ft Toe HeeC • • • • • • • • • Heel Width = 6.00 Factored Pressure = 1,71569t psf• •• *•e• •••••• ;•• Total Footing Width = 6.75 Mu':Upward = 472 00-#••• • • • • • •• Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 421 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.63 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces&Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = - = Soil Over Toe = 4,693.3 Surcharge Over Toe = Total 1,532.0 O.T.M. 4,768.0 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= = = Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Veil.Component = Total= 6,769.2 lbs R.M.= 24,373.6 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: • •• •• •• • • • • •• • • • • . I • • • • • • • • Use menu item Settings>Printing&Title Block Title : 8'-0"V134I;wieh'seismic •••• • . • Page! to set these five lines of information Job# : : : : Ds:nr: QN: •.Cate: J.JUN 2012 for your program. Description.... 8'-0"retained with seismic - This Wall in File:g tstructuriptprojtnrproje41204,projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • •• • ,•• • • • .. License:KW-06059393 Cantilevered Retaining Wall Design: code: IBC20Q9,ACl31:3-08;Ail530-08 License To: CORE ENGINEERING • ••• ••• • ••• ' Criteria I Soil Data ••• ••• r •; r.._. Allow Soil Bearing1.995.0psf • • te• • • • • • • Retained Height = 8.00 ft = • • • Equivalent Fluid Pressure Method • • ' • •••• •' •• •• Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft . •.• " � •• • •• • ••• Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf AO ei Soil Density,Toe = 110.00 pcf LP FootingllSoil Friction = 0.350 irlN. Soil height to ignore for passive pressure = 12.00 in °„ `. ' 4 Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem , has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs _ on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.389 Added seismic base force 354.6 lbs Design Kh = 0.166 g Ka for static earth pressure 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 0 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 242.9 lbs • •• •• •• • • • • •• • • • . • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title : 8'-0"VILII:wiih seism •ic •• • • P':g� to set these five lines of information Job# : • s •• Dsbnr: bNt ••Date: 30•JUN 2012 •for your program. Description.... 8'-0"retained with seismic - This Wall iri1..4e:Q structur a projectt\projeic4s120P 2 projectslbl • • •• . . • • • •• RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • • • • License:KW-06059393 Cantilevered Retaining Wall Desicn•• aode: IB@ 2009CI 3,-.1:;086,41 530-08 License To:CORE ENGINEERING • ••• ••• • Design Summary 1 Stem Construction 1 Top Stem • Stem • • • • • • • • • Wall Stability Ratios Design Height Above Ftc ft= 0.00• • • •• • •• •• •• •• = • •• ••• ••• •• • • OverturninIIIg 3.06 OK Wall Material Above"Ht" = Concrete. • • • • • • • • Sliding = 1.11 Ratio< 1.5! Thickness = 8.00• ••• • • • • • •• Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 11.40 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,850 psf OK Design Data fb/FB+fa/Fa = 0.911 Soil Pressure @Heel = 156 psf OK Total Force @ Section lbs= 2,689.5 Allowable = 1,995 psf Soil Pressure Less Than Allowable Moment....Actual ft#= 8,769.3 ACI Factored @ Toe = 2,219 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 187 psf Shear Actual psi= 30.9 Footing Shear @ Toe = 0.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight - 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.32 LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,129.5 lbs HOOK EMBED INTO FTG in= 7.84 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,369.2 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data - - - ....for 1.5: 1 Stability = 825.0 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths ' , Footing Design Results I Toe Width = 0.75 ft Toe Heel Heel Width = 6.00 Factored Pressure = 2,219 187 psf Total Footing Width = 6.75 Mu': Upward = 603 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 552 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.83 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 ©Btm.= 3.00 in Toe: Not req'd, Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined • •• •• •• • • • • •• • • • • • • • • • • • • •• • • • •• •• • • • • Use menu item Settings>Printing&Title Block Title : 8'-0"l Nall with seismic •• : • IA to set these five lines of information Job# : : : : Ds:inr: :IN: •Date: 20•JUN 2012 for your program. Description.... 8'-0"retained with seismic .•• • •• - This Wall irrFijp:6:structukeZprojecte\projects\20h7Z projects\b1 • RetainPro 10 (c)1987-2011, Build 10.12.1.13 • 0- .• •• • • • • License:KW-06059393 Cantilevered Retaining Wall Design• (fsode: IBC;20%f, Cl 3��,p8'Prtl 530-08 License To:CORE ENGINEERING • ••• ••• Summary of Overturning & Resisting Forces&Moments ••• ••• • • ••_ •• OVERTURNING • • • R I TI��+II ...: 1 Force Distance Moment : 'For4•e•; �•�Pis $an e• Moment Item lbs ft ft-# • ••ilbs • • • ft • •• ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 354.6 5.40 1,914.6 Soil Over Toe = 4,693.3 Seismic Stem Self Wt = 340.0 5.25 1,785.0 Surcharge Over Toe = Total 2,129.5 O.T.M. 7,957.6 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= = = Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 3.06 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component = Total= 6,769.2 lbs R.M.= 24,373.6 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: •• •• •• • • • . •• • •• • • ••• • •• • • : • sir, Use menu item Settings>Printing&Title Block Title : 9'-0"wall, • • •• •• • F gi: to set these five lines of information Job# : : : ; Dsgnr: bNb •Date: PIPJUN 2012 for your program. Description.... 9'-0"retained .•• • •• - This Wall ip'rge:41lstructudiai projectis\prof@ots\2()1i projects\b1 • RetainPro 10 (c)1987-2011, Build 10.12.1.13 ' •' U •• • • • • License:KW-06059393 Cantilevered Retaining Wall Design. wode: IBE 200p!ACI 4v,0$,el 530-08 License To:CORE ENGINEERING • ••• ••• Criteria I Soil Data I • •. •• •• ••. • •• • ., :- Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf • • • • • • • • • 9 • • • ••• •• • • Equivalent Fluid Pressure Method • • • • • • • • • Wall height above soil = 0.50 ft • • • • •• g Heel Active Pressure = 35.0 psf/ft • ••• , Slope Behind Wall = 0.00:1 = y Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft 44 Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Vf Surcharge Loads I Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in I Design Summary I Stem Construction I Top Stem Stem OK -- --- -- - Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.80 OK Wall Material Above"Ht" = Concrete Sliding = 1.58 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00 ...resultant ecc. = 4.09 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,331 psf OK Design Data fb/FB+fa/Fa = 0.588 Soil Pressure @ Heel = 789 psf OK Total Force @ Section lbs= 2,451.3 Allowable = 1,500 psf Moment....Actual ft-#= 7,628.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,598 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 947 psf Shear Actual psi= 24.9 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 75.0 Footing Shear©Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 LAP SPLICE IF ABOVE in= 13.76 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,877.3 lbs HOOK EMBED INTO FTG in= 6.03 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,968.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,AC1 Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 • •• •• •• • • • • •• • • • • • • • • • : • • • • Use menu item Settings>Printing&Title Block Title : 9'-0"Vital • ` .•• • •• ♦•• • • Fgt- to set these five lines of information Job# : : : • D4nr: bNL ••Date: 200JUN 2012 for your program. Description.... 9'-0"retained .. • •• - This Wall ig grjle:40:structuo aproje�ts\proj�•cts\2l l projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 • we • • • • • License:KW-06059393 Cantilevered Retaining Wall Design• Gode: IBE 200VACI 31:3,0g4t1 530-08 License To:CORE ENGINEERING • ••• ••• Footing Dimensions &Strengths I Footing Design Results ' •.• ••• •• ••• Toe Width = 1.25 ft Toe Hee • • • • • • • • • Heel Width = 6.75 Factored Pressure = 1,598 94 psf • • • • • • •• •• • Total Footing Width = 8.00 Mu':Upward = 1,222 e ft-#'•• • • • • • •• Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,081 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.41 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces &Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = _ = Soil Over Toe = 5,857.5 Surcharge Over Toe = ' Total 1,877.3 O.T.M. 6,469.7 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 5.80 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 *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 Title • 9'-0"V1tall.w4h seismic •• . ; P'tgl to set these five lines of information Job# : : : : Dsgnr: INL •Date: 20,JUN 2012 for your program. Description.... 9'-0"retained with seismic ••• • •• This Wall iri tile:8=structu•I projecttlprojcects120: projectslbl RetainPro 10 (c)1987-2011, Build 10.12.1.13 •• • • . • • • • •License:KW-06059393 Cantilevered Retaining Wall Design• Gode: IBCA 20fIV CI 3•I:e08,4t1 530-08 License To: CORE ENGINEERING • •'• ••• Criteria I Soil Data I .0. ••• o • •• •• Height y • •y • • • ..• •-.• _ Retained = 9.00 ft Allow Soil Bearing = 1,995.0 psf I • •fr • • • • • • • • •is ••• •. . • Equivalent Fluid Pressure Method • • •,„ • • • • • • Wall height above soil = 0.50 ft = s ••. • Heel Active Pressure 35.0 psf/ft Slope Behind Wall = 0.00: 1 = ; sf Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft ;y Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf Ail: FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in ltiM Surcharge Loads I Lateral Load Applied to Stem ' Adjacent Footing Load 4 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Line Load PP by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load i Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 339.3 lbs • •• •• •• • • • • •• • • • • • • • • • •• •• i • • • •• •• • • Use menu item Settings>Printing&Title Block Title : 9'-0"Walhwith seismic •'• ' • Fp&ge�: to set these five lines of information Job# : • • • DsBnr: DN6 'Date: 200JUN 2012 for your program. Description.... 9'-0"retained with seismic . ••• • •• This Wall ip tile:Bsstructuiai projectoslp ojns120:1projectslbl • RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • • . • • • • License:KW-06059393 Cantilevered Retaining Wall DesigFn• O ode: II ,200�!ACI 4340$,4t1 530-08 License To:CORE ENGINEERING ' Design Summary 1 Stem Construction Top Stem •. ••• . • •• •• Stem OK• • • • ' • • • • • • Wall Stability Ratios Design Height Above Ftc ft= 0.00: . .5. ..• •I.• • • Overturning = 3.39 OK Wall Material Above"Ht" = Concrete• • • • • • ' ' • • Sliding = 1.12 Ratio< 1.5! Thickness = 10.00• ••• • • • ' • •• Rebar Size = # 5 Total Bearing Load = 8,482 lbs Rebar Spacing - 10.00 ...resultant ecc. = 10.57 in Rebar Placed at = Edge Design Data - - - - Soil Pressure @ Toe = 1,760 psf OK fb/FB+fa/Fa = 0.970 Soil Pressure @ Heel = 360 psf OK Total Force @ Section lbs= 3,425.7 Allowable = 1,995 psf Moment....Actual ft-#= 12,581.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,113 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 432 psf Shear Actual psi= 29.8 Footing Shear @ Toe = 10.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 LAP SPLICE IF ABOVE in= 22.70 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,654.3 lbs HOOK EMBED INTO FTG in= 8.26 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,968.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 1,012.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths 1 Footing Design Results ' Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 2,113 432 psf Total Footing Width = 8.00 Mu':Upward = 1,582 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,441 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.96 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined • •• •• •• • • • • .. • • • • • • • . • . . • .• . • • •• •• • • Use menu item Settings>Printing&Title Block Title • 9'-0"WaIbwith seismic ••• • • • F.agi: to set these five lines of information Job# : • • • Dstnr: bNs •Date: !l JUN 2012 for your program. Description.... 9'-0"retained with seismic • ••• • •• - This Wall iii%e:41:structusai projec Is\proje ts\2Ili projects\bl RetainPro 10 (c)1987-2011, Build 10.12.1.13 • • License:KW-06059393 Cantilevered Retaining Wall Design. lode: IBE 200�9!ACI 1 ,-04l 530-08 License To:CORE ENGINEERING • ••• • ••• Summary of Overturning & Resisting Forces & Moments ,t. ..• • • •• • OVERTURNING • • • RtT L ...= . Force Distance Moment • :Forr8; �• isJarice• •Moment Item lbs ft ft-# • •••lbs• • • 'ft 5 •• ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 437.7 6.00 2,626.4 Soil Over Toe = 5,857.5 Seismic Stem Self Wt = 475.0 5.75 2,731.3 Surcharge Over Toe = Total 2,654.3 O.T.M. 11,047.0 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= _ = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: • •• •• •• • • • • •• • • • • • • • • • • • • • • • Use menu item Settings>Printing&Title Block Title • 10'-O'.Wall• •• ••• ••• • • • laage: • to set these five lines of information Job# : : : : D:gnr: .DISS • Date: 4E8 JUN 2012 for your program. Description.... 10'-0"retained This Wall ji'File:glstructureI proje ols\projttts12412 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 ° : ; • • • • License:KW-06059393 Cantilevered Retaining Wall Design• Code:13 20Q9!ACI a5,05,,4tI 530-08 License To:CORE ENGINEERING • ••• • ••• Criteria - I Soil Data I ••• ••• • • •• •• Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf • • • • • • ' • • • • •• ••• •• • • Wall hei ht above soil = 0.50 ft Equivalent Fluid Pressure Method • • • • • • • • • g Heel Active Pressure = 35.0 psf/ft •' ••• • ' • ' ' '• Slope Behind Wall = 0.00: 1 = ;f Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf ; Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 91, Soil height to ignore ,� for passive pressure = 12.00 ink Surcharge Loads ! Lateral Load Applied to Stern 1 Adjacent Footing Load ' Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbsWind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.58 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 4.26 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,444 psf OK Design Data Soil Pressure @ Heel = 878 psf OK /FB+fa/Fa 0.610 1,500 psfTotal Force @ Section lbs= 3,003.6 Allowable = Moment....Actual ft-#= 10,351.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,733 psf Moment Allowable = 16,968.2 ACI Factored @ Heel = 1,054 psf Shear Actual psi= 30.6 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 LAP SPLICE IF ABOVE in= 14.28 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,324.3 lbs HOOK EMBED INTO FTG in= 6.21 less 100%Passive Force= - 45.1 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 3,555.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data - - ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi- 60,000.0 • •• •• •• • • • • •• • • • • • • • • • • •• • • • • • •• •• • • Use menu item Settings>Printing&Title Block Title • 10'-0"•Wall • • ••• • • fags: • to set these five lines of information Job# : • • • Dagnr: eDN6 • Date: 2D JUN 2012 for your program. Description.... 10'-0"retained ••• • •• - This Wall iii Frle:4\structoral prof.cts\Rroj! is\2Qti2 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 •• • • • • • • • License:KW-06059393 Cantilevered Retaining Wall Design• •VSde: IM•20lAcl 3og,A'cl 530-08 License To: CORE ENGINEERING Footing Dimensions & Strengths I Footing Design Results •• ••, • • •• •• • • • • • • • • • • Toe Width = 1.50 ft Toe Heil •• •• Heel Width = 7.25 Factored Pressure = 1,733 1, 5.10 psf• •••• • • ••• • • Total Footing Width = 8.75 Mu':Upward = 1,905 l ft-#•• • . • • •• Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-# Mu: Design = 1,669 1,318 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.43 74.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined [-Summary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load©Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 7,058.3 Surcharge Over Toe = Total 2,324.3 O.T.M. 8,916.0 Stem Weights) = 1,312.5 1.92 2,515.6 Earth @ Stem Transitions= = = Footing Weight = 1,531.3 4.38 6,699.2 Resisting/Overturning Ratio = 5.58 Key Weight = Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component = Total= 10,158.8 lbs R.M.= 49,752.1 *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 Title 10'-O'.Well with s@ismi�"•, • • • lil age: to set these five lines of information Job# . . • Dagnr: .DNS • Date: 20 JUN 2012 for your program. Description.... 10'-0"retained with seismic •• - This Wall yi F.leagi\struchorsl projeMs\projnts\2:12 projects\b1 • RetainPro 10 (c)1987-2011, Build 10.12.1.13 •• • • •• • • • 1 License:KW-06059393 Cantilevered Retaining Wall Design• •code: I • 2t U ACI �$-0$AA.CI 530-08 License To:CORE ENGINEERING • `• Criteria 1 Soil Data I .• • Retained Height = 10.00 ft Allow Soil Bearing = 1,995.0 psf : •I • ��• • • . • • g • •••t, ••• •• • • Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method • • • • + • • ••• g Heel Active Pressure = 35.0 psf/ft • •••" •3 • ` • • • Slope Behind Wall = 0.00: 1 = € r Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft „,,, - ,,t,4 Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcfA. Soil Density,Toe = 110.00 cf tY p ,,,,,g,',. FootingllSoil Friction = 0.350 r Soil height to ignore for passive pressure = 12.00 in t� �r a” is N^ , Surcharge Loads I Lateral Load Applied to Stern ' [Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf .,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning _ The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Line Load PP ' by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wnd on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.389 Added seismic base force 545.8 lbs Design Kh = 0.166 g Ka for static earth pressure 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 375.0 lbs • • • • ••• • • •• •••• •• • ••• ••• •• •• •• • a I Use menu item Settings>Printing&Title Block Title : 10'-O'LWiill With seismic '• • • Illagt: to set these five lines of information Job# : •• ; : Dagnr: •.DNS • Date: 20 JUN 2012 for your program. Description.... 10'-0"retained with seismic - This Wall ip'Fjle.q\structural projedls\pronts12:12 projects\b1 • RetainPro 10 (c)1987-2011, Build 10.12.1.13 ± S ••� • • • • • • _ • License:KW-06059393 Cantilevered Retaining Wall Design. •Code:• 1 ,20ACI 3f� ,\+t 0$ I 530-08 License To:CORE ENGINEERING Design Summary 1 i Stem Construction I Top Stem•• 410.41 • • ,. .. Stem OK* • • • ' • • • • • • Wall Stability Ratios Design Height Above Ftc ft= •0.00: : *•• '•e ••• • • Overturning = 3.32 OK Wall Material Above"Ht" = Concrete• • • • • • • • • • Sliding = 1.11 Ratio<1.5! Thickness = 10.00• ••• • • • • • • Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 11.42 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,919 psf OK Design Data - Soil Pressure @ Heel = 403 psf OK /FB+fa/Fa - 0.990 1,995 psfTotal Force @ Section lbs= 4,145.2 Allowable = Moment....Actual ft-#= 16,806.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,303 psf Moment Allowable = 16,968.2 ACI Factored @ Heel = 484 psf Shear Actual psi= 35.9 Footing Shear @ Toe = 10.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 23.18 LAP SPLICE IF BELOW in= Lateral Sliding Force = 3,245.1 lbs HOOK EMBED INTO FTG in= 8.57 less 100%Passive Force= - 45.1 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 3,555.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data - ....for 1.5: 1 Stability = 1,266.9 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths I ' Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 7.25 Factored Pressure = 2,303 484 psf Total Footing Width = 8.75 Mu':Upward = 2,474 0 ft-# Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-# Mu: Design = 2,237 1,318 ft-# Key Width = 0.00 in Actual 1-Way Shear = 10.06 74.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined • •• •• •• • • • • •• • • • • • • • • • • •• • i i Use menu item Settings>Printing&Title Block Title : 10'-O'bWslI with with smiri•I. , • :age: to set these five lines of information Job# : • • •• D`gnr: •DIS • Date: 2t JUN 2012 for your program. Description.... 10'-0"retained with seismic • This Wall yi 4ile:g:\structural proje0ts\Rronts412 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 •I •� • • • •• • • • License:KW-06059393 Cantilevered •Retaining Wall Design •. de: lipirp.20VACI 3S$-oB/Cl 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces & Moments ••• ••• • _•_ ••l •• OVERTURNING i . ••y.. SI�IG..a • Force Distance Moment • ••Fo e• • •Dietauca •Moment Item lbs ft ft-# • •••lbs• • • •ft• •• ft-# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 545.8 6.70 3,657.0 Soil Over Toe = 7,058.3 Seismic Stem Self Wt = 525.0 6.42 3,368.8 Surcharge Over Toe = Total 3,245.1 O.T.M. 14,979.2 Stem Weight(s) = 1,312.5 1.92 2,515.6 Earth @ Stem Transitions= = = Footing Weight = 1,531.3 4.38 6,699.2 Resisting/Overturning Ratio = 3.32 Key Weight = Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component = Total= 10,158.8 lbs R.M.= 49,752.1 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: