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CDP 15-25; YUKI LANE; STRUCTURAL CALCULATIONS; 2016-04-04
STRUCTURAL CALCULATIONS PROJECT: /(t/ ()jCc JlAA— (,\J/c2-L Cr) iWL DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: -Z S PSI MASONRY: GRADE "N" CONCRETE BLOCK F ' M t S PSI MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: #4 AND LESS (U.O.N.) GRADE 60: #5 AND LARGER JHTK STRUCTURAL ENGINEERS,LLp STRUCTLJRALSTEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS #2 BEAMS AND POSTS #2 STUDS STUD OR BETTER SEISMIC FORCE: P It- 50 5 REPORT BY: 1AV t:N:,') Gj2A WIND FORCE: 11'' REPORT NO.: SOIL PRESSURE:'O P. Al) of— X)ti .vvs DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD WALL DEAD LOAD SLOPING FLAT INT. ROOFING FLOORING INTERIOR 10 PSF PLYWOOD PLYWOOD EXTERIOR 16 PSF JOISTS JOISTS INSUL. & CLG. INSUL & CLG. .MISC; misc. RECEIVED TOTAL -T1 TOTAL ROOF LIVE LOAD FLOOR LIVE LOAD AUG 2 6 2016 SLOPING= INTERIOR 40 PSF LAND DEVELOPMENT FLAT= BALCONY 60 PSF(U.O.N.) ENGINEERING EXIT WALKWAY. 100 PSF These calculations are limited Only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. Job No. Designed By Date San Diego - 14288 Danielson Street, Suite 0 200, Poway, CA 92064, (858) 6197 6989, Fox (858) 679-8959 Las Vegas (702) 505-8229 • Gay Area (810) 759-9399 a Lee Angeles (424) 703-5485 For Ans1 AA re P4$ xjeviJeI To BRIDGE I#I ', •UmOf ej. w j w u SPECIFICATIONS •AUGLJST 2003 5.63 Earth Pressure, Water Pressure and Surcharge Loadings Lateral earth pressure loading on rigid gravity and semi-gravity retaining walls Isa fundion of the type and condition of soil backfill, the slope of the ground surface surface behind the wall, the friction between the wall and soil, and the ability of the wall to translate or rotate about rite base. For walls with footing keys of depth. Dk which I is greater than the distance, Bk, from the back face ofthe ) footing key to the backface or heel of the wall footing, the lateral earth pressure loading shall extend to the level of ) the bottom of the footing key. Refer to Articles 5.5.5.1- 5.5.5.5 for determination of appropriate design lateral earth pressures. No vertical wall structure shall be designed for less than an equivalent fluid with a unit weight of 36 pounds per cubic foot, except that the maximum foundation pressure or maximum pilereactions acting onthe heels of wall footings shall be determined by using an equivalent fluid with a unit weight of 27 pounds per cubic foot. In developing the total design lateral pressures, the lateral pressure due to traffic, permanent point and line surcharge loads, backfill compaction. or other types of surcharge loads shall be added to the design lateral earth pressure. Refer to Article 5.5.5.10 for the determination of design lateral pressures due to surcharge loads. The resistance due to passive lateral earth pressure In front ofthe wall shall be neglected unless the wall extends well below the depth of frost penetration, scour or other types of disturbance. Development of passive lateral earth pressure In the soil In front of a rigid wall requires an outward rotation of the wall about Its toe or other movement of the wall Into the soil. The magnitude of movement required to mobilize passive pressure Is a function of the soil type and condition In front of the wall as defined in Table C5.5.1-1. The provisions of Article 5.5.3 shall apply. When groundwater levels may exist above the bottom ofwall footing elevation, consideration shall be given to the Installation of a drainage blanket and piping at the wall excavation face to Intercept the groundwater before It saturates the well backfill. In general, all wall designs should provide for the thorough drainage of the back-filling material. 5.6.4 Structure Dimensions and External Stability Gravity and semi-gravity walls shall be proportioned to ensure stability against possible failure modes by satisfying the following stability criteria: Sliding - Factor of safety, FS ;: 1.5 Overturning —Maximum eccentricity of the result- ant force acting on footing base B Wall footing on soil, em B Wall footing on rock. c Bearing capacity - Wall footing on soil, P5' ~: 3.0 seeArttcle 4.4.7 Wall footingonrock, FS k 3.0 seeArticle4.4.8 5.6.4.1 Sliding Stability In the determination of the, FSSL ,the effect of passive lateral earth pressure resistance In front of a wall footing or a wall footing key shall only be considered when competent soil or rock exists which will not be removed or eroded during the structure life. Not more than 50 percent of the available passive lateral earth pressure shall be considered In determining the, FSSL. Refer to Figure 5.6.4.1-1 for procedures to deter- mine the factor of safety against sliding. For wall footings with a fooling key. both horizontal and inclined sliding planes should be considered to determine the minimum factor of safety against sliding. For walls with sloping footings procedures similar to those shown In Figure &6.4.1-1 should be used to determine the factor of safety against sliding. SECTION 5 REroNc WMIs 5-47 rc U4 Tc r'i rr lçEy r , 21 7Yf1A L ikLL C- SC ISO7s2 st h4j tthe. 4e3 o1 I4je,-ij 4?SSffe ô L44 S.1 ew4uk S611 kCOnS,'#tere.I(. We h.jve L 0 k,t a r;.wMJl 4e* LS 44 kiermuie4 014J AC 4cL lye. psse naeA n.1 be1kAi) -Ae kej A k ke5 i s nive4 awag -From&he. heel D-( 44e ii w:Jj &cs A,l tiss CLVe preS he hi/~r res*°I 46 When -e 4"ace 4he efrOv5 tIe heel *! the- ckp'1' o 1ej (D), j 90; If AO* eer1 4 iVC SS4(tt -from 4e. re4;sI soJ. Tiu 9Je AISø r(e4 4h. De s:5' re-ference 5,3. M ioni), jJ a'n PtJs4e ° we- loo4s ne1 6 ;4e, i T Ihe-sircAtre. Lt.t( cs Ld( ie w411 a 4 er itank€ 10411 he;5 k1, -I-k s4rchatte L46S ,10r* 10 be 4p4l..( 4 'the. soal/, 8o+' 4Sk > 50 fl ø* nee,L pl4 -ho e-ktj. a I w- 4)'t+ IL1 LAA1 Cic C1 7//VIZP Wiv 5 4u4?W?7 IJIIVW 2'c ivel Pifz(rzs) - P (4 () 2 I.-j*-- co/p)-r. 'rL , V'-CJiv Ip r -yvC- H j/) 12IV I i P rri'a L-t,çp i P56c7 fMV MWFRS Wind Loads Job No: E/ ,NJiIIITK TRUC u2 Enclosed & Partially Enclosed Low Rise Buildings checker: S ENGINEERSLLP Notes: Yuki Retaining Wall Date: 7/18/2016 Basic Parameters Risk Category II Table 1.5-1 Basic Wind Speed, V 110 mph - Figure 26.5-1A Wind Directionality Factor, 1d 0.85 Table 26.6-1 Exposure Category B Section 26.7 Topographic Factor, K. 1.00 : Section 26.8 Enclosure aassrncation Enclosed Section 26.10 Internal Pressure Coefficient, GC 1 +/-0.18 Table 26.11-1 Pressure Coefficients Roof Slope 0 /12 0.0 degrees Wall External Pressure Coefficient, GCpt 0.54 Table 28.4-1, Surface 1 Roof External Pressure Coefficient, GCpf -0.61 Table 28.4-1, Surface 2 Roof External Pressure Coefficient, GCP' -0.47 Table 28.4-1, Surface 3 Wall External Pressure Coefficient, GC - -0.42 - Table 28.4-1, Surface 4 Structure Pressure Summary (Add Internal Pressure a.Gç or a.GC1 as Necessary) Height, eg t, Z K z Walls Roofs Camp & Cladding Windward Leeward Tota1*0.6 Windward Leeward Total*0.6 it P*0.6 15 ft 0.70 18.4 psf 13.3 psf -11.1 psf 14.6 psf -14.6 psf -11.1 psf 0.0 psf 1 14.3 psf 20 ft 0.70 18.4 psf 13.3 psf -11.1 psf 14.6 psf -14.6 psf -11.1 psf 0.0 psf 1 14.3 psf. 25 It 0.70 18.4 psf 13.3 psf -11.1 psf 14.6 psf -14.6 psf -11.1 psf 0.0 psf 1 14.3 psf 30 It 0.70 18.4 psf 13.3 psf -11.1 p 14.6 psf -14.6 psf -11.1 PS 0.0 psf 1 14.3 psf 40 ft 0.76 20.0 psf 14.4~psf -12.0 ps 158 psf -15.8 psf -12.0 Ps 0.0 psI 1.09 15.6 psf 0.81 21.3 psf 15.4f -12.8 psf 16.9 psf -16.8 psf -12.8 p5 0.0 psf 1.16 16.6 psf 60 ft 0.85 22.4 psf 16.1 psf -13.4 PS 17.7 psf -17.7 psf -13.4 psf 0.0 psf 1.22 17.4 psf rea can be ignored If total oressure is 14288 Danielson St Title : Yukl Retaining Walls Page: Suite 9200 Job # : 15-158 Dsgnr: RT Date: APR 4,2016 Poway, CA 92064 Description.... 48w Retaining Wall with seismic loading This Wall in File: IlserverOlWIengineeringjileslrt2tcomp at Retain Pro 9©1989-2011 Ver: 9.24 8167 - Registration#: RP-1168495 RP9.24 Cantilevered Retaining Will Design Code: CBC 2010 Ucensed to: HTK Structural Engineers Criteria I Soil Data Retained Height = 4.67 ft Allow Soil Bearing = 2,660.0 psf j g - Wall height above - 2 ft Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psflft Slope Behind Wall = 2.00:1 Toe Active Pressure = 50.0 psf/ft Height of Soil over Toe = 6.00 In Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pd Soil Density, Toe = 120.00 pcf FootingliSoil Friction 0.330 Soil height to Ignore for passive pressure 12.00 in surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Aii Load Applied to Stem j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Earth Pressure Seismic Load fl.i,n Kh = fl fl n / Seed-Whitman 5 C3 bt ,*f4 eA-er' I Lateral Load Applied to Stem I Lateral Load 0. ... Height toToç =. . Oft ...Helght to Bottom 0.00 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psi seismic earth pressure = 1.020 Ka for static earth pressure = 0.391 Difference: Kee - Ks 0.629 L T'L__J I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity 0.00 In Wall to Ftg CL Dist 0.00 it Footing Type Line Load Base Above/BelowSoil - 0.0 it - at Back ofWall Poisson's Ratio . 0.300 Added seismic base force 1,314.51 s O. D M1vi -O i3 frppL/N &- 541lL 110XJ7. A1r4 Lf- LMaAz 1-i)Ai& Retain Pro Software 02009 HBA Publications. Inc. Licensed to: E-ITK Structural Engineers www.RetainProcom All Rights Reserved Poway, CA 92064 14288 Danielson St Title : Vuki Retaining Walls Page: Suite #200 Job # : 15-158 Dsgnr: RT Date: APR 42016 Pow.sy, CA 92064 Description.... 4'-8" Retaining Wall with seismic loading This Wall in File: server01thengineering_fi1esrt2tcomp at Retain Pro 9 © 1989 -2011 Ver: 9.24 8167 Registration #: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers 1 Calclrac is a condensed trace of calculation procedures 2 for the designers review. To verify a questioned L PrU_ LtIAU,5 3 result we recomend an independent calculation. 4 Beginning of Trace 711812016 16:3400 RP9.24 5 Retained lieigtit=4.6670ft 6 Selected CBC Load Factors: DL=1,2000, LL=1.6000, H=1.6000, W=1.6000, E=1.0000 7 Noted that EFP Method being used 8 Heal active pressure =50.0000pcf 9 Back-solving internal friction angle from density and EFP, angle = 33.6000 deg Oh- 11 Soil Height for Stability (wa114f00ting4b510pe) =7 12 uIatlnn Overturning 10 Actual Heel Width (past back Of Stem 6700 ft f 13 Arm= 2.3340ft,Moment=,860,78ft-# 14 Seismic Earth Lateral Force calm.... c ? CJ ) -- C Vo1 15 A j 16 --> (i orce=0.629ä.333 84 0240'2 /2.0 = 1.314.46 lbs pp0 7 ),-(2/- 17 4 Force Height = Retained Height * 0.6 = 84.0240 * 0.6000 = 50.4144 1b Al (2-ftmp ( 18 Overturning Moment = 1,314.46*504144/12 =5522.29ft.# 19 Active Pressure Toe: [(6.0000 +18.0000)1121A2 * 50.000012.0= -100.0000 lbs 20 Arm =(6.0000 +18.0000)13/12 =0.66671t, Moment =-66.6667ft-# 21 Toe Active Pressure Used To Resist Sliding, so ADD Soil over too= -100.0000 lbs to Total Overturning Loads ( . fop- 22 Calculating Resisting Moments 23 Soil Wt Over Heal =1.67004.6670120.000=935.267 lbs 41fi rz.ra K.; 24 Arm =5.6700-1.6700/2.0 = 4.8350 ft. Moment = 935.267 * 4.8350 = 4,522.011`14 25 Soil Wt Over Toe = 3.0000 * 0.5000 * 120.000 = 180.000 lbs 26 Arm =3.0000/2.0=1.5000ft, Moment =180.000*1.5000=270.000ft4 gj y.-_-- fl4 27 Sloped Soil Behind Wall, Force = 1.6700 * 1.6700 / 2.0000 * 120.000 /2.0 83.6670 lbs 28 Arm =5.6700-1.6700/3.O= 5.1133 ft, Moment= 83.6670 *51133 = 427.817ft4 . 3/ (I. oZ.)(ii)) (4.67)'t 29 Top Stem Weight =826.708 lbs, Arm =(3.0000+1.0000/2,o)=3.5000ft /L.'f .... 30 Stem Avg. Arm = 42.0000 ft, Total Moment = 34,721.74 ft4 30 "54 31 Avg. Arm = 0.0000 ft, Moment =O.0000ft-# f4w Pr'-o tc 32 Footing Weight = 5.6700 * 18.0000 * 150.000 = 1,275.75 lbs, Arm = 5.6700/2.0 = 2.8350 It, Moment = 3,616.75 ft4 33 Key Weight = 2.2500 * 1.0000*150.000 = 1,275.75 lbs, Arm = 2.0000 + 1.0000/2.0= 2.50001t, Moment= 843.750 ft.# 34 Total Resis. Wt = 3,638.89 lbs, Moment = 12,573,81 ft4 35 Calculated Stem Forces for Preliminary Checks 36 Cantilevered Stem Calculations 37 Top Stem Section: Shear = 1,122.22 lbs, Moment =2,481.24 ft-# 38 Calcualtlng Actual Shear Stress 39 Top Masonry Stem, fm =?m *fl = 1,500.00*1.3330= 1,999.60 psi 40 'd' to rebar = 9.0000 in 41 Shear Area = 108.000 in2 42 Unit Shear Stress = 1,122.22/108.000 = 10.3910 psi 43 Determine Allowable Moments 44 Top Masonry Stem Capacity = 33,396.58 in# 45 Top Masonry Stem Shear Capacity = 1.3330 * fmln(sqrt(1,500.00), 50.0) 51.6269 psi 46 Calculating Soil Pressure 47 Toe Bar Depth = 18.0000 - 3.0000-0.5 = 14.5000 in, Heel Bar Depth = 18.0000 - 2.0000 - 0.5 = 15.5000 in 48 Service Load Soil Pressures..... 49 P = 3,638.89 lbs, Ecc = -19.9803 in, Toe Pressure = 2,073.49 psf, Heel Pressure = 0.0000 psI 50 Calculating Factored Load Shear In Footing: 51 P = 5,094.45 lbs, Ecc = -19.9803 In, Toe Pressure = 2,902.89 psf, Heel Pressure = 0.0000 psf 52 Shear © Toe = (21.5743 - 1.4000* (18.0000 * 1.0417 + 6.0000 * 0.8333 + 0.0000) * 36.0000) /(12.0 * 14.5000) = 21.5743 pr 53 Shear © Heel = (21.5743 - 1,835.42 - 0.0000 - 0.0000 - 117.134)/(12.0 * 15.5000) 10.4976 psi 54 Shear Distances from Edge; Toe = 39.0000 in, Heel = 23.0400 in 55 Toe Upward Moment = 10,599.01 ft4 56 Toe Downward Moment = 1.4000 * (18.0000* 1.0417 + 6.0000 * 0.8333 + 0.0000) * 39.0000A2 / 2.0 /12.0 = 2,107.22 ft-# 57 Toe Design Moment= 10,599.01 -2,107.22 =8,491.79ft-# 58 Heel Upward Moment =0.0000 ft-# 59 Heel Downward Moment = 1.4000 * (18.0000 * 1.0417 + 56.0040 * 0.8333 + 0.0000 + 0.0000) * 23.0400A2 / 2.0 / 12.0 = 2,025.781 60 Soil is sloped, so add moment = 1.4000 * (20.0400 / 2.0000) * 20.0400 * 0.8333 * 0.5000* 20.0400 * 2.0 /3.0 / 12.0 = 130.40 61 Add moment due to vertical soil component = 1.6000 * 0.0000 * 20.0400 = 0.0000 ft4 Retain Pro Software © 2009 HBA Publications. Inc. Licensed to: HTK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walls Page: Job# : 15-158 Dsgnr: RI Dale: APR 4,2016 Description.... 4'.8 Retaining Wall with seismic loading This Wall in File: server01dtengineeringf,les%rt2comp St Retain Pro 9O1989-2011Ver;9.24 8167 Registration U: RP-116$495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HT1( Structural Engineers 62 Heel Design Moment = -2,156.19 ft-# 63 Design Heel Moment c= 6.5 * dA2 * SQRT(fc) ->> No Reinforcing Used 64 Soil Height for Passive Pressure = 27.0000 + 18.0000 + 6.0000 = 51.0000 in 65 Sliding Resistance due to Friction = 3,638.89 * 0.3300 1,200.83 lbs 66 Friction Resistance adjusted for Specified '%' = 1.0000 * 1,200.83 = 1,200.83 lbs 67 Sliding Passive Pressure = (51.0000 - 12.0000) * 2.0833 * (51.0000 - 12.0000)12.0) 58 + (12.0000 '2.0833 * (51 .0000 - 12.0000)) = 2,559.38 lbs 69 Passive Resistance adjusted for Specified 9/6'= 1.0000 * 1,200.83 = 2,559.38 lbs 70 Sliding Factor of Safety = (2,559.38 + 1,200.83)/2,440.16 = 15410 lbs 71 Calculating Footing Rebar Requirements 72 Rho:Balanced = 0.8500 * 2,500.00/60,000.00 * 0.8500 * (87000.0/(87000.0 + 60,000.00)) = 0.0178 73 Ru : Toe = ABS(101,901.51 * 6.0 I 12.0 / 14.5000A2 1(0.9 * 1.2)) = 224.383 psi 74 Required Steel % = 0.0008% 75 Required Steel Area = 0.0261 In2 76 Key: Required Steel % = 0.0000% 77 Required Steel Area = 0.0162 1n2 78 Calculated Stem Forces fOr Final Checks 79 Cantilevered Stem Calculations 80 Top Stem Section: Shear = 1,122.22 lbs, Moment = 2,481.24 ft-# 81 Calcualtlng Actual Shear Stress 82 Top Masonry Stem, fm = I'm • STI = 1,500.00 * 1.3330 = 1,999.50 psi 83 'd' to rebar = 9.0000 In 84 Shear Area =108.000iri2 85 Unit Shear Stress = 1,122.22/108.000 = 10.3910 psi 86 Determine Allowable Moments 87 Top Masonry Stem Capacity = 33,396.58 in-# 88 Top Masonry Stem Shear Capacity = 1.3330 * fmin(sqrt(1 ,500.00), 50.0) = 51.6269 psi Retain Pro Software © 2009 HBA Publications, Inc. licensed to: HTK Structural engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Suits #200 Poway, CA 92064 Title : Vuki Retaining Walls Page: Job # : 15-158 Dsgnr: RT Date: APR 4,2016 Description.... 4'-8 Retaining Wall with seismic loading This Wall In File: server01S.dVengineering ..files\rt2%comp st Retain Pro 9 It) 1989-2011 Ver; 9.24 8167 Regtstratlon#: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers I Design Summary 1 Wall Stability Ratios Overturning = 1.51 OK Sliding = 1.54 OK Total Bearing Load = 3,639 Its ...resultant ecc. = 19.98 In Soil Pressure © Toe = 2,073 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,903 psf ACl Factored @Heel •: opsf Footing Shear @ Toe = 21.6 psi OK Footing Shear @ Heel = 10.5 psi OK Allowable 75.0 psi Sliding Calce (Vertical Component NOT Used) Lateral Sliding Force = 2,440.2 lbs less 100% Passive Force = - 2,559.4 Its less 100% Friction Force = 1,200.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: I Stability = 0.0 lbs OK Stem Construction lop Stem Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above W = Masonry Thickness = 12.00 Reber Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa 0.892 Total Force @Section lbs = 1,122.2 Moment...Actual ft-#= 2,481.2 Moment .... Allowable = 2,783.0 Shear .... Actual psi = 10.4 Shear ..... Allowable psi = 51.6 Wall Weight 124.0 Rebar Depth 'd' in = 9.00 LAP SPLICE IF ABOVE In= 36.00 LAP SPLICE IF BELOW In = HOOK EMBED INTO FTC in = 6.00 Lap splice above base reduced by stress ratio Masonry Data I'm psi = 1,500 Fs psl= 20,000 Solid Grouting = Yes Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 SeismicE 1.000 Modular Ratio 'n' = 21.48 Short Term Factor = 1.333 Equiv. Solid Thick. In= 11.60 Masonry Block Type = Medium Weight Masonry Design Method = MD Concrete Data fc psi= Fy psi= Footing Design Results Toe Heel Factored Pressure = 2,903 0 psf Mu': Upward = 10,599 oft-# Mu': Downward = 2,107 2,156 ft-# Mu: Design = 8,492 2,156 ft-# Actual 1-Way Shear = 21.57 10.50 psi Allow 1-Way Shear = 75.00 75.00 psi Too Reinforcing = #5@12.o0ln Had Reinforcing = None Spec'd Key Reinforcing = #5 © 19.25 In [Footing Dimensions & Strengths Toe Width = 3.00 ft Heel Width = 2.67 Total Footing Width = 5.67 Fooling Thickness = 18.00 In Key Width 12.00 In Key Depth 27.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 In Other Acceptable Sizes & Spacings Toe: #4@ 7.75 In, #5@ 12.00 In, #6@ 17.00 In, #7@ 23.00 In, #8@ 30.50 in, #9© 38 Heel: Not req'd, Mu<SFr Key. #4@ 12.50 In, #5@ 19,25 In, #6@ 27.25 in, #7© 37.25 in, Retain Pro Software© 2009 HBA Publications, Inc. Licensed to: HTK Structural Engineers www.RetaInPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walls Page: Job # : 15-158 Dsgnr: RT Date: APR 4,2016 Description.... 4'-8 Retaining Wall with seismic loading Retain Pro 9 © 1989.2011 Ver: 9.24 8167 This Wall In File: server01dengineering filesrticomp at Registratlon#: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load = Total 2,440.2 O.T.M. = 8,316.4 ReslstlnglOverturnlng Ratio = 1.51 Vertical Loads used for Soil Pressure = 3,638.9 lbs Vertical component of active pressure NOT used for soil pressure If seismic Included the mm. OTM and sliding ratios maybe 1.1 per IBC'09, 1807.2.3. DESIGNER NOTES: Retain Pro Software Q 2009 HBA Publications, Inc. Licensed to: HTK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 1,225.7 2.33 -100.0 0.67 1,314.5 4.20 2,860.8 -66.7 5,522.3 Soil Over Heel = 935.3 4.84 4,522.0 Sloped Soil Over Heel 83.7 5.11 427.8 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load onStem = Soil Over Toe = 180.0 1.50 270.0 Surcharge Over Toe = Stem Weight(s) = 826.7 3.50 2,893.5 Earth @ Stem Transitions= Footing Weight = 1,275.8 2.84 3,616.8 Key Weight = 337.5 2.50 843.8 Veil. Component = Total = 3,638.9 lbs PM.z 12,573.8 * Axial live load NOT included in total displayed or used for overturning resistance, but Is Included for soil pressure calculation. 121n Masw/#4@ 16Jn old Solid Grout Special lnsp 44' #5@12.1n @ Toe Designer select all horiz. reinf. See Appendix A A66AAAdWLW4d' £. — - l- Pp= 2559.4# 1IuIuuIlIpI!"• 2073.5psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. L__ Thumbnail 14288 Danielson St Title : Yuki Retaining Walls Page: Suite #200 Job # : 15-158 Dsgnr: RT Date: APR 4,2016 Poway, CA 92064 Description.... 4..8 Retaining Wall with wind load on debris fence This Wall in File: St Retain Pro 9 01989-2011 Ver: 9.24 8167 Registration #: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers I Criteria Retained Height = 4.67 ft Wall height above soil = 2.00 ft Slope Behind Wall = 2.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft [l Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 50.0 psf/ft Passive Pressure 300.0 psf/ft Soil Density, Heel = 120.00 pof Soil Density, Toe = 120.00 pcf FoctingilSoll Friction = 0.330 Soil height to ignore for passive pressure = 12.00 In Psi = 1,500 psi = 20,000 = Yes LSurcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding .& Overturning Axial Load Applied to Stem j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Lpesign Summary Wall Stability Ratios Overturning = 327 OK Sliding = 2.96 OK Lateral Load Applied to Stem Lateral Load = 73.0 #/ft ...Helght to Top = 6.67 ft ...Height to Bottom = 4.67 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Masonry Data fm Fs Solid Grouting p Adjacent Footing Load Adjacent Fooling Load = 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 In Wall to Fig CL Dist 0.00 ft Fooling Type Line Load Base Above/BelowSoil - at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Total Bearing Load 3,639 lbs ...resultant ecc. 5.22 in Soil Pressure @ Toe 937 psf OK Soil Pressure © Heel = 346 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,312 psf ACl Factored ©Heel = 485 psf Footing Shear @ Toe = 11.8 psi OK Footing Shear @ Heel = 5.1 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,271.7 lbs less 100% Passive Force = - 2,559.4 ibs less 100% Friction Force = - 1,200.8 IN Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK LStem Construction lop Stem Stem OK Design Height Above Ft6 ft = 0.00 Wall Material Above lit" = Masonry Thickness 12.00 Rebar Size # 4 Rebar Spacing 16.00 Rebar Placed at Edge Design Data fo/FB + fajFa 0.802 Total Force © Section lbs = 684.3 Moment ... Actual ft4 = 1,673.9 Moment.-Allowable = 2,087.8 Shear .... Actual psi = 6.3 Shear .... Allowable psi = 38.7 Wall Weight I = 124.0 Rebar Depth 'd' in= 9.00 LAP SPLICE IF ABOVE In = 36.00 LAP SPLICE IF BELOW In = HOOK EMBED INTO FIG in = 6.00 Lap splice above base reduced by stress ratio Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy = 21.48 1.000 in= 11.60 = Medium Weight = ASD PSI = PSI = Retain Pro Software © 2009 HBA Publications, Inc. Licensed to: HTK Structural Engineers ew.RetainProcom All Rights Reserved Poway, CA 92064 I Footing Dimensions & Strengths Toe Width 3.00 ft Heel Width = 2.67 Total Footing Width = 5.67 Fooling Thickness 18.00 In Key Width 12.00 In Key Depth = 27.00 In Key Distance from Toe = 2.00 ft CC = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 Pcf Min. As% 0.0018 Cover @ Top 2.00 © Btm.= 3.00 In 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yukl Retaining Walls Page: Job # : 15-158 Dsgnr: RI Dat: APR 4,2016 Description.... 4-8 Retaining Wall with wind load on debris fence This Wall in File: St Retain Pro 901989 -2011 Ver: 9.24 8167 Registration RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Footing Design Results 1 Toe Heel Factored Pressure = 1,312 485 psf Mu': Upward = 6,095 1,066 ft-# Mu': Downward 2,107 2,158 114 Mu: Design 3,988 1,090 It# Actual 1-Way Shear = 11.76 5.05 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Sjec'd Heel Reinforcing = None Spec'd Key Reinforcing = #5@18.O0in Other Acceptable Sizes & Spacings Toe: Not reqd,MucS*Fir Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 In, #5@ 19.25 in, #6@ 27.25 In, #7© 37.25 in, Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure 1,225.7 2.33 2,860.8 Soil Over Heel = 935.3 4.84 4,522.0 Surcharge over Heel = Sloped Soil Over Heel = 83.7 5.11 427.8 Toe Active Pressure = -100.0 0.67 -66.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Fooling Load = Axial Dead Load on Stem = Added Lateral Load 146.0 7.17 1,046.8 Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 180.0 1.50 270.0 Surcharge Over Toe = Stem Weight(s) = 826.7 3.50 2,893.5 Earth © Stem Transitions= Total = 1,271.7 O.T.M. = 3,840.9 Footing Weight 1,275.8 2.84 3,616.8 Resisting/Overturning Ratio = 3.27 Key Weight = 337.5 2.50 843.8 Vertical Loads used for Soil Pressure = 3,638.9 lbs Veil. Component = Vertical component of active pressure NOT used for soil pressure Total = 3,638.9 lbs R.M. 12,573.8' * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 IIBA Publications, Inc. Licensed to: 111K Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 D-m Pp= 2559.4# 6.27psf 937.29psf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning Liai Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.31 OK Sliding 3.01 OK Total Bearing Load 3,639 lbs ...resultant ecc. •. 5.07 in Soil Pressure @ Toe 929 psf OK Soil Pressure @ Heel 355 psf OK Allowable = 2,000 pet Soil Pressure Less Than Allowable ACl Factored @Toe = 1,300 psf ACI Factored @ Heel = 497 psf Footing Shear @ Toe = 11.7 psi OK Footing Shear @ Heel = 5.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,250.7 lbs less 100% Passive Force = - 2,559.4 lbs less 100% Friction Force - 1,200.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010 Dead Load 1.200 Uve Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 I Adjacent Footing Load I Adjacent Footing Load 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Fig CLDist = 0.00 ft Footing Type Una Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 I Stem Construction • Top Stem Design Height Above Ftc ft= Stem OK 0.00 Wall Material Above 'Ht" = Masonry Thickness = 12.00 RebarSlze = # 4 Reber Spacing = 16.00 Reber Placed at = Edge Design Data tb/FB + fafla 0.794 Total Force @ Section lbs = 663.3 Moment ... .Actual ft-# = 1,658.6 Moment .... Allowable = 2,087.8 Shear ..... Actual psl= 6.1 Shear.....Allowable psi = 38.7 Wall Weight = 124.0 Reber Depth d' In = 9.00 LAP SPLICE IF ABOVE In= 24.00 LAP SPLICE IF BELOW In = HOOK EMBED INTO FTGin = 6.00 Lap splice above base reduced by stress ratio Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Modular RatIo 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft ps1 Fy psi Lateral Load Applied to Stem • Lateral Load 125.0 #/ft ...Height to Top 7.00 ft ...Helght to Bottom 6.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walls Page: Job# : 15-158 Dsgnr. RT Date: APR 4,2016 Description.... 4'4" Retaining Wall with equivalent fluid pressure This Wall In File: server01Wenglneering_flIesW2comp at Retain Pro © 1989-2011 Ver: 9.24 8167 Registration ii: RP-1168495 RPS.0 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Criteria Retained Height = 4.67 It Wall height above soil = 2.00 It Slope Behind Wail 2.00:1 Height of Soil over Toe = 6.00 In Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,000.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 50.0 psi/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pd FootingliSoll Friction 0.330 Soil height to ignore for passive pressure - 12.00 in [ Thumbnail Retain Pro Software 02009 HBA Publications. Inc. Licensed to: I1TK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yukl Retaining Walls Page: ______ Job# : 15-158 Dsgnr: RT Date: APR,4,2016 Description.... 4'-8" Retaining Wall with equivalent fluid pressure Retain Pro 9@1989-2011 Ver: 9.24 8167 This Wall in File: %server01ldtengineering_flleslrt2comp at Registration RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Footing Dimensions & Strengths Toe Width = 3.00 ft Heel Width = 2.67 Total Fooling Width 5.67 Footing Thickness = 16.00 In Key Width = 12.00 In Key Depth = 27.00 In Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Fooling Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover ©Top 2.00 tBtm3.00ln Footing Design Results • Toe Heel Factored Pressure = 1.300 497 psf Mu': Upward = 6,055 1,083 114 Mu': Downward = 2.107 2.156114 Mu: Design = 3,948 1,073 ft-# Actual 1-Way Shear = 11.66 4.97 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = #5@18.00In Other Acceptable Sizes & Spacings Toe: Not req'd, Mu .cS Fr Heel: Not req'd, Mu <S Fr Key. #.4@ 12.50 In, #5@ 19.25 In, #6@ 27.25 in, #7@ 37.25 In, I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,225.7 2.33 2.860.8 Surcharge over Heel = Toe Active Pressure = -100.0 0.67 -66.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 125.0 8.00 1,000.0 Load @ Stem Above Soil = Total 1,250.7 O.T.M. 3,794.1 Resisting/Overturning Ratio = 3.31 Vertical Loads used for Soil Pressure = 3,638.9 lbs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Soil Over Had 1 935.3 4.84 4,522.0 Sloped Soil Over Heel = 83.7 5.11 427.8 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = *Axial Live Load onStem = Soil Over Toe = 180.0 1.50 270.0 Surcharge Over Toe = Stem Weight(s) = 826.7 3.50 2.893.5 Earth @ Stem Transitions = Footing Weight = 1,275.8 2.84 3,616.8 Key Weight - 337.5 2.50 843.8 Vert. Component = Total 3,638.9 lbs R.M. 12,573.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cafculation. Retain Pro Software© 2009 HBA Publications, Inc. licensed to: HTK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 6" Pp= 2559.4# 355.01psf 928.55ps1 125.Psr 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walls Page: Job# : 15.158 Dsgnr: RI Date: APR 4,2016 Description.... 3-4" Retaining Wall with seismic load This Wall in File: at Retain Pro 9 @1989.2011 Ver: 9.24 8167 Registration U: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Criteria Retained Height = 3.33 it Wall height above soil = 2.00 ft Slope Behind Wall 2.00:1 Height of Soil over Toe = 6.00 In Water height over heel = 0.0 ft I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem I Axial Dead Load "I D.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In I Earth Pressure Seismic Load ----k eslqn Kh = 0.250a Soil Data Allow Soil Bearing = 2,660.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 50.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pd FoodngSoIl Friction E 0.330 Soil height to Ignore for passive pressure 12.00 In Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Toç = 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 = 0.0 psf Kee for seismic earth pressure = 1.020 Ka for static earth pressure = 0.391 Difference: Kae - Ka 0.629 Thumbnail Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Fooling Width = 0.00 ft Eccentricity = 0.00 In Wall to Ftg CL Dist 0.00 ft Fooling Type Une Load Base Above/Below Soil - 00 ft - at Back of Wall Poisson's Ratio = 0.300 Added seismic base force 691.9 lbs Using Mononobe-Okabe I Seed-Whitman procedure Retain Pro Software © 2009 IlBA Publications, Inc. Licensed to: ItTK Structural Engineers www.ReteinPro.com All Rights Reserved Poway, CA 92064 Design Summary Wall Stability Ratios Overturning = 1.61 OK Sliding = 1.52 OK Total Bearing Load = 2,068 lbs ...resultant ecc. = 12.90 In Soil Pressure @ Toe = 1,490 psi OK Soil Pressure @ Heel = 0p9fOK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,086 psf ACI Factored @ Heel = 0 psf Fooling Shear © Toe = 10.6 psi OK Fooling Shear © Heel = 2.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,237.0 lbs less 100% Passive Force = - 1,200.0 lbs less 100% Friction Force = - 682.5 lbs Added Force Req'd = 0.0 lbs 01< ....for 1.5:1 Stability = 0.0 lbs OK 14288 Danielson St Title : Yuki Retaining Walls Page: Suite #200 Job# :15-158 Dsgnr RT Dat: APR 4,2016 Poway, CA 92064 Description.... 3'4" Retaining Wall with seismic load This Wall in File: st Retain Pro 9 © 1989-2011 Ver: 9.24 8167 Reglstratlon#: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Stem Construction • Top Stem Design Height Above Ft ft= Stern OK 0.00 Wall Material Above H' = Masonry Thickness = 12.00 Reber Size = # 4 Rebar Spacing = 24.00 Rebar Placed at Edge Design Data fbiFB + fa/Fa 0.479 Total Force @ Section lbs = 568.3 Moment ... Actual ft-# = 900.7 Moment .... .Allowable = 1,879.2 Shear....-Actual psi = 5.3 Shear....-Allowable psi = 51.6 Wall Weight = 124.0 Rebar Depth 'd' In = 9.00 LAP SPLICE IF ABOVE In = 24.00 LAP SPLICE IF BELOW In= HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Masonry Data I'm p81= 1,500 Fs psi = 20,000 Solid Grouting = Yes Load Factors - Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wlnd,W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths Toe Width = 2.50 ft Heel Width = 1.50 Total Fooling Width 4.00 Footing Thickness = 18.00 in Modular Ratio 'n' = 21.48 Short Term Factor = 1.333 Equiv. Solid Thick. In= 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psl Fy ps1 I Footing Design Results Toe Heel Factored Pressure = 2,086 0 psf Mu': Upward 5,284 0 ft-# W: Downward = 1.509 249ft-# Mu: Design = 3,775 249 ft-# Actual 1-Way Shear = 10.57 2.41 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = #5 @ 19.25 in Other Acceptable Sizes & Spacings Toe: Not req'd,Mu<SFr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S • Fr Key Width 12.00 in Key Depth 12.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Min. As% = 0.0018 Cover @ Top 2.00 © Btm 3.00 In Retain Pro Software © 2009 HBA Publications, Inc. Licensed to: HTK Structural Engineers www.RelainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Wails Page: Job # : 15-158 Dsgnr RT Date: APR 4.2016 Description.... 3'-4" Retaining Wail with seismic load This Wall in File: lserver01cftengineering_flieslrt2comp st Retain Pro 9©1989-2011 Ver: 9.24 8167 Registration #; RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code; CBC 2010 Licensed to: HTK Structural Engineers Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 645.2 1.69 1,092.5 Soil Over Heel 199.8 3.75 749.3 Surcharge over Heel = Sloped Soil Over Heel = 7.5 3.83 28.8 Toe Active Pressure = -100.0 0.67 -66.7 Surcharge Over Heel = Surcharge Over Toe Adjacent Footing Load = Adjacent Footing Load Axial Dead Load on Stem = Added Lateral Load * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe 150.0 1.25 187.5 Seismic Earth Load = 691.9 3.05 2,108.8 Surcharge Over Toe Stem Weight(s) 660.9 3.00 1,982.8 Earth @ Stem Transitions= Total = 1,237.0 O.T.M. = 3,134.6 Footing Weight = 900.0 2.00 1,800.0 Resisting/Overturning Ratio = 1.61 Key Weight 150.0 2.00 300.0 Vertical Loads used for Soil Pressure = 2,068.2 lbs Vert. Component Vertical component of active pressure NOT used for soil pressure Total = 2,068.2 lbs R.M. 5,048.3 It seismic included the mm. 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 ca(culatlon. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc. licensed to: HTK Structural Engineers w.RetainPro.com All Rights Reserved Poway, CA 92064 Pp= 1200.# PO 1490.2psf If adjacent footing or seismic loading Is used, the numerical values are displayed, but the loading curve does not represent the composite loading; [Lateral Load Applied to Stem • Lateral Load 73.0 #/ft ...Height to Top 5.33 ft ...Height to Bottom 3.33 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf 14288 Danielson St Suite #200 Poway, CA 92064 Title Yuki Retaining Walls Page: Job# : 15-158 Dsgnr: RI Date: APR 4,2016 Description.... 3'4 Retaining Wall with wind load This Wall in File: st Retain Pro 9 ® 1989 -2011 Ver: 9.24 8167 Reglstration#; RP-1168495 RP9.24 Licensed to: HTI( Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Soil Data I Retained Height = 333 ft Allow Soil Bearing = 2,000.0 psf a height a ye Wall ht above soil - - 2.00 ft EquivalentFluidPressureMethod Heel Active Pressure = 50.0 psf/ft Slope Behind Wall 2.00:1 Toe Active Pressure = 50.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pd Soil Density, Toe = 120.00 pcf FootlngSoFI FrIction = 0.330 Soil height to Ignore for passive pressure = 12.00 in ___________ Thumbnail [Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning = 2.69 OK Sliding = 2.72 OK Total Bearing Load = 2,068 lbs ...resultant ecc. 5.60 in Soil Pressure @ Toe = 879 psf OK Soil Pressure ©Heel = 155 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,231 psf ACI Factored @ Heel 217 psf Footing Shear @ Toe = 7.2 psi OK Footing Shear ©Heel = 1.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 691.2 lbs less 100% Passive Force = 1,200.0 lbs less 100% Friction Force = - 682.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic, E 1.000 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall toFtgCLDist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 00 ft Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Hf' = Masonry Thickness = 12.00 Reber Size = # 4 Reber Spacing 24.00 Reber Placed at = Edge Design Data fb/FB+fa/Fa = 0.500 Total Force @ Section lbs = 417.0 Moment ... Actual ft-# = 938.9 Moment .... .Allowable = 1,879.2 Shear .... Actual psi = 3.9 Shear .... Allowable ps1 = 51.6 Wall Weight = 124.0 Reber Depth 'd' in= 9.00 LAP SPLICE IF ABOVE In= 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTGjn = 6.00 Lap splice above base reduced by stress ratio Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Short Term Factor 1.333 Equiv. Solid Thick. in = 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psi= Fy p51= Retain Pro Software © 2009 IIBA Publications. Inc. Licensed to: HTK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Title : Yuki Retaining Walls Page: Suite #200 Job# : 15-156 Dsgnr: RI Date: APR 4,2016 Poway, CA 92064 Description.... 3'-4 Retaining Wall with wind load This Wall in File: %server01%dengineeringjilesrt2comp at Retain Pro 9© 1988- 2011 Ver: 9.24 8167 Registration It: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Footing Dimensions & Strengths • Toe Width = 2.50 ft Heel Width = 1.50 Total Footing Width = 4.00 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth 12.001n Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Fooling Concrete Density = 150.00 pcf Mn. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,231 217 psi Mu': Upward 3,775 79 ft-# Mu': Downward = 1,509 249 ft-# Mu: Design 2,266 171 ft-# Actual 1-Way Shear = 7.23 1.65 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing #5 @ 19.25 In Other Acceptable Sizes & Spacings Toe: Not req'd, Mu cS*Fr Heel: Not req'd, Mu < S * Fr Key: Not reqd,Mu cS*Fir I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 645.2 1.69 1,092.5 Soil Over Heel 199.8 3.75 749.3 Surcharge over Heel = Sloped Soil Over Heel 7.5 3.83 28.8 Toe Active Pressure . -100.0 0.67 -66.7 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load Axial Dead Load on Stem = Added Lateral Load 146.0 5.83 851.2 * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 150.0 1.25 187.5 Surcharge Over Toe = Stern Weights) = 660.9 3.00 1,982.8 Earth @ Stem Transitions = Total = 691.2 O.T.M. = 1,877.0 Footing Weighi = 900.0 2.00 1,800.0 ReslstinglOverturnlng Ratio 2.69 Key Weight = 150.0 2.00 300.0 Vertical Loads used for Soil Pressure = 2,068.2 lbs Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 2,068.2 lbs R.M. 5,0483 * Axial live load NOT Included In total displayed or used for overturning resistance, but is included for soil pressure ca(culation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc. Licensed to: HTK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 12.in Designer select all hoiiz. reirif. See Appendix A Pp= 1200.# 12psf 878.99psf Thumbnail Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Fig CLDist = 0.00 ft Footing Type Una Load Base Above/Below Soil - at Back of Wall - 00 ft Poisson's Ratio = 0.300 Stem Construction • Top Stem Stem OK Design Height Above Fill; ft = 0.00 Wall Material Above "Hf = Masonry Thickness 12.00 Rebar Size # 4 Rebar Spacing 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa 0.507 Total Force © Section lbs = 396.0 Moment-Actual ft-# = 952.9 Moment ... .Allowable = 1,879.2 Shear ..... Actual psi = 3.7 Shear.....Allowable psi= 51.6 Wall Weight = 124.0 Rebar Depth •d' in = 9.00 LAP SPLICE IF ABOVE In = 24.00 LAP SPLICE IF BELOW In = HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Masonry Data I'm ps1 = 1,500 Fs psi = 20,000 Solid Grouting Yes Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning = 2.71 OK Sliding = 2.81 OK Total Bearing Load 2,068 lbs ...resultant ecc. 5.50 in Soil Pressure @ Toe 872 psf OK Soil Pressure @ Heel 162 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACl Factored @Toe = 1,221 psf ACl Factored @Heel = 226 psf Footing Shear @ Toe = 7.2 psi OK Footing Shear @ Heel 1.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 670.2 lbs less 100% Passive Force = . 1,200.0 lbs less 100% Friction Force - 682.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Lateral Load Applied to Stem • Lateral Load = 125.0 #/ft ... Height toTop = 5.67 ft ...Height to Bottom = 4.67 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf 14288 Danielson St Title : Yuki Retaining Walls Page: ______ Suite #200 Job# : 15.158 Dsgnr: RT Date: APR 4,2016 Poway, CA 92064 Description.... 3'-4' Retaining Wall with equivalent fluid pressure This Wail in File: at Retain Pro 9© 1989.2011 Ver; 9.24 8167 Registration#; RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code CBC 2010 Licensed to: 141K Structural Engineers Criteria Retained Height = 3.33 ft Wall height above soil = 2.00 ft Slope Behind Wall = 2.00 :1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 50.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingliSoil Friction = 0.330 Soil height to Ignore for passive pressure = 12.00 In Load Factors Building Code CBC2O1O Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wlnd,W 1.600 Seismic, E 1.000 Modular Ratio 'n Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Pc Fy = 21.48 = 1.333 In= 11.60 = Medium Weight = ASD ps1 psi= Retain Pro Software © 2009 -(BA Publications, Inc. Licensed to: HTK Structural Engineers Www.RetainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Suite #200 Poway, CA 92064 Title Yuki Retaining Walls Page: Job# : 15-158 Dsgnr: RT Date: APR 4,2016 Description. 3'-4" Retaining Wall with equivalent fluid pressure This Wail In File: at Retain Pro 9 © 1989- 2011 Ver: 9.24 8167 Registration #: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Footing Dimensions & Strengths • Toe Width = 2.50ff Heel Width 1.50 Total Footing Width 4.00 Footing Thickness = 18.00 in Key Width = 12.00 In Key Depth = 12.00 In Key Distance from Too = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mn. As% = 0.0018 Cover @ Top 2.00 @ Bfrn.= 3.00 In Footing Design Results Toe Heel Factored Pressure = 1,221 226 psf Mu': Upward = 3,756 81 ft-# Mu': Downward = 1.509 249 ff4 Mu: Design = 2,248 168 ft-# Actual 1-Way Shear = 7.18 1.63 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = #5@19.251n Other Acceptable Sizes & Spacings Toe: Not req'd,Mu'cSFr Heel: Not req'd, Mu <S • Fr Key: Not req'd,MucSFr I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs I ft ff4 lbs ft ff4 Heel Active Pressure 645.2 1.69 1,092.5 Surcharge over Heel Toe Active Pressure -100.0 0.67 -66.7 Surcharge Over Toe Adjacent Footing Load Added Lateral Load 125.0 6.67 833.8 Load @ Stem Above Soil = Total 670.2 O.T.M. = 1,859.6 Resisting/Overturning Ratio = 2.71 Vertical Loads used for Soil Pressure = 2,068.2 lbs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Sell Over Heel = 199.8 3.75 749.3 Sloped Soil Over Heel = 7.5 3.83 28.8 Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 150.0 1.25 187.5 Surcharge Over Toe = Stem Weight(s) = 660.9 3.00 1,982.8 Earth @ Stem Transitions = Footing Weight = 900.0 2.00 1,800.0 Key Weight = 150.0 2.00 300.0 Vert Component = Total = 2,068.2 lbs R.M. 5,048.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cafcuiation. Retain Pro Software © 2009 HBA Publications, Inc. Licensed to: HTK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 12in Designer select all horiz. reinf. See Appendix A 1200.# 872.46psf 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walls Page: ______ Job # : 15-158 Dsgnr: RT NO: APR 4,2016 Description.... 2-0" Retaining Wall with seismic load This Wall in File: St Retain Pro 9@1989-2011 Ver: 9.24 8167 Raglstration#: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Criteria Retained Height 2.00 ft Wall height above soil = 2.00 ft Slope Behind Wall 2.00:1 Height of Soil over Toe = 6.00 In Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 ignKh = 02Dj Soil Data 1 Allow Soil Bearing = 2,660.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 50.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pd Soil Density, Toe = 120.00 pd FootingSoFl Friction = 0.330 Soil height to Ignore for passive pressure = 12.00 In [Lateral Load Applied to Stem • Lateral Load = 0.0 #/11 ... Height tOToç = 0.0D ft ...Height to Bottom = 0.00 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Kee for seismic earth pressure = 1.020 Ka for static earth pressure = 0.391 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 In Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load BaseAbove/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Added seismic base force 377.0 lbs Difference: Kee - Ka = 0.629 Using Mononobe-Okabe / Seed-Whitma n procedure Retain Pro Software © 2009 1-IBA Publications, Inc. Licensed to: HTK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Suite #200 Poway, CA 92064 Title Yuki Retaining Walls Page: Job # : 15-158 Dsynr: RT Date: APR 4,2016 Description.... 2-0" Retaining Wall with seismic load This Wall In File: t%server01dengineering_flles%rt2comp at Retain Pro 96)1989 -2011 Ver: 9.24 8167 Registration #: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers I Design Summary I Wall Stability Ratios Overturning 2.02 OK Sliding 1.72 OK Total Bearing Load = 1.426 lbs ...resultant ccc. = 7.57 in Soil Pressure @ Toe = 1,094 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable ACl Factored @Toe 1,531 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe : 5.9 psi OK Footing Shear @ Heel 1.8 psi OK AJiowable 75.0 psi Sliding Cake (Vertical Component NOT Used) Lateral Sliding Force = 628.6 lbs less 100% Passive Force = - 609.4 lbs less 100% Friction Force = - 470.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK [Stem Construction • Top Stem Stem OK Design Height Above Ftc It = 0.00 Wall Material Above "Ht° = Masonry Thickness = 12.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + falFa = 0.103 Total Force @ Section lbs= 201.0 Moment ... Actual ft-# = 194.3 Moment .... Aliowable = 1,879.2 Shear ..... Actual psi = 1.9 Shear .... Allowable psi = 51.6 Wall Weight = 124.0 Rebar Depth 'd' In = 9.00 LAP SPLICE IF ABOVE In = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTGjn= 6.00 Lap splice above base reduced by stress ratio Masonry Data fm psl= 1,500 Fs psl= 20,000 Solid Grouting Yes Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load - 1.600 Earth.H 1.600 Wind,W 1.600 Seismic, E 1.000 Footing Dimensions & Strengths • Toe Width = 1.50 ft HeelWldlh = 1.50 Total Footing Width = 3.00 Footing Thickness = 18.00 In Key Width = 12.00 in Key Depth = 3.00 in Key Distance from Toe = 0.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover © Top 2.00 @ Btm= 3.00 In Modular Ratio n' = 21.48 Short Term Factor = 1.333 Equiv. Solid Thick. In = 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psl= Fy p5i Footing Design Results j Toe Heel Factored Pressure = 1,531 .0 psf Mu': Upward . 1,820 4ft-# Mu': Downward . 611 187 ff4 Mu: Design 1,209 182 ff4 Actuall -WayShear = 5.86 1.79 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Speed Key Reinforcing = #5@19.251n Other Acceptable Sizes & Spacings Toe: Not req'd,MucSFr Heel: Not req'd. Muc S*Fr Key: Not reqd,MuCS*Fr Retain Pro Software © 2009 HBA Publications, Inc. Licensed to: HIK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Suite #200 Poway, CA 92064 Title : Yuki Retaining Walls Page: Job# : 15-158 Dsgnr: RI Date: APR 4,2016 Description.... 24N Retaining Wall with seismic load This Wall in File: st Retain Pro 95)1989-2011 Ver: 9.24 8167 Registation#: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 351.6 1.25 439.5 Surcharge over Heel = Toe Active Pressure = -100.0 0.67 -66.7 Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stern Above Soil = Seismic Earth Load = 377.0 2.25 848.3 Total 628.6 O.T.M. = 1,221.1 ReslstinglOvertuming Ratio = 2.02 Vertical Loads used for Soil Pressure = 1,426.0 lbs Vertical component of active pressure NOT used for soil pressure If seismic Included the mm. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Soil Over Heel = 120.0 2.75 330.0 Sloped Soil Over Heel = 7.5 2.83 21.3 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = 90.0 0.75 67.5 Surcharge Over Toe = Stem Weight(s) = 496.0 2.00 992.0 Earth @ Stern Transitions= Footing Weight 675.0 1.50 1,012.5, Key Weight = 37.5 1.00 37.5 Vert. Component = Total = 1,426.0 lbs R.M.0 2,460.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but Is Included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software 02009 HBA Publications, Inc. Licensed to: HTK Structural Engineers www.RetalnPro.com All Rights Reserved Poway, CA 92064 12in Mas wl #4 @ 24-In o/c Solid-Grout Special Insp 2. 4•-o if 6Th T-6- Designer Designer select all horlz. reint. 61 11O 1'-6 See Appendix A H- I 1-6' 3'-O" PP= 609,38# 628.5M 1093.6psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. 14288 Danielson St Title : Yuki Retaining Walls Page: Suite #200 Job# : 15.158 Dsgnr: RT Date: APR 4,2016 Poway CA 92064 Description.... 2'-0" Retaining Wall with wind load This Wall In File: server01%dlengineering_filesrt21cornp at Retain Pro 901989 .2011 Ver: 9.24 8167 Registration #: RP.1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers ICriteria Retained Height = 2.00 ft Wall height above soil = 2.00 ft Slope Behind Wall = 2.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 50.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe n 120.00 pcf FootingliSoll Friction 0.330 Soil height to ignore for passive pressure = 12.00 in L Thumbnail psi= 1,500 psl= 20,000 Yes Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.07 OK Sliding = 2.44 OK Total Bearing Load = 1,335 lbs ...resultant ecc. = 7.47 in Lateral Load Applied to Stem j Lateral Load = 73.0 #./ft ... Height toTop = 4.00 ft ...Height to Bottom = 2.00 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Masonry Data I'm Fs Solid Grouting Adjacent Footing Load I Adjacent Fooling Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 00 ft - at Back of Wall Poisson's Ratio = 0.300 Soil Pressure @ Toe = 1,014 psf OK Soil Pressure@Heel = opsf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Too 1,420 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe 5.2 psi OK Footing Shear @ Heel 2.8 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 429.5 lbs less 100% Passive Force = - 609.4 lbs less 100% Friction Force . 440.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK LStem Construction Top Stem Design Height Above Ftc ft = Stem OK 0.00 Wall Material Above "Ht' = Masonry Thickness = 8.00 Reber Size = # 4 Rebar Spacing = 24.00 Reber Placed at Edge Design Data fo/FB + fa/Fa 0.468 Total Force © Section lbs = 239.8 Moment ... Actual ft-# = 503.6 Moment. ... Allowable = 1,077.2 Shear.....Actual psi = 3.8 Shear ..... Allowable psl= 51.6 Wall Weight = 78.0 Reber Depth 'd' In = 5.25 LAP SPLICE IF ABOVE In= 24.00 LAP SPLICE IF BELOW In = HOOK EMBED INTO FTG In = 6.00 Lap splice above base reduced by stress ratio Load Factors Modular Ratio 'n' Short Term Factor Building Code CBC 2010 Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Earth, H 1.600 Masonry Design Method WInd,W 1.600 Concrete Data fc Seismic, E 1.000 Fy 21.48 = 1.333 in'= 7.60 = Medium Weight = ASD psi psi = Retain Pro Software© 2009 MBA Publications, Inc. Licensed to: HTK Structural Engineers wv.RetainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Suite #200 Poway, CA 92064 Tide : Yuki Retaining Walls Page: Job# : 15-158 Dsgnr: RT Date: APR 4,2016 Description.... 2'-O Retaining Wall with wind load This Wall in File: W.serverO1dtengineeringjiIestrl2comp at Retain Pro 9 © 1989-2011 Ver: 9.24 6167 RegistrationS: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers I Footing Dimensions & Strengths Toe Width = 1.50 ft Heel Width 1.50 Total Footing Width = 3.00 Footing Thickness = 18.00 In Key Width 12.00 in Key Depth 3.00 in Key Distance from Toe = 0.50 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 In Footing Design Results Toe _jHeel Factored Pressure = 1,420 0 psf Mu': Upward = 1,556 23 ft-# Mu': Downward = 554 342 ft-# Mu: Design 1,002 319 ft-# Actual 1-Way Shear = 5.21 2.76 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Specd Heel Reinforcing = NoneSpec'd Key Reinforcing = #5 @ 19.25 In Other Acceptable Sizes & Spacings Toe: Not reqd,Mu <S*Fir Heel: Not req'd, Mu<S Fr Key. Not reqd.MuCS*Fr I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item - lbs ft ft-# lbs ft ft-# Heel Active Pressure = Surcharge over Heel - Toe Active Pressure Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above SoiI= Total = 429.5 O.T.M. = 1,091.0 Resisting/Overturning Ratio 2.07 Vertical Loads used for Soil Pressure = 1,335.3 lbs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: 383.5 1.31 500.7 -100.0 0.67 -66.7 146.0 4.50 657.0 Soil Over Heel = 200.0 2.58 516.7 Sloped Soil Over Heel = 20.8 2.72 56.7 Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 90.0 0.75 67.5 Surcharge Over Toe = Stern Weight(s) 312.0 1.83 572.0 Earth @ Stem Transitions= Footing Weighi = 675.0 1.50 1,012.5 Key Weight = 37.5 1.00 37.5 Vert. Component = Total = 1,335.3 lbs R.M. 2,262.9 Axial live load NOT included In total displayed or used for overturning resistance, but Is Included for soil pressure ca(culation. Retain Pro Software © 2009 HBA Publications. Inc. Licensed to: I ITK Structural Engineers ww.RetainProcom All Rights Reserved Poway, CA 92064 8n Mas w/#4 C 24.ln c/c SolidGrout Special lnsp 6j 2. ,F;;7 K. 4-Os 2 314" 2'-0' 1-6° Designer select all horlz. reinf. 6 I -O' I V-B° See Appendix A 1-6° 1-6° 3-0° 73.ps Pp= 609.38# 429.51# 1014.4ps1 [Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in rDesign Summary Wall Stability Ratios Overturning = 2.37 OK Sliding 2.87 OK Total Bearing Load 1,426 lbs ...resultant eec. 6.04 in Soil Pressure @Toe 954 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACl Factored @Toe = 1,335 psf ACl Factored @Heel = opsf Footing Shear @ Toe = 5.1 psi OK Footing Shear @ Heel = 1.5 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 376.6 lbs less 100% Passive Force = 609.4 lbs less 100% Friction Force = - 470.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010 Dead Load 1200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 I Adjacent Footing Load I Adjacent Footing Load 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 In Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/BelowSoil 0.0 ft - at Back ofWall Poisson's Ratio = 0.300 L Stem Construction lop Stem Design Height Above Ftc ft = Stern OK 0.00 Wall Material Above = Masonry Thickness = 12.00 Reber Size = # 4 Reber Spacing = 24.00 Reber Placed at = Edge Design Data fDIFB + fa/Fa = 0.290 Total Force © Section lbs= 218.8 Moment-Actual ft-# = 544.4 Moment-Allowable = 1,879.2 Shear .... Actual psi = 2.0 Shear .... Allowable psl = 51.6 Wall Weight = 124.0 Reber Depth 'd' In 9.00 LAP SPLICE IF ABOVE In = 24.00 LAP SPLICE IF BELOW In= HOOK EMBED INTO FIG In = 6.00 Lap splice above base reduced by stress ratio Masonry Data fm ps1 = 1,500 Fs psi = 20,000 Solid Grouting Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.333 Equiv. Solid Thick. in= 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psi Fy psi= Lateral Load Applied to Stem Lateral Load 125.0 #/ft ...Height to Top 4.33 ft ...Helght to Bottom C 3.33 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stern = 0.0 psf 14288 Danielson St Suite #200 Poway, CA 92004 Title : Vuki Retaining Walls Page: Job # 15-158 Dsgnr: RT Date: APR 4,2016 Description.... 2'-0" Retaining Wall with equivalent fluid pressure This Wall In File: st Retain Pro 9 © 1989 -2011 Ver: 9.24 8167 Registration #: RP.1168495 RP9.24 Cantilevered Retaining Wall Design Code CBC 2010 Licensed to: HIK Structural Engineers [Criteria Retained Height = 2.00 ft Wall height above soil = 2.00 ft Slope Behind Wall = 2.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 50.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density. Toe = 120.00 pcI FootingilSoil Friction = 0.330 Soil height to ignore for passive pressure = 12.00 In L Thumbnail Retain Pro Software © 2009 HSA Publications, Inc. Licensed to: HTK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 14288 Danielson St Title : Yuki Retaining Walls Page: Suits #200 Job# : 15-158 Dsgnr: RT Datp: APR, 4.2016 Poway, CA 92064 Description. 2'-0" Retaining Wall with equivalent fluid pressure This Wallin File: tserver01lthengineerinjilesr11:21comp at Retain Pro 9@1989-2011 Ver: 9.24 8167 Registration 8; RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Footing Dimensions & Strengths Toe Width 1.50 ft Heel Width 1.50 Total Footing Width 3.00 Footing Thickness 18.00 in Key Width ' 12.00 In Key Depth 3.00 in Key Distance from Toe 0.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcI Min. As% = 0.0018 Cover @ Top 2.00 © Btrn 3.00 In L Footing Design Results Toe Heel Factored Pressure = 1,335 0 psf Mu': Upward 1,645 30ft-# Mu': Downward = 611 187 ft-# Mu: Design = 1,034 156ft-# Actual 1-Way Shear = 5.08 1.52 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = #5 @ 19.25 In Other Acceptable Sizes & Spacings Toe: Not reqd,MuCS*Fir Heel: Not req'd, Mu 'cSFr Key: Not req'd,MucSFir Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure 351.6 1.25 Surcharge over Heel Toe Active Pressure -100.0 0.67 -86.7 Surcharge Over Toe Adjacent Footing Load Added Lateral Load = 125.0 5.33 686.3 Load @ Stem Above Soil = Total 376.6 O.T.M. = 1,039.0 Resisting/Overturning Ratio = 2.37 Vertical Loads used for Soil Pressure = 1,426.0 lbs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Soil Over Heel = 120.0 2.75 330.0 Sloped Soil Over Heel = 7.5 2.83 21.3 Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Axial Live Load on Stem Soil Over Toe = 90.0 0.75 67.5 Surcharge Over Toe = Stem Weight(s) .= 496.0 2.00 992.0 Earth @ Stem Transitions = Footing Weight = 675.0 1.50 1,012.5 Key Weight = 37.5 1.00 37.5 Vert. Component = Total = 1,426.0 lbs R.M. 2,460.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Retain Pro Software © 2009 HBA Publications, Inc. licensed to: HTK Structural Engineers www.RetainPro.com All Rights Reserved Poway, CA 92064 12.In Mas w/ #4 SoIIdC Special Designer select all horiz. relnf. See Appendix A Pr 953.53psf Maximum SERVICE Load Reactions . - Top along X-X 0.0k Bottom along X-X 0.0 k Top along Y-Y 0.0k Bottom along Y-Y 1.063k Maximum SERVICE Load Deflections Along Y-Y 0.03045 in at 2.0ft above base for load combination :+D+0.70E+H Along X-X 0.0 in at 0.oft above base forbad combination: Project Title: Engineer: Project 1D: Project Descr: 14288 Danielson Street Suite 200 Poway, CA 92064 Piin5: 4APR 2016, 2:16PM Steel Column umn File =\Server01\dlENGlNE-1\RT2\YUK1FE-1-EC6 0 EI'tERCALC, INC. 1983-2015, Build:6.15 12.9, Vec615.12,9 Description: Debris Fence Post @ 5'0.C. Code References Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 General Information Steel Section Name: Pipe3 Std Overall Column Height 2.0 It Analysis Method: Allowable Strength lop & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 36.0 ksl X-X (width) axis: E : Elastic: Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 2-0 It K2.1 Load Combination: ASCE 7-05 Y (depth) axis UILtii forYY Axis buckling = 2.0 ft, 1< = 2.1 Loads Service loads entered. Load Factors will be applied for calculations. Column self weight Included: 14.144 lbs * Dead Load Factor BENDING LOADS Fluid Pressue Load (Worse Case): Lat. Point Load at 1.330ftcreat1ng Mx-x, D =0.6250, E =0.6250k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3594 : Load Combination +D+0,70E-i-H Location ofmax.abovebase 0.0 It At maximum location values are... Pa: Axial 0.01414 k PnlOrnega:Allowable 40.665 k Ma-x:Appfled -1.413 k-ft Mn-x/ Omega: Allowable 3.934 k-ft Ma-y; Applied 0.0 k-ft Mn-y/ Omega: Allowable 3.934 k-ft PASS Maximum Shear Stress Ratio = 0.07899 Load Combination +D+0.70E+H Location of max.above base 0.0 It At maximum location values are... Va:Applied 1.063 k Vn/ Omega: Allowable 13.452 Ic Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location DOnly 0.211 PASS 0.00 ft 0.046 PASS 0.00 It -'4)441 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft +0+Lr+H 0.211 PASS 0.00 ft 0.046 PASS 0.00 It '0+S#1 0.211 PASS 0.00 ft 0.046 PASS 0.00 ft +O-'0.750Lr-.0.750L#1 0.211 PASS 0.00 It 0.046 PASS 0.00 It +0+0.750L-.0.7506#1 0.211 PASS 0.00 It 0.046 PASS 0.00 It +04W-elI 0.211 PASS 0.00 ft 0.046 PASS 0.00 It 0+0.70E*I 0.359 PASS 0.00 ft 0.079 PASS 0.00 It -sDi0.750Lr-e0.750L-.0.750W+H 0.211 PASS 0.00 It 0.046 PASS 0.00 ft -+0-e0.750L40.750590.750W+H 0.211 PASS 0.00 It 0.046 PASS 0.00 ft -e0-e0.750t.r-i0.750L-e0.5250E-*I 0.322 PASS 0.00 ft 0.071 PASS 0.00 It +D+0,750L40.750S40,5250E4H 0.322 PASS 0.00 ft 0.071 PASS 0.00 It +0.60D+WFI 0.127 PASS 000 It 0.028 PASS 0.00 ft -e0.600-'0.70E+H 0.275 PASS 0.00 ft 0.060 PASS 0.00 It Project Title: Engineer: Project ID: Project Descr: I 14288 Danielson Street Suite 200 Poway, CA 92064 Pnnte: 4APR 2016, 216PM Steel Col File =\\serveOl\d\ENGINE-11R12WUK1FE--l.Ec6 ee Ufllfl - - ... ENERCALC, INC. 1983-2015, Ruild:6.15.12.9, Ver.6.15,12.9 - Description: DebiisfencePost@5'O,C. Maximum Reactions Note: Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ lop @ Base @ lop @ Base D Only 1< .0.625 k 0.014 k k .0.625 0.014 k -0.625 k 0.014 k 40+S-*I It -0.625 k 0.014 k 40+0.750L190.750L4H k -0.625 k 0.014 k -'O0750L40.750S4H k -0.625 k 0.014 k k -0625 k 0.014 k 4040.70E41 k -1.063 It 0.014 Ic 4O40J50Lr40.750140.750W.H Ic -0,625 It 0.014 k .O-0.750L40.750S-.0.750WH It -0.625 Ic 0,014 k '040,7501pe0,7501-40.5250E#( Ic -0.953 Ii 0,014 k 4040.750L40.7508*0.5250E-iH Ic .0.953 Ic 0.014 Ic 0.60D-+W4H K -0.375 k 0.008k 0.60D40.70EH .k 1 -0813 Ic 0.008 K D Only -0.625 0.014 K Lrcnly K K iOnly k k It SOnly K k wonly k K k EOnty K -0,625 k k HOnly K k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 It 0.018 in 2.000 ft +D+L-*1 0.0000 in 0.000 it 0,018 in 2.000 ft 4D4Lr4H 0.0000 in 0.000 ft 0.018 In 2.000 ft 4045+11 0.0000 in 0.000 ft 0.018 In 2.000 ft 4D40.750Lr+0.750114-1 0.0000 in 0.000 ft 0.018 in 2.000 ft 4040.750L+0J50S#1 0.0000 In 0.000 ft 0.018 In 2.000 ft 00000 In 0.000 ft 0.018 In 2.000 ft 4O+0.70E+H 0.0000 In 0.000 It 0.030 In 2.000 ft +O-0.7501r40.750L-.0.750W-+H 0.0000 in 0.000 ft 0.018 In 2.000 ft 4O-.0,750U+0.750S40.750W4H 0,0000 in 0.000 It 0.018 In 2.000 It 4040.750Lr90.750L40.5250E411 0.0000 In 0.000 It 0.027 In 2.000 ft +0*0.750L40.750840.5250E4H 0.0000 in 0.000 ft 0.027 in 2.000 ft +0.600+W+1-1 0.0000 in 0,000 ft 0.011 In 2.000 It 40,60040.70E+4-1 0.0000 in 0.000 ft. 0.023 In 2.000 ft D Only 00000 in 0.000 It 0.018 In 2.000 It Lr Only 00000 In 0.000 ft 0.000 In 0.000 ft Lanly 0.0000 In 0.000 ft 0.000 In 0.000 ft S Only 0.0000 In 0.000 ft 0.000 In 0.000 ft W Only 0.0000 in 0.000 It 0.000 In 0.000 ft EOnIy 0.0000 In 0.000 ft 0.018 In 2.000 ft H Only 0.0000 In 0.000 ft 0.000 in 0.000 ft Steel Section Properties : Pipe3 Std Project Title: Engineer: Proiect ID: Project Deser: 14288 Danielson Street Sue 200 Poway, CA 92064 Pnrited: 4 APR 2016, 2:16PM Steel Column File =\\ServerQ1\ENGlNE-1\RT2\ytJKlFE-1 ECS ENERCALC, INC 1983-2015, 8urld:6 1512.9, Ver.6.15.12.9 Description: Debris Fence Post ig 5' O.C. Steel Section Properties : Pipe3 Std Depth 3.500 in lxx = 2,85 mM J = 5.690 mM Sxx 1.63 W3 Diameter 3.500 In Rxx = 1.170 in Wall Thick = 0.216 in Zx = 2.190 inA3 Area = 2.080 h2 I yy = 2.850 kiM We{ght = 7.072 pIt - Syy 1.630 kV3 Ryy 1.170 In yC9 0.0001n - M-x Loads a - -- •-.1, -a '-i- I Loads are total e4,tered value. AiTs do not refleot absolute dilton. x