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Home My WebLink About1 SUNRISE - CALCS- 1 UNIVERSRL 15375 BARRANCA PKWY H-106 IRVINE, CA. 92618 ENGINEERING 949.788.0424 1 STRUCTURAL CALCULATIONS • FREE-STANDING PATIO COVER Page 1 to 9 • UNDERGROUND STORAGE Page 10 to 25 • WATER FA LL BLOCK WALL ON Page 26 to 29 TOP OF POOL BOND BEAM GHATAODE RESIDENCE 1 SUNRISE NEWPORT COAST, CA. Gc�sic�rv�< 0 DESIGN CRITERIA: 2001 C.B.C. 1 �� UNIVERSAL ENGINEERING "One Source for All Your Engineering Needs" 15375 Barranca Pkwy, #H 106 Irvine, CA 92618 949.788.0424 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE UNIVERSAL ENGINEERING "One Source for All Your Engineering Needs" 15375 Barranca Pkwy, #H106 Irvine, CA 92618 949.788.0424 JGwe 6 r 40 o -Nt JOB SHEET NO, OF CALCULATED BY DATE CHECKED BY DATE SCALE ' 1�ficca,Q NL 7), 17; IbG2.. WA Ct VIty WwV1 n aannir.T,)rn UNIVERSAL 15375 Barranca Pkwy H-106 Irvine, CA. 92618 Title : Dsgnr: EN4GINEERING 949J88.0424 Description Scope �Rev:s8000603 ENER ALC Engrnee Ing Software Timber Beam & Joist Description Patio Framing: Rafters, Ridge Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load i Live Load Cantilever Span Span Uniform Dead Load # Uniform Live Load # R Rafters 4x6 In 3.500 in 5.500 ft 1.00 Douglas Fir - Larch (North), psi 875.0 psi 170.0 ksl 1,300.0 1.000 Sawn Repetitive exults Ratio = Mmax @ Center in -kJ @x= ft Mmax @ Cantilever in k fb :Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi Reactions Ibs Ibs LL 7RIghtEnd Ibs Ibs Ibs Max. DL+LL Ibs Deflections Center DL Defl In L/Defl Ratio Center LL Defl In L/Defl Ratio Center Total Defl in Location ft L/Defl Ratio Cantilever DL Defl Cantilever LL Defl in Total Cant. DOIn L/Defl Ratio 6.50 34.00 32.00 2.00 34.00 32,00 0.1642 3.09 -1.58 214.5 1,306.4 Bending oK 16.0 170.0 Shear oK Job # Date: 10:13AM, 12 DEC 07 r7. Page 1 ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Ridge 4x8 3,500 7,250 2.00 Douglas Fir - Larch (North), 875.0 170.0 11300.0 1.000 Sawn No 6.00 111.00 104.00 0.3339 11.61 3.00 0.00 378,7 1,134.0 Bending OK 30.5 170.0 Shear oK 100.04 - 33� 3.00 104.00 312.00 204.04 645.00 188.96 333.00 177,85 312.00 366,81 645.00 Ratio OK Deflection OK W =07 -0.022 4,654.1 3,214.2 -0.020 -0.021 3,828.6 3,430.6 .0,037 -0.043 3.198 3.000 2,101.6 1,659,4 0.011 0.011 0,022 2,166.8 WNIVERSAL 15375 Barranca Pkwy H-10s Irvine, CA, 92618 Title : ENGINEERING 949.788.0424 D Description : Rev; 58000q Scope (c1198Op0ENERGALCHng(nee IngSoftware��Gen�eralTlI11bt31' Be Description Hlp Beam atll General Inforr�oa l nti nt Section Name 4x8 Beam Width Beam Depth Member Type Load Dur• Factor Beam End Fixity Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Trapezoidal Loads #1 DL @ Left DL @ Right 4/ft LL @ Left #/ft 78.00 LL @ Right Start Loc -!Wmma/y 74,00 #/ft End Loc Date: 10:13AM,Job 12 DEC 07 Page 1 :alculations Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000, Base allowables are user d 3.500 in 7 Center Span defined 3.5 0 In Left Cantilever 9.50 ft Lu Right Cantilever 2.00ft Lu 9.50 ft Sawn 2.00 ft Douglas Fir - Larch (North), No2 ft .. • •Lu 1. .Fb Base Allow 0,00 ft Fv Allow 875.0 psi Pin -Pin Fc Allow 170,0 psI E 625,0 psi 1.300.0 ksi 10.00 #/ft LL #/ft LL #/ft #/ft LL #/ft Span= 9.5Oft, Left Cant= 2.00ft, Beam Width = 3.500in x Depth = 7,25in, Stress Ratio imum Moment Ends are Pin -Pi o.34s ; 1 n Allowable ositive Moment 1.0 Wt Maximum Shear * 1.5 2.9 k-ft egative Moment 0.99k-ft at 5.415 ft Allowable Left Support LFb 0.00 k-ft at 9.500 ft Shear: @ Left Right Support 0.00 k-ft @ Right allow 0.00 k-ft Camber: @Left fb 387.61 psi 1,119.43 2.86 fv @ Center Reactions... @ Right 25.72 PSI Left psi Deflections DL 0.17 k Fv 170.00 psi Rl ht DL Max 9 0.29 k Max Center Span.., Deflection 11 Dead Load Total Load ...Location ...Length/Deft -0.062 in 4.911 ft "-'--- Left Cantilever... -0.109 in Deflection Dea Load 4.911 ft 1,832.3 Camber (Using 1.5 " D.L. Defl @ Center ^• 0.039In 1,043.72...Length/benve.. 1,233.7 Right Cantilever... @ Left @ Right 0.093 In 0.058 in Deflection ..Length/Deft 0.000 in Stress Calcs 0.000 In 0.0 Bending Analysis Ck 31,260 Le Cf 1,300 Rb 17.473 ft 11.142 Sxx 30,661 In3 @ Center Max Moment ---- Cl Area 25.3751n2 0,984 S_xx_Re_a'd @ Left Support @ Right Support 0.99 k-ft 0.00 Wt 10.62 Ina Allowable fb 0.00 1,119,43 Shear Analysis 0.00 k-ft in3 psi 0.00 in3' 1133.99 psl Design Shear @ Left Support @ Right Support 1:137,50 psi Area Required Fv: Allowable ,k 2465 465 In2 0.65 k Bearing @ Supports 170.00 psi 3.838 In2 170.00 psi Max, Left Reaction Max, Right Reaction 0.k 0.5533 k Bearing Length Req'd Bearing Length Req'd 0232 in 0.242 in 0.000 ft -- 9.500 ft Beam Design OK 0.7 k 4.3 k 0.29 k 0.53 k 0.058 in 0,093 In 0.000 in 0.29 k 0.53 k 0,068 in 711.1 0.000 In 0.0 ' U,NIVERSAL 15375 Barranca Pkwy H-106 Irvine, CA. 92618 Title ENGINEERING . 949788.0424 D Description ; Job # bate: 10;13AM, 12 DEC 07 Rev; 580p04 ver glnee C)198 2 03 ENERCALC SOftwdre Scope: EnI General Timber Beam Description Short Eave Beam ��"ATAOD'."S'PROPOSE.EC�W.-CpalCUlation g General Information Section Name 4x12 Code Ref: 1997/2001 NDs, 2000/2003 IBC, 2003 NFPA 5000. Base allowables Beam Width Beam Depth 5 3.00 in I Center Span 13.00 ft ...Lu Left Cantilever are user defined Member Type 11.0 n Sawn Right Cantilever ft • • • • .Lu ft 13'.00 ft 0,00 ft Load Dur. Factor Lu Douglas Fir - Larch (North), No.1 Fb Base Allow 0,00 ft Beam End Fixity 1.250 Pin -Pin Fv Allow 1,0.0 psi 17 170.0 Fc Allow psi E 625.0 psi 1,600.0 ksi Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @Left #/ft 89.00 #/ft LL @Left #/ft Start Loc LL @Right 84.00 #/ft 0.000 ft DL @Right 89.00 #/ft #/ft LL @ Left End Loc c 84.00 #/ft 6.500 ft Summary LL @ Right Start Loc #/ft End Loc 6.500 ft 13,000 ft Span= 93.00ft, Beam Width = 3.5001n x Depth = 11.251n, Ends are Pin -Pin Max Stress Ratio 0.240 ; 1 Maximum Moment 2 Allowable •4 k-ft 10.2 k-ft Maximum Shear Max. Positive Moment Max. Negative Moment 4 2.4 k-ft at 6.500 ft Allowable Max @ Left Support 0.00 k-ft at 0.000 ft Shear. @ Left Max @ Right Support 0.00 k-ft @ Right Max. M allow 0.00 k-ft Camber: @ Left 115 10.17 @ Center 396.01 psi Fb 1,652.49 psi fv 20.97 psi Reactions... Left DL @ Right Deflections Fv 212.50 psi Right DL 0.29 k 0.29 k Max Max Location -0.055In ft ...Length/Deft 831.9 DO31.9 Camber ( using 1.5 * D.L. D @ Center @ Left 0.083 in @ Right ' 0.000 In Stress Calcs 0.000 in ,Bending Analysis Ck 25.448 Le Cf 1,100 23.863 ft Rb 16 220 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max___ Moment 2.44 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.83 k 3.887 In2 212.50 psi 0.56 k 0.56 k -0.107 In 6.500 ft 1,456.88 Deflection ...Length/Defi Right Cantilever... Deflection ...Length/Defi CIS 73.828In3 0,924 ax-x Reid 17.69 in3 0.00 In3 0.00 in3 @ Right Support 0.83 k 3.887 in2 21.2.50 psi Bearing Length Req'd Bearing Length Req'd Beam Design OK 0.8 k 8.4 k 0.56 k 0.56 k 0.0001n 0.0831n 0.0001n 0.56 k 0.56 k 0.000 in 0.000 in 0.0 0.0 0,000 in 0.000 in 0.0 0.0 Area 39.3751n2 Allow-- able fb 1,652.49 psi 1,787.50 psi 1,787.50 psi 0.257 In 0.257 in L-NIVERSRL 15375 Barranca Pkwy H-106 Title Irvine, CA. 92618 Dsgnr: ENGINE G 949.788.0424 Description ; Rev: 5e000a Scope�, IC1198 User, KW-0606612, Ver5.8.0, 1-oeC-2003 General Timber Beam 3.2003 ENERCALC Englneering Software Description Long Eave Beam Job # Date: 10:13AM, 12 DEC 07 Page 1 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base Section Name 6x12 allowables are user defined Beam Width Beam Depth P 5.500 in Center Span 19.00 ft Lu Left Cantilever 19.00 ft Member Type 11.500 in Sawn Right Cantilever ft ' . • ' .Lu t).00 ft ft Douglas Fir- Larch (North), No.1 ' ' • • .Lu 0.00 ft Load Dur. Factor 1.250 Fb Base Allow 1,300.0 psi Beam End Fixity Pin -Pin Fv Allow 170.0 psi Fe Allow E 626.0 psi 1,600.0 ksl Tezoidal Loads #1 DL @ Left DL @ Right 89.00 #/ft LL @ Left LL @Right #/ft Start Loc 0.000 ft #2 DL @ Left DL @ Right 89.00 #/ft LL @ Left , 8400 #/ft 84 00 #/ft End Loc 6.500 ft #3 DL @Left 89.00 #/ft 89,00 #/ft LL Right 84.00 #/ft Start Loc End Loc 6.500 ft 12.500 ft DL @ Right #/ft LL @ Left LL @Right 84,00 #/ft Start Loc 12.500 ft Summary #/ft End Loc 19,000 ft Span= 19.00ft, Beam Width = 5.5001n x Depth = 11.5fn, Ends are Pin -Pin Max Stress Ratio Maximum Moment 0,413 ; 1 Allowable 6.6 k-ft 16.0 k-ft Maximum Shear"' 1.5 Max. Positive Moment 6.59 k-ft Allowable Max. Negative Moment at 0.00 k-ft at 9,500 ft 19,000 ft Shear: @ Left Max @ Left Support 0.00 k-ft @ Right Max @ Right Support 0.00 k-ft Camber: @ Left Max. M allow 15.97 @ Center fb 652.15 psi fv 25.38 Reactions... @ Right Fb 1,580.60 psi psi Fv 212.50 psi Left DL Right DL 0.56 k Max Deflections 0.56 k Max Center Span... Dead Load T t I L Deflection Location -0.192 in o oad Left Cantilever.,. -0.374 in Deflection ...Length/Deft 1,186.2 ft ft ...Length/Deft Camber( using 1.5 * D.L. Defl ) .2 10.23 610.23 Right Cantilever.... @ Center 0.288 in Deflection @ Left 0 000 in ...Length/Deft @ Right 0.000 in Stress Calcs Bending Analysis Ck 25,448 Le Cf 1.000 Rb 34.946 ft 12.629 Sxx 121.229 in3 @ Center Max_ Moment Cl .973 S0a xx Re'd @ Left Support 6.59 k-ft 0.00 k-ft 50.02 in3 @ Right Support 0.00 k-ft 0.00 In3 0,00 in3 Shear Analysis Design Shear Support @Left @ Right Support Area Required 1. 761 k in2 4 1.61 k Fv: Allowable 212.50psi 7,561 in2 212.50 psi Supports Bearing @ Su Max. Left Reaction 1.08 k Bearing Length Req Beam Design OK 1.6 k 13.4 k 1,08k . 1.08 k 0.000 in 0.2881n 0.000 in 1.08 k 1.08 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Area 63.250 in2 1lowable fb 1,580.60 psi 1,625.00 psi 1,625.00 psi 0.315 in 0.315 In UNIVERSRL 15375 Barranca Pkwy H-106 Title : -.-- Irvine, CA. 92618 Dsgnr: ENGINEERING 949.788.0424 Description: Scope Rev: 580008 C11983 20003 ENERCALC En91'neereing software Steel Column Description Patio Post Job # Date: 10:13AM, 12 DEC 07, Page 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS4X4X5/16 Fy 36.00 ksl X-X Sidesway : Sway Allowed Column Height 8.000 ft Duration Factor Elastic Modulus 1.330 Y-Y Sidesway : Sway Allowed 29,000.00 ksl End Fixity Fix -Free X-X Unbraced 8,000 ft Kxx Live & Short Term Loads Combined Y-Y Unbraced 2.000 8.000 ft Loads K �' 2.000 Axial Load... Dead Load 2.05 k Live Load Ecc. for X-X Axis Moments 0.000 inEcc. 1.93 k Short Term Load' k for Y-Y Axis Moments 0.000 in Point lateral Loads... DL LL ST Along Y-Y (strong axis moments) Height Along X-X ( y moments) 0.944 k 8.000 ft kpplied Moments k ft X-X Axis Moments DL LL At TOP ST Between Ends k-ft Height At BOTTOM k-ft 0,000 ft 7.55 k-ft urnr►►ary ' _ Column Design OK Section : TS4X4X5/16, Height = 8.00ft, Axial Loads; DL = 2.05, LL = 1.93, ST = 0.00k, Ecc, = 0,000in Unbraced Lengths: X-X = 8.00ft, Y-Y = 8.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 - 3 0.0529 0.0498 0.1027 0.7314 XX Axis ; Fa caic'd per Eq, E2.2, K*L/r > Cc. YY Axis Fa calc'd ner Ea E2 2 K*L/r > Cc Stresses Allowable 8, Actual Stresses Fa : Allowable Dead Live DL + LL DL +Short fa : Actual 8.90 ksl 8.90 ksl 8.90 ksl 11,84 ksl 0,47 ksl 0.44 ksl 0.91 ksl 0,91 ksl Fb:xx : Allow [F1-6] Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksl '21.60 ksl 21.60 21.60 ksl 28.73 ksl ksl 21.60 ksl 21.60 ksl 28.73 ksl fb : xx Actual 0.00 ksl 0.00 ksl 0.00 ksl 18.79 ksl Fb:yy : Allow [F1-6] 21.60 ksi 21.60 ksl 21.60 ksl 28,7$ ksl Fb:yy : Allow [F1-7] & [F1-8] 21.66 ksl 21.60 ksl 21.60 ksl . 28.73 ksl fb : yy Actual 0.00 ksl 0.00 ksl 0.00 ksl 0,00 ksl Analysis Values Pex ; DL+LL 8,901psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey ; DL+LL 8,901 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 11,838 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Pay: DL+LL+ST 11,838 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection -1.002In at 8.000 ft Max Y-Y Axis Deflection 0,000 in at 0.000 ft UNIVERSRL 15375 Barranca Pkwy H-106 Title ; Irvine, CA. 92618 949.788.0424 Dsgnr: Description Job # Date: 10:13AM, 12 D EC 07 ENGINEERING Scope Rev: sB0008 (IM983 2003 ENERCALC Ver Eng(neeerling Software Steel Column Description Patio Post Page 2 CHATAODE-RES-PROPOSE,ECW-Calculations Section Properties TS4X4X5/16 Depth 4.000 in Weight Thickness 14.81 #/ft Values for LRFD Design.... o.313 in Ixx Width 4.000 in lyy 9.580 in4 9.5801n4 J 16.100 in4 0100 Sxx Area 4.36 in2 Syy 4.79010 4.790 Zx 5.900 in3 Rt 2.000 In Rxx in3 1.480 in zy in3 Ryy 1.480 in 0.00.000 Section Type = TS-Square C JOB [� I, V UNIVERSAL ENGINEERING "One Source for All Your Engineering Needs" 15375 Barranca Pkwy, #H 106 Irvine, CA 92618 949.788.0424 SHEET NO. _ CALCULATED BY CHECKED 6Y- SCALE DATE Ljr al iyl,� W v 1 wxp, *u .. ! y/ \/ �tf Con �,t� s!, ti )K 1�1 , Ll� 77 r,F 410 NA w f,� Ro t - et _ � or�,� ,r k UNIVERSAL ENGINEERING "One Source for All Your Engineering Needs" 15375 Barranca Pkwy, #H 106 Irvine, CA 92618 949.788.0424 JOB SHEET NO, OF CALCULATED BY DATE CHECKED BY DATE SCALE UNIVERSAL 15375 Barranca Pkwy H-106 Title : Job # Irvine, CA. 92618 Dsgnr: Date: 11:26AM, 24 JAN 08 ENGINEERING 949.788.0424 Description Scope: 12. Multi -Span Concrete Beam Page 1 Description Continuous slab General Information Code Ref: ACI 318.02, 1997 UBC, 20031BC, 2003 NFPA 5000 Fy fc 40,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 4,600.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description Concrete slab Concrete slab Concrete FLoor Span ft 5.75 5.75 5,75 Beam Width Beam Depth End Fixity in in 12.00 12.00 12.00 5.00 5.00 5.00 n P1TT�---'ptn=Piil"" n Reinforcing Center Area 0.201n2 0.201n2 0.201n2 Bar Depth 2.50in 2.501n 2.501n Left Area Bar Depth 0.201n2 2.50in 0.201n2 0.201n2 2.501n 2.501n Right Area 0.201n2 0.201n2 0,20in2 Bar Depth 2.501n 2.50in 2.501n Loads using Live Load This Span ?? Yes Yes Yes Dead Load k/ft 0.077 0.077 0.077 Live Load k/ft 0.040 0.040 0.040 Results . Beam OK Beam OK Beam OK, Mmax @ Cntr k-ft 0.46 0.15 0.46 @ X = ft 2.30 2.87 3.45 Mn * Phi k-ft 1.44 1.44 1.44 Max @ Left End k-ft 0.00 -0.58 -0.58 Mn * Phi k-ft 1.44 1.44 1.44 Max @ Right End k-ft -0.58 -0.58 0.00 Mn * Phi k-ft 1.44 1.44 1.44 Bending OK Bending OK Bending OK Shear @ Left k 0.40 0.51 0.61 Shear @ Right k 0.61 0.51 0.40 Reactions & Deflections DL @ Left k 0.18 0.49 0.49 LL @ Left k 0.09 0.25 . 0.25 Total @ Left k 0.27 0.74 0.74 DL @ Right k 0.49 0.49 0.18 LL @ Right k 0.25 0.25 0.09 Total @ Right k 0.74 0.74 0.27 Max. Deflection In -0.003 -0.000 -0.003 @ X = ft 2.57 2.87 3.18 Inertia : Effective in4 125.00 125.00 125.00 UNIVERSAL 15375 Barranca Pkwy H-106 Title : Irvine, CA. 92618 Dsgnr: ENGINEERING 949.788.0424 Description Scope Rev; 580008 User: KW-0606612 Ver S.8.concrete Rectangular o 1•DeC•2003 (01983-2003 ENERCALC Engineering softWar & Tee Beam Design Description Concrete beam 1 General Information Span 14.00 ft Depth 10.000 In Width 8,000 in Flange @ One Side Flange Thickness 5,000 in Web Spacing 5.000 ft Tee beam weight calc'd using Effective Width Job # Date: 11:29AM, 24 JAN 08 Page 1 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000 psi Concrete Wt. 150.0 pof Seismic Zone 4 End Fixity Pinned -Pinned Live Load acts with Short Term Reber @ Center of Beam,., Rebar @ Left End of Beam... Rebar @ Right End of Beam... #1 Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top 8.00in #1 2 4 2,50In #1 2 4 2.50 In Load Factoring NUM; Loaa ractonng supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 Uniform Loads Dead Load Live Load Short Term Start End #1 0.324 k 0.090 k k 0.000 ft 14,000 ft N...Y-_ - Span = 14.00ft, Width= 8.00in Depth = 10-00in'T' Beam Beam Design OK Maximum Moment: Mu with Flange= 5.001n thick @ One Side, Web spac= 5.00ft 18.97 k-ft Allowable Moment: Mn*phl 31.97 k-ft Maximum Deflection -0.2804 in Maximum Shear: Vu Allowable Shear: Vn*phi 5.29 k Max Reaction @ Left 3.74 k 29.28 k Max Reaction @ Right 3.74 k Shear Stirrups... Stirrup Area @ Section 0,220 in2 Region 0.000 Max. Spacing 3.750 2.333 3.750 4.667 7.000 9.333 Not Req'd Not Req'd Not Req'd 11.667 14.000 ft 3.750 Max Vu 5,290 3.642 1.821 1,778 1.778 3.750 in 3.599 5.247 k ding & Shear Force Summary Bending,,. Mn*Phi Center 31.97 k-ft Mu, Eq, C-1 Mu, Eq. C-2 Mu Eq. C-3 q @ eft End 3.77 k-ft 18.97 k-ft 18.31 k-ft 0.00 k-ft 9.79 k-ft @ Right End 3.77 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi @ Left End 29.28 k Vu, Eq. C-' Vu, Eq. C-: 0.00 Vu, Eq. C-k-ft @ Right End 29.28 k 5.29 k 5.11 k 2.73 k 5.25 k 5.06 k 2 741, Deflection -- DL + [Bm Wt] DL + LL + [Bm Wt] uowartl 0.0000 In at 14.0000 ft Downward -0,1938 in at 7.000Oft DL + LL.. ST + [Bm Wt] 0.0000 in at 0.0000 in at 14.0000 ft 14.0000 ft -0.1938 in at 7.0000ft Reactions.., Left CcD Right -0.2804 in at 7.0600ft DL + [Bm Wt]] DL + LL + [Bm Wt] 3.107 k 3.737 k 3.107 k DL + LL + ST + [Bm Wt] 3.737 k 3.737 k 3.737 k 0.35 k/ft Mu;Max = 16.66 k-ft Dmax = 0.2860 in Rmax = 3.265 k Vu-Max = 4.646 k 0.35 k/ft Rrnax = 3.265 k I Vu Max = 4.608 k UNIVERSAL 15375 Barranca Pkwy H-106 Title : Irvine, CA. 92618 Dsgnr: ENGINEERING 949.788.0424 Description Scope : ieering Softwar2o03 leercRectangular Rular & Tee Beam Design in Description Concrete beam #2 General Information Span 14.00 ft Depth 10.000 In Width 12.000 in Flange @ Both Sides Flange Thickness 5.000 In Web Spacing 5.750 ft Tee beam weight caic'd using Effective Width Reinforcina Job # Date: 11:31AM, 24 JAN 08 Page 1 Code Ref: ACI 318.02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000 psi Concrete Wt. 150.0 pcf Seismic Zone 4 End Fixity Pinned -Pinned Live Load acts with Short Term Rebar @ Center of Beam.,. Reber @ Left End of Beam.., Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 5 5 8.001n #1 2 4 2.50 In #1 2. 4 2.50 In Load Factoring VAUM Loaa ractormg supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 31� Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C,2 Uniform Loads Dead Load Live Load Short Term #1 0.490 k 0.250 k k for Start End 0.000 ft 14,000 ft Beam Design OK Span = 14.00ft, Width= 12.00in Depth=10,00in T' Beam with Flange= 6.001n thick @ Both Sides, Web spac= 5,75ft Maximum Moment: Mu 36.87 k-ft Allowable Moment: Mn*phi 53.65 k-ft Maximum Deflection -0.3580 In Maximum Shear: Vu 10.28 k Max Reaction @ Left 7.15 k Allowable Shear: Vn*phi 32.70 k Max Reaction @ Right 7.15 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 Max. Spacing 3.750 2.333 3.750 4.667 7.000 9.333 Not Req'd Not Req'd Not Req'd 11.667 14.000 ft 3.750 Max Vu 10,280 7.078 3.639 3,455 3.455 3.750 In 6.994 10.196 k Bending & Shear Force Summary Bending... Mn*Phi @ Center 53.65 k-ft Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C-3 @ Left End 3.97 k-ft 36.87 k-ft 36.03 k-ft 0.00 k-ft 0.00 k-ft 17.01 k-ft 0.00 k-ft @ Right End 3.97 k-ft 0.00 k-ft 0.00 k-ft 0,00 k-ft Shear... Vn*Phi @ Left End 32.70 k Vu, Eq. C-' Vu, Eq, C : Vu, Eq. C-; @ Right End 32.70 k 10.28 k 9.77 k 10.20 k 9.69 k 4.74 k 4.70 k Deflection , DL + [Bm Wt] DL + LL + [Bm Wt] 0,0000 in at 0.0000 in at 14.0000 ft-0.2201 in V at V7.0000ft 14.0000 ft DL + LL + ST + [Bm Wt] 0.0000 in at -0.3580 In at 7,0000ft 14.0000 ft-0.3580 in at 7.6000ft Reactions.., Left 0, Right DL + Bm Wt I ]] 5.399 k 6.399 k DL + LL + [Bm Wt] 7,149 k 7.149 k DL + LL + ST + [Bm Wt] 7.149 k 7.149 k 0.58 k/ft Mu:Max = 30,30 k•ft Dmax = 0.3184 in Rmax = 5,809 k Vu-Max = 8,451 k 0.58 k/ft Rmax = 5.809 k Vu Max = 8.381 k UNIVERSAL 15375 Barranca Pkwy H-106 Title : Irvine, CA. 92618 Dsgnr: Job # ENGINEERING 949.788.0424 Description ; Date: 11:24AM, 4 FEB 08 Scope / Description Restrained Retaining Wall Design Storage Wall Design Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Total Wall Height = 8.00 ft Top Support Height = 8.00 ft Slope Behind Wail = 0.00: 1 Height of Soil over Toe = 0.00 In Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf >>>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 50.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 1,413.0 Ibs Axial Live Load - 477.0 Ibs Axial Load Eccentricity = 0.0 in v.v i in Soil Pressure @ Toe = 1,083 psf OK Soil Pressure @ Heel = 1,082 sf OK Allowable = 1,100 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,543 psf ACI Factored @ Heel = 1,540 psf Footing Shear @ Toe = 16.0 psi OK Footing Shear @ Heel = 40.1 psi OK Allowable = 114.0 psi Reaction at Top = 416.0 Ibs Reaction at Bottom = 2,216.5 Ibs Sliding Calcs Slab Resists All Slidingg I Lateral Sliding Force = 2,216.6 Ibs Footing Design Results �:4 Factored Pressure = 100 13 ,55 eel 1,540 psf Mu': Upward 3,085 0 ft-# Mu': Downward 560 5,788 ft-# Mu: Design = 2,525 5,788 ft-# Actual 1-Way Shear = 15.99 40.06 psi Allow 1-Way Shear = 114.04 114.04 psi Soil Data Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing Equivalent Fluid Pressure = 1,100.0 psf ethod Heel Active Pressure = 65.0 psf/ft Toe Active Pressure Passive Pressure = 65.0 psf/ft = 250.0 psf/ft FootingilSoil Friction = 0.300 Soil height to Ignore for passive pressure = 0.00 in Uniform Lateral Load Applied to Stem Lateral Load - 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wall Weight = 96.7 pcf Stem Is FIXED to top of footing Design height Rebar Size Reber Spacing Reber Placed at Reber Depth 'd' Design Data fb/FB + fa/Fa Mu .... Actual Mn' Phi..... Allowable Shear Force @ this height Shear ..... Actdial Shear .... :Allowable Fy fc Page 1 Footing Strength,$ & Dimensions fc = 4,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 2.00 ft Heel Width - 3.50 Total Footing Width = 5.50 Footing Thickness = 12.00 in Key Width Key Depth = 0,00 In = Key Distance from Toe 0.00 in = 0.00 ft Cover @ Top = 3.00In @ Btm.= 3.00 In Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Base Above/Below Soil at Back of Wall = 0.0 ft Du,uuu psi - 4,SOOpsi...(��SC��='�d�l @ Top Support Stem K 8.00 ft _ # 5 16.00 In Center 4.00 in 0.000 0.0 ft-# 4,025.5 ft-# 0.0 Ibs 0.00 psi 114.04 psi 17.44 in Mmax Between Top &@lase Ste, OK 4.43 ft # 5. 16,00 In Center 4.00 in 0.419 1,686.8 ft-# 4,025.5 ft-# 17.44 in @ Base of Wall Stem o 0.00 ft # 5 8.00 in Center 4.00 In 0.488 3,771.8 ft-# 7,732.1 ft-# 2,828.8 Ibs 58.93 psi 114.04 psi 6.On In Other Acceptable Sizes & Spacings: Toe: # 4 @ 16.00 in -or- Not req'd, Mu < S " Fr Heel:# 4 @ 0.00 in -or- #4@ 12.00 In, #5@ 18.50 In, #6@ 26.00 in, #7@ Key: No key defined -or- No key defined Rebar Lap Required = Rebar embedment into footing UNIVERSRL 15375 Barranca Pkwy H-106 Title : s, Irvine, CA, 92618 Dsgnr: Job # Date: 11:24AM, 4 FEB 08 T949.788.0424 ENGINEEFIING Description : (�j Scope : Jy( I Rev; 580010 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 us r: KW- 03 ENERCALC .Utnl erin Software User; KW0606612, Ver 5.8.0 1 Deng SO Restrained Retaining Wall Design Page 2 Description Storage Wall Design I GHATAODE•RES•PLANCHECK1.ECW;CaICUlationS Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Calcs »> Sliding Forces are restrained'by the adjacent slab Moment @ Top of Footing Applied from Stem = Surcharge Over Heel Ibs ft -2,218.7 ft-# Axial Dead Load on Stem 1,890.0lbs 2.33 ft ft-# 4,410,0 ft-# Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 773.3lbs 2,33 ft Soil Over Heel 1,804.4 ft-# 2,493.31bs 4.08 ft Footing Weight 797.5lbs 2.75 ft 10,181.1 ft-# 2.193.1 ft-# Total Vertical Force = 5,954.21bs Base Moment = 16,370.0 ft-# Soil Pressure Resulting Moment = 4,(ft-# E �wioe #4@0.ln 2'-0" 3'-6" @ Heel Wq 6'_6" DL=1413., LL= 477.049999990.0005#, Ecc= 0.00051 Pp=,125.# 2832.5# 1081.8psf 1083.4psf UNIVERSAL 9531b barranca FKWy H-1et3 Title : IryDate: 11:09AM, 4 FEB 08 Irvine, CA. 92618 bsgnr: Job # ENGINEERING 949.788.0424 Description Scope Rev: ssoolo Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 user; KW06o6612 Ver5.8.o 1 Dec•2003 Cantilevered Retaining Wall Design 111983.2003 ENEf1CALC En fneerIn software Page 1 Description Wall at Stair CHATAODE•RES-PLANCHECK1.ECW;CaICUlations Criteria Retained Height = 8.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 20.00 in 'Soil Density = 110.00 pcf Wind on Stem - 0.0 psf Surcharge Loads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overtu'Ming Surcharge Over Toe = 90.0 psf Used for Sliding & Overturning Design Summary Total Bearing Load 5,353 b ...resultant ecc, = 5.18 In Soil Data Allow Soil Bearing = 1,100,0 psf Equivalent Fluid Pressur Method Heel Active Pressure = 65.0 psf/ft Toe Active Pressure = 65.0 psf/ft Passive Pressure = 260.0 psf/ft Water height over heel - 0,0 ft FootingllSoil Friction = 0,300 Soil height to Ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom - 0.00 ft Footing Strengths & Dimensions fc = 4,500 psi Fy = 60,000 psi Min. As % = 0,0014 Toe Width = 6.50 ft Heel Width Total Footing Width e0 Footing Thickness - 12.00In Key Width = 12,00In Key Depth = 25,00 in Key Distance from Toe = 5.00 ft Cover @ Top = 3.00 In @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 90.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 In Stem Construction Top stem 2nd Design height ft = Stem OK 5.00 Stem OK 0.00 Wall Material Above "Ht" = Concrete Concrete Thickness _ 6.00 8,00 Rebar Size = # 5 # 5 Reber Spacing = 16.00 8.00 Reber Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.187 0.926 Total Force @ Section Ibs = 676.8 3,687.7 Moment.... Actual ft-#= 789.6 11,099.3 Moment..... Allowable ft-#= 4,221.7 11,990.5 Shear..... Actual psi = 13.5 49.7 Shear..... Allowable psi = 114.0 93.1 Soil Pressure @ Toe = 1,048 psf OK Soil Pressure @ Heel = 482 psf OK Allowable = 1,100 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,235 psf ACI Factored @ Heel = 568 psf Footing Shear @ Toe = 19.5 psi OK Footing Shear @ Heel = 25.4 psi OK Allowable = 114.0 psi Wall Stability Ratios Overturning = 2.81 OK Sliding = 1.96 (Vertical Cc Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,791.3 Ibs less 100%Passive Force-- - 3,876.6 Ibs less 100% Friction Force= - 1,606.0 Ibs Added Force Req'd - 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 1,235 568 psf Mu': Upward = 16,040 0 ft-# Mu': Downward 8,964 1,633 ft-# Mu: Design 7,076 1,633 ft-# Actual 1-Way Shear = 19.46 25.42 psi Allow 1-Way Shear = - 114,04 114.04 psi Toe Reinforcing = # 5 @ 8.00 in Heel Reinforcing = # 4 @ 18.00 In Key Reinforcing = # 4 @ 16.00 in Bar Develop ABOVE Ht. In = 21.36 21.36 Bar Lap/Hook BELOW Ht. In = 21.36 7,20 Wall Weight psf = 72.5 96.7 Rebar Depth 'd' in = 4.19 6.19 Masonry Data fm psi = Fs. psi = Solid Grouting _ Special Inspection - Modular Ration' _ Short Term Factor Equiv, Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi = 4,500.0 3,000.0 Fy psi = 60,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 9.75 in, #5@ 15.00 In, #6@ 21.25 In, #7@ 29.00 in, #8@ 38.00 in, #9@ 48 Heel: Not req'd, Mu < S ` Fr Key: #4@ 16.00 In, #5@.24.75 in, #6@ 35, UNIVERSRL 15375 Barranca Pkwy H-106 Title: Irvine, CA. 92618 Dsgnr: Job # Date: 11:09AM, 4 FEB 08 949.788,0424 Description ENGINEERING Scope : Rev; 580010 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 User KVV-03 ENE , AL En 1 ering software Cantilevered Retaining Wall Design Page 2 fC)19B3.2003 ENERCALC en fneerin softuvare GHATAODE•RES•PL4NCHECK1.ECW:Calculations Description Wall at stair -IF WE ...a1:u11nr1U a mesistlna Forces & Mc ..,OVERTURNING.,... Item Force Distance Moment Ibs It ft-# Heel Active Pressure 2,933.1 3.17 9,288.2 Toe Active Pressure Surcharge Over Toe = -141.8 1.33 -189.1 Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 2,791.3 O.T.M. _ 9,099.1 Resisting/Overturning Ratio = 2.81 Vertical Loads used for Soil Pressure = 5,353.2 Ibs Vertical component of active pressure used for soil pressure 0 lstance Force...RESISTING Di Moment Ibs ft ft-# Soil Over Heel = 779.2 6.58 5,129.5 Sloped Soil Over Heel = Surcharge Over Heel _ Adjacent Footing Load = Axial Dead Load on Stem = 90.0 5.83 525.0 Soil Over Toe = 1,008.3 2.75 2,772.9 Surcharge Over Toe = 495.0 2.75 1.361.3 Stem Weights) _ 773.3 5.80 4,486.9 Earth @ Stem Transitions= 64.2 6.08 390.3 Footing Weight = 1,050.0 3.50 3,675.0 Key Weight = 312.5 5.50 1,718.7 Vert. Component = 780.7 7.00 5,465.1 Total 5,353.2 Ibs R.M.= 55,524.8 6.00005in Conc w/ #5 - 16.1n o/c 1'-8" #5@8.1i @Toe #4@18 @ Heel 11 DL= 90., LL= 0.0005#, Ecc= 0.0005ln I' Pp= 3875.6# 481.81psf 1047.7psf UNIVERSRL 15375 Barranca Pkwy H-106 Title Irvine, CA. 92618 Dsgnr: .lob # Date: 10:50AM, 13 DEC 07 ENGINEERING 949.788.0424 Description: Scope Rev: se0000 User: KVV-OSOs612, Ver 5.8.0,1•Dec-2003 Combined Footing Design Page 1 tc)1983-2003 ENERCALC En ineerin Software Description Footing at pool 9hataode-res•wlthtile.ecw:Calculation General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA Allow Soil Bearing 1.100.0 psf p fe 5000 Seismic Zone 4 4,600.0 psi Concrete Wt Short Term Increase 145.0 pcf 1,33 Min As Pot 60,000.0 psi 0.0014 Overburden 0.00 psf Distance to CL of Rebar 3.00 In Live & Short Term Load Combined Dimensions Footing Size...Column Distance Left Support Pedestal Sizes Dist. Betwn Cols 0;00 ft 14.00 ft #1 : Square Dimension 0.00 In Distance Right 0.00 ft Height g 0.00 in Footing Length 14.00 ft #2: Square Dimension 0.00 In Width 1.00 ft ...Height 0.00 In Thickness 12.00 In Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design, Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 Vertical Loads... Left Column _ Dead Load 3an..060 k Cc Right Column Live Load 3.060 k Short Term Load 0,630 k 0.630 k k k Summary Footing Design OK Length = 14,00ft, ' Width = 1.00ft, Thickness =12,001n, Dist. Left = 0.00ft, Btwn. = 14-00ft, Dist. Right = 0.00ft Maximum Soil Pressure 672.14 psf Allowable 1,100.00 psf Steel Req'd @ Left 0.259 In2/ft Max Shear Stress 44.63 psi Steel Req'd @ Center 0.479 In2/ft Allowable 114.04 psi Steel Req'd @ Right 0.259 In2/ft Min. Overturning Stability 999.000 :1 Soil Pressures Soil Pressure @ Left Actual Allowable Dead + Live 672.1 1,100.0 psf Dead+Live+Short Term 672.1 1,463,0 psf Soil Pressure @ Right End Dead + Live Dead+Live+Short Term 672.1 1,100.0 psf 672.1 1,463.0 psf Stability Ratio 999.0 :1 Moment & Shear Summary Moments... ACI C-1 Mu @ Col #1 0.00 k-ft/ft Mu Btwn Cols -18.74 k-ft/ft Mu @ Col #2 0.00 k-ft/ft One Way Shears... Vn : Allow" 0.85 114.039 psi Vu @ Col #1 p SI Vu Btwn Cols 44.625 psi Vu @ Col #2 0.000 psi Two Way Shears... Vn: Allow" 0.85 228.079 psi Vu @ Col #1 15.200 psi Vu @ Col #2 15.200 psi ACI Factored Eq. C-1 968.0 psf Eq. C-2 941.0 psf Eq. C-3 623.9 psf Eq. C-1 968.0 psf Eq. C-2 941.0 psf Eq, C-3 523.9 psf Eccentricity 0.000 ft 0.000 ft 0.000 ft 0.000 ft ( values for moment are given per unit width of footing ) ACI C-2 ACI C-3 0.00 k-ftlft 0.00 k-ft/ft -18.08 k-ft/ft -9.64 k-ifuft 0.00 k-ft/ft 0.00 k-ft/ft 114,039 psi 114.039 psi 0.000 psi 0,000 si psi 43,050 si 22.950 0.000 psi 0,000 psi 228.079 psi 228.079 psi 14.663 psi 8.764 psi 14.663 psi 7.817 psi L;NIVERSAL 15375 Barranca Irvine, CA, 9261 ENGINEERING 949.788.0424 Description Footing at pool Pkwy H-106 Title: 8 Dsgnr: Description Scope : Combined Footing Design Reinforcf ng ( values given per unit w/dth of footing ) Al_eft Edge of Col #1 Ru/Phi As Req'd Between Columns ACI C-1 0.00 psi ACI C-2 0.259 In2/ft @ Bottom Ru/Phl As Req'd 257.10 psi -0.479 in2/ft @ Top 0.00 psi ACI C-3 0.00 0.259 In2/ft @Bottom 0.259 248. 02 psi -0.462 In2/ft @Top psi in2/ft @ Bottom 132.22 psi -0,322 In2/ft @ Top Job # Date: 10:50AM, 13 DEC 07 C, „�,« _ _ ........ Page 2 Ru/Phl As Req'd 0.00 psi 0,259 in2/ft @ Bottom 0.00 psi 0,259In2/ft @ Bottom O.00psi 0,259in2/ft @ Bottom Vert Ld: DL=2.6, LL=0.6, ST=0.0 k Vert Ld: DL=2.6, LL=0.6, ST=0.0 k 12.00 in 14.00 ft 14.00 ft UNIVERSAL I" 75 Barranca Pkwy H-106 Title : Irvine, CA. 92618 Dsgnr: Job # .Date: 12;19PM, 12 DEC 07 949.788.0424 Description ENGINEERING C7^� Scope Rev: 580010 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 User: KW0606612, Ver 5.8.0,1•DeC•2003 Cantilevered Retaining Wall Design Page � IC119S3.2003 ENERCALC Engineering SOftware Description Water fall WaII CHATAODE•RES-PRO POSE.ECW;Calculatlons Criteria Retained Height = 7.50 ft Wall height above soil = 5.50 ft Slope Behind Wall = 0.00; 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf [Soil Data - Allow Soil Bearing I= 1,100.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 60.0 psf/ft Toe Active Pressure = 60.0 psf/ft Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction Wind on Stem = 18.0 psf Soil height to ignore for passive pressure Surcharge Loads Des! n Summary Total Bearing Load - 5,677 Ibs ...resultant ecc. = 3.26 in Soil Pressure @ Toe = 972 psf OK Soil Pressure @ Heel = 612 psf OK Allowable = 1,100 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,210 psf ACI Factored @ Heel 762 psf Footing Shear @ Toe = 18.8 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 114.0 psi Wall Stability Ratios Overturning = 3.83 OK Sliding = N/A Sliding Caics Slab Resists All Sliding I Lateral Sliding Force = 1,948.6 Ibs Footing Design Results Toe Heel Factored Pressure - . 1,210 762 psf Mu': Upward = .. .22,704 0 ft-# Mu': Downward = 17,227 0 ft-# Mu: Design . = • . 5,477 0 ft4 Actual 1-Way Shear _ 18.84 0.00 psi Allow 1-Way Shear = 114.04 0.00 psi Toe Reinforcing =. None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd = 0.300 Footing Strengths $Dimensions fc = 4,500 psi Fy = 60,000 psi Min. As % = 0,0014 Toe Width Heel Width Total Footing Width Footing Thickness Key Width = 0.00 in Key Depth Key Distance from Toe Cover @ Top = 3. W In 6.50 ft = 0.67 9.001n 0,00 In 0.00 in 0.00 ft @ B t m = 3 00 I Surcharge Over Heel = 9 0.0 psf Used To Resist Sliding & Overturning n Surcharge Over Toe 470.0 psf Used for Sliding & Overturning Stem Construction Top Stem 2nd Design height ft = Stem OK 7.60 Stem OK 0.00 Wall Material Above "Ht" = Masonry Concrete Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Rebar Spacing - 16.00 8.00 Rebar Placed at = Center Edge Design Data fb/FB + fa/Fa = 0.509 0.742 Total Force @ Section Ibs = 99.0 3,037.1 Mom ent.... Actual ft-#= 272.3 8,897.0 Moment..... Allowable ft-#= 535.0 11,990.5 Shear..... Actual psi = 2.4 40.9 Shear..... Allowable nsl = 1 o d 93 1 Bar Develop ABOVE Ht. in = 60.00 Bar Lap/Hook BELOW Ht. In = 17.09 Wall Weight psf= 84.0 Rebar Depth 'd' in = 3.81 Masonry Data fm psi= 1,500 Fs psi = 60,000 Solid Grouting - Yes Special Inspection = No Modular Ration' _ 25.78 Short Term Factor 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = 21.36 6.00 96.7 6.19 3,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 10,75 In, #5@ 16.50 In, #6@ 23.25 in, #7@ 31.75 In, 48@ 41.75 in; #9@ 4 Heel: Not req'd, Mu < S " Fr Key: No key defined UNIVERSRL 15375 Barranca Pkwy H-106 Title ; Job # Irvine, CA. 92618 Dsgnr: Date: 12:19PM, 12 DEC 07 ENGINEERING 949,788.0424 Description : Scope s t. . Rev; 580010 Code Ref: ACI 318-02, 1997 UBC, 200316C, 2003 NFPA 5000 user; 3-2 03 ENE CALC Englneering Software Cantilevered Retaining Wall Design Page 2 Ic11983.2008 ENERCALC EnglneeNng Software Description Water fall WaII CHATAODE•RES-PROPOSE.ECW;Calculations Summary of Overturning & Resisting Forces & M, .....OVERTURNING..... Item - Force Distance Moment Ibs ft ft-# Heel Active Pressure = 2,041.9 2.75 6,615.2 Toe Active Pressure = Surcharge Over Toe = -192.3 0.38 -72 1 Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 99.0 11.00 1,089.0 SeismicLoad = Total = 1,948.6 O.T.M. = 6,632.1 Resisting/Overturning Ratio . = 3.83 Vertical Loads used for Soil Pressure = 5,676.7 Ibs Vertical component of active pressure used for soil pressure RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel = 717 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = Surcharge Over Toe = 3,055.0 3.25 9,928.8 Stem Welght(s) = 1,187.0 6.83 8,111.2 Earth @ Stem Transitions= Footing Weight = 806.2 3.58 2,889.0 Key Weight = Vert, Component = 628.4 7.17 4,503.7 Total Ibs R.M.= 25,432.7 8.00005ln Mas w/ #4 @ 16.1n o/c Solid Grout, 8.00005in conc w/ #5 @ 8.1n o/c 1 3/4" • • • • e :e • 3" Sliding Restraint S #0@0.in @Toe Designer selecl 00@0.in all horiz. reinf, @ Heel 13'-0" 71-6" 7'-6" IN mz'