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Home My WebLink AboutCT 01-09; LA COSTA TOWN SQUARE; SUPPLEMENTAL STRUCTURAL CALCULATIONS; 2013-09-269915 Mira Mesa Blvd. TEL. (858) 536-5166 SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR LA COSTA TOWN SQUARE Sitework-Headlight Wall Carlsbad, CA September 26, 2013 W + R JOB#12-008 CT 0/-0 1 Suite 200 WRENGINEERS.COM San Diego, CA 92131 FAX. (858) 536-5163 BY S?: > WISEMAN + ROHY STRUCTURAL ENGINEERS SHEET NO. I OF __ JOB NO. 11.-000/0\ LArWAk loAD e l1UIrGK ~ MA-INj"ttJAttc£ pu<..5DN t-Jft. Mt-~ 5u8>JUr -to Vtfl.l1G\L-fmFAU.-A~ fROM A 1Z.0(f cr.. fUL50NNftL-L--1F1. llIE-UfOf.:L !)f-,~lbN hlAtC ~fl.. L-IVt LoAt> t&1.l1VAUM La bUPt(LbRAIL/~A-NblZAlL-LoAt>INb OF So 1*. bfbl6N ANdlorlJ\6t forl ItvlPf{.;l L0frt) DF l~OO:Jt: APP\"'I~ 1\1 NJ. ANblL PA/ZAtJ.-a 10 bl\autJl> 6U)ft.- ,.., ... Q-tl LJ A tJcH ~~ + ~;:" "" 0.00 <'.1.0 •. 01<.. SE.f. fW.vWIr4 rp.r,(S tit &Lf WottKIt.J6 toA-b fOlt 57~ I' Cf2,.osB'{ t-'1f-&L-r =-Sz.ooif :. d<. ~ ftU.oWltt p~tS ~ klAik (No IZL1NNIt-!b) -~oVf1ltJ~ B'( WliJD LaA-t> (rp)',1f~fit{':: 14Srlf >70f10 S(L folMlWIl-t PA6~ fOrt. XflUtJWAtL. /Zf,INf. J fib f'r~ GlNS1W<tJ) S~AnA1~i A5 RfIAl~ItJ6 CtJ.D P{tSS1V[ ABV lo~ 1<£1&1 ~IN& hlA-lL L LASt>: • I1AX ~I~WAIL +-41M-rf!ltJl~b e l'MH ~ltt.. • IY1ttr<. '5/1..<:/ ~WAtl-t 5:LSf ~IAltI\lI-1' @, ~16H SilL ~-.... ------~------. ----------------...-- La Costa Town Square Masonry Anchorage (Per ACI 530-08) Eyebolt Anchorage @ Headlight Wall Gen Info I Masonry Wall Thk: Bin F'm: 1500 psi Speciallnsp? (YIN): Y ("Quality Assurance Program" per 3.1.6.2) Capacity I Banb= Bans= Banp= Spacing= B vnb= Bync= Bvpry= Bvns= Anchor Spc. (H): 48.00in Anchor Spc. (V): 48.00in Anch. Num (H): 2 Anch. Num (V): 2 Vert Distance to edge: 16.00in Anch. Dia: .63in Anch. Area: .31in"2 Anch. Fy (ksi): 36 Anch. Config (Headed or bent): Headed Embed Length (to inside surface of head or bend): 5.00in Eff. Embed Length Ib: 5.00in 121671b ct>Banb= 60841b 110451b ct>Bans= 9940lb ct>B~np= . '.'(1)8· :i:: . ;6084'ib .' ;;t,n. . . " ' 77 Diameters (H) 77 Diameters (V) 141481b ct>Bvnb= 70741b 48631b ct>Bvnc= 24321b 243351b ct>Bvpry= 158181b 66271b cpBvns= 59641b . CPS . . ;243~lb . .-· ... vr:i- ¢= 0.5 ¢= 0.9 ¢= 0.65 ¢= 0.5 ¢= 0.5 ¢= 0.65 ¢= 0.9 (Masonry Breakout) (Anchor Yielding--Tension) (Anchor Straightening) (Masonry Shear) (Masonry Crushing) (Anchor pryout) (Anchor Yielding--Shear) G-291 Forged Eye Bolts SEE APPLICATION AND WARNING INFORMATION Para Espanol: www-thecrosbygroup.coni See Pages 172·173 • Forged Steel -Quenched and Tempered. • Fatigue rated at 1-1/2 times the Working Load Limit at 20,000 cycles. • All Bolts Hot Dip galvanized after threading (UNC). • Furnished with standard Hot Dip galvanized hex nuts. • Recommended for in-line pulL • Crosby products meet or exceed all requirements of ASME B30.26 including identification, ductility, design factor, proof load and temperature requirements. Importantly, Crosby products meet other cri tical performance requirements incl uding fa tigue life, impact properties and material traceability, not addressed by ASME B30.26. G-291 Regular Nut Eye Bolts 1/4 x 2 1043230 650 8.20 .25 .50 1.00 .25 1.50 2.00 3.06 .. 56 1/4 x 4 104325B 650 11.70 .25 .50 1.00 .25 2.50 4.00 5 06 .56 5/16 x 2·1/4 1043276 1200 13.30 .31 .62 1.25 .31 1.50 2.25 3.56 .69 5/16 x 4·1/4 1043294 1200 25.00 .31 .62 1.25 .31 2.50 4.25 5.56 .69 3/8 x 2·1/2 1043310 1550 2330 .3B .75 1.50 .38 1.50 2.50 4.12 .88 3/8 x 4·1/2 1043338 1550 29.50 .38 .75 1.50 .38 2.50 4.50 6.12 .88 3/8 x 6 1043356 1550 35.20 .38 .75 1.50 .38 2.50 6.00 7.62 .88 1/2x 3·1/4 1043374 2600 50.30 .50 1.00 2.00 .50 1.50 3.25 5.38 1.12 1/2 x 6 1043392 2600 66.10 .50 1.00 2.00 .50 3.00 6.00 8.12 1.12 1/2 x 8 10~ --...... 2@Q. B2.00 .50 1.00 2.00 .50 3.00 8.00 1012 1.12 ~o/ 'kl'43436 "'2600 1\ 88.00 .50 1.00 2.00 .50 3.00 10.00 12.12 1,12 ,/ 112 x 12 1043454 2600 llyl.20 .50 1.00 2.00 .50 3.00 12.00 14.12 1.12 '-----------{ 5/8 x 4 1043472 5200 1Q5.10 .62 1.25 2.50 .62 2.00 4.00 6.69 1.44 5/8 x 6 1043490 5200 "'118.20 .62 1.25 2.50 .62 3.00 6.00 8.69 1.44 t :;/8x8 104J515 5200 135.10 .62 1.25 250 .62 3.00 B.OO 10;69 1.44 -"'-"A .u --'tt'f43~ ......... 5200 ............,53.60 .62 1.25 2.50 .62 3.00 10.00 12.69 1.44 5/B x 12 1043551 5200 167.10 62 1.25 2.50 .62 4.00 12.00 1.4.69' 1.44 3/4 x 4·1/2 1043579 7200 168.60 .75 1.50 3.00 .75 2.00 4.50 769 1.69 3/4 x 6 1043597 7200 184.50 .75 1.50 3.00 .75 3.00 6.00 '9.19 1 69 3/4 x 8 1043613 7200 207.90 .75 1.50 3.00 .75 3.00 8.00 11.19 1.69 3/4 x 10 1043631 7200 235.00 .75 150 3.00 .75 3.00 10.00 13.19 1.69 3/4 x 12 1043659 7200 257.50 .75 1.50 3.00 .75 4.00 12.00 15.19 1.69 3/4x15 1043677 7200 298.00 .75 1.50 3.00 .75 500 15.00 18.19 1.69 7/8 x 5 1043695 10600 270.00 .88 1.75 3.50 .88 2.50 5.00 B.75 2.00 7/8 x 8 1043711 10600 30B.00 .88 1.75 3.50 .88 4.00 8.00 11.75 2.00 7/B x 12 1043739 10600 400.00 .B8 1.75 3.50 .B8 4.00 12.00 15.75 2.00 1 x 6 1043757 13300 421.00 1.00 2.00 4.00 1.00 3.00 6.00 10.31 2.31 1 x 9 1043775 13300 468.50 1.00 2.00 4.00 r.OO 4,00 9.00 13 31 2.3J 1 x 12 1043793 13300 540.00 1.00 200 4.00 1.00 4.00 12.00 16.31 2.31 1 x 18 1043819 13300 650.00 1.00 2.00 4.00 1.00 7.00 18.00 22.31 2.31 1·1I4x8 1043837 21000 750.00 1.25 2.505.00 1.254.00 8.00 13.38 '2.88 1·1/4 x 12 1043855 21000 90000 1.25 2.50 5.00 '.25 4.00 12.00 17.38 2.88 1·1/4 x 20 1043873 21000 1210.00 1.25 250 5.00 1.25 6.00 20.00 25.38 288 * Ultimate Load IS 5 tImes the Working Load LImIt. Workmg Load Llffilt shown IS for m-lme pulL Maximum Proof Load is 2 times the Working Load Limit. 142 Copyright @ 2008 The Crosby Group, Inc. All Rights Reserved WISEMAN+ROHY Structural Engineers == SCREEN WALL DESIGN == August 2011 Allowable bearing = Bearing with 1/3 Increase = 2500 3325 psf psf PROJECT: La Costa Town Square LOCATION: Headlight Wall (Toe slopes away -2:1) JOB NO: 12-008 USE: 8 inch eMu wall with-#4'(V).@ 24Jnches o.c. a~center (d=3,8125 in.) 9126/2013 11:43 with a 2:15' wide x 1;5' thick footing . Transverse Ftg Reinf.';; Longitudinal Ftg Reinf.= 0.56-m'l ft DSA/OSHPD? Masonry or Concrete? Nominal Thickness = Actual Thickness = Wall Weight = tim = fy = f'c= Seismic Point Load = Wind Point Load = Height to point loads = Height above ground = Length of wall = Length of return wall = Depth to T.O.F. = Footing width = Footing thickness = Footing Design: EQ+0.9 DL: EQ+ 1.0 DL: W +0.6 DL: W+1.0 DL: Wall Weight = Soli above footing = Footing Weight = Total Weight = x = (fMR-MoT)/fPTOT (ft) 1.08 1.11 0.51 0.85 N M 8 7.625 84 1500 60000 3000 0 0 0 4.00 100.0 0.0 2.00 2.75 1.S 504 465 619 1588 e = L/2·x (ft) 0.29 0.26 0.87 0.52 (Y IN) (M/C) In In psf psi psi psi (footing) Ib (ASD) Ib (ASD) ft (above ground) ft ft ft ft ft ft Ib Ib Ib Ib kern = L/6 0.46 0.46 0.46 0.46 In Kern? Y Y N N Seismic: (ASCE 7-05 Section 13.3) Fp = ((0.4 ap SDS Wp))j((Rp/1 p)) (1+2 zjh) ap = 2.5 rp = 2.5 1_= 1.00 (1.0 or 1.5) SDS = 0.786 Fp= 0.314 xW (LRFD) Fp = 0.225 xW (AS D) Fp = 18.86 psf (ASD) MOTEQ= MOT Wind = M.= q",,, (psI) 849 907 1255 1240 415 ft-Ib (ASD) 828 ft·lb (ASD) 2183 ft-Ib qmln (psf) Bearing-OK? 190 OK 248 OK 0 OK 0 OK [DSA&OSHPDonly: .. ---.-~ ! 2.0 EQ + 0.9 DL: In Kern OK I 2.0 EQ + 1.0 DL: In Kern OK I I If the basic·Selsmic load case is not in the kern, OSHPD & DSA require an additional stability load case ! ~here the s~ismic overturning moment Is doubled_and compared to twice allowable bearing Il.~ssure_~. _______ , f= 0.90 for seismic f" 0.60 for wind 1.07 in' Wind: (ASCE 7·05 Section 6.5.14 and Figure 6·20) Exposure = C K,= 0.85 Ktt = 1.00 K,= 0.85 V= 85 1= 1.00 c,= 1.30 Case A c,= 3.20 Case C qh = 0.00256 K, K" Kd v' I qh = 13.35 psf Case A" 14.75 psf Case C (max) "-36.30 psf Wind Load" 36.30 Wall Design: MblJ'~EQ= 340 Mb;ueWlnd= 610 s/h= 1.00 Sis = 25.00 Check: Cases A & C psf(ASD) ft·lb (AS D) ft·lb (AS D) 0.5 in, dia. in.o.c. Vertical Sars = # Vertical Bar Spacing = Steel in center or at face? 4 24 C (C/F) 0.10 in'steel/ft d = 3.813 in clear to bar = Center Mu .... M .. = 976 ft-ib (LRFD) (Wind Governs) phi·Mn " 1622 Ib·ft (LRFD) Note: If controlled by Wind Case C, the reinforcing may be reduced away from the end of the wall OK .....s:. Title : LCTS· Headlight Wall 3WIND S Page: __ Use menu item Settings> Printing & Title Block to set these five lines of information Job # : 12·008 Dsgnr: S Crook Date: 26 SEP 2013 for your program. Descr: Headlight Wall w/Retaining lis Wall in File: f:\projects\12\12-008 la costa town square\calcs\civil s RetainPro 10 (c) 1987·2012, Build 10.13.8.31 License: KW'()6055776 Cantilevered Retaining Wall Design ;ode: CSC 2010,ACI 31B-OB,ACI530-bB License To : WISEMAN ROHY STRUCTURAL ENGINEERS .,1 C.r.it.er.ia ________ .. l 1 Soil Data • Retained Height 2.00 ft Allow Soil Bearing 2,500.0 psf Wall height above soil 4.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 : 1 Height of Soil over Toe 24.00 in Water height over heel 0.0 ft Heel Active Pressure = 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure = 300.0 psflft 110.00 pcf 110.00 pcf 0.300 24.00 in ~I s!.IIu_r~c_ha_r~gl!lle_LIl!'l0!llladlll!ls ___ ~~ ... , I Lateral Load Applied to Stem Surcharge Over Heel 0.0 psf • I Adjacent Footing Load Adjacent Footing Load Footing Width NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary O.Olbs O.Olbs 0.0 in • Wall Stability Ratios Overturning Sliding = 1.96 OK 3.97 OK Total Bearing Load .•. resultant ecc. = 1,5451bs 8.42 in Soil Pressure @ Toe 1,530 psf OK Soil Pressure @ Heel 0 psf OK Allowable 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,836 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe 4.4 psi OK Footing Shear @ Heel 2.8 psi OK Allowable 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 390.2 Ibs less 100% Passive Force = • 1,237.5Ibs less 67 % Friction Force -. 310.61bs Added Force Req'd 0.0 Ibs OK ... .for 1.5: 1 Stability 0.0 Ibs OK Lateral Load 0.0 #/ft ... Height to To~ 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 = 36.3 psf I Stem Construction • Top Stem Design Height Above Ft~ ft= Wall Material Above "Ht" Thickness Rebar Size = Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Ibs= Moment.. .. Actual ft-#= Moment.. ... Allowable Shear. .... Actual psi = Shear ..... Allowable psi = Wall Weight Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = Stem OK 0.00 Masonry 8.00 # 4 24.00 Center 0.634 360.3 1,014.6 1,599.3 8.0 69.7 78.0 3.75 36.00 HOOK EMBED INTO FTG in = 6.00 Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Masonry Data Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio fm psi = 1.500 Fy psi = 60,000 Solid Grouting Yes Use Half Stresses n/a Load Factors ------------Modular Ratio 'n' 21.48 Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Equiv. Solid Thick. in = Masonry Block Type Masonry Design Method Concrete Data fc psi = Fy psi= 7.60 Medium Weight LRFD O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 -...... , .,,--,,------ 6 Use menu item Settings> Printing & Title Block to set these five lines of information Title : LCTS -Headlight Wall 3WIND Page: __ Job # : 12-008 Dsgnr: S Crook Dale: 26 SEP 2013 for your program. Descr: Headlight Wall w/Retaining lis Wall in File: f:\projects\12\12-008 la costa town sguare\calcs\civil s. RetainPro 10 (e) 1987·2012, Build 10.13.8.31 License: KW·06055776 Cantilevered Retaining Wall Design ~ode: CSC 2010,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS I Footing Dimensions & Strengths J Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 1.04 ft 1.71 2.75 18.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00pcf 0.0018 Min. As % Cover@Top 2.00 @ Btm.= 3.00 in Footing Design Results I --IQ.L ~ Factored Pressure 1,836 0 psf Mu' : Upward 25 0 ft-# Mu' : Downward = 7 7 ft-# Mu: Design 17 7 ft-# Actual i-Way Shear 4.43 2.75 psi Allow i-Way Shear 82.16 82.16 psi Toe Reinforcing # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 11.00 in Other Acceptable Sizes & Spacings Toe: Not reg'd, Mu < S * Fr Heel: Not reg'd, Mu < S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio 245.0 145.2 390.2 Vertical Loads used for Soil Pressure = 1.17 285.8 5.50 798.6 O.T.M. 1,084.4 = 1.96 1,545.1 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 Wefght(s) = Earth @ Stem Transitions = Footing Weight Key Weight Vert. Component ..... RESISTING.: ... Force Distance Moment Ibs ft ft-# 229.1 2.23 510.7 229.2 0.52 119.4 468.0 1.38 643.7 618.8 1.38 850.8 Total = 1,545.1 Ibs R.M.= 2,124.6 DESIGNER NOTES: -------- • Axial live load NOT included in total diSPlayed/ or used for overturning resistance, but is included for soil pressure ca culation. • 7 36. Pp= 1237.5# 390.2# 1530.1psf -----_ .............. ------~-~'" ~ 2'-0" , B.in Mas wI #4 @ 24.in olc Solid Grout Special Insp #5@1B.in @Toe #5@1B.in@ Heel Designer select ~-o iIi' .. 1'-B 1/2" .. all horiz. reinf. r4_I--I_~"'_.-----~ .. See Appendix A 2'-9" -.. - 4'-0" ...,. ~-~ .-,-.-~ -~ -,.---~-------------.----- Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : LCTS -Headlight Wall 1WIND Job # : 12-008 Dsgnr: S Crook Descr: Headlight Wall w/Retaining page:_ q_ Date: 26 SEP 2013 lis Wall in File: f:\projects\12\12-008 la costa town square\calcs\civil s RetainPro 10 (e) 1987-2012, Build 10.13.8.31 Lieense:KW-06055776 Cantilevered Retaining Wall Design ~ode: CSC 2010,ACI318-08,ACI530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS .,1 C.r.ite.r.ia ________ .. -1 Soil Data • Retained Height = 3.33 ft Allow Soil Bearing 2,500.0 psf Wall height above soil 4.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psflft Slope Behind Wall = 0.00: 1 Height of Soil over Toe 0.00 in Water height over heel 0.0 ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure 300.0 psflft 110.00 pef 110.00 pct 0.300 0.00 in l.,s!IIu.rll!lc.h.allliirg!-e.L.0!l!la.dl!ls ____ ~ ... , 1 Lateral Load Applied to Stem Surcharge Over Heel 0.0 pst Lateral Load 0.0 #Ift I NOT Used To Resist Sliding & Overturning ... Height to TOI= 0.00 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom 0.00 ft NOT Used for Sliding & Overturning The above lateral load I Axial Load Applied to Stem L. has been increased . ! by a factor of Axial Dead Load Axial Live Load Axial Load Eccentricity O.Olbs O.Olbs 0.0 in Wind on Exposed Stem = 1.00 36.3 psf 1 Adjacent Footing Load I Adjacent Footing Load O.Olbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base AbovelBelow Soil 0.0 ft at Back of Wall Poisson's Ratio 0.300 [ Design Summary ~I s.t.e.m_c.o.n.st.r.u.ct.io.n __ .. __ T~O~p~S~te=m~------------____________ __ • -Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.92 OK 1.13 Ratio < 1.5! 1,777 Ibs 8.65 in Soil Pressure@Toe 1,310 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,572 psf ACI Factored @ Heel 0 psf Footing Shear@ Toe 6.9 psi OK Footing Shear@ Heel = 4.0 psi OK Allowable 82.2 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force 612.4 Ibs less 100% Passive Force = -337.51bs less 67 % Friction Force --357.1 Ibs Added Force Req'd 0.0 Ibs OK ... .for 1.5: 1 Stability 223.9 Ibs NG Load Factors ------------- Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Design Height Above Ft!; ft = 0.00 Wall Material Above "HI" Masonry Thickness = 8.00 Rebar Size # 4 Rebar Spacing = 24.00 Rebar Placed at Edge Design Data fb/FB + fa/Fa 0.718 Total Force @ Section MomenL..Actual Moment. .... Allowable Shear ..... Actual Ibs= 587.8 ft-#= 1,633.9 2,274.3 psi= 9.3 Shear ..... Allowable psi = 69.7 Wall Weight 78.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in = 36.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio M Hook embedment reduced by stress ratio asonry Data fm psi = 1,500 Fy psi = 60,000 Solid Grouting Yes Use Half Stresses = nla Modular Ratio 'n' 21.48 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy in = 7.60 = Medium Weight LRFD psi= psi = ·' Use menu item Settings> Printing & Title Block to set these five lines of information for your program. to Title : LCTS -Headlight Wall1WIND Page: __ -_ Job # : 12-008 Dsgnr: S Crook Date: 26 SEP 2013 Descr: Headlight Wall w/Retaining lis Wall in File: f:\projects\12\12-008Ia costa town square\calcs\civil s RetainPro 10 (cl1987-2012, Build 10.13.8.31 License: KW-06055776 Cantilevered Retaining Wall Design ~ode: CSC 2010,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = 1.29 ft 1.96 3.25 Key Distance from Toe = 18.00 in 0.00 in 0.00 in 0.00 ft fc = 3,000 psi Fy = 60,000 psi 150.00 pcf Footing Concrete Density Min. As % Cover@Top 2.00 = 0.0018 @ 8tm.= 3.00 in l Footing Design Results I JQL ~ Factored Pressure 1,572 0 psf Mu' : Upward 21 0 ft-# Mu': Downward 4 10 ft-# Mu: Design 18 10 ft-# Actual1-Way Shear 6.89 4.04 psi Allow i-Way Shear 82.16 82.16 psi Toe Reinforcing # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 11.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd. Mu < S * Fr Key: No key defined Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item Ibs ft ft-# ---- Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load 467.2 1.61 752.6 Load @ Stem Above Soil = 145.2 Total 612.4 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 6.83 992.2 O.T.M. 1,744.7 1.92 1,776.8 Ibs Soil Over Heel Sloped Soil Over Heei - 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 Weigh! Key Weight Vert. Component ..... RESISTING ..... Force Distance Moment Ibs ft ft-# 473.6 2.60 1,233.2 572.0 1.63 929.5 731.3 1.63 1,188.3 Total = 1,776.8 Ibs R.M.= 3,351.0 DESIGNER NOTES: * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. II 612.36# 1310.3psf 8.in Mas wI #4 @ 24.in olc Solid Grout #5@18.in @Toe #5@18.in@ Heel Speciallnsp '. Designer select 23/4" '. .. • all horiz. reinf. d'-31/2" ... 1'-11 1/2" -- See Appendix A 3'-3" - \7.--- I 1 4'-0" 7'-4" --f 3'-4" 2" t t ~ I 1'-6" 3" Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : LCTS -Headlight Wall 1 Job # : 12-008 Dsgnr: S Crook Descr: Headlight Wall w/Retaining n Page: __ Date: 26 SEP 2013 lis Wall in File: f:\projects\12\12-008 la costa town square\calcs\civil s RetainPro 10 (e) 1987-2012, Build 10.13.8.31 License: KW-06055776 Cantilevered Retaining Wall Design ;ode: CSC 201o,ACI 318-o8,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS Lwl C.r.it.er.ia ________ .. -I Soil Data • Retained Height 3.33 ft Allow Soil Bearing 2,500.0 psf Wall height above soil 4.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 : 1 Height of Soil over Toe 0.00 in Water height over heel 0.0 ft Heel Active Pressure 40.0 psflft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure 300.0 psf/ft = 110.00 pcf 110.00 pcf 0.300 0.00 in ..,1 s~u-r-c-ha-r~g!lllle-L-O-ad-s----~ ... 1 I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity = [ Design Summary Wall Stability Ratios Overturning O.Olbs O.Olbs 0.0 in • 2.16 OK Lateral Load ... Height to To~ ... Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = 100.0 #/ft 7.00 ft 6.00 ft 1.00 0.0 psf I Stem Construction -Top Stem Design Height Above Ft~ Wall Material Above "Ht" ft= Stem OK 0.00 Sliding 1.22 Ratio < 1.5! Thickness Rebar Size Rebar Spacing Rebar Placed at Masonry 8.00 Total Bearing Load ... resultant ecc. 1,777Ibs 7.35 in = # 4 24.00 Edge Adjacent Footing Load Footing Width EccentriCity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio I O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 SoilPressure@Toe 1,170 psf OK Design Data -.-.. ---------------------~- Soil Pressure @ Heel 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,404 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe 6.2 psi OK Footing Shear @ Heel 3.5 psi OK Allowable = 82.2 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force 567.2 Ibs less 100% Passive Force = -337.51bs less 67 % Friction Force --357.1 Ibs Added Force Req'd 0.0 Ibs OK ... .for 1.5 : 1 Stability = 156.1 Ibs NG Load Factors ------------ Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 fb/FB + fa/Fa Total Force @ Section Moment.. .. Actual Moment. .... Allowable Shear. .... Actual Shear.. ... Allowable Wall Weight Ibs= ft-#= psi = psi= Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = 0.459 455.5 1,044.9 2,274.3 7.2 69.7 78.0 5.25 36.00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data ----------.:...--------------- fm psi = 1,500 Fy psi = 60,000 Solid Grouting = Yes Use Half Stresses n/a Modular Ratio 'n' 21.48 Equiv. Solid Thick. Masonry Block Type Masonry Design Method in= 7.60 Medium Weight LRFD Concrete Data ------------------------- fc Fy psi= psi= -.. --_ ..... ---. " '., .. -----------,-,-,-~-~--~~------..,......- Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : LCTS· Headlight Wall 1 ,~ Page: __ _ Job # : 12·008 Dsgnr: S Crook Date: 26 SEP 2013 Descr: Headlight Wall w/Retaining lis Wall in File: f:\projects\12\12-00Sla costa town square\calcs\civil s RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06055776 Cantilevered Retaining Wall Design ~ode: CSC 2010,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width = 1.29 ft 1.96 3.25 Footing Thickness 1S.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Blm.= 3.00 in • Footing Design Results I ....IQL ~ Factored Pressure 1,404 0 psf Mu' : Upward 19 0 ft-# Mu' : Downward 4 10 ft-# Mu: Design 15 10 ft-# Actual1-Way Shear 6.20 3.49 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = # 5 @ 1S.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 11.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item Ibs ft ft-# Heel Active Pressure 467.2 1.61 752.6 Soil Over Heel Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load 100.0 8.00 800.0 Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Load @ Stem Above Soil = = Total 567.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. 1,552.6 2.16 1.776.8 Ibs * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weigh1 = Key Weight Vert. Component • .... RESISTING ..... Force Distance Moment Ibs ft ft-# 473.6 2.60 1.233.2 572.0 1.63 929.5 731.3 1.63 1,18S.3 Total = 1,776.S Ibs R.M.= 3,351.0 DESIGNER NOTES: * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure ca culation. \S 567.16# 1170.3psf ------~-~----------- 8.in Mas wI #4 @ 24.in ole Solid Grout Special Insp #5@18.in @Toe #5@18.in @ Heel Designer select • -. ., ,-' . all horiz. reinf. J'-31/2: _ 1'-111/2" _ See Appendix A 3'-3" ... Ib 4'-0" 7'-4" I 3'-4" 2" --~--------~ _____ ~t -r i 1'-6" ~ , 3" I I Use menu item Settings> Printing & Title Block to set these five lines of information Title : LCTS· Headlight Wall 2 WIND Job # : 12·008 Dsgnr: S Crook \1 Page: __ _ Date: 26 SEP 2013 for your program. Descr: Headlight Wall @ Bioswale lis Wall in File: f:\}?rojects\12\12-00B la costa town square\calcs\civil s RetainPro 10 Ie) 1987-2012, Build 10.13.8.31 . License: KW-05055775 Cantilevered Retaining Wall Design ~ode: CSC 2010,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS "I c.r.it.e.ri.a ________ .. -I Soil Data • ~--------------------------- Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe Water height over heel 5.25 ft 5.25 ft 0.00: 1 24.00 in 0.0 ft Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure 300.0 psf/ft 110.00 pcf 110.00 pcf 0.300 24.00 in ..,1 s!lu.rIll!llC.ha.rllii!g!lle.L~o.adlll!ls ____ ~ .. 1 I Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf I I Adjacent Footing Load I Adjacent Footing Load O.Olbs NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summ'ary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = O.Olbs O.Olbs 0.0 in • 1.57 OK 1.65 OK 2,8931bs 13.39 in Soil Pressure @ Toe = 2,540 psf OK Soil Pressure @ Heel 0 psf OK Allowable 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,048 psf ACI Factored @ Heel 0 psf Footing Shear@ Toe 12.4 psi OK Footing Shear @ Heel = 8.0 psi OK Allowable 82.2 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force 1,101.8 Ibs less 100% Passive Force = • 1,237.5 Ibs less 67 % Friction Force -. 581.4 Ibs Added Force Req'd 0.0 Ibs OK ... .for 1.5 : 1 Stability ':: 0.0 Ibs OK Lateral Load ... Height to To!= ... Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = 0.0 #/ft 0.00 ft 0.00 ft 1.00 36.3 psf = Footing Width 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist O.OOft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Poisson's Ratio 0.300 I Stem Construction • Top Stem ~------------~-=~sre~m~O~K---------------------- Design Height Above Ft~ ft = 0.00 Wall Material Above "Ht" Masonry 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 Ibs= ft-#= psi = psi= Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = B.OO # 5 16.00 Edge 0.785 1,186.9 3,944.7 5,015.8 18.8 69.7 78.0 5.25 45.00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data -----------------.....:...------------------------ fm psi = 1,500 Fy psi = 60,000 Solid Grouting Yes Use Half Stresses nla Load Factors ------------------------Modular Ratio 'n' = 21.48 Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Equiv. Solid Thick. in = Masonry Block Type Masonry Design Method 7.60 Medium Weight LRFD Concrete Data ------------------------------------------- fc psi= Fy psi= -_ ... _-----.----.--------~-._---- Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title : LCTS -Headlight Wall 2 WIND t8 Page: __ Job # : 12-008 Dsgnr: S Crook Date: 26 SEP 2013 Descr: Headlight Wall @ Bioswale lis Wall in File: f:\projects\12\12-008Ia costa town square\calcs\civil s RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW"()6055776 Cantilevered Retaining Wall Design ~ode: CSC 2010,ACI 318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = 1.54 ft 2.21 3.75 18.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Min. As % Cover@Top 2.00 @ Btm.= 3.00 in Item Heel Active Pressure 911.3 2.25 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = 190.6 9.38 Total 1,101.8 O.T.M. Footing Design Results I --I2L ~ Factored Pressure 3,048 0 psf Mu' : Upward 41 0 ft-# Mu' : Downward 7 13 ft-# Mu: Design 34 13 ft-# Actual i-Way Shear 12.36 7.97 psi Allow i-Way Shear 82.16 82.16 psi Toe Reinforcing # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 11.00 in Other Acceptable Sizes & Spacings Toe: Not reg'd, Mu < S * Fr Heel: Not reg'd, Mu < S * Fr Key: No key defined 2,050.3 1,786.6 3,837.0 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weigh1 ..... RESISTING ..... Force Distance Moment Ibs ft ft-# 890.5 2.98 2,653.2 339.2 0.77 261.5 819.0 1.88 1,535.8 843.9 1.88 1,582.5 Resisting/Overturning Ratio 1.57 Key Weight = Vertical Loads used for Soil Pressure = 2,892.5 Ibs DESIGNER NOTES: Vert. Component Total = 2,892.5 Ibs R.M.= 6,033.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. ____ ..... ___ ... __ ........ ___ ..,. __ ~ __ ~_ • _~ ••• __ • ______ M. ___ ~ • ___ .... _.-. ... ~ _ .... _ .. ________ .. _. ________ ..... ----.-.-.. ~------... ------------------- 2540.psf -.-.----.. --......... ---,-~ ----._------"--------------~. 2'-0" 8.in Mas wI #5 (ii116.in ole SoliaGrout Special Insp 1 , #5@18.in@Toe #5@18.in@ Heel Designer select 23/4" 1'-61/2" 2'-21/2" all horiz. reinf. 1-4.--... I-4-------l~ See Appendix A 3'-9" ___ " ___ .... ~__ _~ __ . _ . ~ ____ ~ ... ____ . __ ~_.k~~' . __ ~ _. _ 2" I + 3" 1 5'-3" 5'-3" 1'_6" I ! I 10'-6" Use menu item Settings> Printing & Title Block to set these five lines of information Title : LCTS· Headlight Wall 2 Job # : 12·00B Dsgnr: S Crook Page: vI Date: 26 SEP 2013 for your program. Descr: Headlight Wall @ Bioswale lis Wall in File: f:\projects\12\12-008 la costa town square\calcs\civil s RetainPro 10 (e) 1987-2012, Build 10.13.8.31 License: KW-06055776 Cantilevered Retaining Wall Design ;ode: CSC 2010,ACI 318-08,ACI530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS ,1 C.r.it.er.ia ________ .. -I Soil Data • Retained Height 5.25 ft Allow Soil Bearing 2,500.0 psf Wall height above soil 5.25 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 : 1 Height of Soil over Toe 24.00 in Water height over heel = 0.0 ft Heel Active Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure 300.0 psf/ft 110.00 pcf = 110.00pcf = 0.300 24.00 in .,1 s!'"u_r_ch_a_rg~e-L-o .. a-d-s-----., I Lateral Load Applied to Stem Surcharge Over Heel 0.0 pSf • I Adjacent Footing Load Adjacent Footing Load O.Olbs 0.00 ft 0.00 in 0.00 ft NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem , Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary O.Olbs O.Olbs 0.0 in • Wall Stability Ratios Overturning Sliding 1.92 OK 1.80 OK Total Bearing Load ... resultant ecc. 2,8931bs 10.54 in Soil Pressure @ Toe = 1,935 pst OK Soil Pressure @ Heel 0 pst OK Allowable = 2,500 pst Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,322 pst ACI Factored @ Heel 0 pst Footing Shear @ Toe 9.8 psi OK Footing Shear@ Heel = 6.7 psi OK Allowable = 82.2 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Foree 1,011.3 Ibs less 100% Passive Force =. 1,237.5 Ibs less 67 % Friction Force -. 581.4 Ibs Added Force Req'd 0.0 Ibs OK .... for 1.5: 1 Stability 0.0 Ibs OK Lateral Load ... Height to Tor: ... Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = 100.0 #fft 10.00 ft .9.00 ft 1.00 0.0 psf Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base AbovelBelow Soil at Back of Wall Poisson's Ratio = = Line Load 0.0 ft 0.300 I Stem construction==-:l_T..:..:o::.!p=-S:::.t=e.::m=--______________ _ -Stem OK Design Height Above Ft!; ft = 0.00 Wall Material Above "Ht" Masonry Thickness 8.00 Rebar Size # 5 Rebar Spacing 16.00 Rebar Placed at Edge Design Data ------------------------- fb/FB + fafFa Total Force @ Section Ibs = Moment.. .. Actual ft-# = Moment. .... Allowable Shear ..... Actual psi = Shear ..... Allowable Wall Weight psi= Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = 0.497 982.0 2,493.5 5,015.8 15.6 69.7 7B.O 5.25 45.00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Mason~Da~ -----------~-------------------------- fm psi = 1,500 Fy psi = 60,000 Solid Grouting Yes Use Half Stresses nla Load Factors -------------Modular Ratio 'n' 21.48 Building Code Dead Load live Load Earth,H Wind,W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Equiv. Solid Thick. in = Masonry Block Type Masonry Design Method 7.60 Medium Weight LRFD Concrete Data --------------------------- fc psi= Fy psi= ----~"-... -.----.. ----.-------.-".-.------------- , Title : LCTS· Headlight Wall 2 ~1-Page: __ Use menu item Settings> Printing & Title Block to set these five lines of information Job # : 12·008 Dsgnr: S Crook Date: 26 SEP 2013 for your program. Descr: Headlight Wall @ Bioswale lis Wall in File: f:lprojectsl12\12-008 la costa town square\calcslcivil s RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-OG055776 Cantilevered Retaining Wall Design ~ode: CSC 2010,AC1318-08,ACI 530-08 License To : WISEMAN ROHY STRUCTURAL ENGINEERS I Footing Dimensions & Strengths I Footing Design Results , Toe Width :: 1.54 ft -I2L ~ Heel Width 2.21 Factored Pressure 2,322 o psf Total Footing Width 3.75 Mu': Upward 32 o ft-# Footing Thickness 18.00 in Mu' : Downward 7 13 ft-# Mu: Design 24 13 ft-# Key Width = 0.00 in Actual i-Way Shear 9.76 6.71 psi = Key Depth = 0.00 in Allow i-Way Shear 82.16 82.16 psi Key Distance from Toe :: 0.00 ft Toe Reinforcing = # 5@ 18.00 in fc :: 3,000 psi Fy = 60,000 psi Heel Reinforcing :: # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 11.00 in Min.As% 0.0018 Other Acceptable Sizes & Spacings Cover@Top 2.00 @8tm.= 3.00 in Toe: Not req'd, Mu < S • Fr Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil :: Total ResistinglOvertuming Ratio Heel: Not req'd, Mu < S * Fr Key: No key defined Forces & Moments ..... OVERTURNING ..... Force Distance Moment Ibs ft ft-# 911.3 2.25 2,050.3 100.0 11.00 1,100.0 1,011.3 O.T.M. 3,150.3 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 Vertical Loads used for Soil Pressure :: 1.92 2,892.5 Ibs Vert. Component • .... RESISTING ..... Force Distance Ibs ft 890.5 2.98 339.2 0.77 819.0 1.88 843.9 1.88 Moment ft-# 2,653.2 261.5 1,535.8 1,582.5 Total = 2,892.5 Ibs RM.= 6,033.0 DESIGNER NOTES: "J->---" * Axial live load NOT included in total disPlayed/ or used for overturning resistance, but is included for soil pressure ca culation. 1935.psf 8.in Mas wi #5 @ 16.in olc SoliaGrout Speciallnsp 2'-0"1 , #5@18.in @Toe #5@18.in @ Heel • 23/4" Designer select 1'-61/2" 2'-21/2" all horiz. reinf. 14---.... ~----I...., See Appendix A 3'_9" -.. 1 1 5'-3" 10'-6" 5'-3" 2" I I I I t 1'_6" j I -'-3" J +