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07-1288 (BLCK) Structural Calcs$. M1 LDAT PI of LA QUINTA ING & SAFETY: DEBT �+ R CONSED T CTION BStructural Calculation ,.for. i Madison Club CVWD Well Sites #73A, 74/iq!�8A &. 79A r Perimeter Walls r. prepared for RCE Consutants, Inc. April 19, 2007 1C REVIEWED BY CONSULTANT prepared by ! FOR CODE COMPLIANCE THESE PLANS AND SUPPORTING DOCUMENTATION HAVE ®Q10FESCOMPLIANICEWITH S/p BEEN TC SHOW H CALIFORNIAREVIEWEDFOUND TE BUILDINGAND DE AS ADOPTED BY THIS JURISDICTION. ISSUANCE OF A BUILDING PERMIT BASED G% UPON THESE PLANS IS RECOMMENDED SUBJECT TO " m AP5iK APPLICABLE AGENCIES AND ANY COTHE-ENCLOSED LETTER. UP 3 31 0 Vr s4 2 200 / ��lec-pol 11 By V COD UP, INC. DATE _ �%� ��'� lrons Iting cAE.t� _ Iq:o7 ,c roup, Inc. iv • i (max.) Opngfenee' k 100%e, (min.) Fence (% Opening) FIr �Rj9 OOft (max.) JJ, t� Hret 1 OOfts t (max.) Woll CMU & Rebor (size & spocing) H121n�min. „sol► ( ) d.woll J. o - • J't 'S yQY.{Wt 4. y CMU 0' Ret CMU & Rebar -III Illiillllii lll. T (size & spacing) ' ( _ 'III=11 d.ret I I=I I I t R f} III—II 4,�124inx II=III �- qp.. I I 1=1 I - — — — — — 400ting toe t. Lheel • r Heel Rebor -III III -III III=III=IIEl I J (site spacing) =11 -III lIElllii�lll-l'' n = .400ting= 3.33ft (trip face) \ i; � Okey� Oink WkeY, ren, Toe Rebar' • (size & spac ng) { hey P,ebor ' (bottom lo. --e)- W. ee (size & spaGna) , ' L heel I - L.toa I I, L.iootin9 I. ' Wilts COnsd/tinp Group, Inc. ..; : Project 07-004 16716: Quail Country Ave. ' ` "' t ' Date � 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 P`• age Madison Club, CVWD Well Sites # 73, "74, 77, 78 & 79 .. - 4 i i (max.) Opngfenee' k 100%e, (min.) Fence (% Opening) FIr �Rj9 OOft (max.) JJ, t� Hret 1 OOfts t (max.) Woll CMU & Rebor (size & spocing) H121n�min. „sol► ( ) d.woll J. o - • J't 'S yQY.{Wt 4. y CMU 0' Ret CMU & Rebar -III Illiillllii lll. T (size & spacing) ' ( _ 'III=11 d.ret I I=I I I t R f} III—II 4,�124inx II=III �- qp.. I I 1=1 I - — — — — — 400ting toe t. Lheel • r Heel Rebor -III III -III III=III=IIEl I J (site spacing) =11 -III lIElllii�lll-l'' n = .400ting= 3.33ft (trip face) \ i; � Okey� Oink WkeY, ren, Toe Rebar' • (size & spac ng) { hey P,ebor ' (bottom lo. --e)- W. ee (size & spaGna) , ' L heel I - L.toa I I, L.iootin9 I. ' CMU Retaining Wall*- 1ft Ret 4-1 Slope 9ftWall 1 x CMU Retaining Wall*- 1ft Ret 4-1 Slope 9ftWall 1 16716 Quail Country Ave. Chino Hills, CA 91709 y (909) 590-5200 rc) Madison Club, CVWD Well Sites XJ # 73, 74, 77, 78 & 79 Material Properties: ;fe = 250060. fy = 60MI �g =:'�29000ksi D := 10.85 if fc 5 4000psi = 0.85 fc — 4000psi (0.85 — 0.05) 1000psi otherwise 0.85•(i•fc87000psi Pbal f .(8700opsi + f Pbal = 0.0178 yy Pmax = 0.75Pbal p, = 0.0134 Circ Ibo-5 200 Ib Pmin max f . f 2 JI Pmin = 0.0033 y in y in fm = 15QOpsi.a k" 50 12psf 124044 12psfy.�. Y«nu max Bin 121n7-7 . .,......r4h C.t..r:•_.i3.a�J.t .......: ,.n.. .. _,. .i_. r._. 'Y'�.. Em:= 750•fm Em= 1125000psi nSl'=�1~QD Eg n:= n = 25.8 Em Concrete 28 -day compressive strength Rebar yield strength Rebar modulus of elasticity Balanced reinforcement ratio Maximum reinforcement ratio Minimum reinforcement ratio Concrete unit weight Concrete flexural & shear strength reduction factors Concrete masonry unit (CMU) 28 -day compressive strength Ycmu = 136pcf CMU weight, normal weight units (solid grouted) Equivalent weight of CMU + 1" Stucco CMU modulus of elasticity CMU Special Inspection (yes=1/no=0.5) Modular ratio CMU Retaining Wall - 1ft Ret 4-1 Slope 9ft Wall 2 Date 4/19/2007 Designer DH Page i I i -� �' "mow.; fc.t�K+F��[r :•y...: - 'Hilts Consulting Group. Inc. ;`< _•� y :Project 07-004 Reference site-specific soils reports prepared by Sladden Engineering; dated January 28, 2005 - _ ik' ' v 16716 Quail Country Ave. i' '; a*F,e.,.Date 4/19/2007 _ C Chino Hills, CA 91709 t '� "°�`'� R Designer_ : DH Soil unit weight ' (909) 590-5200 Pj age '� a f . ' Madison'Club, CVWD Well Sites. y 3,. r 250psf +L�Tfooring + Hsoil - 12in� ] # 73, 74, 77, 78 & 79 • y '. @r i I i -� �' "mow.; fc.t�K+F��[r :•y...: - 'Hilts Consulting Group. Inc. ;`< _•� y :Project 07-004 Reference site-specific soils reports prepared by Sladden Engineering; dated January 28, 2005 - _ ik' ' v 16716 Quail Country Ave. i' '; a*F,e.,.Date 4/19/2007 _ C Chino Hills, CA 91709 t '� "°�`'� R Designer_ : DH Soil unit weight ' (909) 590-5200 Pj age '� a f . ' Madison'Club, CVWD Well Sites. r 1500psf + . r 250psf +L�Tfooring + Hsoil - 12in� ] # 73, 74, 77, 78 & 79 • y '. Soil Proverties: �: • ,•;, Reference site-specific soils reports prepared by Sladden Engineering; dated January 28, 2005 - _ ik' ' v _ C Yscil�115pcfi Soil unit weight ' . AIIowBearingsoa = mirk r 1500psf + r 250psfl L�400cing - 12in)' :J r 250psf +L�Tfooring + Hsoil - 12in� ] 2500psf� • y '. ft - 6in AIIowBearingsoil = 2500 psf • - t' `' Allowable snit pressure w/ depth 8 width increases , FricdonFactoi,I O'4(tt FrictionFactorsoil = 0.40 Allowable friction coefficient �- - AltowPasstvej;6, ' �250pef; AIIowPassivesoil = 250pof ' Allowable passive pressure, ignore upper 1 foot < ' EFPaa vat a ei x"�35pef+ Active soil equivalent fluid pressure, level backfill _ f' i• ' For sloping backfill # t 'e EFPAative.Level Ka.level `= Ka.level = 0.30 ' Ka for level backfill • Ysoil a Oec = 14.04dea 4:1 backfill slnne t`.._ kmsoil,, 32degisoil=0.56' I cos(Pslope) — coq Pslope)Z— coq .ilf Ka.slope t COO slope) + Cos(P slope)2 _ coq( soilf Ka.slop - 0.35 ' yl „ tEFP` .KaslopeYsoil: EFPAgive = 40pcf iZ Ca �'0 44'N . Ca = 0.46 Cv;0 64 N ? C, _. 0.83 25pcf Hret' 9o[I �v EQsoil = 13 psf a rr f Soil internal friction angle (silty sand) - Ka for 3:1 'sloped backfill 'Active soil equivalent fluid_ pressure, 3:1 backfill Seismic Zone 4 m Near Source Acceleration, Source A, < 10 km Seismic Coefficient • . ' Near Source Velocity, Source A, < 10 km Seismic Coefficient • at Dynamic lateral earth pressure per foot of retained height`,'• (not required for retaining less than 6') <•�� r i 1 CMU Retaining Wall - 1ft Ret 4-1 Slope 9ft Wall 3 "r 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH L i (909) 590-5200 Page L Madison Club, CVWD Well Sites • 4'J # 73, 74, 77, 78 & 79 _Seismic Force on Elements (walls) - UBC 1632: Ca = 0.46 Seismic Coefficient Ip = 1 00? Elements, UBC Table 16-K �s 0 Horizontal Force Coefficient, UBC Table 16-0, wall elements 1.06 0.62 Exp C 20 Ductility 8 Overstrength Coefficient, UBC Table 16-0, wall elements 1.1.3 -tib:= Mme,+g11 n hx = 10.00ft Height to level for design . ............ . .......0.67......... 1.19 0.72 8,t7 Ihr '-Hra>+ H;; Ij f4 = 10.00ft Total height ap.wall'Ca'lp) Fp.min.wall := 0.7•Ca'Ip Fpxwall:= R 1+3-- xFp.max.wall := 4.0•Ca•lp pmall IN Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83 Fpu.wall := Fp.min.wall if Fpxwall < Fp.minmall Fpu.wall = 0.61 Fp.max.wall if Fpxwall> Fp.max.wall Fpxwall otherwise Fpu.wall Fpw.wall : 1.4 Fpw..1, = 0.44 Wind: Height Exp. 't7 Exp. 'C Exp. 'B' 0-15 1.39 1.06 0.62 Exp C 20 1.45. 1.1.3 ... ..... .............._......... 25 ;......... ........ ..............._.........1._...._..._........ 1.50 . ............ . .......0.67......... 1.19 0.72 8,t7 Wind Stagnation Pressure (q.) UBC Table 16-F ! 70 mph, 80 mph i 90 mph 100 mph; 110 mph; 120 rrph 130 nph 12.6 psf; 16.4 psf; 20.8 psf1 25.6 psf: 31.0 psf 36.9 psf 43.3 psf _ ._V,_,"..3;, qs.:=i25,6ps[:4, qs = 19.2 psf 100mph (w/ 25% reduction for minor structures UBC 1624) Special Occupancy, UBC Table 16-K 1.4. Pressure coefficient, minor structures Pwind Ce' Cq'gs' lw IPA,d = 28 psf CMU Retaining Wall - 1ft Ret 4-1 Slope 9ft Wall 4 f 4 I 16716 Quail Country Ave. Chino Hills, CA' 91709 (909)590-5200 Madison Club, CVWD Well Sites # 73, 74, 77,•78 & 79 +*. •� rl y -. i)Rroiect -.07-004~ i:,- Date, 4/19/2007 Designer DH .;r Page" yr 3G Fence Wall Design: , ` �r `` :` • _ . - Wall Geometry 2 r r Ftwall = 9.00ft .. CMU wall height Asbar = Asbar = 0.31 int 16716 Quail Country Ave. Chino Hills, CA' 91709 (909)590-5200 Madison Club, CVWD Well Sites # 73, 74, 77,•78 & 79 +*. •� rl y -. i)Rroiect -.07-004~ i:,- Date, 4/19/2007 Designer DH .;r Page" yr 3G e r2 s: Fence Wall Design: , ` �r `` :` • _ . - Wall Geometry 2 r r Ftwall = 9.00ft .. CMU wall height Asbar = Asbar = 0.31 int b�a,l; 121n' Design unit wall width - 4 8 JJJ ! (O\bar'Inh r CMUall.= 8.00in t ' w Wall thickness - Rebarperimter`- ; t� �'ASbar Nobel 5; spacingt6tn Flexural rebar size and spacing " v r - Minimum reinforcing: do,,,u = 3.81 in' Distance to flexural rebar II' Asbar e r2 s: Load duration factor' ,krz j.. (Not,.,•in 2 Asbar = Asbar = 0.31 int Rebar cross sectional area 4 8 JJJ ! (O\bar'Inh r Eo = n IN8 JJ I Eo= 1.96in Rebarperimter`- ; t� �'ASbar . i� ♦. y,�' ti P _ p = 0.0050 Flexural reinforcement ratio r - Minimum reinforcing: II' Asbar Pg:=- pg = 0.0024 spacing•CMUwau Must be greater than 0.0007 .• 4 0.20in- Phoriz =• Phoriz = 0.0010 24in•CMUwau #4 @ 24" o/c Must be greater than 0.0007 `t , Ptolal:= Pg + Phoriz Ptotal = 0.0034 Must be greater than 0.0020 Loading: ?c s ,r! Pwind = 28 psf WEO = FPw.wall'Ycmu•CMUwall ; wEQ = 40psf` Vwind'=;pwind(l—Opngfence)'bvall'Htence+PwndbwalPHwall t-Vwind=2561b i.. rHfence l Mwind• pwind'(1 — Opngfence)'bwell'Htence'I + HwalJ qE 2 HwallZ' + Pwind•bwall' ,Mwind= 1154ft•lb 2 r �' +. \ Hwall Va w V - 3561b q:= E�'bwalPHwall ' eq— M w eq = EQ'avall' , May= 1600ft Ib 2 �µ S Vwau:_max�Vwind,Veq� Vwan= 3561b Mwall:= max(M, ind,Meq) Mwall= 1600ft•lb ��•� a •. •• '4' 'r • ' r;' • .. ' f v+. it CMU Retaining Wall - 1 ft Ret 4-1 Slope 9ft Wall - 5 ;.• • " `- ' i ' i - Hilts Consulting Group, Inc. Project 07-004. 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH / YC s' (909) 590-5200 Page r! Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 CMU Design: n = 25.78 k:= ff (r p)2 + 2•(n•p) – n•p k = 0.40 Masonry compressive stress: Mwall 2 fm fcmu 2 .(2 — I fcm„ = 641 psi F,�lo,,v := fm •SI•LDF bwall•dcmu t•k// 3 Reinforcement tensile stress: mvall fs:= Aspar fs = 25218 psi spacing 1 dcnu 12in FsAllow:= if(0.5•fyLDF < 24000psi•LDF,0.5•fyLDF,24000psi•LDF) Masonry shear stress: k 3 j=0.87 FmAllow = 665psi FsAllov,,= 31920 psi Uwall lb 0.5 fv. fv= 9psi FvAllow:= F•SI•LDF• in FvAllow= 52 psi bwWaIII Reinforcement bond stress: f Uwall f = 73psi F µ:= £ N p I,gllow:= (200 psi)•SI•LDF FNAllow= 266psi 0 spacing 1'dcmu 12in Development Length: int Nobar•in1 fs Ldtension:= 0. F002 Ib ( g ) fsJ•1.50 if >: 0.80 / sAllow int • Nobar•inl 0.002• Ib —8 Ifs otherwise Lap:= ma1Q Ldtension,40'I NObarl in J L \ 8 /I CMU Retaining Wall - 1ft Ret 4-1 Slope 9ft Wall 6 frn U = 96% FmAllow fs = 79% FsAllow fv = 17% FvAllow fp = 27% FNAllow Ldlension= 32 in Lap= 32 in n r Hilts Consulting Group, Inc. .Project 07-004 E`\! 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer: DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, ,77, 78 & 79 '. CMU Retaining Wall.- 1ft Ret.4-1 Slope 9ft Wall 7 Retainihq Wall (at bottom of wall): Wall Geometry: Hret= 1.00ft Design retaining height avail Design unit wall width _ ,121n. CMUret = Sin Wall thickness Noy; 7 spaGng 16tH; Flexurai rebar sizeand'spacing ,az 4CMlJreiri 0 375tn�' ' 2 4t. drmu = 3.81 in Distance to flexural rebar n Nota,•in 2 ASbar ( ) Asbar - 0.60in2 Rebar cross sectional area 4 8 ' r. Nobar•inl Eo := n'I Eo= 2.75in Rebar perimter 8 J \Asbar P:= P = 0.0099 Flexural reinforcement ratio spacin9•dcmu Minimum reinforcing: Asbar Pg := p9 = 0.0047 Must be greater than 0.0007 spacing•CMUret 0.20inZ Phoriz - 24in•CMUret Phoriz = 0.0010 #4 @ 24" o/c Must be greater. than 0.0007 Ptotal :_; Pg + Phoriz Ptotal = 0.0057 Must be greater than 0.0020 Design Loads (Normal Long-term Loading): LDF = 1 00 Load duration factor Active Soil: Vsoil:=i2•EFPAdive•bwali•Hret+Hsoil�2- -UPActive-wau•Hsoi12 Vsoil=601b " ,1 3 Msoil =' s EFPAaive bwall'�Hret+ Hsoil� 1 s . = s' EFPActive'bwall'Hsoil M - 46ft•Ib : soil — V:= Vsoil V = 601b y I. M:= Msoil M = 46ft•Ib CMU Retaining Wall.- 1ft Ret.4-1 Slope 9ft Wall 7 Hilts Consulting Group, Inc. Project 07-004 . 16716 Quail Country Ave. Date 4/19/2007 `. Chino Hills, CA 91709 Designer DH (909) 590-5200 C Page Madison Club, CVWD Well Sites ,\ • # 73, 74, 77, 78 & 79 M l m f CMU Design: n = 25.78 k:= (n•p)2 + 2•(n•p) - n•p k = 0.50k 1:= 1- 3 1=0.83 Masonry compressive stress: M l m f fanu:= 2•I( kJ fcmu= 15 psi F,nAllou,:= -SI•LDF 3 Fn,Allo„v= 500psi 3% bwall•dcmu i FmAllow Reinforcement tensile stress: M fs:= Aebar fs = 389 psi spacing J dcrnu 12in FsAllow:= if(0.5•fy LDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF). FsAllow= 24000psi FsAllow Masonry shear stress: V (lb 0.5) f,:= V bwall•i•dcm fv = 2psi FvAllow:= �•SI•LDF in FVAllow = 39 psi u vAllow Reinforcement bond stress: fµ := fm = 9psi FµNlow:= (200psi)•SI•LDF Ft,AIOw= 200psi 5% 1 danu FNAllow spacing 12in Development Length: int NObar•inl 11 fs Ldtension:= 0.002• Ib ( 8 J'fsJ•1.50 if F z 0.80 sAllow int NObar•in 0.002• Ib 8 fs otherwise Lap:= max Nobs Ldtension�40•� 8 �•in1 CMU Retaining Wall - 1 ft Ret 4-1 Slope 9ft Wall 8 Ldtension = 11n Lap= 35 in Hilts Consulting Group, Inc: Project 07-004 .. 16716 Quail Country Ave. Date 4/15/2007. Chino Hills, CA 91709 " Designer` DH _ (909) 590-5200 Page J Madison Club, CVWD Well Sites' Vwall.ret' = Hsoil)2— 2• EFPAcIive'bwall`HsoiZ # 73, 74, 77, 78 & 79 Vviall.ret = 601b Deslqn Loads (Short-term Loading): LDF = 1 33 Load duration factor Active Soil: Vwall.ret' = Hsoil)2— 2• EFPAcIive'bwall`HsoiZ Vviall.ret = 601b 2_EFPActive-bwall'(Hretr+ I, 4. 1 3 3 Mwallset —•EFPActive'bwall'(Hrel+ Hsoil) — — EFPAdive-bwall'Hsoil Mwall.ret = 46ft•lb- 6 6. Wall EQ: VwaII.DL EO:= Fpw.wall-(CMUwall'Yanu-HwalI + CMUret'Yanu'Hret)'bwall " V 3951b waILDL.EO = �ir I/ 11 2 H2t ll'bwall .. , MwaILDL EO:= Fpw.wall'I I CMU II'Yanu'Hwall'I tall "+ HretIJ + �CMUrePYanu MwaILDL.EO 1976ft•lb LL \ / /J Wall Wind: Vwalhvind = Pwind'(1 — 009fence)-bwall•1-4ence t Pwind'bwall'Hwall 'Vwallmind,= 2561b ., n , rHtence l ( Hwall 1 ' Mwall.wlnd := Pwind(� - �Pn9fence)'bwall'Hfence' 2 + Hwall + Hret/I + Pwind-bwall-Hwall( Z + Hret/I Mwall wind = 1410,ftab Soil EQ: Vsoil.EO l'= EQsoil'bwall-Hret Vsoil.E0 =' 121b Hret MsoiLEW= EQsoil-bwall-Hret' MsoiI.EO = 6ft•Ib 2, V:= ,Vwall.ret + maX(VwaII.DL.EO"+ VsoiI.EO,Vwall.wind) V = 4671b M:= Mwall.ret + m (Mwmll.DL.EO + MsoiLEO. Mwallwind) M = 2028ft•Ib umu Kelalning wan - 1tt Ket 4-1 Slope 9tt wall 9 Hilts Consulting Group, Inc. Project 07-004 - 16716 Quail Country Ave. Date 4/19/2007 H�t Chino Hills, CA 91709 Designer DH (909) 590-5200 Page V• Madison Club, CVWD Well Sites • ## 73, 74, 77, 78 & 79 f CMU Design: n= 25.78 k:= (mp)2+ 2.(n -p) - n -p k= 0.50 Masonry compressive stress: M 21 fm fcmu:= 2 J fd„u= 667 psi FmAllo.:= 3 -Sl•LDF bwall'dunu j • k 3 Reinforcement tensile stress: M fs:= Asbar fs = 17006psi spacing '1'danu 12in FsAllow:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fy LDF,24000psi•LDF) Masonry shear stress: k j:=1- 8 i=0.83 FmAllow = 665psi F5Allow = 31920 psi (Ib fv:_ bwall'j'd«n f = 12.3 psi F allow:= J fm Sl•LDF I\ in ) FvAtlow= 51.5 psi u Reinforcement bond stress: V fp :_ £ fm = 71 psi Flow:= (200psi)•SI•LDF 0 spacing j damu 12in Development Length: rint (Nobar•in)fs • 1fs Ldtension := 0.002• .50 if > 0.80 Ib • I\ 8 F sAllow int NObar'inl 0.002• Ib 8 J'fs otherwise r l 1 Lap:= mNobar a Ldtension.40•I 8 I•inJ CMU Retaining Wall - 1 ft Ret 4-1 Slope 9ft Wall 10 FNAllow = 266psi LITzf— = 100% fs = 53% FsAllow Ldtension = 30 in Lap= 35 in Hilts Consulting Group, Inc Project 07-004 16716 Quail Country Ave. Date 4/19/2007.. Chino Hills, CA 91709 Designer DH - (909) 590-5200 Page I Madison Club, CV-WD Well Sites ' # 73, 74, 77, 78 & 79 Footing Stability & Soil Bearing Design (Static Design): Footing Geometry: L10e = 1.33ft Footing length from face of wall to toe Lheel = 2:00ft Footing length from face of wall to heel 400ting = Ltoe + Lheel 400ting = 3.33 ft Total footing length ' Tfooting= 1.25ft Footing thickness bwali = 1'.00ft - 'Design unit wall width Dkey = O.00ft Key depth Wkey = 0.00ft . Key width . Sliding Stability:" Sliding i= 2•EFPActive•bwall•Hret+ Hsoil+ Tfooting)Z Sliding = 2101h WaIIDI �= YcmufCMUwall'Hwall + CMUrer(Hret+ Hsoil)] bwall Wallpl = 9971b FootingOL:= Yconc'400ting-Tfooting-bwall - FootingoL = 6251b KeYDL - Yconc'DkeyWkeybwaII KeypL = Olb SoilDL:= Ysoil'(Lheel — CMUret)-(Hret+ Hsoil)•bwall SoilpL = 3071b EDL := WallDL + FootingDL + SoilDL + KeyDl EDL = 19291b j Resistfriction Friction Factorsoil. EDL Resist' 7721b 7721b " 1 2 Resistpassive := 2 •AIIowPassivesoi': bwau•(Tfoot;ng + Dkey + Hsoil — 12in) Resistpassive = 1951b Resistfriaion + Resistpassive FSsliding = Sliding it FSsliding = 4.60. > 1.50 F CMU Retaining Wall - 1f Ret 471 Slope 9ft Wall 11 _Hilts Consultinq Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 HChino Hills, CA 91709 Designer DH (909) 590-5200 Page i Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 `d Overturning Stability (sum moments about footing !gel: . EFPAaive'bwall'(Hret+ Hsoit+ Tfooting)3J11- 6 EFPpctive-bwail(Ttooting+ Hsaii- 12in)3 OTM:= 1-6 OTM = 215ft•lb 1 (CMUret WaIIRM:= WaIIDI' + Ltoe 2 WaIIRM= 1662ft- Ib CMUret 1 (KeYFIM:= KeYDL' 2 + Ltoe/I KeYRM= Oft -lb 1-footingFootingRM:= FootingDL2 FootingRM= 1042ft•lb Lheel - CMUretI Soi IRM.heel = SOiIDL' Lfooting - 2 /I S01 IRM.neei = 818ft•Ib ERM := WaIIRM + FootingRM + SOIIRM.heel + KeYRM ERM = 3522 ft•lb ERM FSOTM := OTM FSoTM = 16.39 1 > 1.50 Soil Bearing: Lfooting ERM - OTM efooting.stat — 2 - EDL efooting.stat = -0.O5ft Ltooting 1 Lequiv.stat = 3' 2 - elootingstat/I Lequiv.stat = 5.14ft EDL &Y-DL•efooting.stat 1-footingSoilBearingstat:= + if efooting.stat � Lfooting'bwall 1-footing2'bwall 6 2 -EDL otherwise Lequiv.stau bwall SoilBearingstat = 529psf Looting = O.56ft 6 CMU Retaining Wall - 1ft Ret 4-1 Slope 9ft Wall 12 Resultant in middle 1/3 Resultant outside middle 1/3 SoilBearingstat AIIowBearin = 21 9soil I Project 07-004 Hilts Consulting Group Inc.., 4 r 16716 Quail -Country Ave. .. Date 4/19/2007 �i Chino Hills, CA 91709. r ,Y Designer, DH (909) 590-5200 Fage ' Madison Club' CVWD Well Sites. # 73, 74; 77, 78 &:79 Footing Stability & Soil Bearing Design (Lateral Design): Active Soil: Vwall.ret:= 2•EFPActive'bwall'(Hret+Hsoil+Tfooting)2-.--EFPActivebwall�(Hsoil,+Tfooting)2 Vwallrat=1091b Mwall.rete= .EFPActive bwad'(Hret+ Hsoil+ Tfeoting) -—EFPAdive-bwall'(Hsoil+ Tfooting) Mwall.ret = 152ft•lb Wall EQ: VwaII.DL:EQ Fpw.wau•(CMUwaII•Yrnw'Hwall+ CMUrerYemu'Hret)•bwall VwaILDL.EQ 3951b r = Hwatl HetMwILDLEQ = Fpw.wall'Yunu MUgall' Hwall' — + Hret + Hsoi1l1 +fCMUrer e(2 + Hs.ai1l 1J1J bvall . MwaII 11C 2 /= 2371 ft -lb ii q Wall Wind: ._ Vwall.wind Pwincr 1 Opn9fence)-bwall-Hfence + pwinebwairHwall Vwall.wind = 2561b rHfence Hwall l Mwallvend Pwind(1 - Opngfence)'bwall-Hfence'I 2 + Hret+ Hsoill + 1OWnd'bwall'Hwall'I Z + Hret+ Hsoill Mwall.wind = 1667ft•lb it \ � \\\ Soil E r Vsoil.Eo EOsoil'anall'Hret Vsoil.EQ = 121b p r Hrefl 5 MsoiI.EQ EQsoil-bwall-Hrerl 2 + HsoiJ Msoil.EQ = 19ft-1b t Sliding `Stabillty: , Sliding := Vwall.ret + max(VwaII.DL.EQ + VsoiI.EQ.Vwal).wind) Sliding = 5171b r Resistfriction + Resistpessive FSsliding = Sliding r FSsliding= 1,8T Overturnina Stability (sum moments about footing toe): OTM := Mwall.rel + max(MwaILDL.EQ +.MsoiI.EQ. Mwall.wind) OTM = 2542lb•ft - a ERM FSQTM := OTM FSoTM = 1.39 Soil Bearing: i 1 -footing ERM - OTM Lfooting t ' efooting.lat 2 EDL efooting.lat = 1.16ft 6 = 0.56ft o I( 400ting 1 Lequmlat = 3'I 2 - efooting.la J I-equiv.lat= 1.52ft V EDL 6'EDL-efooting.lat Lfooting SoilBearinglat := + if efooting.lat < Resultant in middle 1/3 �i Lfooting'bwall 2 6 Llooting 'bwall 2 -EDL Resultant outside middle 1/3 E otherwise Lequiv.latbwall . Soill3earinglatSoil®earinSlat=2532 psf = 761/6 ` „ AIIowBearin9soir 1.33 CMU Retaining Wall - 1ft Ret 4-1 Slope 9ft Wall 13 16716 Quail Country Ave. Chino Hills, CA 91709 C t7 (909) 590-5200 Madison Club, CVWD Well Sites 10 # 73, 74, 77, 78 & 79 Footing Toe Design (bottom rebar): NO" 7 spacing ' .161ri Toe flexural rebar size and spacing. A ' Tfcolatg : Nobarin 3+ d = 11.56in Design Loads: SoilBearing:= max�SoilBeanngatat.SoilBearinglat) SoilBearing= 2532psf erooting:= Iefooting.stat if SoilBearingstat i SoilBearinglat erooting = 1.16ft efooting.lat otherwise SB2'= — if erooting 5 Lfooting' bwall Lfooting 2 'wall 6 Lequiv:=I Lequiv.stet if SoilBeadngstat a SoilBearingiat Lequiv = 1.52ft Lequiv.lat otherwise Soil400ting wsoil.bearing := LBeBeaaring If efootng 5 6 LSB := 1 -footing 400ting if erooting 5 LSB = 1.52ft 6 SoilBearing Lequiv otherwise LDF := 11.00 if SoilBearingstat z SoilBearingiat LDF = 1.33 1.33 otherwise Sawa,,,:= SBt — (wsoil.bearing'Ltoe) if LSB i Ltoe 3roject 07-004 Date 4/19/2007 Designer DH Page Effective length of soil bearing Load duration factor (based on critical load case for soil bearing) SBI := SoilBearing SBI = 2532 psf Soil bearing at toe of footing £OL ti•£DL•efooting Ltootin g SB2'= — if erooting 5 Lfooting' bwall Lfooting 2 'wall 6 SB2 = Opsf Soil bearing at heel of footing Opsf otherwise Soil400ting wsoil.bearing := LBeBeaaring If efootng 5 6 s wsoil.bearing = 1661 ftf Rate of soil bearing change g SoilBearing otherwise LSB Sawa,,,:= SBt — (wsoil.bearing'Ltoe) if LSB i Ltoe SBwail = 317psf Soil bearing at wall face Opsf otherwise a CMU Retaining Wall - 1ft Ret 4-1 Slope 9ft Wall 14 Hilts Consulting Group, Inc Project 07-004 ' - 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 4 ' Designer' DH (909) 590-5200Page Madison CI - i � •'i ,'. i S x ub, CVWD Well Sites y # 73, 74, 77, 78 & 79 ' CMU Retaining Wall,- 1ft Ret 4-1 Slope 9ft Wall 15 s " SBI + SBwall 3. Vtoe := 2 •Ltoe-bwall if tSB i Ltoe Vtoe = 18991b Shear at wall face M• otherwise 2•SBt`LSB-bwall f. Mioe = rr 4oe2 1 2 LSBwall' Z + 2 561 - SBwau)'4ae 3'408)-bwall if LsB Z Ltoe Mtoe= 1594ft•lb Moment at wall face 1 . . LsB -SBI t SB C (LIO. - IJ bwau otherwise 3 1.87• Vt,, 1.87• Mtn Vu, �LDF VO = 26701b Mu:= LOE Mu = 2241ft•Ib - .. ' ail - .... t • - Concrete Design: .' y. . .. p n rNObar•Inl ( bwall Z As :=As=0.45in 4:'\ 8 / ,i \s ac.. P 9 _ t if As - 0 Pmin - 0033 P = P = 0.0033 bwall-d Pmax = 0.0134 As•fy r a _ ,i• ,�; a:= a= 1.06in - Wn:= Of-Asd- -J 0.85•fc-bwall \ 2 :' OMn = 22389ft•Ib f' 4 Mu 3— MomentRatio := if P < Pmin MomentRatio = 13% + IJ OMn t r Mu otherwise k 1 OMn , lb0.5 _ V r OVc:= (�v'— 2,/ fc•bwall•d QVc= 11794Ib = 23% A' t; in OVa a Tema Steel: As to 010' 0 0014' Ptemp (footing d ' ext:+g PtemP'• j E ntemp = ! emp = 3.24 _ r'` • As.temp x s a . ( CMU Retaining Wall,- 1ft Ret 4-1 Slope 9ft Wall 15 s " Hilts Consu/tina Group, Inc. A16716 Project 07-004. Quail Country Ave. �t Date 4/19/2007 Chino Hills, CA 91709 Designer DH- ':,) (909) 590-5200 Page Madison Club, CVWD Well Sites >bti # 73, 74, 77, 78 & 79 Footinq Heel Design (tog) rebar): Ntip� 5 spacing 16in Heel flexural rebar size and spacing 16 v d xY. 4a d-:Tfochns.,. , , 31n d = 11.69 in Distance to flexural rebar Desian Loads: Vheel E1Ysoir(Hret+ Hsoil)'(Lheel — CMUret)] +l [YcorWTfoottng'(Lheel — CMUret)f l'bwall Mheel = [ysoiI,(Hret C + Hsoi(Lheel – CMUret)2 I [YeoncTfooting- +(Lhel–CMUret)211bwaUl)' 2 J2 JJ V,,:= 1.7•Vheet Vu= 946 lb Me:= 1.7•Mh,,l M„ = 631 ft -lb Concrete Design: it Nobar'in2 bwall As 4 ( 8 ) (spacing) Pmin = 0.0033 As-fY a := a= 0.54 in 0.85•fc-bwall 4 –.MU MomentRatio := 3 if P s Pmin OMn M„ — otherwise Wn lb0.5 OVc = w' in •2V e.bwali.d As= 0.23in2 As P : b<vall•d p = 0.0016 OV, = 11921 Ib l OMn Of'As-fy a d – 21 CMU Retaining Wall - 1ft Ret 4-1 Slope 9ft Wall 16 Vheel= 557 lb Mheel = 371 ft -lb Amax = 0.0134 OMn = 11821 ft- Ib MomentRati V„ —=8% OVc f^ Hilts Consulting Group, Inc. ti' Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH _ (909) 590-5200 Page Madison Club, CVWD Well Sites ` # 73, 74, 77, 78 & 79 n Q I i Htenpe �''. (max.) �Pngt�,� 1004 (min.) Fence(° Opening) 0 : v _gs5 (max.) Bret 2 OOtt (max.) Woll CMU & Rebor ` (size & spocing) �H,►=12in (min.) / � t i> o d,woll, i � CMU;�,'eIt Bin ;I CAitIJ,�t=bin' Fin. Gr. { _=LI IHI— — —l I IE -1 I—I =1 I I=I I El I El II=I I I=1 I' —1 Ret CMU & R. bar / (size & spocing) Tfootlh 15inz _ _III—II duet ':•N.�%)_`< ;, 11=I —III=11 11=I I I L°r13 t 301n booting := boe + Wheel _ III=1 I Heel Rebor -III = — — — — — — =III=III=III=III=III=11'' t _ (size Spring) =11 P l (top tote) =III=III—III=iI!-1'' booting—3.75ft " I` S Wk" %ani ' li ti• `! Key Rebo r — Toe Rebor (size & spocing) (bottom fore) oin (size a spat ng) L.heel 1 y L.f001ir:9 Ir i� , 1 ;I • CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 1 ` 16716 Quail Country Ave. Chino Hills, CA 91709 C '�t (909) 590-5200 f` Madison Club, CVWD Well Sites 1�J # 73, 74, 77, 78 & 79 Material Properties: f� = 25000,sI% fy i= 60ksi Es;= 29000k9%; p := 0.85 if fc 5 4000psi p = 0.85 fc - 4000psi (0.85 - 0.05) 1000psi otherwise 0.85.04c r 87000psi 1 Pbal f 8700 sl + Pbal = 0.0178 Y f /I Y pmax := 0.75Pbal Pmax = 0.0134 [3�c lb 0.5 200 lb l Pmin max J Pmin = 0.0033 fy In fY inZ =Yconc-;=p;150pCf' fm=i= 1500p5,? 12 129psf+' 12psf A241 1. Yc'! maX , 8. JJ Em:= 750 -fm Em= 1125000psi ES n:= n= 25.8 Em Concrete 28 -day compressive strength Rebar yield strength Rebar modulus of elasticity Balanced reinforcement ratio Maximum reinforcement ratio Minimum reinforcement ratio Concrete unit weight Concrete flexural & shear strength reduction factors Concrete masonry unit (CMU) 28 -day compressive strength Ycmu -- 136pcf CMU weight, normal weight units (solid grouted) Equivalent weight of CMU + 1" Stucco CMU modulus of elasticity CMU Special Inspection (yes=1/no=0.5) Modular ratio CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 2 'roject 07-004 - Date 4/19/2007 Designer DH Page Hilts Consu/tina Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH f (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 a , Soil Properties. Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005 Ysou : 1 1'50d-" Soil unit weight AllowBearingso;l:= mi 1500psf + r 1 (400itr,g - 12in)•ft 250psf 250psf] + + Hso;l - 12in) [(Tfooting 2500psf Cv ;64.1 Cv = 0.83 JI 6in EQ25plif sou AllowBearingso;l = 2500 psf Allowable soil pressure w/ depth & width increases Frict,onfadorsou 0 40 FrictionFactorso;l = 0.40 Allowable friction coefficient Alloinrl?asslpesQ,l 4 250pCf AIIowPassiveso;l = 250pcf Allowable passive pressure, ignore upper 1 foot P` 35 Levei 35 'd' Active soil equivalent fluid pressure, level backfill For sloping backfill: EFPq�;ve.level Ka.level := Ka.ievel = 0.30 Ka for level backfill Ysoil pslope atan� pslope= 18.43deg 3:1 backfill slope m"sai s;32de9'= 0soil = 0.56 Soil internal friction angle (silty sand) ...:..........� :tip. _ _., ,. �s(p — J co* slope) -'ope)2 —Coq( ..i'f Ka.slope _ r— COs(pslope) + J Cogpslope)2— Coq( soil)2 Ka.slope = 0.38 Ka for 3:1 sloped backfill EFPq�;vo Kaslope ygp;j, EFPAct1VB = 44pcf Active soil equivalent fluid pressure, 3:1 backfill CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall Seismic Zone 4 Near Source Acceleration, Source A, < 10 km Seismic Coefficient Near Source velocity, Source A, < 10 km Seismic Coefficient Dynamic lateral earth pressure per foot of retained height (not required for retaining less than 6'). 3 0'Na' Ca = 0.46. V29 Cv ;64.1 Cv = 0.83 Hret-:' EQ25plif sou EQsoil = 25psf ;2. CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall Seismic Zone 4 Near Source Acceleration, Source A, < 10 km Seismic Coefficient Near Source velocity, Source A, < 10 km Seismic Coefficient Dynamic lateral earth pressure per foot of retained height (not required for retaining less than 6'). 3 �;� Hilts Consulting Group, Inc. 16716 Quail Country Ave. Project 07-004 - Date 4/19/2007 Chino Hills, CA 91709 Designer DH i j (909) 590-5200 Madison Club, CVWD Well Sites Page ;Rpij_3%0 Ductility 8 Overstrength Coefficient, UBC Table 16-0, wall elements 0.62 Exp C # 73, 74, 77, 78 & 79 Seismic Force on Elements (walls) - UBC 1632: Ca = 0.46 Seismic Coefficient Elements, UBC Table 16-K IA.' Horizontal Force Coefficient, UBC Table 16-0, wall elements Mxa 0-15 ;Rpij_3%0 Ductility 8 Overstrength Coefficient, UBC Table 16-0, wall elements 0.62 Exp C hx = 10.50ft Height to level for design hr =`H,�+ Hwal►? Itis, = 10.50ft Total height 0.67 ap.wall'Cad hx P Fp.min.wall := 0.7•Ca'Ip Fpx.wall:= • Rp.wall 1 +3- Fp.maxwall := 4.0•Ca Ip Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83 Fpu.wall := Fp.min.wall if Fpx.wall < Fp.min.wall F 0.61 pu.wall = Fp.max.wall if Fpx.wall > Fp.max.wall Fpx.wall otherwise Fpu.wall Fpw.wall := 1.4 Fpw.wall = 0.44 Wind: Height Exp. 'd Exp. 'C Exp. 'B' 0-15 1.39 1.06 0.62 Exp C 20 1.45 :... 1.13 0.67 25 1.50 ........ ..._ ...__ _........._ ........._. Wind Stagnation Pressure (qg) UBC Table 16-F 70 mph:._,_, 80 rrphi 90 mph: 100 mphl 110 mph: 120 mph ° 130 mph 12.6 psf. 16.4 psf' 20.8 psf; 25.6 psf: 31.0 psf: 36.9 psf 43.3 psf 256psf "4 4s = 19.2 psf 100mph (w/ 25% reduction for minor structures UBC 1624) Special Occupancy, UBC Table 16-K CyI*. Pressure coefficient, minor structures Pwind:= Ce'Cq'gs-lw Pwind= 28 psf CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 4 Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007. Chino Hills, CA 91709 Designer DH 7 - (909) 590-5200 Page tir L Madison Club, CVWD Well Sites �'. # 73, 74, 77, 78 & 79 . p Fence Wall Design: Wall Geometry: Hwau = 8.50ft CMU wall height 12m Design unit wall width wb cMUwaii = 8.00in _ Wall thickness Nopa, Si spaung 16in p Flexural rebar size and spacing s ms's �CMU�,en 0375in dams = 3.81 in Distance to flexural rebar' - LDF 1 33 Load duration factor n Noba,•inl2 Asbar •� I. Asbar = 0.31 in Rebar cross sectional area 4 8 If fNObw-in�" 7.():=n I\ Eo= 1.96in Rebar perimter 8 Asbar P:= p =0.0050 " Flexural reinforcement ratio spacing-d,nu Minimum reinforcing: Asb*a, Pg • Pg = 0.0024 Must be greater than 0.0007 spacing•CMUwall i' 0.20in2 Phoriz •= 24in•CMU,;all Phoriz = 0.0010 #4 @ 24" o/c Must be greater than 0.0007 Ptotal = Pg + Phoriz Ptotal = 0.0034 Must be greater than 0.0020 Loading: Pwind=!28psf wEQ := Fpw.wall'Ycrnu'CMUwaII wEQ = 40psf Vwind•= Pwind•(1 — OPngfence)-bwall'Hfence + Pwinebwall'f•Iwall Vwind = ?42 lb Mwind _ Pwind�1 — Opngfence)-bwall'Hfence' �Nf + ItwalI +.pwinewall' Y I"twall MIwind= 1029ft•lb 2� 2 CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 5 Hilts Consulting Group, Inc. Project 07-004 - 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page j, Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 CMU Design: n = 25.78 k:=(n•p)2+ 2•(mg) – n•p k = 0.40 Masonry compressive stress: Mwall 2 fm ftmu:= 2 fc,,,u= 572 psi FmAllow:= —'SI•LDF bwall' dams i' k 3 Reinforcement tensile stress: Mwall fs ASbar fs = 22494 psi spacing '1'danu 12in FsAllow:= if(0.5•fy LDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) Masonry shear stress: k j =1– j 3 =0.87 FmAllow = 665psi FsAllow = 31920 psi Vwall Ib0.51 f,,:= fv= 8psi FvAllow:= F•SI•LDF• — I FvAllow= 52 psi bwall'j'danu in / Reinforcement bond stress: Vwall fµ := f4, = 69psi FpAllo,�,:= (200psi)•SI-LDF Fl,Alla,„= 266psi 0 spacing '1 dams 12in fano = 86 % FmAllow fs = 70% FsAllow f„ = 16% FvAllow fµ = 26% FµAllow Development Length: 2 No inl l f Ldtension := 0.002 in •I 8 r I fsJ • 1.50 if F s >– 0.80 Ldtension = 28 in l J sAllow int NObar'In 0.002• Ib 8 —)'fs otherwise ( l Lap:= ma Ldtension,40•I NObar 8 �•inJ Lap= 28 in CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 6 I ..1� Hilts Consulting Group, !na' ,:Project 07=004 �F 16716 Quail Country Ave. Date 4/19/2007 .. ll Chino Hills, CA 91709 Designer DH r :... (909) 590-5200 .... Page Madison Club, CVWD Well Sites t 1,5 #73,-74,' 77, 78 & 79 Retaining Wall (at bottom of wall): Wall Geometry: Hret= 2.00 ft Design retaining height Yr l2tng Design unit wall width. CMUret = 8in Wall thickness Nope» 6� spacang 418tH; Flexural rebar size and spacing CMU 0 375in stn dam,,, = 5.62in Distance to flexural rebar t CNoBr•in�2 Asyar �'— • 2 Asbar = 0.44in Rebaccross sectional area ' . Nobar•in Eo:=a• Eo=2.36 in Rebarperimter 8 ASbar P:= p = 0.0049 Flexural reinforcement ratio specing•d«nu - r Minimum reinforcing: ASbar pg •. Pg = 0:0035 Must be greater than 0.0007 spacing•CMUret 0.20in2 Phoriz 24in•CMUret Phoriz = 0.0010' #4 24" o/c; . Must be greater than 0.0007 Ptotal = �Pg + Phoriz j Ptotal = 0.0045 Must be greater than 0:0020 , Design (Loads (Normal Long-term Loading): LOF = 1005 Load duration factor Active Soil: = Vsoil:'2•EFPAaive'bwall•(Hret+Hsoil�Z'- 2• EFPActivebwall•Hsoil2 Vsoil=1751b Msoil:=`i6 EFPAaive•bwall•(Hret+ Hsoil)37 S•EFPActjve•bwa11•Hsoi3 Msoil"= 190ft•Ib V:= Vsbil V = 1751b II I, ,I I, M:= Msoil M = 190ft•I6 r • CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 7 Hilts Consulting Group, Inc. Project 07-004 - 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH f/ (909) 590-5200 Page 1 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 .% , CMU Design: n = 25.78 k:= (n•p)� - n•p k = 0.39 k v 1:= 1 - 3 j = 0.87 Masonry compressive stress: M 2 fm fanu - fcmu:= fcrnu = 35 psi Fgllova:=—•Sl•LDF FmAllow = 500psi 7% bwall•dcmu2 i•k 3 FmAllow Reinforcement tensile stress: M fs ASbar fs = 1406 psi 1 dcmu spacing 12in fs FSAII, ,:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAliow = 24000psi = 6% FsAllow Masonry shear stress: 05 V Ib I fv:= — fv= 3psi FvAllaw:= F•SI•LDF• FvAllow= 39 psi bwall•1'dcmu in J Fvalow Reinforcement bond stress: V fp fµ :_ fp = 20psi Ft,gllow:= (200psi)•SI•LDF Fpgiiov= 200psi - 10% Eo F µAllow 1 dams spacing 12in Development Length: 10. intNobar•inlll fs Ldtension = F002• Ib ( 8 I•fsJ•1.50 if >- 0.80 Ldtension= 2in J sAltow int Nobar•inl 0.002• Ib ( g J'fs otherwise rNObar Lap:= max Ldtension,40•I 8 �•in Lap= 30 in CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 8 - Hilts CW 7f ;ultina Group. -Inc: Project 07-004 . 16716 Quail Country Ave. Date, 4/19/2007 Chino Hills, CA 91709 Designer . DH (909) 590-5200 Page Madison Club, CVWD Well Sites ( # 73, 74, 77, 78 & 79 Design Loads (Short-term Loading): LDF = 1t33? Load duration factor Active Soil Vwau.ret= I'EFPActive'bwall'(Hret+Hsoil)2— Z•EFPActive•bwall-Hsoi2. Mwall.reP`•= 6-UPActive-bwall'(Hret+ 1150i)s•EFPAaive-bwan•Hsoil3 �j !1 Wall EQ: Vwan.OL:EO:= Fpw.wair(CMUwall•Yanu'HwaII + CMUret•Ycmu•Hret)•bwall. rr Hwall. l ( Hret2l1 Mwall.DL.EO Fpw.waII- I CMUwall•Ycmu•Hwall'� 2 + Hfetl] + I CMUret'Tcmu' 2 JJ bwall Wall Wind: Vwall.wind Pwind(1 - QPngfence)'bwall'Hfence + i?winebwall•Hwall + ( `- Hfence I Hwall e Mwall.wind �= Pwind 1 - OPn9fence ' all'Hfence' 2 + Hw all + Hret + Pwind'bwalPHwall' 2 + Hret s ,i Soil EQ: VsoiLEOI = EQsoil•bwall-Hret Vsoil.EO = 501b r c Hret Msoil.EO EQsoirbwall-Hret• 2 MsoiI.EO = 50ft•lb J t; �1 V:= Vw'all.ret + max(VwaII.DL.EO + VsoiI.EO. Vwall.wind) V = 6401b M := h4-11. et + Max(MwaILDL.EO + MsoiLEO. Mwall.wind) M = 2418ft•lb �4 i i - f Vwatl.ret = 1751b Mwall.ret = 190(t -lb Vwall.DL.EO = 4151b Mwall.DL.EO = 2178ft•lb i I jt CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall r 9 > ` `` ` CMU Design: n=25.78 k:='/(n•p)2+2•(n•p)—n•p k=0.39 Masonry compressive stress: fm fcmu := M 2 • 2 — fcmu = 448 psi FmAllow := fm • SI• LDF bwall•dcmu t•k 3 Reinforcement tensile stress: M fs :_ Asbar fs = 17910psi spacing 1 dams 12in FsAllow:= if(0.5•fyLDF S 24000psi•LDF,0.5•fyLDF,24000psi•LDF) Masonry shear stress: k j:=1— 3 1=0.87 F,,,alow = 665psi FsAllow = 31920psi V lb0.s\ f�:= fV= 10.9 psi FvAllow:= �•SI•LDF• J FvAllovu= 51.5 psi bwall•i•dcmu in Reinforcement bond stress: V fp := E fl, = 74 psi FpAllow:= (200psi)•SI•LDF 0 spacing dcmu 12in Development Length: int Nobar•inl fs Ldtension := 0. F002• Ib ( 8 J'fs • 1.50 if 2 0.80 sAllow intNobar•in 0.002• Ib - g )•fs otherwise Nobar1 Lap:= ma Ldtension,40•I 8—)•in] CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 10 Ft,Allc„ = 266psi fcmu = 67% FmAllow fs = 56% FsAllow f„ =21% FvAllow fµ = 28% FyAllow Ldtension = 27 in Lap= 30in U Hilts Consulting Group, Inc. Project 07-004 - 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH r (909) 590-5200 Page } Madison Club, CVWD Well Sites \.� # 73, 74, 77, 78 & 79 CMU Design: n=25.78 k:='/(n•p)2+2•(n•p)—n•p k=0.39 Masonry compressive stress: fm fcmu := M 2 • 2 — fcmu = 448 psi FmAllow := fm • SI• LDF bwall•dcmu t•k 3 Reinforcement tensile stress: M fs :_ Asbar fs = 17910psi spacing 1 dams 12in FsAllow:= if(0.5•fyLDF S 24000psi•LDF,0.5•fyLDF,24000psi•LDF) Masonry shear stress: k j:=1— 3 1=0.87 F,,,alow = 665psi FsAllow = 31920psi V lb0.s\ f�:= fV= 10.9 psi FvAllow:= �•SI•LDF• J FvAllovu= 51.5 psi bwall•i•dcmu in Reinforcement bond stress: V fp := E fl, = 74 psi FpAllow:= (200psi)•SI•LDF 0 spacing dcmu 12in Development Length: int Nobar•inl fs Ldtension := 0. F002• Ib ( 8 J'fs • 1.50 if 2 0.80 sAllow intNobar•in 0.002• Ib - g )•fs otherwise Nobar1 Lap:= ma Ldtension,40•I 8—)•in] CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 10 Ft,Allc„ = 266psi fcmu = 67% FmAllow fs = 56% FsAllow f„ =21% FvAllow fµ = 28% FyAllow Ldtension = 27 in Lap= 30in U Hilts- Consulting Group, Inc. - ,, .: Project 07-004 16716 Quail Country. Ave. Date 4/19/2007.. >> Chino Hills, CA 91709. Designer . DH ,.. } (909) 590-520.0 Page Madison Club; CVWD Well Sites # 73, 74; 77, 78 & 79 Footi6g.Stability & Soil Bearing Design (Static Design): Footing Geometry: Ltoe = 1. 125 Footing length from face of wall to toe , Lheei = 2.50ft Footing length froiriface of wall to heel'. 46oting:--Ltoe+ 4eei Lfo,,Irg= 3.75ft Total footing length Tfooting = 1.25ft Footing thickness bNait = 1•.00ft Design unit wall width Dkey = O.00ft Key depth Wkey =,O.00ft Key width Sliding Stability: 1 Sliding := 2•EFPAdive-bwau•(Hret+ Hsoii+ Tfooting�2 Sliding = 3961b WaIIDL-= Yanu'[CMUwan Hall + CMUret'(Hret+ I!soilflbwall Wallot = 1043113 FootingDL = Yconc•400ting-Tfooting-bwauFootingpL= 7031b KeYDL:= Yconc-DkeyWkey'bwall KeYDL = Olb SoilDL:7 YrdI-(Lh..61 — CMUre)'(Hret+ Hsoil)•bwali SOiIDL = 6321b EDL := WaIIDL +Footing DL + SoiIDL +.KeYDL _ EDL = 2378113 :.. Resistfndion:= FnctionFactorsoii•EDL Resistfridion= 951 lb 1 Resistpassive:= 2•AIIowPassiveso;i•bwan•(Trooting+ Dkey+Hsoil- 12in)2 , Resist passive= 1951b Resistfridion + Resistpassive FSsliding :_ Sliding FSsliding = 2.90 > 1.50 i. it - • CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 11 Hilts Consulting Group, Inc. Project 07-004 - �. 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH r� (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Overturning Stability (sum moments about footing toe): OTM := 1-6 UPAaive'ball' (Hret+ Hsal + Tfooting)3J – 6 EFPAaive bwalt(Tfooting + Hsoil — 12in)3 OTM = 546ft•lb 1 (CMU't WaIIRM := WaIIDL• + LI -)Wall 2 RM = 1651 ft -lb CMUret 1 KeyRM:= KeyDL• 2 fl + oe C KeYRM= Oft -lb 1-foating2 FootingRM:= FootingDL FootingRM= 1318ft•lb Lheel — CMUretl SOiI C RM.heel �= SOIIDL' goofing — 2 J SoiIRM.neel= 1792ft•Ib ERM := WaIIRM + FootingRM + SOIIRM.heel + KeYRM ERM = 4761 ft - lb ERM FSoTM := OTM FSOTM = 8.72 > 1.50 Soil Bearing: 1 -footing ERM– OTM 0.10ft efootingstat 2 EDL efootingstat = CLequiv.slat �= 3' floating2 — efooting.stal J Lequiv.stat = 5.32R EDL &FDL•erooting.stat goofing SoilBearingstat :_ + if erooting.stat < Lfooting'bwalt L{pptingZ•bwau 6 2 -EDL otherwise Lequiv.stat' bwall SoilBearingstat = 738psf CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 400ting 6 = 0.62 ft 12 Resultant in middle 1/3 Resultant outside middle 1/3 SoilBearingstat = 30% AIIowBeanngsoil Hilts Consulting Group, Inc: Project 07-004 16716 Quail Country Ave. Date 4/19/2007: r P' Chino Hills, CA' 91709 Designer DH CI ,` (909) 590-5200 Page ' Madison Club, CVWD Well Sites r # 73, 74, 77, 78 & 79. Footing Stability & Soil Bearing Design (Lateral Design): Active Soil: Vwall.ret2 •EFPAaive'bwan(Hret+Hsoil+Tfooting)2—,2•EFPAdive•bwau•(Hsoil+Ttooting)2 Vw211.ret=2851b Mwall ret :_ — EFPActive' Hret + Hsoii + Tfooting 3 — EFPAetive' + 3 bwall'( � 6 bwall•(Hsoil Ttooting� Mwall.ret = 477ft•lb 6 I Wall EQ: VwaII.DL:EQ Fpw.wair(CMUwall•Ycrnu•Hwall + CMUrerYcmu'Hret)•b6vail V 4151b 11C waILDLEO =Mwall DL:EQ Fpw.walfYanu'MUwall'Hwall'I , !I + Hret+ Hsoi11� + I CMIJrerHrerl HZ81 + Hsoi IJJ bwall Mwall.DL.EO = 2593ft•lb Wall Wind: Vwall.wind:= 13wlnd(1 — 009fence)'bwall•Hfence + Pwindbwall•Hwall Vwall.wind = 2421b Mwall.wutd = Pwind(1 — OPngtenra)'bwall'Hfence' (Hfence 1 + HrHsoil r Hwall + Pwindbwall'Hwall' + Hret+ Haoil 1 Mwall.wind = 1756ft-,1b ,t+ 2 2 Soil E VsoiI.EQ:= EOsoil-bwall•Hret Vsoil.EQ = 501b rHret Msoil.EQ:= EOsoil•bwall•Hret• + Hsoil Msoil.Eo = 100ft•Ib 2 / d n - Sliding Stability: Sliding := Vwall.ret + max(VwWi.DL.EO + VsoiI.EQ,Vwall.wnd) Sliding = 7501b Resistfriction + Resistpassive FSshding:= Sliding FSsliding= 1.53 Overturninq Stability (sum moments about footing -toe): OTM':= Mwall.rat + max(NVaII.DL.EO + MsoiLEONwallmind) OTM = 31701b -ft ERM FSO := OTM FSO, = 1.50 Soil Bearing: Lfooting ERM — OTM Lfoating efootin.Oat:= efooting.lat = 1.21 ft 2 EDL 6 = 0.62ft / \ f 1 -footing Lequtv.lat = 3 - efooting.lat Lequiv.lat = 2.01 ft Il 2 EDL 6•EDL•ef6oting.lat 1 -footing SoilBeadnglat := + if efooting.lat 5 Resultant in middle 1/3 Lfooting'bwall 1-footing2'bwall 6 2•EDL Resultant outside middle 1/3' otherwise ' Lequiv.lat'bwall - SoilBearinglat = 2370 psf SoilBearingla� = 71%1 AIIowBearingsoir 1.33 . CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 13 Hilts Consulting Group, Inc. (� 16716 Quail Country Ave. Chino Hills, CA 91709 n (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Toe Design (bottom rebarl: Ntiti 6; sparing =16tn Toe flexural rebar size and spacing d �Tr�t,� � 3tri d= 11.63in Desieo Loads: SoilBearing:= max(SoilBeahngstat,SoilBearinglat) SoilBearing= 2370psf emoting:=lerooting.lat erooting.stat if SoilBearingstat z SoilBearinglat efooting = 1.21 ft otherwise tequiv :=11-equiv.1at Lequiv.stat if SoilBearingstat z SoilBearinglat Lequiv = 2.01 ft otherwise Lfooting LSB := 1 -footing if erooting S 6 LSB = 2.01 ft Lequiv otherwise LDF := (1.00 if SoilBearingstat i SoilBearinglat LDF = 1.33 1.33 otherwise SBI := SoilBearing SBI = 2370 psf £DL 6•£DL•efooting Lfootin g SB2:= — 2 if stooling 5 Lfooting'bwall Lfooting 'bwall 6 S62 = OpSf Opsf otherwise 9 'roject 07-004 - Date 4/19/2007 Designer DH Page aT Effective length of soil bearing Load duration factor (based on critical load case for soil bearing) Soil bearing at toe of footing Soil bearing at heel of footing SoilBearing 400ting wsoil.bearing := if efooting S wsoil.bearing = 1181 psf Rate of soil bearing change 1 -footing 6 ft SoilBearing otherwise LSB SBwall :=I SBI - (wsoil.bearing•Ltoe) if LSB ? Ltoe SBwaII = 894psf Soil bearing at wall face Opsf otherwise CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 14 .Hilts C6nsu/thy Group"Inc Project 07=004-. 16716 Quail Country Ave. Date 4/19/2007 • Chino Hills, CA .91709 Designer DH (909) 590-5200 Page �\ ^t 'Madison'Club; CVWD Well Sites #73,74 77,78&79 SBI + SBv,;eil Vtoe = 2 ' Ltoe• b an if LSB �t Ltoe Vtos = 2040 lb Shear at wall face ' , . .. _ .. 1 LSB'bwa 2 •SB ll otherwise Mtoe _ Oce2 Bwa11 + - SBwall�'Ltoe' 3Ltoe �S. bwall if Lss 2 Ltoe Mtoe= 1467ft•lb Moment at wall face 2 2�SBt [2 SBt LsB (Lt- bwall otherwise 3g�J 1:87• Vtoe 1.87• Mtoe Vt,:= LDF Vu=2868lb Mu= Mu=2063ft- lb LDF Concrete Design. 2 a' NObar•in bwall As 4p,� (spacing) As = 0.33inZ 8 . As s Pmin = 0.0033 P = bwall•d p"= 0.0024 pniax = 0.0134 As•fY a= a:=0.78 in 5-fc-bwall = r a OMn:= n'_ �f As fY'I d - 2) �Mn = 16752 It 4M3 -mu Momen,tRatio := if P 5 Pmin OMn MomentRatio = 16 otherwise 4Mn j lb �Vc:= mv—•2rc•bwali d �Vc= 118581b Vu Vu = 24% in WC, ii Temp Steel: A`s tem 020in2 ss Ptemp•Lrooting•d 0 0014 V ntemp = rkemp = 3.66 e,,ptemp 1.... _ I. • i I' As.temp CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 15 Hilts Consulting Group, Inc. Project 07-004- 16716 Quail Country Ave. Date 4/19/2007 1� Chino Hills, CA 91709 Designer DH (909) 590-5200 Page T Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Heel Desiqn (tot) rebar): No. bar 5 spaang 18ig4 Heel flexural rebar size and spacing ��'•: t ��'' �:;4 Nobe, in ', d=,Ttoottng:"= 31, 3in;, d = 11.69in Distance to flexural rebar Design Loads: Vheel:= 117soil'(Hret+ Hsoi)•(Lheel— CMUret) +[Yconc•Tfooting•(Lheel— CMUret)f l•bwall 2 2 [[ ( \ (Lheel — CMUret) 1 (Lhee1— CMUret) ]1.Mheel:=Ysoil' Hret + Hsoil '2 JI + Yconc'Tfooting' 2 bwail Vu:= 1.7•Vheei Vu= 1660 lb Mu:= 1.7•Mheel Mu= 1521ft•lb Concrete Design: / a �Nobar•in)Zl ball 4 8 spacing Pmin = 0.0033 As'fY a:= a= 0.54in 0.85•fc• bwall 4 -.M„ MomentRatio := 3 if P s Amin OMn Mu otherwise OMn lbo.s OVc = Ov— in •2,/ fc'bwalyd As = 0.23in2 As P : P = 0.0016 bwa11'd OV, = 11921 Ib Wn:= �f AWfy'I d 2/ CMU Retaining Wall - 2ft Ret 3-1 Slope 8.5ft Wall 16 Vheel = 9761b Mheel= 895ft•lb pmax = 0.0134 OMn= 11821ft•lb MomentRatio = 179/6 Vu WC= 14% I CMU Reiaining Wall - 2ft Ret Elft Wall Oft Hilts Consulting il _q Group, Inc. 16716 Quail Country Ave. Project 07-004 3 Date 4/19/2007 Chino Hills, CA 91709 -Designer DH (909) 590-5200 'Page Madison Club, CVWD Well Sites (min.) 73, 74, 77, 78 & 79 Fence (% Opening) CMU Reiaining Wall - 2ft Ret Elft Wall Oft (max.) OPnBferroe, `100'/a (min.) Fence (% Opening) T 00 w (max.) (max.) woll CMU Rebor 'N '(3"Ze & spocing) (min.) d.wall j. 8 RIM Fin. Gr. PIVIWV't.�;' n . i I I I_=J I F�I I IEI I IHEI I ED I F=_TT Rel. CMU & Rebor i I EI I El I EI I ED I 1=1 I I I_=I I EI I F1 (size spocing') .—I I= .=I '000; J I I=11 d.rpt IGIII Lfooting:= Ltoe + Wheel Heel Rebor 911 (S top face') Lfooting= 3.50 ft ii ?k Clin." Toe Rebor I 7e -,Pa.-*_16 Q) k Rebof "bottorn fore) i spocing) L.heel to e r o'19 li CMU Reiaining Wall - 2ft Ret Elft Wall Oft Material Properties: Hilts Consulting Group, Inc. Project 07-004 - „ l`. 16716 Quail Country Ave. Date 4/19/2007 fy:= 60ksi: Chino Hills, CA 91709 Designer DH f (909) 590-5200 Page 1 0.85 if fc < 4000psi 5 = 0.85 Madison Club, CVWD Well Sites # 73, 74, 77, 78 fc - 4000psi & 79 Material Properties: Seismic Coefficient N,;= 1:29 f� = 2500psit Ci := 0.64•Nv, C„ = 0.83 Concrete 28 -day compressive strength fy:= 60ksi: Rebar yield strength Eg= P9000ksi' 2 Rebar modulus of elasticity P := 0.85 if fc < 4000psi 5 = 0.85 fc - 4000psi (0.85 - 0.05) otherwise 1000psi 0.85-0-fc r 87000psi 1 Pbal �= fy I\87000 si + f /I p y Pbal = 0.0178 Balanced reinforcement ratio pma.:= 0.75pbal p1i1m = 0.0134 Maximum reinforcement ratio 3rc lb"' 200 Ib 1 max(Pmin:= fy in fy Pmin = 0.0033 Minimum reinforcement ratio inz J y :_ .150pCf_ Concrete unit weight 0.85; Concrete flexural & shear strength reduction factors fm; 15QOpsi'; Concrete masonry unit (CMU) 28 -day compressive strength 78psf + 12psf 124psf + 12psf Ycr�u,' m Ycmu = 136pcf CMU weight, normal weight units (solid grouted) Sm' 12in, ): Equivalent weight of CMU + 1" Stucco Em:= 7504, Em= 1125000psi CMU modulus of elasticity Sl,'= h:OQ CMU Special Inspection (yes=1/no=0.5) Es n:= n = 25.8 Modular ratio Em Soil Properties- Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005 Y'soii 1'15pcf Soil unit weight AllowBearingsoil := mirtl 1500psf + I(L-footing - 12in). 25ftpsfI + [(Tfooting + Hsoil - 12in)• 2 6insfI , 2500psJ AIIowBearingsoii = 2500Lpsf Allowable soil pressure w/ depth & width increases FrictionFactorsoil 0.40 FrictionFactorsoii = 0.40 Allowable friction coefficient Allowpassivesoil 250pef AIIowPassivesoil = 250pcf Allowable passive pressure, ignore upper 1 foot EFP11e :=;35pcf Active soil equivalent fluid pressure, level backfill :Z;= 0.40. Seismic Zone 4 Na:= 1.04 Near Source Acceleration, Source A, < 10 km Ca:= 0.44 -Na' Ca = 0.46 Seismic Coefficient N,;= 1:29 Near Source Velocity, Source A, < 10 km Ci := 0.64•Nv, C„ = 0.83 Seismic Coefficient 25pcf Hret. EQsoil = EQsoii = 25 psf Dynamic lateral earth pressure per foot of retained height 2 (not required for retaining less than 6') CMU Retaining Wall - 2ft Ret 8ft Wall Oft 2 Hilts Consulting Group, Inc.,Project 07-004 16716 Quail Country Ave. Date 4/19/2007 ^� Chino Hills, CA. 91709 Designer'. DH (909) 590-5200 Page Madison Club, CVWD Well Sites I # 73, 74, 77, 78 & 79 Seismic Force on Elements (walls) - UBC 1632: Ca = 0.46 1 Seismic Coefficient Ip 1rOQ. Elements, UBC Table 16-K yap ij�N,O Horizontal Force Coefficient, UBC Table 16-0, wall elements fRp„t_ ,3 0p Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements �..Z:C.}.i.T.. hx x(H,Ey+ Hy;��Y hx = t0.00ft Height to level for design =tHrei#+Hwais h, = 10.00ft Total height ap.wall'Ca'l r l p•I Fp.min.wall := 0.7,-00•Ip Fpx.wall:= 1 + 3- FP.max.wall := 4.0•Ca•I p Rp.wall hr l f Fp.min.wall = 0.32 Fpxwall = 0.61 Fp.maxwall = 1.83 Fpu.wall = Fp.min.wall if Fpx.wall < Fp.min.wall - Fpuwall = 0.61 Fp.max.wall if Fpx.wall > Fp.max.wall - Fpx.wall otherwise Fpu.wall Fpw.wall = Fpw.wall = 0.44 1.4 Wind: Exp. 'C Exp. 'B' Height Exp. 'd 0-15 1.39 _ 1.06 0.62 Up C _ .._ _..._ ___... _ _f_......._.... _...__...._ __ ._.0.,.v....._..... _ 20 1.45 1.13 ? 0.67 # __. ...... 25 1.50 ... .... .......... ....... 11.19 0.72 Ga 11;06, Wind Stagnation Pressure (qg) UBC Table 16-F 70 mph: 80 mph; 90 mph 100 mph 110 mph: 120 mph 130 mph_._,_..__....,...__�..._...,___...._.... _.._.. _..__., :__....... _....__.__._........_.._...�....,..__.. _._..w.__..__... _ ......,_t._._ 12.6 psf' 16.4 psfY �w 20.8 psf 25.6 psf 31.0 psf: 36.9 psf,: 43.3 psf qs 25 6psf qs = 19.2 psf 100mph (w/25% reduction for minor structures UBC 1624) S. 4 00 Special Occupancy, UBC Table 16-K :,, t a C':= T4 Pressure coefficient, minor structures Pwind:=,'Ce- Cq•Qs-lw Pwind= 28psf CMU Retaining Wall - 2ft Ret 8ft Wall Oft 3 Fence Wall Design: Hilts Consulting Group, Inc. 16716 Quail Country Ave. Chino Hills, CA 91709 C` 1 (909) 590-5200 Y Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Fence Wall Design: Wall Geometry: H,all = B.00ft CMU wall height kiwl126- Design unit wall width CMUwall = 8.00in Wall thickness tVopar , 5' spaddg, Flexural rebar size and spacing ,16W ' r (CMUN,ap 0 375in) F j �eniu { f 2 � dcmu = 3.81 in Distance to flexural rebar IO '.7, 3 Load duration factor (Nob •in�2 mbar Rebar _ — Asbar = 0.31 int cross sectional area r Nobar• inl Eo:= n' Eo= 1.96in Rebar perimter 8 jI Asbar P:= p = 0.0050 Flexural reinforcement ratio spacing•dcrnu Minimum reinforcing: ASbar pg := spacing•CMUwall pg = 0.0024 Must be greater than 0.0007 0.20in2 Phoriz Phoriz = 0.0010 #4 @ 24" o/c 24in•CMUwall Must be greater than 0.0007 Ptotal Pg + Phoriz Ptotal = 0.0034 Must be greater than 0.0020 Loadinq: Nind= 28psf wEQ Fpw.wall'Yunu'CMUwall wEQ = 40psf Vwind:= Pwind•(1 — Opngfence)'bwall'Hfence + Pmnd'bwall'Hwall Vwind= 228 lb C Ilene Hwall2 Mwind:= Pwind'(1 — OPngience)'bwall'Htence' 2 + Hwall + Pwnd bwall' 2 Mwind= 912ft- Ib i Veq �= wEQ'bwall'Hwall Veq = 3161b Meq �= wEQ'bwall'Hwall 2 Meq = 1264ft-1b 2 Vwall max(Vwind, Veq) Vwall = 3161b Mwall := max(Mwind, Meq) Mwall = 1264ft- lb CMU Retaining Wall - 2ft Ret Elft Wall Oft 4 Project 07-004 Date 4/19/2007 Designer DH Page CMU Design Hilts Consulting Group, lric Project 07=004 . n=25.78 k-. (RP)2+2•(mp,)-fill, k=0.40, 16716 Quail Country, Ave. "Chino Date, 4/19/2007 Ek Hills, CA 91709. Designer DH Mwall2. tm (909) 590-5200 Page f Madison Club"; CVWD Well Sites fcmu := ( k fcmu = 506psi FmAulow := — •SI-LDF �j• 3 FmAllow = 665psi # 73, 74, 77, 78 & 79 �wall'dana / CMU Design n=25.78 k-. (RP)2+2•(mp,)-fill, k=0.40, k j.:=1-3 1=O.SZ Masonry compressive stress: Mwall2. tm f • fcmu := ( k fcmu = 506psi FmAulow := — •SI-LDF �j• 3 FmAllow = 665psi �wall'dana / FmAliow: Reinforcement tensile stress: n Mwall , " ` •" • fs:= ASbar. fs = 19925psi spacing 1 dams 12in Fyvlc,w I= if(0.5•fyLDF 5 24000psi•LDF,0.5..fy-LDF,24000psi•LDF) Filo,,,,= 31920psi FsAllow Masonry 'hear stress: ' I� VwallIbosl ' , f f„ bwall+dcm fv = 8psi . FvAltow.:=, �•SI•LDF•I( in J Fvnuow= 52 psi' v 15% ow Reinforcement bond stress: fVwall fµ fµ :_ £ ft, = 65psi FNAIIow:= (200psi)•SI.LDF FµAllow= 266psi o .i.0 FyAll°N .. .. spacing 12in II ' Development Length: i Ldtension:= intNoba,•inl 002. I'fs�•1.50. 10.( ' fs if >_ 0.80 Ldtension= 25in �� Ib g .. FsAllow .- i 2 No inll tIb i' 0.002• •� 8r: otherwise J.fs r IIr NOW1 Lap:= maxi Ldtension,40•� 8 -in] I'L Lap ="25in. CMU Retaining Wall - 2ft Ret 8ft Wall Oft 5 Hilts Consultin4 Group, Inc. Project 07-004 - �` 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH t` (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Retaininal Wall (at bottom of wall): Wall Geometry: Hret = 2.00ft bwau,= 12ii' CMUret = Bin N.opaz;=':5 'spaciiy-r,l6ir,; d«,;u �CMUr� 0 375tn� Ztrin dc,r,,, = 5.62 in CN08r•in2 Asbar :_ — • t Asbar = 0.31 in JI Eo:= n• CNObar.in� £o= 1.96in 8 ASbar P spacing•dc:mu P = 0.0034 Minimum reinforcing: ASbar pg spacing•CMUret Pg = 0.0024 0.20in2 Phoriz 24in•CMUret Phoriz = 0.0010 NOW := Pg + Phoriz Ptotal = 0.0034 Design Loads (Normal Long-term Loading): .LDF'i 1.00:, Active Soil: Vsoil:= 2•EFPAgive•bwan•(Hret+ Hsoil)2— 2- EFPActive'bvall'Hsoil2 Msoil:= 1-EFPActive'bvall'(Hret+Hsoil)3— 1-UPActive'beall.Hsoil3 V:= Vsoil V = 1401b M:= Msoil M = 152ft•lb Design retaining height Design unit wall width Wall thickness Flexural rebar size and spacing Distance to flexural rebar Rebar cross sectional area Rebar perimter Flexural reinforcement ratio Must be greater than 0.0007 #4 @ 24" O/C Must be greater than 0.0007 Must be greater than 0.0020 Load duration factor CMU Retaining Wall - 2ft Ret 8ft Wall Oft 6 Vsoil = 1401b Msoil= 152ft-1b ' n- ! Hilts Consulting Group, Mc: Project 07-004 . 16716 Quail Country Ave: Date 4/19/2007 Chino Hills, CA 91709 Designer DH C (909) 590-5200 Rage ' Madison Club,'CVWD Well Sites # 73, 74, 77, 78 & 79 CMU Design: n=25.78 kE= (rrp)Z+.2•(n•p)–n•p k=0.34. 1,-1 3 1=0.89 Masonry compressive stress: M 2 .fm fano fcmu = 32 psi fcmu:= .G -k) 2 Finalow:_—•SI•LDF 3 Fmnllow = 500psi = 6% bwall-danu Fmwlou�. Reinforcement tensile stress: . 4 M fs :_ Asbar fs= 1586psi 1 dcmu spacing 12in fs FsA,Ia,,.= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllow= 24000psi = 7% FsA,Icw Masonry shear stress: . V fv _ fv = 2psi avail i dams FvAuow:= Tm-SI-LDF• (lb0.51 in J FvAllow = 39 psi – 6% FvAllow Reinforcement bond stress: , fµ fµ £o fµ = 19 psi F„AIj0w:= (200psi)•SI•LDF FpAllow= 200psi 1 domu µAllow spaang 12in ... Development Length: _ in2 (Noear•inl 1 fs Ldtension:= 10.002.—•I I•fsJ•1.50 if 2 0.80 Ld.e = 2in Ib 8 FsAllow P in2 Nopsr•inll 0,002• Ib ,\ : 8 J.fs otherwise II – CMU Retaining Wall - 2ft Ret 8ft Wall Oft 7 Hilts Consulting Group Inc. Project 07-004 - t 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH % (909) 590-5200 Page Madison Club, CVWD Well Sites ° . # 73, 74, 77, 78 & 79 Design Loads (Short-term Loadin LDF i`=:,1:331 Load duration factor Active Soil: Vwaaret:=2 EFPAclive'bwall'(Hret+ Hsoil�2— I -EFPActive'bwalrHsoil2 Vwall.ret = 1401b Mwallset:= 6 EFPActive'bwair(H.,+Hsoil)3— 6•EFPActive'bwall'Hsoil3 Mwatl.ret=152ft•lb Wall EQ: VwaII.DL.Eo Fpw.wau'(CMUwaII'Ycrnu'HwalI+CMUret'Ycmu•Hret)'bwaII V 3951b wa11.DL.EQ = I/ Hwall 1 (CMUret*Ycmu* Hret2 1MwaII.DL.EQ Fpw.wall'I CMUwall'Ycmu'Hall'I 2+ Hfe)]+ 2 �J bwall Mwall.DL.EQ = 1976ft•lb Wall Wind: Vwall.wind:= Pwind'(1 — QPn9tence)'bwall'Htence + Pwind'bwaIrHwall / Vwall.wind = 2281b C Hfence C Hwall Mwall.wind := Pwind(1 — QPn9tence)'bwall'Htenca' 2 + Hwall + Hret + Pwirn1'bwall'Hwall' 2 + Hret Mwatl.wind = 1368ft•Ib Soil EQ: VsoiI.EQ:= EQsoil•bwall'Hret Vsoil.EQ = 501b Hret Msoil.Eo EQsoil'bwall'Hrer 2 Msoil.Eo = 50ft•lb V:= Vwall.ret + max(V. 1I.DL.EQ + VsoiI.EO • Vwall.wind) V = 5851b M:= Mwall.ret + max(MwaII.DL.ED + Msoil.E0,Mwa1l.wind) M = 2177ft•lb CMU Retaining Wall - 2ft Ret 8ft Wall Oft 8 Hilts Consulting Group, Inc Project 07-004 16716 Quail Country Ave. %- Date 4/19/2007 :Chino Hills, CA 91709 Designer DH f (909) 590-5200 _ _ , Page 1 Madison Club,`CVWD Well Sites # 73, 74, 77, 78 & 79, 1 ; CMu Design: n=25.78 k:= (n•p)2+2•(n•p)–rrp k=0.34 j.=1–.3 j_0.89 Masonry compressive stress: fano f�,nu : fem,, = 456 psi C k) F,npllo := m•SI•LDF 3 F 665 51 mAliow = P = 69% bvvall'dcidu2 `1 i. FmAltow• Reinforcement tensile stress: fs :_ Asbar % = 22771 psi 1•dcmu Spacing 12in = Fymio,, if(0.5-fyLDF <– 24000psi•LDF,0.5_ y-LDF,24000psi•LDF). FsAnow= 31920 psi sAllow Masonru shear stress: � �� V Ibo.s fv •= fv = 9.8 psi bwall•j•dcmu FvAlb,w:= F•SI•LDF• — ( in ') F vAllow= 51.5 psi FvAllow Reinforcement bond stress: V fl, :_ Eo fN = 80 psi Fah,,,:= (200psi)•SI•LDF F,,AijOw= 266psi I • dcmu µAl low spacmg 12in e I, Development Length: int Nobn 1 ar•i fs Ldtension := 0.1 lb Ib ( 8 ) fsJ•1.50 F002 if > 0.80 Ldtension = 28in int NObar in 0.002_ • - •� fs otherwise �i Ib 8 " NObarl 1 La i– maxi Ld 4 I Lap ;= L tension. 0'I\ 8 J in ill j Lap= 28in . 9 CMU Retaining Wall - 2ft Ret 8ft Wall oft i Hilts Consulting Group, Inc. Project 07-004 ;q1 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH G (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Stability & Soil Bearing Design (Static Desian): Footinq Geometry: Lt" = 1.00ft Footing length from face of wall to toe Lheel = 2.50ft Footing length from face of wall to heel 400fing:= Ltoe + Lheel 400ting = 3.50ft Total footing length Tfooting = 1.25ft Footing thickness bwall = 1.00ft Design unit wall width Dkey = O.00ft Key depth Wkey = 0.00 ft Key width Sliding Stability: Sliding := 1 2 •EFPAaive'bwall'(Hret + Hsoil + Tfooting) 2 WaIIDL Ycmu'[CMUwall'Hwall+ CMUret'(Hret+ Hsci fl'bwall FootingDL:= Yconc'400ting'TTooting'bwall KeyDL:= Yconc'Dkey'Wkeybwall SOIIDL Ysoil'(Lheel — CMUret)'(Hret+ Hsoil)'awall EDL := WaIIDL + FootingDL + Soi1DL + KeyOL Resistfriaion FrictionFactorsoil'£DL Resistpassive 1Z•AIIOwPassivesoil'bwall'(Tfooting + Dkey + Hsoil — 12in)2 Resistfriaion + Resistpassive FSsliding Sliding CMU Retaining Wall - 2ft Ret 8ft Wall Oft 10 Sliding = 3161b WaIIDL = 9971b FootingDL = 6561b KeYDL = Olb SoilDL = 6321b £DL = 2286 lb Resistfriaion = 9141b Resistpassive = 1951b FSsliding = 3.51 > 1.50 r Hilts Consulting Group, Inc t.-` Project- 07-004 16716 Quail .Country, Ave. 3 a . -Date 4/19/2007. Chino Hills, CA: 91709Designer - DH (909) 590- 5200 t. Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 1&79 Overtuming Stability (sum moments about footing toe): - OTIVI s• EFPAaive'bwall-�Hret+ Hsoil+Tfooting)3J – Hsoil ` 12in)3 OTM=.436ft•Ib s•EFPAaive'bwaII(Tfooting+ CMUret r WaIIRM:= WaIIDL• —2-- + Lfoe WalIRM= 1330ft-1b , i (CMUret + , KeYRM KeYDL'I + Ltoe� KeYRM = Oft -lb !, 2 T Lfootin � -, g FootingRM:= Footin9DL ' Footin9RM- 1148ft•lb 2 Lheel – CMUrel) z S011RM heel := SOIIDL' I Lfooling — Soi1RM.heel = 1634 ft Ib �r 2 \ J ERM i= WaIIRM + FootingRM+ SOIIRM.heel + KeyRM ERM = 4112ft. lb ERM FSoTM :_ OTM , - r FS = 9.42 > 1.50 ` oven t a Soil Bearing: .' = t Ltooting ERM – OTM Looting efooting stat := efooting.stat = 0.14ft = 0.58ft 2 EDL . ` 6 Y ,c Jj: -footing ` Lequiv.stat = 3� 2 - etooting.Stat 1 Lequiv.stat = 4.82ft r EDL ` &IDL•efooting.stat Lfooting SoilBearingslat := + if efooling.stat s Lfooting-bwall Lfooting2'wall 6 Resultant in middle 1/3 a ' 2 -EDL otherwise- Resultant outside middle 1/3 r , - li 0 Lequiv.stat'wall' I . a SoilBearingstat i SoilBeadngstat = 812psf �; = 32% AllowBeanngsoil CMU Retaining Wall - 2ft Ret 8ft Wall Oft 11 e Hilts Consulting Group, Inc. Project 07-004 _ 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Stability & Soil Bearing Design (Lateral Design): Active Soil: Vwall.ret := 2 •EFPAaive bwall'(Hret+ Hsoil+ Tfoofing)Z - 2 EFPApive bwall'(Hsoil + Ttooting)2 Vwall.ret = 2271b Mwall.ret:= 6•EFPActive•bwall•(Hret+Hsoil+Tfootin9)3- 6•EFPAgive•bwall•(Hsoil+Tfooting)3 Mwall.ret=381ft- lb Wall EQ: VwaII.DL.EQ Fpw.wall•(CMUwaII•Ycrnu'Hwall + CMUret•Ycmu'Hret)•bwall Vwall.DL.EQ = 3951b Hwall Hret ll1 MwaILDL.EQ:= Fpw.wall•Ycmu' CMU,�,all•Hwall•( 2 + Hret+ Hsoil IJ + I CMUret'Hr,r 2 + Hsoi)]] bwa11 Mwall.DL.EQ = 2371 ft -lb Wall Wind: Vwall.wind := Pwind'(1 - Opngfence)•bwall•Hrence + Pwind'bwairHwall Vwall,wind = 2281b Hfence� r Hwall l Mwall.wind:= Pwind•(1 - Opngfence)•bwall'Hfence' 2 + Hret+ Hsoill + PMnd'bwairHwall'I 2 + Hret+ Hsoill Mwall.wind= 1596ft- lb Soil EQ: VsoiI.EQ:= EQsoil'bwall•Hret Hret MsoiI.EO:= EOsoil'bwall•Href 2 + Hsoil Slidinq Stability: Sliding := Vwall.ret + max(VwaII.DL.EQ + Vs0iLE0, Vwall.wind) FSsliding:= ResiStfriction + Resistpassive Sliding Overturning Stability (sum moments about footing toe): OTM:= Mwall.ret + max(Mwall.DL.EQ+ Msoil.EQ,Mwall.wind) ERM FSOTM := OTM VsoiI.EQ = 501b Msoil.EQ = 100ft•lb Soil Bearing: Lfooting ERM - OTM Lfooting efooting.lat = 1.20ft 6 = 0.58ft efooting.lat 2 EDL CLequiv.lal := 3• Lfooting2 — efooting.lal Lequiv.lat = 1.65ft EDL 6• EDL•efooting.lat 1 -footing SoilBearingiat := + — 2 if efooting.lal' Lfooting' bwall Lfooting ' b'."6 2 -IDL otherwise Lequiv.lar bwall SoilBearinglat = 2765 psf CMU Retaining Wall - 2ft Ret 8ft Wall Oft 12 Sliding = 6731b FSsliding = 1.65 OTM = 2852lb•ft FSoTM11.44 Resultant in middle 1/3 Resultant outside middle 1/3 SoilBearinglat = 83% AIIowBearingsoil• 1.33 �. _Hilts Consultina Group, Inc.' :..{-,,Project 07-004 . A 16716 Quail Country Ave. Date 4/19/2007 .y 4 Chino Hills, CA 91709 Designer , DH (909) 590-5200 Page f Madison Club, CVWD Well Sites '? # 73, 74, 77, 78 & 79 V Footing Toe Design (bottom rebar): t �Notar 5ti �spacing,W 161n Toe flexural rebar size and spacing w7 Y> dTfootu,g r31n' d = 11.69in Design Loads Footing Heel Footing Toe SoilBearing := max(SoilBea6ngstat; SoilBeahnglat) • SoilBearing = 2765 psf t efooting = efooting.stat if Soil Bearingstat z SoilBearinglat efootin 1.20ft g SV t efooting.lat otherwise JB Lequiv:= Leq,,iv.stat if SoilBearingstat z SoilBearingiat Lequiv = 1.65ft wa B 1 I Lequiv.iat otherwise LtooGng LSB = 400ting if efooting 5 LsB = 1.65ft Effective length of soil bearing ` 6 Lequiv otherwise LDF := 11.00 if SoilBearingstat z SoilBearingiat LDF = 1.33 Load duration factor (based on critical load case for soil bearing) 1.33 otherwise SBI i= SoilBearing SBI = 2765psf Soil bearing at toe of footing ., t EDL 6-EDL•efooting 400ting SB2:= - if efooting 5 400ting•bwan 42ooting •bwall.. 6 SS132= Opsf Soil bearing at heel of footing Opsf otherwise - wsoil.bearing = SoilBearing 1 -footing ' if erooting 5 Wsoil.bearing = 1672 ft ff Rate of soil bearing change 400t, ng 6 SoilBearing h otherwise i. Lse $Bwall = SBI - (wsoil.bearing' Ltoe) if LSB a 4oe SBwall = 1093psf Soil bearing at wall face - Opsf otherwise CMU Retaining Wall - 2ft Ret 8ft Wall Oft 13 . Hilts Consultinq Group, Inc. Project 07-004 - 16716 Quail Country Ave. Chino Hills, CA 91709 Date 4/19/2007 Designer DH �..� (909) 590-5200 Page \ f Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 a:= 0.85•fc•bwall a= 0.54 in SBI + SBwall Vtoe := 2 4oe• ball if LSs i 4oe 1 Z-SBI-L,Se-bwall otherwise 4oe 12 Mtoe:= SBwall• 2 + 2 (SBI – SBwall)•4oe• 3 •ttoeI'bwall if Lss Z Ltoe C2SBI•Lse (6. – 3BJJ bwan otherwise 1.87•Vtoe 1.87•Koe VU. LDF V„= 2712 lb Mu:= LDF Mu= 1552ft•lb Concrete Design: NO in2 As ( bwall ) (spacing) 4 8 pmin = 0.0033 AS'fr a:= 0.85•fc•bwall a= 0.54 in 4 —.MU MomentRatio := — if p s pmin Wn MU — otherwise OMn lb 0.5 OVc:= OV.-'2.Fc•bwall•d As = 0.23in2 As P:= p=0.0016 bwall'd Vto, = 1929 lb Shear at wall face K,e = 1104ft. lb Moment at wall face pmax = 0.0134 \ $Mn:= Of•As•fy d – a2) OMn = 11821 ft- lb MomentRatio = 18% OVc = 11921 lb V,— = 23% 0Vc Temp Steel: ;.r 2 Ptemp'Lfooting'd As:(etrtp 0 20in:::_ Piemp Q.OQ.14 ntemp := ramp = 3.44 As.temp CMU Retaining Wall - 2ft Ret 8ft Wall Oft 14 Hilts Consulting Group, Inc. Project 07-004 . 16716 Quail Country,Ave. "` Date 4/19/2007 Chino Hills, CA 91709. Designer" DH (909) 590-5200 .:: Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 ,I Footing Heel Design (top rebar): No`s �5+ spacingzl6iri; Heel flexural rebar size and spacing FINN, dYTroottng�� 2 8#4nj. d = 11.69in .. Distance to flexural rebar Design ILoads: Vheel := llYsoil-(Hrel + Hsoit)-(Lheel – CMUret)]'+ [Yconc Tfooting-(Lheel – CMUretf f l'bwall \(heel = 9761b 2 (.Lheel = CMUret) [[Ysoil'�Hret+ 2 ��Iteel – CMUret MAeel HsoiI)- 2 + Yconc'Tfooting [ bwall' Mheel= 895ft•lb 2. Vu:= 1-f Vheal Vu= 1660 lb Mu:--' 1.7•Mheel Mu = 1521ft. lb ". - Concrete Design: 2 'I Nobar•in bwall.. As ( ) (slacing) As = 0:23in2 ,. .. 4i' ,i 8 As Pmin = 0.0033 p :_ . p = 0.0016 ,Pmax = 0.0134. " bwall-d .r rAs fY .1 •" , a:= - a= 0.54in ONtn =oy Of•A- d – Z I Wn= 11821ft7lb 0.85•fc''bwall \ / If 4M u 3 MomentRatio:= j' if P < Pmin �Mn MomentRatio u — otherwise I, Wn lb0s -bwald OVc = 11921 lb we:= Q4v in-2Afcy Vu 14% . WC i I. (i B CMU Retaining Wall - 2ft Ret 8ft Wall "Oft 15 u. Hilts Consulting Group, Inc. " Project 07-004 16716 Quail Country.Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH 'o• (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 CMU Retaining Wall - 2ft Ret 9ft Wall Oft 1 • R Htence Oftj (max.) ti - CPg9renee 100%; (min.) Fence (o Opening) N 1 = f?v+au: 9 OOft (max.) x Orel\t 2 (max.) �— Woll CMU & Rebar / (size & spocing)4 Hs„j. ,12tH; (min.) - �.cl.woll 3 _ it CMUret Fin. lr. a.Sln l-Pet CMU & Rebor _ -'lEllElIElIBII—III -III—III—III=III— __ / (size & spacing) A ; Ttooting <15in:; .II �ioe:.- 15in _ i'III=11 =III d.ret II—III - III—II !> , 4, n 111=11 11=l I - — — — — — — 400ting :_ Ltoe + meal Heel Rebor - III =111=111=111=111=111=11" _ (Si_e �< cpocinq) —�\\ - 1 i =111,-111=111=11 IF, 400ting= 3.75ft `. I•top {ara) \ �keY;;:�"QI11 t � �— T � Wkey:..Oln s 1 Q / Toe Rebor I,s,2e •:/ spaclnr; (bottom tote) liey Pebar _ • I (si_e J spv'_ing) L.heel I� 11 li • • CMU Retaining Wall - 2ft Ret 9ft Wall Oft 1 Hilts Consultinq Group, Inc. Project 07-004 _ A16716 Quail Country Ave. �' Date 4/19/2007 Chino Hills, CA 91709 Designer DH ' (909) 590-5200 Page nt Madison Club, CVWD Well Sites 1 �s ='290001si 11 jp # 73, 74, 77, 78 & 79 Rebar modulus of elasticity p := 0.85 if fc <- 4000psi Material Properties: fe;'= 25000si . Concrete 28 -day compressive strength fy := 60ks1; Rebar yield strength �s ='290001si Rebar modulus of elasticity p := 0.85 if fc <- 4000psi 9 = 0.85 fc - 4000psi (0.85- 0.05) otherwise 1000psi 0.85•p•fc87000psi Pbal:= fr (87000psi + fv1 Pbai=0.0178 Balanced reinforcement ratio Pmax := 0.7513bal pmax = 0.0134 Maximum reinforcement ratio irc Ibo" 200 lb (Pmin:= max f in f z Penin = 0.0033 Minimum reinforcement ratio y y in yb6nr:='150pcU §'t-* 9:90 fm ;=:1500psi' 78psf,+ 12psf 124psf+ 12psf , Ycmu ►rtax C Bin 12rn Em:= 750 -fm Em= 1125000 psi Es n:= n=25.8 Em Concrete unit weight Concrete flexural & shear strength reduction factors Concrete masonry unit (CMU) 28 -day compressive strength ycmu = 136pcf CMU weight, normal weight units (solid grouted) Equivalent weight of CMU + 1" Stucco CMU modulus of elasticity CMU Special Inspection (yes=1/no=0.5) Modular ratio Soil Properties: Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005 iibjt=-1150d,' Soil unit weight AIIowBearin = min[1500 sf+I 1 250psf1 [(T(Goting ) 250psfI 9soii:- P L Mooting - 12in ft J + + Hsoil - 12in • 6in 2500psf AIIowBearingsoii = 2500 psf Allowable soil pressure w/ depth & width increases FrictionFactor�&i 0.40 FrictionFactorsoii = 0.40 Allowable friction coefficient AIIowPassivesoii:= 250pcf AIIowPassivesoii = 250pcf Allowable passive pressure, ignore upper 1 foot EFPA"61 35pcf: Active soil equivalent fluid pressure, level backfill Z::= 0.4.0: Seismic Zone 4 Na:= 1.04 Near Source Acceleration, Source A, < 10 km Ca:=.0.44•Na Ca = 0.46 Seismic Coefficient N,;:= 1.29 Near Source Velocity, Source A, < 10 km Cv:=.0.64•Nv. Cv = 0.83 Seismic Coefficient ` 25pcf Hret EQsoit EQsoii = 25psf Dynamic lateral earth pressure per foot of retained height 2 (not required for retaining less than 6') CMU Retaining Wall - 2ft Ret 9ft Wall Oft 2 Hilts Consultin-q Group, Inc. Project 07-004 16716 Quail Country.Ave. Date 4/19/2007 % Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Seismic Force on Elements (walls) - UBC 1632: C, = 0.46 Seismic Coefficient Elements, UBC Table 16-K jjr= 1h0 Horizontal Force Coefficient, UBC Table 16-6, wall elements '00 Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements I 1.00ft Height to level for design 1 1.00ft Total height apmal]'Ca'lp. hx) Fp.miFpx.wallall:= 0-7,Ca.lp FPX'. 1+3-- Fp.maxwafl:= 4.0*Cwlp Rpmall Fp.mhwall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83 FpumallFp.minmall if Fpx.wall,,: Fp.min.wall Fp,.wli 0.61 Fp.max,811 if Fpx.wall > Fo.maxwall Fpx.wall otherwise Fpumall Fpwwall- 1.4 FF;w.11 = 0-44 Wind: Height Exp. 'D' Exp. 'C Exp. '13' 0-15 1.39 1.06 0.62 Exp C ... .......... . .. . 1.45 q. 0.67 . .... ... .... .. ... 25 . . ....... .. . . ...... 1.50 ..... .... .. . 1.19 6J� Wind Stagnation Pressure (q,) UBC Table 16-F 70 rriph:, 80 mph( 90 mph 100 mph', ....... .... 120 mph: hl 12.6 psf' 20.8 psf: 25.6 ''-P"-s-f . ..... 31.0 psf 36.9 psf: 43.3 psf 31 qs = 19.2 psf IW:'-- 1.00: R.nd:= Ce'Cq.qs.lw 1 OOmph (w/ 25% reduction for minor structures UBC 1624) Special Occupancy, UBC Table 16-K Pressure coefficient, minor structures Pwind = 28 psf CMU Retaining Wall - 2ft Ret 9ft Wall Oft 3 Hilts Consultinq Group, Inc. Project 07-004 t 16716 Quail Country Ave. Date 4/19/2007 f Chino Hills, CA 91709 Designer DH f \ (909) 590-5200 Page 1 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Fence Wall Design: Wall Geometry: 1 -wall = 9.00ft CMU wall height '. § Y2in� q:z , Design unit wall width CMUwall = 8.00in Wall thickness Nopar 5? spacing ;46in! Flexural rebar size and spacing ,� f CMllw,all 0 375in�' dcmu = 3.81 in Distance to flexural rebar LDF -x1,;33 Load duration factor 4-CNo ar in\2 ASbar :_ ' Asbar = 0.31 int Rebar cross sectional area JI rNobar'in) Eo:= nk Eo= 1.96in Rebar perimter 8 /I Asbar P:= p = 0.0050 Flexural reinforcement ratio spacing•d«„u Minimum reinforcing: ASbar pg spacing•CMUwall Pg = 0.0024 Must be greater than 0.0007 0.20in2 Phoriz - Phoriz = 0.0010 #4 @ 24" o/c 24in•CMUwall Must be greater than 0.0007 NOW := Pg + Phoriz Ptotal = 0.0034 Must be greater than 0.0020 Loadlnq: Pwind= 28psf wEQ := Fpw.waII'Yanu•CMUwall wEQ = 40psf Vwind:= Pwind'(1 — OPngrence)'bwall'Hfence + Pwind'bwall'Hwall Vwlnd= 256 lb 1 — OPngfence)'�vall'Hfenc'r Hfene HwHwal? Mwnd= 1154ft•IbMwnd:= Rind( 2 ) 2 Veq:= wEQ'bwall'Hwall Veq= 356lb Meq:= wEQ'bwallHwall2 MeQ= 1600ft- lb Vwall := max(Vw nd, Veq) Vwall = 3561b wall := max(Mw nd, Meq) Mwall = 1600ft• Ib CMU Retaining Wall - 2ft Ret 9ft Wall Oft 4 L CMU Design: Hilts Consulting Group, Inca Project 07-004 16716 Quail Country Ave. Chino Hills, CA 91709 Date 4/19/2007 Designer. DH k 1:=.t- 3 1=0.87. (909) 590-5200 Page ` Madison Club, CVWD Well Sites I; Mlwau 2) # 73,74, 77; 78 & 79 f CMU Design: n= 25.78 k:= (n•p)2+ 2 -(n -p) - n•p k'= 0.40 k 1:=.t- 3 1=0.87. Masonry "compressive stress: I; Mlwau 2) fm . f fcmu:= ( k fCQw 641 psi FnwIow:=. -Sl•LDF 3 FmAllow.= 665psi bwalydcmu . \.f FmAllow Reinforcement tensile stress: Mwall fs:_ mbar. fs = 25218 psi 1 dcmu spacing 12in FsAllow _ if(0.5•fy-LDF < 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllcrw = 31920psifs = 79% Fsmlow Masonry shear stress: Vwall f„ • bwnll•1'dam fv = 9psi (ibo-5) F,Allow:= F•SI•LDF•n F,,Allow= 52 psiu FvAllow Reinforcement bond stress: { Vwall _ f fµ :_ fµ = 73psi £o FpAllow:= (200psi)•SI•LDF FpAllow = 266psi y 1 dcmu Fp-Allow soaring 1 2i Development Length: rr int Nobar in1 11 fs Ldtension' : LU.002• lb ( 8 I'fsJ•1.50 if F &Allow>_ 0.80 J in Nobar in 0.002 Ib ( 8 fg otherwise I Nobel 1 Lap:= rriaxLLdtenslon,40•I 8 J•inJ i' CMU Retaining Wall - 2ft Ret 9ft Wall Oft 5 II 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Retaininq Wall (at bottom of wall): Wall Geometry. Hret = 2.00ft bwati 'x•121 CMUret = 8in Nob -SP, , dam;; CCMIJ ig0 3751n� tin dcmu = 5.62 in it (NoB •inl2 ASbar:_ —• ASbar = 0.44 in NObar- in) Eo:= n• I• Eo= 2.36in 8 J ASbar P spacing•d�,,,,, p = 0.0049 Minimum reinforcing: ASbar pg := pg = 0.0035 spacing•CMUret 0.20in2 Phoriz :=Phoriz = 0.0010 24in•CMUret Ptotal := Pg+ Phoriz Ptotal = 0.0045 Design Loads (Normal Long-term Loading) ,LDF. ;1'.00" Active Soil: Vsoil:= 2-EFPAdive-bwall'(Hret+Hsoil)2— 1- EFPAdive-bwall'Hsoil2 Msoil:=S EFPAdive"bNaII-(Hret+ Hsoil)3— 1 UPActive-bwall'Hsoi3 V:= Vsoil V = 1401b M:= Msoil M = 152ft. lb Design retaining height Design unit wall width Wall thickness Flexural rebar size and spacing Distance to flexural rebar Rebar cross sectional area Rebar perimter Flexural reinforcement ratio Must be greater than 0.0007 #4 @ 24" o/c Must be greater than 0.0007 Must be greater than 0.0020 Load duration factor CMU Retaining Wall - 2ft Ret 9ft Wall Oft 6 Vsoil = 1401b Msoil= 152ft•lb Project 07-004 Date 4/19/2007 Designer DH Page IF Hilts Consultinq Group, Inc. Project 07-004 • ; `�� 16716 Quail Country Ave. Date. 4/19/2007 . Chino Hills, CA 91709 Designer DH (909) 590-5200 Page i �- Madison Club, CVWD Well Sites ° { # 73,74, 77, 78 & 79 CMU Design n = 25 k:= (r�P)2+ 2•(r}P) — n -p k = 0.39 j := 1 — 3 .78 j = 0.87 Masonry compressive stress: -- M r 2l fm {amu fcmu:= 2'I k I fcmu = 28 psi Finaiow _--SI-LDF Finalow =.500psi 6% 3 �wall'danu \\� // FmNlow Reinforcement tensile stress: M fs Asbar fs= 1123psi - i dcmu spacing . 12in FsAlIo,N:= if(O.5•fy-LDF:5 24000psi•LDF,0.5•fy-LDF,24000psi•LDF) Fsmlow= 24000psi FsAllow j` .i Masonry shear stress: VIbo.5 f l fv.— fv— 2psl FvAliow:= �•S[.LDF• -/ FvAllow= 39 psi = 6% bwall'i • dcmu v In FvAllow Reinforcement bond stress: V {u fN :_ Eo fµ = 16psi FpNiow:= (200psi)•SI•LDF FpAllow= 200psi = 8% F , 1 dcmu pAllow spacing 12in Development Length: �rr int Nobar•in l fs Ldtenslor = L0.002• Ib ( 8 /'f s1 - F1.50 if >— 0.80 Ldtension = 2in •f sAllow int Nobar in r 0.002• )Js otherwise t ( Ib 8 ' I r r Nobarl 1 Lap:= maxi Ldtension,40•I 8 I•inJ Lap= 30 in �i 4 CMU Retaining Wall - 2ft Ret 9ft Wall Oft • 7 Hilts Consulting Group, Inc. Project 07-004 .; 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH �i '�. (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 1, Design Loads (Short-term Loading) 'LDF' = 1.33Load duration factor Active Soil: Vwallxet:= 2 EFPActive'bwalr(Hret+ Hsoil)Z— 2•EFPActive•bwau•1-150il2 Vwall.ret= 1401b 1 3 1 3 Mwall.ret:= 6•EFPAcIive'bwall'(Hret+ Hsoil) — 6-UPActive•bwall•Hsoil Mwall.ret= 152ft•lb Wall EQ: VwaII.DL.EQ Fpw.wall'(CMUwall•Yanu'Hwall + CMUrerYcrnu'Hret)`bwau V 4351b waII.DL.EQ = I/Hwall 11l (Cmurerycmu- )1- MwaII.DL.E0 Fpw.wall• CMUwall•Ycmu Hwall'I 2+Hfe+ 2bwall Mwall.DL.EQ = 2391 ft- lb Wall Wind: Vwallmind Pwind'(1 — QPn9fence)'bwatl•Hfence + Pwind'bwawl-lwall Vwallmind = 2561b (1 ) H (Hf2 + + (Hwall 1 Mwall.wind := Pwind' — QPn9fence 'bwall' fence' 2 Hwall Hret + Pwind'bwall'Hwall' 2 + Hret Mwall.wind = 1667ft•Ib Soil EQ: Vsoil.EQ EQsoil'bwall•Hret VsoiI.EQ = 501b Hret MsoiI.EQ EQsoirbwall'Hret' 2 Msoil.EQ=50ft•lb V:= Vwall.ret + max(VwaII.DL.EQ + VsoiI.E0, Vwall.wind) V = 6251b M:= Mwall.ret + max(MwaII.DL.EQ + MsoiLE0,Mwallmind) M = 2592ft- Ib a CMU Retaining Wall - 2ft Ret 9ft Wall Oft 8 t Hilts Consulting Group, Inc: . Project 07-004 . 16716 Quail CountryAve.. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909)59D-5200 „ . Page Madison Club, CVWD Well Sites r #73,74;77,78&79 9 r CMU Design n=25.78 k:=,(n•p)2+2•(n•p)-n•p. k=0.39k l=1-3 0.87 Masonry'compressive stress: 11 M f fcmu fimu := 2 • I ) tams = 481 psi FnnAllovu := m St. LDF a F,nAIIoM, = 665ps1 = 72 bwall-dcmu J•k 3 FmAllow Reinforcement tensile stress: ,L. M fs , ASbar fs = 19200 psi 1 dams spacing 12in fs FsAllow:� if�0.5•fy LDF <- 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllow= 31920psi = 60% FsAllow Masonry shear stress: ji V rIb05 , fv. bwall'l dan fv=:10.6psi FvAllow:='-�•SI•LDF•I n J FvAuow= 51.5psi u ` FvAllow Reinforcement bond stress: V fl, = 72 psi fp :_ ,, £ FpAIIOv:= (200psi)•SI•LDF FgAllow= 266psi , o 1'dcmu F pAllow spacing - 12in _ r It Development Length: i[ 2 n Nobar•in fs l Ldtensior'i :- 0.002• — •( fsl• 1.50 if >_ 0.80 Ib l 8 /- J FsAllow Lcitension = 29in a� i62 Nobar in ;4 0.002• .( )'fs otherwise Ib 8 rr NOW ' Lap: --i maxi Ldtension.40 $ �•in� Lap= 30 in iJ 9 r 16716 Quail Country Ave. Date 4/19/2007 ' Chino Hills, CA 91709 Designer DH 1r C (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Stability & Soil Bearinq Desitin (Static Desian): Footing Geometry: Ltoe = 1.25 ft Footing length from face of wall to toe Liie81= 2.50ft Footing length from face of wall to heel Lrooting:= Ltoe+ Lheel 400ting= 3.75ft Total footing length Tfooting = 1.25ft Footing thickness bwall = 1.00ft Design unit wall width Dkay = 0.00 ft Key depth Wkey = O.00ft Key width Sliding Stability: Slidin9 1' EFPAcive'bwall' (Hret + Hsoil + Tfooting)2 Z WaIIDL YcmV[CMUwall'HwaII+CMUret'(Hret+Hsoil)]'bwall FootingDL Yconc'400ting'Tfooting'11wall KeyDL YconeDkey'Wkey'bwall SOibL:= Ysoil'(Lhee1— CMUret)'(Hret+ Hsail)'bwall EDL := WaIIDL + FootingDL + SOUDL + KeYDL Resistfriction:= FrictionFactorsoirEDL Resistpassive:= 2'AllowPassivesoil'bwall'(Tfooting+ Dkey+ Hsoil— 12in)2 Resistfriction + Resistpassive FSsliding Sliding CMU Retaining Wall - 2ft Ret 9ft Wall Oft 10 Sliding = 3161b WaIIDL = 1088 lb FootingDL = 7031b KeyDL = Olb SOilDL = 632113 EDL = 24241b Resistfriction = 9691b Resistpassive = 1951b FSsliding = 3.68 > 1.50 Hilts Consulting Group, Inc. Project . 07-004 16716 Quail Country Ave.. Date. 4/19/2007 ' Chino Hills; CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites s . # 73, 74, 77; 78 & 79 . ii Overtuming Stability (sum moments about footing toJe—): OTM:=.EFPAd ive'bwall�Hret+Hsoil+Tfootin)3l, C " — 'EFPActive'bwll(Tiooting+ Hsoil— 121n)3 - OT` M=436ft•Ibgs I (CMUrei ; WaIIRM '= WallDL•I + 4oel \\\ 2 / WalIRM= 1723ft•lb CMUret l KeYRM = KeYDL•�.2 . + 4oeJ KeYRM= Oft- lb 400ting Footin Foo\\l\\ltin 9RM = gDL' 2 FootingRM= 1318 ft- Ib r\ 4eel—CMUret I/ SoiRM.heSoiIDL4ting SoiRM.heel=1792ft•lb.2 ". r ERM := WaI1RM + FootingRM + SOIIRM.heel + KeYRM ERM = 4833ft•lb ERM FSOTM:=OTM FSOTM = 11.07 > 1.50 Soil Bearing: 1 -footing ERM — OTM oo 4 ting _ efootingstat:= 2EDL efooting.stat = O.O6ft = 0.62ft . 6 400ting �equiv stat = 3, C 2 - erooting.stat Lequivstat = 5.44ft SoilBearin EDL 6'EDL•efooting.stat 1 -footing" if Resultant 9stat = + efooting.stats 400ting' bvall 400ting2• bwall 6 in middle 1/3 2 -EDL Resultant outside middle 1/3 • otherwise Lequiv.stat-bwall i, SoilBearingstal SoilBearingstat = 709psf = 28% A lowBearingsoil CMU Retaining Wall - 2ft Ret 9ft Wall Oft 11 , •avyVIrJYr arty V/Vu{J, rr/V. rIV/GVI V!-VV�F (� 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page 1 Madison Club, CVWD Well Sites # 73, 74, 77, 78 8r 79 Footing Stability & Soil Bearing Desiqn (Lateral Desiank Active Soil: Vwall.ret:= 2. EFPActwe'bwall'(Hret + Hsoil+ Tfooting)2- 2' EFPActive'bwall'(Hsoil+ Tfooting)2 Vwall.ret = 2271b Mwall.ret 6•EFPActive'bwall'(Hret+ Hsoil+ Tfooting)3- 6•EFPActive'bwall'(Hsoil+ Tfootingf Mwall.ret = 381ft•lb Wall EQ: VwaII.DL.EQ:= Fpw.wall•(CMUwaII'Ycnu'Hwall+ CMUret'Ycmu'Hret)'bwall V 4351b wa11.DL.EQ = r Hwall 11 [CIVIUret-Hme ( Hret 111 MwaII.DL.EQ:= Fpw.wall'Ycmu' [CMUwall•Hwall•I 2 + Hret+ Hsoi11J + 1 2 + Hsoi IJJ bwall Mwall.DL.EQ = 2825ft•lb Wall Wind: Vwall.wind Pvdnd'(1 - OPn9fence)'bwall'Hfence + Pwind'bwall'Hwall Vwall.wind = 2561b Hfence 1 r Hwall 1 Mwall.wind -= Pwind(1 - OPn9fence)'bwall'Hr fence' 2 + Hret+ Hsoil + Pwind'bwall'Hwall' 2 + Hret+ Hsoil/I Mwall.wind = 1923ft- Ib Soil EQ: VsoiI.EQ:= EOsoil'bwall•Hret C Hret 1 MsoiLEQ := EOsoil'bwall'Hret• 2 + Hsoil/I Sliding Stability: Sliding := Vwall.ret + max(VwaII.DL.EQ + VsoiI.EQ.Vwall.wind) Resistfriction + Resistpassive FSsliding Sliding Overturning Stability (sum moments about footing toe): OTM := Mwall.ret + max(MwaILDL.EO + MsoiI.EQ. Mwall.wind) ERM FSOTM:= OTM Vsoil.EQ = 501b MsoiLEQ = 100ft•lb Soil Bearing: Looting ERM - OTM 1 -footing efooting.lat:= 2 EDL efooting.lat= 1.25ft 6 = 0.62ft I C 1-footing1 -equiv.lat �= 3 2 - efooting.laJ 1•equiv.1at = 1.89ft EDL 6•EDL•efooting.lat 1 -footing SoilBearinglat :_ + if efooting.lat < Lfooting'bwall Lfooting2'bwall 6 2 -EDL otherwise Lequiv.lar bwall SoilBearinglat = 2565psf CMU Retaining Wall - 2ft Ret 9ft Wall Oft 12 Sliding = 7121b FSsliding = 1.64 OTM = 3307lb-ft FSO= 1.46 Resultant in middle 1/3 Resultant outside middle 1/3 SoilBearinglat = 77 AIIowBearingsoil' 1.33 z.. Footing Toe Design. (bottom rebar): Hilts Consulting Group, / ie. Project07-004 tNo6,. spacing161nt Toe flexural rebar size and spacing 16716 Quail Country Ave. ',Date- 4/19/2007Chino Hills, CA 917.09 ' Designer; DH (909j 590-5200 Page...-. j?� Madison Club; CVWD Well Sites. !,� # 73, 74, 77, 78 & 79 ftxdEng 2 $c�"�3 n d = 11.63in Footing Toe Design. (bottom rebar): tNo6,. spacing161nt Toe flexural rebar size and spacing 'risai �FNotiarn �t i ftxdEng 2 $c�"�3 n d = 11.63in Design Loads: Footing Footing Heel Toe SoilBearing:= max(SoilBearing5tat,SoilBearingiat) SoilBearing = 2565psf efooting = efooting.stat if SoilBearingstat z SoilBearin9let efoot: = 1.25ft 16rooting.iat SB_ �. 'otherwise - • - SB wo Lequiv Lequiv.stat if SoilBearingstat z SoilBearing1e1 I Le - 1.89ft quiv- B 1 ''• Lequiv.lat otherwise 1 -footing, LSB := 400ting if efooting s 6 LSB = 1.89ft Effective length of soil bearing �equiv otherwise LDF :- c 1.00 if SoilBearingstat 2 SoilBearingtai 11.33 LDF = 1.33 Load duration factor (based on critical load case for soil bearing) otherwise SBI := SoilBearing SBI = 2565psf Soil bearing at toe of footing, £DL &£DL•erootin g 400bng - SB2:= - 2 if efooting s 400ting'bwall 400ting •wall 6 S132= Opsf Soil bearing at heel of footing Opsf otherwise SoilBearing 400ting sf wsoil.bearing = ({oaring if erooting 5 6 wsoill.bearing = 1358 ft Rate of soil bearing change SoilBearing otherwise - LSB SBwall :L- SB1 - wsoil.bearin ` oe if L g 4 Se - Lim SB II = 868psf Soil bearing at wall face Opsf otherwise CMU Retaining Wall - 2ft Ret 9ft Wall Oft. 13 i f ' 16716 Quail Country Ave. f \ Chino Hills, CA 91709 L �} (909) 590-5200 p Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 SBt + SBwall Vtoe:= 2 •LtOe•bwall if LSB i Ltoe 1 2•SBt•LsB•bwall otherwise 2 Mtoe = SBwall•2 + 2 (Sal — SBwall)-Ltoe• 2 _LtoeJ'bwall if LSB Z Ltoe I I SBt•LsB•1 4oe 3B bwall otherwise V 1.87•VtOe V 30171b 1.87•MfOe u: LDF u— Mu.— LDF Mu= 2196ft•lb Concrete Design: n Nobar•in bwall As 4 8 ) 2 (spacing) Pmin = 0.0033 As'fy a:= a= 0.78 in 0.85•fc• bwall 4 Mu MomentRatio := — 33 if p s Amin OMn Mu otherwise MMn lb0.5 ovc:= w•— in •2,/ fc•bwau•d As = 0.33in2 Ag P : bwall•d p = 0.0024 Vtoe = 21461b Shear at wall face Mtoe = 1562ft. lb Moment at wall face pmax = 0.0134 OMn:= mr•As•fy d— a 2 OMn= 16752ft- 1b MomentRatio = 17% ovc = 11858lb vu = 25% OVc Temp Steel: .+: 21 r" Ptemp'Lfooting'd As temp 0 201n._, i2temp . 0 001.4'; r$emp := rkemp = 3.66 As.temp CMU Retaining Wall - 2ft Ret 9ft Wall Oft 14 'roject 07-004 Date 4/19/2007 Designer DH Page J _Hills Consulting Group, Inc. Project 077004 16716 Quail Country Ave: Date 4/19/2007 Chino Hills, CA 91709. Designer. DH (909) 590-5200 .... page Madison Club, CVWD Well Sites 111,��p # 73, 74, 77, 78 &'79 Footing Heel Design (top rebar):. Noyes Y 5 spapng 416m Heel flexural rebar size and spacing ' zGmp^�P�k� ,'R'�t1ar Inx ? Lfjti - d Tf� 3irV d = 11.69in Distance to flexural rebar Design'Loads:. - Vheel Msoil`�Hret+ Hsoil)'�Lheel - CMUret)� + [Yconc'TtOoting'(Lheel - CMUret)]�'bwall Vheel = 9761b 2 2 (Lheel - CMUret) 1 r �Lheel - CMUret� ll. Mheel Ysoil'�Hret+ Hsoil)' 2 J + LYconc'Ttooting' Z JJ'bwall Mheel = 895ft Ib Vu:= I TV6eel Vu= 16.601b Mu: 1.7•Mheel _ Mu= 1521fl-lb Concrete Design:. I. 2 ' >iw.11.As4 (Nob.-in)8 (bspacing) As = 0.23in2 As,. Pmin 0:0033 P:= P = 0:0016 Amax = 0.0134' bwalyd As fy Y a:= a= 0.54in OMn•= Of -A 0 85•fc'bwall d- 2 a / OMn - 11821ft. Ib ( 1 r, q _.MU MomentRatio:= 3 if P s Pmin MomentRatio = 17% OMn Mu otherwise OMn lb vu Vu OVc:-O.v in2�c'bvrall'd OVc= 119211b 14% OV` t. CMU Retaining, Wall - 2ft Ret 9ft Wall'Oft 15 Hilts Consultinq Group, Inc. Project 07-004 ! ; 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page r\ Madison Club, CVWD Well Sites V' # 73, 74, 77, 78 & 79 CMU Retaining Wall - 4ft Ret 6ft Wall Oft 1 Hrercei:=, Oft (max.) Opngrel� 100%; (min.) +68 6O0ftOff', (max.) z : , (max.) Hsoi%a';12in* (min.) CMU;,�II 81nf .xze sr', CMU"& Birt: Tfoot a 15UP t'tpg' �t81f►z Mooting Ltoe + Lheel Mooting = 4.00ft r )�4 feY; 12m'N Way:; x121np Material Properties: fc _; 2500psi fy 60ksi Eg:: 29000ks[ p := 0.85 if fc <_ 4000psi 0 = 0.85 fc – 4000psi (0.85 – 0.05) 1000psi otherwise 0.85•(i•fc87000psi Pbal f . Pbal = 0.0178 Y $7000 psi + f Y Pmax 0.75Pbal Pmax = 0.0134 lb 15 200 Ib Circ Pmin := max JI Pmin = 0.0033 fy in fy int Ycoric: =' 1.5066f fm.:= .15006si 78psf+ 12psf X1240#4 12psf Ycmu max Bir 126 Em:= 750•fm Em= 1125000 psi SIS:=:1.00 Es n:= — n = 25.8 Em 16716 Quail Country Avl Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Concrete 28 -day compressive strength Rebar yield strength Rebar modulus of elasticity Balanced reinforcement ratio Maximum reinforcement ratio Minimum reinforcement ratio Concrete unit weight Concrete flexural & shear strength reduction factors Concrete masonry unit (CMU) 28 -day compressive strength yemu = 136pcf CMU weight, normal weight units (solid grouted) Equivalent weight of CMU + 1" Stucco CMU modulus of elasticity CMU Special Inspection (yes=1/no=0.5) Modular ratio Soil Properties: Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005 yS0;i {=:115pcf Soil unit weight I(I-footing 250psfl r 250psf ]lAIIowBearingsoil:= mi 1500psf+ – 12in)• ft J + [(Tfooting + Hsoil – 12in)• bin I , 2500psJ AIIowBearingsoil = 2500 psf Allowable soil pressure w/ depth 8 width increases FricliohFactor�;;:='.'0.40': FrictionFactorsoil = 0.40 Allowable friction coefficient A lowPassive' i:= 250pcf AllowPassivesoii = 250pcf Allowable passive pressure, ignore upper 1 foot EFPAc i,1e ;35pcf Active soil equivalent fluid pressure, level backfill Z:= 0.40Seismic Zone 4 Na:= 1.04 Near Source Acceleration, Source A, < 10 km Ca:= 0.44 -Na Ca= 0.46 Seismic Coefficient Nv := 1.29; Near Source Velocity, Source A, < 10 km C,; := 0.64•N,,. C„ = 0.83 Seismic Coefficient 25Pd'Hret EQsoll:= 2 E0s0il = 50 psf Dynamic lateral earth pressure per foot of retained height (not required for retaining less than 6') CMU Retaining Wall - 4ft Ret Eft Wall Oft 2 Date 4/19/2007 Designer DH Page Hilts Consulting Group, Inc. Project 07-004 %�• 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 9170.9 Designer DH -/"►, ,t (909) 590-5200 Page .. .,. Madison Club, CVWD Well Sites �•.. Rpwail 3 0 >� # 73, 74, 77, 78 & 79 Pwind= 28 psf Seismic Force on Elements (walls) - UBC 1632: Ca = 0.46 Seismic Coefficient f Ip 100;` Elements, UBC Table 16-K Iw if (10'. Special Occupancy, UBC Table 16-K Horizontal Force Coefficient, UBC Table 16-0, wall elements C "=1 Rpwail 3 0 Ductility 8 Overstrength Coefficient, UBC Table 16-0, wall elements Pwind= 28 psf hx ` Ham+ FINaIj; hx = 10.00ft Height to level for design . Fro Hret+ Hwali; h, = 10.00ft Total height ab•wall•Carlp F 0.7•C •I p.min.well = a p F px.wall _ 1 + 3• F 4.0 C •I � p.max.wall := a p • •p•wall Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83 Fpu.wall := if Fpx.wall C Fp.min.wall Fpu.wall = 0.61 JFp.minmall Fp.max.wall If Fpx.wall > Fp.max.wall Fpx.wa11 otherwise Fpu.wall Fpw.wall = Fpw.wall = 0.44 " 1.4 Wind:i Exp. 'C Exp 'B' Height Exp. 'a 0-15 1.39 1.06 0.62 Exp C _..w. 20 145 1.........1.13 0.67 25 1.50 ... ..........t .........................._. 1.19. 0.72 C -;S„ 106; Wind Stagnation Pressure (qg) UBC Table 16-F . 70 mph; 80 mph 90 rrph100 mph:..__ 110 mph ..._,....1_20.niph........ -._..130 mph 12.6 psf; 16.4 psf: 20.6 psf; 25.6 psf31.0 psf; 36.9 psf' 43.3 psf CMU Retaining Wall - 4ft Ret 6ft Wall Oft 3 6psf 4 qs = 19.2 psf 100mph (w/ 25% reduction for minor structures UBC 1624) Iw if (10'. Special Occupancy, UBC Table 16-K C "=1 Pressure coefficient, minor structures Pwind = Ce•Cq•gs•lw Pwind= 28 psf CMU Retaining Wall - 4ft Ret 6ft Wall Oft 3 Hilts Consultin4 Group, Inc. Project 07-004 _ ' 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page 11� Madison Club, CVWD Well Sites ' # 73, 74, 77, 78 & 79 Fence Wall Design: Walt Geometry: t'I,wall = 6.00ft CMU wall height t>w:., .12in• Design unit wall width CMUwall = 8.00in Wall thickness Nobar 5< spacing 32tna Flexural rebar size and spacing 3751n� r lora% f2 dcmu = 3.81 in Distance to flexural rebar }V., ?LDF =-1.331 Load duration factor NOb •inl2 Asbar :_ — • C Asbar = 0.31 int Rebar cross sectional area J Eo = n CNobar'in) Eo = 1.96in Rebar perimter 8 Asbar P _ p = 0.0025 Flexural reinforcement ratio spacing•dcn,u Minimum reinforcing: ASbar p0 spacing•CMUwall Pg = 0.0012 Must be greater than 0.0007 0.20in2 Phoriz 24in•CMU Phoriz = 0.0010 #4 @ 24" o/c wall Must be greater than 0.0007 Ptotal Pq + Phoriz Ptotal = 0.0022 Must be greater than 0.0020 Loading: pwind= 28psf wEQ Fpw.wall'Yanu'CMUwall wEQ = 40psf Vwind:= Pwind'(1 — OPn9fence)-bwall'l-Ifence + Pwind'bwall+lwall Vwind = 171 lb C Hfence flwall2 Mwind := Pwind' (1 — OPn9fence)' bwall' I Ifence' 2 + I Iwall + Pw nd' wall' 2 Mwind = 513ft• Ib Nwall2 Veq wEQ'bwall'I"Iwall Veq = 237Ib Meq:= wEQ'avall2 May = 711ft-lb Vwall max(Vwind. Veq) Vwall = 237Ib Mwall := max(Mwind, Meq) Mwall = 711 ft- Ib CMU Retaining Wall - 4ft Ret 6ft Wall Oft 4 t �n Hilts Consuking Group, Inc Project 07-004'. 16716. Quail Country Ave. Date 4/19/2007 Chino Hills; CA 91709 Designer • DH 1 _ (909) 590-5200 Page ti Madison Club, CVWD Well Sites #73, 14, 77, 78 & 79 CMU Design: , n = 25.78 k:= (n P)2+ 2•(mp) – mp k "= 0.30 1 =.1 – 3 1 = 0.90 Masonry compressive stress: Mwall 2 fm . ". fc fcmu • �1' k fcmu =. 361 psi ) FmAllow :_ — •SI•LDF ' 3 Fm/Wow = 665pst = 54% tlwall'dcmu2 FmAllow- Reinforcement tensile stress: Mwall :. . fs :_ Asbar fg = 21629psi spacing 1 dcmu 12in FsAllow if(O.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF)FsAllow = 31920psi 68% ;sAJI;. Masonry shear stress: Vwalr (Ib0.51 fV fv:= f, = 6,psi •di• bwalrlmu .. FVAllo.:= F•SI•LDF•I — I in Fvalow= 52 psi = 11% i \ ./ FvAllow . Reinforcement bond stress: Vwall - - - fµ fp •' fµ – 94 psi Eo FpAllow:= (200psi)•SI•LDF .' FpAllow,= 266psi 35% i•dcmu FpAllow spacing 12in ' Development Length: rr in2 Nobar inl 11 fg Ldtens on : L0.002• Ib ( g J I'fsJ• 1.50 if . F sAllow >_ 0.80 " Ldtension =. 27 in in2 NObar•in . 0.002 ( ): fs otherwise I. Ib 8. NObarl 1 Lap:= maxi Ldtensron 40•in [ 8 J Lap= 27im i CMU Retaining Wall - 4ftRet 6ft Wall Off • 5 1 16716 Quail Country Ave. Date 4/19/2007 I \ Chino Hills, CA 91709 Designer DH C(909) 590-5200 Page �J Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Retaining Wall (at bottom of wall): Wall Geometry: pg spacing•CMUre1 Pg = 0.0035 Hret= 4.00 ft 0.20inz Design retaining height Phoriz := 24in•CMUfet Phoriz = 0.0010 #4 @ 24" o/c Design unit wall width CMUret = 8in Ptotal := Pg + Phoriz Ptotal = 0.0045 Wall thickness Nib` f+ spacing %n Flexural rebar size and spacing Load duration factor Active Soil: dcmii �CMllret 0 375n� tir% dcmu = 5.62 in Distance to flexural rebar • 4 CNOb r•in)z mbar Asper = 0.44inz Rebar cross sectional area JI Nobarin� Eo= a• 8 C £o= 2.36in Rebar perimter Asbar P s acro P 9' dcmu p = 0.0049 Flexural reinforcement ratio Minimum reinforcing: Asbar pg spacing•CMUre1 Pg = 0.0035 Must be greater than 0.0007 0.20inz Phoriz := 24in•CMUfet Phoriz = 0.0010 #4 @ 24" o/c Must be greater than 0.0007 Ptotal := Pg + Phoriz Ptotal = 0.0045 Must be greater than 0.0020 Design Loads (Normal Long-term Loading): LDF=';1.00.' Load duration factor Active Soil: 1t Vsoil:= 2•EFPActive'bwall•(Hret+Hsoil)Z— 2-EFPActive•bwall'HsoilZ Vs0il=4201b 1 3 1 3 Msoil:= 6'EFPActive•bvau•(Hret+ Hsoil) — 6-EFPAaive-bwall•Hs0il Msoil= 723ft'Ib V:= Vsoil V = 4201b M:= Msoil M = 723ft-1b CMU Retaining Wall - 4ft Ret Eft Wall Oft 6 Hilts Consultincl.Group, lnc: Project 07-004 �tii 16716 QuaiLCountryAve. Date 4/19/2007 . %?q Chino Hills, CA 91709 Designer DH -C, (909) 590=5200 Page �t * Madison Club; CVWD Well Sites 1�J # 73, 74, 77, 78 & 79 r CMU Des11c n_ n = 25.74 k:= p)2+ 2•(n'p) – Rp (n' k = 0.39 1 = 1 – 3 1 =. 0.87 Masonrv', compressive stress: M 2 *f m fano . fu^u :_ ;' k f"`"' = 134 psi Cl: ) FmAllow :_ — SI•LDF 3 Frrwlow = 500.psi" �+all'dartu2 FmAtlow Reinforcement tensile stress: M fs . ASbar fs= 5358psidcmu .L spacing 12in Filo,, = if(0.5•fy-LDF 5 24000psi•LDF,0.5•fy-LDF,24000psi•LDF� Filo, = 24000psi a 22% FOR Masonry shear stress: ( lb0.51 f� __ fv bwall•1•dcrn fv – 7psi FvAllow =-I�•SI•LDF I` in JI F,Anow = 39 psi u - vAllow , Reinforcement bond stress: v fµ :_ fµ = 49 psi Eo Fpmlo ,:= (200psi)•SI•LDF Fµgpo,,,, = 200psi spacing •1'd«nu F µAllow p12in Development Length: �! in Nobar•inl l fg` Ldtension = C0.002• Ib I 8 J'.3 .50 if FsAuow � 0.80 = Ldtension 8in in Npbar•in n 0.002 ( otherwise g /•fs rNObarl l Lap:= ma�Ldtension,40I 8 J inJ Lap= 30 in 'i CMU Retaining Wall - 4ft Ret Eft Wall Oft 7 Hills Consulting Group, Inc. Project 07-004 ; 16716 Quail Country Ave. Date 4/19/2007 H `., Chino Hills, CA 91709 Designer DH (909) 590-5200 Page \ Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Design Loads (Short-term Loading): :LDF=;1;33; Load duration factor Active Soil: 12 1 2 Vwall.ret 2. EFPActive'bwall•(Hret+ Hsoil) — 2•EFPAaive'bwall•Hs0il Vwall.ret = 4201b 13 1 3 Mwall.ret:= s. EFPActive'bwall•(Hret+ Hsoil) — 6-UPActive'bwall'1-150il Mwall.ret = 723ft•lb Wall EQ: VwaII.DLEQ Fpw.wale(CMtlwall'Yanu'HwalI+CMUret'Yanu'Hret)'bwall V,e8II,DLE0=3951b 11 r )1- MwaII.DL.EQ Fpw.wall' CMU,�,all•Yanu•HHwall wall•I + Hf 1)] + I C2MUretHret2Ycmu'bwall(2 Mwall.DLEQ = 1976ft•lb Wall Wind: Vwall.wind PWnd(1 — Opn9fence)'bwall•Hfence + Pwindbwall'Hwall \ Vwall.wind = 171 lb CMwall.wind := Pwind'(1 — OPn9fence)'bwall'Hfence' 2 Hfence + Hwall + Hret + PHwaHwall windbwall'll• 2 + Hret Mwall.wind = 1197ft•Ib Soil EQ: VsoiI.EQ EQsoil'bwall'Hret Vsoil.EQ = 2001b Hret MsoiI.EQ EQsoil'bwall'Hrer 2 Msoil.EQ = 400ft•lb V:= Vwall.ret + max(Vwall DL.EQ + VsoiI.EQ. Vwall.wind) V = 10151b M:= Mwall.ret'+ max(MwaII.DL.EQ+ Msoil.EQ,Mwall.wind) M= 3099ft•lb CMU Retaining Wall - 4ft Ret Eft Wall Oft 8 Hilts Consulting Group, Inc. , Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page i I 1 , \\ Madison Club,'CVWD Well Sites r ' # 73, 74, 77, 78 & 79 a CMU Design: n = 25.78 k:=(mp)? + 2•(n•p) — mp k = 0.39j:= j=0.87 t Masonry compressive stress: M fm•SI•LDF f«nu f..:=:, 2 I J fcmu= 575psi FmAllow:= FAllow= 665psi = 86% bwau•dcmu )•k 3 FmAllow ... t Reinforcement tensile stress: fs := Asbar fs = 22954 psi J-dcmu spacing 12in FsAlioW:= if(O.5•fy-LDF 5 24000psi•LDF,0.5•fy-LDF,24000psi•LDF) FsAilc,,,,= 31920psi a 720% FsAllow Masonry shear stress: li V os iv fv. bwe11Vdcmu fv = 17.3 psi FvAllow = F•Sl-LDF•(Ibo I FvAliow = 51.5 psi = 34% J r FvAllow Reinforcement bond stress: V f fµ :_ E fo = 117psi FpAiiov,,:= (20Opsi)•SI•LDF EO FpAllow= 266psi .i.dcmu F„Nlow , spacing 12in Development Length: , , i tl2•rI. No8r in l s Ldtensior = 0.002• •fsJL50 if > 0.80 Ldiension=34inFs f 0.002•Ib otherwise 8 J.fs 1 r rNObarl 1 Lap:= maxi L Ldlensiom40•I 8 \ / in Lap= 34 in i �t - i• 1t k A s, CMU Retaining Wall - 4ft Ret Eft Wall Oft l Y i 9 16716 Quail Country Ave. Chino Hills, CA 91709 C (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Stability & Soil Bearinq Design (Static Desian): Footinq Geometry: L1Oe = 1.50ft Footing length from face of wall to toe Lheel = 2.50ft Footing length from face of wall to heel 400ting := 4oe + Lheel 1 -footing = 4.00ft Total footing length Tfooting = 1.25ft Footing thickness bwail = 1.00ft Design unit wall width Dkey = 1.00ft Key depth Wkey = 1.00ft Key width Sliding Stability: 1 2Slidin9�= 2'EFPAcive'bwall' �Hret + Hsoil + Tfooting� WaIIDL := Yomu'[ CMUwall' Hwall + CMUrer (Hret + Hsoil)J bwall FootingDL:= Yconc-400ting'Tfooting'bwall KeYDL:= Yconc'Dkey'Wkey'bwall SOibL:= Ysoil-(Lheel — CMUrel).( Hret + Hsoil)-bwall EDL := WaIIDL + FootingDL + SoilDL + KeyDL Resistfriction:= FrictionFactorsoil•EDL Resistpassive:= 1 AllowPassivesoil•bwall•(Tfooting+ Dkey+ Hsoil— 12in)2 FSsliding:= Resistfriction + Resistpassive Sliding CMU Retaining Wall - 4ft Ret 6ft Wall Oft 10 Sliding = 6841b WaIIDL = 9971b FootingDL = 7501b KeyDL = 1501b SoilDL = 1054 lb EDL = 2951 Ib Resistfriction = 1181 Ib Resistpassive = 6331b FSsliding = 2.65 > 1.50 Date 4/19/2007 Designer DH Page a i, Project 07-004 Hilts Consulting Group, Inc.' 16716. Quail Country Ave. Date 4/19/2007 '. Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 g Stablllty (sum moments about footing tole): Overturnin[-I OTM:=•EFPAdive•bwau•(Hret+Hsoil+Tfooting)3J- s•EFPpdive•bwall(Tfootiv+Hsr1*712in)3 OTM=1413ft•Ib rCMUret 1 WaIIRM = WallDL•I\ + 4oe WaIIRM= 1828ft•lb j 2 CMUret KeYRM - KeYDL• + Itoe KeYRM= 275ft•lb 2 Lfooting FootingRM:= FoobngDL• FootingRM 1500ft- lb 2 I. ( heel - CMlJret l Soit RM.heel = SOiIpL' Ling — SOHRM.heel = 3250ft•lb 2_ J li ERM .= WaIIRM+ FootingRM+ SOHRIa.heel+ KeYRM ii IRM = 6854ft- lb ERM FSOTM :=OTM FSoTM = 4,85 > 1.50 Soil Bearing: 1 -footing ERM - OTM llfooting efooting.stat:=2 - EDL. efooting.stat = 0.16ft 6 = 0.67 ft Lfooling Lequiv stat = 3 2 — efooting.stal) p Lequiv.stat = 5.53ft EDL 6•EDL-efooting.stat Lfooting SoilBearingstaf := + if efootingatat'— Resultant in middle 1/3 2 Lfooting-bwell 1-footing'avail 6 2 -EDL Resultant outside middle 1/3. j; otherwise Lequiv.stal' avall SoilBearingstat SoilBearingstat = 911 psf - = 36% AllowBeanngsoil i 'i. CMU Retaining Wall - 4ft Ret 6ft Wall Oft 11, i, 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH f (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Stability & Soil Bearing Design (Lateral Desiqn): Active Soil: 1 1 p Vwall.ret := 2 EFPAaive-bwall-(Hret + Hsoil + Tfooting) p — 2 •EFPAaive'bwall'(Hsoil + Tfooting) Vwall.ret = 5951b Mwall.ret = 6_ EFPAaive'bwall'(Hret+ Hsoil+Tfooting)3— 6•EFPAaive'bwall'(Hsoit+Tfooting)3 Mwall.ret= 1358ft•lb Wall EQ: Vwall.DL.EQ:= Fpw.walt'(CMllwall'Ycrnu'Hwall+ CMUret'Ycmu'Hret)'bwall Vwall.DL.EQ= 3951b Hwalll Hret 111 Mwall.DL.EQ:= Fpw.wall'Yanu' CMUhall*Hwall' 2 + Hret+ Hsoill +[CMUret-Hrerl2 + HsoiJJJ'bwall Mwall.DL.EQ= 2371ft. lb Wall Wind: Vwall.wind:= Pwirxt(1 — Opngfence)'bwall'Hfence+ Pwind'bwall'Hwall Vwall.wind = 171 lb Hfence � Hwall l Mwall.wind:= Pwind'(1 — Opn9fence)'bwall'Hfence' 2 + Hret+ Hsoil► + Pwind'bwalrHwall'I 2 + Hret+ HsoiJ Mwatl.wind = 1368ft•Ib Soil EQ: Vsoil.EQ:= EOsoil'bwall'Hret rHret MsoiI.EQ:= EOsoil•bwell'Hret• 2 + Hsail Sliding Stability: Sliding := Vwall.ret + max(Vwall.DL.EQ + Vscil.EQ, Vwall.wind) FSsliding:= Resistfriaion + Resistpassive Sliding Overturninq Stability (sum moments about footing toe): OTM := Mwall.ret + max(Mwall.DL.EQ + Msoil.EQ.Mwalhvind) ERM FSOTM := OTM Vsoil.EQ = 2001b Msoil.EQ = 600ft•lb Soil Bearing: Lfooting ERM — OTM Lfooting erooting.tat:= 2 EDL efooting. lat = 1.14ft 6 =0.67ft C 1 Lequiv.lal:= 3 Ltooting2 — efooting.lat/I Lequiv.lat = 2.57ft EDL 6•FDL-efooting.lat 1 -footing SoilBearinglat:_ + 2if efooting.lat < Lfooting'bwall 1 -footing 'bwall 6 2 -EDL otherwise Lequiv.lat' bwall SoilBearinglat = 2300psf CMU Retaining Wall - 4ft Ret Eft Wall Oft 12 Sliding = 11901b FSsliding = 1.52 OTM = 4329lb•ft FSOTq =1.58 Resultant in middle 1/3 Resultant outside middle 1/3 SoilBearinglat = 69% AIIowBearingsoil' 1.33 z Hilts Consulting Group, Inc. Project 07-004 • i' 16716 Quail CountryAVe. Date 4/19/2007 Chino Hills, CA _ 91709 Designer DH �., (909) 590-5200 Page Madison Club, CVWD Well Sites & # 73, 74, 77, 78 79 •ct Itfob� fo- , *� Footima Toe Desicin (bottom rebar): `Toe flexural rebar size ands acin X63 speang P 9 zNop •ct Itfob� fo- , *� d Troiiting� 31r1 d = 11.631n "" Footing Footing DesignL)ads: .-Heel Toe SoilBearing:= maxSoilBearingstat;SoilBearinglat) SoilBearing= 2300psf efooting: efooting.stat if SoilBearingstat 2 SoilBearinglat I efooting = 1.14ft S82 "I' efooting.lat otherwise .. SB wo B 1 Lequiv =' Lequiv.stat if SoilBearingsiat z SoilBearinglat Lequiv = 2.57ft r Lequiv.lat otherwise 400ting LsB := 40oling if eiooting 5 LSB = 2.57 -ft Effective length of soil bearing 6 Lequiv otherwise LDF := 1.00 if SoilBearingstat z SoilBearinglat LDF = 1.33 Load duration factor (based on critical toad case for soil bearing) 11.33 otherwise SB1:= SoilBearing SB, = 2300 psf Soil bearing at toe of footing . EDL 6'EDL•efooting 400ting SB2:=- if erooting 5 SS1322 = Opsf Soil bearing at heel of footing 400ting-footing400ting 2 6 .all Opsf otherwise SoilBearing• 1-footingpsf Wsoil.beoring :_ if efooiing s wsoil.bearing = 896 Rate of soil bearing change , �j 1 -footing 6 ft SoilBearing otherwise LSB SBwall = S61 - (wsoil.bearing'Ltoe) if LSB.a Lwe SBwall = 956psf Soil bearing at wall face Opsf otherwise I, CMU Retaining Wall - 4ft Ret 6ft Wall Oft 13 Hilts Consulting Group, Inc. 16716 Quail Country Ave. Chino Hills, CA 91709 y (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 S81 + SBwall Vtoe -Ltoe•bwao if LSB Z 4oe 2 1 4 -SBI•LsB•bwall otherwise 1_ Mtoe = rSBwall 2 Ltoe + 1 2(SBI — SBwall)•L2 toe' 3'Ltoe 'bwall if LSB ? Ltoe L2SBt•LSB•I Ltoe 3B)] b, all otherwise Vtoe = 24421b Shear at wall face 1.87• Vtoe 1.87• Mt,, Vu. LDF V„= 3433 lb MU:= LDF M„= 2929ft- lb Concrete Design: r< bar' NO in 2 bwall As 4 8 spacing Pmin = 0.0033 As•fy a := a = 0.78 in 0.85•fc•bwall 4 _.MU 3 MomentRatio := if P 5 Pmin OMn M„ otherwise OMn lb 0'5 OVc Ov' '2`' c-bwall'd in As = 0.33in2 AS V= p = 0.0024 bwall'd Mtoe = 2083 ft. Ib Moment at wall face pmax = 0.0134 OMn:= of•As-fy- d— 2J OMn= 16752ft•lb MomentRatio = 23% V OV, = 11858 lb = 29% VC Temp Steel: as . xs 2e Ptemp'Lfooting•d temp 0 20m Pte11,P 5 ?.00 14 ntemp Remp = 3.91 AsAemp CMU Retaining Wall - 4ft Ret 6ft Wall Oft 14 'roject 07-004 Date 4/19/2007 Designer DH Page Hilts Consulting Group,'Inc. 16716 Quail Country Ave. Chino Hills, CA 91709 (906)'590-5206 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 „ Project 07-004 Date - 4/19/2007 y Designer DH Page, Footing Heel Design (top rebar): f + lNo 5' spacing- 16in` Heel flexural rebar size and spacing ' d = 11.69in Distance to flexural rebar dad 221 Design Loods: Vheel:=llYsoir(Hret+Hsoil)-(Lheel—CMUret)]+[Yconc•Tfooting•(Lheel—CMUret)]]•bwau Vheel=1398lb i 111.0 Mheel = il' Hret + H.(4,eel — CMUfet)Z • 2 J + LYconc•Tfooting 2 ]]-bwall Mel = 1281 ft•lb . Vu:= 1.7•Vheel Vu= 2376 lb Mu:= 1.7•Mheet Mu = 2178ft. lb Concrete Design: a Nobar•in2 b'.11As 4 ( 8 ) (spacing) As = 0.23in2 f As - Pmin = 0.0033 P:= p = 0.0016 pmax = 0.0134 b wall•d - As:fy ( l , a := a= 0.54 in OMn:= O f•As•fy- d - 0.85•fc•bwall \\\ a 2 J OM, = 11821 ftIb 4 3 Mu MomentRatio := — if p 5 Pmin MomentRatio =25% OMn mu — otherwise OMn b0.5 Vu Ovc = my; in 2Fc-bwwI-d �Vc = 119211b 20% WC - ' 1r - I� • r CMU Retaining Wall - 4ft Ret 6ft Wall Oft 15 ' 4 Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH w (909) 590-5200 Page l; Madison Club, CVWD Well Sites 1 ,/( # 73, 74, 77, 78 & 79 Footina Kev Desian: Nopar?:-g5 spacing-;-> 16in? Heel flexural rebar size and spacing "d Wkey 31n d = 8.69in Distance to flexural rebar Design rLoads: Vkay. I 1 AIIowPassiveroil. Hsoil + Tfooting + Dkay)2 - 1 AIIowPassivesoil. Hsoii + TfootQ21'bwau Mkey:=l 1 AllowPassivesofr(Hsoil + Tfooting + Dkey)3 - I AllowPassivesoir(Hwil + Tfooting)3].bwalt Vu:= 1.7•Vkey V„= 11691b Mu:= 1.7•Mkey Mu= 1625ft•lb Concrete Design: N0bal'in)2.( bw IIAs4 ( 8 spacing) Pmin = 0.0033 p`s' fY a= a=0.54in 0.85•fc' bwall 4 _.M� 3 MomentRatio := if P <- Pmin 0Mn Mu — otherwise 0Mn As = 0.23 int As V= p = 0.0022 bwall-d OMn Of•As'fy. d- a 0Mn=8715ft. lb 2) MomentRatio = 259/1, as V AVc:= my lbw •2��c•bwalt'd OVc = 8861 Ib V = 13% c Temp Steel: sDd Ptem k As temp := 0 20in2" Ptemp :- 0 0014' ntemp = P ntemp = 0.73 As.temp CMU Retaining Wall - 4ft Ret Eft Wall Oft 16 Vkey = 6871b Mkay= 956ft•lb Pmax = 0.0134 . + 1!1 1 . :' ,. ,: { F1'. ! .♦y)r lye Hilts Consulting Group Inc. ' r' ';, • Project -:07-004' 16716 Quail Country Ave. . ' • $ �' -Date .4/19/2007 t `a �, ;:.'DesignerY ' DH (909) 590-5200 ' Jh Madison Club, CVWD Well Sites t j f .Y tEklmoe -Oft' (max.) S °y CPngre;us 100"/0 (min.) Fence ,(% Opening) OOtE} (max.) !' a j.! ret y r ry ! a'M �- "Woll CMU .&' Rebor F j (size & spocing) (min.). • ` . , _ �' " i + `,� ,� ° r hCMUwat1� Bin' . t , ••; ;CMUZ;`,12tH- Fin. Gr. A { =e zK , . Rel CMU "& Rebor =1 I=1 11=11 El 11=1 11=1 I /— -III—III—III—III. I' i (size & spocing) �T� TStn , w "=III=III— • .II .� El I E > _ _ t I Ii—i I I t •• =III=11 4 w . I1—=11 1 III —111111 . __ �, �I , .� 1, � ..y �`� ••, � .: s� ' I I=1 I — — — — - — 400tmg LI. + 4,.1 Heel Rebor .9 1 E 111=111=111=111=III=11'' ' fi .II =111-1I ElIIEII-l' . :•! t (size & sFo_ ng)—=TI—TI— _ y = 4 25ft (top toce) 400en9 ,, .i• .e„ {'�' J/.y ,h, - r shy ,+g. pz T�r _ , n Toe Rebor ' :-:� .e &wsp0ilrg)(bottomfoce)ey Rebor (size & spocingN. t o L-neei L.iGr _\ ! �.tootlll'.�i ~ '`iw k a i ' . -. • t CMU Retaining Wall - 4ft Ret 8ft Wall Oft F 1 w;, ; )� r t ; i +•-•#4 . •w I 1 . :' ,. ,: { F1'. ! .♦y)r lye Hilts Consulting Group Inc. ' r' ';, • Project -:07-004' 16716 Quail Country Ave. . ' • $ �' -Date .4/19/2007 Chino Hills, CA 91709 `a �, ;:.'DesignerY ' DH (909) 590-5200 "` ' ;,,�'+,; +Page - Madison Club, CVWD Well Sites # 73, 74; 77, 78 8 79 • f .Y tEklmoe -Oft' (max.) S °y CPngre;us 100"/0 (min.) Fence ,(% Opening) OOtE} (max.) !' a j.! ret y r ry ! a'M �- "Woll CMU .&' Rebor F j (size & spocing) (min.). • ` . , _ �' " i + `,� ,� ° r hCMUwat1� Bin' . t , ••; ;CMUZ;`,12tH- Fin. Gr. A { =e zK , . Rel CMU "& Rebor =1 I=1 11=11 El 11=1 11=1 I /— -III—III—III—III. I' i (size & spocing) �T� TStn , w "=III=III— • .II .� El I E > _ _ t I Ii—i I I t •• =III=11 4 w . I1—=11 1 III —111111 . __ �, �I , .� 1, � ..y �`� ••, � .: s� ' I I=1 I — — — — - — 400tmg LI. + 4,.1 Heel Rebor .9 1 E 111=111=111=111=III=11'' ' fi .II =111-1I ElIIEII-l' . :•! t (size & sFo_ ng)—=TI—TI— _ y = 4 25ft (top toce) 400en9 ,, .i• .e„ {'�' J/.y ,h, - r shy ,+g. pz T�r _ , n Toe Rebor ' :-:� .e &wsp0ilrg)(bottomfoce)ey Rebor (size & spocingN. t o L-neei L.iGr _\ ! �.tootlll'.�i ~ '`iw k a i ' . -. • t CMU Retaining Wall - 4ft Ret 8ft Wall Oft F 1 w;, ; )� r t ; i +•-•#4 . •w I 1 Material Properties: fy = 60ksi's EgE" 29000ksi' p := 0.85 if fc 5 4000psi p = 0.85 fc - 4000psi (0.85 - 0.05)• 1000psi otherwise 0.85•p•fc(87000psi 87000psi + fY/I1Pbal Pbal = 0.0178 fY Pmax 0.7513bal p,T,x = 0.0134 C 3rc Iboe 200 lbl Pmin max fY in f Y in 2 Pmin = 0.0033 'flm�= t500psi' ("f. ;' � ts.,� 7t3psf+ 12psf ,124psf.+ 12psf .. �Yemu many( En,:= 750 -fm Em= 1125000psi isr:=l:oo ES n := n = 25.8 Em 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Concrete 28 -day compressive strength Rebar yield strength Rebar modulus of elasticity Balanced reinforcement ratio Maximum reinforcement ratio Minimum reinforcement ratio Concrete unit weight Concrete flexural & shear strength reduction factors Concrete masonry unit (CMU) 28 -day compressive strength ycmu = 136pcf CMU weight, normal weight units (solid grouted) Equivalent weight of CMU + 1" Stucco CMU modulus of elasticity CMU Special Inspection (yes=1/no=0.5) Modular ratio Soil Properties: Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005 :i;;•=115pcf Soil unit weight AIIowBearingsoil := mir�1500psf + L�Lfooting - 12in�• 25ftpsf1 + Pfooting + Hsoi; - 12in�. 256Unsf1, 2500psJ AIIowBearingsoil = 2500 psf J Allowable soil pressurJJe w/ depth & width increases FrictiopFactor 0.40 FrictionFactorSOII = 0.40 Allowable friction coefficient Ai"Passive6,11:,=,25 iJpcf AIIowPassivesoil = 250pcf Allowable passive pressure, ignore upper 1 foot EFPpd1 fei=,35pcf' Active soil equivalent fluid pressure, level backfill Z := 0;40, Seismic Zone 4 Na: 1.04 Near Source Acceleration, Source A, < 10 km C8 c= 0.44:Na Ca = 0.46 Seismic Coefficient N,,: 1.29 Near Source Velocity, Source A, < 10 km Cv:= 0.64 N; C„ = 0.83 Seismic Coefficient R 25pcf•Nrei' EQsoii EQsoi, = 50 psf Dynamic lateral earth pressure per foot of retained height (not required for retaining less than 6') CMU Retaining Wall - 4ft Ret 8ft Wall Oft 2 Project 07-004 Date 4/19/2007 Designer DH Page Seismic Force on Elements (walls) - UBC 1632: Hilts Consultinq Group, Inc. Project 07-004 ` 16716 Quail Country Ave. Date . 4/19/2007 \ Chino Hills, CA 91709 Designer DH . G y I (909) 590-5200 Page t `\ Madison Club, CVWD Well Sites # 73, 74, 77, 78 $ 79 12.00ft Total height Seismic Force on Elements (walls) - UBC 1632: Ca = 0.46 Seismic Coefficient "f='1+00' Elements, UBC Table 16-K Horizontal Force Coefficient, UBC Table 16-0, wall elements a RpwalF .A Ductility 8 Overstren th Coefficient, UBC Table 16-0, wall elements ty 9 hx = 12.00ft Height to level for design 12.00ft Total height aa.wall•Ca' Ip r , Fp.min.wall := 0.7•Ca•lp Fpx.wall:= I 1+3.— I Fp.max.wall := 4.0•Ca•Ip Rp.wall l IN J Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83 Fpu.wall := Fp.min.wall if Fpx.wall < Fp.min.wall Fpu.wall = 0.61 Fp,max.wall if Fpx.wall > Fp.max.wall Fpx.wall otherwise Fpu.wali Fpw.wall = Fpw.wall = 0.44 1.4 Wind: Exp. 'C Exp. 'B' Height. Exp. 'd 0-15 1.39 1.06 0.62 Exp C 20 1.45 25 1.50 1.19 0.72 CQ=5;41Ofi; Wind Stagnation Pressure (qs) UBC Table 16-F i 70 mph; 80 mphi _9_0 mphi 100 mph 110 mph; 120 mph; 130 mph 12.6 psf; 16.4 psfi 20.8 psf; 25.6 psf 31.0 psf,,36.9 psf f 43.3 psf qs = 19.2psf ylw 1.00 q Cq 1 4 i Pwind:= Ce'Cq'gs•lw CMU Retaining Wall - 4ft Ret 8ft Wall Oft 100mph (w/ 25% reduction for minor structures UBC 1624) Special Occupancy, UBC Table 16-K Pressure coefficient, minor structures Pwind = 28 psf 1 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page C \ V 0- Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Fence Wall Design: Wall Geometry Hwall = 8.00ft CMU wall height 12W Design unit wall width CMU,,,all = 8.00in Wall thickness Nopar ',5, spacing 16mp Flexural rebar size and spacing 0 3751n} , r�CMU,Nan' dcmu„ dcrnu = 3.81 in Distance to flexural rebar Load duration factor 71 CNo$ •in12 Asbar :_ - • t Aspar = 0.31 in Rebar cross sectional area JI NObar-In Eo:= n• 8 Eo = 1.96in Rebar perimter ASbar P:= P = 0.0050 Flexural reinforcement ratio spacing-dcmu Minimum reinforcing: ASbar Pg spacing•CMUwall Pg = 0.0024 Must be greater than 0.0007 0.20in2 Phoriz := Phoriz = 0.0010 #4 @ 24" o/c 24in•CMUwall Must be greater than 0.0007 Ptotal := Pg + Phoriz Ptotal = 0.0034 Must be greater than 0.0020 Loading: pwind= 28psf wE0 := Fpw.wall'Ycmu'CMUwall wE0 = 40psf Vwind:= Pwind'(1 - Opngfence)-bwall'Hfence + Pwind'bwall-Hwall Vwind= 2281b rHfence l Hwall2 Mwind = Pwind(l - Opn9fence)'bwalrHtence'I 2 + Hwall) + Pwinebwair 2 MvAnd= 912ft-Ib Hwall2 Veq := wE0-bwall-Hwall Vaq = 316lb Meq := wE0-bwall' 2 Maq = 1264ft-1b Vwall:= max(Vwind,Veq) Vwall = 3161b Mwall:= max(Mmnd,Meq) Mwall = 1264ft-Ib CMU Retaining Wall - 4ft Ret 8ft Wall Oft 4 CMU Desio n: Hilts Consulting Group, Inc. :- Project '07-004 r� 16716 Quail Country Ave.' Date 4/19/2007 k J := 1.- 3 1 = 0.87 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page . 1 �+f Madison -Club, CVWD Well Sites feu # 73, 74, 77; 78 & 79 fanu:= 2 I kJ l\ bwall'danu 1 fcmu = 506psi F = SI•LDF mAllow :— — . 3 F – 665psi mAnow — CMU Desio n: n = 25:78 k:= (n•P)2+ 2 (n P) - n.p k = 0:40 k J := 1.- 3 1 = 0.87 Masonry compressive stress: NAwall ( 2l fm feu fanu:= 2 I kJ l\ bwall'danu 1 fcmu = 506psi F = SI•LDF mAllow :— — . 3 F – 665psi mAnow — = 76% FmiWow P Reinforcement tensile stress: Mwall fs Asbar fs = 19925psi spacing 1 dcmu 12in I" fs FsAllow:= if(O.5•fyLDF < 24000psi•LDF,0.5•fyLDF,24000psi-LDF� FsAnow= 31920psi = 62% l FsAllow Masonry shear stress: , uwall Ibg.S . , f fv:= fv= 8psi avall•1:dams FvAilow:= F•SI•LDF• (tn �. FvAnow= 52psi. v = 15% FVAilow Reinforcement bond stress: Vwall fµ _ fµ = 65 psi ' E FµAlloev;= (200psi)•SI•LDF F 266psi - µAllow = P °. .- 1 dams FµAuow spacing 12in Develobment Length: intNobar in fs Ldtension:= G [o.b02.— Ib •� 8 I•fsJ•1.50 j if Fy�low >_ 0.80 Ld tension =,25in-` in2(140bar-in) 0.002 otherwise Ib 13'fs NObar Lap := ma�Ldtension,40 .8 �•itl� . II Lap.= 25 in CMU Retaining Wall - 4ft Ret 8ft Wall Oft 5 - Hilts Consulting Group, Inc. Project 07-004 '�_ 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites V # 73, 74, 77, 78 & 79 `d�,,,u „ imb.-i 047tn2i& dcmu = 9.62 in Retaininci Wall (at bottom of wall): Wall Geometry: Hret = 4.00ft CMUret = 12 in Nopa '5 spaang 16tH `d�,,,u „ imb.-i 047tn2i& dcmu = 9.62 in CNo8 •inl2 Asbar :_ , • t Asbar = 0.31 in J r Nobar•inl Eo := a• Eo= 1.96in $ JI ASbar P:= spacing•dd„u p = 0.0020 Minimum reinforcing: ASbar pg spacing•CMUret Pg= 0.0016 2.0.20in2 Phoriz := 24in•CMUret Phoriz = 0.0014 Ptotal = Pg + Phoriz Ptotal = 0.0030 Design Loads (Normal Long-term Loading): LDFi,-:a 00 Active Soil: Vsoil:= 2•EFPActive-bwall.(Hret+Hsoil)2— 2-EFPActive'bwall•Hsoi12 Msoil:= 6•EFPAdive'bwall'(Hret+ Hsoil)3— s EFPAgive•bwall.Hsoil3 V:= Vsoil V = 4201b M:= Msoil M = 723ft•lb Design retaining height Design unit wall width Wall thickness Flexural rebar size and spacing Distance to flexural rebar Rebar cross sectional area Rebar perimter Flexural reinforcement ratio Must be greater than 0.0007 (2) #4 Q 24" o/c Must be greater than 0.0007 Must be greater than 0.0020 Load duration factor CMU Retaining Wall - 4ft Ret 8ft Wall Oft 6 Vsoil = 4201b Msoil= 723ft•lb Hilts Consulting GrouA Inc Project 07-004 16716 Quail Country Ave.' 'Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites #•73, 74, 77, 78 09 CMU Design: . n = 25.78 k:= (mp2•(n•p) - n•p )2+ It = 0.27 1 = 1 - k j = 0.91 3 Masonry compressive stress: M 2) fm - fano fanu:= 2• k I fanu = 63 psi FmAllow:= 3-SI•LDF 3 Fmrolow = S00psi = 13% bwall cmc 1 / FmAllow Reinforcement tensile stress: M fs ASbar fs = 4312 psi spacing 1 dams 12in.. fs F�Iow:= igO.5•fyLOF < 24000psi•LDF,0.5•fyLDF,24000psi•LDF� Fsmlow= 24000psi' FsAllow Masonry shear stress: V lbos f\ v := fv = 4psi - FvAllow :_ �•SI• LDF• —J C in �, _ Fvgjl' 39psi all-i'dcmu vAllow Reinforcement bond stress: V fp fp :_ fµ = 33 psi EO FpAl1ow ,(200psi)•SI•LDF FA,ow = 200psi 1 -dans FyAllow . spacing 12in Development Length: int(Nobar•inll fgLdtension 10. 002•-- Ib \--J•fs1.1.50 \ 8 "if -- >:0.80 FsAllow Ldtension= 5in 2 in Nob r'in 0:002• �•fs otherwise Ib 8 N r�•inJ Lap:= maxrLdtension,40•I 8 i li P Lap= 25 In CMU Retaining Wall - 4ft Ret 8ft Wall Oft 7 'i (� 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 ,roc` Madison Club, CVWD Well Sites j1 # 73, 74, 77, 78 & 79 Design Loads (Short-term Loading): LDFy'433'; Load duration factor Active Soil: Vwall.ret 2•EFPAdive'bwall'(Hret+ Hsoil)2— 2•EFPActive'bwall'Hsoil2 Vwall.ret = 4201b Mwall.ret:= 6. EFPActive'bwall'(Hret+ Hsoil)3— 6•EFPActive'bwall'Hsoil3 Mwall.ret= 723ft•lb Wall EQ: Vwall.DL.EQ = Fpw.wall'(CMLIlwall'Yamu'"wall + CMUrerYcmu'Hret)-bwall Vwall.DL.EQ = 5531b Hwall l Hret2 1 Mwall.DL.EQ = Fpw.wall' CMUwall*Ycrnu'Hwall'( 2 + Hfe/J + CMUret'Ycmu' 2 1 'bwall Mwall.DL.EQ= 3003ft- lb Wall Wind: Vwall.wind Pwind'(1 — Opn9fence)'bwall•Hfence + Pwinebwall'Hwall Vwall.wind = 228lb rHfence 1 I/ Hwall l Mwall.wind Pwind'(1 — Opn9fence)'bwall'Hfence'I 2 + Hwall + Hret' + Pwind'bwall'Hwall'I 2 + Hre) Mwall.wind = 1824ft•lb Soil EQ: Vsoil.EQ EOsoil'bwall'Hret Vsoil.EQ = 2001b Hret Msoil.EQ:= EQsoil'bwall'Hret 2 Msoil.EQ = 400ft•lb V:= Vwall.ret + max(VwaII.DL.EQ + Vsoil.EQ, Vwall.wind) V = 11731b M:= Mwall.ret + max(Mwall.DL.EQ + Msoil.EQ, Mwall.wind) M = 4126ft•lb CMU Retaining Wall - 4ft Ret 8ft Wall Oft 8 Date 4/19/2007 Designer DH Page I, Hilts Consulting Group, Inc:, ' :- .;' Project 07-004 16716 Quail Country Ave: Date 4/19/2007 Chino Hills, CA 91709 Designer DH 1 (909) 590-52D0 Page Madison'Club, CVWD Well Sites # 73, 74, 77, 78 & 79 CMU Design: n = 25.78 k:_ (n•p)2+ 2-(n•p) – n•p k= 0.27 j:= 1= 3 1 = 0.91 Masonry compressive stress: M r l f fcnu:= k I ' fcnu.= 359 psi FmFWow = 3 •SI•LDF .. 2 FmAliow = 665psi `1 bwall'danu \ / mAllow Reinforcement tensile stress: M fs Asba fs=24598psi dcrnu spacng 12inf . I fs Fsgpow:= if(,0.5•fy-LDF 5 24000psi•LDF,0.5•fyIDF,24000psi-LDF� FSApoW = 31920psi FeAllow Masonry'sheirstress: V,, r lb0.sl fv . fv:= fv = 11.2 psi . FvAllow:= F•SI•LDF•I —J FvAllow=, 51.5 psi bwall Jtdomu l in i FvAllow Reinforcement bond stress: V fµ. fv := fv = 91 psi Ft,Allow:= (200psi)•SI•LDF E Fpml w = 266psi = 34% FpAllow o '1'dcmu spacing 120 Development Length: in rNo�r•inl 1 fs Ldlension:=I •I J002• •fSJAM if >_ 0.80 Ld= 31 in t1ension lb lb \ 8 F sNiow 'i in NObar•In 0.002: ( )-fs othervAse Ib 8 ( NOW11 Lap:= ma Ldtensiom40•l )•inJ Lap= 31 in 8 j r i. CMU Retaining Wall - 4ft Ret Elft Wall Oft 9 Hilts Consulting Group, Inc. 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footina Stabilitv & Soil Bearina Desian (Static Desian): Footing Geometry: Lt" =-1.50ft Footing length from face of wall to toe Lheel = 2.75ft Footing length from face of wall to heel Lfooting := Ltoe + Lheel Looting = 4.25ft Total footing length Tfooting = 1.25 ft Footing thickness bu all = 1.00ft Design unit wall width Dkay = 1.00ft Key depth Wkey = 1.00ft Key width Sliding Stability: Sliding:= 1 2•EFPqaive•bwau•(Hret+Hsoil+Tfooting) 2 WaIIDL = Y«nu•FCMUwall•Hwall + CMUrer(Hret+ Hsoi fl-bwall FootingDL:= Yconc'Lfooting'Tfootingbwall KeyDL := Y cont' Dkey Wkey bwall SOi1)L:= Ysoil'(Lheel— CMUret)•(Hret+ Hsoil)•bwall EDL := WaIIDL + FootingDL + SoilDL + KeyDL Resistfriaion':= FrictionFactorsoil•EDL Resistpassive :=2 •AIIowPassivesoil-bwall' (Tfooting + Dkey + Hsoil — 12in)2 Resistfriction + Resistpassive FSsliding := Sliding CMU Retaining Wall - 4ft Ret 8ft Wall Oft 10 Sliding = 6841b WallDL = 1405 lb FootingDL = 7971b KeyDL = 1501b SoibL = 1006 lb EDL = 33581b Resistfriction = 134311) Resistpassive = 6331b FSsliding = 2.89 > 1.50 Date 4/19/2007 Designer DH Page Hilts Consulting Group Inc. -Project" 07-004 j'•. ;' 16716 Quail Country Ave: Date 4/19/2007 Chino Hills, CA 91709 �i Designer DH (909)590-5200 Page- Ir � C ' Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 (CMU ret WaIIRM:= WaIIpL• Overturning Stability (sum moments about footing toe): OTM-=LsrEFPAdivebwatl' rr 11 Hret + Hsoil + TfootingI — S•EFPActive-bwall(Tfooting+Hsoil—:12in>3 OTM=1413ft•lb (CMU ret WaIIRM:= WaIIpL• 2 + Ltoe / WORM = 2811ft- Ib (CMUret l KeYRM = KeYDI-1 2 + Lt oe J KeYRM = 300ft•lb Lfoodng FootingRM:= FootingDL'2 FootingRM= 1693ft•lb Lheel - CMUretl SOIIRM.heel •._ SOHOL' Lfooling— 2 J C i SOIIRM.heel = 3396ft•lb £RM:= WaIIRM+ FootingRM+ SOiIRM.heel+ KeYRM IRM = 8200ft•lb iRM FSOTM:— ORM FSOTM = 5.80 > 1.50 Soil Bearing: Mooting £RM — OTM Lfooting etooting.stat 7 2 EDL efooting.stai = 0.10ft fi - _ 0.71 ft i r Lfooting Lequiv.stal - 3'I — efooting.stat) Lequiv.stat = 6.06 ft 2 IDL 6-£1DL•efooting.stat Lfooting SoilBeariftstat:= + if efooting.stat 5 Resultantin`middle 1/3 Lfoofing bwall 4o6ting2'bwill 6. 2•£DL Resultant outside middle 1/3 j;. otherwise Lequiv.stat• bwall . CMU Retaining Wall - 4ft Ret 8ft Wall Oft 11 I, Hilts Consultinq Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Stability & Soil Bearing Design (Lateral Design): Active Soil: Vwall.ret:= 2-EFPActive-bwall'(Hret+Hsoil+Tfooting)2 — 2-EFPActive'bwall'(Hsoil+Tfooting)2 Vwall.ret=5951b Mwall.ret:= 6 -EFPActive-bwall'(Hrel+Hsoil+Tfooting)3— 6-EFPAdive-bwall'(11soil+Tfooting)3 Mwall.ret=1358ft•lb Wall EQ: VwaII.DL.EQ Fpw.wall'(CMUw II-Ycmu-Hwall +CMUret-Yanu-Hret)-bwall VwaII.DL.EQ = 5531b II Ht MwaII.DL.EQ Fpw.wall'Ycmu'CMUwall-Hwall'�+ Hret+ Hsoi)11 +CMUret-Hret�2+ Hsoi)1]]- Wall bwall Mwall.DL.EQ = 3556ft •lbLr r Wind: Vwall.wind Pwlnd'(1 — OPngfence)-bwall-Hfence + Pwind'bwau'Hwaii Vwall.wind = 2281b Hfencel r Hwall Mwall.wind Pwind'(1 — Opngfence)-bwall-Hfance' 2 + Hret+ Hsoil l + Pwind'bwall'Hwall'I 2 + Hret+ Hsoil1 Mwall.vaind = 2051 ft- lb Soil EQ: VsoiI.EQ EOsoil'bwall-Hret C Hret MsoiLEQ := EQsoil'bwall'Hret' 2 + Hsoil1 Sliding Stability: Sliding := Vwalixet + max(VwaII.DL.EO + VsoiLEQ.Vwall.wind) Resistfridion + Resistpassive FSsliding Sliding Overturning Stability (sum moments about footing toe): OTM := Mwall.ret + max(MwaII.DL.EQ + MsoiLEQ, Mwall.wind) ERM FSOTM OTM VsoiI.EQ = 2001b MsoiLEQ = 600ft•lb Soil Bearing: Lfooting ERM- OTM efooting.tat efooting.lat= 1.33ft 2 EDL (Lfooting 1 Lequiv.lat �= 3' 2 — efooting.lat/I tequiv.lat = 2-40ft EDL &EDL-efooting.lat 1 -footing SoilBearinglat:= + 2 if efooting.lat < Lfooting'bwall 1 -footing 'ball 6 2 -EDL otherwise Lequiv.'at' bwali SoilBearinglat = 2799psf 400ting = 0.71 ft 6 CMU Retaining Wall - 4ft Ret 8ft Wall Oft 12 Sliding = 13481b FSsliding = 1.47 OTM = 5514lb-ft FSOTM = 1.49 Resultant in middle 1/3 Resultant outside middle 1/3 SoilBearinglat = 84% AIIowBearingsoil' 1.33 Hilts Consulting Group- Inc.. - " Project 07-004 i 16716 Quail CountryAve. Date 4/19/2007 1 {�' Chino Hills, CA 91,70.9 :,, Designer DH (909) 590-5200 Page z t` Madison Club, CVWD Well Sites :. # 73, 74, 77; 78 & 79 Footing Toe Design (bottom rebar): No �i5# sparing 16th Toe flexural rebar size and spacing - a.. LL L ,ICS ti �^y^' ""*bs � �4 • c d T�j,ag ,, kI d = 11.69in Footing Footing Design Loads: Heel Toe SoilBearing:= max(SoilBearingstat,Soil Bearingtat) SoilBearing= 2799psf efooting:= efooting.stat if SoilBearingstat a SoilBearingtar efooting = 1.33ft SB� efooting.lat Otherwise SB , �j. Lequiv:= Lequiv.stat if SoilBearingstat z SoilBeanngiat Lequiv = 2.40ft wo B 1 Lequiv.tat otherwise 1 -footing LSB -= 400ting if emoting 5 LgB = 2.40ft Effective length of soil bearing 11.eyuiv 6 otherwise , �f LDF := 11.00 if SoilBearingstatiSoilBearingtat LDF = 1.33 Load duration factor (based on critical load case for soil bearing) 1.33 otherwise SBI := SoilBearing SBI = 2799psf Soil bearing at toe of footing EDL 6•EDL•efooling 400ting y SB2:= - 2 if emoting 5 400ting•bwau Lfooting 'bwall 6 S132= Opsf Soil bearing at heel of footing i. Opsf otherwise SoilBearing 400tingsf Wsoitbearing = if efooting 5 6 LrooGng wsoit.bearing = 1167 ft Rate of soil bearing change (I ' SoilBearing otherwise LSB SB ii := SBt - �wsoa.bearing 4oe) if L4B i Ltoe IOpsf SBwan = 1049 psf Soil bearing at wall face otherwise i� it �I CMU Retaining Wall - 4ft Ret 8ft Wall Oft 13 = `?' 16716 Quail Country Ave. Chino Hills, CA 91709 �1 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 8 79 SBI + SBwall Vtoe 2 'Ltoe-bwall if LSB Z Ltoe - 1 4 •SBI.LSe•bwall otherwise Ltoe 1 2 Mtoe SBwall' 2 + 2(SBt - SBwall)'Ltoe' 3'Ltoe bwall if LSB Z Ltoe LS C2SB,.LSB'�Ltoe 3B)1. bvall otherwise 1.87•Vtoe 1.87 -Ko, Vu. LDF Vu=40581b Mu:= LDF Mu=3505ft•lb Concrete Design: NObar• in)2.( As 4 \ 8 sp�i ng Pmin = 0.0033 As•fy a := a = 0.54 in 0.85•fc'bwall 4 3'Mu MomentRatio = if p S Pmin 0m, Mu otherwise OMn lb 0.5 0Vc•= OV* in '2,/c•bwall-d As = 0.23in2 As V= p=0.0016 bwall' d Temp Steel: �OInZ, °Ptemp 0 0014 Vtoe = 2887 lb Shear at wall face MtOe = 2493ft. lb Moment at wall face Pmax = 0.0134 Wn:= of•As'fy- d - Z I Wn = 11821 ft- lb MomentRatio = 40% mVc = 119211b P temp' Lfooting' d •temp As.temp CMU Retaining Wall - 4ft Ret 8ft Wall Oft 14 •temp = 4.17 Vu VC—=34% Date 4/19/2007 Designer DH Page s � ` r i�. �a� •y - a Hilts Consulting Group, Inc. k Project 07-004 16716 Quail Country Ave. ' Date 4/19/2007 Chino Hills, CA 91709, w 4 Designer_ DH G 't .(909) 590-5200 Page r Madison Club, CVWD Well Sites �11 # 73, 74, 77, 78 & 79 Footing Heel Design (top rebar): ' yNop at'Sj espaang = 16iri$ ' Heel flexural rebar size andspacing a z'bpm in k , `d Tfw it s> 3in% d = 11.69in Distance to flexural rebar Design Loads: Vheei = EEY-ir(H.t H.il)-(Lheel - cmu,t)] + [Yconc•Tfooting'(Lheei - CMUretf f l•bwaii Vheel = 1334 lb (I-fieet - CMUret)2 11;-0 (LtteetCMUret) Mheel = il'�Hret+ Hsoil�' 2+ [7conc"Ffooting- Mheel = 1168ft•Ib 2bwali . Vp:= 1.7•Vhaet Vu= 2268 lb Mu:= 1.7•Mheei Mu= 1985ft•Ib Concrete Design: a N0bar•in2 b.11 Ag (" ) (spacing) As= 0.23in2 4 8 Ae Pmin = 0.0033 P :=tt,a n•d p = 0.0016 pmax = 0.0134 Ag;fy ' a a:= a= 0.54in 0.85•fc•bwait M M n = �t As•fyI d- -J �n= 11821ft•Ib \ 2 4 -,Mu 3 • ,. MomentRatio := if P s Pmin OMn MomentRatio = 22%0. j ,F Mu • - 1 Mf — otherwise Wn ' r Ibo.s ' OVc:= Ov. in •2r fc.bwaird OVc= 119211b Vu OVe r; r CMU Retaining Wall - 4ft Ret 8ft Wall Oft 15 `' Hilts Consultin-q Group, Inc. Project 07-004 11\11 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer —DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Key Design: N06 Heel flexural rebar size and spacing 1�'key 2.8 3in d = 8.69 in Distance to flexural rebar Design Loads: Vkey:= I AllowPassivesoil. Hsail + -Y) Tfooting + Dk 2 _ 1 AllowPassivesoil-(Hsoil + Tfootin")2] - b..,, 12 2 Mkey:= 1 1 AllowPassivesoil.(Hsoil + Tfooting + Dkey) 3 _ I AJlowPassives0iI-(H..iI.+ Tfting) 3]. bwall 6 6 Vu:= 1.7'Vkey VU= 1169 lb Mu:= 1.7.Mkey Mu = 1625 ft- lb Concrete Design: NObar- in2.(spacing) bwall 4 ( As. = 8 Pmin = 0.0033 a:= — As* fy 0.54 in 0-85.fc.b.all 4 _.MU 3 MomentRatio:= - ----- if P 5 Amin Wn Mu — othervAse Wn As = 0.23 int A, V= — p = 0.0022 bwalrd Wn:= mf -As- fy. d– 2) 01VIn = 8715 ft- lb IMomentRatio = 25% lb 0.5 V, OVC:= OV*— .2rfc-bwall-d OVC 8861 lb — = 13% in ovc Temp Steel: 2 -I ptemp'Dkeyd tkmo'02OU7 OterfiP.0' n1emp Nemp = 0.73 As.temp CMU Retaining Wall - 4ft Ret Elft Wall Oft 16 Vkey = 687 lb Mkey = 956ft- lb pmax = 0.0134 ^; !i Hilts Consulting Group, Inc. - Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club; CVWD Well Sites y A ��. # 73, 74, 77; 78 & 79 CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 1 - ' Hfenee {bit` (max.) v Opng X75%t+ (min.) Fence (% Opening) > _ ;_, 3, t � s- j iHwaU 2 OOft' (max.) . � • Woit CMU & Rebor ;Mret �,5 OOft Y (max.) /-1` (size & spocing) ?H�,j12m (min.) Z d.woll . T ' CMtltialj8in, r .: tCMUre� 12in Fin. Gr. 1E1 I lEi I 1EI= — Ret CMU & Rebor' ' (size .& spocing) Ttoonng Id.ret' _ _III -III 11=I I I 111=11 I1=1II i I 1=1 I I - I IM I El I IEM I — 400ting = 4oe + Wheel Heel Rebor -1II =1IN IElIElI1=III=11'. m (Si,'E £: SpOiing) —�\ -111 i =1 I El I El I -111 -=I11=11— ' i (top foce) _ 9 'Dk 24in , O r iWx?121m Toe Rebor / I (bottom, foce) Key Rebor jl I (size & spoc;ng) W.k_ P� R'. L.hee! olL.toe d y L.Nooting CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 1 - ' Hilts Consultin_a Group, Inc. 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Material Properties: `f�-;2500p ,fy 60fi:5i> rE:4.:=�29000ksi; := 0.85 if fc 5 4000psi 0 = 0.85 fc - 4000psi (0.85 - 0.05)• 1000psi otherwise 0.85•0•fc r 87000psi l Pbal f 87000psi + fy/I Pbal = 0.0178 Pmax 0.75Pbal Pmax = 0.0134 C3Fc Ib0.5 200 Ib Pmm •= max f in � f 2 J Pmin = 0.0033 y y in iYaiiic• F,;,.,6 f' 'i="150004. �� (78psf+ 12pst .�124psf.+ 12psf: ;; �Ycmu maxl,,f �481n ti '.� `, r.l2ink �,. Em := 750 -fm Em = 1125000psi E9 n:=— n=25.8 Em Concrete 28 -day compressive strength Rebar yield strength Rebar modulus of elasticity Balanced reinforcement ratio Maximum reinforcement ratio Minimum reinforcement ratio Concrete unit weight Concrete flexural & shear strength reduction factors Concrete masonry unit (CMU) 28 -day compressive strength Ycrnu = 136pcf CMU weight, normal weight units (solid grouted) Equivalent weight of CMU + 1" Stucco CMU modulus of elasticity CMU Special Inspection (yes=1/no=0.5) Modular ratio CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 2 Date 4/19/2007 Designer DH Page Soil Properties: Hilts Consulting Group, Inc. Project 07-004 Ysal th115pcf 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH I�A, (909) 590-5200 Page Allowable soil pressure w/ depth & width increases Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Allowable friction coefficient V,' tfl'7 F 1^t' ^k]P xAllowPassivejg j-250pcf AIIowPassivesoil = 250pcf Soil Properties: f FPgdive = Pcf Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005 Ysal th115pcf Soil unit weight' AllowBeann mir>♦ 1500 sf + r� ) 250psf1 8soil := P 400ting - 12in • J + r� ) 250psf1 L Tfooting + Hso;t - 12in • 2500psf L L ft 6in JI AllowBearingsoil = 2500 psf Allowable soil pressure w/ depth & width increases ,F `- 0 4Qa FrictionFactorso;i = 0.40 Allowable friction coefficient • tfl'7 F 1^t' ^k]P xAllowPassivejg j-250pcf AIIowPassivesoil = 250pcf Allowable passive pressure, ignore upper 1 foot n M aFu'` 5pc �EFP�►WJe Lovets 3f Active soil equivalent fluid pressure, level backfill I; a,..0 For slopingbackfill: EQsod . 2hP Hreil EFPActive.Leve1 Ka.level := Ka.level = 0.30 Ka for level backfill - - - - Ysoil slope= 18.43deg 3:1 backfill slope • �sott '32d' ) sail = 0.56 d✓.fern: a:3.'....iF: Soil internal friction angle (silty sand) cos(R slope) — coq slop.) — Cos�o i,)2 Kaslope :_ 2 coq aslop.)+ Coq pslops)2—C04�soil) 2 I Ka.slope = 0.38 k EFPAdave ICastepe Ysa1'; f FPgdive = Pcf ,lv rZ a PQ 90;i Ca 0 449�fe Ca = 0.46 w 129;° 064 Nv, Cv = 0.83 a,..0 EQsod . 2hP Hreil EQsoil = 125psf Ka for 3:1 sloped backfill Active soil equivalent fluid pressure, 3:1 backfill Seismic Zone 4 Near Source Acceleration, Source A, < 10 km Seismic Coefficient Near Source Velocity, Source A, < 10 km Seismic Coefficient Dynamic lateral earth pressure per foot of retained height CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall .3 ii - ✓Y, 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Seismic Force on Elements (walls) - UBC 1632: Ca = 0.46 Seismic Coefficient 100; Elements, UBC Table 16-K apr alb . f a? Horizontal Force Coefficient, UBC Table 16-0, wall elements Exp. 'C Exp. 'B'- `' ` P. "-' !i!walt� rtZ.,..+Q9 Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements hx tifei+SH,,�j hx = 7.00ft Height to level for design 20 7.00ft Total height 1.13 0.67 F 0.7•C •I F ap.wall Ca Ip •I 1+3.— I F 4.0•C •I p.min.wall a p pxwall Rp.wall ` IV J P.maxwall a p Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.maxwall = 1.83 Fpu.wall Fp.min.wall if Fpx.wall < Fp.min.wall Fpu.wall = 0.61 Fp.max.wall if Fpx.wall > Fp.max.wall Fpx.wall otherwise Fpu.wall Fpw.wall 1.4 Fpw.wall = 0.44 Wind: Height Exp. 'D' Exp. 'C Exp. 'B'- 0-15 1.39 i 1.06 0.62 Exp C 20 1.45_.. 1.13 0.67 25 1.50 1.19 ` 0.72 Gere= .O6,i. Wind Stagnation Pressure (qg) UBC Table 16-F 70 mph` 80 mph; 90 mph 100 mph,' 110 mph; 120 n -phi 130 mp 12.6 psf: 16.4 psf; 20.8 psf, 25.6 psf 31.0 psf, 36.9 psf' 43.3 ps 4<_ Pwind:= Ce'Cq'gs'lw qs = 19.2 psf 100mph (w/ 25% reduction for minor structures UBC 1624) Special Occupancy, UBC Table 16-K Pressure coefficient, minor structures Pwind = 28 psf CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 4 Hilts Consulting Group, Inc. ` Project 07-004 16716 Quail Country Ave.' Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites CMUwau = 8.00in # 73, 74, 77, 78 & 79 Wall thickness Nobar ` 'S, spaang 241n pg = 0.0016 Fence Wall Design: Wall Geometry: Hwall = 2.00ft p = 0.0034 CMU wall height bwag r121n Design unit wall width CMUwau = 8.00in Wall thickness Nobar ` 'S, spaang 241n pg = 0.0016 Flexural rebar size and spacing ' CMUwajl 0 375in�z' Phoriz := 2Ain•CMU wan d«„u = 3.81 in Distance to flexural rebar Ptotal = Pgi+ Phoriz Ptotal = 0.0026. Must, be greater than 0.0020 fiLDF 1 3T; Load duration factor pwind= 28psf wEQ := Fpw.wau'Ycmu'CMUweu wEQ = 40psf Vwind:= Pwind(1 — Opngfence)-bwall'Htence + Pwindawall'Hwall (No8 •in\2 t 2 Hwall + Pwindbvair Mwind= 271ft•Ib Asbar*: _ • 2 2 Asbar = 0.31 in Rebar cross sectional area Hwall2 JI Vey= 791b MeQ:= wEQ'bwall' Maq= 79ft•Ib /— f Nobar•in� 2 Vwall := max(Vmnd,Veq) i Eo:= n• Mwall:= max(Mwind-Meq) Mwall = 271ft•Ib - £o= 1.96in Rebar perimter 8 ASbar P • spacin g-dcmu p = 0.0034 Flexural reinforcement ratio Minimum reinforcing: , ASbar pg := spacing•CMUwall pg = 0.0016 Must be greater than 0.0007 i' 0.20in2 Phoriz := 2Ain•CMU wan Phoriz = 0.0010 #4 @ 24" 0/C Must be greater than 0.6007 Ptotal = Pgi+ Phoriz Ptotal = 0.0026. Must, be greater than 0.0020 Loading: pwind= 28psf wEQ := Fpw.wau'Ycmu'CMUweu wEQ = 40psf Vwind:= Pwind(1 — Opngfence)-bwall'Htence + Pwindawall'Hwall Vwind= 1001b Hrence l wind:= Pwind(1 - OPngtence)'bwall'Ilfence'I(+.HwalJ 2 Hwall + Pwindbvair Mwind= 271ft•Ib 2 2 Hwall2 Vaq:=.wEQ•bwan'Hwall Vey= 791b MeQ:= wEQ'bwall' Maq= 79ft•Ib 2 Vwall := max(Vmnd,Veq) i Vwall = 1001b Mwall:= max(Mwind-Meq) Mwall = 271ft•Ib - CMU Retaining Wall - 5ft Ret 3-1 Slope 211 Wall 5 Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison on Club, CVWD Well Sites 4I ' # 73, 74, 77, 78 & 79 CMU Desiqn: n= 25.78 k:= (mp)2+ 2•(n•p) – n•p k = 0.34 Masonry compressive stress: Mwall 2 fm fcmu 2• j.k fcmu = 124psi FmAllow:= 3 •SI•LDF bwall' dcmu Reinforcement tensile stress: Mwall fs Asbar fs = 6260 psi spacing 1 dcmu 12in FsAllow:= if(0.5-fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) Masonry shear stress: k j:=1–'3 j=0.89 FmAllow = 665psi FsAllow = 31920psi uwall lb O's fv:= fv= 2psi FvAllow,:= F•SI•LDF• — I FvAllow= 52 psi bwall'1'dcmu in / Reinforcement bond stress: Vwa fµ :_ E0 i - fl, = 30psi Fmmlow:= (200psi)•SI•LDF FµAllow = 266psi spacing danu 12in fcmu = 19% FmAllow fs = 20% FsAllow fv = 5% FvAllow fµ = 11% FµAllow Development Length: in2 Nobar•in1 fs Ldtension = 0.002• Ib ( 8 ) .fs if F >_ 0.80 / sAllow Ldtension = 8in in2 Nobar•in 0.002• Ib 8 / fs otherwise rNOW l Lap:= m Ldtension,40•I 8 lin] Lap= 25in CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 6 Retaining Wall (at bottom of wall): Hilts Consulting Group, Inc. Project 07-004 - A 16716 Quail Country Ave. Date, 4/19/2007 Chino Hills, CA 91709 Designer DH • t.r �+ C (909) 590-5200 Page Madison Club, CVWD Well Sites CMU fet = 12 in \ �J # 73, 74, 77, 78 8 79 i to ,..:. �1•j{ ! i } ' Nobel 6 Flexural Flexural rebar size and spacing .24i Retaining Wall (at bottom of wall): Wall Geometry: - Hfet=5.00ft Design retaining height =k121n+ Design unit wall width CMU fet = 12 in Wall thickness i to ,..:. �1•j{ ! i } ' Nobel 6 Flexural Flexural rebar size and spacing .24i do,,,,, = 9.62in Distance to flexural rebar Sq CNoB •inlZ Asbar := - t Asbar = 0.44 in Rebar cross sectional area J tnl Eo:= s EO = 2.36in Rebar penmter lNo 6 Asbar P :_ P = 0.0019 Flexuralreinforcementratio spacing•dpr,,, I Minimum reinforcing: ASb ar P9 spacing•CMUret Pg = 0.0015 Must be greater than'O.0607 2.0.20in2 Phoriz := 24in•CMU Phoriz = 0.0014 (2) #4 @ 24" o/c ret Must be greater than 0.0007 Ptotal:= pg 'F Phoriz Now = 0.0029 Must be greater than 0.0020 Deslqn Loads (Normal Long-term Loading): LDFf t00> Load duration factor Active Soil:, Vsoil:= 2-EFPActive'bwall'(Hrat+ Hsoil)2— 2•EFPActive•bwall'Hsoi2 Vsoil= 767 lb Msoil:= 6•EFPActive'bwalr(Hret+ Hsoil�3— 6•EFPActive'bwall'Hsoil3 - Msoil = 1570ft•lb V:= Vsoil ' V = 7671b M:= Msoil M = 1570ft•Ib CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 7 Hilts Consulting Group, Inc. Project 07-004 A 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH f 1, (909) 590-5200 Page r Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 CMU Design: n=25.78 k:= (rap)2+2•(n•p)–rap k=0.27 j:=1-3 j=0.91 Masonry compressive stress: M r fanu := 2•I 2) 2fcmu = 139psi F�lo,,v fm :=—•Sl•LDF F,Ifano _ iov = 500psi 28% bwall'danu t•k 3 FmAllow Reinforcement tensile stress: M fs :_ Asbar fs = 9733 psi ,pacing '1'danu 12in f s FsAltow if(0.5•fyLDF S 24000psi•LDF,0.5•fy LDF,24000psi•LDF) FsAtiow = 24000psi = 41 FsAllow Masonry shear stress: V r lb0.5 fv fv = fv = 7psi FvAliow:= �m) •SI•LDF• J FvAuory = 39 psi bwalPj'danu in FvAllow Reinforcement bond stress: V fµ fµ :_ fµ = 74 psi FyAliow:= (200psi)•SI•LDF _ '/0 FpAltow = 200psi 37 Eo F Allow '1'danu spacing 12in Development Length: int (Nobar'inl l fs Ldtension = 10. 002. — • I I fsJ • 1.50 if 2 0.80 Ldtension = 15 in Ib \ 8 j FsAiiow int Nobar•in 0.002• Ib ( 8 /'fs otherwise rNObar 1 Lap:= ma Ldtension,40•I 8 in] Lap= 30 in CMU Retaining Wall - 5ft Ret 3-1 Slope 211 Wall 8 Hilts Consulting Group, Inc. Project,- 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH ` (909) 590-5200 Page Madison Club, CVWD Well Sites 4J # 73, 74, 77, 78 & 79 Design Loads (Short-term Loading): eLDF 1 33 Load duration factor Active Soil: Vwall.ret = 2 EFPAaive•bwall•Hret+'Hsoil)2,- = wall.ret V 7671b 2•EFPAgive•bwall•Hsoi2 .13 1 3 Mwau.ret := 6 EFPq�ive'bwall'�Hret+ Hsoil) "- 6 EFPA�ve-bwall-Hsoil Mwall.ret = 1570ft•lb' II Wall EQ: Vwall.DL.EQ:= FPw.wall•(CMUwall•Yanu•Hwall + CMUret•Ycmu•Hret)•bwall Vwan.DL.EQ = 3751b f/ Hwall Hret2 (CMUret'Yanu• 11 Mwall.DL.Eo:= Fpwmw lr I CMUwall•Ycmu•Hwall•I Z + Hfe�l + bwall Mwall.DL.EQ = 1215ft•lb 2 L \ JJ \ /J ii i Wall Wind i Vwall.wind . Pwind(l — Opn9fence)•bwall•Hfence+ Pwind•bwall•Hwall Vwall.wind = 1001b ( Hfence Hwall l Mwall.wind = Pwind'(1-- Opn9fence)•bwall•Hfence•I + Hwall+ He + pwinebwall•Hwair + HreJ Mwall.wind = 769ft•lb' 2 2 Soil EQ: Vsoil.EQ:= LOsoil•bwall•Hret Vsoil.EQ = 6251ti t Hret Msoil.EQ:= EOsoil•bwall•Hret• 2 MsoiI.EQ= 1562ft- lb j:. V:= VW.11.t + max(VWeI1.DLEQ + VsoiLEQ Vwall.wind) V = 17671b M:= Mwall.ret + m (MwaILDL.Ep+ MsoiLEQ.Mwall.wind) M= 4348ft- lb i CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 9 Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page r 1 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 CMU Design: k n=25.78 k:= (rrp)2+2.(n•p)–n•p k=0.27 j:=1– 3 j=0.91 Masonry compressive stress: f fcmu M 2 fcmu = 384psi FmAliow := m•SI•LDF FmAiiow = 665psi amu 58% bwall'danu2 t•k 3 FmlUiow Reinforcement tensile stress: M fs Asbar fs = 26951 psi spacing dams 12in f FsAiiow:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsNIow= 31920 psi FsAllow Masonry shear stress: ( os f f,,:= V f„= 16.8 psi F,,Aiiow:= F•SI•LDF•I lb / FVAuow= 51.5 psi bwali•j'dcrnu in FvAliow Reinforcement bond stress: f f := V f = 171 psi FNAiiow:= (200psi)•SI•LDF FµAliow= 266 psi N E o v FpAllow spacing 1 �nu 12in Development Length: int Nobaz•in fs 10. 002 — fs • 1.50 if 2: 0.80 Ldtension = 61 in Ldtension Ib ( 8 ) FsAllow in 2 NOW'in 0.002 n • 8 ().f. otherwise r NOW Lap:= maxi Ldtension,40• 8 . in] Lap= 61 in CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 10 Footing Stability & Soil Bearing Design (Static Design): Footing Geometry: ` Ltoe = 1.506 Footing length from face of wall to toe Lheel = 3.00ft Footing length from face of wall to heel t Lfooting:= Ltoe + Lheel Lfooting = 4.50ft Total footing length Tfooting = 1.25ft Footing thickness- " bwell = 1.00k Design unit wall width Dkey = 2.00ft Key depth Wkey = 1.00ft Key width E , Sliding Stability: I Sliding := 2 •EFPgdive bwall Hret + Hsoil +,Tfooting) - . Sliding = 11521b WaIIDL:= YCM-FCMUwall'Hwall+ CMUret'�Hret+ Hsoil)� bwall WaIIDL= 9971b FoobngDL ` Yconc-Lfooting•Tfooting-bwall FoobngDL'= 8441b KeYDL:= Yconc•Dkey'Wkeybwau. KeYDL = 3001b SOIIDL:= Ysoil'(Lheel — CMUret)'(Hret+ Hso,j)-bwall Soibl-= 1380 lb EDL := WaIIDL + FootingDL + SOilDL + KeYDL tDL = 3521 Ib Resistfriciio,,:= Friction Factorsoil. EDL Resistfriction 14081b Resistpassive:= 2•AIIowPassivesoil-bwall'(Tfooting + Dkey + Hsoil — 12in)2 Resistpassive = 13201b Resistfriction + Resistpassive FSsliding: Sliding FSsliding=.2.37 " > 1.50 i I CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 114. 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Overturning Stability (sum moments about footing toe): OTM =I 1-EFPActive'bwall'Hret+ Hsoil+Tfooting)3J – 6'EFPAaive'bwall(Tfooting+ Hsa;I– 12in)3 (CMUret 1 WaIIRM:= WaIIDL'Il 2 + Ltoe CKeYRM •= KeYDL CMUret2 + Ltoe/I FoobngRM:= Footin9DL1-footing 2 C Lheel — CMUretI SOURM.heel SOilDL' Lf - ting – ) 2 ERM := WaIIRM + FOotingRM + SOIIRM.heel + KeYRM ERM FSOTM:= OTM Soil Bearing: 400ting ERM — OTM etootingstat 2 £DL erootingstat = 0.39ft Lfooting 1 Lequiv.stat 3 2 – efooting.stat Lequivstat = 5.58ft EDL fr£DL•erooting.stat 1-footingSoilBearin9stat = + if efooting.stat s Lfooting'bwall Lfooting 2 'bwall 6 2• EDL otherwise Lequiv.stat' bwall SoilBearingstat = 1188psf CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall Lfooting 6 = 0.75 ft 12 Resultant in middle 1/3 OTM = 2769ft•lb WaIIRM= 1995ft-1b KeYRM = 600ft•lb FootingRM= 1898ft•lb SORM.heel = 4830ft•lb ERM = 9323ft•lb FSOTM = 3.37 I > 1.50 Resultant outside middle 1/3 SoilBearingstat AIIowBearin 9soil = 48% Date 4/19/2007 Designer DH Page Hilts Consulting Group, Inc.,Project 07-004. 16716 Quail Country Ave. Date 4/19)2007 Chino Hills; CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites Mwall.ret=2700ft•lb # 73, 74, 77,78 & 79 Footing Stability & Soil'Bearing Design (Lateral Design): Active Soil' Vwall.ret := 2 •EFPActive-bwall-(Hret + Hsoil + Tfooting)Z - 2 • EFPActive-bwall'Hsoil + Tfooting)2 Vwall.ret = 1041 lb Mwall.ret = � EFPAcive'bwall'(Hret+Hsoil+Tfooting)3— s_'EFPActive-bwau'i,Hsoil+Tfooting)3 Mwall.ret=2700ft•lb j Wall E�, VwaII.DL.EQ = Fpw.wall'(CMUwall'Ycrnu'Hwall + CMUret'Ycmu'Hret)'bwall VwaII.DL.EQ = 3751b r Hwall 11 111 MwaII.OL.EQ •= Fpw.wall'YCMU' MUwall- walr Z + Hret+ Hsoi)l I + [CMU,*e,-Hr.,-(Lr-'+ HsoiJJJ bwan Mwau.DL.EQ — 1590ft•lb . I' Wall Wind: '. Vwall.wind •=. Nind'(1 — Opngfence)'bwall'Hfence+ Pwinebwall'Hwalt Vwall.wind = 1001b' rHfence l Mwall.wind =., Pwind'(l — Opngfence)'bwalrHfence'I 2 + Hret+ Hsoj (Hwall + Pwind'bwah•Hwall'I.. 2 + Hret+ Hsoill Mwalimnd = 784ft•lb .,.. Soil E Vsoit.EQ := EQsoil-bwall-Hret Vsoil.EQ = 6251b /IHr6t Msoil.EO:= E%ao I-hwall'Hrev Z + Hsoil 3 I Msoil.EQ = 2'x 10ft•lb i Sliding Stability: Sliding: -7 Vwali.ret + max(VwaII.DL.EQ + VsoiI:ED.Vwall.wind) Sliding = 2041 Ib Resistfriction+ Resistpassive FSsliding _ Sliding FSslidng = 1.34 Overturning Stability (sum moments about footing toe): OTM := Mwall.ret + maX(MwaII.DL.EQ+ MsoiI.EQ.Mwall.wind) OTM = 64781b -ft ji ERM FSOTM := OTM • . FSOTM - .1.44 Soil Bearing: Lfooting ERM - OTM Lfooting efooting.lat:_ 2 EDL efooting.lat = 1.44ft 6 = 0.75ft 1 -footing Lequiv.lat ; 3'2 — efooting.lat Lequiv.lat = 2.42ft ' EDL 6•EDL-efooting.lat Ltooting SoilBear inglat := + if efooting.lat < Resultant in middle 1/3 Lfooting'bwall LfootingZ-bwall 6 2 -EDL Resultant outside middle 1/3 otherwise I. Lequiv.lat'bwall SoilBearin 91st = 2905psf. SoilBearinglat 87% AllowBearin gsoil-1.33 CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 13 , 16716 Quail Country Ave. Date 4/19/2007 ' Chino Hills, CA 91709 Designer DH C(909) 590-5200 Page I mac' Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Toe Desion (bottom rebar): Toe flexural rebar size andspacing r w awn d = 11.63 in Design Loads: SoilBearing:= max(SoilBeadngstat,SoilBearinglat) SoilBearing= 2905psf efooting:=I efooting.stat if SoilBearingstat z SoilBearinglat efooting = 1.44 ft efooting.lat otherwise Lequiv:=I Lequiv.stat if SoilBearingstat 2 SoilBearinglat Lequiv = 2.42ft Lequiv.lat otherwise Lfooting LSB:= Lfooting if efooting 5 6 LSB = 2.42ft Lequiv otherwise 1.00 if SoilBearingstat >_ SoilBearinglat LDF := 11.33 LDF = 1.33 otherwise SBI:= SoilBearing SBI = 2905psf EDL &EDLLefooting 1 -footing SB2:= —if efooting 5 1 -footing- bwall 2 6 Lfooting ' bwall S132= Opsf Opsf otherwise i• Effective length of soil bearing Load duration factor (based on critical load case for soil bearing) Soil bearing at toe of footing Soil bearing at heel of footing lBe Soiaring 1-footingpsf wsoil.beanng SoilBearing If erootmg 5 6 wsoil.bearing = 1198 ft Rate of soil bearing change 9 SoilBearing otherwise SB,,,,all I SBI - (wsoil.bearirig'Lfoe) if LSB > Ltoe Opsf otherwise SBwall = 1108psf Soil bearing at wall face L CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 14 L Hilts Con`sulting.Group, Inc. = Project 07-004 nt << 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 ' Designer DH (909) 590-5200 ` _ Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 8 79 i. SBi + SBwaii - ' - Vtoe := l•toe• bwall if tss i Oce Vtoe = 3009 lb Shear at wall face " 2 Z•SBI-tsB•bwaII otherwise + K.:= I SBwair 42 + (SBI - SBwau)• 4oe• 4oeJ bwall if LSB Z 4oe Mt,, = 2594ft•lb Moment at wall face 2 3 .. y .. - 9 LS ( B\\II .. SB1-LsB•I 1 4oe - bvall otherwise 2 3 J� Y• 1.87-Vto, 1.87• Mtoe Vu' V„= 4231 lb MU:= MU= 3647ft•Ib LDF LDF i Concrete Design: Y " a Nobar•in 2 bwall p As ) ) As 0.22in - 4 \ 8 spacing i fh A,i Pmin = 0.0033 P:= p = 0.0016 bwall•d pmax = 0.0134 t ' As. fya • F a:= a= 0.52 in Wn:= Of•As•fy�d- -� Wn= 11297ft•lb 0.85•fc•bwall 2 4 -•M� 3 MomentRarrtio := if P s Pm;n MomentRatio = 43% �Mn _ Y t! Mu , otherwise j OMn bOS In " We:= 4iv- .2 fc•bwall-d OVc= 118581b .. V' = 36% - L v� W c Temp Steel: r r 1t fa pt , c Ptemp'Lfooting•d {Astamp 0 201n�n Ptemp `0OOf4 RV = Remp -4.39 A s temp .I i! CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 15 - - ' 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH C (909) 590-5200 Page . Madison Club, CVWD Well Sites 1 # 73, 74, 77, 78 & 79 Footing Heel Design (top rebar): No}5 spaang 16in Heel flexural rebar size and spacing d Tfootirig , 31 n,,. d = 11.69in Distance to flexural rebar Deslan Loads: Vheel = 1EYsofr(Hret+ Hsoil)'(Lheel — CMUret)] + [Yoonc'Tfooting'(Lheel — CMUretff l'bwall Hret + Hsoi(4rel - CMUre) 2 Yconc'Tfooting' (4iel - CMUret) 2 bwallMheel r[Ysoil'( l) 2 1+r 2 ]1 Vu:= 1.7•Vh"l Vu= 29831b Mu:= 1.7•MhqeI Mu= 2983R -Ib Concrete Concrete Deslan: n (Nobar•in)2(spacing) wallAs4 8 As = 0.23 in As Pmin = 0.0033 V= walla AS' fr a:= a = 0.54in 0.85•fc' wall 4 3'Mu MomentRatio := — OMn if p s Amin Mu otherwise OMn Ibo.S mVc:= Ov'—'2Fc'bwall'd in p = 0.0016 OVc = 11921 Ib OMn:= OrAs'fy'(d 2) CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 16 Vheel = 17551b Mheel = 1755ft•lb Pmax = 0.0134 OMn = 11821 ft• Ib MomentRatio = 34% Vu WC= 25% C Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 .`\!. Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Key Design: Nopet: ; $,. spacing y 16in Heel flexural rebar size and spacing di1 W �' Nopar'nY3n` d = 8.69in Distance to flexural rebar I �r k8yrL Desian Loads: 11 Vkey:=LZ AIIowPassivesoil'Hsoil+Tfooting+Dkey)Z— 2AIIowPassivesoir(Hsoil+Tfooting)ZJ'wall 111 Mkey:= 6AllowPassivesoir(Hsoil+Tfooting+Dkey)3— 6AllowPassivesoir(Hsoil+Tfooting)3Jbwait V,,:= 1.7•V$ey V„ = 2762 lb Mu:= 1.7•Mkey M„= 4631 ft. lb 7 Concrete Design: No 2 n bar•In .( wall As 4*( P ' 8 spacing As=0.23in2 As Pmin = 0.0033 V= p = 0.0022 wall•d A '• f r a:= s' y a= 0.54 in Wn:= �f•As•fy- d – a� OM, = 8715ft•lb 0.85•f; wall \\l 2i 4 –.MU 3 MomentRatio := — OMn if p s m Amin MoentRatio = 70/6 Mu — otherwise OMn I 05 V ,b d 8861 lb V„ � c = w' i� 2 c' wall' � V c = OVc = 31% . i Temp Steel' As temp,= 0 nz; Pte Ptemp Dkeyd 201 mP .;00014; ntemP temp = 1.46 As.temp is i' CMU Retaining Wall - 5ft Ret 3-1 Slope 2ft Wall 17 Vkey = 1625 lb Mke'y = 2724 ft- Ib Pmax = 0.0134 Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page G �\ nn Madison Club, CVWD Well Sites Opng rrenee ' 100°!0 (min.) # 73, 74, 77, 78 & 79 Fence (% Opening) 1: x Oita; (max.) t,HreneeA- v Opng rrenee ' 100°!0 (min.) Fence (% Opening) FI;i.8:00; max. F' ;Hist 600ft (max.) /-- Wall CMU & Rebor I` I (size & spacing) Y c�soil `>12in (min.) CMU Retaining Wall - 6ft Ret 8ft Wall Oft °CMU — 8in CMIl,� =�421rn .., ;'.f'6,,ry. 'Ttoo4in` '=?'S1ii'� t�toa 30in?' footing = Ltw + Lheel 1 -footing = 5.75 ft kex{_ 24irr* yr.;.:,: Y t Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH J `,5 (909) 590-5200 Page >r f' = 60ksi. Madison Club, CVWD Well Sites Rebar yield strength # 73, 74, 77, 78 & 79 Es;=;290001(si' Material Properties: JI f�t,2500ps# Concrete 28 -day compressive strength >r f' = 60ksi. Rebar yield strength Es;=;290001(si' Rebar modulus of elasticity p := 0.85 if fc 5 4000psi p = 0.85 fc - 4000psi (0.85 - 0.05)• otherwise 1000psi 0.85.0 •fc(87000psi 87000psi+ f/I1Pbai:= f ry Pbal = 0.0178 Balanced reinforcement ratio Pmax:= 0.75Pbal pmax = 0.0134 Maximum reinforcement ratio Ibo'S 200 Ib 1 C3rc Pmin �= max , pm;n = 0.0033 Minimum reinforcement ratio fy in fy in, Ycogc'��„:150pcf;' of 0'90; °� ` _` -0:85. fR;=`.15000si= ' 78psf+,t2psf 124psf+�l2psf ycnvi max(( ..,..\ ..r. —.-%T Em:= 750 -fm Em= 1125000psi Es n:= — n = 25.8 Em Concrete unit weight Concrete flexural & shear strength reduction factors Concrete masonry unit (CMU) 28 -day compressive strength ycmu = 136pcf CMU weight, normal weight units (solid grouted) Equivalent weight of CMU + 1" Stucco CMU modulus of elasticity CMU Special Inspection (yes=1/no=0.5) Modular ratio Soil Properties: Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005 Ysoi =� 1'TSpCf Soil unit weight ,;i;a::..., . i . AIIowBearingso;i := mir>f 1500psf + L�400ting - 12in�• 25ftpsf1 + [(Tfooting Hsoil - 12in26insf]2500psAIIowBearingso;i = 2500psf J Allowable soil pressure w/ depth ,& width increases FrictidhFactorij:=,'0:40`. FrictionFactorso;; = 0.40 Allowable friction coefficient Allowpassiveso;j;=:250pcf AIIowPassivesoii = 250pcf Allowable passive pressure, ignore upper 1 foot EFPgg1Ve := 35pcf Active soil equivalent fluid pressure, level backfill Z:= 0.40 Seismic Zone 4 Na:= 1.04 Near Source Acceleration, Source A, < 10 km Ca:= 0.44•Na Ca = 0.46 Seismic Coefficient W:= 1.29 Near Source Velocity, Source A, < 10 km Cv,:= 0.64•Nv Cv = 0.83 Seismic Coefficient E%o;; := 25pcf Hfet EQsoil = 150psf Dynamic lateral earth pressure per foot of retained height CMU Retaining Wall - 6ft Ret 8ft Wall Oft 2 C k Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements ftyA.,=;Ham+ Seismic Force on Elements (walls) - UBC 1632: Ca = 0.46 Seismic Coefficient Elements, UBC Table 16-K .1 ip Horizontal Force Coefficient, UBC Table 16-0, wall elements Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements ftyA.,=;Ham+ 14.00ft Height to level for design tV = 14.00ft Total height ap.wall*Ca*lp Fp.min.waII:2= 0-7,Ca'lp Fpxwall:= Rp.wall + hr Fp.maxmall:� 4.0•C •I Fp.irhwall = 0.32 Fpx.wall = 0.61 Fp.maxwall = 1.83 Fpumall:= Fpninmali if Fpx.wall < Fp.mhwall Fpu.wall = 0.61 Fpnaxwall if Fpx.wall > Fp.maxwall Fpx.wall otherwise Fpu.wall -- Fpwmall:= FFpw.T -=0.474 1.4 . Wind: B(p. V Exp. 'ff Height Exp. 'EY 0-15 1.39 1.06 0.62 Exp C 20 1.45 - 1 1.13 0.67 .. . .. ...... .... 25 1.50 ........ ... 1.19 0.72 Ce i=.'1`:06'; Wind Stagnation Pressure (q.) UBC Table 16-F 70 riph;80 ryph) 90 mph; 100 mph 110 mph; 120 ryph 1 1301 .6 psf: 16.4 psf! 20.8 psf i 25.6 psf 31.0 psf: 36.9 psf `: 43.3 qs iff,!Zri qs = 19.2psf 1 OOmph (w/ 25% reduction for minor structures UBC 1624) 4 Special Occupancy, UBC Table 16-K Pressure coefficient, minor structures Pwind:= Ce-Cq-cls-lwZ. -- 28 psf [d CMU Retaining Wall - 6ft Ret 8ft Wall Oft 3 Hilts Consulting Group, Inc. Project 07-004 �� 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH f (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 &'79 Fence Wall Design: Wall Geometry: H,,,,II = 8.00ft CMU wall height 12in' Design unit wall width CMUwall = 8.00in Wall thickness NobaF 5: spacing 161n + ... Flexural rebar size and spacing :. ` (CM 'waIL dam„„ do nu = 3.81 in Distance to flexural rebar IDF =:1:33:'• Load duration factor n Nobar•in 2 Asbar := ( ) ASbar = 0.31 in Rebar cross sectional area 4 8 (Nobar'inl Eo:= a• Eo= 1.96in Rebar perimter 8 JI ASbar P:= := p = 0.0050 Flexural reinforcement ratio spacing•demu Minimum reinforcing: ASbar pg := spacing•CMUwall pg = 0.0024 Must be greater than 0.0007 0.20in2 Phoriz 24in•CMU Phoriz = 0.0010 #4 @ 24" o/c wall Must be greater than 0.0007 Ptotal := Pg + Phoriz Notal = 0.0034 Must be greater than 0.0020 Loading: NAnd= 28psf wEQ := Fpw.wall•Ycmu'CMUwall wEQ = 40psf Vwnd:= Pwind'(1 - Cpn9fence)'bwall'Hrence + Pwind'bwall•Hwall Vwind= 228 lb Hfence Hwall 2 Mmnd = Pwind(1 — 0pn9fence)'bwall'H4ence 2 + Hwall + Rmnebwair 2 .Wnd= 912ft•lb Hwall 2 Veq:=wEQ-bwall'Hwall Vaq=3161b Meq:=wEQ•bwall• 2 Meq =1264ft. lb Vwall:= rrlax(Vwind.Veq) Vwall = 3161b Mwall:= max(Mwind.Meq) Mwall = 1264ft- Ib c CMU Retaining Wall - 6ft Ret 8ft Wall Oft 4 9 CMU Design: - Hilts Consulting Group, Inc. : Project 07-004 r�. 16716 Quail Country Ave. Chino Hills, CA Date- 4/19/2007 Designer DH :,,p 91709 Masonry compressive stress: (909) 590-5200 Page Madison Club, CVWD Well Sites . fm # 73, 74, 77, 78 & 79 fanu:= fcnu = 506 psi (t.k) FmAllow:=--SI,LDF FmAllow = 6650si CMU Design: p n = 25.78 '` k:= (n P)2+ 2•(n p) — r1 p k = 0.40I 1 — 3 j = 0.87 - 4 Masonry compressive stress: Mwall2 fm famu fanu:= fcnu = 506 psi (t.k) FmAllow:=--SI,LDF FmAllow = 6650si = 76% bwa11'dcmu2 Reinforcement tensile stress: �'twall fs . Mbar fs = 199250si 1 dams spacing 12in - - fs. FsAllow:= if(O.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllow= 31920psi = 62% FsAllow Masonry shear stress: Vwall ,.. .. •.: rib0.51 fv. fv— 8psi FvAllow•= [f—,n = I FvAuow= 52 psi =,15%0 wall'j `dams \ in / FvAuow Reinforcement bond stress: 'Uwall fN fN :_ fp = 65 psi Eo FpAllow:= (200psi)•SI•LDF FNAIIow= 266psi. = 24% spacing +dams FpAlow Development Length: Ldtension ih2 NObar-inl 1 J'f s ( .. ,fs 1.50., .50 , if Ldtension = 251n L0.002 Ib g J F sAllow int Nobar•inl 0.002• I•fs otherwise Ib 8 rr Nobar 11 Lall mai Ld P:= tension,40'I 8 in], II Lap= 25 in ` CMU Retaining Wall - 6ft Ret 8ft Wall Oft 5 Hilts Consulting Group, Inc. Project 07-004 f �fl 16716 Quail Country Ave. Date 4/19/2007 ' Chino Hills, CA 91709 Designer DH (909) 590-5200 Page r � j Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Retaining Wall (at intermediate height): Wall Geometry: HIMj- 3,00t: Design intermediate retaining height by,;aq-':12iit; Design unit wall width CMUret = 12 in Wall thickness Nobs,=,.5.. spaang16it1 Flexural rebar size and spacing dcmu (CMUret i 0 375t�1 ' 2tn dcmu = 9.62 in Distance to flexural rebar t 4 CNoBr•inl2 Ast,ar:_ — • Asbar = 0.31 in Rebar cross sectional area J r Notar• inl Eo:= n• Eo = 1.96in Rebar perimter 8 JI Asbar P P = 0.0020 Flexural reinforcement ratio spacin9•danu Minimum reinforcing: Asbar pg := spacing•CMUret pg = 0.0016 Must be greater than 0.0007 2.0.20in2 Phoriz Phortz = 0.0014 (2) #4 @ 24" o/c 24in•CMUret Must be greater than 0.0007 Ptotat := Pg + Phoriz Ptotai = 0.0030 Must be greater than 0.0020 Deslan Loads (Normal Long-term Loading): Load duration factor Active Soil: 1 2 Vsoil:= 2 EFPActi,,e-bwatt•Hint Vsoii = 15711) 1 Msoit = s EFPActi,,e•bwatl•Hint 3 Msoil= 157ft•lb V:= Vsoil V = 157 lb M:= Msoil M = 157ft•lb CMU Retaining Wall - 6ft Ret 8ft Wall Oft 6 p Hilts Consu/tin_a Group; Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH C t (909) 590-5200 " Page Madison Club, CVWD Well Sites # 73, 74,, 77, 78 &'79 CMU Design: n = 25.78 it k:= F(,p)2+ 2•(mp) — n•p k = 0.27 j:= 1 — j _ 0.91 3 Masonry compressive stress: v M (2 fm fanoi fanu := 2 I I fano = 14 psi., Fn,Allov,:= 3 •SI•LDF FmAllow = 500psi = 3% Jk bwall•danu \ / F mAllow Reinforcement tensile stress: , M - fs Asbar fs = 939 psi spacing J dams l 12in r i. • f FsAjlo,w:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) Frio,,, = 24000psi •;I FsAllow i Masonry shear stress: V, 05 lb fv:= fv= 2Psi FvAllow:= �•SI LDF•I I FvAllow= 39 psi bwall'1'danu lin J FvAl�ow ' Reinforcement bond stress: fN %° f f = 12 psi N '� N Ba F 200 si •SI•LDF µ/Ulow = t P) F 200 si µAllow = P = 6 •J•danu spacing FNAllow ti r 12in Development Length: in2rNopa•inll fsLdlension:= 002. Ib I 8 10. \ / I'fsJ• 1.50 if F 2 0.80 sAllow Ldiension = 1 in ., in2 Nob.r•inl .. F. 0.002• Ib ( 8 _ J'fs otherwise '.. .. (Nobar ll Lap:= ma)[Ldlension,40•I ).in] Lap= 25 in " 8 CMU Retaining Wall - 6ft Ret 8ft Wall Oft 7 Hilts Consultinq Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page l ,rpt Madison Club, CVWD Well Sites ij # 73, 74, 77, 78 & 79 Desian Loads (Short-term Loadin Load duration factor Active Soil: 1 2 Vwall.ret := 2 - EFPAative'bwall'Hint Mwall.ret = S•EFPActive'bwall'Hint 3 Wall EQ: Vwall.DL.EQ := Fpw.wall'(CMUwall'Ycmu'Hwall + CMUret'Ycmu'Hint)-bwall in Mwall.DL.Eo:= Fpw.wall' CMUwall'Ycnw'Hwall'I �ll + Hint I J + (CMU."... H2t )]'bwall Wall Wind: Vwall.wind:= Pwind'(1 — OPngfence)'bwall'Htence+ Pwind'bwall'Hwall rHtance ( Hwall i Mwall.wind:= Pwind'(1 — OPngfence)'bwall'Htence' 2 + Hwall+Hint)1 + Pwindbwall'Hwall' 2 +Hint/I1 Soil EQ: Vsoil.EQ:= EQsoil'bwall'Hint Vsoil.EQ = 4501b Hint Msoil.EQ := EQsoil'bwall'Hint' 2 Msoil.EQ = 675ft•lb V:= Vwall.ret + max(Vwall.DL.EQ + Vsoil.EQ.Vwall.wind) V= 11011b M:= Mwall.ret+ max(Mwall.DL.EQ+ Msoil.EQ.Mwell.wind) M= 3312ft•lb CMU Retaining Wall - 6ft Ret 8ft Wall Oft 8 Vwall.ret = 1571b Mwall.ret = 157ft•lb Vwall.DL.EQ = 4941b Mwall.DL.EQ = 2479ft•lb Vwall.wind = 2281b Mwall.wind = 1596ft•lb 4- : r Hilts Consulting Group. Inc. ' �.. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 ll Chino Hills, CA 91709 > "Designer DH 590-5200 Page, (909) . Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 , CMU Design: n=25.78 �� k:= (n•`p)2.2•(n•p)–np k=0.27 1:=1- 3 1=0.91 Masonry compressive stress: rl1 fcmu = 288psi Flow:= 3fm•SI•LDF = 665p5i = 43% fanu:= „ '()2 FnAlow F a mAllow Reinforcement tensile stress: I� fs:_ Asbair fs = 19744 psi - '1'danu - spacinll 12in s F if O.5.f •LDF 5 24000 si•LDF,0.5•f •LDF,24000 si•LDF F sAllow:= y P y P spllow= 31920psi = 62% FsAllow Masonryshejj ar stress: V1iIbo.5l• fv lb f,,:= f„ = 10.5psi FvAIow:= F•St.LDF. F„AII w 51.5 psi byall'1 • dams to FvAllow it Reinforcement bond stress: } fp fp :_ fp = 85psi FpAllo,,,,:= (200psi)•SI•LDF F,,mlo,,,,= 266psi = 32% ' pxlow l dams F Spacing s: 12iin` ) . Development Length: ji intrNObar inl 1 fsLdtension:=002•—•I 10. Ib \ Ldtension J fsJ•1.50 if 20.80 = 25inti ' intNObar-inl 0.002• otherwise s . ( !� Ib 8 J'fs rr Nobar r Lap:= max[Ldtension.40•( inl Lap= 25in 8 t ,r • lit, �I CMU Retaining Wall - 6ft Ret 8ft Wall Oft 9 ill . ( 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 i Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Retainina Wall (at bottom of wall): Wall Geometry: Hret = 6.00ft b '�-."Z6? 6? CMUret = 12 in 'Y .rnr , N6-QI . T spaang 16tH . Nc.Kri..:Ao.aa..},.m. d�,„yraCMUO 5inYfr) d,,,,u = 9.62 in a Nobar•inl2 ASbar:= I 2 Asbar = 0.60 in 4 8 J X0:= rt• (Nobar-inl Eo = 2.75in 8 Asbar P:= spacing-d«nu p = 0.0039 Minimum reinforcing: ASbar pg' spacing•CMUfet Pg 0.0031 2.0.20in2 Phoriz := 24in•CMUret Phoriz = 0.0014 Ptotal := Pg + Phoriz Ptotal = 0.0045 Design Loads (Normal Lona -term Loading): LDF. 00'` ;...::tib..• . Active Soil: Vsoil:= 2-EFPActive•bwall•(Hret+ Hsoi1)2— 2•EFPActive•bwall•Hsoi? Msoi1:= 6-EFPActive'bwall-(Hret+Hsoil)3— 6-EFPActive-bwall•Hsoil3 V:= Vsoil V = 8401b M:= Msoil M = 1995ft•lb CMU Retaining Wall - 6ft Ret 8ft Wall Oft Design retaining height Design unit wall width Wall thickness Flexural rebar size and spacing Distance to flexural rebar Rebar cross sectional area Rebar perimter Flexural reinforcement ratio Must be greater than 0.0007 (2) #4 Q 24" o/c Must be greater than 0.0007 Must be greater than 0.0020 Load duration factor 1.1 Vsoil = 840 lb Msoil= 1995ft- lb project 07-004 Date 4/19/2007 Designer DH Page d .+ Hilts Consulting Group, Inca r Project 07-004 AV ii 16716 Quail Country Ave. Date' 4/19/2007 � Chino,Hills, CA 91709 ty Designer DH (909) 590-5200 - page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 a CMU Design n=25.78 k:= (mp)2+2•(mp)–n•p k=0.36 1 =1- 8 1=0.88 _ Masonry compressive stress: M fm fcmu fpmu:= C2 fcmu= 136psi F�iow:=—•SI•LDF FmAllow= 500psi = 27% bwall•dcmr2 `1'k) 3 FmAllow Reinforcement tensile stress: M fs ASbar f, 6265 psi spacing •1'danu 12in fs Flow:= if(fO.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAuew= 24000 psi , = 26% FsAllow Masonry shear stress: v r lbo.sl f fv:= fv = 8psi FvMlow:= F'SI•LDF•I — I FvAllow= 39 psi = 21 avall'1'danu i \ in FvAllow Reinforcement bond stress: y fp fp := - fp = 48 psi Flow:= (200psi)•SI•LDF FgAllow = 200psi = 24% Eo FNAllow 1 dams spacing 12in 1 Development Length: 10- intNobar•in fs Ldtension:= F002 Ib ( 8 ) fs�•1`.50 if 2 0.80 smlow intNoba� inl 0.002• Ib ( 8 J•fs otherwise i r (NObarl Lap:= mate Ldtension,40, 8 I-in] t �i it is a ii CMU Retaining Wall - 6ft Ret 8ft Wall Oft 11 ,I , 16716 Quail Country Ave. Date 4/19/2007 l Chino Hills, CA 91709 Designer DH (909) 590-5200 Page t Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 is Design Loads (Short-term Loading): IL Load duration factor u. Active Soil: Vwall.ret:= 2•EFPActive'bwall'(Het + Hsoil)Z— 2•EFPActive'bwall'Hsoi2 Vwall.ret = 8401b Mwall.ret:= s. EFPAdive'bwall'(Hret+ Hsoil)3— 6' EFPAaive'bwall'Hs0i3 Mwall.ret= 1995ft- lb Wall EQ: VwaII.DL.EQ := Fpw.wall'(CMUwall'Yanu'Hwall + CMUret'Ycmu'Hret)'bwall Vwall.DL.EQ = 6721b ( 2 + HH)J + (CMUret*Ycmu-HH.,'F MwaII.DL.EQ:= pw.wall' CMUwall'Yanu'Hwall' 2 ret 2 JJI bNrall MwaII.DL.EQ= 4226ft•Ib Wall Wind: Vwall.wind := Pwind(1 — OPn9fence)'bwall'Htence + Pwind'bwall'Hwall Vwall.wind = 2281b C Hfence 1 Hwall 1 Mwall.wind := Pwind'(1 — OPn9tence)'bwall'Htence' 2 + Hwall + Hret/) + Pwndbwall'Hwall' 2 + Hret/I Mwall.wind = 2279ft•Ib Soil EQ: VsoiI.EQ := EQsoil'bwall'Hret Vsoil.EQ = 9001b Hret Msoil.EQ:= EQsoi•bwall'Hret' 2 Msoil.EQ = 2700ft•lb V:= Vwall.ret + max(V"II.DL.EQ + VsoiI.EQ.Vwall.wind) V = 2412 lb M:= Mwall.ret+ max(MwaII.DL.EQ+ MsoiI.EQ,Mwall.wind) M= 8923ft- lb CMU Retaining Wall - 6ft Ret 8ft Wall Oft 12 Hilts Consulting G up, Inc.. Project",, 07-004 16716 Quail Country Ave. ` Date 4/19/2007 l Chino Hills, CA 91709 Designer DH, (909) 590-5200 Page Madison Club, CVWD Well Sites ' M r 2 l fm # 73, 74, 77, 78 & 79 fanu cMu Desiaii: n = 25.78 i' k:= (n•p)2+ 2•(n•p) – n•p k = 0.36 j:= 1– 3 j = 0.88 Masonry compressive stress: M r 2 l fm fanu fcmu:=2 I I fcmu= 609psi FrnAllon,:= 3 •SI-LDF - FAllo„v= 665p"si j—k bwell•dcmu \ / mAllow II _ Reinforcement tensile stress: M fs :_ Asber fs = 28022psi ,t. spacing 12im f s FSAII,w:= if(O.5•fy-LDF 5 24000psi•LDF,0.5•fy-LDF,24000psi•LDF Fy{llov = 31920psi = 88% �I FsAllow - Masonry shear stress: Ibo.s fv fv:= fv= 23.7 psi FvAliow:= •SI•LDF•I bwall•j•dcmu in FvAllow= 51.5psi 46% ` FvAllow, Reinforcement bond stress: V fp fp :_ fp = 138psi FpAllow = (20Opsi)•SI•LDF FpAllow = 266psi 52% E o 'j • dcmu F pAllow spacing 12in I , Development Length: r in2 Nobarin ll fs Ldtension := .002.16 ( ) fsJ • 1.50 if z 0.80 Ldtension = 74 in g F sAllow in2Noyar•inl 0..002• ( otherwise Ib 8 J'fs r 1 Lap:= maxi Ldtension,40•(Nobar inJ Lap= 74 in 8 i CMU Retaining Wall - 6ft Ret 8ft Wall Oft 13 i Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footina Stabilitv & Soil Bearina Design (Static Desian): Footlnn Geometry: Ltoe='2.50ft Footing length from face of wall to toe Lheel = 3.25ft Footing length from face of wall to heel Looting := Ltoe + Lheel 1 -footing = 5.75ft Total footing length Tfooting = 1.25ft Footing thickness bwail = 1.00ft Design unit wall width Dkay = 2.00ft Key depth Wkey = 1.00ft Key width Sliding Stability: Sliding := 21 •EFPAaive'bwatl' (Hret + Hsoil + Ttooting)Z Sliding = 1191 lb WaIIDL:=Ycmu•[CMUwall•HwaII+CMUrer(Hret+Hsoil) •Ryall WaIIDL=1677lb FootingDL := Yconc• 400ting' Tfooting' bwall FootingDL = 1078 lb KeyDL := Ycone* Dkey Wkey bwall KeyDL = 3001b SOilDL:= Ysoil•(Lheel - CMUret)•(Hret+ Hsoil)•bwall SOibL = 1811 Ib EDL := WaIIDL + FootingDL + SoilDL + KeyDL EDL = 486711) Resistfriction := FrictionFactorsoil•EDL Resistfriction = 1947 lb Resistpassive := 2-AIIowPassivesoil-bwall•(Tfooting + Dkey + Hsoil - 12in)2 Resistpassive = 1320 lb FSsliding:= Resistfrietion + Resistpassive Sliding CMU Retaining Wall - 6ft Ret 8ft Wall Oft 14 FSsliding = 2.74 > 1.50 Hilts Consulting Group, Inc. Project 07-004 `<. 16716 Mail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH ` (909)'590-5200 Page L 1 Madison Club; CVWD Well Sites # 73, 74, 77, 78 & 79 �•.' . :r Overturning Stability (sum moments about footinq tole): OTM I s•EFPAaive'bwaW(Hret+.Hsoil+Tfooting)3J L — srEFPgdive•bwail(Tfooting+ Hsoil— 12in)3 OTM= 3264ft•lb (CMUrat •. l WallRM:= WaIIDL'I + 4oaJ WaIIR50 M= 32ft•lb 2 rCMUret KeYR= KeYDL•I` M + Ltoe ) KeYRM = 900ft.1b . 2 footing I= FootingRM FootingDL FootingRM= 3100ft. lb 2 rLheel-2CMUretl SOiIRM.heel -- SoilDL• 400ting — SOIIRM.heel =. 8377ft•lb J ERM := WaIIRM + FootingRM + SOHRM.heei + KeYRM £RM = 17409ft•lb ERM FSorM= FSOTM = 5.33 > 1.50. OTM f. �I Soil Bearing: 1 -tooting ERM — OTM Lfooting efooting.stat i= 2 £DL efooting.stat = -0.03ft 6 = 0.96ft- A Lfooting ll Lequiv.stat •- 3'� — efootingstatJ Lequivstat = 8.72ft r 2 £1)L 6•£1)L•efooting.stat Lfooting SoilBearingstat = + if erooti' star 5 Resultant in middle 1/3 2 Lrooting'anall Lfooting •bwall 6 2 -IDL Resultant outside middle 1/3 otherwise Lequiv.stat. bwall I - a SoilBearingstat SgilBearinl 819 sf 9stei = P C — 33 /o i g 'i fl1. AllowBearingsoif CMU Retaining Wall - 6ft Ret 8ft Wall Oft 15 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Stability & Soil Bearing Design (Lateral Design): Active Soil: Hret+Hsoil+Ttooting)2— 2 EFPAdive'bwall'(Hsoil+Tfooting)2 Vwall.ret= 11021b Vwall.ret:= 2•EFPAdive'bwall'( Mwall.ret:= 6•EFPAdive•bwall'(Hret+Hsoil+Tfooting)3— 6 EFPAdive'bwall'(Hsoil+Tfooting)3 Mwall.ret=3209ft•lb Wall EQ: VwaII.DL.EO Fpw.waII'(CMUrwrall'Ycmu'Hwall +r CMUrerYdnu'Hro)'blw1all Ic ( Vwall.DL.EO = 6721b MwaII.DL.EO Fpw.wall'Ycmu'LLCMUwaII'Hwalrl �II + Hret+ HsoiJJ + MUret'Hrer HZ at + Hsoi)1]]- Wall bwall Mwall.DL.EO = 4900ft•lb Wind: Vwall.wind Pwlnd(1 — Opngfence)'bwair1-hence+ Pmnd'bwairHwall Vwall.wind = 2281b Hfence Hwall ll Mwall.wind pwind'(1 — Opngtence)'bwall'Htence' 2 + Hret+ Hsoil + PwirMbwall'Hwall' 2 + Hret+ HsoiJ Mwall.wind = 2507ft•lb Soil EQ: VsoiI.EO EOsoit•bwall•Hret C Hret / MsoiLEO := EOsoil'bNrall'Hrer 2 + Hsoil Sliding Stability: Sliding Vwall.rel + max(VwaII.DL.EO + VsoiI.EO. Vwall.wind) ReSlStfridion + Resistpassive FSsliding Sliding Overturning Stability (sum moments about footing toe): OTM := Mwall.ret + max(MwaII.DL.EO + MsoiI.EO.Mwall.wind) ERM FSOTM OTM Vsoil.Ea = 9001b MsoiI.EO = 4 x 103 ft•Ib Soil Bearing: 1 -footing ERM — OTM efooting.lat = 2 EDL efooting.lat= 1.70ft C Ltooting Lequiv.lal 3 2 — efooting.lat Lequiv.lat = 3.51 ft £DL 6•EDL•efooting.lat 1 -footing SoilBearinglat :_ + 2if efooting.lat 6 Lfooting'bwall 1 -footing 'bwall 2 -IDL otherwise Lequiv.lau bwall SoilBearinglat = 2770psf 1 -footing 6 = 0.96 ft CMU Retaining Wall - 6ft Ret 8ft Wall Oft 16 Sliding = 2674 lb FSsliding = 1.22 OTM = 11709lb•ft FSOT; - 1.49 Resultant in middle 1/3 Resultant outside middle 1/3 SoilBearinglat = 83% AIIowBearingsoil• 1.33 Footing Toe Design (bottom rebar.): Nobar T spacing 161Ilr Toe flexural rebar size and spacing a, tiT�sas�Nobar3in d = 11.56in .., au 28 - i�r+a.'�i:�x-".�:�s�n.�•`Ci�•JuF.s:L�oyfr.,•.�'x� - . Footing Footing Design Loads: Heel Toe SoilBearing= max(SoilBearingstat.SoilBearinglat SoilBearing= 2770psf efooting:= iefooting.stat if SoilBearingstat z SoilBearinglat emoting = 1.70ft , SB_ efooting.lat Otherwise SB wa Lequiv = �quiv.stat if SoilBearingstat i SoilBearinglat Lequiv = 3.51 ft B1 Leyuiv.iat otherwise Lse := i 1 -footing 400ting if efooting s LSB = 3.51 ft Effective length of soil bearing 6 Lequiv otherwise LDF := 1.06 if SoilBearingstat z Soil Bearinglat LDF,= 1.33 Load duration factor (based on critical load case for soil bearing) 11.33 otherwise s • SBt := SoilBearing. SB, = 2770 psf'• Soil bearing at toe of footing EDL 6•EDL•efooting 400ting SB2:= — if efooting 5 SBZ = Opsf Soil bearing at heel.of footing z L"ting•wall 400ting •wall 6 Opsf otherwise SoilBearing 400ting psf wsoil.bearing = if efooting 5 fi 400ting Wsoii.bearing = 766 .ft Rate of soil bearing Change II SoilBearing otherwise SBwall = SB, —.(wsoil.bearing'4oe) ;if .LSB >_ Ltoe . I ". SBwail = 799psf Soil bearing at wall face dpsf otherwise II, CMU Retaining Wall - 6ft Ret 8ft Wall Oft 17 Hilts Consulting Group, Inc. ff` 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 S131 + Si3,r„all Vtoe:= 2 44oe•bwall if LSB > 4oe 1 2•SBI•LSe•bwall otherwise o.2 Mtoe SBwall• Lt3 + 2(SB1 - SBwall)•ttoe• 3•ftbwall if LSB i Ltoe C2SBt•Lse (Lto.- 3B f J bwan otherwise 1.87•VtOe / 1.87•Mtoe VU. LDF V„=6273lb M,, LDF Mu=9285ft•lb Concrete Design: n Nabar-in 2.( bwall As 4 8 spacing Pmin = 0.0033 As-fY a:= a= 1.06 in 0.85•fc• bwall 4 _.MU 3 MomentRatio :_ — if p <_ Pmin OMn M,r — otherwise OMn lb 0'5 _ OVc:= Ov. In -2V fc•bwall•d As = 0.45in2 As P:= p = 0.0033 bwall•d Tema Steel: As femp - 0 20i2 pta,np :.0 OOt4F CMU Retaining Wall - 6ft Ret 8ft Wall Oft Vtoe = 4462 lb Shear at wall face MfOe = 6604It. Ib Moment at wall face Pmax = 0.0134 OMn:= Of•As•fyI d- I 2 OMn= 22389ft. lb MomentRatio = 55% ¢Vc = 11794 lb Ptemp' Lfooting• d ntemp As.temp 18 --temp = 5.58 V, —=53% WC project 07 - Date 4/19/2007 Designer DH Page {l � � 1, �n •� �•,r. y,��. ( ,� ,. [ Hilts Consulting Group, Inc. 4 Project 07-004 16716 Quail Country Ave. ', 1; Date . 4/19/2007 Chino Hills, CA 91709 Designer ' SDH (909) 590=5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 FootinHeel. Design (top rebar): s , x NMME oyes 5: spadngs� t6YM Heel flexural rebar size and spacing NOainir d Tfoobng £ A ,V ,7Stn, d= 11.69in Distance to flexural rebar {i Design Loads: Vheel = 117soil•(Hret+ Hsoil)-(Lheel— CMUret) + 1Yconc'Tfooting'(Lheel — CMUret)f l•bwall Vheal = 22331b ` (heel – CMUret)2 l l (L -heel – CMUret) 2 11 Mhee1 = Psoil•(Hret+ Hsoil)• 2 J +YconeTfooting' 2 IJ bwall Mheer= 2512ft- lb {r JJJ s Vu:= 1.7-V h.1 Vu= 3796 lb Mu:= 1.7•Mheel Mu = 4271ft. lb Concrete Design: a NObar•in 2 bwall` As 4 ('. 8 ) (spacing) As = 0.23in2 ; A, Pmin = 0.0033 V= p = 0.0016 pma = 0.6134 1 bwall•d a:= s r a = 0.54 in OMn Or(As•f,- d - aJ i0Mn = 11821 ft. lb 0.85•fc' bwall ll 2 F' 3 Mu MomentRatio := — If P s Pmin MomentRatio = 48% mu Mn i� — otherwise �Mn t 05 V 2 Ib r• 11921 lb Vu , � c�= w''u in c bwall•d � V - c– WV = 32% C it r it j � ' • e I�r ' r II • i CMU Retaining Wall - 6ft Ret 8ft Wall Oft 19 1'E , t Hilts Consulting Group, Inc. Project 07-004 �16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH G (909) 590-5200 Page Madison Club, CVWD Well Sites fJ # 73, 74, 77, 78 & 79 l Footing Key Design: Noee .''Sf spacing = t61i1:5 Heel flexural rebar size and spacing I. y Nope in ' d Wkey 3tn', d = 8.69 in Distance to flexural rebar Design rLoads: Vkey := L I AIIowPassivesoil. Hsoil + Tfooting + Dkey)2 — I AIIowPassivesoil. Hsoil + Tfooting)2]' b.11 Mkey:=I I AllowPassivesoil•(Hsoil + Tfooting+ Dkay)3 — 1 AIIowPassiveso'il•Hsoil + Tfooting)3J•bwall V,,:=1.7•Vkey V„=2762lb Mu:=ITIVIkey Mu=4631ft- lb Concrete Design: Nor in)2.( bwanAe. 4 ( 8spacing) Amin = 0.0033 As'fY a:= a= 0.54 in 0.85•fc'bwall 4 3 Mu MomentRatio := if p 5 Amin OMn M, — otherwise OMn lb0.5 _ OVc Ov' in •2J fc•bwall'd Tema Steel: A . . v Oi20in As = 0.23in2 As P : p = 0.0022 bwall'd Pterrip`�= :0:0014 OMn:= Of'As'fy(d 2) OVc = 8861 Ib Ptemp' Dkey' d ntemp As.temp CMU Retaining Wall - 6ft Ret 8ft Wall Oft 20 OMn= 8715ft- lb MomentRatio = 71 V„ —=31% OVc ntemp = 1.46 Vkey = 1625 lb Mkey = 2724 ft- Ib pmax = 0.0134 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH c(909) 590-5200 Page i 13' Madison Club, CVWD Well Sites ' # 73, 74, 77, 78 & 79 CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 1 Htence y 8 OOftc (max.) Opng _' 75% (min.) S FiH,811 2 OQft: (max.) :.6 �z a t t .8:50ft? (max.) F%' z." SH>`="41;2'iii (min.) GMU�I •—' Sind Tfootinga='�.18i11 toe:=r 381n l =�5,4iri 400ting toe + Wheel 1 -footing = 7.50 ft yQkey.- 42ms y' - Material Properties: f�.=2500psi fy�:i= 60Ksi' ES;= 29000k" p := 0.85 if fc <_ 4000psi = 0.85 fc - 4000psi (0.85-0.05).— otherwise 1000psi 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Concrete 28 -day compressive strength Rebar yield strength Rebar modulus of elasticity 0.85•p•fc ( 87000psi 1 Pbai : 1187000 Pbai = 0.0178 Balanced reinforcement ratio f y si p + f J y pmm := 0.75pbai p,,,a„ = 0.0134 Maximum reinforcement ratio 3rc lb"' 200 Ib 1 Pmin := max fy C in ' fy J Pmin = 0.0033 Minimum reinforcement ratio inz 50pcf Concrete unit weight eta= l) 90 ='0:85°1 Concrete flexural & shear strength reduction factors fm!=1500psf! Concrete masonry unit (CMU) 28 -day compressive strength (78psf+ 12psf 124psf+ 12psf yca„r maxi 8m 121n )? ycmu = 136pcf CMU weight, normal weight units (solid grouted) Equivalent weight of CMU + 1" Stucco Em := 750 -fm Em= 1125000psi CMU modulus of elasticity CMU Special Inspection (yes=1/no=0.5) Es n:= — n = 25.8 Modular ratio Em CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 2 Date 4/19/2007 Designer DH Page Hilts Consulting Group. Inc. fi. 16716 Quail Country Ave. r \ Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites l # 73, 74, 77, 78 & 79 Soil Properties: Seismic Zone 4 Reference sate -specific soils reports prepared by Sladden Engineering, dated January 28, 2005 Near Source Acceleration, Source A, < 10 km Soil unit weight Seismic Coefficient AIIowBearing�;l := mi 1500psf + r � (Mooting - 12in250psf )• + 250psfJ r 1 (Tr�i1ey + H�;i - 12in) 2500psf ft bin AIIowBearingsoil = 2500 psf Allowable soil pressure w/ depth & width increases ;FricUonFactor��i' -JO 40� FrictionFactorsoil = 0.40 Allowable friction coefficient fAllowPassGresoil_ ?50pCf; AIIowPassive�;i = 250pcf Allowable passive pressure, ignore upper 1 foot Y Nt X,h. ;35 � ?35pcf: Active soil equivalent fluid pressure, level backfill For sloping backfill: EFPAotive.l.evel Ka.level Ka.level = 0.30 Ysoil p slope= 18.43deg msoil'3Zd.'?9soil = 0.56 rogpslope) — Cos(pslope)2 — C04soil) 2 Kaslope Cogpslope) + Cogpslope)2— Coq( ..i' )2 Ka.slope = 0.38 r. EFPAd„re = Ka sloperYswl EFPAgive = 44 pcf Ka for level backfill 3:1 backfill slope Soil internal friction angle (silty sand) Ka for 3:1 sloped backfill Active soil equivalent fluid pressure, 3:1 backfill Z- =2Q:40 Seismic Zone 4 Near Source Acceleration, Source A, < 10 km G=044 Ns Ca = 0.46 Seismic Coefficient 1:29: Near Source Velocity, Source A, < 10 km Cv = 0.83 Seismic Coefficient EQgai,= .�5pcf•Hiet. EQsoil = 213 psf Dynamic lateral earth pressure per foot of retained height CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 3 Date 4/19/2007 Designer DH Page 16716 Quail Country Ave. Date 4/19/2007 '., Chino Hills, CA 91709 Designer DH C(909) 590-5200 Page 1 Madison Club, CVWD Well Sites 10 # 73, 74, 77, 78 & 79 Seismic Force on Elements (walls) - UBC 1632: Ca = 0.46 Seismic Coefficient ;Ip:;=;1.00; Elements, UBC Table 16-K Horizontal Force Coefficient, UBC Table 16-0, wall elements RRA ejj = 30= Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements hx t=Hre�+..bl,��jf, hx = 10.50ft Height to level for design ftV = 10.50ft Total height ap.wall'Ca'IP hx Fp.min.wall := 0.7•Ca'lp Fpx.wall:= 1 + 3•— Fp.max.wall := 4.0•Ca•lp Rp.wall 11 Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83 Fpu.wall := Fp.min.wall if Fpx.wall < Fp.min.wall Fpu.wall = 0.61 Fp.max.wall if Fpx.wall > Fp.maxmall Fpx.wall otherwise Fpu.wall Fpw.wall:= 1.4 Fpw.wall 0.44 Wind: Height Exp. 'B' Exp. ' Y i Exp. 'C 0-15 1.39 1.06 I 0.62 Exp C 20 1.45 1.13 0.67 25 1.50 1.19 0.72 Wind Stagnation Pressure (q,) UBC Table 16-F 70 mph 80 mph 90 mph i 100 mph s 110 mph' 120 mph:: 130 mpl _........__.__..___.,.__.._.� _ ___.___......_..:Wa__ __.._.,._. .....,.._...,.__._._.__w_.._.. __. 12.6 psf 16.4 psf ; 20.8 psf, _ 25.6 psf 31.0 psf ° 36.9 psf43.3 ps 3'. qs = 19.2psf 1N_ 1.00, Cq =.1.4 Pwind:= Ce'Cq'gs'lw 100mph (w/ 25% reduction for minor structures UBC 1624) Special Occupancy, UBC Table 16-K Pressure coefficient, minor structures Pwind= 28 psf CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 4 Fence 'Wall Design: Hilts Consulting Group..lnc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 b �t �121nY Chino Hills, .CA 91709 Designer DH (909) 590-5200 Page / Madison Club, CVWD Well Sites # 73, 74, 77, 78 8 79 CJI Distance to flexural rebar Fence 'Wall Design: Wall Geometry: Ft ,all = 2.00ft CMU wall height b �t �121nY Design unit wall width CMUwall = 8.00in Wall thickness Nom R5 tspaang r 24iti" Flexural rebar size and spacing dcmu = 3.81 in Distance to flexural rebar LQF''�1 33 Load duration factor ,,'(No a,.in)2 t Asbar:= — • Asbar = 0.31 in Rebar cross sectional area in� £o:= n• CNObar £o= 1.96in Rebar perimter - 8 Asbar P:= p = 0.0034' Flexural reinforcement ratio spacing• dar,u Minimum reinforcing: Asbar pg spacing•CMUwan Pg = 0.0016 Must be greater than 0.0007 0.20in2 Phoriz :_ Phoriz = 0.0010 #4 Q 24" o/c 24in•CMUwaII Must be greater than 0.0007 Ptotal:= Pg+ Phoriz Ptotal = 0.0026 Must be greater than 0.0020 Loading: '- Pwind= 28psf wEa := Fow.wau'Ycmu'CMllwall wEq = 40psf Vwind = NAnd'(l — Opn9fence)-bwall'Hfence + limnebwairl4wall VvAnd = 1001b (Htence l Mwind:= Avind'�l — Opngtence�'bwall'Hfence'I . + Nwall l 2 Hwa11 + Pibwall' Mmnd= 271ft•Ib 2 2 2 Hwall Veq := wEQ-bwall'Hwall Vaq = 7911) Meq:= wE0'bwall'2 Meq = 79ft•lb Vwall := max(Vwind-Veq) Vwall = 1001b Mwall = max(Mwind,Meq) Mwall = 271ft- lb - CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 5 CMU Design: n=25.78 k:=(n•p)2+2•(n•p)–n•p k=0.34 Masonry compressive stress: Mwall2 fm fanu:= — fanu= 124psi FMAIIow:=—•SI•LDF bwall'danu2 (j -k 3 Reinforcement tensile stress: Mwall fs :_ mbar fs = 6260 psi spacing 1'danu 12in Fsmlow:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) Masonry shear stress: Vwa11 Ibo.S fv:= fv= 2psi FvAllow:= F•SI•LDF• — FvAllow= 52 psi bwall'i'danu in Reinforcement bond stress: uwall fo f, = 30psi FF„4110,:= (200psi)•SI•LDF F�,Allow= 266psi 0 spacing 'j'dam 12in k j:=1– 3 1=0.89 FmAllow = 665psi FsAllow= 31920psi Development Length: int Nobar•in fs Ldtension := 0. F002• Ib ( 8 /'fs • 1.50 if 2 0.80 ' sAllow in 2 Nobr in ).a 0.002• Ib 8 fs otherwise r r NObarl Lap:= maxi Ldtension.40•I 8 ( in CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 6 fanu = 19% FmAllow fs = 20% Fsmiaw fv = 5% FvAllow fµ = 11% F,mlow Ldtension = Bin Lap= 25 in Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH i (909) 590-5200 Page t Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 CMU Design: n=25.78 k:=(n•p)2+2•(n•p)–n•p k=0.34 Masonry compressive stress: Mwall2 fm fanu:= — fanu= 124psi FMAIIow:=—•SI•LDF bwall'danu2 (j -k 3 Reinforcement tensile stress: Mwall fs :_ mbar fs = 6260 psi spacing 1'danu 12in Fsmlow:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) Masonry shear stress: Vwa11 Ibo.S fv:= fv= 2psi FvAllow:= F•SI•LDF• — FvAllow= 52 psi bwall'i'danu in Reinforcement bond stress: uwall fo f, = 30psi FF„4110,:= (200psi)•SI•LDF F�,Allow= 266psi 0 spacing 'j'dam 12in k j:=1– 3 1=0.89 FmAllow = 665psi FsAllow= 31920psi Development Length: int Nobar•in fs Ldtension := 0. F002• Ib ( 8 /'fs • 1.50 if 2 0.80 ' sAllow in 2 Nobr in ).a 0.002• Ib 8 fs otherwise r r NObarl Lap:= maxi Ldtension.40•I 8 ( in CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 6 fanu = 19% FmAllow fs = 20% Fsmiaw fv = 5% FvAllow fµ = 11% F,mlow Ldtension = Bin Lap= 25 in Retaining Wall. (at intermediate height): Wall Geometry: 'v'�'r?t yr � a•v H,rn ``4"OOfQ' Design intermediate retaining height y 4 � , - ;µ12 `f Design unit wall width _ CMUret = 12 in Wall thickness . :Nobar 5• : spaGng h24tn Flexural rebar size and spacing r ` �CN1Ur 0 375in�r 2tn' dC U = 9.62 in Distance to flexural rebar 4 �NOW'in12 Asbar := Il Astir = 0.31 in . Rebar cross sectional area JJ rNObar• in Eo:= a•I E o= 1.96in Rebar perimter 8 f ASbar P:= p = 0.0013 ' Flexural, reinforcement ratio spacing•dcmu - Minimum reinforcing: Asbar pg := pg = 0.0011 Must be greater than 0.0007 spacing -CMU ret 2.0.20in2 Phoriz := Phoriz = 0.0014 (2) #4 Q 24" o/c 24in•CMU ret Must be greater than 0.0007 Ptotal:= Pgj+ Phoriz Ptotai = 0.0025 Must be greater than'O.0020 Design Loads (Normal Long-term Loading): ;LDFr i 00 Load duration factor Active' Soil Vsoil =2 �EFPActive'bwall-Hint2 Vsoil = 3511b Msoil:= Msoil=467ft•Ib 6„EFPAaive'bwall•Hint3 V ;= Vsoil V =.351 Ib 1'. M:= Msoil ' M = 467ft• lb CMU Retaining Wall - 8.5ft Ret 3-1. Slope 2ft Wall 7 Hilts Consulting Group, Inc. Project 07-004 A 16716 Quail Country Ave. Date 4/19/2007 14 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page ye Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 CMU Design: n = 25.78 k:= (n•p)2+ 2•(n p) – n•p k = 0.23 j := 1 – 3 j = 0.92 Masonry compressive stress: M r 2 fm fcmu f«nu:=2 I j—kJ fanu = 48psi Fmgliaw:= 3 •SI•LDF FAjlow = 500psi F 10% bwall'�tcmu \ m/Ulow Reinforcement tensile stress: M fs mbar fs=4113psi sparing 1 dams 12in f FsAllow:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllow= 24000psi s Fs = 17% Allow Masonry shear stress: V lb 0.5 f�:= f„= 3psi Fvgpo,,,:= �•SI•LDF• JI F�gilw= 39 psi 8% bwall'j'dCrnu in FvAllow Reinforcement bond stress: fl, := V f,, = 40 psi FpA110,,,:= (200psi)•SI•LDF Fpalo,,,,= 200psi fp = 20% 1:0 Fpm[ow spacing 1'danu 12in Development Length: 2 No inls • 1fs Ldtension 0.002 I•I baz I•f.50 if >_ 0.80 Ldtension = 5in Ib \ 8 / FsAllow I2 NObar•in / 0.002• in 8 fs otherwise NObar Lap:= ma Ldtension,40•( 8 lin Lap= 25 in CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 8 Hilts Consultina Group, Inc.;Project 07-004 nt 1 16716 Quail Country Ave.: y < °' • s' Date 4119/2007 Chino Hills, CA 91709 . e ••'Designer, DH _ (909) 590-5200 • r Page Madison Club, CVWD Well Sites. # 73, 74, 77, 78 & 79 i; Deslan Loads (Short-term LoadinpL �LDFy'y1 33 Load duration factor Y Active Soil:,; 7 Vwall.ret =;r- EFPActive-bwatl-Hint Vwall.ret = 351 lb I 3 Mwall.ret := 6 • EFPAaive' bwall' Hint Mwall.ret = 467ft• Ib Wall EQ:p Vwall.DL.EQI+ Fpw.wall'(CMUwaII-Ycrnu'Hwall+ CMUret'Yanu'Hint).bwall V 3161b waII.DL.EQ = u' T 2 Mwall.DL.EO. Fpw.wall'�CMUwaIrYCmu'Hwall'I Hsu + Hint)] + I CMUret'Ycmu' H2t JJ ball Mwali.DL.EQ = 869ft•lb Wall Wind: i Vwall.wind Pwnd (1 — Qp�9fence�'bwall.Hfence + Pwind'bwall:Hwall E , Vwall.wind = 1001b rHfence 1 r Hwall1 ' Mwall.wind:� Pwind'(1 — QPn9fence)'bwall'Hfence' 2 + Hwall+Hint/I + pwind'bwall'Hwall'I\ Z +'Hint) Mwall.wind = 670ft•Ib Soil EQ: - Vsoil.EQ = EQsoil'bwall-Hint Vsoil.EQ = 8501b , t Hint Msoil.EQ:=IiEQsoil'bwall-Hint- 2 Msoil.EQ= 1700ft•Ib V:= Vwall.ret + max(VWall.DL.EQ + VsoiI.EQ. VwaII.wind) V -= 15171b M:= Mwall.iet + max(Mwall. DL. EQ + Msoil.EQ, Mwall.wind) M = 3037ft. lb - I Y � X 1 VIII CMU Retaining Wall - 8.5ft Ret 3=1 Slope 2ft Wall 9 i i 1 CMU Design: Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 k:=(rrp)2 + 2•(ap) - n -p Chino Hills, CA 91709 Designer DH ` ��•C j (909) 590-5200 Page Madison Club, CVWD Well Sites � # 73, 74, 77, 78 & 79 fm gnu f«„u:= CMU Design: n = 25.78 k:=(rrp)2 + 2•(ap) - n -p k = 0.23 j:= 1 - 9 j = 0.92 Masonry compressive stress: M 2 fm gnu f«„u:= fart = 309psi FmAllow:= •SI•LDF FmAllow = 665psi 46% bwall'danu2 `1•k) 3 Frngllow Reinforcement tensile stress: M fs Asbar fs = 26727 psi i dams sparing 12in f FsAllow:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllow= 31920psi FsAllow Masonry shear stress: V os lbbn f fv:= fv= 14.2 psi FvAllow:= F•SI•LDF• FvAllow= 51.5 psi bwall•1 •dams vAllow Reinforcement bond stress: V f µ fµ := fl, = 174psi FyAllow = (200psi)•SI•LDF Fpnlow= 266psi = 65% Eo FpA IcFw dcmu spacing 12in Development Length: in 2 fs Ldtension = 0.002• rNo in ber• fs • 1.50 if z 0.80 Ldtensirn = 50 in Ib I\ 8 FsAiiow 2 NObar'in 0.002• �b 8 fs otherwise rNObar Lap:= ma Ldtension.40•I 8 �-in] Lap= 50 in CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 10 Retaining Wall (at bottom of wall): Hilts Consulting Group, Inc: Project 07-004 Concrete masonry unit (CMU) 28 -day compressive strength 16716 QuaillCountryAve. Date 4/19/2007 Chino Hills, CA 91709Designer DH �! (909) 590=5200 , Page r Design unit wall width . `b4ratt' 9 , , ,c...fti : h Madison Club, CVWD Well Sites Wall thickness s Nobar 8 spacing Birt # 73, 74, 77, 78 & 79 ; + �CMUret 0 375tn�' 2tn d�,nu = 9.62 in Distance to flexural tebar- Kxr. Retaining Wall (at bottom of wall): fm 2g000dJ Concrete masonry unit (CMU) 28 -day compressive strength = n" a c_ x NOTE INCREASED CMU fm specify blocks at 2800 psi Wall Geometry: Hret = 8.50 ft Design retaining height 12in t ` Design unit wall width . `b4ratt' 9 , , ,c...fti : h CMUret = 12 in Wall thickness s Nobar 8 spacing Birt Flexural rebar size and spacing ; + �CMUret 0 375tn�' 2tn d�,nu = 9.62 in Distance to flexural tebar- Kxr. a (Ngbef.tn2 Asbar := ) Asper = 0.79in2 .. Rebar cross sectional area 4 8 Nob,,.in Eo:= a•� Eo= 3.14in Rebarperimter 8 Asber P:= p = 0.0102 Flexural reinforcement ratio spacing•dcmu Minimum reinforcing: Asbar pg:= p0 = 0.0082 Must be greater than 0.0007 spacing-CMUret 2.0:20in2 Phoriz = Phoriz = 0.0014. 24in•CMUret (2) #4 Q 24" o% Must be greater than 0.0007 Ptotat:= Pa+.Phos ptotai = 0.0096 Must be greater than 0.0020 - Design. Loads (Normal Long-term Loading): IDE' 1.603. Load duration factor . �.,,.., 4•,. -ria Active Soil: Vsoil:= 2 EFPActive•bwail•�Hret+ Hsott)2–.—EFPAaive•bwan•Hsoit2 — Vsoil = 1955 lb I� Msoil:= S•EFPgctive•bwall•(Hrei+ Hsoil)3– 6•EFPAttive-bwall•Hsoi3 Msoil= 6254ft•Ib L: • V:= Vsoii V = 19551b M':= Msoil M = 6254ft•Ib I CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 11 i� Hilts Consulting Group, Inc. 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 'roject 07-004 Date 4/19/2007 Designer DH Page CMU Desiqn: n=25.78 k:= (mp)2+2•(mp)-n•p k=0.51 j:=1- 3 j=0.83 Masonry compressive stress: M f an„ fcmu I � ) J fcmu = 320psi F�1o,:= mf•SI•LDF FAjIOW = 667psi = 48% 2 bwall•dcmu \j•k 3 FmAllow Reinforcement tensile stress: M fs ASbar fs = 7969 psi spacing 1'danu 12in fs FsAllow = if(0.5•fyLDF < 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllow= 24000psi FsAllow Masonry shear stress: os V Ib fv:= fv = 20 psi FvAllow:= F•SI•LDF• FvAllow= 45 psi bwall•j'dcmu In FvAllow Reinforcement bond stress: V f fp :_ ft, = 52 psi FNAllow:= (200psi)•SI•LDF FpAllow= 200psi flow = 26% Eo F 1 dcrnu spacing 12in Development Length: int0.fs�080 Ld 16in Ldtension 002 Ib (Noba,.in).f, g • 1.50 if F tension = sAllow int Nobar•in 0.002• Ib 8 fs otherwise (Nobarl Lap:= ma Ldtension,40•I 8 I in Lap= 40 in CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 12 i Hilts Consu/tinA Group Inc. ., _ Project 07-004 ' 16716 Quail Country Ave. Date 4/19/2007 \i Chino Hills, CA 9.1709 Designer - DH (909) 590-5200 ' Page Madison Club, CVWD Well Sites ' # 73, 74.177, 78 $ 79 Design Loads (Short-term Loading): �IDF 1 33 Load duration factor Active Soil Vwall.ret = 2•EFPAdive•bwail•(Hret+Hsoil)Z— 2•EFPAaive•bwau•Hsoi2 1 3 1 3 Mwa11.ret:='6•EFPActive•bwall•(Hret+Hsoil) 6 EFPActive'bwall•Hsoil K Wall EQ: l VwaII.DL.EQ := Fpw.wall•(CMUwall•Yanu'Hwall + CMUrerYcnu'Hret)•bwall f i 2 • KmILDL.EO:= Fpw.walrll CMUwall•Ycmu•Hwall•� Zell + Hfell + (CMI-Iret'Unw, H2t )]-b"11 LL � \ JJ Wall Wind: Vwall.wind := Pwind•(1 — Qpn9fence)•bwall•Hfence + Pwind•bwall _Hwall it Hfence l r Hwalt Mwall.w nd Pwind' (1 — OPngfence)' bwall' Hfence' 2 + Hwall + Hret l + Nne bwall• Hwair 2 + Hret it Soil EQ: Vsoil.EQ = EQsoil•bwall•Hret VsoiI.EQ = 18061b +i Hret Msoil.EQ:=EQsoil•bwall•Hret 2 Msoi.EQ=7677ft•lb' V:= VwJJ.ret + max(VwaII.DL.EQ + VsoiI.EO,Vwall.wind) V = 43441b M:= Mwall1,t + max(Mwai.DL.EQ + Msoil.EQ, Mwall.wind) M = 16822ft Ib { M Vwall.ret = 19551b , Mwall.ret = 6254ft•lb Vwall.DL.EQ = 5831b. MwaILDL.EO=-2892ft•I6' Vwall.wind = 1001b CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 13 r Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 V CMU Design: n=25.78 k:= (n•p)2+2•(n•p)-n•p k=0.51 k t 1:=1- 3 1=0.83 Masonry compressive stress: f fcmu:= M 2 fa„„=860psi FmAllow:= m•SI•LDF FmAIow=887psi amu 97% bwall' dams 2 j • k 3 FmAllow Reinforcement tensile stress: M f s ASbar fs = 21435 psi spacing .t dams 12in FsPJlow:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyfLDF,24000psi•LDF� FsAllow= 31920psI s = 67% FsAllow Masonry shear stress: 05 fv fv:= V fv= 45.3 psi FVAilow:= Fm'SI•LDF• . I FVnilow= 59.5psi = 76% bwall'j'dami in j Fvaiow Reinforcement bond stress: f fµ := V fµ = 115psi Fyalow:= (200psi)•SI•LDF FAIlow = 266psi p = 43% Eo Fp/ IO, spacing '1 dunu 12in Development Length: 10. 2No in1 fLdtension:= 002• in r bar fsJ•1.50 if s 2 0.80 Ldtension = 43 in Ib l 8 Fsnllow int Nobar-in 0.002 Ib . 8 ).fs otherwise r Npbar Lap:= maxi Ldtension,40•( 8 )•in] Lap= 43 in CMU Retaining Wali - 8.5ft Ret 3-1 Slope 2ft Wall 14 Hilts Consultina Group, Inc. Project 07-004 16716 Quail CountryAve. Date 4/19/2007 ♦ �4G y Chino Hills, CA 91709 Designer DH ; (909) 590-5200 Page Madison Club, CVWD Well Sites j # 73, 74, 77, 78 & 79 ' Footing Stability & Soil Bearing Desiqn (Static Design): - Footing Geometry: Lloe = 3.00tt Footing length from face of wall to toe L,.i = 4.50ft Footing length from face of wall to heel It Lfooting:= Ltoe+ Lheel 1400ting= 7.50 ft Total footing length , Tfooting= 1.60 ft Footing thickness , b,,,aii = 1.00ft Design unit wall width - Dkay = 3.50ft Key depth Wkay = 1.00ft Key width M Sliding Stability.t Sliding:=-•EFPActive''bwail•(Hret+Hsoil+Tfooting)ZY Sliding 2651 lb WallDL:= 7vw(CIVILlwap-Hwap + CMUrer(Hret+ Hsoi fl-bwali WaIIDL = 1473 lb FootingDL:= Yoonc'Lfooling'Tfooling;bwall FootingDL = 1687 lb KeyDL = Yi�nc•DkeyWkeybwali KeyDL= 5251b SoibL:= Yoir(Lbeet— CMUret)•�Hret+ Hsoii)•bwall SoilDl= 38241b S EDL := W aIIDL + FootingDL + SoilDL + KeYDL EDL = 75101b ' Resistfr;aian:= FrictionFactor oii•LDL Resistfriction 3004 lb Resistpassive:= 2•AIIowPassiveso;i•bva1r(Tfooting+ Dkey+ Hsoii— 12in)2 Resistp = assive 31251b i , !� Resistfriction + Resis►passive FSsiiding ;, Sliding FSsliding ='1311 > 1.50 r, CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 15 Hilts Consu/tina Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page I Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Overturning Stability (sum moments about footing tooeL OTM= 16•EFPAgive'bwalr(Hret+ Hsoil+Tfooti.)3J - 6 EFPAaive'bwall(Ttooting+ Hsoil- 12in)3 LCMUret l WaIIRM:= WallOL•� 2 + 1-4 (CMUret KeYRM := KeYDL2 + 4oe FootingRM:= Footin90L' 1 -footing 2 C Lheel — CMUretl SOIIRM.heel SOilDL' 1 -tooting — 2 ERM := WaIIRM + FootingRM + SoiIRM.heel + KeYRM ERM FSOTM := OTM Soil Bearing: 1 -footing ERM - OTM etooting.stat := 2 EDL efootingstat = 0.34ft r1 -fooling := 3' 2 — erootingstat 1-equivstat = 10.23ft £DL 6•£DL•erooting.stat 1 -tooting SoilBearingstat:= + if efoottngstat 5 1400ting-bwall 1-footing tooting 'bwall 6 2 -1131 - otherwise 1-equiv.stat' bwall SoilBearingstat = 1273 psf CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 1 -footing 6 = 1.25ft 16 Resultant in middle 1/3 OTM = 9695ft•lb WaIIRM= 5157ft- lb KeYRM= 1837ft- lb FootingRM= 6328ft. lb SOIIRM.heel = 21987ft•lb TERM = 35309ft•lb FSOTM = 3.64 > 1.50 Resultant outside middle 1/3 SoilBearingstat AIIowBearin 9soi1 = 51 % i Hills Consulting Group, Inc.Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 , Designer DH (909) 590=5200 `Page \4 Madison Club, CVWD Well Sites + ' # 73, 74, 77, 78 & 79 " Footin4 Stability & Soil Bearing Design (Lateral Design): Active Soil: Vwallset:= a•EFPA_dive'bwau'(Hret+Hsoil+TtOO)a— 2•EFPAare•bwaIr(Hsoil+Tfooting)2 Vwall.ret=.25141b Mwall.ret:= 6 EFPActive-bwall'(Hret+Hsoil+Ttooting)3- 6 EFPActive-bwau'(Hsoil+Tfooting)3 Mwall.ret=9606ft•lb Wall EQ: �k, t VwaII.DL.Eo `= Fpw.wall'(CMUwalrYcmu'Hwatl + CMUrerYc nu-Hret) bwall VwaILDL.EI] = 5831b Irlr Kyap II \!1 r ret ll1 t" Mwall.DL.EQI:= Fpw.wall'Yanu'I I CMUwall'Hwall'� + Hret+ Hspil l J + [CMUret-Hrerl 2 + HsoiJJ bwall Mwall.DL.EQ = 3475ft•lb LL , \ J , Wall Wind:1� J= Vwall.wind :=. Pw nd (1 — Opngrence�'b�vau' Hrence + Nnd'bwair Hwall * Vwall.wind 1001b Mwall.wind:= Pwind'(1 — Opngfence)'bwau'Hfence'I (Hfenee + Hret+ Hsoil + Pwinebwau'Hwall'I Hwall + Hret+ Hsoill Mwall.wind = 1133ft•lb ' 2 2 i Soil EQ: 1� Vsoil.EQ:= EQsoil'bwatl-Hret Vsoil.EQ= 1806 lb IF MsoiI.EQ:= EQsoil'bwall-Hrer Hret + Hsoil 3 Msoil.EQ= 9x 10 ft -lb 2 Sliding Stability: Sliding := Vwalixet + max(Vwall.DL.EQ + VsoiI.EQ.Vwall.wind) Sliding = 49031b r I, Resistfr;aion + Resistpassive FSsliding:= FSsliding= 1.25 - Sliding I Overturning Stability (sum moments about footing toe): OTM := Mwall.ret + max(Mwall.DL.EQ + MsoiI.EQ.Mwall.wind) OTM = 22561b -ft ; 1i ERM FSOTM OTM r FSont = 1.56 it - •� Soil Bearing: , Lfooting ERM — OTM 1 -footing 4 f efootingiat = 2 EDL efooting.lat= 2.05ft 6 = 1.25ft t , S� 1-footinglLequiv.lat:= 3'—erooting.latl (-2 Lequiv.lat= 5.09ftJJJ EDL &£DL•efooting.lat 1 -footing , Soil Bearinglat :_ h + if efooting.lat <_ Resultant in middle 1/3 Ltooting-bwall Lfooting2'bwall 6 �i 2 -EDL Resultant outside middle 1/3 � otherwise Lequiv.lat' bwall e - SoilBearinglat = 2950psf SoilBearinglat = 89% AIIowBearings..r 1.33 CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 17 ' 'i 16716 Quail Country Ave. e\ Chino Hills, CA 91709 C (909) 590-5200 Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Toe Design (bottom rebar): *Nobe(^ $; Tspaarig = 8ir► Toe flexural rebar size and spacing d = 14.50in Design Leads: SoilBearing:= max(SoilBeadngStat,SoilBearinglat) SoilBearing= 2950psf efooting:= etooting.stat if SoilBearingstat 2SoilBearingiat lerooting.lat efooting= 2.05ft otherwise Lequiv:= Lequiv.stat if SoilBearingstat �: SoilBearinglat Lequiv = 5.09ft Lequiv.lat otherwise 400ting LSB:= Mooting if erooting 5 LSB = 5.09ft Lequiv otherwise LDF := 1.00 if SoilBearingstat z SoilBearinglat 11.33 LDF = 1.33 otherwise SBI := SoilBearing SBI = 2950psf EDL &£DL•efooting 1 -footing S B2:= - if 5 efooting Lrooling'bwall L 2 rooting 'bwall 6 SB2 Opsf = P Opsf otherwise S Date 4/ Designer Page _ Effective length of soil bearing Load duration factor (based on critical load case for soil bearing) Soil bearing at toe of footing Soil bearing at heel of footing SoilBearing Lfootingpsf wsoil.bearing if efooting 5 wsoil.bearing = 579— Rate of soil bearing change Lfaoting 6 ft SoilBearing otherwise LsB SBwall SBI - (wsoii.bearing-Lt..) if LsB i Lt. SBwail = 1212 psf Soil bearing at wall face Opsf otherwise CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 18 MI f +i Hilts Consulting Grouts. Inc.: Project : 07-004 16716 Quail Country Ave. " Date 4/19/2007 . Chino Hills, CA 91.709 Designer DH V (909) 590-5200 Page Madison Club, CVWD.Well Sites % # 73, 74, 77, 78 8 79 q SB + S w Vtoe 2 SII 40e bwau if SSB Z 4oe Vtoe = 62421b Shear at wall face t 21SBI- SB•bwaII otherwise Ltoe 1 2 l Mtoe:= SBwaII• 2 + 2 (SBI – SBwaII)• Ltoe• 3 Lt. bwall if Lsa a LtOG Mto = 10667ft•lb Moment at wall face 4 C2SB1-LsB•14oe– 3 IJ bwaii otherwise { 1.87• Vto, 1.87• Mtn Vu, LDF Vu=8777lb Mu'= LDF Mu=14998ft•Ib • of . li Concrete Design a NObar•inl2 ball As 4 \ rl 8 / (s acin) As= 1.18in2. r . u P 9 �I As Pmin = 0.0033 V= p = 0.0068 pmax = 0.0134 bwall•d p` a:= 0.85•e'fc. bwau \\ a= 2.77 in Wn:= �f•As•fy(2 d– a, OMn=69523ft•lb ' { 4 Mu 3 MomentRatio := if P 5 P'i' MomentRatio = 22% OM" , Mu U — otherwise +' OMn lb0.5 Vu mVc = w• in •2�47 •bwall•d OVc= 1901b 1 59% . WC Temp Steel - x. � Ptemp'Lfooting,d As t ..� 0 20in z Ptempy % 0 0014, ry P - temp = 9.13 _ As.temp p , III, .. • e CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 19 , 16716 Quail Country Ave. Chino Hills, CA 91709 C (909) 590-5200 Madison Club, CVWD Well Sites �j # 73, 74, 77, 78 & 79 Footinq Heel Design (top rebar): How ;6 spacing-.4�In` Heel flexural rebar size and spacing d rTfooting_2 8 # 3in'{�{�ff. d = 14.63 in Distance to flexural rebar Design Loads: Vheel [[Ysoil'(Hret + Hsoil)•(L-heel - CMUret)] + CYconc'TfooGng'(Lheel - CMUret)f l•bwall Vheel = 4611 Ib 11 (Lheel — CMllret)21 C �Lheel - CMUret)211 Mheel:= y.11 -(H., + Hsoil)' 2 J +Yconc'Tt ting 2 JJ bwall Mheel = 8070ft•lb V,,:= 1.7•Vheel V„= 78391b Me:= 1.7•Mheel M„= 13718ft•lb Concrete Design: Nobar'in 2) bwall As 4 ( 8 (spacing) As = 0.33in2 As Pmin = 0.0033 V= bwall • d As'fy a:= a= 0.78in 0.85•fc•bwall 4 -.MU 3 MomentRatio := — if p 5 Pmin mMn M„ otherwise mMn lb 0.5 OVc:= Ov. in •2'� "•bwalyd P = 0.0019 ¢Vc = 149181b Wn:= �f'As•fyld- 2 CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 20 Amax = 0.0134 OMn= 21225ft- lb MomentRatio = 86 V„ = 53% OVc Date 4/19/2007 Designer DH Page s Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH " (909) 590-5200 Page Madison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footing Key Design: �Nob� a7 spaang 161n) Heel flexural rebar size and spacing pi N; d = 8.56in Distance to flexural rebar kwy� Deslqn Lo1Vkey:=1AIIowPassivesoir(Hsoil+ TfooNn' + Dkay)z– 2AIIowPassivesoir(Hsoil+ Tfooting)zJ•bwall 12, Vkey= 3719 lb Mkey:= L 6AIIowPassiveS0il•(Hsoil+ Tfooting+ Dkay)3– 1 AllowPassive$Oil- HsO1I+ Tfooting)3J b.11 Mkey= 8349ft•lb Vu:= 1.7•Vkey Vu= 6322 lb Mu:= 1.7•Mkey Mu= 14193ft•lb Concrete Design: a Nobar•in z bwall As " (I ) (spacing) As= 0.45 inz 4 8 As Pmin = 0.0033 V= p = 0.0044Pmax bwalyd = 0.0134 A,- f y a�' a:= a= 1.06in �Mn:= Of•As•fy(d– Wn= 16300k -Ib 0.85•fc-bwall \ 2 4 – -mu 3 MomentRatio := if P 5 Pmin rneintRatio OMn Mu — otherwise OMn 05 u lbs We:= by 2rc•bwall•d OVc= 8734 lb = 72% W. Tema Steel: Ptemp' Dkey d As temp; �0 201n Ptemp` 00014 ntemp rtemp = 2.52 As.temp CMU Retaining Wall - 8.5ft Ret 3-1 Slope 2ft Wall 21 j , �IHills Consulting Group Inc: Project 07-004 A tf 16716 Quail Country Ave: Date 4/19/2007 I • Chino Hills, CA 91709 -Designer DH (max.) (909) 590-5200 Page 8'`OOIft; ' Masison Club, CVWD Well Sites <, {�► # 73, 74, 77, 78 & 79 ` 1 1 1' t;• =6ft (max.) K n5i,n ems. S C Hwdlt ;200 R? (max.) 8'`OOIft; ' (max.) — Wall CMU & Rebor „Hrei (size & spacing) r +'f 4 b Hsou NN,;12in` (min.) d.woll RMU �,. CMU-t�:F.0R 210 Ret CMU -& Rebor / (size &spacing) d.ret r _ - — L(ccting = 4oe + heel =1 I 1=1 I I -111=I I_I=III=1 =1I L-1 I1=1 II=I 1 I- i'' - Liooting = 7.00 ft a. `— Toe Rebar (size & spacing) (bottom face) key e L.taa CMU Retaining Wall - 8 I Ret 2ft Wall Eft 1 r Material Properties: �SEI 0.85 if fc!5 4000psi R = 0.85 fc - 4000psi (0.85-0.05)-- otherwise 1000psi 0.85.0 -fc87000psi Pbal:= — . fpbal = 0.0178 y ( 87000psi + fy ) pmax:= 0.75pbal pmax = 0.0134 C3rc lb"' 200 lb Pmin :� 11nax— - — , — - —1 Pmin = 0.0033 Ty in fz y in Rip e"M I A Em:= 750 -I'm Em= 1125000psi 2w Es n:= — n = 25.8 E, 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Masison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Concrete 28 -day compressive strength Rebar yield strength Rebar modulus of elasticity Balanced reinforcement ratio Maximum reinforcement ratio Minimum reinforcement ratio Concrete unit weight Concrete flexural & shear strength reduction factors Concrete masonry unit (CMU) 28 -day compressive strength ycmu = 136pcf CMU weight, normal weight units (solid grouted) Equivalent weight of CMU + 1" Stucco CMU modulus of elasticity CMU Social Inspection (yes=1/no=0.5) Modular ratio Soil Properties: Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005 Soil unit weight AllowBearingsoil:= mi r[ 1500psf + 1 -footing - 12in 250psf ] + [(Tfooting + Hsoil - 12in)250psf . 1 1 2500ps 1 ft bin ANowBearingsail 2500 psf Allowable soil pressure w/ depth & width increases ,Frh%onFactorsap 0 40 FrictionFactorsoil = 0.40 Allowable friction coefficient AllowPassivesoil = 250pcf Allowable passive pressure, ignore upper I foot EF'OA"z"-'- Od4 Active soil equivalent fluid pressure, level backfill Seismic Zone 4 Na "11:6.4.. Near Source Acceleration, Source A, < 10 km C,:= 0.44tN8 Ca = 0.46 Seismic Coefficient 11-29, Near Source Velocity, Source A. < 10 km C"� O.UaW' v Cv 0.83 Seismic Coefficient E6so'-7i5od•0ret EGsOjj = 200psf W. Dynamic lateral earth pressure per foot of retained height CMU Retaining Wall - 8ft Ret 2ft Wall Eft 2 Date 4/19/2007 Designer DH Page Seismic Force on Elements (walls) - UBC 1632: Hilts Consulting Group, Inca Project 07-004 - p100 16716 Quail Country Ave. Date 4/19/2007 �,. Chino Hills, CA 91709 Designer DH (909) 590-5200 Page • } Masison Club, CVWD Well Sites Pwind = Ce'Cq'Qs'lw �I �( # 73, 74, 77, 78 & 79 Fi aitLT"+iFlN a Seismic Force on Elements (walls) - UBC 1632: Ca = 0.46 i Seismic Coefficient - p100 Elements, UBC Table 16-K ;Iw 1„00 56M Horizontal Force Coefficient, UBC Table 16-0, wall elements C 1 4:I Pressure coefficient, minor structures Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements Pwind = Ce'Cq'Qs'lw �I Pwnd= 28 psf hx = 10.00ft Height to level for design Fi aitLT"+iFlN a hr = 10.00ft Total height [f}y / ap.wall'Ca4pr hul _ Fp.min.wall := 0.7•Ca'Ip Fpx.wall:_ •I 1+3-- Fp.max.wall:= 4.0•Ca•Ip Rp.wall ` 4r J Fp.min.wall — 0.32 Fpxwall = 0.61 Fp.max.wall = 1.83 - .. Fpu.wall := Fp.min.wall if Fpx.wall < Fp.min.wall Fpu.wall = 0.61 Fp.maxwall if Fpx.wall > Fp.max.wall Fpx.wall otherwise Fpu.wall FPw.waII := -1.4 Fpw.wall Wind: Exp. 'C Exp. 'B' Height Exp..'D' '0-15 1.391 ..6 06 0.62 Exp C 20 1.45 _ f 113 # 0.67 ....... _............. ............:....:..._ ...... 25 1.50 . V . I......,......:........................ 1.19 I 0.72 . d Ce 106 Wind Stagnation Pressure (q,) UBC Table 16-F 70 mph; 80 mph 90 mphI 100 mph; 110 mph; 120 mph; 130 mph 12 6 psf; 16.4 psf: --� 20.8 psf i, 25.6 psf; 31.0 psf: 36.9 psf 43.3 psf " 3' qg 25 6psf qs = 19.2psf 1100mph (w/ 25%'reduction for minor structures UBC 1624) ;Iw 1„00 Special Occupancy, UBC Table 16-K C 1 4:I Pressure coefficient, minor structures Pwind = Ce'Cq'Qs'lw �I Pwnd= 28 psf CMU Retaining Wall - 8ft Ret 2ft Wall 6ft 3 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page Masison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Fence Wall Design: Wall Geometry: Hwall = 2.00ft CMU wall height b;i•:` f tin . Design unit wall width CMUwall = 8.001n Wall thickness ,No 5 spacing X46- Flexural rebar size and spacing - IY �CMUwail = 0 3751n) d�„' a k' dcrnu = 3.81 in Distance to flexural rebar LDF =1:331 Load duration factor 4 CNoB .in\2 Asya, :_ — • Z Asbar = 0.31 in Rebar cross sectional area JI rNobar inl Eo:= n• Eo= 1.96in Rebar perimter 8 jI Asbar P:= p = 0.0034 Flexural reinforcement ratio spacing•dcmu Minimum reinforcing: Asbar Pg spacing•CMUwan Pg = 0.0016 Must be greater than 0.0007 0.20in2 Phoriz := 24in•CMU Phoriz = 0.0010 #4 @ 24" o/c well Must be greater than 0.0007 Ptotal := Pg + Prmriz ptotal = 0.0026 Must be greater than 0.0020 Loading: Pwind = 28psf wEG := Fpw.wall•Ycmu'CMUwall wEG = 40psf Vwind:= Pwind•(1 — OPn9fence)•bwall•Hfence+ Pwinebwall•1'1wall Vwind= 1001b Hfence Hwall2 Mwind = Pwind•(1 — OPn9fence)•bwall'Hfence•( 2 + Hwal) + Pwind•bwalr 2 Mwind= 271ft- lb Hwal 2 Veq := WEQ-bwau•Hwall Veq = 79 lb Meq:= wEg•bwall• 2 MBG = 79ft•lb Vwall := max(Vwi„ d, Veq) Vwall = 1001b Mwall := max(M nd, Meq) Mall = 271 ft. lb 9 CMU Retaining Wall - 8ft Ret 2ft Wall 6ft 4 4 • fr Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2607 ��t r Chino Hills, CA 91709 ' Designer . DH (909) 59D-5200 Page Masison Club, CVWD, Well Sites V ' , YJ► # 73, 74, 77, 78 & 79 CMU Design_ y it n = 25.78 it k:= (mj. 2•(n•p) - n•p _ k = 0.34 • k 1:=1-'3 j=0.89 `. Masonry compressive stress: Mwall (2 fm fcmu := 2 •I J fcrnu = 124psi k FmAllow := fm •SI•LDF 3 F,,,Allo v = 6650si bwau•dcmu \j• FmAllow Reinforcement tensile stress: + + Mwall fs:= Asber fs = 6260 psi 1 dams spacing 12in F5AIOw:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) F p sAllow = 31920 sl fs o M� FsAllow Masonry shear stress: Vwen r o 5 Ibn 1 f� fv • fv= 2psi bwail l danow FvAllow:= F•SI•LDF.I J RAuow= 52 psi = 5% u ` FvAll - Reinforcement bond stress: Vwall. fp ' fp :_ £ fp = 30psi FNAIIow:= (200psi)•SI•LDF FpAllow = 266 psi = 11 o 1 dams FpNIOw spacing i 12in i� I Development Length: in2Nobar inl fs Ldtension: 002. — •I 10-Ib I fsJ.1 l 8 J .50 if FsAilow 2 0.80 Ldtension = 8in I ti in2 (Nobar•inl 0.002• I otherwise Ib 8 J'fs aY Npbar r r l 1 Lap:= max[Ldtensiom40l 8 J inJ t II 11 .. .. Lap= 25in .. CMU Retaining Wall - 8ft Ret 2ft Wall 6ft 5 it 1, , Hilts Consulting Group, Inc. 16716 Quail Country Ave. Chino Hills, CA 91709 C (909) 590-5200 Masison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Retaining Wall (at intermediate height): Wall Geometry: H;rn:=.4`:OOft Design intermediate retaining height Design unit wall width . ew'�rasifi+d3a3,. CMUret = 12in Wall thickness NO 3 spacing 24tn Flexural rebar size and spacing cdanu �CMUret :0 375in 2mt dcmu = 9.62 in Distance to flexural rebar 2 a NObar•in ASbar := Asbar = 0.31 in Rebar cross sectional area 4 8 Noyar•inl £o:= R-8 JI C £o= 1.96 in Rebar perimter Asbar p spacin9•danu p = 0.0013 Flexural reinforcement ratio Minimum reinforcing: ASbar pg spacing•CMUret Pg = 0.0011 Must be greater than 0.0007 2.0.20in2 Phoriz Phoriz = 0.0014 (2) #4 Q 24" o/c 24in•CMUret Must be greater than 0.0007 Ptotal Pg + Phoriz Ptotal = 0.0025 Must be greater than 0.0020 Design Loads (Normal Lona -term Loading): LDF;00; Load duration factor Active Soil: 1 p Vsoil 2 EFPActiva'brvall-Hint Vsoil= 2801b 1 g Msoii s•EFPActive'bwall•Hint MSOII= 373ft•lb V:= Vsoii V = 2801b M:= Msoil M = 373ft•lb CMU Retaining Wall - 8ft Ret 2ft Wall 6ft 6 project 07-004 Date 4/19/2007 Designer DH Page Hilts Consulting Group. Inc. Project 07-004 �, 71 16716Quail Country Ave. Date 4/19/2007 Chino Hills, CA 917Q9, Designer DH- . i (909) 590-5200 Page Masison Club, CVWD Well Sites '1 # 73, 74, 77, 78 & 79 .. CMU Desi in: s n= 25.78 {! k:= (n•P)2+ 2•(mP) — m k= 0.23 j:= I_ 3 j = 0.92 1; Masonry compressive stress: A M fm fcm' fanu:_ gnu = p 2'( ) f 38 psi F mAllow:=--SI•LDF 3 FmAllow = 500psi o = 8/0 b.a,I-dcmu 1•k FmAIOw Reinforcement tensile stress: M fs :_ Asbar fs = 3286 psi sparing '1'dcmu r ' 12in FsAllow:= i10.5•fyLDF 5 24000psi•LDF,0.5•fy-LDF,24000psi•LDF) Famlo,= 24000psi i! 11 sAllow Masonry shear stress: V lb 0.5 f� f,,:=fv= 3psi bwall'1'danu FVAIIow:= �;SI•LDF• JI in FvAllow= 39psi = 7% - FvAllow - Reinforcement bond stress: . � f y fl, := f, = 32 psi Eo FpAllow = (200psi)•SI•LDF Fpgl�ow = 200psi = 16%a 1 dcmu FyAllow spacing 12in r lh Development Length: r 2 it 1 in rNobar Ldtension : L0.002• 1 fsJ • 1.50 if I\ fs > 0.80 Ldtension = 4in w, Ib 8 J FsAIIOw • int Nobar•inl 0.002• I'fs otherMse Ib 8 t y 11 1r (NObr Lap:= maLdtension,40•8 �•inJ Lap= 25 in , �I i . r li . . CMU Retaining Wall - 8ft Ret 2ft Wall Eft i;. 7 f' 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Masison Club, CVWD Well Sites 0 # 73, 74, 77, 78 & 79 Deshm Loads (Short -tens Loading): LDF ti=1:336 Load duration factor Active Soil: 1 y Vwall.ret := 2 EFPActive•bwall'Hint Vwaii.ret = 2801b 1 3 Mwall.ret:= 6•EFPActive'bwall'Hint Mwalim=373ft•lb Wall EQ: VwaI1.DL.EQ:=Fpw.wall'(CMUwall'Yams'HwalI+CMUret'Ycrnu'Hint)'bwall VwaII.DL.EQ = 3161b Hwall Hint Ir 2 )1. MwaILDL.EQ:= Fpw.wall' CMU,�,all'Ycmu'Hwall' ( 2 +Hint)] + CMUret'Yanu' 2 bwall MwaILDL.EO = 869ft•Ib Wall Wind: Vwall.wind := Pwind'(1 — OPn9fence)'bwall'Hfence + Pwind'bwall'Hwall Vwall.wind = 1001b C Hfence 1 (Hwall Mwall.wind := Pwind'(1 — OPn9fence)'bwall'Hfence' 2 + Hwall + Hint) int J + Pwind•bwan•Hwalrl\ 2 + Hint) Mwall.wind = 670ft•Ib Soil EQ: Vsoil.EQ:= EQsoil'bwall'Hint Vsoil.EQ = 800lb Hint Msoil.EO:= EOsoil'hall. Hint' 2 Msoil.EQ = 1600ft•lb V:= Vwallsel + max(VwaII.DL.EO + VsoiI.EQ,Vwall.wind) V = 1396 lb M:= kUall.ret + max(MwaII.DL.EQ + MsoiLEO. Mwall.wind) M = 2843ft•lb CMU Retaining Wall - 8ft Ret 2ft Wall 6ft 8 Date 4/19/2007 Designer DH Page Hilts Consulting Group, Inc. Project 07-004 %� '' 16716 Quail Country Ave: Date. 4/19/2007. Chino Hills, CA 91709 f Designer DH (909) 590-5200" . Page" Masison Club, CVWD Well Sites. # 73, 74, 77, 78 & 79 CMU Design: n = 25.78 k:= (n'p)2+ 2-(n.p) - n•p k = 0.23 3 . j = 0.92 �r Masonry compressive stress: M fm fcmu:= 2 I kJ fanu = 289 psi f SI•LDF F 665 i lbw :_ — • mAllow = PS t' 3 bwall-danu \\ Fm/Ulow Reinforcement tensile stress: M fs ASbar fs = 25019psi spacing dcmu 12ir1 FsAjlow:= if(I0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAuow= 31920 psi I FsAlbw Masonry shear stress: V r 05 Ibn fv f v bwalrl dcmu fv = 13.1 psi FvAllow:= r•SI•LDF•I I FvAllow = 51.5 psi = 25% F / vAllow Reinforcement bond stress: V µ fp := fµ = 160psi FpAllow:= (200psi)•SI•LDF FNAllow = 266 psi = 60% Eo F .j. �u µAllow spacing - -.12in Development Length: jn2rNobar•inl 11fs 10. Ldtension :_ 002• — • I J fsJ • 1.50 if 2 0.80 Ldtension = 31 in Ib \ 8 FsAllow intNobar'in 0.002• )'fr. othervdse ( Ib 8 NObarl 1 Lap := maxi Ldtension, 40.� 8 I. in] Lap = 31 in s - i j i CMU Retaining Wall - 8ft Ret 2ft Wall 6ft 9 i 16716 Quail Country Ave. 1 Chino Hills, CA 91709 C �\ (909) 590-5200 Masison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Retaininq Wall (at bottom of wall): 2000'psi' ASbar Wall Geometry: Must be greater than 0.0007 Hret= 8.00ft (2) #4 Qa 24” o/c Must be greater than 0.0007 ; I ;. 26 r� Must be greater than 0.0020 Design Loads (Normal Long -tens Loading): CMUret= 12 in Load duration factor ?Nop87 7,� r'spacuig 8�ii�E VsOil:= 2•EFPActive-bwall•(Hret+Hsoil)2— 1-UPActive•bwall•1-150il2 Vsoil = 1400 lb d ;tr CMU 0 37�5in�+"` NMI' dams = 9.62 in V:= Vsoil V = 14001b M:= Msoil M = 4247ft- lb -„.(Nob,,,-Inlz ASbar:= J 2 ASbar = O.60in Eo:= it. (NObar-in� 8 Eo = 2.75in ASbar P:= spacing-da,, p = 0.0078 Concrete masonry unit (CMU) 28 -day compressive strength NOTE INCREASED CMU fm specify blocks at 2800 psi Design retaining height Design unit wall width Wall thickness Flexural rebar size and spacing Distance to flexural rebar Rebar cross sectional area Rebar perimter Flexural reinforcement ratio Minimum reinforcing: ASbar pg := spacing•CMUret pg = 0.0063 Must be greater than 0.0007 2.0.20inz Phoriz := Phoriz = 0.0014 24in•CMUret (2) #4 Qa 24” o/c Must be greater than 0.0007 NOW := Pg + Phoriz Notal = 0.0077 Must be greater than 0.0020 Design Loads (Normal Long -tens Loading): LDF=;1',00; Load duration factor Active Soil: VsOil:= 2•EFPActive-bwall•(Hret+Hsoil)2— 1-UPActive•bwall•1-150il2 Vsoil = 1400 lb Msoil:= 6'EFPAdive-bw8n•(Hret+ Hsoil)3- 6-EFPActive•bwau•Hsoi3 M 4247ft•lb sail = V:= Vsoil V = 14001b M:= Msoil M = 4247ft- lb CMU Retaining Wall - 8ft Ret 2ft Wall Eft 10 Date 4/19/2007 Designer DH Page CMU Design Hilts Consul ting Group, Inc. _ Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 , Designer DH y (909) 590-5200. Page \ t Masison Club; CVWD Well Sites 1f,Clf # 73, 74, 77, 78 & 79 fano fcmu = I J fc u = 234 psi 2 k CMU Design ..(mp)2+2•(mp)—n•p n=25.78 t k:= • _ k=0.46 k 1:=1— 3 1=0.85- . Masonry coenoressiv(e stress: M fano fcmu = I J fc u = 234 psi 2 k FmAllow :_ —fm. SI•LDF 3 FmAllco„ = 667psi = 35% bwairdanu t• FMAII Reinforcement tensile stress: *" ` M _ fs:= Y ASbar fs = 6945 psi ' .i.0 spacing t 12in fs FsAllow:= if(0.5•fyLDF S 24000psi•LDF,0.5•fy.LDF,24000psi•LDF) FsAllow= 24000psi 29% ' Fs/Ulow Masonry shear stress: ` V lb 0.5) fv, fv:= fv= 14 psi bwall'1•danu FvAllow:= �•Sl-LDF- FvAllow= 45psi n ` In FvAllow , Reinforcement bond stress: > V fµ ft, :_ ft, = 42 psi EO FµAliow:= (200psi)•SI•LDF FVAIOW = 200psi = 21% spacing I dams FµAllow i 12in Development Length: No inl Ii fs •I Ldtension = 002. •1.50 if •sJ 0.80b FWIC Ldierision=121n10- �. ' t2 inNObar •in 0.002• s otherwise ( Ib 8 /'f r (NObar 11 Lap:= maxi Ldtension,40•I 8 in] L \ , � Lap =35in J' Ih I'I I• ,. CMU Retaining Wall - 8ft Ret 2ft Wall 6ft 1 i i Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH J �\ (909) 590-5200 Page Masison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Desian Loads (Short-term Loadina): 'D. '.F 33 Load duration factor Active Soil: Vwall.ret:= 2•EFPActive'bwell'(Hret+HsOil)2- 1.EFPAaive'bwalrHsoi2 Vwall.ret = 14001b 1 1 3 Mwall.ret:= s•EFPAaive'b3 wall'(Hret+ Hsoil� - 6• EFPA�•bwap•Hsoil Mwall.ret = 4247ft•lb Wall EQ: VwaII.DL.EQ:= Fpw.wall'(CMUwall'Yanu'Hwall + CMUret'Yanu'Hret)'bwall Vwall.DL.EQ = 5531b I/Hwall 1l11 Hret2)] 2608ft•Ib MwaILDL.EQ = Fpw.wall' CMUwall1cmu'Hwall'I Z + HreJJ + CCMUret'Ycmu' 2 1]'bwatl Mwall.DLEQ = Wall Wind: Vwall.wind:= Pwind'(1 — Opn9fence)'bwall'Hfence + Pwind'bwall'Hwall Vwall.wind = 1001b Hfence � Hwalll Mwall.wind:= Pwind'(1 — OPn9fence)'bwall'Hfence 2 + Hwall + Hretl + Pvind'bwall'Hwall'I 2 + Hretl Mwall.wind = 1068ft•lb Soil EQ: VsoiI.EQ:= EOsoirbwell'Hret Vsoil.EQ= 16001b Hret MsoiI.EQ:= EOsoil'bwall'Hrer 2 Msoil.EQ= 6400ft- lb V:= Vwall.ret + max(VwaII.DL.EQ + VsoiI.EQ, Vwall.wind) V = 35531b M:= Mwall.ret + MaX(MwaII.DL.EQ + Msoil.EQ, Mwall.wind) M= 13255ft•Ib E CMU Retaining Wall - 8ft Ret 2ft Wall Eft 12 4 CMU Desl6n: i Hilts ConsultinaGioup, Inc. = ' ' 16716 Quail Country` Ave. Chino Hills, CA 91709 \R (909) 590-5200 1 Masison Club, CVWD Well Sites ' # 73, 74, 77, 78 & 79 feu s, Project 07-004 "Date 4/19/2007 . ; Designer DH Page CMU Retaining Wall - 8ft Ret 2ft Wall Eft 13 CMU Desl6n: i n = 25.78 { k:= (rvp)2+ 2•(Rp) – n•p k = 0.46 ) := 1 – 3 j = 0.85 Masonry compressive stress: ' M r l m f feu fanu:= 2 I kJ fanu = 729psi FmAjim:= •SI•LDF 3 FmAjlow = 887 psi = 82% tl a,I-danu j• FmAllow Reinforcement tensile stress: ASbar fs = 21676psi sP n9 1 dcm" 12in r. fs FSMiOW:= if(0.5•fyLDF 5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAliow= 31920 psi = 68% t FsAllow + 4' Masonry shear stress: ` Vlbo.5 fv fv:= bwa11•j•dan fv = 36.4 psi FvAuow = Tfm•SI•LDF•I in J FvAiiOw = N. psi = 61 � \ j� FvAllow Reinforcement bond stress: • t V fp fp :_ fp = 106psi F 200 si •SI•LDF E,O pAllow :_ ( P ) F 266psi µAllow = P – 40% spacing J-dcrnu FµAllow 12in iIJ Development Length: , intNobar in 11 fs Ldtension 002. Ib 10. ( g )'fsl•1.50 if FsAllow z 0.80 JJ Ldtension= 38in i¢ int 0.002• — (140b,'in ) fs otherwise Ib 8 t r)•• Lap:= ma�Ld tension,40• In IN g ] Lap= 38in. r CMU Retaining Wall - 8ft Ret 2ft Wall Eft 13 1. 16716 Quail Country Ave. ` Chino Hills, CA 91709 C (909) 590-5200 I Masison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 Footinq Stability & Soil Bearinq Desiqn (Static Design): Footinq Geometry: Ltoe =-2.50ft Footing length from face of wall to toe Lheel = 4.50ft Footing length from face of wall to heel Lfooting := Ltoe + Lheel booting = 7.00 ft Total footing length Tfooting = 1.50ft Footing thickness bwall = 1.00ft Design unit wall width Dkey = 2.75 ft Key depth Wkey = I.00ft Key width Sliding Stability: Slidin9 1' PAdive'bwallHret + Hsoil + Ttooting)2 2 WaIIDL Ycmu'[CMUwaII'HwaII+ CMUrer(Hret+ Hsoil)]'bwall FootingDL:= Yconc'I-footing'Tfooting'bwall KeYDL := Yconc' DkeyWkeybwall SOibL:= Ysoil'(Lheel — CMUre)•(Hret+ Hsoil)'bwall EDL := WaIIDL + FootingDL + SoibL + KeYDL Resistfrirtion:= FrictionFactorsoil•EDL Resistpassive:= 12'AIIOwPassivesoii.beall•(Tfooting+ Dkey+ HsoiI— 12in)2 Resistfriction + Resistpassive FSsliding:= Sliding CMU Retaining Wall - 8ft Ret 2ft Wall 6ft 14 Sliding = 19291b WaIIDL = 14051b FootingDL = 15751b KeYDL = 412 lb SoilDL = 3622 lb EDL = 70151b Resistf iotion = 28061b Resistpassive = 22581b FSsliding = 2.62 > 1.50 Project 07-004 Date 4/19/2007 Designer DH Page I 0 Hilts Consulting Group, Inc. Project 07-004 16716 Quail Country Ave. - Date 4/19/2007 Chino Hills, CA 91709,Designer DH L (909) 590-5200 ' Page - - f Masison Club, CVWD Well Sites # 73, 74, 77, 78 & 79 tf v Overturning Stability (sum moments about footing toe): UPAive'wall'�Hret + Hsoi+ Ttooting�3]- 3OTM: EFPAdive'ball�Tfooting+Hil- 121n� e OTM = 6733ft•lb - L 6 1 WallRM:= WallDL' (CMUret +.Ltoe 2 Wall RM = 4216 ft Ib � CMUret � � �" KeYRM:= KeYDL'� 2 + Lt_ KeYRM= 1237ft•lb ' Lfooting FootingRM:r Footin9ol' FootingRm 5512ft•lb 2 r Lheel CMUret SOORM.heel, SOi1DL- _= 1-footing— 2 SoiIRM.heel = 19018ft•Ib \\\\\\ £RM := WaIIRM + FootingRM + SOi1RM.heel + KeYRM IRM = 29984ft•lb ERM FSOTM OTM FSorM = 4.45 > 1.50-- . Soil Bearing: 1-footing ERM - OTM 1-footing efooting.stat = 2 EDL efooting.stat =-0.19ft 6=.1.17ft u (Lfooting Iequiv.stat 3 — efooting.stat -2- Lequiv.stat = 9.94ft . £DL &£DL•efooting.slat Lfooting Soil Bearingstat gstat :_ + 2 Lfooting wall 1-footing ' wall if efooting.stat s Resultant in middle 6 1/3 2-EOL . otherwise Resultant outside middle 1/3 Lequiv.star wail . r is SoilSearin 9stat SoilBearingslai = 1162psf = 46% AIIowBearingsoil i; CMU Retaining Wall - 8ft Ret 2ft Wall Eft 15 Hilts Consulting Group, inc. Project 07-004 16716 Quail Country Ave. Date 4/19/2007 Chino Hills, CA 91709 Designer DH (909) 590-5200 Page ,rpt Masison Club, CVWD Well Sites {,,i # 73, 74, 77, 78 & 79 't - Footing Stability 8r. Soil Bearing Design (Lateral Design): Active Soil: Vwall.ret := 2 EFPAdive'bwa11'(Hret + Hsoil + Tfooting)2 — 2 EFPAdive' bwall'(Hsoil + Ttooting)Z Vwall.ret = 18201b Mwatl.ret:=6 EFPActive'bwall. Hret+ Hscit+ Tfootin9)3— 6• EFPActive'bwall'(Hsoil+ Tfooting)3 Mwall.ret = 6662ft•lb PPf7R VwaII.DL.EO:= Fpw.,eaII-(CMUIwaII•Yanu'Hwall +I/ CMUret•Yanu'Hret)'bwall I/ )111 VwaII.DL.EO = 5531b MwaII.DL.EO:= Fpw.wall•Yanu'LLCMU,�,all•Hwall•I mall + Hret+ HsO +)] �CMUret'HretI H2t+ Hsoibwall Mwall.DL.EO= 3161ft- lb Wall Wind: Vwall.wind:= Pwind'(1 — OPngfence)'bwall'Hfence+ Pwind'bwall•Hwall Vwall.wind = 1001b Hfence Hwall 11 Mwall.wind:= Pwind'(1 — Opngfence)•bwall•Hfenaa' 2 + Hret+ Hsoil + Pwind'bwall'Hwall'( 2 + Hret+ HsoiJ Mwall.wind = 1083ft•lb Soil EQ: Vsoil.EO:= EQsoil•bwall'Hret Hret MsoiI.EO:= EQsoil'bwall•Hret 2 + Hsoil Sliding Stability: Sliding := Vwatl.ret + max(VwaII.DL.EO + VsoiI.EO, Vwall.wind) FSsliding := Resistfriaion + Resistpassive Sliding Overturning Stability (sum moments about footing toe): OTM := Mwall.ret + max(Mwall.DL.EO + Msoil.EO, Mwall.wind) ERM FSoTM := OTM VsoiI.EO = 16001b MsoiI.EO = Sx 103 ft•Ib Soil Bearing: 1-footingERM - OTM 400ting efooting.lat:= 2 EDL efooting.lat= 1.77ft 6 = 1.17ft C 400ting Lequiv.lat:= 3 2 — efooting.lat Lequiv.lat = 5.20ft EDL 6'£DL'efooting.lat 1 -footing SoilBearinglat :_ + zIf efooting.lat 5 400ting'bwall 400ting 'bwall 6 2.101 - otherwise Lequwlat•bwall SoilBearinglat = 2698psf CMU Retaining Wall - 8ft Ret 2ft Wall 6111 16 Sliding = 39731b FSsliding = 1.27 OTM = 17823lb•ft FSoTM = 1.68 Resultant in middle 1/3 Resultant outside middle 1/3 SoilBearinglat =81% AIIowBearingsoil• 1.33 t, M 'Hilts Consulting Group. Inc. Project 07-004 16716 Quail Country Ave: ' Date ' 4/19/2007 Chino, Hills, CA 91709 Designer DH. (909) 590-5200,Page !J Masison Club; CVWD Well Sites # 73, 74, 77;.78 & 79 ` Footinq Toe Design (bottom rebar): Noyar r.'f. , �� - - spacing Toe flexural rebar size and spacing ,tearyts?IJo' In�sr ,n> d = 14.56in ' Footings F'ooting Design Loadls r Heel ' Toe SoilBearin ,•_ max SoilBearin 9 � 9stal, SoilBearinglat) SoilBearing = 2698psf , efooting I, efooting.stat if SoilBearin9stat 2: SoilBeadnglat efooting = 1.77ft I SB erooting.lat otherwise Ii - SB wa Lequiv = �equivstat if SoilBearingstarZ SoilBearinQat Lequiv= 5.20ft Bt t�equiv.lat otherwise 400ting.°` LSB = 400ting if .efooting 5 6 LSB = 5.20ft Effective length of soil bearing LeGuiv. otherwise _ i LDF := .1,00 if SoilBearingstat,Z SoilBearinglat i. 11.33 h LDF = 1.33 Load duration factor (based on critical load case for soil bearing) otherwise SBS := SoilBearing' SBI = 2698psf 'Soil bearing at toe of footing li.:£DL 6•£DL•efooting 400tin6 SE Z:= - if efooting 5 400ting•bwall 400ting 2 'bNrell 6. SBZ = Opsf Soil bearing at heel of footing Opsf otherwise SoilBearing 1 -footing psf wsoil.bearing := if %oting s 400ting 6. Wsoil.bearing = 519— Rate of soil bearing change 4 ft SoilBearing otherwise . Lse Swall := SBI - �Wsoil.bearing�L ,oe) if LSB i 4oe, IOpsf SBwall = 1401 psf Soil bearing at wall face otherwise u' If ' CMU Retaining Wall - 8ft Ret 2ft Wall Eft 17 �I 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 rt Masison Club, CVWD Well Sites ij # 73, 74, 77, 78 & 79 SBI + SBwall Vtoe:= 2 '4oe'bwall if LSB 2 4oe - 1 2'SBrLSa'bwau otherwise 4oe 12 1I Mtoe:= SBwaIY 2 + Z(SBt - SBwall)'4oe' 2.L( 'bwall if LsB Z Ltoe Ls C2SBt LSB 14oe 3e JJ baall otherwise 1.87•Vtoe \\ 1.87•Mtoe Vu. LDF Vu= 7204 lb Mu:= LDF Mu= 9954ft. lb Concrete Design: NO in As (r 2 ball ) (spacing) 4 8 Pmin = 0.0033 Ag fy a:= 0.85•fc'bwall a= 2.12 in 4 3-.MU MomentRatio := — if p 5 Pmin mMn M„ — otherwise Wn lb0.5 �Vc:= Ov' in 2rc'bwall'd As = 0.90in2 As V= p = 0.0052 bwalPd Vim = 5124 lb Shear at wall face K,, = 7080 ft- lb Moment at wall face Pmax = 0.0134 OMn:= Of'As'fy' d - a2 I mMn = 54801 ft- lb MomentRatio = 18% V OVc = 148541b OVc = 48% Temp Steel: z cr' y's:. > Ptemp'400ting'd As {gip = 0 6n. Pfemp ntemp :=ntemp = 8.56 As.temp CMU Retaining Wall - Elft Ret 2ft Wall 6ft 18 'roject 07-004 Date 4/19/2007 Designer DH Page e 4 U Footing Heel Design (top rebar): Hilts Consulting Grow. Inc. Project 07-004 .� 16716 Quail Country Ave. ": Date 4/19/2007 Chino Hills, CA 91709 Designer DH Distance to flexural rebar (909) 590-5200 Page Design Loads: Masison Club, CVWD Well Sites Vheel := 117-il'(Hret + Hsoil)-(Lheel - CMU.,)] + [Yconc•Tf.ting-(Lheel - CMUret)]]•bwall Vheel = 4410 lb # 73, 74, 77, 78 & 79 (1-heell - CMUret)2Mheel: Footing Heel Design (top rebar): �Nob� j6;' (spacing = t6m; - Heel flexural rebar size and spacing d = 14.63in Distance to flexural rebar Design Loads: Vheel := 117-il'(Hret + Hsoil)-(Lheel - CMU.,)] + [Yconc•Tf.ting-(Lheel - CMUret)]]•bwall Vheel = 4410 lb rr (Lheel - CMUret)Z (1-heell - CMUret)2Mheel: LI Ysoil•(Hret + Hsoil)'2 [J..iC.TI.ti"g. bwall Mheel=`7717ft-lb 2 JJ V,,:= 1.7•Vheal V„= 7497 lb Mu:= 1.7•Mheel MU = 13120ft•lb Concrete Design:\\ a (NObar•inbwall As •As = 0.33in 4 8 spacing)2 As Pmin = 0.0033 V= P = 0.0019 pma = 0.0134 bwall-d A •1 s y / al a:= a = 0.78in 0.85•fc•bwell OMn:= of•As•fyI d- OMn= 21225ft•lb 2 4M 3 MomentRatio:= — 0Mn if P <- Pmin MomentRatio= 82% M„ otherwise OMn Ibos OVc:= 0v'—•2,j fc-2,/OVc= 149181b in V„ �v = 50% WC 1 CMU Retaining Wall - 8ft Ret 2ft Wall Eft 19 Hilts Consulting Group Inc. 16716 Quail Country Ave. Chino Hills, CA 91709 (909) 590-5200 Masison Club, CVWD Well Sites 1„J # 73, 74, 77, 78 & 79 Footing Key Design: Nom6 `apadng;t¢tn3 Heel flexural rebar size and spacing N9' 4M d w►key 28 ti 3ir1=' d = 8.63 in Distance to flexural rebar M Design Loads: Vkey:= 1 [ 1 AIIowPassivesoil•Hsoil + Tfooting + Dkey)2 — 1 AIIowPassivesoirHsoil + Tfooting)2]•bwall M key= 6AIlowPassive (H + + ) 6 / `31 soil' soil Tfooting Dkay 3——AIIowPassive�il' Hsoil+ Tfooting J•bwall Vu:= 1.7•Vkey Vu= 4529 lb Mu:= 1.7•Mkey Mu= 9143ft- lb Concrete Design: a (NObar•in)2( bwall 1 As 4 8 spacing) Pmin = 0.0033 As fy a:= a= 0.78 in 0.85•fc•bwall 4 –.Mu 3 MomentRafio := if P s Pmin OMn Mu — otherwise mMn As 0.33in2 As P:= p = 0.0032 wall d l OMn Of•As•fy a d– 2) OMn= 12279ft•lb MomentRatio = 99% Date 4/19/2007 Designer DH Page Vkey = 26641b Mkey= 5378ft•lb Pmax = 0.0134 OS V 2 J f Ib b,all' d V 8798lb Vu � c �_ �v' in c' � c = — = 51 Ove Temp Steel: Astemp = O'20m2w Ptemp 00014,` Ptemp Dkeyd ntemP A ntemp = 1.99 D s.temp CMU Retaining Wall - 8ft Ret 2ft Wall 6ft 20 4 ...... rT Vt 171 Ids, I ------ EF;wr e uAl"PlOrl' ,gyp at 7 TO F- -.7 -T 0ao. uj_ MR, VW _T_ -7 0 4 A 4- 6, A.. ?1" �; I I I F C4 K -i I T__ UFO! oil I T_' _T (0) 7 7' r + V D -1- 44 T- E 4- - L'4"' L ij 4 _7 + -1-7 51- +A 1 .4 7! i NO f+_i�4. -T- O� u 4- 7 1A .T -7t t71-1 T" -z t _j_j T N 51 77 .5 ]UR -T T1. 7- L 1 1 j T TT R 2 07 dqg 6-8 . .... . +.._.. T- ;a -4- - T t .4- 7-- ji- I .-J, 61 N T- 4-4- I 44+;-4-L!� -4- t 4-- ;'7- 'j --j TI -4. 7_7 I I j -1 H -SCA r 41 77, 7-7. L+ I -IV LE: 1"= 40' �j -SCALE: 1"= 4' T 244+00 245+00 246+00 -247+00 244+00 249+00 250+00 251+00 252+0 25 -00 254+00 255+00- 256+00 Z Z. S-3 ":Lo A t ----------- ) CD 10 MULTI-PURPOSE TRAIL PER 'OFF -S11 MA ET PLANS PER K/W PROP. SIGN STREET" MEDIAN CURB 999.50TC 2TC Y) _10-* PROPOSED M A DISON, ST. 10011 LANDSCAPE 45 8.27. WALL 6' WALL 42+43.60 60 T- 2 52*_1 NOSCAPE U, - - - - 22' EASEMENT 1001.67TC ,.+" U, 1002,22TC OFFSET: 75.25' It 79 MADISON ST. MULTI-PURPOSE EASEMENT OFFSET: 75.25' R 100 .7.TC 30' EASEMENT EMENT TRAIL (TYP) C) 'C_ l..2.17TC 100 :TC It 1002.79TC + 1003.44TC f 6-W - - - - - - - NO3_V4'2 C14i; o a + N09*26*00'E tv - 0 — 255+00 422414 If) uj 7 �p U) M 6FFS6 1st SUBSTITUTE MYLAR This mylar is identical to the mylor approved xoxrx CONSTRUCTION NOTES by,' tha-City Eng on - 04/20/05 --@2 PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PLAN 'J3 except for the revisions noted hereon. z-14ALL! 0^ FiLAN' ineer GRAPHIC SCALE REMSED IMOM WALL AND BM CriYofLAQUINTA mikillimi= no. C0559 i..h - 40 it Plan Set No. EXP. a - IN FELT os BASIS OF BEARINGS MARK APPROVE BY: Jerner Street STAMP BENCH CITY OF LA QUINTA DRAWING 1A*PE C46559 suit 200 G NAME: RI ARO It a 166,1,8 . I . . Irvine, Co. 92 MASS GRADING SITE REVISED AND PRECISE GRADING MG-000IRCH-03-20 6/30/07 Phone: 949.453 1 THE NORTH LINE OF THE NW 1/4 1 1 - EXP.- Fax: 949.453.6411 OF SECTION 9, TOWNSHIP 6 PD 3 3W FOR PERIMETER WALL AND BERM PROJECT No. .2 • J_ 4 _T I n 1L L 'it 4 I__ �0_ TRAIL PER IV. C16539 SOUTH. RANGE 70EAST. SAN 11 MONUMENT IN HAND WELL AT THE consultants EXP. 6-30-07, BERNARDINO MERIDIAN PER PM INTERSECTION OF WASHINGTON MADISON CLUB 0001 MDC Inc. .E.A, ST WETCR WALL AND eERM ��evul LASED PER iw� /oc44/67- DESIGNED BY: .1. CHECKED BY: J.W.P. SCALE: FILE N C 11 42 AVENUE ELEV-117.05A N WALLS 0. N CT� P.E. REVISIONS DATE 1"= L 0� 02 PUBLIC V= DrE R/CITY ENGINEER er:V.I. 4 IR.C.E. NO. 45843 EXP. t2-31-Orq TRACT MAP NO. 33076 SHEET 20 OF 23 PORTIONS OF SECTION 10, T.B.S.. R.7.E., S.B.M. ... .. ........ ...... ..... T "M , m—M 0 1 + 4 4-ir -1-4-4- L_LL4 ...... rT Vt 171 Ids, I ------ EF;wr e uAl"PlOrl' ,gyp at 7 TO F- -.7 -T 0ao. uj_ MR, VW _T_ -7 0 4 A 4- 6, A.. ?1" �; I I I F C4 K -i I T__ UFO! oil I T_' _T (0) 7 7' r + V D -1- 44 T- E 4- - L'4"' L ij 4 _7 + -1-7 51- +A 1 .4 7! i NO f+_i�4. -T- O� u 4- 7 1A .T -7t t71-1 T" -z t _j_j T N 51 77 .5 ]UR -T T1. 7- L 1 1 j T TT R 2 07 dqg 6-8 . .... . +.._.. T- ;a -4- - T t .4- 7-- ji- I .-J, 61 N T- 4-4- I 44+;-4-L!� -4- t 4-- ;'7- 'j --j TI -4. 7_7 I I j -1 H -SCA r 41 77, 7-7. L+ I -IV LE: 1"= 40' �j -SCALE: 1"= 4' T 244+00 245+00 246+00 -247+00 244+00 249+00 250+00 251+00 252+0 25 -00 254+00 255+00- 256+00 Z Z. S-3 ":Lo A t ----------- ) CD 10 MULTI-PURPOSE TRAIL PER 'OFF -S11 MA ET PLANS PER K/W PROP. SIGN STREET" MEDIAN CURB 999.50TC 2TC Y) _10-* PROPOSED M A DISON, ST. 10011 LANDSCAPE 45 8.27. WALL 6' WALL 42+43.60 60 T- 2 52*_1 NOSCAPE U, - - - - 22' EASEMENT 1001.67TC ,.+" U, 1002,22TC OFFSET: 75.25' It 79 MADISON ST. MULTI-PURPOSE EASEMENT OFFSET: 75.25' R 100 .7.TC 30' EASEMENT EMENT TRAIL (TYP) C) 'C_ l..2.17TC 100 :TC It 1002.79TC + 1003.44TC f 6-W - - - - - - - NO3_V4'2 C14i; o a + N09*26*00'E tv - 0 — 255+00 422414 If) uj 7 �p U) M 6FFS6 1st SUBSTITUTE MYLAR This mylar is identical to the mylor approved xoxrx CONSTRUCTION NOTES by,' tha-City Eng on - 04/20/05 --@2 PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PLAN 'J3 except for the revisions noted hereon. z-14ALL! 0^ FiLAN' ineer GRAPHIC SCALE REMSED IMOM WALL AND BM CriYofLAQUINTA mikillimi= no. C0559 i..h - 40 it Plan Set No. EXP. a - IN FELT os BASIS OF BEARINGS MARK APPROVE BY: Jerner Street STAMP BENCH CITY OF LA QUINTA DRAWING 1A*PE C46559 suit 200 G NAME: RI ARO It a 166,1,8 . I . . Irvine, Co. 92 MASS GRADING SITE REVISED AND PRECISE GRADING MG-000IRCH-03-20 6/30/07 Phone: 949.453 1 THE NORTH LINE OF THE NW 1/4 1 1 - EXP.- Fax: 949.453.6411 OF SECTION 9, TOWNSHIP 6 PD 3 3W FOR PERIMETER WALL AND BERM PROJECT No. .2 • J_ 4 _T I n 1L L 'it 4 I__ �0_ TRAIL PER IV. C16539 SOUTH. RANGE 70EAST. SAN 11 MONUMENT IN HAND WELL AT THE consultants EXP. 6-30-07, BERNARDINO MERIDIAN PER PM INTERSECTION OF WASHINGTON MADISON CLUB 0001 MDC Inc. .E.A, ST WETCR WALL AND eERM ��evul LASED PER iw� /oc44/67- DESIGNED BY: .1. CHECKED BY: J.W.P. SCALE: FILE N C 11 42 AVENUE ELEV-117.05A N WALLS 0. N CT� P.E. REVISIONS DATE 1"= L 0� 02 PUBLIC V= DrE R/CITY ENGINEER er:V.I. 4 IR.C.E. NO. 45843 EXP. t2-31-Orq TRACT MAP NO. 33076 SHEET 20 OF 23 PORTIONS OF SECTION 10, T.B.S.. R.7.E., S.B.M. ... .. ........ ...... ..... t ., o0 CD 0 - --:......_..._...._._ _ :..............._.0 1 U+00 - - LO+00 oN 99 .81 TF _. ..._.. 1009:19 I W _........__ 10011.69 FG 1009;1? FG' i t _ . y, _._........., ..... .......... i 1 i 1 10A-65.59 i 999.81 1r 7009.86 TV -V, . 1001.66 FG I 1009.:66 FG ANGLE POIN 1 ANGLE POINT _ f C7 _..........._......................... -..;......_....._.... f ......:_........................ .............. __..._...... _............. I _ _..... ,I + ... I , , _ .... _........... ! 11+18.93 + 11+18.93 999.14 TF I 1009.86 TW 1001.36 Fc 1 1009.40 1 c ANGLE POINT< i ANGLE POINT r- 1 01 i. r C. r I - O; m� 2 m NI S o, { I rr-Ix rz*)s j V)IC r-+0 IC - _-__ ..-- __.._.. I..__ - __._. _ i. 7 I.__. __- W _. �,oa -oi p. I I I 9. G F j .......... ........ 1 _ l :, L, .. - I ; 12+75 40 i2+75.40 '. 1999.14I 1009.19 TW 'I m I 11000. 78' FG " .1 008.62 FG :'4 'ANGLE' POINT i ANGLE POINT .._...._ .... __.._. .............._ I _ _ _... _ _._............... ......-- ' o ! - '999.14--- X13+28.48 .. .. 13+28.48I + T. ! ;1008 52......+.w..... .. - 1000.32 FG I ;1008.36 EG ANGLE POINT f ANGLE POINT ..... ... . ........ _..1... i 13+69.83 I .... i . 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Z:-Zzzz _ _EASEMENT 1 �_•_--..... � MEDIAN CURB --\;�>\\ __---'--Y- -�i^� Z - / �r�--~T-"-'�`^'^^_ _ • �f �� • . / ,: ------x-"--.-- __.__ _-- A=195645 _-_ - ` ^' �xtTi[7SlR - - C __ ____ : _ - --.,.., \ \ / • � � �- °�' ' = �---_- -- ._ _ 0.58-WACL 8 =979. 0_.:_.00 _-"�- -_ F }moi A E..ROIN'h._......_- .... _�`_�C _'- 66-'MAOI N Si.-- �0 2 \ '�\ _.__'---fit-??St0_O- �__" /F \ SJdZ'� _- - t;Y ---o ._ m a 0 W=_\�_'_�A _.--_� fVJ2. y:08'F..._?? - PROPO50 - _ _ 11.OOl.t _ H� o-^.=_.-� a _�I �.lv+b0�`-- 6_WACE_'-__ i •, // ?2 Ov vOy GFT: 62.00' L-_-'..__'_Y m d p n - �" S''_ n - ^--o / -.-•-"_�:,`_$ �-_—_. _._..- -. _.".-`�� / � -_. ___--__ __...___--_.___>'_. _--__ o _ 25' EASEMENT _ ,- -_-- 10 MULTI-PURPOSE T �._-- - RAIL �. _` _-_ '_.`^1--=~ -- -PER 'OFF-SITE STREET PLANS PER _ - MA015°N -- -'_ -- ' f N'� _ __o -S --_._:��-q�.Ra�e� /. O of s /v \� /' � ��y`----�� \2 •\ ry / d0 Se 6��T ! , i' // / /'/,' �\ 1 7 .O �• / -_`- fK-� i �� C.��_ -_- • /' `_��. 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SE ---------_ - '��—F -- _ c--- -•�_ � "� -�� - ` IpJloa nv --�- \ -�� '�°' /' FSET� 82 00' L,�� \ - \ \\ /i ,him \ \ \ � -�11� _ ,c=___----� __ �A--' _ . -" �. •, \ 1 \ 1 \ \ / / _! r� --� �' \ �- - / I 1 • �_ �. - -'-__ / 1st SUBSTITUTE MYLAR CONSTRUCTION NOTES a e This mylar s identical t the myla approved „ ,. - - _-- •.�- _ _ -.. - �- - ` - - .'.-� _ _. z , CONSTRUCT PER,dc,ETt „ri1 PER DETAIL 2 AND IA..DSCAPE PIA,. _:-'�•�:..__ -' +r __ �- �_ - . �.....-- ,. - := - -q-.e r. - by the City Engineer on .04/20/05r. - _- ., . ;.a...,.t. ..-•..��-+.-:�,s.«. .-.•r -�.-�. - .._ -..- - .-.-w.... - - 00 WALL 8 PLAN except for the revisions noted hereon. . GRAPHIC SCALE • I 0 n u ` m c9PU'l RMSID PEPoYEIFR WALL ANDBERu id'•I�. ANO. 044049 ,•`,I I��- IN nur, �4?. •= I - w.. �..J7 ,/ EXP. 4-JO-07 • ,4 . _. 05050 i %� CMI. ( 1 Inch 40 It • al , ,. r .. .. '?O yu• ONE Jenner Street KwE. Suite 200 RICHARD L. L R E 6/30/07 lydee, 9. 92618 Phone: 949.453.0411 EXP. Fax: 949.453.0411 Consultants Inc. STAMP �,,, Q jP c Q+ 4p '7� � ��No 044449x9 IXP. 4-JO-07 • 2?� '• BASIS OF BEARINGS BENCH MARK . APPROVED BY: { CITY OF LA QUINTA DRAWING NAME: MG-0001RCH-03-18 , THE NORTH LINE OF THE NW 1/4 of SECTION 9. Fow7•sHIP 6 SOUTH, RANGE I EAST, SAN BERNARDINO MERIDIAN PER PM 44/67-68 SAID UNE BEARS • N89'46' 2"E _ •. - Po 1d TEULIENT IN IN (ERSECHON & 42 AVEN ,I - 3 3w OF IDI WELL AT THE OF WASHINGTON SC E ELEV=117.05' '.. ' -" •' O MASS GRADING SITE REVISED ANDPRECISE GRADING FOR PERIMETER WALL AND BERM' - MADISON CLUB WALL 8 TRACT MAP NO. 33076 PORTIONS OF SECTION 10 T.6.S., R.7.E. S.B.W ' PROJECT No. ' 0001 MDC - OE51CNE0 BY: V.I. CHECKED BY: J.W.P. SCALE: V. = 40' FILE No. 0502 OTHY . ONA N, P.E. DATE PUBLIC 0 5 0 ECT;0/ !TY ENGINEER R.C.E. NO. 45843 EXP. 12-31-06 SHEET 18 OF 23 EVISEO PERWEIER -U. -0 BERM /21/ REVISIONS DATE NO DRAWN BY: V.I. DATE: 04/18/06 t r+ . � • re r+ 2' ------i. -- — -- --j g� =4 r --- r- 1- — ' 6 T 74 la, I -01i �Ia, c F�" L;F I ! ` I ", !!! -46 !i 1 11 F 7-11-1-1-1--r-F-7 17-177-T nIC, C, 4ui fit RO Na ------ --+-44 0 44- 97 4--:�74- Jill TO I -7 1 II� LLj w �'Q 'P --T . ...... LAD + L --T 'T it �ETT L - 4- -4- T" T-7 r -F PNI jCR)Ul ID C, In r, - . � 1. --4- "T- 7r- q 9�- —, I 4- 4-11- 4-- 7. + T--rL 1-4- 4 TIT !+ -a'---T. -7 F . . . . . . . . . . . . . . I -T -A 3 L r 4 -4 LLk 6,F' 1444. L. —1-11 f... I I i ... �i—, A 1 H -S CALE: V 40' 7 V -SCALE: 1.= 4' -4• T I F-17 1 T-: 232+00 234+00 235+00 236+00 237+00238+00%1— ar 239+00 r* 240+00 241+00 244+00 242.+00 2413+00 t A'T, ns 60,a a5 f- OFFSET: 77.00' R ui PROP MEDIAN Lij uj CD W LANDSCAPE C) Lu to MULTI-PURPOSE TRAIL PROPOSED + PER •OFF-SITE STREET PLAN FO 6* WALLA 99 [EASEMENT 13 O 999.037C r QQ7 AQTr a MADISON STREE 6 C14 _999 22TC 0 630 7T + CV loo, C-) x ----%- C%j - - - - - - - - - - ?406'15*4' E--------------------------- - - - - - - - - - - 61, WALL + MADISO uj 233 0 234+00 1007.14 < OFFSET: 77.0 0) 1 % a. - C, Lu 1.20' EVA L.J -80 A WELLSITE GRADING PLANS 6.41, WALL ws Ndl — lst-SUBSTITUTE MYLAR This mylar is identical to the mylar approved CONSTRUCTION NOTES NORTH by the City Engineer on 04/20/05 CO!Z`ToCT PER11,1001 WALL PER DE-A.'L 2 AND Ljk4DMkcE PLAN 8— PLAN except for the- re- isions noted hereon. WAI I V! o io GRAPHIC SCALE CITYofLAQUINTA REVISED PERIMETER WAIL ANO BERM NO. C46O9 Mtn Set No. EV. 6-30-07 05OS70 t i(-LbN -FM40 IL A L -4—H ONE Jenner Street STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: Sul 7 te 0 #11L I. E. C46559 Irvine. Co. 9 20 2618 MASS GRADING(SITE) REVISED AND PRECISE GRADING MG -0001 RCH-03-19 ARK Phone: 949.45 THE NORTH LINE OF THE NW 1/4 3.N1 6/30/07 1 OF sE TION 9. TOWNSHIP 6 PO 3 JW FOR PERIMETER WALL AND BERM PROJECT No. EXP Fax: 949.453.04 1 GRANGE 7 EAST. SAN MONUMENT IN HAND WELL J W. CIO SOUTH. 0001 MDC O(P. 6-M-07 BERNARDINO MERIDIAN PER PM 'T T MADISON CLUB INTERSECTION OF WASHINGTON S� consultants, Inc. 44/67-68 SAID LINE SEARS & 42 AVENUE ELEV=117.05' �RMOTHY JONA ON DATE WALL 8 PEWMETER WALL AND BERM W( S CT; P.E. REMSED KAI DESGNED BY.PE R/CITY ENGINEER TRACT MAP NO. 33076 SHEET 19 OF 23 V I *E V.I.1CHECKED BY, J.W.P. SCALE: FILE No. N89*46' 2'E PUBLIC REVISIONS DATE NO DRAWN BY: V.I. - DATE:. 04/18/06 1'= 40. 0502 IR.C.E. NO. 45843 EXP. 12-31-061 PORTIONS OF SECTION 10, T.6.S., R.7.E., S.B.M. 2: S- (P 5_ S WELL—`SITEAM 1010 — � 1010' :._ w. a ..._ r _ . L. 1 ' �c�p ?coo >ca .. to O i1 in iii - o'Ln ...G Ln LI) . . .. - - .�..(;j:. ......... . I— lam. :.! . :....:: . ..... . .. �..�i f— u Q ,.p..... 1.1 ....... .j ; U7.— ; Q 7t0;. I•.`t^�-d' (OC' oyJ t ....... , oar: '�orw . .,Tj J do .. ... L+iCo .) .. O.. u'3 ui .�... "' r' •ri •• J r. f' t .. ,j' vT, -�. J �. L, .. .' i. C Nr �" ; rZ CO tD CVC-)0...c+v V +OOU" O i - CC 1'%1 , ....cD. h N3...LLL...:..?_.._....: �.... ---�..........._ .. ' r. �`�...t:.J..... _.:—...:..._i 1.. ;.. 4 1 M O O CD 1005 _ — i I � ! 1005 . - �lJ WELL- JI _ ;..-. i i i t 1 • 1000 z 1000 ~,_ L�I,�� pLL �CD Ls_ J ,,•� d' Lf)' LLJ C ................. tp° t_ 1 i^ LL , ; F `n ;ZCJ ' tt _...._._....a2 O r�� ._...__ .._ - . . ! •- _ _ _. ... + -(y LD 'CT. -CT) r + D C '3y_"0)....�... _ _ _. + co r; O , _.. , Lo � L :L7 C �� a) .: Lo L� io L lo.. J. ... . .... ........ 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V PP o, I s -z X22' EASEMENT LANDSCAPE 04 \ ` ` I I II EASEMENT __ _ 9• �oLoo.00TA 6 —-------� NUMBOLDT BLVp� ___ ----- —� `�� ie� /, _yw W \ 58+45.55 HUMBOLD T�BLVO. _� - - _ _ _ - R/W LANDSCAPE BTW � QASEMEN x$m SEE WELL SITE — — _ _ 4 E 5 ME EM PRECISE GRADING W �DF`SE7:�107' L� —o. -- — PROP. 6' WALL — — JPUE �,/% �� 2 W `_ASE _ �_ %n -i'' 99 •"a�fw�3jf�am^n PLAN 77A w C) \ �'..,m � o e e 25 m �- � o e ec o m m _ ��._�-- �7a _ — N==�_.`_..�' �/� �m '�.< %9 •'a O O �' ,a +m + '+� +_._ ori_ — m— — - '°rte- N ,n .- 9ea_m m ..a — — — — — — — o _ J��u' ♦ umi O �d1-._n mn mao r4i'cnmw -� a0 N,ri +ri = =� H� + m _ cli n WAZ' 51 TE gab--�o ad __ +d m PAD=974.0 • A� :el¢JLEr ''n•�_ — .-_ 138+00 -_'_---_—_--f P __ _ _.___-- r+.l � 132+00 _ L}31 oo- r m4�+s -98— _31 � - k36t0 . . 134- 0 P \ © 4 R lenGar S $m ©m F _ _ 9eD_--_ -_ _ 00 W - - X974=__._ _ _ EASEMENT _ _ _ _ _ _ _ _ _ - 3�'--_ �_ r _ _ — _9�--_ - _ _ - -1' — L _1 1 k - _.._.—� -- __- -c J 974.177 974MET 975.16TC R 975.55TC 975.70TC � 975.597C 975.23TC----_-----.------_974.21 TC --_-^--_------_--- J __ __ 974.72TC _ — _ — -- -- - — - — __ -- _ — -- 973.707C 973.39TC 973.58TC 974.08TC AC U 10' MULTI-PURPOSE TRAIL PER �iOUN MONROE STREET CQ'OFF- ITE STREET PI fOR MONROE ST" BOUNDARY G G 1st SUBSTITUTE MYLAR LINE TABLE CURVE TABLE This mylor is Identical to the myiar approved �i— - - - N0. BEARING LENGTH N0. DELTA RADIUS LENGTH TANGENT by the City Engineer on 04/20/05 NORTlI CONST ION NOTES I N04'03b3'W- 154.94' 1 9'31'17" 750.00 124.64• 62.46• except for the reVISIOfIS noted hereon. 2 N 5'28.14- 05.49• WALL 6 PLAN z e 16 44" 850.00 122.82 61.5 ' 2 CONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PL -M 3 NO '22'01'W 54.44' v GRAPHIC SCALE m 3 6'10'36• 1250.00 134.75' 67.44' m REVISED pFAa1E1FA WALL AND ILEAL , `V 4 NO3'48.34'E � 206.28' Y' t°0 5 N00'20'38"E231.60• CITY oN0. CA4339 f OUINTA L IN FEET) S/e^l/N�O. d Dd E�w. 8-30-07 `s 1 Inch - aD. It. `� ✓ O - • p_ CML �} v aUr�` ONE Jenner Street STAMP BASIS OF BEARINGS BENC 1 MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: Suite200 Z P.E. C46559 Irvine, Ca. 92618 °`"br MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-OOOIRCH-03-12 AC-AR' L. CLA K6/30/07 Phone: 949.4 53.0111 ¢®yt� L' c THE NORTH LINE OF THE NW 1/4 Y EXP. Fax: 94 453.0411 4y� OF SECTION 9, TOWNSHIP 6 PD 3 3W FOR PERIMETER WALL AND BERM PROJECT No. Alm. C<6559" SOUTH, RANGE 7 EAST, SAN MONUMENT IN D WELL AT THE 0001 MDG Consultants Inc. Exp.9-3a-a7 BERNARDINO MERIDIAN PER PM INTERSECTION WA$HINCTON $ MADISON CLUB 44/67-68 SAID UNE BEARS & 42 AVENUE ELEV=117.05' OTHY . ONA N, P.E. DATE WALL 6 REVISED PERIMETER WALL AND BERM /21/ DE51CNE0 BY; D.G. CHECKEO BY: J.V7.P. SCALE: FILE No. nn�Nll, N89'46'12'E PUBLIC W S 01 CTOR CITY ENGINEER SHEET 12 OF 23 REVISIONS DATE NO �` / TRACT MAP NO. 33076 DRAWN 8Y: D.C. DATE: 04/18/06 1' = 40• 0502 R.C.E. N0. 45843 EXP. 12-31-061 .PORTIONS OF SECTION 10. T.6.S.. R.7.F.. S.B.M. �. � .. .. mak. 1J"+ , • 1 - � �. •� �,• a.w _ ,.. � a S•` ` s � • - � G " J � , . • ` .a - It 100 - : .... s. _ .. , ... . , .. _ • 1000... .. Y _ . - —' - -- —+ tOP- Oe-WALL. W yvo �m o.,... .I ...r U) mm3 n m .. - _ p m n •. ! N Omn 890. W + m m FINISH GROUND Q^ 66 .. • • .. ... 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I r\ d \.... m .��..` _ ----- = Y-� �4ENENT- - G a� }a i _ MUM oa00 - - N . \ -___°• n PROP. _-_ -_ m _ d'� I ' 9'38- BDOAO yy 6 WALL O,F,I=O�w._--.N....._nN...._.m- _+�-.---�� --- n __ �m , �o Jim I Q _ - - m 0 Hom +a^N + !ii \ \ ..__n on + -gm �'lfJe®.44e�00�`-_Ym �N�.--p+n�.— gg--_-�:�.�� 3�m I li +vi 1. N+ P4'B.-_~+ -'+a---'...Y. no-._-$m-_ r _ Y_ n n m 4 .e m'--_-- o'_ -- r m ._—.992-.. Q N Y -_ R __ —�^ - N o m s -� - 146+00 r �Q� _ __ /ri On .._. - - 0i_ _ 7 _---•_—� .�_� '-�98&- -�^ Ig8'f 9�-'--.-=.:-m m f O . p I Af ._-_- .+Do.-.__-_- g��_ 00^m --Q88- _- W 1_m I.m " -m C>n_I I. 1400— — _ — — _ — _ _ _ — — — _ _ _ _ _ r r 2 _-_ _- ,�0+0 -_i�no Z ��.�' 1 ai I? Imm_.tm mm c,en^ T' %W-----.-.--L--._.----LANB56APE---------------- -- _ 1 a ---- I = 974.OBTC 974.58TC _ 975.0870 975.58TC - ^-- --- - —__-- ------ / \�— m - Y - - 976.08TC 976.58TC _- 977,08TC - 977.5770 —_ • - 978.07TC 978.22 T M O N RO E ST. 10' MULR-PURPOSE — - — -- -- - _- _ - _ _ _ = BOUNDARY TRAIL PER 'OFF-SITE STREET PLANS FOR MONROE ST' ^ _ CITY Of LA GUINTA r Plan Set NNo. WALL 6 PLAN E = 1st SUBSTITUTE MYLAR CONSTRUCTION NOTES + ' rToer7T . _ p oved - - - .' CONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PIAN .'- _"' _ �-. - - - '""' � ' _ _ _ _ _ This mylar is identical to them ar a or f T—' y the City Engineer on 04/20/05 GRAPHIC SCALE ••E ' except for the revisions noted hereon. irri---Its L m f"SM PMrMR WALL AND eERu ( IN PELT 1 I Inch - 40 IL f ND. 044339 0hAL 6 s ONE Jenner Street STAMP BASIS OF BEARINGS BENCH ARK Suite 200 APPROVED BY: Ric D L C ARK 046559 CO.„,w, CITY OF LA Q1 TA DRAWING NAME: P.E. Irene, 9.4 301 L 4r, / MASS GRADING(SITE) REVISED AND PRECISE GRADING, MG-0001RCH-03-13 6/30/07 -Phone: 949.453.0111 q ,I]- c i. THE NORTH UNE OF THE NW 1 4 f , . • _ EXP. i0a: 949.453.0411 �Q 4 OF SECTION 9, TOWNSHIP 6 PO 3 W FOR PERIMETER WALL AND BERM PROJECT No. No. 046555 SOUTH, RANGE 7 EAST, SAN MONUMENT IN MAN WELL AT THE "Consultants Inc. IXP. 9-30-0] BERNAROINO MERIDIAN PER PM INTERSECTION OF W SHINCTON $ ` 9 , ,, MADISON CLUB 0001 MDC ENSEO PTAIUETER WALL a10 TERM /21/ 44/67-68 SAID UNE BEARS & 42 AVENUE EL =1n.os WALL 6 DE9CNE0 BY: D.C. CHECKED BY: J.W.P, SCALE: FILE No. 4 CNII N89'46'12`E _ IOTHY R. NAS P.E. DATE _ REVISIONS DATE NO DRAWN BY: D.G. DATE: os/18/ofi 1• = 40' `'”" PUBLIC WO S DI OR/CITY ENGINEER TRACT MAP NO. 33076 0502 , R.C.E. No. 45843 EXP. 12-31-061 PORTIONS OF SECTION 10 T.6.S. R.7.E. S.B.M. I SHEET 13 OF 23 0 o 988 63 FG ((FACE) TOiD7-^ 98 .46 TF I 10+10 I 988.63 FC (BACK) 988.63 FG (FACE) - =�N 44 PONBBT 46 T 988.49FC BACK - 988.00 C FACE - 10+47.01 AN 996.13 TWI 989.1- 00 46 K) .. 1 TF 98&79 FG BACK) 987.96 FC FACE) - j . 989.2 i AN N � 998.1) rn 988.2.' f �I. 12+23.80 ANGLE POW 996.13 TW 988.0 987.8. + 9 ,. - -8446-1.�J 988.37 FC BACK) 98&00 FC FACE) 988.09 987.37 FG (F 988.0 a' '_ 996.13 ! ,987.75FC (BAp()� E ! .988.68 FC:(FACL) `4 �o 13+80 - ,. 99 .47 rn 988.0 ' 1 ! - 987.0 14+7 14+48 I 987.11 FC (BACK) - 994.13 STFP 985.97 FG (FACE) ! 987.2 I _� . ,L... + N 05.26 9g4.0 rn 19+24.32 I 94.13 TW 1' 987.8 - O615+56 - 986.94 FG (BACK) ( -r94-8-0-TNT- 985.98 480 985.98 FG (FACE) I 1994.13 STEP 987:4: -P N '. - a 988.13 .TF 16+08- , C (BACK)- 9 .47'rn . 987.14 F 88.88 FC � :'' 1 _ 16+6 98680 TF' 9968D TW 4 -., :.., ....'... „ ... ,. + -967.68 FG `ACK)-' Y .. 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FC (FACE) , • t ; 989.28 -' - - �I .. iJ �� :III I� i � _ ,« t- •r .. r � 4 1 F LOT G - � • • •' � � - - - �F �I RETENnoN BlSWa ` •. A5 a PAD •989.9 PAD.9B&9 PAO 90G> PAD •sa'A +r4 �' .'� _ -' Z ♦ ' • \ I ; I I 9597 1W 993.30 99'.30 99,4.84 6 - 993.97 . 98 .9 987.97 TF 9 .9 9 . 986.63 ti • 9 6 , - - r - - $"ewE,_TER'WALLDj.l_ _... .... ............_.._-.. _. - - - - - 4l-NApI6DN-9MIETERAWA0,- bANf? - iPoMiER-Y/ACrPL'AN$--' .. - ... \ 1 1 \ OAYUGNT(TYP) 7• - .... 2346p_-_.... .. .. '._-. •' F , .. Y • , . - \ iB94) .. .. 9 99 . _ .. .. _..... .. _ . _ __-._ -.... N89'48 67'i..... _. _ ... _ -TW __ ...9or a7.53 TF -... _ 989.31 FS _ .. _-C3Ya=`T_�•' - �F Ss TFj \PROP. STORM. DRAIN...__ .._' .... .____._. j.-.. t l SNS GRAM$ TO M ORa v S _ _ • ) • .^ . • � . e \ 'HN MADISON CCU CDURSE • � __ ._. ,_ _. LOr 79A ... _...- _ _ ' • . � � •.. ._- 11 % - - � C.VAED B .4 REMOVE ENO PLUG AND CONSTRUCT -RET • 09AC + -• ..,. .. , - ( �: ' _" '-(9961:- . t' • , -• .. \ _ \ _ die: STRUCTURE ETA FOR BLOW OW WATER PER •/1' irr , t F cveD DETAIL oWc. w-41 t : • J•. /3 \�/gW J ><P , CONSTRUCT 3' YANCATE PER _ - 5 II t ` " t' i • \.. J• %,� J CVWD STD. DWG. N0. C. W-43 T OVER ENTIRE TE 80.ff' B 6. TF g CONSTRUCT 4• CONDUIT PIP FOR W110EN OVAL I • . .. _ i _ 4 FOOTING TO 38 YAtH ApolD - • _ i♦ ' ' ELECTRICAL SERVICES FROM HEAREBT VERTICAL AND HORIZONTAI REINFORCING. 93.08 TSI r` . 9 708 IID.BOX TD THE WELL SITE. TO BE ♦. 98 . - ..... - •I _ �\ ♦ 98686 ,\ COORDINATED WI1H GVW- FOR BARS'ON FIRST 3' OF WALL SOLID GROUT �- - - 1l , 1 \ , \ ♦ INSTALLATION-OF TRANSFORMER ANDALL CELLS ` \ l.n S ".L CONSiRVCT 6' y14IN :• PAD AT TIME OF WELL DRIWNG - 'CONCRETE C I H 22' PUE ANO s 'V . - - - . \ 5TA +97.30 \ �• ♦ 't( D ,98 / TF eD ESMT. y . + .} ' L r- 'fd • \ , \' .00\V ♦ PROVIDE TELEPHONE SERVICE TO SHE 98] 71 EASTWG. 12 O.L`.IEE .WITH 2 D�.1I LATE VALVES Ix• LANDSCAPE AND { • . _ w ' I)/STALL 10•%14' SAFETY WARNING. 1 12• BUND MNGE; 1 lxx4 p,l. REDUCER DRAINAGE EASEMENT ' ',\ \ \ \ `� / S`� '• ♦•.SIGN •DANGER MGN VpLTACE AND 1 4' BLOW-OFF ASSEMBLY PER PHASE 1 �i / i '' • Y • , \ \ \\ �d?•4 \J1`\ N EOFTRANSFORMER WATER PINJg'CV89 /34205 EIEOTRI 2B _2L0�� - - - CON57Ruci TYO rz) 9 GAlE9. \qQ♦ P _ - `•. �•. \ \ \? •• \ IVAIEN fro DWO DST wAL) PER MW , •99 7s •iW i j .�/ _ 4 ,.. .. \ •�\\ \ \ ]$7.06'_ __ _ ...997.75_TW-.(996}-..__._._.-__ �gg6Y �J / �gy9)'i -43 ' i \ `•... `( NBB'4B'27•E .. -' 8S$-0 FS _ �• t99H1 � r //�. . 997 IW 1. 1 q i. �• // : /.' •.\ .... ..96906 , BNB( HP TO 38' M1TH ADD1T(QNALR ;.,i/ •' ` ♦ / _ _ + UNOERGR ND VFR gAND-NpRIZONT ONG: �.�: P. .BB 1T~ VICE I _ e SON WALL SOLID .GRIN eEEf_9 /,_ % r % A 83+ 0- ..RLL - - _ _ _ LITY Ve4-EABEMEN '+ i �`. 982.13IN - IS(f 1�NC 12 -P -- - I `ql+� ` • ♦ \\\ -.(990 7 P _ _ � _ WA 9 MAIN`3PER X I WATER 'v. _ _ / , , \ PHI \ \�, � _ row. ri J PROP. S.D. SEE 1.'H� \ • - rtvj S.D.:PIAN (TYP:)- \ \ STRUCT 88• S ARE .�\\ \\ ` caETE Toov ♦ t \ \ 915 F a � i � � \ \ \ \ 9 INSTALL VEWAY ..- . ; 32 ;.,� \ ` a ti `. ` _ _ _ OVER 8• ECAIE BART .. ' , i .. . iENERV�\ II . f / % \ PHASE1'•P�AN `91 _ ` BF:YONO GA �. j , \35 " PAD=997Sb `.IB a.a... _.. �" / PADS 10 WATER.PER (994).. PAD= i� '"� 1 PLAN_ .. _.(996 ! .PEO ' • .. ' ) 980)_ W4 P� ASE 1 WATER PLANS • \ \ :"�_� (985) . 22' PVE Wil 205 _.te98ti" '� - LID07 �P qMT.T - \ .••' •\, _- .T100z • EST---991F__._--- - _--� / -'•.. , )..'` AGE FAiE4 ..� 34 CE oa) _ / �� '` '`. . - EL35TING 1 x ,. 33/-- ( / 196) 99 // % Op1T._ ORY TNNTY • , 9951 _ X ./ - -\.. _✓fit, -.. st1Nc ' PULL 80 PAD 7.9� 1064)-WATER E ER MAIN u P ParwniA i SAD=9�5 ' \ / `. ---" /... GRAPHIC SCALE • . ♦ -,♦ _ _ oor a 1 ale •.l$• D.� 1 Y _ // \ \. )-WATER (HIB•BYYY V .-. .. .. • \/ : Y1002),...... •(/'),1 D.I. (.ATE FVAL � PROP ST , DRAIN YAM C BPH 1 qWU � - HA v s M DRAIN �• wAIER PCANS, VW'D'DWG,//,T4 ! AN$rD 5 TO COURSE 'r I / / - • • .. .. .. I� ! I MADISON N / ( p1 PEBf) . 1 1000 .. -(996) r/ - _ f / QV.W.D. DRANRNO APPROVAL 35692 F DIAL TOLL FREE. S �� ' 1-800-227-2600 AT LEAST TWO DAYS Fz :. y:: .. 14 . BENCH MARK DATUM CORRECTION• BEFORE YOU DIG _ \��`.;� •% % e - UNDERGROUND SERVICE SERW(E AIERi OF SOUTHERN Ca60Id0A � - SUBTRACT 1000.00 FEET TO ALL ELEVATIONS SHOWN HEREON TO REFLECT - ACTUAL MSL ELEVATIONS RELATIVE TO THE BENCH MARK DATUM. 7595 Irvine Center Dr. STAMP BASIS OF BEARINGS _ BENCH MARK CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA DRAWING NAME: l7likkL Suite 130 O P.E. C46559 Irvine, CO. 92618 - . 51 ATU E Phone: -949.453.0111 L! c q, THE NORTH UNE OF THE NW+l 4'- T _' _ PG-WELLStTE79A-08-02 EXP. 6-30-07 Fa 949.453.0411 9 l� OF SECTION 9, TOWNSHIP SOUh1, • PD 3 SW Ir C V V V D WELL SITE ��A - No. u95s9 RANGE 7 EAST, SAN BERNARDINO MONUMENT IN HANDWELL AT THE Y PRECISE LAN PROJECT No. - onsultants, Inc. EXP. a-3D 07 BASELINE AND MERIDIAN PER PM INTERSECTION OF WASHINGTON ST 0001 MDC RR SE GRADING P 44/67-68 SAID UNE BEARS & 42AVENUE' ELEV=117.05 - DESIGNED BY:V.I- •CHECKED BY: J.P. SCALE: FILE No. ®3�NIl �t 'N89'46'12•E y REVISIONS DATE NO DRAWN BY: v.1. 6CATE: 11/13/-6 1"=500' 0502 m r� + TRACT MAP N0. 33076-1 SHEET 2 OF. 2 - BEING A PORTION OF THE NE 1/4 SECTION 10 U.S.,R.7.E. S.B.B.&M. ..� 35692 ;� ABBREVIATIONS AB ANCHOR BOLT ABV ABOVE ACI AMERICAN CONCRETE INSTITUTE ADD ADDITIONAL AISC AMERICAN INSTITUTE OF STEEL CONST. AISI AMERICAN INSTITUTE OF STEEL CONST. AITC AMERICAN INSTITUTE OF TIMBER CONTS. ALT ALTERNATE ARCH ARCHITECT ASTM AMERICAN SOCIETY TESTING MATERIALS AWS AMERICAN WELDING SOCIETY ® AT (B) BOTTOM BC BEGIN CURVE BOLT CIRCLE BLDG BULDING BLK BLOCK BLKG BLOCKING BM BEAM BOT BOTTOM BRCG BRACING BRG BEARING BS BOTH SIDES BTWN BETWEEN C CHANNEL CAMBER CANT CANTILEVER CB CARRIAGE BOLT C/C CENTER TO CENTER CIP CAST IN PLACE CJ CONSTRUCTION JOINT CONTROL JOINT CENTER LINE CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS CONTR CONTRACTOR DBL DOUBLE DET DETAIL 0 DIAMETER DIM DIMENSION DIR DIRECTION OF DOUGLAS FIR DKG DECKING ON DOWN DO DITTO DWG DRAWING DWL DOWEL EA EACH EC END CURVE EF EACH FACE EJ EXPANSION JOINT ELEV ELEVATION EQUIP EQUIPMENT ES EACH SIDE EO EACH WAY (E) EXISTING EXP EXPANSION EXT EXTERIOR FDN FOUDNATION FF FINISH FLOOR FG FINISH GRADE FJ FLOOR JOIST FLG FLANGE FL4 FLOOR FN FIELD NAILING FOC FACE OF CONCRETE FOM FACE OF MANSONRY FP FULL PENETRATION FRMG FRAMING FS FAR SIDE FT FOOT OR FEET FTG ADDING GA GAUGE GALV GALVANIZED GLB GLU-LAM BEAM GR GRADE H HIGH RETAINING WALL BACKFILL DRAINS TESTS AYESINSPECTION STRUCTURAL DESIGN CRITERIA:- RITERIA:HDR HDR HEADER 1. PVC DRAIN PIPE SHAD. BE ASTM D1785, 4"0, SCHEDULE 40. 1. THE CONTRACTOR SHALL PROVIDE THE SERVICES OF A TESTING AGENCY HORIZ HORIZONTAL PERFORATIONS SHALL BE MANUFACTURER'S STANDARD PERFORATIONS. LABORATORY TO PROVIDE CONTINUOUS DEPUTY INSPECTION IN ACCORDANCE 1997 UNIFORM BUILDING CODE HSB HIGH STRENGTH BOLT PERFORATED PIPE SHALL BE INSTALLED WITH PERFORATIONS DOWN. PIPE WITH CHAPTER 17 OF THE CALIFORNIA BUILDING CODE, FOR THE FOLLOWING HT HEIGHT SHALL SLOPE TO SITE STORM DRAIN FACILITIES OR TO DAYLIGHT. ITEMS OR TYPES OF WORK: SEISMIC DESIGN: A. MASONRY PRISM TESTS SEISMIC ZONE 4, Z = 0.40 ICBO INTERNATIONAL CONFERENCE 2• PCV DRAIN PIPE FILTER SOCK SHALL BE A WOVEN POLYESTER OR 8. REINFORCED MASONRY STANDARD OCCUPANCY, MISC. STRUCTURE, 1 = 1.00 OF BUILDING OFFICIALS POLYPROPYLENE FILTER FABRIC WITH AN INSTALLED MASS PER UNIT AREA NOT C. SPECIAL LOCATIONS INDICATED ON DRAWINGS SOIL PROFILE SD ID INSIDE DIAMETER LESS THAN 3.5 OZ. PER SQUARE YARD AND 40 US SIEVE APPARENT OPENING SEISMIC SOURCE A, < 10 km IN INCHES SIZE (AOS). FILTER SOCK SHALL BE HIGHWAY GRADE. EARTHWORK No = 1.04 Co = 0.46 INT INTERIOR 1. FOUNDATION EXCAVATIONS AND BACKFILL SHALL BE INSPECTED AND Nv = 1.29 Cv = 0.83 JST JOIST 3. DRAINAGE GRAVEL SHALL BE 3/4" GRAVEL, AS DEFINED IN THE STANDARD APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO THE PLACEMENT OF SPECIFCATIONS FOR PUBLIC WORKS CONSTRUCTION (SSPWC GREENBOOK). REINFORCING STEEL, CONCRETE, AND BACKFILL SOILS. WIND DESIGN: 'C' EXPOSURE L8 LG POUND LENGTH OR LONG 4. DRAINAGE GRAVEL SHALL BE WRAPPED IN A NONWOVEN GEOTEXTILE 2• THE CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATIONS 100 MPH LLH LONG LEG HORIZONWAL FILTER FABRIC, MIRAFI 14ON OR EQUAL. FROM SURFACE WATER AND/OR GROUNDWATER. "GEOTECHNICAL LLV LONG LEG VERTICAL PROJECT -SPECIFIC GEOTECHNICAL REPORT TITLED LONG LONGITUDINAL 5. BACKSIDE OF RETAINING WALL SHALL BE COATED WITH AN ASHPALT 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN, PERMITTING, INVESTIGATION PROPOSED MADISON CLUB GOLF CLUB AND RESIDENTIAL LT LIGHT EMULSIONS WATERPROOFING COATING, INSTALLED PER THE MANUFACTURER'S AND INSTALLATION OF ALL BRACING AND SHORING REQUIRED TO COMPLY DEVELOPMENT NEC AVENUE 54 AND MADISON STREET LA QUINTA, CALIFORNIA" LVL LEVEL WRITTEN RECOMMENDATIONS. WITH ALL SAFETY REGULATIONS. PREPARED BY SLADDEN ENGINEERING (PROJECT NO. 544-4810) , DATED JANUARY 28, 2005. MANUF MANUFACTURER 4. BACKFILL SHALL NOT BE PLACED BEHIND RETAINING OR BURIED MAXIMUM ALLOWABLE BEARING PRESSURE = 1,500 PSF + INCREASES, MAS MASONRY STRUCTURES BEFORE CONCRETE AND MASONRY HAS ATTAINED SPECIFIED 2,500 PSF MAX. MATL MATERIAL REINFORCING STEEL FULL 28 -DAY DESIGN STRENGTH. ALLOWABLE PASSIVE EARTH PRESSURE = 250 PSF FT / MAX MB MAXIMUM MACHINE BOLT 1. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60. 5. ALL EXCAVATIONS SHALL BE BACKFILLED AND COMPACTED TO 90% COEFFICIENT OF FRICTION = 0.40 RETAINING EQUIVALENT FLUID PRESSURE = 35 PCF (LEVEL BACKFILL, MECH MECHANICALMAXIMUM DRY DENSITY IN ACCORDANCE WITH THE REQUIREMENT ASTM D1557. UNRESTRAINED AT TOP) MIN MINIMUM 2• SPLICE REINFORCING STEEL WHERE SHOWN ON THE DRAWINGS. SPLICES BACKFILL MATERIALS SHALL HAVE AN EXPANSION INDEX NOT EXCEEDING 20. MISC MISCELLANEOUS SHALL BE FULL CONTACT SPLICES. BACKFILL SOIL MOISTURE CONTENT SHALL BE BETWEEN +1% AND -3% OF MTL METAL OPTIMUM MOISTURE CONTENT. INDIVIDUAL BACKFILL SOIL LIFTS SHALL NOT GENERAL 3. MINIMUM CLEAR DISTANCES BETWEEN BARS (INCLUDING AT SPLICES) EXCEED 8 INCHES THICKNESS. 1. CONSTRUCTION SHALL BE IN COMPLIANCE WITH THE DRAWINGS AND 2001 NIC NOT IN CONTRACT SHALL BE 1" OR 1 -BAR DIAMETER, WHICHEVER IS GREATER. CALIFORNIA BUILDING CODE (1997 UNIFORM BUILDING CODE). NOM NOMINAL 6. ALL EXCAVATIONS AND BACKFILL SHALL BE PERFORMED IN ACCORDANCE NS NEAR SIDE 4• ALL REINFORCING STEEL BENDS SHALL BE MADE COLD. WITH THE PROJECT -SPECIFIC GEOTECHNICAL REPORT. 2. THE CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES AND NTS NOT TO SCALE EQUIPMENT SUPPLIER(S) AND VERIFY ALL DIMENSIONS PRIOR TO THE START # NUMBER CAST -IN-PLACE CONCRETE OF CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY 1. REINFORCED CONCRETE WORK SHALL CONFORM TO THE CODE DISCREPANCIES, INCONSISTENCIES, OR CHANGED FIELD CONDITIONS. O/C OD ON CENTER OUTSIDE DIAMETER REQUIREMENTS FOR BUILDING CODE REQUIREMENTS FOR STRUCTURAL 3•, DO NOT SCALE DRAWINGS. OH OPPOSITE HAND CONCRETE (ACI 318), MANUAL OF STANDARD PRACTICE FOR REINFORCED OPNG OPENING REINFORCED CONCRETE MASONRY CONCRETE CONSTRUCTION (CRSI), AND THE CONSTRUCTION DRAWINGS. 4. GENERAL NOTES AND TYPICAL DETAILS APPLY TO THE DRAWINGS UNLESS OS OPPOSITE SIDEOTHERWISE 1. REINFORCED CONCRETE MASONRY SHALL HAVE A MINIMUM 28 -DAY SPECIFIC E�L SHALL COMPRESSIVE STRENGTH (f'm) OF 1500 PSI (TYP., UNO) AND 2000 PSI 2. STRUCTURAL CAST -IN-PLACE CONCRETE SHALL BE HARDROCK CONCRETE TTAKEPRECEDE CE OVERGENERALNOTES AND DETAILS. PERP PERPENDICULAR (WHERE NOTE ON WALL SECTIONS). CONTINUOUS DEPUTY INSPECTION WITH A MINIMUM 28 -DAY COMPRESSIVE STRENGTH (f'c) OF 4,500 PSI (2,500 R PLATE REQUIRED FOR BOTH CONDITIONS. DESIGN, SPECIAL INSPECTION NOT REQUIRED). 5. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE AND/OR PRODUCT. PP PARTIAL PENETRATION THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT PSF POUNDS PER SQUARE FOOT 2• CONCRETE MASONRY UNIT (CMU) BLOCK SHALL BE MEDIUM WEIGHT IN 3. PORTLAND CEMENT SHALL BE TYPE V IN ACCORDANCE WITH ASTM C150. EXISTING FACILITIES AND COMPLETED WORK WHICH IS PART OF THIS PSI POUNDS PER SQUARE INCH ACCORDANCE WITH ASTM C90, GRADE N-1, WITH A MINIMUM COMPRESSIVE CONTRACT. THE DRAWINGS DO NOT INDICATE MEANS AND METHODS OF PT PRESSURE TREATED STRENGTH OF 1900 PSI, OR 2800 PSI WHERE NOTED ON WALL SECTIONS. 4. CONCRETE MIX SHALL HAVE A MAXIMUM WATER/CEMENT RATIO (W/C) OF CONSTRUCTION. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, CONCRETE MASONRY UNITS SHALL BE PRECISION BLOCK UNITS, COLOR SHALL 0.45. AND PROCEDURES SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. RAD RADIUS BE SELECTED BY THE OWNER. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, GUYS, ETC., R RADIUS 5. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED OVER THAT COMPLY WITH ALL LOCAL, STATE, OSHA, AND NATIONAL SAFETY REINF REINFORCING 3. MORTAR SHALL COMPLY WITH ASTM C270, TYPE S, WITH A MINIMUM REINFORCING STEEL IN CAST -IN-PLACE CONCRETE, UNLESS NOTED OTHERWISE: STANDARDS. READ REQUIRED 28 -DAY COMPRESSIVE STRENGTH OF 2000 PSI. CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL = 3" RET RETAINING FORMED CONCRETE EXPOSED TO EARTH OR WEATHER = 2" 6. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR: 1) ALL SAFETY RR ROOF RAFTER 4. GROUT SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 2000 PROCEDURES, 2) PROTECTION OF EXISTING IMPROVEMENTS, 3) PROTECTION OF PSI. ADMIXTURE SHALL BE SIKA GROUT AID. 6. CONSTRUCTION JOINTS SHALL HAVE KEYS, UNLESS OTHERWISE DETAILED. ADJACENT PROPERTY, STRUCTURES, STREETS, AND UTILITIES, AND 4) SEC SECTION 5. PROVIDE PORTLAND CEMENT PER CAST IN PLACE CONCRETE NOTES. MATING SURFACES OF CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED COMPLIANCE WITH ALL LOCAL, STATE, OSHA, AND NATIONAL SAFETY SHT SHEET AND ALL LAITANCE REMOVED. CONCRETE SURFACES SHALL BE THOROUGHLY STANDARDS. SIM SIMILAR WET AND ALL STANDING WATER REMOVED PRIOR TO PLACING CONCRETE. SPGN SPACING 6. REINFORCING STEEL LAP LENGTH SHALL BE A MINIMUM 48 BAR MATING SURFACES SHALL BE COATED WITH A BONDING AGENT BEFORE PLACING 7. OBSERVATION VISITS TO THE SITE BY THE ENGINEER 00 NOT INCLUDE SPEC SPECIFICATION DIAMETERS, 2'-6", OR AS INDICATED ON THE DRAWINGS, WHICHEVER IS NEW CONCRETE. CONCRETE BONDING AGENT SHALL BE INTRALOK INSPECTIONS OF THE PROTECTIVE MEASURES OR METHODS OF CONSTRUCTION. SOG SLAB ON GRADE GREATER. MANUFACTURED BY W.R. MEADOWS, ARMATEC 110 EPOCEM MANUFACTURED BY SQ SQUARE SIKA, OR DARAWELD C MANUFACTURED BY W.R. GRACE. CONCRETE SURFACES 8. CONSTRUCTION SUPPORT SERVICES AND INSPECTION SERVICES SHALL BE SST STAINLESS STEEL 7. MASONRY UNIT CELLS SHALL BE SET IN VERTICAL ALIGNMENT. GROUT SHALL BE PREPARED AND BONDING AGENT APPLIED PER MANUFACTURER'S PERFORMED BY OTHERS. SS SELECT STRUCTURAL ALL CELLS SOLID, UNLESS NOTED OTHERWISE. GROUT SHALL BE WRITTEN RECOMMENDATIONS. STAG STAGGER MECHANICALLY VIBRATED IN ALL CELLS. 9. ALL CODES AND STANDARD SPECIFICATIONS NOTED ON THESE PROJECT STD STIFF STANDARD STIFFENER 8. GROUT THICKNESS BETWEEN INSIDE FACE OF MASONRY UNIT AND 7. CONCRETE SLUMP SHALL NOT EXCEED 4". CONCRETE SHALL BE TESTED DRAWINGS SHALL BE THE LATEST APPROVED EDITIONS AND REVISIONS BY THE AND PASS SLUMP TEST PRIOR TO PLACING CONCRETE. GOVERNING AUTHORITIES HAVING JURISDICTION OVER THIS PROJECT. STL STEEL REINFORCING STEEL SHALL BE NOT LESS THAN 1/2". CLEAR SPACE BETWEEN STRUCT STRUCTURAL ADJACENT REINFORCING BARS WITHIN THE SAME CELL SHALL BE NOT LESS 8. CONCRETE PLACEMENT SHALL BE PERFORMED SUCH THAT THE CONCRETE 10. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS AND SUBMITTALS SYM SYMETRICAL THAN 1" OR THE BAR DIAMETER, WHICHEVER IS GREATER. IS NOT PERMITTED TO FREE FALL FOR A DISTANCE GREATER THAN 5 FEET. FOR COMPLETENESS AND COMPLIANCE WITH THE CONTRACT DOCUMENTS AND CONCRETE PLACEMENT METHOD(S) SHALL INSURE THAT CONCRETE MIX SPECIFICATIONS. THE CONTRACTOR SHALL STAMP ALL SHOP DRAWINGS AND (T) TOP 9. IF GROUT PLACEMENT IS STOPPED FOR 1 HOUR OR LONGER, PROVIDE REMAINS UNIFORM AND DOES NOT SEGREGATE. SUBMITTALS INDICATING THEIR REVIEW AND CERTIFIED COMPLETENESS PRIOR T&B TOP AND BOTTOM HORIZONTAL CONSTRUCTION JOINT 1" BELOW THE TOP OF THE MASONRY UNIT. TO SUBMISSION. T&G TOUNGE AND GROOVE GROUT SURFACE SHALL BE ROUGHENED AND LAITANCE REMOVED PRIOR TO 9. PROJECTING CORNERS OF WALLS, SLAB EDGES, ETC. SHALL BE FORMED THK THICK RESUMING GROUT PLACEMENT. WITH A 3/4" CHAMFER, UNLESS OTHERWISE NOTED ON THE DRAWINGS. 11. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO THE ENGINEER TOC TOP OF CONCRETE FOR THE APPROVAL OF ANY MODIFICATIONS OR SUBSTITUTIONS, WHICH MUST TOF TOP OF FOOTING 10. MAXIMUM GROUT HEIGHT FOR LOW UFT CONSTRUCTION IS 4'-0". 10. ELECTRICAL CONDUIT AND MECHANICAL pIpFS GREATER THAN 1" DL4METER BE APPROVED PRIOR TO THE SUBMISSION OF SHOP DRAWINGS OR TOS TOP OF STEEL SHALL NOT BE EMBEDDED IN CONCRETE UNLESS SPECIFICALLY DETAILED. SUBMITTALS WITH SUCH MODIFICATION OR SUBSTITUTION. ALL MODIFICATIONS TRANS TRANSVERSE 11. BOND BEAM UNITS SHALL BE USED AT ALL HORIZONTAL STEEL CONDUIT AND PIPES LESS THAN 1" DIAMETER MAY BE EMBEDDED IN SLAB ON AND SUBSTITUTIONS SHALL BE CLEARLY CLOUDED ON THE SHOP DRAWINGS TS TUBE STEEL LOCATIONS. AND SUBMITTALS. THE CONTRACTOR SHALL MAINTAIN A COPY OF ALL TYP TYPICAL GRADE PROVIDED THE CONDUIT SPACING EXCEED 3" ON CENTER IN APPROVED SHOP DRAWINGS AND SUBMITTALS ON SITE AT ALL TIMES DURING 12. ALL MASONRY UNITS SHALL BE FURNISHED FROM THE SAME PLANT TO HORIZONTAL RUNS AND ARE PLACED IN THE MIDDLE THIRD OF THE SLAB CONSTRUCTION. UBC UNIFORM BULDING CODE ENSURE COLOR CONSISTENCY. DEPTH. CONDUITS AND PIPES SHALL NOT BE ALUMINUM. LINO UNLESS NOTED OTHERWISE 12. VERIFY ALL PIPE LOCATIONS, SIZES, MATERIALS, AND INVERT ELEVATIONS UT ULTRASONIC TEST 13. MASONRY CONTROL JOINTS SHALL BE PROVIDED IN CMU WALLS AT 11. REINFORCING STEEL LAP SPLICES SHALL BE STAGGERED WITH THE WITH CIVIL DRAWINGS. PIPE INFORMATION IS SHOWN ON STRUCTURAL 30'-0' MAXIMUM SPACING, CHANGES IN WALL HEIGHTS, STEPS IN WALL OR FOLLOWING MINIMUM LENGTHS (BASED ON REINFORCING STEEL SPACING DRAWINGS IS FOR REFERENCE ONLY. VERT VERTICAL FOOTINGS, AND AS INDICATED ON THE DRAWINGS. GREATER THAN 4 BAR•DIAMETERS AND COVER GREATER THAN ONE BAR DIAMETER), UNLESS OTHERWISE NOTED ON THE DRAWINGS: SUBMITTALS W/ WITH I Al I 4Z1 IRAarrA1 c cW1 I oc DDMADrn ua AP -0 -PC unru ruc W/0 WITHOUT WP WORK POINT WWF WELDED WIRE FABRIC BAR SIZE LAP SPLICE 3 &__F, 2'-0" 5 5'-4" #10 6'-10" #7 8'-4" BAR SIZE LAP SPLICE #8 4'-3" #9 5'-4" #10 6'-10" #11 8'-4" HILTS CONSULTING GROUP, INC. 16716 QUAIL COUNTRY AVE. `' CHINO HILLS, CA 91709 TEL. (909) 590-5200 %pFESSIO t �c�0 AS tial l No. S 3681 J EXP. 3/31/2008 �TRUCTIV 9TFOF CALF°� 4-/ 9-,o 7 THIS DRAWING AND THE DESIGN CONCEPTS IT ILLUSTRATES ARE THE PROPERTY OF HILTS CONSULTING GROUP, INC. THE DRAWING IS AN INSTRUMENT OF SERVICE PROVIDED FOR USE ON THE SPECIFIED PROJECT IDENTIFIED. USE OF THIS DRAWING WITHOUT WRITTEN CONSENT AND PARTICIPATION OF HILTS CONSULTING GROUP, INC. IS PROHIBITED. REV. I DATE I DESCRIPTION DRAWN BY D. HILTS SCALE AS NOTED DATE 4-19-2007 REVISION N0. FILE NAME SHEET TITLE STRUCTURAL GENERAL NOTES ABBREVIATIONS PROJECT MADISON CLUB - CVWD WELL SITES 73A, 74A, 77A, 78A & 79A PERIMETER WALLS PROJECT NO. 07-004 ..,,,, ,,,. SPECIFICATIONS. SHEET N0. 2. THE CONTRACTOR SHALL PROVIDE THE FOLLOWING SUBMITTALS FOR THE ENGINEER'S REVIEW: C A' CONCRETE MIX DESIGN J R RFINFORCING STFFI MATFRIAI RFNn IMT ANn DI ArrkAL•NT nPAWIKlrc ` . HILTS CONSULTING GROUP. INC. ' 2 4 HORIZ.. '' 16716 QUAIL COUNTRY AVE. G' CHINO HILLS, CA 91709 r TEL. (909) 590-5200 2) #4 HORIZ. ^ Q�pFESSION� Q E 0. AS - a ;" �^ -r 8" CMU (SOLID GROUTED) W m C3 #5' 16"'.Q/C _ #5 '16" 0/C VERT. (CTRD) No. S 81 � 3/31/2�Do\s J - EO 0. '.: 'VERT: DOWELS #4 @ 24" 0/C HORIZ .. \ r: ql CTU F� `- 'o �#5 @ 16" 0/C 8" CMU (SOLID GROUTED) . t..t CA0 . ` _ VERT. DOWELS #5 @ 16" 0/C VERT: (CTRD) CO g. I , FIN. GRADE �-�~ #4 24" 0/C. HORIZ. �I z: (LEVEL) THIS DRAWING AND THE DESIGN CONCEPTS IT ILLUSTRATES ARE THE PROPERTY OF HILTS CONSULTING GROUP, INC. THE. �' •, r FIN ' r - r 1=f � I —_ — — — — - —III III=111�11�11�11= ' 2 4 HORIZ. DRAWING IS AN INSTRUMENT OF SERVICE PROVIDED FOR USE ON THE SPECIFIED PROJECT IDENTIFIED. USE OF THISNG z GRADE {LEVEL) r - a ' '� i _ _ _ III III III III III nl _III—III " 12" CMU (SOLID GROUTED) WITHOUT WRITTEN CONSENT AND PARTICIPATION OF HILTS CONSULTING GROUP, iv w. #4 O 24" O/C HORIZ. E.F. INC. Is PROHIBITED. 2 4 HORIZ'. C N `^ REV. DAT E DESCRIPTION =1 I I=1 I I= 11-1 I L=1 I I=11 I �ck�� .,°. t. .-. LuOf ,-. _ a � -r=1IL=1I1=1II—II1=111=' 2' 2' 12' CMU (SOLID GROUTED) 1 xQ , .. - •' ' . 2" 2" . #4 @ 16" 0/C VERT. s ' I y 40 #4 @ 24" 0/C HORIZ. E.F. ° # 7 16" 0 C ,VERT , � . `.I #5 @ 16" 0/C VERT. #4 @ 16" 0/C VERT. � r �` ' = #4 @ 16" O/C VERT.. DOWELS BY D. HILTS ^o . #4.@ 16" 0/C VERT. DOWELS ' DRAIN, SEEDRAWN GEN NOTES SCALE AS NOTED FIN GRADE g • i FIN GRADE g DATE 4-19-2007 - - o z - I DRAIN, SEE GEN NOTES- =III=III=111=III-'' • a I 1-1 I I I I 1=' C-4 o ZIII=III-'' I -I 11-1 I I-1 11.=' �, REVISION NO. FILE NAME �' ^ ;' i, � • . •a SHEET TITLE ° � � a 1 � -- 0 11=111-1' (5) #4 HORIZ. (3-T) & (2-B) '� `= a III=III=III=11H1' (6) #4 HORIZ. (4-T) & (2—B) 1 - 14 HORIZ. I III—II' �. _ o - I-III—III-IIL—IIS a STRUCTURAL ITIIII;.I�' #5 @16" 0/C (H1E) N IIT_IIIIITlllli ITIIIIITII T�' #s 16" o/c (H1 E) WALL SECTIONS #5 @ 16" 0/C , IF I . VERT. (H1E) 1'-9" —0" V-6" . #5 @ 16" O/C (2) #4 HORIZ VERT. H 1 E PROJECT 2'-6" r 01 .' 5'-9" FTNG 01 MADISON CLUB —. .�:.. Y1 - WELL, SITES 73 74A, , 77A, 78A & 79A NOTES: � 1. SEE CIVIL DRAWINGS FOR TOP OF FOOTING ELEVATIONS. NOTES: PERIMETER WALLS ' 1.' CIVIL DRAWINGS FOR TOP OF FOOTING ELEVATIONS. 2. LAP WALL VERTICAL REINFORCING WITH DOWELS. _SEE , PROJECT NO. 2. LAP WALL VERTICAL REINFORCING WITH DOWELS. _ 07-004 SHEET NO. WALL SECTION F3/ s" =1 '-0" 2 ` • WALL SECTION 3/s.,=1'-0" 1 S'2 4 HORIZ. 2 4 HORIZ HILTS CONSULTING GROUP. INC. r 16716 QUAIL COUNTRY AVE. C CHINO HILLS, CA 91709 " TEL: (909) 590.5200 Q�pVESS/pN� NS E3 o. S 3 81 EXP. 3/31//2008 . y. TU �FOF CAl\Vp� Q y EO 0. ' �` J Y.. v �- EO 0. 3 /9-Q 7 • �.. _ THIS DRAWING AND THE DESIGN CONCEPTS ILLUSTRATES ARE THE PROPERTY OF t 1, O ' _ s ' S CMU (SOLID GROUTED) Ft ±`:� . ' ♦ f GROUTED) CD 8" CMU (SOLID rn . «- .:,• •:• - 16' O/C VERT. (' RD) #5 CT 00 .ti - #5 @ 16" 0/C VERT. (C D (CTRD) HILTS CONSULTING GROUP, INC. THE. DRAWING IS AN INSTRUMENT OF SERVICE I, .@ #4 @ 24" O/C'HORIZ.,+ `- %t �. ' HORIZ. . PROVIDED FOR USE ON THE SPECIFIED r #5 @ 1'6' PROJECT IDENTIFIED. USE OF THIS DRAWING y .t ;.VERT. DOWELS � y - VERT. DOWELS ' WITHOUT WRITTEN CONSENT AND PARTICIPATION OF HILTS CONSULTING GROUP, � o ,. , .. . , FIN GRADE _. a Lt; . :O � .: 1, .rINC. FIN GRADE IS .PROHIBITED. REV. DATE DESCRIPTION' z (LEVEL) (LEVEL) �. w I -I I I -I I I -I I M I II -I I I -I I I- 2" 1II ,s. o- �' '. S =III -III -III -III -III -III • -1 I I -III -III -III -I I i- 2' —I - o _III-III-III=III=III- I' -VIII IJI o �. I _III=III-I 1I C:1 X a DRAIN, SEE ' FIN GRADE N{:X ;-� < „ GRAIN, SEE • EN NOTES / FIN GRADE DRAWN BY D. HILTS � GEN NOTES • ,, , y =11 LI 11=III-111 o e ;� - o SCALE AS NOTED DATE 4-19-2007 -ill-Ill=ill.=' z REVISION NO. - - 'I_III-III-III=III III (5) #4 HORIZ. (3-T) & (2-8) a 14 ' III=III=III=111 III -I'' - (5) #4 HORIZ. (3-T) & (2-B) FILE NAME -III- I_ITI=1 I 1=1 I=" � #5 =I I IJ I 1-1 11=I @ 16" 0/C SHEET TITLE #5 @ 16" 0/C (HIE) (H1E) STRUCTURAL WALL SECTIONS 2'-6,. 1,-3., ' 3' 6" FTNG PROJECT MADISON CLUB NOTES: NOTES: CVWD WELL SITES 73A, 1. SEE CIVIL DRAWINGS FOR --TOP OF FOOTING ELEVATIONS. m �V 1 =SEE -CIVIL DRAVVINGS° FOR 'TOP OF FOOTING -ELEVATIONS. 74A, 77A, 78A :BC 79A 2: LAP WALL VERTICAL' REINFORCING WITH DOWELS. 2. LAP WALL VERTICAL REINFORCING. WITH DOWELS. PERIMETER WALLS. - _ PROJECT NO.. '07=004 SHEET NO. WALL SECTION 3/8"=1'-6" 2 WALL SECTION .3/s''=1 '-0" 1 S: 3 ' ? _ HILTS CONSULTING GROUP INC. 16716 QUAIL COUNTRY AVE. C ' CHINO HILLS, CA 91709 4 . TEL. (909) 590-5200 ' 2 4 HO.RIZ. X� 2 4 HORIZ. �pvISS/ON Q q ��c�4oJG�AS CID #5 @ `32' 0/C VERT. (CTRD) 0. S 3 81 T. �C EXP. 3/31/2008 - E ` , gFOF CAV\ � _ o _ �9 r_ �. - '' '` 8" CMU (SOLID GROUTED) • '' G �- -8"; CMU (SOLID GROUTED) _ °': S #7 @ ' 16" 0/C' VERT. -'116", • #5 @ 16'' -O/C VERT. (CTRD) ; : , •: FIN GRADE 1` #4 @ 24" O/C HORIZ. v THIS DRAWING AND THE DESIGN CONCEPTS IT ILLUSTRATES ARE THE PROPERTY OF �i .: _ -DOWELS - CTRD ( ) #4 @ 24" O/C HORIZ. = I N Z (LEVEL) HILTS CONSULTING GROUP, INC. THE DRAWING IS AN INSTRUMENT OF SERVICE PROVIDED FOR USE ON THE SPECIFIED a FIN GRADE- r' n > , `•' PROJECT IDENTIFIED. USE OF THIS DRAWING (LEVEL 'OR 4:1 SLOPE) .'' . r ' _ I 1=1 I=1 1-1 1 III=I I L' • WITHOUT WRITTEN CONENT AND PARTICIPATION OF HILTS CONSULTING GROUP,, _ ..III III III __ INC IS PROHIBITED. ;.2j_ REV DATE DESCRIPTION 7 l%llll-lll� _ - „f� j - #6 @ 16,. 0/C VERT.' :o I III=III=1I1=1I1=111=1I1= -III=111=III-III=III_- FIN _GRADE "- ` ' _ i L i FIN GRADE DRAWN BY D. HILTS ,. - - -_ x -�=1 I f-1 I I=1 I- ., r' t _� + DRAIN, SEE GEN NOTES '=III=III=III=111T'' 11-III=' o I z - - + _ DRAIN; SEE GEN NOTES '=III=III=III=1T='' ' -IjI-III,-IIL-' - ' CD z SCALE AS NOTED DATE 4=19-2007 a REVISION NO. 'I-1TI=III=III III=III=' •'-III=T1 1-1�'- (5) #4 HORIZ. (3-T) & (2-B) `o • =11H11=1' e (5) #4 HORIZ. (3-T) & (2-B) FILE NAME #5 @ 16" 0/C I �_ 1 4 HORIZ: IIIIIIIIIIi ll' ITI-' #5 . @ 16" 0/C (H 1 E) SHEET TITLE (H 1 E) - - ` #5 @ 16" o/c VERT. (H 1 E) STRUCTURAL 1'-4" V-6" -0" V-6" WALL SECTIONS S-4" FTNG 4'-0" FTNG . PROJECT NOTES: A NOTES: MADISON CLUB - 1. SEE CIVIL_ _DRAWINGS ,;FOR TOP, OF FOOTING ELEVATIONS 1. SEECIVILDRAWINGS FOR .TOP_ OF FOOTING ELEVATIONS.__ - .-_ _ _ _ ._ CVWD- WELL SITES 73A 74A, 77A, 78A & 79A 2. LAP WALL VERTICAL REINFORCING WITH DOWELS. 2.' LAP WALL�VERTICAL REINFORCING WITH DOWELS. PERIMETER WALLS + PROJECT NO. . • 07-004 SHEET NO. WALL SECTION 3/8"=1'-0" 2 WALL SECTION 3/8"=1'-0" 1 S-4 " HILTS CONSULTING GROUP, INC. 16716 QUAIL AVE. COUNTRY C CHINO HILLS, CA 91709 WROUGHT IRON FENCE (BY OTHERS) TEL. (909) 590-5200 (75% MIN. EFFECTIVE OPEN AREA) X �pFESS/ON 0 4 I 4 HORIZ. �pQ GRAS q( S-72 • ` , . - m /� EO /�~ 0. - - ' !• •j a w • .. - * p 0. S 681 �( EXP. 3/31/2008 • 9TFOF _ FIN GRADE 2 4 HORIZ 8" CMU (SOLID GROUTED) , ' i _ C AL�F�� CD (LEVEL) h . #5 @ 24,, O/C VERT. (CTRD) .• yr r , k' , - c11 ' ..t 7 M #4 24' O/C HORIZ - EO 8" CMU (SOLID GROUTED) THIS THIS DRAWING AND THE DESIGN CONCEPTS _ c • 2 ` 4 HORIZ FIN .GRADE 5 @ 16" O/C VERT. CTRD • # / ( ) IT ARE THE PROPERTY OF HILTS CONSULTING GROUP, INC. THE a lII=II1=1I1=1II=111=1II _- i I I III -I 11=1 I I -1 11-' -. 1 3:1" ( "MAX.)) 4 @ 24" O C .HORIZ. / DRAWING IS AN INSTRUMENT OF SERVICE PROVIDED FOR USE ON THE SPECIFIED g _ _ '—ill 111-III—II 00 #6'@16" 0/C PROJECT IDENTIFIED. USE OF THIS DRAWING Y 4 N z " i T VERT. DOWELS WITHOUT WRITTEN CONSENT AND PARTICIPATION OF HILTS CONSULTING GROUP, 12"'CMU (SOLID GROUTED) t _ INC. IS PROHIBITED. REV. DATE DESCRIPTION #4 @ 24" 0/C HORIZ. E.F. • g Z \� o Lam, 5@24"0C / 2 " ry Q 2• • o DRAWN BY D. HILTS 01 00 #7 @ 8" 0/C DOWELS 2" #4 24" 0/C v 04 x �+ Q DRAIN, SEE FIN GRADE SCALE AS NOTED �: - GEN NOTES DATE 4-19-2007 z o CD =IIIIIIII=III=III-I' Z REVISION N0. 4@ 24" 0 C DOWELS o Q=-11-1_TITIIL='' DRAIN, SEE # /0 GEN. NOTES g 1 FIN GRADE �, II °r; i _ FILE NAME c0 I; SHEET TITLE CD - z=111111IIII1�I�III111=I' N CD � r -I :r T III=III=III=III III III- (5).#4 HORIZ. (3-T) & (2-B) � _I�I�ii-111 • STRUCTURAL #5 @ 16" O/C WALL SECTIONS -Iii-In-nl-nl—I (9) #4 HORIZ. (6-T) 11=IIIJII=III=11' & (3-B) 2'-6" -111iII I liJ l l_ i•� .. rn #6 @ 16" 0/C (H 1 E) ^.. 3'-9" FTNG PROJECT (2) #4- ORIZ. s . .. _ MADISON CLUB _ - #6 _--'NOTES: @ 16" 0/C (VERT) (1-11E) 1 *�' - • _ -ix ��.._ �.r. C�/WD.WELL -SITES 73A, 74A, 77A, 78A & 79A • 1. SEE CIVIL DRAWINGS FOR TOP OF FOOTING ELEVATIONS. PERIMETER WALLS 3,-iC -0" 2'-6" . ' .. 2. LAP, WALL VERTICAL REINFORCING WITH DOWELS. - - 7'-0" FTNG • _ . PROJECT N0. NOTES: 07-004 1.' SEE CIVIL DRAWINGS FOR TOP OF FOOTING ELEVATIONS. '' - SHEET NO. " 2. LAP WALL VERTICAL REINFORCING WITH DOWELS. WALL SECTION 3/8"=V-0" 2 WALL SECTION 3/8"=V-0" 1 S-5 • HILTS CONSULTING GROUP. INC. 16716 QUAIL COUNTRY AVE. ' - „ WROUGHT IRON FENCE) (BY OTHERS)} r C CHINO HILLS, CA 91709 (757 MIN. EFFECTIVE OPEN AREA) TEL. (909) 590-5200 WROUGHT IRON FENCE (BY OTHERS) (75% MIN. EFFECTIVE OPEN AREA)0 4 I pfESS/0 FIN'- GRADE S-7 . FO \ AS Q j (3 1-_ MAX.) Y o r f _0 4 I K cr.'s, +� i{ i .:r 3 EQ Q rt No. 3681 - FIN GRADE S-7 '. : _ !T. .',:`_ ' }' * EXP. 3/31/2008 (3:1 MAX,) f� t .. 2 4 HORIZ '-CMU `rq sTROCTU TFOF EOv LEO - _ 8( SOLID GROUTED L \Fps %•,?7 . �, ' ..• r o �,;�l�j� #5 @ 24" O/C VERT. (CTRD) ' i - _ 2 '# 4 HORIZ . ` t 8" CMU (SOLID GROUTED) r ; �_ r 2 4 HORIZ - THIS DRAWING AND THE DESIGN CONCEPTS IT ILLUSTRATES ARE THE PROPERTY OF \llLll�ll�ll � .1i Y � #5 @ 24" 0/C VERT. (CTRD) t^ � • � t JS'�_,; � '= • HILTS CONSULTING GROUP, INC. THE DRAWING IS AN INSTRUMENT OF SERVICE - C,4l�� lll�li�,lT�l�, = :. /\ ;,, #4 24.' ' @ 0/C HORIZ. vc: `. g • - PROVIDED FOR USE ON THE E PROJECT ED., UST F HIS DRAWING _ 2 4 HORIZ ' •' N . ^�, WRITTEN PARTICIPATION OF HILTS CONSULTING GROUP, -r _ - i• t: - , -. . - INC. IS PROHIBITED. ° a 12" CMU (SOLID GROUTED ) .. 12". CMU (SOLID GROUTED ) - �HORIZ. REV. DATE DESCRIPTION #4 @ 24' 0/C HORIZ. El. z Z -� - #4 @ 24" 0/G E. F. ' - - - z - v y. 2 2 - - #4 @ 24" 0/C �.:. #6 @ 24" O/C , DOWELS DRAWN BY D. HILTS . o DRAIN, SEE #4, 24., O/C DOWELS � -: #8 @ 8° OAC 2..10 U' � SCALE AS NOTED in GEN. NOTES FIN GRADE olo �� .�,:� g , ' �: DOWELS #4 @. 24" 0/C DATE 4-19-2007 • =III=III=III=It1=�' - I .-z; DRAIN, SEE `Z o • , o o REVISION NO. CD z -III-1 I I-11 I-' N ` .. r' cn o ; GEN. NOTES . #4 @ 24" 0/C DOWELS o Q cli � I � FIN GRADE n. II FILE NAME lACL - P• (5) #4 HORIZ. (3-T) & (2-B) o I z � " =III=111=III=111=''. `D o �_ 0 -III I I I=1 11=' �, SHEET TITLE • III=11 I' ao Ii1=IiI=I N STRUCTURAL C) =1 i I-1 �' ,.. I N III= #5 @ 16" O/C (H 1 E) ° WALL SECTIONS ' '(9) #4 �HORIZ. #5 6 16., 0/C (2) #4 HORIZ - " -III,�IIT_II„III- 6-T &(3-.B).. I(6-T)- _ (VERT) (H 1 E) #��.�.� � 6,. 0/C � .° ' - - y a 2,-0., -o" 1 =6" _ . ,,4 (VERT) (HIE) I #6 @ 16" O/C (H1 E) • ."r I PROJECT 4'-6' FTNG MADISON CLUB - 3 Z: 4 HORI ._ :• CVWD WELL -SITES 73A, 74A, 77A, 78A & 79A _ 7 PERIMETER WALLS NOTES:- 3'-6" -0" 3'-0" 1. SEE CIVIL DRAWINGS FOR TOP OF FOOTING ELEVATIONS. - -" PROJECT NO. 7'-6' FTNG 2. LAP WALL VERTICAL REINFORCING WITH DOWELS. NOTES: ,f... - 07-004 1. SEE CIVIL':DRAWINGS FOR TOP OF FOOTING ELEVATIONS: SHEET NO , 2. LAP WALL VERTICAL REINFORCING WITH DOWELS. ' '. . c-6 WALL SECTION 3/s"=1'-0" 2 WALL SECTION 3/8"=1'-0" 1 HILTS CONSULTING GROUP. INC. • 16716 QUAIL COUNTRY AVE. • � tl V II • • ry i C CHINO HILLS, CA 91709 - VERT. WALL REINF. EA. s TEL. (909) 590.5200 a o SIDE OF CONTROL JOINT WROUGHT IRON FENCE POST TERMINATE HORIZ. REINF. EA. = (BY OTHERS) SIDE OF CONTROL JOINT . ' � o SOLID GROUTED IN CMU Q�OFESS/pNq Ns EXP. 3/31/2008 TU-P�A�N -•FOF' CAOF� 7 THIS DRAWING AND THE DESIGN CONCEPTS f• i 3/8" CONTROL JOINT IT ILLUSTRATES ARE THE PROPERTY OF HILTS CONSULTING GROUP, INC. THE L..� .. (FULL HT. VERT. JOINT IN CMU) DRAWING IS AN INSTRUMENT OF SERVICE PROVIDED FOR USE ON THE SPECIFIED PROJECT IDENTIFIED. USE OF THIS DRAWING • WITHOUT WRITTEN CONSENT AND , PARTICIPATION OF HILTS CONSULTING GROUP, INC. IS PROHIBITED. REV. DATE DESCRIPTION NOTE — MASONRY CONTROL JOINTS SHALL BE PROVIDED IN CMU, WALLS AT '30,'-0" MAXIMUM SPACING, CHANGES IN WALL HEIGHTS, STEPS IN- WALL OR FOOTINGS, AND AS INDICATED ON THE DRAWINGS. FENCE POST DETAIL CMU CONTROL JOINT DETAIL a"= 2 '—o / — "2 DRAWN BY D. HILTS • ,' - SCALE AS NOTED ', DATE 4-19-2007 ` - 3/8" CMU CONTROL JOINT REVISION N0. ` . @ FOOTING STEP//f— VERT. WALL REINF. FILE NAME - REBAR — SEE WALL • SECTIONS EA. SIDE OF FTNG STEP SHEET TITLE '. - ' < STRUCTURAL a ° CONSTRUCTION JOINT _71" I I I I DETAILS ' ROUGHEN CONC.. TO 1/4" AMPLITUDE & COAT CONC. w . SURFACE W/ BONDING AGENT, N `D� I I z SEE GENERAL NOTES z Ll rl o a 1 - Iz PROJECT -°° FORMED KEYEWAY MADISON CLUB — • � ,. CVWD WELL -SITES 73 EQ/2. EQ STD. H OK 74A, 77A, 78A & 79A (TYP•) PERIMETER WALLS' • 3'-0" EXTENSION 3'-0" EXTENSION PROJECT N0. "CL 07-004 FTNG STEP SHEET NO. CONC. CONST. JOINT DETAIL 1 1/2"=l'—o" 3 STEEPPED FOOTING DETAIL /2"= '—o" 1 S-7 .a t. •. VICINITY MAP • f j -r i) •• ' k • - , ` 1 PLANNING & ZONING COMPLIANCE • a - • a - f MASS GRADING SITE -REVISED-ANfD:PRECISE GRADING.FOR - PERIMETER WALL,=Ai`;JD BERM -' a a DCLAS/R. LA R. EVANS DATE CNITY DEVELOPMENT DIRECTOR MADISON CLUB GENERAL NOTES: TYOF Y - u aulNrA TENTATIVE TRACT NO. 33076 AR IN THE CITY OF LA QUINTA WIT O IN SECTION 10 T.6.S. R.7.E. S.B.M . M I. ALL WORK SHALL BE DONE IN ACCORDANCE NIM ME STANDARD PUNS OF ME CITY OF LA Quit IANDA ON OF Aou NTA SPECIFICATIONS PLA FOR PUBLIC WORKS CONSTRUCTION. TEDIT EDITION. AND ME CIn M U QUINTA SPANIARD PUNS, DATE LIC WO Z1, 2001. LATEST EOIRGN AND ACCORDING CONSTRUCT V DITCH / BENCH PER DETAIL 1 ON SHEET 2 PROJECT NOTES: O I 1 ] 16810 LF. TO LA OUINU, MUNICIPAL CODE. 04APTER 8.80. r 4200 LF. • � 2. IT SHALL BE ME RESPONSIBILITY OF THE DEVELOPER/OWNER OR CONTRACTOR TO APPLY TO ME ON ` I. RESIDENTIAL OVER E%CAVARGN PER GEOTECHNICAL RECOMMENDAnONS., Madison ♦ highlighted OF LA QUINTA PUBLIC WORKS DEPARMENf FOR ME NECESSARY PERMITS AND TO BE RESPONSIBLE + -- .2. REFER ro OUST-COlMOL/PM10 PLANS DATED 10-13-06. g lV LL O ' FOR SARSFACFORY COMPLIANCE NIM ALL -CURRENT ENVIRONMENTAL REGULATIONS DURING ME LIFE O CONSTRUCTION ACTIVITIES FOR MIS PROJECT. ADDITIONAL STUDIES ANO/OR PERMITS MAY BE REWIRED. 71 ! p 3. STORM DRAIN IMPROVEMENTS PER SEPARATE PLANS.12 ' '"r � [ 4i-•�' ^ �` + _ - - 3. IT SHALL BE ME RESPON981UN OF ME DEVELOPER OR CONPRACTOR PO APPLY TO ME CALIFORNIA '� 4. REFER TO CANAL IRRIGATION RELOCATION PLAN DATED 11 -OB -04. _.. �_ -_ . -_ _ _ - �' - DEP HENT O TRANSPORPAIM) (CALTRMS) FOR AN ENCROACHMENT PERMIt FOR ALL WORT( .PERFORMED WITHIN ME STATE RIGNr Of WAY. • / { a S. REFER f0 SITE DEMOLITION PLAN OATS° 10 -II -o4, t PARCEL MAP_ NO. 6204 - P.M.S.ID/27 "� ,.'HL_ 811-94 r 4. ME CGNMACIOR SHALL OBTAIN ALL PERMITS AS REWIRED BY WE CITY O U WWIq OR °MER CITY. OF LA QUINTA - - S. IGEN MED BALANCE MEA NTIL BE MJUSIEO BASED UPGN ACTUAL y - SHRINKAGE MD AS -BUIL! FOLLOWING CGNSTRUCnON. _ DRAWING NAME: MG-OOOiRCH-03-01 a ,. --- � ! 1;;1�: • L � S. .. GOVERNING AGENCIES . t ME CONTRACTOR SHALL NOTIFY ME ` • 7. LOT NUNBFAS AND PATI ELEVATIONS ARE PROVIDED FOR REFERENCE. - ____ _ _ - �L - - - _ _ - - - - - - I A •� _`•- • I . ' - (^d� 1, A CITY PUBLIC WORKS DEPARTMENT 48 "OURS PRIOR TO MY GRADING. BRUSHING OR CLEARING MO EACH PHASE OF CONSTRUCTION AT (760) 777-7075 MO 4B HOURS PRIOR TO REWIRING INSPECTIONS _ �, 4 ••• L j 4•w E_ • FINAL PAD GRADING PER PHASED ROUGH GRADING PLANS !• t/ p 9 r f _. .,.• 4'p a i 1 hx THE NORTH LINE OF THE NW 1/4 OF SECTION 9, TOWNSHIP 6/ „ . _ r I SITE DATA: ' fi •a p I - '6'4 ) ♦ s: 7'grTNIYJI3U2e-.1]? ' . n I , ' 6 CON LOCA FC 1°OR°NSHnLIEXISTING C ERMINE M ExACT LOCATION OF ALL E%SnNC U UnES"PROXIMATE BEFORE COMNENGNGE Y ' ♦ 1 •1 I - --,p �- ��\ T•j : •IID L!� ' L6 M, I t a • 4 T WORN. NE AGIEES TD BE FULLY RESPONSIBLE FOR MY MD ALL DAMAGES WHICH NIGHT BE - i. • a(� ., ' D]I;C • --��'- -,E MINI ` n • '` I aC V _ - •� a - .00CASIONED BY HIS FAILURE r0 EXACTLY LOCATE AND PRESERVE MY AND ALL UTILITIES. 91E EA 470.3 AWES , - . .. GRADING NOTES ri Y 2: LARD USE OE9GNAnGN - J y"-�L ai + • p I j 7. ME CONTRACTOR SHALL BE RESPONSIBLE FOR ME REMOVAL, REPLACEMENT OR RELOCATION OF ALL Y _ j' • ENSnNC/PROPOSED: ' I 'a^ ► i N `N /,�! + Y L' ,'» I s .. REGULATORY, WARNING MD WIDE SIGNS. - F - R'` ' • 1 • ` t'aiR GENERAL PLAN USE IS LOW DENSITY RESIDENTIAL 2-4 W AL . LOW V - ' ` A, 'w• - - B.STREET N tM•`, y I. GRADING SHALL BE IN ACCORD MtE NIM ME ENGINEERED GRADING tib. 1 ( / ) -� 1 --I' • I ME SIGNS MD TRAFFIC CONTROL SIGNS, TYPE AND LOCATION SHALL BE ARFIROVED BY MEREQUIREMENT Of O ME UNIFORM BUILDING [WE, LATEST EOInGN, AND _ ^ ♦ BEN9N RESIDENTIAL YAM AGRICULTURE/EWESTRIM OVERLAY "• p ! I • Ia J' + �a1E y .}. , I _ I CITY ENgNEEfl. TRAFFIC SRONNG, LEGENDS AND PAVEMENT MARKERS. ME MO LOCATION SHALL BE N - - r ! (0-3 OU/AC) MD GOLF COURSE OPEN SPACE PER MENDED SPECIFIC + 1 j } , - t - - -a SOILS REPORT. LE N0. 0]II]-10, 00 09-772. • 3GIiC r I It //" APPROVED 0Y ME CITY ENGINEER. r : 4 '- PUN SP -099 -OM3. _ • DRIED: JANUARY 28, 2005 '•' , ••. } f .3. -EXISTING LAND USE: VACMT/UNI PROVEO/ACRICULMRAI/CMSMUCnON STAGING - �tI I• 2 A i/ I' a A' /w/, I - 9. ME CONTRACTOR SHALL Nor DISTURB EXISTING SURVEY MONUMENTS DR BENCH MARKS NOTED ON ME PREPARED BY: SLAODEN ENGINEERING - 4. PROPOSED LAND USE: RESIDENTIAL/GOLF BAL/GOIf COURSE/CWNIRY CLUB MENInE$ I I I • 7 - I I, •T . V PLANS, OR FOUND DURING CONSIflUC DON. REMOVAL MO RE➢ULEYERt 5"ALL BE DIRE BY A U v O REGISTERED GIRL ENGINEER NIM M R.C.E. NUMBER BELOW 33.966. OR A LICENSED lAN0 9lRVEYOR, _ Y S 11WBER OF PROPOSED LOTS - _ j' `. df�. TELEPHONE NO. (]14) 323-0932 • t 1 L YTS W$TW SINGE FAMILY DETACHED .................. 200 UNITS - - .• • I • , \� f -'O a` _ . . ONLY. I (D \ T- WE SOILS ENGINEER MO THE ENGINEERING GEOLOGIST SHALL EXERCISE !;{- DETACHED VILLAS ....:............................................ SO UNITS 7 N' (" • . det\ N m 1\ _ 4 I - SUFFICIENT SUPERVISORY CONTROL DURING GRADING TO INSURE 6. - PUBUC AGENCIES / UnUIIES ,. •'Y' U - • �}. 8 I 10. CGNStflUCTION OPERATIONS MO YAW iFNMCE O' EQUIPYENr W1MIN ONE NAIf UIIE or HUMAN ♦ , •� Co PUMICE NIM ME PLANS, SPECIFICATIONS. ANO CODE N1MIN MGR +�'''. �A.• SEWER: COAGNELIA VALLEY WRIER DISTRIGt 550( / I 1a Ji �'- I -1! v-._ OCOUPMCY SHALL BE PERFORMED ONLY DURING ME TIME PERIODS AS FOLLOWS: OCTOBER IST TO PURVIEW. - WATER: COACHELLA VALLEY WATER DISTRICT 'y t / - J' •' • J"•\` '/y► MNL 30M: YGNpAY -FRIDAY ]: Do M TO 5:30 PY SATURDAY 8:00 M TO 3:00 PM MAY IST r0 . r STORM GRAIN: CITY OF LA QUWIA N - I - L I I I - SEPIG.NBER WM: MONDAY - FRIDAY 6:00 M r0 7:00 PM SATURDAY 8:00 M 10 5:00 PM WORK ` -R J. ME 0E9W CIVIL ENGINEER SHALL EXERCISE SUFFICIENT CONTROL WRING '�- PONCE MD ME: ON OF LA WINIA � � � .. III' { ( � ' '�\ 1 t I SHALL BE PROHIBITED MY RUE O! SUNDAYS OR ON FEDERAL HOLIDAYS. ME CITY RESERVES ME - - - GRADING MO CONSTRUCTION t0 ENSURE COMPLIANCE AM ME FILMS, SCHOOLS: COACHELAA VALLEY UNIFIED SCHOOL DISTRICT , ' I III ( Itp / y_(^ \ m - I ^ , RIGHT TO ARPLY FURTHER nYC RESTRICTIONS AS NEEDED TO WORK OCCURRING GN ARTERIAL AND _ r P�, ' $PECINCATIGNS, MD COOS NI MIN HIS PURVIEW. _ , ♦Yls. ELECTRIC: IMPERIAL IRRIGATION DISTRICT . ! - �� f� h. I \ \: Z . ✓% •,N COLIECiOIt STREETS DURING HIGH TRAFFIC VOLUME HOURS. - " %r� ^ U - CAS. ME GAS COMPANY III r•."l I ` - - _ [�' DUfl1NG'RWGN TRADING OPERATIONS MD PRIOR f0 CGNSIRUC TION Di ' TELEPHONE: VERIZOU - 30C'. • III -_ _ II •�` +\1' (�. 1 - 41 I • • ,• Q `R1 5 )i� - 11. ALl TRAVELED WAYS MST BE CLEANED DAILY OF ALL GIRT, MUD MD DEBRIS DEPOSITED ON TREY AS PERMUTENt DRAINAGE STRUCTURES. TEMPORARY DRAINAGE CONIROI • COLE 'K: TIME WARNER' • 0 1� I A RESULT OF ME GRADING OPERATION. ttEMwG IS TO BE GONE TO ME SATISFACTION OF ME CITY • SMALL BE PROVIDED t0 PREVENT PONDING'wA TER AND OMACE 10 Y + :7. ; CARMWORK WANOTIES (RAW) - .. , a it T «I t Ppm �/ (� • ' \ I ( A y ENGINEER. .ADJACENT PROPERTY. - CUT: 3.630.119 C,Y. NET IuPORTAEXPORT):(0)' C.Y. " III �^ I _ "�I (/ I 7 - FILL 2.691.408 C.Y. II ]I •`1 A .12. ALL CONSTRUCTION AREAS SHALL BE PROFIERLY'POSTEO MO UGH FED IN CONiORUMCE'mM ME - - • S. AFTER CLEARING, EXISTING GIiWNO SHALL BE SCARINEO TO A MINIMUM OF 8' SH 938,711 C.Y. I 1 {H:._IC.1 lP' • I ' STATE MMUAL OF WARNING SIGNS. UGH IS ANO DEVICES FOR USE W ME FIEpFORNANCE Oi WORN - a ON ME ENTIRE SITE OR AS RECOMMENDED 01 ME SOILS REPORT. S. SOURCE OF IOPOGRMNO TETRA TECH MAPPING COMPANY DATED: 11/25/03. I' / �J/ R2 N�f C` �Y•' \� I I : ,V UPON HIGHWAYS, IN ORDER TO ELIMINATE MY HAZARDS. - A' • 750•. • I ". 1 n 13. •CONSTRUCTION PROJECrS DISTURBING MORE MAN ONE ACRE MUST OBTAIN A NATIONAL POLLUTANT, 6. ME YAYJUUY CUr ANDFILL SLOPES SMALL BE 2:1. 9. FEYq ROOD ZGNE:C v I r a v -l" \ B . 1 ' {'• • _ •• DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT. OWNERS/DEVELOPERS ARE REQUIRED r0 FILE A • 7. PADS SHALL BE COMPACTED TO A MINIMUM OF SIM. RELATIVE DENSITY PER + - ' - N t. -� • _ ♦ NOTICE OF INTENT (NOI) NIM ME WATER RESOURCES CONTROL BOARD (SWRCB), PREPARE A STORM R • &ST.M. SPECIFICATIONS MD ME MOVE MENRONEO SOILS REPORT. - • II ! 1A \ Rtl I1�• 9 I� - WATER POLLUTION PREVENTION PLM SWPP M° MONITORING PIAN FOR ME SITE. ME NATIONAL 7 3 LEGEND Nf w ♦ y II ) �` er �� ' / I A / u P 3 6p n p \ I w" POLLUTMr DISCHARGE EUMWA TION SYSTEM IS A NATIONAL PROGRAM TO CONTROL NON -POINT SOURCE a + ' s t + •B. MINIMUM BUILDING PAD DRAINAGE SHALL BE 2A DRAINAGE SHALL BEA MACP BOUNDARY I I I j ro Y n Y 9 q 4 al _ x O POLLU rM IS CARRIED BY STORM WATER. ME PROGRAM IS IMPLEMENTED ANO ENFORCED BY ME SLATE ' MUIMUM O 0.3' DEEP MD BE CONSTRUC MO A MINIMUM OF 2' FROM ME TOP �_� � � / �:;\ O ''+ \ I - I! m - WATER RESOURCES CONTROL BOARD. _ . - ' OF WT OR FILL SLOPES. ME MINIMUM SLOPE OF SWALES SHALL BE O.SOI PROPOSED CONIWR - -' �a+0---� • y70C'• ( •' m aH %• �� Gi �I,LIV _ F~0'.-+ • ii '7•)0.'• -A ♦ >- •�II 1 _ `%Q. 1 14. ME ON REINNS ME RIGHT r0 REWIRE PUN REW9WS AS NECESSARY. SUBSEWENT TO PUN •9. ALL FALLS SHALL BE COMPACTED r° A MINIMI a NIWEIY (90) PERCENT O ENSONG GGN TOUR. • - IT '1 \ 1 �( Ira m e7 �,\_� I -r /�� pR • - ARRROVAL BUT PRIOR TO COMPLETION OF ME IMPROVEMENTS SHOWN ON MESE PLANS IF MT NEW' +. - MAXIMUM DENSITY AS DETERMINED BY ME UNIFORM BUILDING CODE - • - - r _ STREET IMPROVEMENTS HAVE BEEN INSTALLED BY ME CITY OR A MW° PM rY WITHIN ME IMMEDIATE - SECTION 7010 OR EQUIVALENT AS APPROVED BY ME CITY ENGINEER. NEL° Y " _ -C - _ )I ,1 y 1 � � `J ,- / VICINITY O ME IMPROVEMENTS PROPOSED BY MESE PLANS MAY IMPACT WE DESIGN INTEGRITY OF 3 v CUT /RILL UNE • II 1Al� l.- DEN9ry SHALL BE OE IERYINED UN ACCORDANCE NIM ME UNIFORM _ _ F ME IMPROVEMENT PROPOSED IN MESE PLANS AS ORIGINALLY APPROVED. ALL COSTS, INCLUDINGBur BUILDING CODE SECnON 7002, OR EWIVALENF. AS DETERMINED BY ME CITY • - f mm l,` �- NOT UMITEO TO DESIGN AND IMPROVEMENT COSTS WWRRED AS A RESULT OF MY DESIGN REVI90N5 _ Ek CH -11-1. DAYLIGHT UNE 75D, II i I a I N U '�t -':may LOQ,. ' f y 1 O .I 6500 SHALL BE BORNE BY ME IMPROVEMENT SPONSORS a '1•T ' 10, ALL SWEET SECTIONS ARE TENTATIVE. ME MINIMUM SECTION IS ]' A.C. OVER , PROPOSED SPOT ELEVATION . S' x_ • II ` 1 .� ,1 ``\ f11 �G�{aT� \ `\ Pe 1 7 - IS. MESE PLANS ME VAUD FOR A PERI W NOT f0 E%CEEO EIGN PEEN (IB) MONTHS FROM DAZE OF 4.5- CRUSHED A.B.. ADOMON AL SOCTEST(S) SHALL BE REQUIRED AFTER PROPOSED GOLF COURSE FUTURES I APPROVAL ME IMPROVEMFNt SPONSOR SPALL BEAR ALL COSTS ASSOGAIED NIM UPDATING ME - 4 A• ROUGN iH TING TO DETERMINE EXACT SECTION REWIREMENtS. ME CITY __ - - _)( / R \.1 �� _ += ? PIANS, INCIMDING BUT NOt UMIIE° TO OESGN MD IYPROKMENr CO515. r0 AFFECT CONPUMCE C� + y y ENGINEER SMALL APPROVE ME FI STREET SECnW. 4 + LOT UNE • , , •--•------ II I 1 Na L� u J ® NIM MY NEW GIY $FMOAR11 OROINMCES. OR LAWS MO REGULATIONS. ENACTED OH ADWIED BY -A - -) I .. -7, ME CITY OR DIMER JURISDICnONS NIM AUMOMIY SUBSEWENf TO ME PLAN APPROVAL DATE. .._ 4 II. SE ON ENGINEER WILL RENEW FOR APPROVAL ME FINAL STREET' '.' LOT NUMBER -TRACT ]30)8-I jXX A GOCC .N +7 . N O_ .N Gtif'T- 16. CONTRACTOR SHALL REMOVE MD REPLACE EXISTING SIDEWALK AS NEEDED At ALL LOCATIONS WHERE � SECTIONS TRIER WBYI TTAL Of A. VALUE TESTS FOR ROADWAY SUB -BASE .;' - - • 5 I pF 1� IT IS SECTION. UNEVEN AT QUIRE EN OPPLIES E DAMAGED. PURSUANT t0 IN PEEFSURL h HIGHWAYS ' LOT NUMBER -TRACT ]3078 xxB P• II � 40 bbb 'j O ` m - - • 12. LOCATIONS O NELO DENSITY TE !ESTI SHALL BE DLLEBMINED IC NT SOL - + , I ' m , CODE SECTION 3610. MIS REQUIREMENT APPLIES t0 ALL SIDEWALK LOCATED IN PUBLIC NCHf OF WAY II % u t I m ADJACENT TO PROPERTY BEING DEVELOPED. ENGINEER OR o VERTICAL PEST AGENCY MD SMALL BE REPRESENTATIVE IN BOM • Xx.%% pM ELEVATION • I �, / ) , \ LO �O � 71 + ' rEsn GNFAL ALL VERTICALD. IES1ENf r0 RROVIOE RE CMAC L nVE •I'•/• (l . I LESTING O qLl RILL PLACED. TESTING W MEAS OF A GOTICAL NATURE OF I.G - IOP OF WRB _ SPECIAL EMPHASIS SHALL BE IN ADDIHW TO ME NORMAL REPRESENTATIVE III w m Y ' LEGAL DESCRIPTION SAMPUNGS. - F.S. ` FINISHED SURFACE SSCi ' II �A- aT Im 1� � �n ] NO ; N - - j , • J /� �F j 1,' R97 '`:C:i � - BEING A SUBDIVISION O' SECTION 10. TOWNSHIP 6 SWM. RANGE 7 EASE. Ili i Y J70 y �•\ 101 m I - 'SM BERNARDINO MERIDIAN w ME CITY OF RIVERSIDE. STATE OF - I]. ME FINAL COYPACEGN REPORT NIDI TESTING PERFORMED. Ou SOILS ENGINEER F.L. FLONLNE / I dd • I I r - BE TD TVIEAW ME RIPE TH FIELD IESNNC MIN -P EACH TEST .HALL • ; I / ) Alp 11 IG IM Ila Ila Ftp t`�, - CMFORNIA. EXCEP RING THEREFROM ASTME NORTH HALF TH MEQUARTER NORTHEAST BE THEE A CO ME DRIVE O OBTAININGMSME IN-PLACE DENS". E. X%X.z% FUTURE PM EIEVA PON ( /� .a f IO pa lo(�, 7 7 . WARIER om 0. SW MECEP NG IN OF ME L OF AST WARIER OF TEST. SUFFICIENT R SMO CONE OR DOVE MNG MD $HALL BE SOL BE FOR EACH i 1 (/ _ Y-�- 1m Ta. TRASAISECTION SI ALSO EXCEPTING MEREfROY ALL O MAT PORTION Oi TEST. VERIFY E ACCURACY DENSITY AXT.U. OIN9 SHALL S PERFORMED F.C. NMSIED GRAPE i? , 40 / f Jd7 tm 11- s•fe� X117\-\ ) SHEET INDEX TRACT No. 29894-] Y.B. ]SI /33-48. TO VEIEC ME ACWRACY a ME YALMUM OENSfY WAVES USED BY IINE - 501t; • / 1 0 10 f-•• -f /%� .J -- N� -aAI II I N�- NELO IECHNIGAN. M.P. • HIGH POINT -_ -- - 14. ALL UNDERGROUND FACILITIES. AM LATERALS. SHALL BE IN PUCE AND EVC EMERGENCY VEHICLE ACCESS ` " SHEET NO. DESCRIPTION SHEET NO. DESCRIPTION Q INSPECTED PRIOR TO PAVING. INCLUDING BUT NOT LIMITED f0 ME Q FOLLOWING: SEWER, WATER. ELECTRIC, GAS MD DRAINAGE. - PROPOSED ROPE (2.1 MAX) - -- _ ' d _ 1 TITLE SHEET 12 _ WAIL 6 PLAN LU I5. ME FINAL UTILITY UNE BACK RILL REPORT TRW THE PROVECI SOL ENGINEER R Or GRADE OR FLOW NIM GRADIENT - Y I ♦ 2 DE FAILS 13 _ WALL 6 PLAN Q SHALL INCLUDE AN APPROVAL SIA1ELNENt MAI ME BACK FILL IS SUITABLE •T 4f o6 �; h k + I d i t 3y A',,; 3 MASS GRADING PIAN 14 - ' WALL 7 PLAN ' FOR ME INTENDED USE. PLOW olREcnGN -•-•-• - ul _ a o G F o ui c 4 MASS GRADING PLAN 15 WALL 7 PLAN .F- 16. BLOCK WALLS ME NOT PARI OF ME GRADING PERMIT. SUBMIT TOR PROPOSED VIRE HYDRMi "» »•O ._ �. � � - � >" - ' � I n) { 5 MASS GRADING PLAN - 16 WALL 7 PLAN NJ w n SEPARATE BUILDING PERNII(S). - I '-' • `' 6 MASS GRADING PLAN 17 WALL 7 PLAN _ LAKE/StREM •-.-.------- . T w - . ' 7 , MASS GRADING PLAN 18 - WALL B PLAN •�T� 17. THE CWTRACIOR IS RESPONSIBLE t0 PREVENT SILT CWIMWATION OF - - - CRAPFIIC SCALE 11 •' _ _-_-_.. _.. __ 8 WALL I PLAN 19 WALL B PLAN d j 'sroflM INCITER wfRTRAnGN rgGlunes OUflwG cWSTRDcnGN of WALL ----------------- ---- x OWNER/LAND DIVIDER ,- SUBSEQUENT IMPROVEMENTS 81 ME OWMACIOR. IUMEDIATELY PRIOR T0. - - - _ - '•• - • CI • Df tl :a. ,lih 9 WALL I PLAN 20 WALL a PLAN a Lwu FINAL ACCEPTANCE O STORM DRAINAGE REtENnON/INRLTRA TON PHASE 1 LOT NUMBER M. N0. 33070-1 + 'X'A •a Plan Set IHV. 1 'a • - 10 _ WALL I & WALL X PLAN 21 WALLS PLAN W A, FACILITIES, ME CONTRACTOR SHALL CONDUCT. IN ME PRESENCE OF ME . foo 4 m foo - '�• ENGINEERIS NOTE TO CONTRACTOR: NAME: _ EAST OF MADISON, LLC I1 * WALL 5 PLAN 22 . WALL 8 PLAN G/Y INSPECTOR, A PERFORMANCE TEST DESIGNED r0 CLE ARLY PHASE 2 LOT NUMBER IR. N0. 13078 '%'B IEUGNitRATE ME FUNCOO AL ADEQUACY O ME FACILITIES. - - .. _ - A.. • 2 WAIT 7 WA 8 PLAN Y p5oy0 BUILDING ENVELOPE • a h P6500 • 1. FUTURE PAD El ARGNS HAVE BEEN SHOWN FOR REFERENCE. -.._ _-__-- I ADDRESS: 81-100 AVENUE 53 3 18. ME RESASCONTRACTOR SHALL PROVIDE FUGITIVE VEEROSIONDUST MD OUST CONTROL • - 1 InpA .300 IL - - "' -' LA QUINTA, CA. 92253 Q MEA RES AS REQUIRED BY ME NGIOVE DUST CONTROL PLM ARPROVED - ' 2. EXISTING WPRO'tEYENIS t0 8E ARMOWED/RELOCAIEO PER -_ �° _ - TEL. Na. 760-3.91-5072• ♦ 1st SUBSTITUTE MYLAR FOR MIS PROJECT. . - • DEMO PLAN OAr 10/07/04 - - r F * . PROJECT NO E: THESE REVISIONS APPROVE BERM GRADING a sON ALL SHEETS AND WALLS PER SHEETS 9 y, i'•• 810 ONLY. CONSTRUCTION NOTES AND QUANTITIES, ASSESSOR'S PARCEL NUMBERS This mylar is identical to the moor approved r (� �r� - - - _" -` `"�P�•�- THE SOILS ENGINEER HAS REVIEWED THE PLANS AND FIN S- E TO BE IN CONFORMANCE FID S REPORT. DIAL TOLL FREE ♦�`'MDF��e I-600-227-2600Nac4a3aJ s - EPSYNA AT W31 TWO DAYS A No. __.__ _-=__ DESCRIPTION =___- y _ _ APPROX. OTV - Ol CONSTRUCT V DITCH / BENCH PER DETAIL 1 ON SHEET 2 555 LF. O CONSTRUCT PERIMETER WALL PER DETAIL 2 ON SHEET 2 AND LANDSCAPE PLAN 16810 LF. OCONSTRUCT EMERGENCY VEHICLE ACCESS PER DEfA1L 3 ON SHEET 2 4200 LF. nUTILITIES; _= J' L--�wY; < •w r N - _ _ _ - - _ - -_ _ by the„ City Engineer on 04/20/05-- 1�'767-200-002 except for the revisions noted. hereon. V WATER 'OACHELLA VALLEY WATER DISTRICT 760 398-2651 767-200-004 SEWER 'ORCHELLA VALLEY WATER DISTRICT 760 398-2651 767-200-007 TO 767-200-010 aNNMra T a d ELECTRIC •' I PERIAL IRRIGATION DISTRICT. 180. 303-7756 767-200-027 TO 767-200-029 REVISEDmPERIMETER WALL MQ BERM •� � I' .GAS' HE GAS COMPANY 800 427-2200 767-210-013 TO 767-210-031 • E,E] CABLE TELEPHONE IMEZWARNER CABLE 760 340-1532 767-210-042 70 767-210-050 E"IRDI. 3x07 A p- BEFORE YOU DID • Y-7 O�r d - - USA Ln UNDERGROUND SERVICE ALERT • (760 227-2600 • li + _ - -/-- ` »�Ocall�» • � La°rxwoJrm smWCE MFA! or souTlrtAx TAL.pIwA SOIL$ ENG! 7FGFCA DATE - xt, , * �. ,. g lV LL O } _ - co LJJ Cl) I� ;,�/ R'�' o C46559 LI CCl P.E. ONE Jenner Street - s°T6 200 CO. 92618 STAMP aawroW, BASIS OF BEARINGS _ BEN[ MARK APPROVED BY: CITY. OF LA QUINTA DRAWING NAME: MG-OOOiRCH-03-01 • - _ __ MASS GRADING(SITE) REVISED AND PRECISE GRADING _ �ijO RICHARD L. LAR 6/30/07 EXP. ne: Phone: 949.453.0111 FOX: 949.453.0411 Q�2yR-D p4Xb,q �a 4 THE NORTH LINE OF THE NW 1/4 OF SECTION 9, TOWNSHIP 6/ -, I , PO'3 3w . _ » _ - FOR PERIMETER WALL AND BERM PROJECT No. - _ NO. 146559 SOUTH, RANGE 7 EAST, SAN M MONUMENT IN H ND WELL AT THE MADISON CLUB 0001 MDC _ REVISED PERIMETER WALL AND BERM B/21/ Consultants Inc. - EXP. 9-30-0] •�+qd�t''• BERNARDINO MERIDIAN PER PM 44/67-68 SAID LINE BEARS INTERSEC)ION 0 WASHINGTON S & 42 AVENUE(EELEV=117.05' MOTHY d . NAS P.E. DATE TITLE SHEET - - - REVISIONS DATE NO DESIGNED BY:T.8. CHECKED BY: J.W.P. SCALE: F FILE No'. N89•46'12•E ' �- -- I, PUBUC, R.C.E. R 01 [TOR/CITY ENGINEER - -TENTATIVE TRACT MAP NO. 33076 SHEET 1 OF 23 -' DRAw4 er: B.S.W. DATE: 04/18/06 1"= 500' 0502 �' No. 5843 EXP: 12-31-06 PORTIONS OF SECTION 10 T.6.S. R.T.E. S.B.M. R/W 150' IMAGE CORRIDOR �. 20• - PROPOSED 8' HIGH .. , WALL LAYOUT UNE 'f LANDSCAPE PERIMETER WALL - 6 - - TOP OF WALL ELEV SS, SETBACK _ T.W. VARIES It - 4FG d Nutn-usEr cow HOE I LOT / 12a BERM QE .. TRAIL 1003.75 1002.96 iFENZRT.4T.2R 3:1 M_2R J 101251007.1G.G. 1005.0 F.G. F.C.`8MADISON STREET SECTION A -A - $L - - LANDSCAPE 1004..6SCALE:20' EVA MEDIAN 9 SW HORIZONTALI-20'_ 3"VERTICAL 1•-20' 3" CUNT TE OR CONC. ON 6X6 (10-10) W.W.M. M - R/W _ _ O --PERIMETER WALL DETAIL _ ` 28• .. N.T. .. 2 - - . 'FINAL WALL ETA. PER E - LANDSCAPE _ - - ., _ _ _ ,- STRUCTURAL DESIGN. -` SETBACK PROPOSED 6' HIGH - _ N.T.S. ' 110 MULRI-VSE PERIMETER WALL .. _ - iRAIL r T.W. VARIES FENCE 1 . 34'X f a r 'I I01L.0 3:1M 1023.5 4,LY .. - f 1007.03 I F.G. I F.G. T.C. .1:\ 2R � - �- - 2R J 1016.5 , " Lor / 1a - - - 1009.9 F.C. .. .. .. _ . AVENUE 52 - 9' SWSCALE SECTION &B , - _ HORIZONTAL 1'-20'.. .:' . .. . . ..: 6* GONG CURB VERTICAL 1'.20' R CUTTER (TYP.): .. . 990.0 i, _ - PRS OSED .. _ _ " . F.S. -3 L1P - PERIMETER R WALL P SHOULDER ' - - ... IOOZ.O GG JI M flANp10 SANTANA PER ROLE 20, - ON 2R 2R i (PAD -900.9) SECTION C -C -PAVEMENT T OR SCT .. P P.C.C.OPATH REINFORCED NNFO CER . HORIZONTAL 1-.20' DETAIL A A.C.AG TO MA CMT PATH FINISH SEE • ' . .. ' VERTICAL 1--z0' "ORAINA ISR MAX. GRADE - SCALE _ - ..AC CROSS SECTION- - DETAIL TYPICAL N.T.S. - 150' IMAGE CORRIDOR PAVEMENT STRUCTURAL SECTION TO BE - - - - . - -. .. DETERMINED AFTER R -VALUE IS TAKEN - - - I,. f 896.0 1001 .. - • LOT/'Y � i i.B _ F.D. PROPOSED PERIMETER WALL PER - - RANCHO SANTANA - SECTION O -D .. ST DRAINAGE.- - - - HORIZONTAL 1'=20' - WAGE - LANDSCAPE VERTICAL 1'.20' - - _ . , MATERIAL A.4 PVMT. .. R/W PER PIAN _ .,. ISO' WCE CORRIDOR 10• MIN. aC. PVMT. OR P.C.C. SHOULDER A.B. ' PROPOSED 20' - - . PERIMETER WALL LANDSCAPE - _ T.W. VMIES SETBACK ' 991.2 F.C. DETAIL'A'- REINFORCEDSHOULDER DETAIL ID' MULTI -USE f N.T.S. f MAIL - 5. LAKE EDGE _ _ I._ LOT 628 I I Ba3.36 F.S. 92.1 F.G • I •FOR LAKE LINING SEE a'MAOISON MAk TRAIL I _ . CREEK GOLF CLUB• LAKE SYSTEM - .. FENCE I 978.3 - .. . Zx a.r 75.53 LC. CONSTRUCTION DRAWINGS - I 999.9 F. - '4l T.4 2R N.T.S. . . SECTION E -E 6' SW MONROE STREET - - SCALE: B- CONC. ... _ HORIZONTAL 1--20' A.C. PAVEMENT CURB ONLY VERTICAL 1'.20' .. ANo BASE 15V IMAGE �IGQR Rnr - LIMIT OF STREAM SHOWN ON PLAN B PROPOSED , LANDSCAPE - -. PERIMETER WALL SETBACK . - . T.W. VMIES IO'MULTI-USE TRAIL 1001.0 I FENCE I 992.06 LOT. / -41A 33'.MA% G.G. 989.5 . 2R ) T.G. - - M � . Y F.C. __ 14,4- i.0 Zx ?'� J7 999.7 -._ I 4s,9 - :. F.G. 6' SW ..AVENUE 54 STRSTREAM EXCAVATION PLANS I SECTION FF A.C. PAVEMENT _ - - 1 S LAK STREAM . sT - - .. - 'REAM SHOWN AND AM P HORIZONTAL 1--2D' - AND BASE ON PLAN .. VERTICAL. 1'.20' STREAM WATER; - F.S. PROPOSED W.S.- ... 1 " SURFACE ELEVATION VARIES PER PLAN - e POPOSED I • - _ _ - PERIMETERWALL r.w. VARIES_ .j .20 er yT LOT / 093.36 F.S, Bale , SETBAIX 1 - I _ - I •1 I I . F.G. - 9ee.D zR I�i ic:5 zR I R F.G. . 6• SY AVENUE 53 . CITY of LA QUINTA sECrION o -G A.C. PAVEMENT STREAM DETAIL - - PIBn Sat No. HORIZONTAL AND BASE .. - N.T.S.. ' FOR STREAM LINING SEE 'MADISON S VERTICAL 1-.20' - CREEK GOLF CLUB'LAKESYSTEM OSOSC - -. - - CONSTRUCTION DRAWINGS ONE Jenner Street STAMP BASIS OF BEARINGS BENCHMARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: Suite 200 046559 Irvine, Co. 92618 F��tO4 �/� e e Q R e ^I %� PLAN, MG-OOOtRCH-03-02 RICHAR C RK 6/30/07 Phone: 949.453.0111. 4�,RF� L' c�4; � " - , . F RT E/'lV V � 1 VlD I 1 Y �J _ EXP. Fox: 949.453.0411 $� - B - PROJECT No. NO. 046559 - MADISON CLU Consultants Inc. EXP. a -m -m 0001 MDC .. CN0. MOTHY R SON, P.E. DETAILS .. ' DESIGNED BY:T.B. CHECKED BY: J. W.P. SCALE: FILE NO. .e3vmP PUBLIC WO 5 EcTOR/CITY ENGINEER 'TENTATIVE TRACT MAP NO. 33076 'SHEET 2 OF 22 - F REVISIONS DATE NO DRAWN BY: Bs.w: DATE: N.T.S. 0502 R.G.E. No. a5ea3 PORTIONS OF SECTION 10 T.6.S., R.7.E. S.B.M. PA-AgAl MAP P.i J.A. l,Dl2! . ;'t1 �l��L 1YJ l\1 U ��11 Y �� d _ _ _ _ _ .52 �- _ �_ 2EFER-TO-SEPAitATE'S'TR�EI-PC- .. -T2-- 1 Tc _ nr,irwll �r _ I .26' ---_- - °5 �i it`1•) \72A 1CVWD WELL SI TEI I�l� � I �fIIAr� re_ 3102-1 s9z.o PAD AT DRANv 1. EASEMENT O .. t•I _ I ¢ 1'' 'r'�"�.1 FOR INTERIM: ADINC.SEE , 1 , E SEMENT i I •• 1 a ' _-- •: , Ir 1 1. I I I { I 108 '1.5 -1W.0./ o "128"'1` t!j •'� \ \ _ _,I4I1 I DETAIL;,A TH1S'•SHEET__r s ',', J 1 e l I I 7B �B ! .: yB I rAO ,aatn o 1 FAYrtOJ3.0' o / PAO°Ln11U / , N iA CRAON I I 6$ I PA .5 I I PAG700 .0 j !I. PP['>=+.ttid.5 1 " I .. I I _ / -/ / t .. / IL. T}I(5-SHEET- \ 0 yam. F 56 1 I PAq1L•66u o I I f I I , 1 1 / / 1 / i / - I'': ♦ - ° PAD=:G_9.s I P I _ / / .. /'. / t . \ _I_ ..V':• „ \ _ :. ^I-•' "o ,, I r I 1 1 \ =4B I,r I II•I31 1.. I 1 ', :h. I _ i 'r.13s1- \ - 1!�'j,' 1 {•'I ,-, : .1 1T,;l07.0 I. !. j I I� 'I ._I. I I r : 1"I , • / I ' , • I / t .., 1 /••� Pao=tooa,o/^8 / \\ t. ;tl • £lel °�. 3: I I 1 �.1 t 1 \ I I ,I I 1 y\ t .;fl - 1 i I 1 ', i ./ li,� /. .['� •.'i 48•f _.�. / \.-�-:, ,c• I N �. - ,t / �� I. I 1 1. ?36'c.1- \ �. 1'� 1 I I I I I1.. I? 1-L ---,_, ( j• •i,.' l /, /'_ ieFj'/ / PAn=&.990. J 128 I __ I i l- _� t - -- - - ----- 'I- _l"1"''l `/ /,.• / - / /\' '.j - - .7 - j INTERIM GRADING DETAIL A • ! :IF I v.. 1 ! � ,, •, - r- - - - , ./ / / .• 7a8 \ \ S 111887 SCALE: ,"=loo' .. I 6.L_ -TO ALLOW OFF-SITE DRAINAGE ON-S(TE I I I la PROPOSE[ PERIMETER WALL\I,1 of II PER WALL14A�, • 1 l _ ..d��\ 90 i/98 , \ \. L� - . _ 0 168' I. n I Ic, _ ; ^ �- �- .. = - ' {" %�'•:J/J,; it- - \ 1'.' n' t a81 I � , • ted I. •, ., A.fI 1 \ i!'t l• (. i _ _ - - - .� j' "PROPOSED 6' WALL ti m _ :i 1 / \' i1,t:I i 'I• ---------- 1' P R SE ARAE PLANS'\ . m :11' ,P t1 -�'f I'll,PIR - C ! \' A i INTERIM GRADING DETAIL B ' .' \ •...: .. / .. -moi' 'ADSIQGvfi '\ 6A .�2ry $-.4`/7., i ,,, I 88.4) - .. \,•'• ;- \ \ PnD=•toacs ^�, a mt � r•' 176 , r ( SCALE: 1'=100' I i 'TO ALLOW OFF-SITE DRAINAG 4-q E ON-SITE 1 . SA I:\�•. i' •'/ \ \_ �\ ypnr)a1,N66 \ `i-� / I: .11 .%•'` __ '. _ ! 9A \ 7 l , / / ; ��; I j CONSTRUCTION NOTES' r -Ar-u,r \ . \ (; / 54 r / = 1 f(B I f j/rJ i ` ' :A. 1 �` 't .L •,\ \ L/.•IBe7.W 1 CONSTRUCT Y DITCH /BENCH PER DETAIL 1 - - - :\ 1 ,-!:, °k1•° IIA ` \ \ \ ,. �.•:1. ! 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I —6. mial .. m REFER�O-S@PARAYE-STREET-PLYiN5�69:46'S1�E3fS525 _—..�.... - V CI VTJ� t GRAPHIC SCALE CONSTRUCTION NOTES - ' Oj CONSTRUCT EMERGENCY VEHICLE ACCESS PER DETAIL 3 . t - CiTY of LA QUINTA Plain Set No, ( IN FEET) ... ♦ - OSOSC_ 6 I I -h . 100 fL • - ONE Jenner Street STAMP BASIS OF BEARINGS - BENCH MARK APPROVED BY: - CITY OF LA QUINTA DRAWING NAME: Suite 200 / E 648559 phone: 949.453.0118 4 I 4' THE NORTH UNE OF THE NW 1/4 ^ '' MASS GRADING PLAN MG-0001RCH-03-05 RICHARD CLARK 8� pD EXP. 6/30/07 Fox: 949.453.0411 i OF SECTION 9, TOWNSHIP 6 ! PO 3 3W _ , PROJECT No. ��NO. C,6559 SOUTH, RANGE 7 EAST, SAN MONUMENT IN HAND WELL AT THE - e '� MADISON CLUB 0001 MDC Consultants Inc. ExP. a -07 BERNARDINO MERIDIAN PER PM INTERSECTION OF WASHINGTON S 4 20 0 • ?uw 44/67-68 SAID LINE BEARS & 42 AVENUE ELEV=117.05' MOTHY R. J SON, P.E. DATE OESICNEO BY:T.B. CHECKED BY: J.W.P. SCALE: FILE No. 'e+ NB9'46'12-E PUBLIC W RK (RECTOR/CITY ENGINEER TENTATIVE TRACT MAP NO. ,33076 REVISIONS DATE NO DRAWN era e.S.W. DATE: 4/le/os 1" = 100' OSUZ R.C.E. N0. 45843 EXP. 12-31-06 SHEET 5 OF 22 PORTIONS OF SECTION 10 T.6.S., R.7.E., S.B.M. . • s PROPOSED PERIMETER- • DY r WALL PEN89 '47a - M "7sai,. ? - ' SEPARATE -PLANS - � •-. f F 96s.o -q9� p PR R WALL = - I CONSTRUCTION NOTES W 99 - 'i.. i'. \,� L G.Y ;`•� ( LL'st j • .t • r e, - I I I O PER DETAIL 33 ONGSHCEET VEHICLE ACCESS .` 968:D 1: t W - -22-GVYlO- WATE./ _ \\ 1 3 it PAp • /A f ,' / N.� 0`%/ .. \ 4 _ � i N b'rJit ` ` r: h y:ii0 I , • / B / AD laoDs� / /6 r . i t Ww� 9• � - i • � I I , /'PAS}J%�/ .f / .// 7 I t :1 y ry E . f • t.. W / v� � al .4•).1.1 - v-\ ! - / 379 t. i = a, ,r. '�q' _ _♦ ,� _ •� .% i /�,� � ... P?D=x97.7 I ` I i 9 ..�' ,7" � I r - .. _ i•r'a ' I �, - , . 3 .- . _ _ •+ W /.r/ __'. _ �4 _•_ I- __ 1' I I 1 ... � � r � n , s � 1 Z y if . ...,. Vn •r • , - — ��tr�'= _ � t-�'38B. ` it - - tl � ... �,' _ _ _ _ i .. •I I th- -'FAU=9927.• ' 1 ii - tt , ��-• W, • 1 -: I.-. t t.'.O r .. �. _ I' • S �! i' . v:• ..1./ / j �•..I 9 11 +,� t: ra, - ... A, . ♦ Y I' . � l[v�. It `998 . j r •� 11 Ad.ol . is/-�/ %TA4 9- . .I. i ` :. �.� i n -i.,�, _ k =.r . •i ' t - I 'LF) i .:� * �.- If_ ... * .• •. , .. ,1'r: � �l (+/..,- / -moi.. r Y . /qq 3: �;,� • H ,,, _ .4 .. ? � - - T is * ' � ,t' +:., a:� _ � r% !r` �•\,.:9 l JI'',`!'r • I `" '• � I I `o'v a ir_ i /. �' .. �• '� 'r,- �. •►. + I :I� • in � �• I « r z A,oOr. :!. ..5, ♦+ 4/ / 4"IB i •« r • t • - .I 'I - �«. PA¢yyd.r FL r- r • ) -428\ ;��/ • I I � .4.�•��•. � � +.. f � I I � � �, .. • t .� -_ • , z A. f1 .ti)8 I ,..rr - .. a •{• �" I+ 1Q7 i AY • �� ,� X39\`•\(I('q l; -PROP SED PERIMETER •,7 ' I a ••a " f l WALL PER . • .• ,; + • ' - .q Y . S• ! `�.' ///��\\ PAD=9926 \ \�r ./� ••/ •� - il� f' SEPARATE PLANS • ,♦• t� _ - 9 r - + - I j `O �. / /-.. . \ / ��• 'o J" - -\ 1• 1, ' 4413',1 �: ��. ✓'i Q (�11 ./. K ;st _)� a. ' •r - r t ,€ ,l• ♦••_ ' _I . ,' k •• s � //,^ \� Pgo•9s41 \`✓ ;, "i,r ;iW J 't.. � I . ;; s *� ,� - �' .. t • 14 _ _ �i•;I/ �/ ` PPC6B37e�. '�Tr 5• _ \ 1 - � • _ 0'•7.,. - < - ' j I >,U` _ - - - VJ I 1 *478'\ `\'-% >/ la I � .. e i' i i � i * �{ `•] `'t . _ t I .� 1,, j-.. PAD -999$ .. • / `i ' ''� . : •• _ ar - G ♦ • W i �__ _ 1 j /; j•: i- 1 I� ^• +,':): ,4, t'•\\, I aA l� '.. « I 1::". i:1) ' - N - • o I . EXISTING IRRIG nON �t �, POS PRIM R 1 1 PAD= 'A.5 I 7/ / / . - P O T- -P ICE N _ _ U _ _ _ PER WALL KLAN : '1 1 w. +.: I ABA DONED PER IRRIG n - - I_. r., ,. - t, - RELOCATION PLAN$ \ , • e 7_.-. 1 FUTURE PARKING - • '.ci... AVEA - - .,.....,..: 7. /'. •...:.-.::...:,_ :.. _..... _ . ,. _..... ... ._ . - _ N89'�3' 9\' 279 I ` - r. VEN i, s 1 1_0 i 539 PAD=9355 I i 048 / / �LDC4 / - - U I / _ I 528 1 ' I I I 1 'r / 5.8 / .'1 PAD -11115 1 / / I �•. : ' /,,r I I I PPL e65 i, / : 20' S RM RAIN ♦ :. ` -. I ' ..f ./ -,b / .. - � , ' ... / I � 1 l` 7 I - % � ~J / / PAD-9�42 / / / / I '5913 PA0=96°.0 \!\. f ,/. l •�./ / \-�r' / I I 'I•I, -I �_:-_�// •// /"/ 578 aPr•-0.5.0/• // - \ \ I. + r. ' / / "•... r. _ - _-_ _ PAD=Arno 0 / / I 516 1 �. % / ' / 498 I 8 ... /.,i ./tea.: % •` / /'•' PPD=987.0'..;<,/ - - 1 508 PAD -9890 / I _ _ - _ _ _ - _ • / - / ..__ i. �i.._,.-,. \ r _ ,� ,:.:__�>•-_ _ _ ___- r'� �. - - ,_ _ N � vim, � II - - / r I {{ I � . Exlsnrlc , w I: • -1 4 :1 1 I 1 � �-.._ .'-..� --. �. -....t-rte- -„�-:� ;1...� .� � .r 1 •�......_.� .4 .�(•, _ -� _ _ _ ._ _ _ _ _ _ '\;, . , , \ . �� ,.... •.-. ..�.. -- -. :- .1 _ _ PFD : : .,://1� 1 /•�.._ �� - - -_ _._ � .'I •r «.� /� -9:60 j('l ��i I - _POSED PERIMETER WA L GRAPHIC SCALE �`;:�'.. - . Y^ - - --- J�1C� �� _. _-9tt, -__ _ :: cLn4\. .R. l) •J PER WALL PL N ,I _ .- - ' I Plan Sat oIN A t IN FEET, MATCH LINE SEE SHEET. 7 °Soso I tech l00 It. - ' ONE Jenner street STAMP BASIS OF BEARINGS 'BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: du Suite 200 - E C46559 Irvine, Ca. 92618 _ [� MG-0001RCH-03-06 RICHARD. CLARK - Phone: 949.453.0111 R�4*� L' a rb THE NORTH UNE OF THE NW I/4 _ _ MASS G1 ADING PLAN EXP. 6/3D/07 .Fax: 949.453.04114 4.pR`� OF SECTION 9, TOWNSHIP 6 PD 3 3W .. PROJECT NO. Ir NO. x6559 SOUTH, RANGE 7 EAST, SAN •MONUMENT IN HAND WELL AT THE MADISON CLUB 0001 MDC Consultants Inc. EXP.6-30-07 BERNAROINO MERIDIAN PER PM INTERSECTION OF WASHINGTON ST 4a $ 44/67-68 SAID LINE BEARS & 42 AVENUE ELEV=117.05' IMOTH J N SSON. P.E. DATE DESIGNED BY:T.B. CHECKED BY: J.W.P. SCALE: FILE ND. • 0 crve- N89'46'12•E PUBLIC R DIRECTOR CITY ENGINEER REVISIONS DATE NO �» R.C.E. NO. 45843 / EXP. 2_ _06 TENTATIVE TRACT MAP NO. 33076 SHEET 6' OF 22 DRAWN BY: B.S.W. DATE: 4/18/05 1" = 100' 0502 - .PORTIONS OF SECTION 10 T.6.S., R.7.E. S.B.M. A J ID - , AT •,. -. •:� ..•.'�. LAKEF •`•\ '`�:G ___ __��'' .1 :/ -PAD sig .. \.�\-\:`-. `.:, ;,, W.5.=957 :\\ ."_.`=i�. I . .%. " i .+ f' '+Y•1 ,. ! MMIRI ':\ \/� 646 \\.`'• \\/ .t,+'� 11 4� \ -�•' =-- •\ , \ PAfh949 656 \ J y/A/ •I 4V, _ PAD=983.4 - ry, } _ TA U I \', L •'FOR'IN GrRAOING' 4E , =a DI IL DETAIL "C" INTER SCALE 1•=100' 7 TS -TO ALLOY/ OFF-SITE DRAINAGE ON-SITE %.! x �. - - \ `\, <•�-;,; \' 6%'r '� •. ; '•� ' - / - � � - - \ � •;%:1 t - 3 9 \ .1..• 4'' -fro BRATf•%E'ASEME b � •ice u 4 / + '/. Z// ara 1 I � �oAO"=970 5 F i Y 4 ii+ ,+ c} \ \t , i • � .. _ ! i • P D-989 0 \ . i ) �... . L♦' /`S �,.....•-..... ...a.,;..•.._, � .>,::."'- • ./ _:818 } r a _ 928 I •. .. - - -. • . ;' /-- ,. •,: .:. � ":�. : " ,.1 ,TEE '! ..�: �z-. � _. . . -, ... .. PAO=9$0.0 / � w. ._.- �. �.. _�_--,;... _ �'-� l i•/. .1....-..� '11 698, \- 1 aw �. - ..,.. .•- �. -,'- ... .. •-r....: ,...,_. .- _ .. ..: �.'.:.._. / .E `il- '1' erg - i' W 938 'i" / '• i u -t ` 1' D • .. - 1 / P.40 -9x55 ' •/ t __ __ 826' f : i � I "/, i _ - �..' .ro "� .r _ _cn946- C, 5 �a6 P`�,' �/• .{f ,'I III �t�t\4,1 i ,p8 I -885 r i .. �. 7 W' --. � / '/ 958 i \ \ �� % y • /•'\\ PM:975.'r •y'-e.� .\`1��:+�„r�` I y' I � r - e A'` W/ �\.. �•�/ VJ � \ Y - / 986 >- j"\ \r.,i \ ,'4 '� 7 � / \\ / J/' _ \1;:. .V 'I I I . � / oaD=995.5' � \ / r ' \ :.846 ' / ' ;14 ',�� • •i0 a, • `� � —. � /\ �`'' \ ..tk w � PAFJ=575.) '/'. 6� . / �, :, ��:• � --�_ I j .. PAD=.o.7>675.4 i•� a W LOT • w - - 976Btoc i I . i ral=9v' \ 856 y fLi' I i;-,l;;"''O':\ '•''` f j INTERIM G ING DETAIL "D" SCALE: ,•=100' -•--- - - ---- .. -TO ALLOW OFF-SITE DRAINAGE ON-SITE' B \ \ 'E ! I ' /' i / f /� I ! t i I 1 I! : ieo7rou I f f lj I • I I F -- - I r a �• � \ -- 'Y26 �\• '_ ,-,929.0 I' 1 ' �, U \":�.\ � �, � -`t ':,�� 988 1 \ �' 1 onr,Srca.► 7• f -- ---- l \ ).�11i 11 i�P ,'lljl O I I PP,�3748 1 3i,'I'\' ,I PA:"879 i I 14 _I C y./ !// / !' /t'// -I 1 ��II�I�II i l/i/J / 1 i 11 511 o tI• f �— � 1:'l ��_ ., t\ O'�GOF COURS I i!!+' -/ l � i'ii' '786 /illll I �//.Y:i �--.------_ r)1!�. • •. - 5 1\i.\' SEMENT \. \99 ``\'' {\ of 'i/ .876 i.r 'j r'� / i;r/l,ri lfit! /!l "r—R-WltIr PLAN -J +j. . P.4D=977t A ' ',' ! / / v".i'�c _-� 4.. /J , l i t l (/ 738 i \: • , I ` .. - �_> \ a` \ m -_ i/ 7 �,.= ✓ ' iI I; I l` i I I I l I l l - 1 Pon=97x 3 I { \ IM-\ � ��) _.__ •' _..-.. .�.... t _ _ a' �a - - %.•i•,'v 'IJI li ,;urli/ � /�. _� I �I i �1 - \- J. t •�� I, _ / ' v 6 �/ v �46� /,�!� INTERIM GRADING DETAIL "E" -� 3' ;l 1 Cl � 1 1 1126 :� 11,38 I P o B.o 1 i 1156 1�, i 1168 i 1 '� �' s'�. IS 1•=loo' ' .1 -t , r- I ! 1 1 ; I \11'B I .W PAE:932.F 1 ; 1 PAD=>ae3a 1 I '1 wl PFJ:=;Ez.J -TO ALLOW OFF-SRE DRAINAGE ON-SITE 1 J 1 I 1 1p96 1 , 1 T,1,AB I I pqr Bv.S 1 I 1 !. 1 I 1 I 1 1 , I / FAD=97 `,./ / /n / \\ /..� ' "t,\ / \ *OR INTERI A N Sib I- ad PACp9IG6 / \ \/ \ \ / 1'1088 1 ,, P.4D=9u?.2 1 1 Pac=9m.2 1 , 1 \' 1 : I 1 , 1 I 1.. 1 1 !' 1 / 1 :/ / / '\� \ • /:%' \ \\' . T(11L• o IS A t la/ =98,.9 1 1. 1 1 I 1 _. / 1196 /-_i. `\ I I :'Q �`'` ' \'• \ 75B \\'`•\'\ / N1 f I 1 1 ! I ! ' L-�J j 1 ----/ L� ----1- -- / xI / / / w..i. �. I -----I \” .\ ,. \•V \•.\\ PAD--sns I' _ i 1_---- �--- •- -- - _. ..-'�..�.. _ � i // 1206 77 . CV 1 \ .. \\zo' .�; I � • •.1- .� U _- .. .- .- `.l / fAD=9721 i .+' . B' \ . \ 786 \ WD EASEM / .I I I • - - - \ i , . '' PAD=379 5' 1 \ •., / , . r Pao=9n.n MEN.T FT'StA ION 6 '\•/ / 7�l \ \. \• 21)' CVWD EASEMT. / s,// f)62 ua, - 1 .t\\\ \ �� T I !7 ° ♦. \ / \t- //J '� MAINTENANCE '!'30:RJ I i•\ 1 �'� / ( n,_". 1�„_ `�-:•�. AREA I'ra :1228 n _ ` a --4_.. 970.5 L s°' I' • PAD J - 2 STEASEM �C _."ITE ,,..; _ �r�•::-_ 7 _ _ � '�.To"Ty° � 97614 PAD I• I. I'.-,.--•_... �-_- -� s' GRAPHIC SCALE IV -.. - - -- - - I CITY of LA OUINTA = m ....... , .. - _ .... - - - - - - _IG -1% 9Z3.51 _ - Plan Set No. _ -. "N89'4656 E 515525 - I- .. - _ .. MEN _. rte_ 'm SEPARATE STREET- 7,-�,,,-,- ._. (54 7N veal) _ - ....- PAFFICEI MAP JHfl _ El2-D d P.M.B..I D 2l/ 20 CVWD EASEMENT J I _ o _ — - t tn=n - m0 It. � � ,. � e � � MAP r .y \ r OETAINTEE IMTMG6ASHEE75EE -� 6 ONE Jenner Street STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: Suite 200 - RICHAR CLA I, E. 646559 Irvine, 9. 92618 �� O ,tu - -MASS GRADING PLAN MG-000,RCH-03-07 6/30/07 Phone: 949.453.0111 4 �' c44 THE NORTH UNE OF THE NW 1/4 . r - EXP. Fax: 949.453.0411 OF SECTION 9, TOWNSHIP 6 �•. PO 3 3W PROJECT No. ANO. 446559 SOUTH, RANGE 7 EAST, SAN MONUMENT IN HAND WELL AT THE ti •• MADISON CLUB 0001 MDC - �Consultants Inc. EXP. a -3o-07 BERNAROINO MERIDIAN PER PM INIERSECRON OF WASHINGTON S u Ds 44/67-68 SAID LINE BEARS & 42 AVENUE ELEV=117.05' ]MOTH R. JO SON, P.E. .. DATE DESIGNED BY:T.8. CHECKED BY: J.W.P. SCALE: FILE No. •C„<o , '• N89'46.12•E _ - PUBLIC KS ]RECTOR/CITY ENGINEER '- TENTATIVE TRACT MAP,NO. 33076 REVISIONS DATE NO DRAWN BY: B.S.W. DATE: 4/18/05 1' = 100' 0502 R.cE. No. as643 Exp. 12-31-06 SHEET 7 OF 22 PORTIONS OF SECTION 10, 0 T.6.S. R.7.E. S.B.M. R t • _o + _o o. - . __ .. 1mo .. $o oN WALL. �I-PROFILE )H -SCALE: r- ao' V -SCALE: 1" = 4' _ -- - - - 10+00 --- -- 11+00 - -- - 12+00 -- _--- 13+00 14+0015+00 16+00 17+00 18+00 19+00 --20+00 21+00 22+00 ----- CURVE TABLE _ LINE TABLE NO. DELTA RADIUS LENGTH TANGENT - - - N0. .BEARING I LENGTH 1 15'20'13- 975.OD 260.99' 131.28' I N90'00'00- 8.00' 2 17'59'19- 550.00 1 172.68' 87.06' - - 2 NB3'I6'53'E 5.35' 3 41611 * 750.00 1 58.07' 29.05' 3 581'2254-E 44.80'- 4 11'01'05" 1200.00 230.76' 115.74' 4 NBO'3T47"E 16.53' S 11'56'12' 1200.00 250.00' 125.45' _ _ _ _ TRACT 80UNDARY `, N - -f7R0� �� MULTI-PURPOSE -V -€-rV -��'-� -�2 MEDIAN CURB -�'/ _ __ TRAIL PER -OFF-SITE STREET PIANS PER AVENUE 52- _-� _ O 1008.62fC _ _ _ -��-- - _ - 100Zb8T�-F00F.73fC - -" 1005.79TC a 4. 7 100 . 7T a 1 C 0 I TC / a 1000.57TC W _ e•. ___--__ _ --_- RO __ -_ ___ _ _ __---_- _ _ . ._..9;4.i.__ ...._ ._. .... _ 1 �2 ooO J o r m_ 000d 'n w •m o N + no +`_°_ �d.�m._-.---- N,o - �- LANDSCAPE ji _W -< _ - fn___+-______$_ o oNo`o +Zo- o -..._._m10- o.___ 0 0 o4+OP__ f+r-a W n_ _ 1 >ta...�cT[!�>a1tCl4 �00 18+00 --._..__......_..-...--- Sf.aoz "- t - ---Ne --- --�� - .gt .tltdDEsawA4.w:E. Asxecleerr$At:...P.i...,.�i, t - PROP.OSEO_ 6+0 _. ___ -_- _-__._wpli___ _.-.. _. _.. .__...._.._......__ s En _._..... _. _.- '�• '.-._-...._ ...__.-.__._ .. _. _._.-._........._ _..... .......•.__..______.._. _..1ozo..__...._.... STA: 12+41.93 WALT• �\ _.__, ��' ----___ ^ __� ...-1 y..., e $TA: fib+99:BO; AVE. 2 •.- : _aoAm .__. __.__ _ _ _ - _ _� i� O STA:--IOc00:00-WALL-T=... 101482TW��.._4010 --_--. _.... -.1010.__.__....__ ._.-_._.. .._....._._� ..•_._-.-.___. _.__... � -_ - � �� ..Iwo- � _ .�^ ._.. _�- t STA: 64+17.87. AVE. 52 2--610 FFSC 85.00• R t01tr'_� _ _--_..._ ____._ z 1 + \ - -. LANDSCAPE 2( / / ___10u ----------- r. OFFSEC 85.00' R •. -� �. �� . -- �.� _ - - - - _ - R.. NT 2(25E LE &..110_-_-�_1 TA: + 4 WA I \ _.. �� a008� - - /I'1 \ EAS ...._--.__-. '��' "� - EHE__ ._...__ 010--" �� STA: 66+82.11. AVE. 52 ' - -'�==a - EA M 008-�_�" 1014.827W �.� - - - - _ _ _-___-_-_ __-___- -.woe• _- \ OFFSET: 85. --- _ 00'R J- \ ' _ -- ---_ - - i/1 --1022- \..`. `, ' rt__. ....... __ .__ . _._ .__.� °"` 1st SUBSTITUTE HYLAR This mylor is identical to the mylar approved byteit Engineer on 04/20/05 ALL 1 PLAN except for the •revisions noted hereon. - —CONSTRUCTION NOTES CONSTRUCT GRAPHIC SCALE 0 CONSTRUCT PERWETER WALL PER DETAIL 2 AND LANDSCAPE PIAN r m ration PmMEIm WALL AND eum L o w w 1 dLl " m w .alar Set PI.. NO. ueesa� " I ' 05050 206IN FEET scx�P. a-ao-o7 s I Inch " 40 It. + ONE Jenner Street STAMP' BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: Suite 200 MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-0001RCH-03-08 C46559Co. •P E, Irvine, 9.4 92618 � p0 L THE NORTH UNE OF THE NW 1/4 RICHARD L. CLAR 6/30/07 Phone: 949.453.0111 a`.zP 4,`� OF secnoN s. TOWNSHIP 6 PD 3 3w FOR PERIMETER WALL AND BERM PROJECT No. _ EXP. Fox: 949.453.0411 No. C46M9 SOUTH, RANGE 7 EAST, SAN MONUMENT IN HAND wELt AT THE i B 0 0 MADISON CLUB 0001 MDc rY�� cxv. 0-30--07 BERNAROINO MERIDIAN PER PM INTERSECTION OF WASHINGTON cfy - "Consultants Inc. 44/67-68 SAID UNE BEARS & 42 AVENUE ELEV=117.05' OTHY R J NA D . P.E. DATE WALL 1 ENSED PE Irm WALL AND emM a/z1� DESIGNED BY: M.L.V. - CHECKED BY: J.W.P. SCALE: FILE N0. • p+gdN �pP'• N89'46'12*E \ PUBLIC WO OIR TOR/CITY ENGINEER TRACT MAP NO. 33076 SHEET 8 OF 23 REVISIONS DATE NO DRAWN 8Y: M.L.V. DATE: 04/18/06 1"= 40' 0502 R.C.E. NO. 45843 E.P. 12-31-06 PORTIONS OF SECTION 10 T.6.S., R.7.E., S.B.M. V � M _ s - oK o N - ' --oo '- ' --- - -- - ---- ------ — — - — — - — — - '-- - - -- — -- - — 10,25 -- N ±g m +�«o ow - I W NSF S 70P OF ALL .. ... .. •. _ - - IOm N'Ag oD oN S �nN' _ m� +oj_ �o Nm +m od-'mv1 h I�I�.. • .. .. TOP OF WALL '^ v' W 1020 1020' NON0 Nm ^o nmN^ no N. r .a ^^ Mf d m ^ _ ^^ ^o �00 _ • :r+10 � p VIN, . - .... Nm • NS. ` "� +d+dam_ .no go ,e� - N mo` oo *aN O SkLL +^OO.. o 0 of •i --- ----- - - - - n0 - -- - - .. NO - n,p Op_ .: P '^ Fi '� — C-41 --'- -• �'_ -_.1015--_- _--. _.-__-._.__.. _- +oo �V _. -.- _. FINISH SFT- ...TOP ROUND- F F00TING _. FINISH GROUND FQ-- r S ro1,oSrvn ov�iMi 0�4 +go �"•\ .. _ - TOP OF FOOTING .. .. (n ,u m.id r.. 1010 1010FOO 1 .. ... ... ._..�.+. o-^3.N m - n . - ..'. -S p o- 'xi o S 'S.°_ "• `.. ._-_.-g_.. - ^ ma"-0S^'-.n°d' aNd„. �GOO`. uS mS_u1ypO^�1gNnN ludS_c00wNra_ {0 0moN_1N- WNa^ _ o._. .: ..._ -o .. -mOQ °p' - '+n "dn—M^ - _j^pNS" + .ZO � ---_ d_ Im8rt`U,08.-. N , m Oe •J TOP CUABN . --.m - ,^.. n — _._ :�.__nI•+-\- .Om^+ ��1� U a' - + o �oN"- Op 4+ Fd .rmOO... ..oS-: ._. .. .. $o ..• - 'g q _o + _o o. - . __ .. 1mo .. $o oN WALL. �I-PROFILE )H -SCALE: r- ao' V -SCALE: 1" = 4' _ -- - - - 10+00 --- -- 11+00 - -- - 12+00 -- _--- 13+00 14+0015+00 16+00 17+00 18+00 19+00 --20+00 21+00 22+00 ----- CURVE TABLE _ LINE TABLE NO. DELTA RADIUS LENGTH TANGENT - - - N0. .BEARING I LENGTH 1 15'20'13- 975.OD 260.99' 131.28' I N90'00'00- 8.00' 2 17'59'19- 550.00 1 172.68' 87.06' - - 2 NB3'I6'53'E 5.35' 3 41611 * 750.00 1 58.07' 29.05' 3 581'2254-E 44.80'- 4 11'01'05" 1200.00 230.76' 115.74' 4 NBO'3T47"E 16.53' S 11'56'12' 1200.00 250.00' 125.45' _ _ _ _ TRACT 80UNDARY `, N - -f7R0� �� MULTI-PURPOSE -V -€-rV -��'-� -�2 MEDIAN CURB -�'/ _ __ TRAIL PER -OFF-SITE STREET PIANS PER AVENUE 52- _-� _ O 1008.62fC _ _ _ -��-- - _ - 100Zb8T�-F00F.73fC - -" 1005.79TC a 4. 7 100 . 7T a 1 C 0 I TC / a 1000.57TC W _ e•. ___--__ _ --_- RO __ -_ ___ _ _ __---_- _ _ . ._..9;4.i.__ ...._ ._. .... _ 1 �2 ooO J o r m_ 000d 'n w •m o N + no +`_°_ �d.�m._-.---- N,o - �- LANDSCAPE ji _W -< _ - fn___+-______$_ o oNo`o +Zo- o -..._._m10- o.___ 0 0 o4+OP__ f+r-a W n_ _ 1 >ta...�cT[!�>a1tCl4 �00 18+00 --._..__......_..-...--- Sf.aoz "- t - ---Ne --- --�� - .gt .tltdDEsawA4.w:E. Asxecleerr$At:...P.i...,.�i, t - PROP.OSEO_ 6+0 _. ___ -_- _-__._wpli___ _.-.. _. _.. .__...._.._......__ s En _._..... _. _.- '�• '.-._-...._ ...__.-.__._ .. _. _._.-._........._ _..... .......•.__..______.._. _..1ozo..__...._.... STA: 12+41.93 WALT• �\ _.__, ��' ----___ ^ __� ...-1 y..., e $TA: fib+99:BO; AVE. 2 •.- : _aoAm .__. __.__ _ _ _ - _ _� i� O STA:--IOc00:00-WALL-T=... 101482TW��.._4010 --_--. _.... -.1010.__.__....__ ._.-_._.. .._....._._� ..•_._-.-.___. _.__... � -_ - � �� ..Iwo- � _ .�^ ._.. _�- t STA: 64+17.87. AVE. 52 2--610 FFSC 85.00• R t01tr'_� _ _--_..._ ____._ z 1 + \ - -. LANDSCAPE 2( / / ___10u ----------- r. OFFSEC 85.00' R •. -� �. �� . -- �.� _ - - - - _ - R.. NT 2(25E LE &..110_-_-�_1 TA: + 4 WA I \ _.. �� a008� - - /I'1 \ EAS ...._--.__-. '��' "� - EHE__ ._...__ 010--" �� STA: 66+82.11. AVE. 52 ' - -'�==a - EA M 008-�_�" 1014.827W �.� - - - - _ _ _-___-_-_ __-___- -.woe• _- \ OFFSET: 85. --- _ 00'R J- \ ' _ -- ---_ - - i/1 --1022- \..`. `, ' rt__. ....... __ .__ . _._ .__.� °"` 1st SUBSTITUTE HYLAR This mylor is identical to the mylar approved byteit Engineer on 04/20/05 ALL 1 PLAN except for the •revisions noted hereon. - —CONSTRUCTION NOTES CONSTRUCT GRAPHIC SCALE 0 CONSTRUCT PERWETER WALL PER DETAIL 2 AND LANDSCAPE PIAN r m ration PmMEIm WALL AND eum L o w w 1 dLl " m w .alar Set PI.. NO. ueesa� " I ' 05050 206IN FEET scx�P. a-ao-o7 s I Inch " 40 It. + ONE Jenner Street STAMP' BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: Suite 200 MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-0001RCH-03-08 C46559Co. •P E, Irvine, 9.4 92618 � p0 L THE NORTH UNE OF THE NW 1/4 RICHARD L. CLAR 6/30/07 Phone: 949.453.0111 a`.zP 4,`� OF secnoN s. TOWNSHIP 6 PD 3 3w FOR PERIMETER WALL AND BERM PROJECT No. _ EXP. Fox: 949.453.0411 No. C46M9 SOUTH, RANGE 7 EAST, SAN MONUMENT IN HAND wELt AT THE i B 0 0 MADISON CLUB 0001 MDc rY�� cxv. 0-30--07 BERNAROINO MERIDIAN PER PM INTERSECTION OF WASHINGTON cfy - "Consultants Inc. 44/67-68 SAID UNE BEARS & 42 AVENUE ELEV=117.05' OTHY R J NA D . P.E. DATE WALL 1 ENSED PE Irm WALL AND emM a/z1� DESIGNED BY: M.L.V. - CHECKED BY: J.W.P. SCALE: FILE N0. • p+gdN �pP'• N89'46'12*E \ PUBLIC WO OIR TOR/CITY ENGINEER TRACT MAP NO. 33076 SHEET 8 OF 23 REVISIONS DATE NO DRAWN 8Y: M.L.V. DATE: 04/18/06 1"= 40' 0502 R.C.E. NO. 45843 E.P. 12-31-06 PORTIONS OF SECTION 10 T.6.S., R.7.E., S.B.M. V � M ' n TOP Of WALL --- - __- _ _---- • ___ .�_-___.__.- __ _._ _ : _ W W 0. pFppp r0 N N }} W V�1 bd .T. }d Nb F T ''I• W • F am'^ HM ry ro +Iri �m aa0 N� +.7 0070 W o "+ N4 80 + o 4- 1015 TOP OF WALL 1015 - _ 4 _ v __ ._W 7 -n • _- -am.. oIv -,n o.. - _ - p __. _ +N I ... IF "-_ - - _ ... - W - - - - T,.._ - - -.o .No Oro Ob+,o r O+ ... r• .. ... bio L r 3 N_ - 1010.._...0 -. L.._..— ..._. _. -. _-.._._- __ _ �, n8 +� mb + o + Q I ` TOP OF DOTING .. .. .,-- n$ M�1U70 _ i— - FINISH, ROUND Q TOP F FOOTING ~ - - 1005 Z `�-- �uo3 W . J i , \ S .8 _ E �+,'S Z 1005 J 5Q AIN Nd N N \ 3333 L•. n - �_ p I �• � 199 ___._.__-.___.____-_.-_ -_ p 00 V +�O -- 00 +'D noo nm ,oma 995 N .- .. N : m 8 N„, bo. 995 WALL 1 PROFILE m "� HSCALE:1" 40' V -SCALE: 1° 4' 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 --�— —30+00 L 31+00 32+00 ----- LINE TABLE - I - •• , NO. BEMIRIG IENGM + rl 1 N 7 9'W 244.J!' 2 NB4V4'4D- 1213. 7 `I_ PROP. MEDIAN CURB J N '45V8•W 97,92' - - _ • - - - - - -- 4 1 5-W o.01' I—' - _f! _ _ _ _ _ _ _ - - W MULTI-PURPOSE BOUNDARY AVE:�I 1 1 C. ��i = TRAIL PER -OFF-SITE STREET PLANS PER AVENUE 52- �l\1 ^ V ' �J v G L 1 O,S7TC 7 999.57 C 999.07TC 9 7 99 . TC 7. 7 - _ CURVE TABLE W - N0. - DELTA Rg0105 LENGTH TMGENr W- - 1300.00 1 4 ' 2 1- 130000. - � J I' eoo.00 1 Y O No--+1d='-�_-{.a_=-=-a._+^ ___�^.___. -a o.-..__,-_ 'n�_�a___LANDSCAPE-----_+�___ "i' -AIN_ •• .. _ m� mom- ___-_._.____-+. o -+o- _ - - - -_ 8 ]5.00 ] 5' 9 ON_ Ny, Q_.___.._-.N�.._.... _. ZILLOD1__.-- P �QSEM ENT n_ -+ q�Pr-_________-- + b O O n O - N ,SOVr. i�aax�aic=sQ�sema �c +_- o _ -- - _-------_-- — — — -- — — --' - 2= DD r c�. N ilFiiuseE 2 +00 _--..- ... ...... ... 10 .. - --r- -"i -- ---- s+aho 6 -- - -�--- -----SD+110.` .� PROPOS L _ .1008' ...._ ...-.. _ - .... _. -_-- -_ _ -_ -_-- _ r En .loos-- - - -- - - -- - - '- - _ ; t • MICS @� - Eo -� -------- ALL - .. .._ ...-_-_-____._-_._ 100y-_-_-_____ SAP 1ao+-_.. _-.. --__-I . __--.-- -_-_ EASEMENT _ . --- J- -- - - - -- - - - - - - - - - - - - - - 5. -T-_ -- - - - - - - - - -' - - - - - R/wJ - _ - - ______-.Y---------------- .-'T---------------- . Z 1st SUBSTITUTE MYLAR ° This mylor is Identical to the mylor approved CONSTRUCTION NOTES by the City Engineer on 04/20/05 OCONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PLAN WALL 1 PLAN except for the revisions noted hereon. ` GRAPHIC SCALE REVISED PERIMETER WALL MO BERM IL. . I :]IB•: Sol Nu - ' I N0. C18459 � 1 h DEBT 1 I .�r5_�5� ..� C�d6 .°�++oluu a EXP. 0-30-07 M Ines ° eo a 4 ONE Jenner street STAMP BASIS OF BEARINGS BENC MARK APPROVED BY: CITY OF LA QUINTA. DRAWING NAME: 11U0� C46559 sD1te 200 MASS GRADING SITE REVISED AND PRECISE GRADING MG-0001RCH-03-09 P.E. Irvine, Co. 92618 �< RICHARD L c AR Phone: 949.453.0111 ��"° `' ��4 THE NORTH LINE OF SECTION 9. F THE NW TOWNSHIP 6/4 PO ,3 3w FOR PERIMETER WALL AND BERM PROJECT No. s/3o/o7 - EXP. Fax: 949.453.0411 0901 MDG _ ND. u0.55B 'SOUTH. RANGE 7 EAST, SAN MONUMENT INH NO WELL AT THE, draa MADISON CLUB Consultants Inc. Exp. 6-30-07 BERNARDINO MERIDIAN PER PM INTERSECTION 0 WASHINGTON 7F EMSED PERWEIER WALL MD BERM 6/21/ GNa 44/67-68 SAID UNE BEARS '& 42 AVENUE ELEV=117.05' \\ MOTHY NA N. P.E. DATE WALL 1 OESIGNEO BY: D.G CHECKED BY: J.W.P. SCALE: FILE No. • 23ga • N89'46'12 -E 1 • PUBLIC R S 0 R ?TOR/CITY ENGINEER SHEET 9 OF 23 REVISIONS DATE NO TRACT MAP 00. 33076 DRAWN BY: O.C. DATE: 04/18/06 1°= 40' 0502 R.C.E. N0. 45843 EXP. 12-31-06 PORTIONS OF SECTION 70 T.6.S. R.T.E. S.B.M. - - iolo oT .$ 1010 " o� a +o am n o TOP OF WALL n c w rnro no +� 4 -r - in _W -----z005--- 1005-.wiINISH005-- --�-'1005nR GROUNDao OF WALL zOTOP + - - - - - - - o' ,za�. �nI +a6 +m- - - ai ^.ti_ .._ -.:� -_-._....__ --.._ -_.�__ _ - iO. G _ 00 -nf0�• - - FINISH GHOUNU - __ - _m�m�a..+ �m - 1`00-1000 TDP of Foon4c \ 1600 1000 a � � c ^ � o. a m a ' e (ourslDE) 9+�<$am mm. ',Ya -_'m y ui OU .. Cl) amo (INSIDE)R a4m .. .. ..' .. Z �m$ •"'��''mo nkni .. ..a fim°'�`e995-995= 995= ... a I� + o = o m nmm.nn.4 ut V n�Nn R`Vu�i� NI -LL na�V - +mood' aeo . m . onm+n'oio rim m..'mo�' _.. ` +m rm� imp m � m Q �Te T �NN _NemO Om �. 990 GC 990 99b m �m / TOP OF FOOTING ULL roro 990 . _ - -- Z`oinn ammo 2wnn^mm +mm $mm z m Iaoio amnm Ia�y'Vi em on a + - ------•--- - --- 985 -�'= ommi �LL - ar �N ' on+ - m r w. WALL 1 PROFILE r I WALL X PROFILE -------- -- ---. -- 32+00 -------33+00 ------- 34+00 - -- 10+00 11+00 12+00 13+00 --- 14+00 -- - 15+00 16+00 17+00 _ 1 AVENUE -52-- ---.-r--------- CONSTRUCTION NOTES -------------- -~ e - _ O CONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PLAN - - - - _tO.T"�Ci' z"�• _ - _ _ , \ - - - IOL01' -\--=-------- \ \ _ TRACT \ \ I0+06.36, WALL %_ I� I I 22. 5 io+224 I MULBOUTI ARY I 12+12.29 MERIWETHER WAY I 1 I + .35 14+4.35 $ 1 PURPOSE I - ,r , 997A1 M OFFSET: 39.68 L I / 1 I I 1 00 KTW 1000. 7TW 1 TRAIL I - IRRICATION� \ \ / 1 '. 13+70. 5 I R/W EASEMENT \ \ / / / 1 ,N14231 53 6 999.1476. I .. N470147E / /` / _// 15+1726 ERIWEXGLE HER WAY\ % \ \ 10113.20AN 1NT // /�� 9 • 999.1 TW, OFFSET: \38.59 L \ I I, .• 997.14 TW / aV�l/ /0.9 , .1.j" 16+13. 2. WALL X = 20' EVA - 11+47. 2 MERIWETHE� WAY I _ P, \ N14�23'S E SEE RECEPTION �CE TER 999.14 W: OFFSET: 42.70 L I PRECISE GRADING. LANS . 16+14.63 C _ \ d' 999.14 L=25.63' \ _ ANCLE POINT - V \ \ 0 p^> ,ii 16+3 . R=45.00' \ + 12+17.90 EC .. /�7 _ 9�^p� 22' PUE &IID , , > 6+40. TW- A723756' 998.47TW \ \ • EASEMENT-\- ASEMENT / %� , /" •d' 16+40.26 E - \ \ �/ / \ 16+54.35 LOT 72 LANDSCAPE )) / �a 99B.M17 TW EASEMENT / / / 80.69.7W - \ - •\ 18+80.69, WALL X � \ TRACT Q' op a0 R/WEOP I1+99.07 MERIWE ER WAY BOUNDARY \ / 997,BOTW. OFFSET: 37.99' Rrolgoa- .. ANCLE POINT r 1�'�A0 . • _ N5440'"2WW BOO`.\ / / \ \�' ',T,\\ 97.14TW 99+80 RY v�0 / \'✓• . > - \ 220.00t.•� \ ro°0 / (\ 9 10+82.35. a 12+30.35 996.47TW 998.47TW ' 995.80STEP -9 11+90.35 - - � 61009-W.� ` \PR POSEQ ANGLE POINT ANGLE P INT \ \. LANOSC E I ' / I I 10+8611 - 11+85.31 BC EASEMEN \6 \LL.. \ AND P610T I 1 ' \ \ 1 / 99580TW 997.14TW EA T \ \� `006,15\ _ L I ILO \ I I 997 14TW N19'331a EMENT . 1 11+46.35 1st SUBSTITUTE MYLAR `',,7 38 - LAND APE 1. I I 995.80 TEP 1 ) EASE This moor is Identical to the .mytar approved 3a+ 2 I WpL'L X PLAN b the Cit Engineer on 04/20/05 laos2 I i except for the revisions noted hereon. " R/W EOP I \ . I REVISED P[AWETEfl WALL AND BW GRAPHIC SCALE 0jo �rb�ky 0 3'16\514, w t.''•1, = II 4 \ I I I I I-- - \\ \ \ 14+T .J ER TrIER-W / 1 BENCH MARK DATUM CORRECTION:Na cwssa 1004. 7 OFFS a3. Em. a so oT ` \ \ \ \ \ \ J ! \ / I I SUBTRACT AL MSL FEET FROM ALL ELEVATIONS SHOWN HEREON AT REFLECT Com/ ( IN reeY) / � ACTUAL MSL ELEVATIONS RELATIVE TO THE BENCH MARK DATUM. / p CYVR 1 Inch a 40 IL WALL 1 N ONE Jenner Street STAMP BASIS OF BEARINGS B NCH MARK APPROVED BY: CITY OF LA QUINTA - DRAWING NAME: II1' Suite 200MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-0001RCH-03-10 W P.E. C46559 twine, CO. 92618 L ��< RICHARD ARK 4 THE NORTH LINE of THE NW 1/4 - FOR PERIMETER WALL AND BERM PROJECT No. _ �Consultants Inc. EXP. 6/30/07 Phone: 949.453.0111 Fox: 949.453.0411 _ k 4v '{ SIA xB No. - o EXv, a- o7 •'LgaNa�°'� OF SECTION 9, TOWNSHIP 6 SOUTH. RANGE 7 EAST, SAN � BERNARDINO MERIDIAN PER PM 44/67-68 SAID LINE BEARS - - p0 } }W MONUMENT IN HAND WELL AT TH & 42 AVQNUE ELEV=117.05' -- INTERSECTION OF WASHINGTON - � b MOTHY . ON SON, P.E. DATE _ MADISON CLUB - WALL 18, WALL X 0001 MDC F 23 - EWSEO MNErER. WALL ANO BERM a/xl/ DESIGNED BY: D.C. CHECKED BY: J.W.P. SCALE: - FILE No. N89'46'12'E PUBLIC KS EcroR/cm ENGINEER R.C.E. N0. 45843 EXP. 12-31-06 - TRACT MAP N0: 33076 PORTIONS OF SECTION 10 T.6.S., R.7.E.S.B.M. SHEET 10 O_ - REVISIONS DATE NO DRAWN BY: D.C. DATE: 04/18/06 1" = 40' 0502 1000--- ,�.. ... oF> • 0-�n995OP OFj WALL N7 azmm _- 0--m _m Vm - _ 1N •`me: n1 .. ... Z= + .. m -°D . . FINISH GROUND - - 96 Ru OF FOOTIN nm w ry�1 o.'id 00'10040 O^� .. +e4A 985 F - - ----- — --- - n:or .- '985 mmm --980— -- - - ----- _—_ —_..� ----- -- _ .....- — -- -- --D 8 ...n m $o Sg _ $� S� + e'm m $g m Nn Ry Nin`.. -WALL 5 PROFILE H -SCALE: 1" = 40' - — ---- - --. _ .. — -- — - --- V S _ ' CALE:1° 4- 111+00 ----- 110+00 111+00 ---112+00-------- - 113+00 114+00 115+00 116+00 117+00 118+00 119+00 -_ � 120+00 - 121+00 122+00 c 110+00.00, 7 00 30' HUMBOLDT BLVD. '99L16TW oOFFSEL 94.41' L • � ' i ~ ! - t I I . w 110+57.35, WALL 5 - / I _ : -.-:..--=.c ._ _ . .:... ......:__—.- _ _ r27+48.75 n HUM80LDT BLVD. ' 991.16 TW �/ r 1 +44. 6 WA _ 1O OFFSET: 47.26' L AVENUE 53 110+77.35. WALL 5 = z 27+59.92 HUMBOLDT BLVD3'45'30-W TRACT N81510 ;V ` 991.16TW - 2 .71' N78'54.03"E 9110.4510 BOUNDARY T 4 9 B. OF 7 9 TC-. OFFSET: 29.53' L \ N72'S9.20•W _ FSET. 47.25' R, _ 111+00 _ 112+00 113+00 N89.45'42"E 474.91' 111441+0�115+00 � 36.31' 84.71' _ � — — R -- -- _ -- — - — ----------- - CAP 2' PUE & _ _ J—' - - - - _ - - - - --___ -. _ .- ._-- _ .. _O..___ __-_ 117+00 --_—___—__11 00-___________._—LI9t00.—_ NEI '46L40CE.—V + — — — — — — — — -- rEASEMENT rEASEMENT I \� — _— — 00N - J .�00.._.-- ..._ —__ __ -__'_I-._ _ ._ .. 615.93 -�� \ UI 06- +00.. .PROP 8' WALL o '-�eee� _ 10' MULTI-PURPOSE I _ I _ I - e O 2$ --- a�.2 STREET PLA 'FOR_kONROEST ry — — P 20' :Z_:!:=im m m/�YC EASEMENT + 3i ZI .R/Y- ^ °p m i — - _...,- �--- WA L SEE II / LANDSCAPE EASEMENT PUE// R , - _ _ _ •_ �--HUMBO�, - T Btu - �• ,,\ _ �•, 22' EASE END7 �\ 1st SUBSTITUTE HYLAR Th the lar I identical d neeroono0the myl5r approved Cit CONSTRUCTION NOTES WALL 5 PLAN m except for the revisions noted hereon. GRAPHIC CALE O CONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PIAN m REVISED PERIMETER WALL AND BERM --�� BENC K OA CORRECTION: CITY OI LA OUINTA R Plan Sel No. / >< N0. 044559 SUBTRACT 1000.00 FEET FROM ALL ELEVATIONS SHOWN HEREON REFLECT w��5d 06 EXP. a-30-07 1N FB40 ACTUAL MSL ELEVATIONS RELATIVE TO THE BENCH MARK D TUM. CMV 1 m<n = 4D n. ONE Jenner Street STAMP BASIS OF BEARINGS BENC MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: 046559 Suite 208 „ MASS GRADING (SITE) Irene, Ca 92618 (SITE) REVISED AND PRECISE GRADING MG-0001RCH-03-11 RI 0 C A 6/}0/07 Phone: 949.453.0111 k•�.tr� E' c � THE NORTH UNE OF THE NW 1/4 , _ EXP. Far. 949.453.0411 6f . 4� OF SECTION 9, TOWNSHIP 6 Po 3W - - FOR PERIMETER WALL AND BERM PROJECT No. rc NO. C46559 SOUTH, RANGE 7 EAST, SAN MONUMENT. IN HI D WELL AT THE 0001 MDC Consultants Inc. EXP, a -30-o7 BERNARDINO MERIDIAN PER PM INTERSECTION O WASHINGTON 5C q I�Ob MADISON CLUB REVISED PERIMEtER WALL AND BERM /21/ 44/67-68 SAID UNE BEARS h g2 AVENUE ELEV=117.05' 0THY ON N, P.E. DATE - WALL 5 - a, Cry11 N8s 46 12'E SHEET 11 OF 23 DESIGNED BY: C.E.S. CHECKED BY: J. W.P. SCALE: FILE NO. fie, up.°* PUBLIC Y! S 0 ECTOR/CITY ENGINEER - TRACT MAP NO. .33076 REVISIONS DATE NO DRAWN BY: C.E.S. DATE: 04/18/06 1"= 40' 6502 R.C.E. NO. 45843 EXP. 12-31-06 PORTIONS OF SECTION 10 T.6.S., R.7.E. S.B.M. -995 ul N __-;. _ L_ _ -_r_ N ao.+wm8i n ml�m.nl..nN lwomly.m °,.., v, -...-9 a; OF WALL CW) a 04 C 2 .v,..---I�._Ann..- l+ 990 + i'- Tl� !2N ._._Nmum lm. _ -�. mN F" W-990- w + g w w U) w (/)-985--- 985 W tu- FINISH GRI UNb w IOP 01' IFO611NG C) + 980 WELL SITE FINISH GROUND 980 OUTSIDE WELL SITE TOP OF CURB Cq ['FII�T%R U� U�N U V) I ON �i: a. + w - ME- ;C an ....... IN z LIJ C. ag ib NIP. __ gin - - - - —_ . X. ml.N+ Cna,. ;�2 . . . . . V '."--___.____. — C _j A 0, 1 N^ 4. Fine + A. on W W t+ + + wC WLALLO PAOFIdm q H -SCALE: 1"= 130+00 .131+00 132+00 V -SCALE: 1"= 4' 133+00 134+00 135+00 1136+00 137+00 138+00 139+00 140+00 141+00 42+00 22' EASEMENT . ..... LANDSCAPE • EASEMENT C') cli L w 7 R7vi _4 w X ANGLE Ilk, UMBOLDT BLVD w BOLDT-BLVO. S z UJ /-_R/W w I�Qrw TE W WALL- 7AS ME PRECISE I LAND -OFFSET:-10*,27' SE.E. LAN MEN PROP 2-11A PUE_11ID NItiCISE R1A.NN. W Cn• C�l FLAN //A C� cd Z:; X -+m C) C3 9- - - - - --- - - - 77A.+ --- ----- - -- WELL SITEL 14� C14 PAD -974 a, - -gas � ..... < _=:2 _01) Wa___ +6�i 0+,j - - - - - - Q- t3e.Fo -- 87 DSCAPE - - - - - - - - - - - - - - - - - �,-.N W - - - - - - - - NT - - - - - - - - - - - 97a - - - - - - - - - - - - 978--- 27, 974.17 974, L 75+16 R Z _j Ep_ I m 975.55TC 275.70TC 1 - 975.23TC .74 =72TC �i:5i it; (_) — , ____ ---I 97335T!� 973.39mj 974.08TC _j 10' MULTI-PURPOSE TRAIL TRACT -SIT S EET L PER MONROE STREET < ..S FOR MONROE sr BOUNDARY a lat SUBSTITUTE MYLAR UNE TABLE CURVE TABLE This mylor Is Identical to the mylar approved 0. BEARING LENGTH VORIrl N�0. 1 DELTA RADIUS I LENGTH I TANGENT by the City Engineer on 04/20/05 CONST ION NOTES, I N04'03'0 154.94' _117 '28'14"E '3 750.00 except for the revisions noted hereon. CONSTRUCT PERIM WALL 6 PLAN 2 N05'28'1 85.49' 2 816'44 GRAPHIC SCALE ETER WALL PER DEFAIL 2 AND LANDSCAPE PLAN '22'01-W - 02 254,44 610'}6' 16" 1 1250.00 134.75' 1 67.44' REVISED POMETER WALL AND BERM NO3'48'34'E 206.28* 11110 5 m00-7n'18"r - CITY of QUINTA NO. C"4845"59 in reirr I Sat No. EXP. 1 i..h 40 IL IMi ONE Jenner Street STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING P.E. C46559 Suite 200 NAME: Irvine, Ca. 92618 ra�-AKP L.JCLARK 6/30/07 Phone: 949.453.0111 L THE NORTH LINE OF THE 14W 1/4 MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-OOOIRCH-03-12 EXP. Fax: 949.453.0411 0. C OF SECTION 9, TOWNSHIP 6 PO 3 3w FOR PERIMETER WALL AND BERM PROJECT No. N 46SM5 SOUTH, RANGE 7 EAST, SAN MONUMENT IN HAND WELL AT THE IT + 1; ilE, EXP. 6-30-07 BERNARDINO MERIDIAN PER PM INTERSECTION 0 WASHINGTON Sj.- DC EASED PERIMETER WALL AND BERM &L "well Consultants Inc 44/67-68 SAID LINE SEARS MADISON CLUB 0001 M DESIGNEDD.C. C 11 CKE6 BY. J.W. SCALE: FILE No. N89'46'12'E 42 ; AVENUE ELEV-117.05' %, ONA!�SON. P.E. - DATE WALL 6 D.G. J.W.P. 0. 0502 AOTHY S TOR/CITY ENGINEER REVISIONS BY:11�: 04/18/06 1'= 4 4 PUBLIC I DIVC -31 TRACT MAP NO. 33076 SHEET 12 OF 23 R.C.E. NO. 45843 EXP. 12-31-06 PORTIONS OF SECTION 10, T.6.S., R.7.E., S.B.M. I 1000 1000 --- -995- V--'---- -------- '---- - -- --� ' -° m _IOP -DE --WALK—. --_ + _ m. a a Fn' g • ... n N m . ., o+ . a - ---P ---- -- -995----- .. -- --- - m m am ^m ^m m nco FINISHQG,ROUND [ --u nm^ m - _ _2 9O an pP.m Cn +m O Nn 990 m 1N- - _ ^ m Q- - - - — 965---- WEII SI TE-- — FINISH F.ROUND / - - � U1 OUTSIOE WELL SITE 98 . , . • - �\ w FINISH ROUND Z INSIDE WELL SITE + .J Ida na0o °° -. amm 0,� :m �• •N"�'^°ri mm pm ^ .m .., � m coO1m� o{^n � ��' ' 01 • '•nm a^ o+m mm _mm m mm TOO CURB o nmeonm $ 980 o m - •' 07 - - pp amm amm � _ ^ c ' O� dO � 1.. O� 01 a m ^ m (V a - _—_-- .nm40 +tri+�^,o$a WALL 6 PROFILE ` ----- 142+00 ----- 143+00 - ----- ---- - ... HSCALE:1•= 40' 144+00 145+00. 148+00 147+00 148+00 « --- -_ V SCALE:1"= 4 149+00 150+00 151+00 a q ' l gage \ \\\ \ \,\ ` ` ` T LANDSCAPE EASEMENT \ _ WALL 5 SEE I iI \ R/YISHEET 11 I IIIII II ♦ N0. UBNEAERWTABLE j (� PUEaL0 3 • _ 1231 LE0EASEMEN PRECISE NO' M• 06' IL GRADING PLANu m . \ \ - _ �fVrv1In O 3�in �m m \ i _ - -. - - - - -/' / _ I Z ' CURVE TABLE } x •' 3 i n'• 1 �/ . \ a - _ _ _ _ _ _Jw_ _ _ _ - - - t�en6E - ^ I I • No. o LrA RAolus LENcm rANw+r . m , m n e n I % a m 'PROP. - .. •_.._a -_- -^,DEME` / o N 1 900.00. e 1,1 i - mNKx ..a _n G'- '^ m 6 WALL. _.. _._-___- �mC- w ^-a. _ y/. �/ m I W �I 2 '9'9- 000.00 o e]' 1395 / I �¢ m .F' .N _..-n an0 $_ .. - _ 00 1p N Fm o}n -44 +'R. 3m� /r Fo'�`u I . Q anm4 ge. ee�9 dO1 ..a� ... r•m .. .__ �iraRaasa¢ga�.wma Q.( _ ._ -9 __- _- _.'__.�� m^ Spm 1 II - a� .-Nm0 .a -Nm Of . -ym' m... _ _ _ m 146+00 Q� �a0.Ti1,3 m .'.a _ '992 -'+ � ,.13: r^ ._ �0 '48'+QO�m -.-'_998 -.2 ._ .. _ _... ._.. ._. +00 _.____._. _ . ___.__ sea ____'- -gel _-. m_-,- - n - W_ �_._-----1_m h - 1 IM1 OO- - - - - .- - - - - _ __ - _.- - - - - - - - �. '-__-_.._ - ____ - - - - - - m _ Z m - -__ p7 -ac[ -a - - - - _. tuelEe - 9 ±o mn u;mn`a___�. R _ ..- _ -_-� '�50+Oc.-/ m am _ mm ^ _ _ ------T ----- _ --- `{AND56AP6 4��. �I % II „+1� n+'&nm J- _ _ - - EASEMENT+ ^m I - • - , ' _ N / 974.08TC"'- --- _ mm I 974.587C _ 975.0870 _ 975.5870 976.08 TC 7.--. 976.5670 977.5770 - _ --_ 977.OB7C 978.O7TC 976.22 T - • ' a MONOE ST. ,o' MULR_PURP�SE -- -- - - -- - BOUNDARY TRAIL PER 'OFF-SITE STREET PLANS FOR MONROE ST' - - - - • r ' ♦ CITY of LA QUINTA • Plan Set No. f : ♦ 0505 0 WALL 6PLAN - 1st SUBSTITUTE MYLAR R Norrre STRUCTIO � 'CONN NOTES � This mylar is Identical to the myiar approved _• • O2 CONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PLAN - by the City Engineer on 04/20/05 _ GRAPHIC SCALE except for the revisions noted hereon. ` r ® REMSEO PEMMETER WALL AND BERM T W FE" 11-11. ) No. 016M� e neA . 4 .0 It. EXP. 6_30-07 06 5 •A. ORAL • ONE Jenner Street STAMP BASIS OF BEARINGS BENCH RK APPROVE D BY: C46559 Suite 200 CITY OF LA QUINTA DRAWING NAME: XP. 6/30/07 Phone: 9499.4.453.0111 THE NORTH UNE OF THE NW 1/4 RICA 0 L CI ARK - r r 92618 �9 '^�r MASS GRADING SITE REVISED AND PRECISE GRADING MG-0001RCH-03-13 1 9 p ,� c TA _ E FOz: 949.453.0411 �j� Px� OF TH, RAN 9, TOWNSHIP 6 PD 3 v FOR PERIMETER WALL AND BERM PROJECT No. Consultants Inc. N0. Cs4339 SOUTH, RANGE 7 EAST, SAN MONUMENT IN HAN WELL AT THE ENSEO PERIME1FItYlALL AND BERM - B/71/0 E11P. 6-30-0) BERNARDINO MERIDIAN PER PM INTERSECTION OF W SHINGTON SY 9 , d MADISON CLUB 0001 MDC - DESIGNED BY: D.G. CHECKED BY: J.W.P. 44/67-68 SAID UNE BEARS & 42 AVENUE EL =117.05' ` OTHY R. NAS P.E. DATE REVISIONS DATE NO SCALE: FILE No. •C?aN��a• Nt79'46'12'E WALL 6 DRAWN fiY: D.C. DATE: 04/18/06 1"= 4O' OSO2 � ` PUBLIC WO SDI OR/CITY ENGINEER TRACT MAP NO. 33076 _ M15843 EXP. 12-3,-ofi SHEET 13 OF 23 PORTIONS OF SECTION 10 T.6.S., R.7.E. S.B.M. A. . ' ,�y V. _. W n' 1010_ ..__ _.._.._ ___' ___..•_ ____- .. ___---_._-_ __-_-.____- __. _..-. , _ t<7m -_ .. 03 LAX - ----- oG—p -- —'---- -1010--- 0 _ N was +im �+ne S W A o SK' aha b No ggmS ' no np8 RS m^ .o W • o me +c -TOP OF WALL +i$ m'O,+OO pd'^'OS- • OO +n0 ,nob - .. - 2rp 8„aNlb O p O ,. Om (� a `• , _...1005_ ...._ o o �. _ _......-.- .mow __:.. _-. -�. _._.,.....�^ _m o .+ � � S ��-,ul� - N o � ` - - ---- 0 - ;. _ « • r - i - _ - ., -_- �- mgi �o g_ _ o,O:�ri .r „ -� •.:-: y `-1 �'_- < .,z• J _ +o� S ciS \ _ • a a.S ,. .. - � .. FINISH. GROUND . . . ' - -` �_ $ �+oS' S+r��5N$moe$ k4 ad uo u + � + 05' o SI,� •K - y .. o 4 u apQ 'bo ^� a kuonk can an0 0 (6 ai oP ?nno t « N 0 m �n N iom r + a' ' pk4 gk4ki gk`auvkimSH - , S=me m.doi' +nm+ m om�a+eu? a n OD TdP OF FOOTING + a.- p' es ari .1000- ..e g '�okS r:aummmmmm m m Cmmonarimk In a o moo. . k + n m m+ nS u -r- - I ICA71 N- + mm�mm _mm a c m m°dv o dk�v cE --1000--- loo i o3 {Nm mmm °mmm °mmm emm. a �_ oumm�kNg / ok�nuom V v' N^m pnm ,f,oemm - - LL 511 a m oe, +mog •tmo .. , PU PST ION' +�'n^m .. m nmmm �' 1 rj UjOnn W • 995 I Z 995 ! �• ou .. ._...._ ..--. - __----_-- -. ou - r �uoou .ed' _.._ . TOP Of CURB °{ ona Su o� opF .. +� y +�,•. m S : a+4n m $m o� - SF . _. _.._._ ' m m m� N a „+, a - -�---'--' --• _. _ -' m •--' ar-------� ^'_-'-'-_'-' --'----_ ---- --- - + 990 - .mom. _ .. _ 1 .,tr - • - _ _ _ : WALL 7 PROFILE H -SCALE: 1" - 40' -- -- - - ----- - r_ _ __ _ V-S_CALE:1°- 4' ` 160+00 181+00 162+00 163+00 --- - -- 164+00 165+00 166+00 �', 167+00 168+00 169+00 - 170+00 171+00 ----- 172+00 - r t' •r -� I l / I ALL 1� SEE ,. !.. �� L�,'., \ � 9BO.. "\._..� �V. .......... \ \ --- l ... _ - ---- '. -. Isi+3a.n wAL Uf - 1' 1 \- - -+- - � 1 \ 4A47 � - . \ . .\ ' .. -..._ �., .�<.,-- '-----"---- � `16 +Is n i' � -- --- is+Be.zs. - _ _.....__ ' �' ..:\�\ W o��-- - _ _ �; - \ o o . \ \ --teweer . avE 4- --- l0oo.3�rw B _ -- -I , � _ _ vE. sa _ T , � .. ., �... .• Com. •��.\ �. .. � .-:__. ,�_. - '2" - ---OF E':070.25' L EE-.P.UMP 'TA 10- .( 160+00.00^W L ,,„„55 _ CISE iCRADN .. ._.. __-___ /-_..:- .r.. ' _ -'___ _ --est.__._'-/ 11+51:6B. AVE. 94'..._._ J '1 '. .\,` \_, ._-.___---_ .._ _.._.. _-�998� _____-__ o _ PLANS � - -. _+ - Z` or \ W '. ._. _.__ � - -�. r 1008 -- _._--._-_• O �� --998- S �OOry p __ i ''O?, `�• _l'p - 15 rN'1`--99 i O _ i OFf.SET: 82.U0'.L. I -_, ai� \ -\_.. - ._ ad -N•S �o'--....gcn m _. .•�•'n 'a _ .. I'd O r -. .___._DOE. ...___.... ... _........_. - I -..p__— dam. /000,0 r p +d"-- :_lo0z -- PROPOSED +va g+a mm H �K n '�`+i6'99 J� �� n + .. ......._.___.'._._.. _. ...-.....-_ -o \ \ n .:no u Sec. +m e_'_'__+ , ` „9 O+ ..loox--..._.. 2.. _ -m o... .. _._._.... _... . 6' WAti`. ..-._.__. _.-__-.� m p+' -N _memo^iO 1-- 0 1 -mo o �o0 0 %—'�---- - ----------_-dT__so �p..m I I .'+�rin tic 'ate$'_ -I ^ --�� ^_ I N , arss.�.a�aa.�-Q u>�.i�ia �mrmcia pa nfn. .� ts�a ne.�[ no.a a+aClQ_•r�s....iQ�_a_Qa.�n. ti .=--�aver�_� �f N89' 6'S6`E �J6.1}' 00_N89'S1'J8 E• I� , ,.•• .-._�9gft...�..�,. ____... .. . __.-.. _.5p. .__. --.-_ - _...__-'-....._--._. _62826.-._.q6F_-- -..- _'_'fa .r 100a----- 1464.111+ 7 , _ ♦,.'`.•. _ =991. __.—.____—._:_..__.__...__. .: .._..__. _..._ —..._ \. .... ..-\.__-— ---- ? � CANDSCAPf J-= —. MU6TL-PURPOSE-TRAIL•-.PER—.-_ __ _- _ ,. ._ _ .- .--_- .- _. _... . -_ _ _ -- , _ _• _ — _ .______S.__.-. F" _ .. _ ._ ..�- .-..-... m - - 99 EASEMENT `OFF-SITE ST T_Py[NS PER AVE 54' -T - -- -- ��-- -- -- T- W a _. -' ' - 167+8710 + L404.]anv l �` 991.84TC _ __.. - _ ._._ _ ..t - ._ 991.44TC 991.44TC ' I ,� 991.70TC-TRACTI W. 99266TC _ r. {f.+_ 992.977C• - 993.02TC ,a 992.83 TC, A ••• OTC , 991.907C- ,991.40TC BOUNDARYE/I V • E 54 ,.. r•F' + ..* . '- P �+ �• F T_ 1 = ~ 4 _.� y� ♦•'-. ... , - _ ' • ` '• y ... -C - ' ,1 �- •> J` 4 >t, ` �EOGE OF PAVEMENT . Q a s .; •'. - i • } '. f - ' - rY.' • ' - ---- - - -------------- ---- s �.l-; f 1s SUBSTITUTE MYLAR "�.. I timet;� `• '� .y �' +t This•myiar.ls identical to the mylar approved _ r '► Y. f �. r• - ` - o t L' s ' - - , by the City Engineer_ on 04/20/05 5 t CONSTRUCTION NOTES y� �� ; �. / • t ` ' a I except for the revisions noted hereon. >, • O CONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PLAN .. r `• c a - ' m GRAPHIC SCALE •t PLAN tam I :,ulrn, • WALL 7 ^+ c a • p5 �CjO m RMSM PTRWCTIR WALL AND BEaM rl I I m NO. Comm 1 t rte— ( IN POET 1 ' +- I Inch = 40 It. ( r W. a-]0-07 - ONE Jenner Street STAMP BASIS OF BEARINGS r MARK APPROVED BY: .CITY OF LA QUINTA DRAWING NAME: ' Suite 200 P.E. C46559 Irvine. Co. 92618 pnae,q� _. - - MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-0001RCH-03-14 RIC ARD C A ®9D L. / ' , t - , 6/30/07 Phone: 949.453.0111 q ,tT c+4 THE NORTH LINE OF THE NW 1/4' •, 't A'`PD 3 3w _ 'PERIMETER WALL AND BERM. PROJECT No. ,. _ - ► E%P. - F..: 949.453.0411 '�� 4.p�� .OF SECTION 9, TOWNSHIP 6.r - _ ND. C464s9 SOUTH, RANGE 7 EAST. SAN MONUMEN T'IN H%UID WELL AT THE ' "Consultants' Inc. •: EXP. 8-30-07 BERNARDINO MERIDIAN PER PM INTERSECTION OF WASHINGTON S� MADISON CLUB" ' 0001 MDC • + 44/67-68 SAID LINE BEARS . Y& •42 AVENUE ELEV=117.05' OTHY R. ASS P.E. DATE • WALL 7 _ evlseSPTJtwcl[R waLL.ulO eEAu /xl/ DESIGNED BY: C.E.S: 'CHECKED BY: J.W.P. SCALE: . FILE No. ON's - N89'a6'12•E "• _ REVISIONS �` DATE NO atra nP' PUBLIC WOR DIRE art/CITY ENGINEER TRACT MAP NO. 3307.6 SHEET•14 OF 23 DRAWN BY: C.E.S. DATE: 04/I8/06. 1"= 40' 0502 '"� '. R.C.E. NO. 45843 EXP. 12-31-06 PORTIONS Of SECTION 10 T.6.S. R.T.E. °S.B.M. - - NORTH s I o ctOi o y o y m A j z = a 'v MATCH LINE STA: 172+00 SEE SHEET 14 w _ NI MATCH LINE STA: 172+00 SEE= SHE14 �7230602.�/• p i 172+0 i ++ 900.01 9.41TC 9 95.6 IP03.67N -997.09FG e m m I i I - p 0. 99 9, TC o n 4 / � un,o ... On'> 1 iIIWI 1 1t\ �7 1 'I I I go (�n III I /'/( / II! 1I .�Pdamy �! I l!.i�ppaRR- II !! _ °' S I•I +00 00 \ ,' OIIi IIII 47f 10044TW 990ITC 917946+304fl 7E '1I 774+0 ch 997.S6FC 1003.6 T,10 mn . 1004.34 22 173+ 4 '174,+4 174+44001005: tT0W0 Q. 1 005.( Z 998.26FG '. D . m � m II U, I 175+00 t ar c 11 11 ! 1 1 i \ o. O m 989.91 TC i 175` .00 CC I II I 10051 7TW I I 175+28.00 175 1 _ .. I ` 99B.34TF' .100: 999.59FG I O pIJl 'F NZ 77110077779600779+37++.6.. .. ... •. 1II' - 176+OO 989.41TC1768.0 1i ijI . 179I.9'+7.I. 9.6O.0133.04 0 I... 1: 76999.8 005 1 176+5200 98.2�F176+84.00110FC TF 90G y TF 776t0+04 t 997 80 347 1005.0 176+E00 1 6+64.00 3.67Tw 67177+04.00 76T.47.00 1 3TF:880.33 999659+998.-7378F4.:CEO0TOW0F ' G 991.73FG 1 77+00.0 0I 11,O07 1.17 0.0;ra..6 67TW/ 994.347bO/r/1 I 177+00 [96 9991 TC 999.67TW11 . 9863 989.72FG7m 9 177+08.00 N I +$00 997.67TW 177+ 0.0 TW 986.33TF 7.TW �. 177+24.00 I 994.34TW. Ip mm°-u!zs1'7W1/a�n1j m'�m•�IOimi FtI,i I `I I � 8 991791727+.833T O. z. $ZO m 93.667E B .. .91.GOTW0 m zoD 0. 177+71E' 777+71.88 99t.00TW1Wwa7 70 +80.00 8366. ;0 / 177+80'0 777+96.00 995.00TW 177+I' 8_00y-zZ 985:190: 77+8000 m997108n znvF!A I - 17 MCI, 9. n Alp .0 70 n;zm I + +0 .00 .iq 0 999.178,0000 GOTW 178+08.00 TOOI. !i W9W33III T 3TF.171700 + 00020OO zm I 9 9.640G 9 93.67TF AN POINT o 178+35 Ai 995.AOFG. - C I0 • R, z I / I I 178+'E35P 178+36.00 . T / / \\I\\) 9�8.43TC I I001.01TW; N N; 1, i! I I. I I 1001. r o.,�� i I i s94:e5Fc 1711+-.- >.z 711+48.00 .. �rn5q �'. m i I 1 I I 1 TIN _._ .I .. 1�8+44.00. 1tool. 8 so'00 m z z Z - - I ' - j. I 176+ .00 , - - 993.00 7000.}4TW 1 n �. i I. 1 �94.24E0 .178+72.00. ' 178«56.00 999.fiZ - m Fo - I 1 998. TW % • - I ' 91:B7TF... 1'78+84:00_ . _, ... ._.. u :E c� I.. I ,791 00: % . ��.\ I. �� .. .._ 9232.�3FG 999.OtTW 999. I .. - 1p. 1179+00 I :178+64.00' ANGIO POINT ; A POI w c y % m I zl 17 997. 7W6 / t �\ I of 9 7.937C I 99239FG - z I c I P L/ \ }I`l .. 178+76.00 179 '00.0 / ;-__ I .. 990:33TF 997 67TW ml 997 7TW I I : 991.WG t Aor A �- I I aI 91 AN� oy I 1 O 180+00.03 i `~ z O v I I I -� I 987.43TC• A. m m O ANG6)_ POIN POINT ^ 7 { 171 I 1 18018 .42 I \ I' i I i 11880+12.4 180+68.00 997.00TV/ I 99 z I" I I I I 71TIN 989.67TF. i 180 ' 00 I /; / \ I I 9691.00F W :I I 997.4"989.00TF , 180+60.00 , c m n I 1 18U .00 I I Im I 990.37FG 997.00TW ' 160+80.00'.1 .I i I 180 �l4 t 180+84.00- 996.34 D 1 I j i g9 TSITW R �I^ mI lat+oo I 98 98 '13TF 9.63 G 780+88.00 II I r I I I +pi 986.93TC 87.677E 995.00STEP O m II I I I i I 988.92FG - T O O O' 1 I ! I I 1. I1 +44. 0 ;0'9 6 81 I- I 1 +36.00 (n I I I I I i .988.93 G .1+44.00'1: , Z I I I .00S P /, 99 .6 TW .. I 1 I . �•i j 98 O7O 11+995.00STEP M fA . 988.337E . (nD 1^n I 78910+ tO\\ J - 989.61FG m n IT n I I I V TW Bi 2.00 181+80.00 D� v 0 �� -1 ` I 996.34Tw O 5C 0 M Ill ;0 0- Q f; ' 1 , 1' I t A{J INT \ `-.�� - N .. 182+00 ZDCCii I'Tl TI ,;� I 1 N 782+ 6 ------ ++ 986.4 TC ANGLE PC9NT 0>0;0 CA r:�� 11 I III. 99. 1W\I o, 'I i 182+76.09 p A ' 1 �' i 112.4000 182+44.00 996. fit r Z . v n D 99 / I I i 9as.00TF• I Z I II I ',1 I I I �'�� I I \ _ - I .. 990.31FG I 182+40. 00 ul o co r o+sz.oa 97.00nv ;001 Z .Z1 D 89.677E I I I I i I 9L59F.C'i I J m Nm ° 0° r+ I I I I§ I I o° / i ' / i w' 783+00 i CD I I --�� - o; 985.94TC , N O E Cao1- o co 3 O m 7 .. a I I I I I rN $ CD m o o. C 4 iI 88+00.00 i 00 e I i 114+00.08 rTn m o a .. �I I r, ony ` m res+onl O n O Z � � � „ Iii , 'S I / �� q o 985 437 I � 989.677E 784+00.00 fT C� 1 O N I� 991.00FG ! 997.00Nl z 0 z a o MATCH LINE STA: 184+00 SEE SHEET 16 . �+= -�' W m . $o cn o D. o 0 n MATCH LINE STA:.184+00'SEE SHEET 16 O Qn o D c m a g3S ? mm m m m 0 [1 _ ass 9 ase 4_ 7 I—T- T-- jv- 4 7 4.4" - 1- 4-4- 4 4 . . . . . . . . . . . . J, ji. -44I I - 7 t 1 r 4 I _7_1 T-1 J- 4:1, L -i 4_ j _j 4_1 ..L 4- T;i I IT - J- A.- L_ 4- 4_ -h- i �4-T. 17; + +�.l . — I ':of iT +6 in g q�7. 4- -1-2 CD 4 4 T t 'gn+j `0 �4 )F GE�'O m -4 -4- 1 IQ! m wird, AN TqP_ F.�Uj 6 .3'gg 14-4- 4--il J-1-- . i- 4 -- _J w Ts;mean 4-Fi �: 1- T -FT - z A. 04 L r J. ai J T 62 IT I w r + -4 4_ - _TI A_ L R( 4 4 _T -41 _... + _4 Lr T V -SCALE: I*= 4' J I L j.Y SCALE' 1"= 401 184+00 185+00 186+00 187+00 188+00 189+00 .190+00 "'191+00 192+00 -193+00. 194+00 195+00 196+00 •+ 4m F P yo *t Iii _2 w IULJ ww 1: 2' T w w w w UJI C3 + (D 0) _T X30. Q - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U) EASEMENT ULI w z z 1.4.10TC 983.40 C 980.90TC 14L40 -TC 979. OTC 979.40TC =�.F, 4.TC 984.901C \-983.90TC i9mgm-/ K 97814OTC 1� _9TC _j NDAR! MU -_pURpOSEj_ TRACT BOU :6T PI AN - - - - - - AVENUE, --5 U 0 ---- -------t. AR lst. SUBSTITUTE MYL -This mylar Is Identicol to the mylor approved CONSTRUCTION NOTES by the City Engineer on 04/20/05 T_ .4 H— v�— —11T 4 'al vg' 2 -T OONSTRIICT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PLAN except for the revisions noted hereon. GRAPHIC SCALEREV= PERINEM WALL AND BM WALL 7 PLAN iFc-Ty.,LA QUINTI, EV. 6-30--07 Lj NO. C"%9 IN FEET)Plan Set No. Ince - 40 ft. D5oso V ONE Jenner Street STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: --61T—Y OF LA QUINTA DRAWING NAME: A RI -006C46559 RICHARD '_E_ Suit9e 200 Irvine. CD. 26180 THE NORTH MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-000IRCH-03-16 EXP 6/30/07 'Ph.ne: 949.453.01111 Fax: 949.453.0411 LINE OF THE NW 1/4 OF SECTION 9 TOWNSHIP 6 ' PO .3 FOR PERIMETER WALL AND BERM PROJECT No. onsultants, Inc. 1. C46559 6-M-07 SOUTH. RANGF 7 EAST, SAN BERNARDINO MERIDIAN PER PM, MONUMENT IN HAN AT TH 11AS.I.. INTERSEC ON OF I. _L To. St TI L P, ar� MADISON CLUB 0001 MDC 4 REVISM PE�EMR WAM MD BERM • '44/67-68 SAID LINE BEARS �.& 42 AVENUE ELEV 1117.05' qtMOTHy .JON ON, P.E. DATE WALL 7 OESIGNEO 8Y: REVISIONS w I DAT No V.I. !CHECKED BY. J.W.P. SCALE: FILE No. N89*46'1 2"E r C., PUBLIC S 'U. CT OE OR/CITY ENGINEER • TRACT MAP NO. 33076 SHEET 16 OF 23 1. IDATE: 04/1 . 8/06 1 1"= 40' 0502 IR.C.E. NO. 45843 EXP 12 -31-061 PORTIONS OF SECTION 10, T.6.S., R.7.E., S.B.M. I A -------------_4----I. -- - -990- - --T 0 w 975 z 9 In 'd' bed mm A NO mn 51 TOP OF WALL qi _ 99p' o1 1 0 0 1 + + 21: 0 .0 R 119- + + Z -A 985 I GROUND C') FIN& + T ' 'd 04 F - TOP OF FOOTING 0 w 0-d"n 21.5 + Rl 1. 1. w P -OV _4 I At 980- + w 7 w _J. + g + w T + Z 975 zi $n om . A +It . X 0 M 70 �4 i I - ' 2— cd. .71.n qt. mem WALL V PROFILE -SCALE: I 40' .... ... . ........... V -SCALE: 1"= 4' 201+00 202+00 203+00 196+00 197+00 198400 199+00 200+00 F_ w w. . ....... X U) V). �\\'� C14 w w F U) N89/4,- E w w C3 C) C0 + w 2. w U) --- - ----- 97-2- w C .7 U) -'-;,7'- 914- i T 2 to W 78- ------PROP:-Lr' AL '- -max' ::- - ------- 98 ;1- 22!� z -N !� �.. -197 _j amp 4 7 ' T 7 EAS MENT 4 MY/ — w 978.90TC jZ§_-40_TCj _977+89TC inaEL/ _J 7.�TC i:_6.39T��OWt 7 7 _IU+B._�%AVE 10' MULTI-PURPOSETRACT TRAIL PER STREET PLANS FOR AVE E4. BOUNDARY OFFSET: 14+00 L -- — — — — AY—E-N-U E 54 1 St SUBSTITUTE MYLAR CONSTRUCTION NOTES This moor is identical to the moor approved ( 2 D CONSTRUCT PERIMETER WALL PER DEMIL 2 AND LANDSCAPE PLAN. by the City Engineer on 04/20/05 GRAPHIC SCALE, WALL 7 PLAN except for the revisions noted hereon. REVISED PERIMETER WALL AND BERM NO. IN FEET O✓OE.. X-07 I InCh 40 IL ONE Jenner Street STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: Suite 200 114 6/30/07 RIC WA.. AAA—O# IE C46559 ItAre. Co. 92618 MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-000IRCH-03-17 Phone: 949453.0111 THE NORTH LINE OF THE NW I Fox: 949 453.0411 AL OF SECTION 9. TOWNSHIP 6 ' PO 3 3W FOR PERIMETER WALL AND BERM PROJECT No. NO. CAdee9 SOUTH, RANCE 7 EAST, SAN MONUMENT IN HAND WELL AT EXP. 0-30-07 RNAnOINO MERIDIAN PER PM INTERSECTION 0 WASHINGTON onsultants, Inc. BE MADISON CLUB 0001 MDC 44/67-68 SAID LINE BEARS 42 AVENUE FLEV=117.05 11.10THY R/10N EVISED PERIMETER WALL AND BERM iw/21/0( q FILE No. Z I A P.E. WALL 7 REVISIONS DATE NO N89'46'12*E :11BUC WOWS DIWTOR/CITY ENGINEER TRACT MAP NO. 33076 SHEET 17 OF 23 ............. . . . . . . . . . . . . . . [DATE: 04/18/06 40' 0502 R.C.E. 110. 45843 EXP. 12-31-061 PORTIONS OF SECTION 10, T.6.S., R.7.E., S.B.M. w w X 985 w w O C:) 0 w 975 z 9 In 'd' bed mm A NO mn 51 TOP OF WALL qi _ 99p' o1 1 0 0 1 + + 21: 0 .0 R 119- + + Z -A 985 I GROUND C') FIN& + T ' 'd 04 F - TOP OF FOOTING 0 w 0-d"n 21.5 + Rl 1. 1. w P -OV _4 I At 980- + w 7 w _J. + g + w T + Z 975 zi $n om . A +It . X 0 M 70 �4 i I - ' 2— cd. .71.n qt. mem WALL V PROFILE -SCALE: I 40' .... ... . ........... V -SCALE: 1"= 4' 201+00 202+00 203+00 196+00 197+00 198400 199+00 200+00 F_ w w. . ....... X U) V). �\\'� C14 w w F U) N89/4,- E w w C3 C) C0 + w 2. w U) --- - ----- 97-2- w C .7 U) -'-;,7'- 914- i T 2 to W 78- ------PROP:-Lr' AL '- -max' ::- - ------- 98 ;1- 22!� z -N !� �.. -197 _j amp 4 7 ' T 7 EAS MENT 4 MY/ — w 978.90TC jZ§_-40_TCj _977+89TC inaEL/ _J 7.�TC i:_6.39T��OWt 7 7 _IU+B._�%AVE 10' MULTI-PURPOSETRACT TRAIL PER STREET PLANS FOR AVE E4. BOUNDARY OFFSET: 14+00 L -- — — — — AY—E-N-U E 54 1 St SUBSTITUTE MYLAR CONSTRUCTION NOTES This moor is identical to the moor approved ( 2 D CONSTRUCT PERIMETER WALL PER DEMIL 2 AND LANDSCAPE PLAN. by the City Engineer on 04/20/05 GRAPHIC SCALE, WALL 7 PLAN except for the revisions noted hereon. REVISED PERIMETER WALL AND BERM NO. IN FEET O✓OE.. X-07 I InCh 40 IL ONE Jenner Street STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: Suite 200 114 6/30/07 RIC WA.. AAA—O# IE C46559 ItAre. Co. 92618 MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-000IRCH-03-17 Phone: 949453.0111 THE NORTH LINE OF THE NW I Fox: 949 453.0411 AL OF SECTION 9. TOWNSHIP 6 ' PO 3 3W FOR PERIMETER WALL AND BERM PROJECT No. NO. CAdee9 SOUTH, RANCE 7 EAST, SAN MONUMENT IN HAND WELL AT EXP. 0-30-07 RNAnOINO MERIDIAN PER PM INTERSECTION 0 WASHINGTON onsultants, Inc. BE MADISON CLUB 0001 MDC 44/67-68 SAID LINE BEARS 42 AVENUE FLEV=117.05 11.10THY R/10N EVISED PERIMETER WALL AND BERM iw/21/0( q FILE No. Z I A P.E. WALL 7 REVISIONS DATE NO N89'46'12*E :11BUC WOWS DIWTOR/CITY ENGINEER TRACT MAP NO. 33076 SHEET 17 OF 23 ............. . . . . . . . . . . . . . . [DATE: 04/18/06 40' 0502 R.C.E. 110. 45843 EXP. 12-31-061 PORTIONS OF SECTION 10, T.6.S., R.7.E., S.B.M. I. ' - L • • .. .. ... •. NF 0 a� �'n - • om • _ $� m�30� cppi �ua{{m� oo NK om o o " • +vi IO`I O N_ Io�g^o.N-_x___1610- .: _ .. e $ o o�+o; NE aire°i o allo 'dNo No - +oi $_ 90o00 N y __10'10-..___--.__.0 p n -o $QNO o }� pQo�Iyw �O nN" oy O10`IOm O- O NIFw and 0^ d 00 d, O m O 03+peN0-NO O ^ .. Ok` O W ITL OW allo Ic O°'p NO N- d� + N_o+m d l- z µ O p o _ O n< - + 'r1O O .. no No +C. 8 +y p3 �OIFd O mg noml" roa O a13:u o{^ H-✓IdN� + +SNo po V Ir 4n^.rv- bdlw 0l�O 1- 4 - +riMril-n WELL SITE i - - 1005 - - ^^+ oa'mR - -- - p . -.. - _- + NI - -i+'i$ v+ia1 p --. +1,1�I "'S $ o=homoo - - -. - - NE�0000� \H000a `- W 1005 $ np r an \oanohu So TOP OF WALL .allo _ N .. .. No N� ^' Pa�Noo g 4 Hoo oo Noi - - - -�. •/ y y -.� LU (/1 aSmoN^o{d .. .. 'oo a_a Noo �+ ON°m' _ �O C3 .._.__ ..... ----- .. -- o. o. 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MEDIAN CURB _ -^^ _��_-"-- �Ft- Z - - -__' •i 99._.crier ras�itit �'�'•= 4 N _-R/W^ 00•t :QO.Q�'- _ _____ _ __ q. - '- -_. _ - _ - Ary -41E. POINT--.... �a -- ��I+ b6 -MAOI ON SL.-- ,_ _ __0 .-_2 \ _ -__??5+ _ .______._ ?0001.141WN3 •Oq, - ED=_ $lU 08' '.. t t P_.._Z2EF - ___--�— �. ,\, � ';� \ - I p•� 1000 � °�'Op � ,: �' + � � �/f' � - „t ' \, / � /N an - -_ _ '- -"__. - �4 �RII.e -_��'- 'jy \ / ? dl y ! 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N R=1081.00_..___._._.___ 74A PRECISE 2 . - \ - I _-.__� �\ M1 \ ^ \`'• \ \ • /„ / ._--. -- I NOD.. pp+:E.i p o `b _ _..--__._.____ no.._ \ •. 3L 0- 1� A e m ._NON8 pyyp .+ o �^ y�_ ...._..__..____.•-____� `d:N� aN�i •'ted # B. MADI 0 •Sx--� �t N 'PNS^ R 9 •_ ^ �`�1-`_ - A .-.i d ._._.....__-_� ---__ ID.Q7:8}TIS _-- % w \ - '"-1' \ \\ 91.E AVEN 54 %J \� . (-' N _ NO O N+p, 9 �\ _ FF�ETi-75:2'5_.6"_.__ LO - c`N-_ -�_- _ -\ .\ :% ...._`-_�-_:-.--'-it's-. �"...-i ``� ,// 110 6200 L _ �._�-_ =` 4 - 1 st SUBSTITUTE MYLAR CONSTRUCTION NOTES I This mylar is identical to the myiar approved - O CONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PIAN by the City Engineer on 04/20/05 - except for the revisions noted hereon. NO�II WALL 8 PLAN GRAPHIC SCALE i I m REVISED PMMEtER WALL AND SM � NO. C46659 filo. B-70-07 IN FEET I I G A • O'r/17� /� CMl I Inch - 40 It. i ou I ONE Jenner Street Suite 200 O� C46559 E- Irvine, Ca. 92618 RICHARD L. L R Phone: 949.453.011 11 EXP. ,6/30/07 Far: 949.453.0411 STAMP a 1 4A i 9 °No. BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: MG-0001RCH-03-18 THE NORTH LINE OF THE NW 1/4 OF SECTION 9, TOWNSHIP 6 PO 3 3YI MASS GRADING(SITE) REVISED AND PRECISE GRADING FOR PERIMETER WALL AND BERM PROJECT No. Consultants Inc. C4059p" ExP. a -w -or • •4. e°, 1`„ryw�• o'- SOUTH, RANGE 7 EAST, SAN BERNARDIN0 MERIDIAN PER PM 44/67-68 SAID LINE BEARS N89'46'12'E MONUMENT IN INTERSECTIONI a h 42 AVEN I HAND WELL AT THE OF WASHINGTON S� E ELEV=117.05' D OTHY ONA N. P.E. DATE MADISON CLUB WALL 8 TRACT MAP NO. 33076 0001 MDC EVISEO PERIMETER WALL AND BERM /71/0 V.I. cHECREo BY. J.W.P. SCALE: FILE No. . PUBLIC s D EcroR/clrr ENGINEER .SHEET 18 OF 23 REVISIONS DATE NO 1°= 40 0502 R.C.E. NO. 45843 EXP. 12-31-06 PORTIONS OF SECTION 10 T.6.S., R.7.E., S.B.M. DRAwN er: v.1. DATE: 04/18/06 ' - L -4- 7.. 4 r r .4- - --4--. - - - -4 1-4 i I . ; __! _. _I, - ... T_ t r L ..T _L -_II 7 + + _T- - 4. .7 j7j-� t-- 4: 7 T 46 % 1,17-r! T- X lC9 8 I j LU 0 FIHIS� ARO�Nii . .... ..... - ------ L -4 U.1 & F'�- od 'UJ T + iz -L -A - -4- L_ _4 -T— 1 1 ONI -r-, -�T'jWE(L- 7:_ ............... L ..i -j U96s ju + r -Z —Fz: 4• - r _-TF T -- rd T. t _7 .4- -_J... L _L J.. FP 7 - II T__ n -T J-1 4-t -7--i-.4-;- r -47'ji--1 -4 : i IT, w -4-4It -.-- -T 1. 1 1 1-14-L. 1: _i. L 4. _1 --L i - � -I - .. _. :� . I . , _1-1 T -7 1 r :1_ -T 7 - +44-1-- 1 1 L I _T 4 1 +_H. -d-1 I L T: 1 .4 I_+- 4_ i QFlLF,- fj r�i L t. ... L I I -SCALE: 11" = 40' -4 -4 4 /-SCALE: 11' = 4' _4 i- -4 232+00 233+00 -234+00 1 235+00 236+00 237+00 2381+00 239+00 240+00 241+00 242+00 243+00 00 •IL w. J 0 C*4 4S+ 0 5 8 .4 T eT 99 M.— T_ OFFSET: 77.00' R LU Uj 14 -%Kl crr. AQ1101• PROP., MEDIAN rij CO w Uj • 0 -LANDSCAPE PROPOSED 6' WALL + C:) 999.037C STREET PLANS FO o , 1 3 C4 0 . . + 999.52TC ------- i C\l X ----------- Do. ;4 CV)% CV 4----__-- NO 15-45-E - - - - - - - - - - - - - - - - - - - - - - - - - - - - % I�f 61. WALL C) - - I �T3, - - 4 33 a DISQ w 1007.14 C0 ww�_ IMI------ 0.1OFFSET: LUT_ 20 EVA Z SE LLSITE 11 PRECISE GRADING PLANS - -, 994 06.41, WALL 8 - ;�. , y ------- 1 st SUBSTITUTE MYLAR CONSTRUCTION NOTES 4 This. rndor Is identical' to the mylar approved 3 Noffby CONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PLAN WALL 8 PLA the City Engineer on 04/20/05 for the revisions noted hereon. GRAPHIC SCALE CITY of LA QUINTA except REM= PERIMETER WALL AND BM Plan Set No. NO. C46559 I IN FEE7 I 050V DV. 8-30- 7 I Inch - 40 (L jNE J-1 street Suite 200 P.E. C46559 IN-, Co. 926t8 STAMP BASIS OF BEARINGS BENCH MAW APPROVED BY: CITY OF LA QUINTA MASS GRADING SITE REVISED AND PRECISE GRADING DRAWING NAME: MG-000IRCH-03-19 R AR L/CLARK 6/30/0 - 7 Phone: 949.453.0111 EXP. Fox 949.453.0411 *..NE THE NORTH LINE OF THE NW 1/4 OF SEC11ON 9. TOWNSHIP 6 PO 3 3W FOR PERIMETER WALL AND BERM PROJECT No. • No. 046559 SOUTH RANGE 7 EAST, SAN sERNARbiNAONMERIDIAN MONUMENT IN HAND WELL AT T. S� luA 664� I zA V� 1. MADISON CLUB 0001 MDC Consultants , Inc.6-30-07 PER PM, ..- 44/67-68 SAID BEARS, INTERSECTION OF WASHINGTON 42 AVENUE ELEV=117.0 XMOTHY ONAP�614. P.E. DATE WALL 8 ERIMETER WALL AND BERU Fim I I REMSED P apy V 1 DESIGNEDEl� V.I.1CHECKED BY. J.W.P. SCALE: FILE No. , 1-11 N89'46' 2'E PUBLIC . WU C S IKE TOR/CITY ENGINEER TRACT MAP NO. 33076 SHEET 19 OF. 23 0 REVISIONS DATE NO R .A. u .1. DATE: 04/18/06 -I"= 40' 02 R.C.E. NO. 4584ol - EXP. 12-31-06 PORTIONS OF SECTION 10, T.6.S., R.7.E.. S.B.M. w. J -4 4- 7 L L -T, I 4- 4_1 4 rj T 77t 1-4- t -T4-� Ti!-T j - "T m L L_ 1.4-14- -4� + 4- 4 TOF r L Sw? T -1-•4 4 -T j"Ji.- 0 1 +1T:� :7 .5 1 A- L _L r ai 7 i J 1 I I L 4- f --4-4- T 4 _j —H .. .... j- 8 i.- "4g i t T II T L I 4-1- J ++ F -4 L Li- i_ 244+00 24*+00 246+00 r .ti4..L. A_, 4 T...t. r -4 r -4- - + _7 1 -71 i ..I -�4 + a - . I w {t75 1 W.. 1 F' cd J- -4-j 0 —4 j tj+ 4 -f 1. to cI . 1 h4j -.4-1.1 .6. 1 j- �q_ _W j + L -+ L _P 'T4-01' 'UR J T- 4 L 51 r TT tj + Ti. 1 T 75 1 A—; + -7. -41 - _14 j I - I TI. -I.. 4- H-SICALE: I"= 4(Y 4 T , 1 ! 1 1 1 . i I I I I I 3CALE: 1* = 4' +UU, 248+00 51+00 252+00 253+00 254+00 255+00 256+00 CY) O 70 MULTI-PURPOSE TRAIL PER T PLANS PERROP. MAD S STREET MEDIAN ICURB 0 ,OT,OTG 999.50 1001.12TC U) 100 . TC LANDSCAPE PROPOSED MADISON ST. U, SEMENT 6' WALL - MiPI,27, WALLB_ U, 22_EASEMENT 1001.67TC NOSCAPE O 35 - - - - - - - - - - - - - - - - 1002.22T OFFSET. 75.25' R 42+75.79. MADISON ST. EASEMENT MULTI-PURPOSE 1001.79TC NOR 30' EASEMENT OFFSET: 75.25' R T4 0 - - - - - - -- - 1002.77TC 1003.32TC TRAIL (TYP) 247+00 - PROPOSED - - i 1003.44TC �rt 1002.79TC 4 04 PR6PO c�_ - - - - - - - - - - - - - - C 2 U) 14A -PMR 1st SUBSTITUTE M YLAR 'CONSTRUCTIONNOTES This mylar is Identical to the mylar approved NORTH WALL 8 by the City Engineer on 04/20/05 dLAN GRAPHIC SCALE O CONSTRUCT PERIIAETER WALL PER DETAIL 2 AND LANDSCAPE PLAN except for the revisions noted hereon. gS9 REVISED PERDA-TER WALL AND BUM cl of LA QUINTA I tInch40 No. nesse rm)ft I Y Plan Set No. EXP. 6-30-M ONE Jenner Street STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: Sung 200 CITY OF LA QUINTA DRAWING NAME: RI RD L. "K **P.E. C46559 Co. �2618 THE NORTH LINE OF THE NW /4 MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-OOOIRCH-03-20 EXP 6/30/07 Phone: 949.453.0111 -, ", - I F- 949.453.6411 OF SECTION 9, TOWNSHIP 6 PD, 3 3W FOR PERIMETER WALL AND BERM PROJECT No. 'Consultants Inc NO C455 SOUTH. RANGE 7 EAST, SAN MONUMENT IN HANDWELL A MDC EXP. 6-30-07 BERNARD NO MERIDIAN PER PM INTERSECTION OF % ..T T THE 0001 REVISED PERUIETER WALL AND BERU ons 44/67-168 SAID LINE BEARS WASHINGTON ST( I Set. MADISON CLUB - �E� I & 42 AVENUE ELEV=117.05- ;RMOTHY R N 4A. WALL 8 DESICNEo Br: V.I. ED BY J.W.P. SCALE: FILE No. — N89*46 12"E CT; P.E. DATE NO 806 PUBLIC WOUNAV REVISIONS V.I. IDN D E R/CITY ENGINEER TRACT MAP NO. 33076 1'= 40' 0502 R.C.E. NO. 45843 EXP. 12-31-061 PORTIONS OF SECTION 10, T.6.S., R.7.E., S.B.M. SHEET 20 OF 23 I S +� al- um) mF4moo IN �W O;OGOppppV NY HO Uy�L4'O �RIU+ON�Otil8NNO bNn �r N^ O W iut ri vi000 o o rid+„yui o — i u�dn v .-_doo - _ _ jNp o H_lo 1015 W + mSFO o - o +ri a - 0 1 a mp +n rix Noo cloo N _ - - [TOP Or `:YLL- _ ,.,. -.,_ . - _ - 3-^ii __ d + -� \:F1 1S R _W Np_, _'+:S?N +a N��oI^ 8n J4 1 �� o_t�=o Soa W O NSNon-Hmiop' No. o. �4o aad o?. •moo 0o N j i1� O _ .. ... +ei O NON._ _ I 0 ��IUi �^ ON OO / / V , t .: gaon o5 +og, So - O N� NO $ UN __'•1010-. ._•-__�-----.--.--._._-•-_-__- _-•___-• -__.. -_. _ _ - - - - - --- U U oo00 ^ d n m '` .. N om_ o v o' p ... �aq an mo+l `�o�So joo - .Lp-__ $ 4 —dN F� s 010---- FINISH GROUND S'l vio SSN N +r N I- rSS +dui-do ao ^N ¢u^l0go Q ^ TOP OF FOOTING 0.NSS�d'du. EVA r^ Ngo S, .1005 ---- 1005 • \ -_- - JOU.-_ OIU- pN +N +O O.} F- .._. TOP OF CURB So �RSk o ag ;- _.. N oor�-+ 1000--_ r b 00 Op O. : .. • - O p • O. _.O �o^ + + - WALL 8 PROF L . y . , .. . VS _ _ _ ' • CALE1" 4' 258+00 257+00 258+00 259+00 260+00 281+00 262+00• X263+00 264+00 -265+00 266+00 267+00 268+00 LU W IKV( � MADIao ST. W co 1co 000.79TC "'-`----- — rt— _'--_ —262+23.90 I LANDSCAPE\`��'__ \ ~ ---- 1 1004.04TC EASEMENT — p 999.79TC r—TO"MOp1=PURPOSE"? PROP MEDIAN 1009.81 TW 1003. 6TC • - Rry Io04.59TL�_ J OFFSET: 85.00' R . �_ _ PER "OFF-SITE STREET PLANS PER CURB 1002.36TC 1005.14TC _ 999.10TC MADISON STREET" `�- CO 1001.36TC' - lq - 999.387C 1000.36TC Ati✓i� X11-----N--X x _ ` W 4---------- _ ___ _ _ _ - ---- — — — — — — - ---- �- — ` 1- aQaa.ta-- 000---------- — — - -- - --'--- ---__ x _ 7+39:1 M 009 SCAPE OFFSET�1 8500' R 257x00 +.*..^....- ----------------264+00 Qat - ._...-._.__-..._..-_ PROPOySQQ_-..EASEMENT _ 4v 2 -lone-- 6-=WALL — — N24'38'05_.YU-=63 dRp.Rq 262 00 - H= ted 2 265+00:Y�-__� x� .-_- �w.iiQ 258+00 IOpI- 2-ST+b�=_-___. 7 __ 6�0 _--�•___.._-__-- '�. _` EU OO RA-a-nEtwse �an>422 259 0 — 260+00 T s---_.,':-'-.._____._._.._._............:._�'--- , 4 N _ 14 _ . _.-......_.... d=25'14 46' _. - o et aQg6� 0 ,no PROPOSES o d S- N:�._,��_ri S p o z_ - -R=16 7-.00 �Nt._ lois --- - �' n s.oa +°' a m,. ;, S -- �►.a _� ' ---. ._. Q - _ ._.-.. .. _. .... .. ._._.-_NONoe rnui o-_tO n n� an a ppm J.-. �_. _._...- • _ _ . _._ _.IOiZ-._'_- ___--.-__._. �' ..-. ___. t •�y171 1ODN N .t N 10 < ..... _... _.100 + � _�_� ---_N � ---------- 'o" \`_.. 1016-._.__.. _.-. _. ---...._ _. b O .. _.. ..._. \-..__..-..-__.-..__ \'., 1°�.i°p6� N _.� N..-• •N lozo � �-' - — � �p J' 1� I � rola N ... 000'_—._-�-_-_� ` .. �• �\ � 1 / rV ;w:\. - �'. �-_ c I i 1st SUBSTITUTE MYLAR _.....996--'^... i � • This myiar is identical to the mylor approved m by the City Engineer on 04/20/05 CONSTRUCTION NOTES I except for the revisions noted hereon. 9 GRAPHIC SCALE O2 CONSTRUCT PERIMETER WALL PER DETAIL 2 AND IANDSCAPE PIAN WALL 8 PLA ® REVISED PERIMETER WALL AND eERM �a C46669 ( IN FEbT ) 1 inch 40 IL �• 6-70-07 05050 , •p 1., �4ow�• a ONE Jenner Street STAMP BASIS OF BEARINGS.., " BENC MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: Suite 200 P E C46559 IMne, Co. 92818 °"""'°w 'i MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-0001RCH-03-21 RICHARD L 7LARK p0 L. Phone: 949.453.0111 ,A ,� c eb THE NORTH UNE OF THE NW 1/4 EXP. 6/30/07 Fax:- 949.453.0411 p 4? OF SECTION 9. TOWNSHIP 6 PO 3w FOR PERIMETER WALL AND BERM PROJECT No. I0+C46569 SOUTH, RANGE 7 EAST, SAN MONUMENT IN H)NO WELL AT THE _K 8 O MADISON CLUB 0001 MDC Consultants Inc. Ezv. a-ao-oT BERNARDINO MERIDIAN PER PM INTERSECTION OF WASHINGTON S� WALL 8 44/67-68 SAID UNE BEARS & 42 AVENUE QLEV=117.05' TI OTHY ON ON, P.E. GATE EV1$EO PERIMETER WALL AND BERM /2V • o, cmo. N89'46'12'E , U O W S ECTOR CITY ENGINEER DESIGNED er: v.1. CHECKED BY: J.W,P. SCALE: FILE No. aau ap°' / TRACT MAP NO. 33076 SHEET 21 OF 23 REVISIONS DATE NO DRAWN BY: V.I. DATE: 04/18/os 1"= 40' 0502 R.C.E. NO. 45843 EXP. 12-31-06 PORTIONS OF SECTION 10 T.6.S., R.7.E. S.B.M. • a � A 4 -1b30----� O da S a *� LL GG O }�(�2NN N0 HOa00N N :.. OmmOpmp - n p0 .p N N� Q) 00+iJ .. a P O<+ I - - - +Ih Nc - _ .. Nn _. __1025 - w___ + +� _ -_ - - �^p v' °'W'^ �o�oF ' OF WALL me - _ 'e 3� „p N Q o��nO13 •o O�4N�On OO N _ .- N-'---1020— - - --.•__ __ __-_. _.._._ -.-. - s.. T 1QS�v�i Wd'n .FINS GROUND .m� .. fp , fvi.0 PIas Ts .1 NOO I N O - L • - TOR OF FOOTING . S _ 1015 - - t Z - ' L:. 8�p 1015 W � .a ------ --- . - � --- ----- -- -- ff --1010 —..----- - --- .. .. TOP OF CURB I aq oc�( So So z e- J V U OH pN do +� .aim no � .. o,m0 O "., t� I•' +o TIS. p+j0 +.d oo ono - n O WALL 8 PROFILE H-SCALE:1"= 40' V -SCALE: 1" - 4' 268+00 269+00 270+00 - 271+00, 272+00 --- 273+00 ----- - -- - -- i, �'sL I A�DfS" N..ST ' � -•---- ) d 10 LIULTI-PURPOSE TRAIJpe • D PROP. - c •.I • ![ PER I "OFF-SITE STREET PLZS4 -PER, ..� - MEDIAN CURB, TRAC ! BOUNDARY 3- t -_ ._-- MAOJSON STREET" 1006.69 TC - 1007.20TC - C� loos.terc ---.._.- .�— ,� � lo� I 1 08.22TC 1008.4 T^ • Z . _.--- - -' PROPOSED -_._ LANDSCAPE .. . --_ _ ASEMEN.r-_� •. G .., _ _ - • lorry-__.__. - —_ —._ -__ __-_--. - � � --------z7osoo----- -- - ' N l N A 223195_.lole-----" - - - - .. - .. OIjS _ R=16}}00 -1-F. S -. _..$ 11 _ pp •�I 11 � Go p0 �— ••1 00.. 1`\ // '?j III I,. i lei 1 ppO op o6 1022-'___- .. O < m N N .-_-N m-__ --_--_-__-_--•_.. __-_"—_____ _-_ _ _�. \�\ $�2T2+36.20. WALL18 e I I LJ:1 '•o STA. 6J+ 1.63 MADISON ST_•��. r ,o 102 .1 TW I II I I ` i _ _ y - .59,R %FSET: I Q _ _ +• -ka 2'7 FB�57 ALL 8 m - -- - - -- -...- - - -- -- - _ - • . a + 4+. I\ \., �\ \ �\ \ TA: 4417.87 VE. 5 II _ I 1 e ••y •S� 10 38 ` OFFSET: 5.00' ii ill I B GARY I J • + L ��Qa7v 1 ' 4 ` , ♦ a - '� ! 7 *'_ 1 \� 1 ,1 '� I I 1 I 4 1 I I •. + n• •`"� ' •• 1st SUBSTITUTE HYLAR • .• _ t This mylor . is identical to ' the mylar approved x , NORr7r CONSTRUCTION NOTES + . by the City Engineer on 04/20/05 ' • exce t for the revisions noted hereon. 2 CONSTRUCT PERIMETER WALL PER DETAIL 2 AND IANOSGIPE PIAN - ^ _ - P caaPtt[c scat.E � - . - . •., -WALL 8 PLAN F - a REVISED PERIMETER WALL AND BUM A. • N0. 048589 ' ( IN - 40 - ® p/J [� E11P. B -JD -07 ' t Inch - d0 1L ' • � cros _ - oa4n�•• A . • ONE Jenner Street STAMP BASIS OF BEARINGS - - - BENCHIMARK • APPROVED BY: CITY OF LA QUINTA ' DRAWING NAME : - Suite 200 RI ADL. LARK P,E. C46559 _ INne, Co. 92618 �`�'°w MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-0001RCH-03-22 •� Phone: 949.453.0111 q ,te- c R>, THE NORTH LINE OF THi NW 1/4 :, L _ EAP, 6/JO/07 Fax: 949.453.0411 a�� . � GF SECTION 9. TOWNSHIP s ':':PD 3'3W FOR PERIMETER WALL AND BERM PROJECT No. No. c48539 SOUTH, RANGE 7 EAST SAN MONUMENT IN HAND WELL AT - "Consultants Inc. Exp. a -30-o7 BERNARDINO MERIDIAN PER PM ' ;INTERSECTION OF (IWASHINGTON MADISON CLUB 0001 MDC T REVISED PERIMEIER WALL AND BERM - F. /T, :44/67-68 SAID LINE BEARS & a2' AVENUE E0-117.05' OTHY R. NA N, P.E. DTE ,WALL 8 DESIGNED BY: V.1. CHECKED BY: J.W.P. -' SCALE: FILE N0. •'+qo , '" •, N8 *46'12'E ". " ` _ PUBLIC WOR S DI CT; ENGINEER ACT MAP NO. 33076 r REVISIONS DATE NO DRAWN BY: ".I. DATE:. 04/18/06 1"= 401 0502 + R.C.E. NO. 45843 EXP. 12-31-06 PORTIONS OF SECTION 10 . 33 R.7.E. S.B.M. SHEET'22 OF 23 a { s n E N n ' 985------ Ill "T ox co QN m o 5,91 om oN ao n TOP F WALL mn o pp,,i a -�^ g -'-`965----- _ +a +a +a y��In ma .+m ��ao N' D. ;mm cj w OO Zryp Z�O Zrp�O� OGO NCr NO:Nm DEN TICAL Comm Nron Z°ev Oi O+Dom. ZNOOO Nm^ ro'1 Om' W NN D 0 Rm _O ^TT — INT 980 fn W 980 NN N o O 11�� Su PD I = O C 44: {r'1 +NOU _ O jm �m cc, W a + N y O onn NN omm oa,m Dna �+�' 0. TOP OF CURB go FINISH GROUND oo ' 0 33 .e II or bo o'�^m M1 w N O1 °' NT fin' +o FINISH GROUND - -- - .... --....._o.. ... n ' + Dom oo �o I-`LL o- ' 975-- -- — ... _'. -- - ' -' -- _ Xl c4 6Gc6d 33 - — 14 Om vm1N WN +^1mr0 — Q rr�I 4 _. W NNNO- •1=4 +ammm 'O+�M Op Mf - .. _. _ 4D--: ,Z N V '} 97O \ vmmm i n m . .o°� N cgmm TOP OF FOORNC FINISH GROUND geo�—. a °�ogdAOmai+.�im INSIDE WELL SITE - m o.�. a,� �e Mo�p p T�_ za O� �INISH GROUNzNrri ad HPm Qorm ^`�� _� 970 �DENTICAL WEL TEa mm Q POINT . + g'n - baa .FINISH .ROUND Z (MAIN IQ ANCE) - . WALL 7 P OFILE : --_--- WALL 6 PROFILE H-SCALE: 1° 40' —--- --- - -- -- ---- ---- -- - - =-- -- V-SCALE: 1" = 4' 203+00 204+00 205+00 - - 206+00 207+00 208+00 209+00 210+00 126+00 127+00 128+00 129+00 130+00 - �j� ` \\ ` - ...- _. - i // '`�l• / ..l '/ /I.A/ SEE CVWD WELL SITE 76A � \�\'`N PRECISE GRADING PLANS\SEE LEFT\PE ECISE GRWELL ADINGII I- I t I SEE TURF MAINTENANCE wW I`CR ONLANDSCAPE /LANDSCAPE %\.� �Wr\P_A0=970.5 \ �\. ::>= I�x (�"�� pEASEM[NTAFAENP'�-- - �,tfIVLV / �•SEE TURF MAINTENANCE-22' PUE &IID``\!PRECISE GRADING PLANS LZ. �? EASEMENT l,`. �J/_gUE &IID /`• "�i PAO 9705 I j [� -- 21 I \ `EASEMENT' �- .. I I II �\ I W ' .'� " . � = 30' EASEMENT 1 \ W' t ' 20' EASEMENT / S A 6 1 I VJ. Z" �I'\. - - /y/CANOSCAPE EE RIGH ' I _ ai z '..� .� O - - EASEMENT _ , W rL U ; 30.(1."„ I _ _ T I ANGLE DINT. _ `r� "-• ' �' •' - ....-_�-••`=".-`_._-• �i• X22 PUE &IID % 210+49.71 WALL 7= LI -� I � 120+49.71 WAIL 7 N �\`�� a'O F' AT AREA NC - Ijt y. .. 68 EASEMENT 126+04.03 WA 6= STREET om +c I z I -97 EASEMENT O 203+5 .38 r ,974. -- "- " " - -' f 61+87.99 AVENUE 54 I ! I OFFSET T483M0 u a o I p LLI � lI ' I +- I I 972 30' EASEMENT 981.16TW rn"P I °i zr%n I I a m I I+ 1 + I NROE _ w .. ._. 80.49 I - _ I f III 7 ., _ m 6'.CUR� - z OFFSET 60.26' L I I II II L (7% r N4 :IrS'OM1`V+ 1 &GUTTER.. Om I i ./ 981.16 ILII I II- I r ` I ;? _'dk6_P'_-li:_wALI_-:".::_::: --- - I _-- I -- ry a`" I ' c'7 .. w 6.4 .. _._ n'F -- o__. .. ..... r--'---�.._.. .../ I;�I. '11 1 LL. _ ____ _ _ _.... .__ _ -- _- _ _ _ r_.-r� 968---. �J�T" I AN L�' Pd Iso - '� :,, a n r / m I u I I f ` ' -. '.:- _. 127+00' _ _128+00 - _ _.. I::_:.:..J3_ @'Xi 472_970 r4:__::-m emi llmo ' W� .II ` 1 ....�_____. _t29+ Z 20 2 5.87 : � + �_::_._.__ ' .1.� N � _ I I _ f ' � ` �'-: �M-iCjIGS.t[l[aFusr/fC� __ _ - �. i 2 - - zoo .. Ci + a' m,o m + m I I I '6 , •l, +04,.103 - - --.... ... . .. ..'A[wE 0 __ x. ^ Q -- 204+00� - "�-.-..::205+aD-._r.: EB-4'_B:=WACL".: _-_.-om-970 -- - ---- ro .. ._ .. _ -I ge.iTCmE=�!ca rt.[a.ac�a - er.:w V .• . ____._ - .... ._.__ N89:4656°E ._... 268.07 '- RRa(.�f� _ -t- Bt00.. .-_ _ .'- t D'—_ _- - _-.2IQf Q-=_ �...._ L. . _ .. ................_ ___._.___.. .....__ . -I - R IjJ .. N G Z Y ------- &CUTTER 7 S6T 974.17 fC i 975.39 TC — _ 974_8 10' MULTI PURPOSE TRAIL PER 'OFF-SITE V „ 20J+28.77, WALL 7 ,- 8,4.,9TG 9, 97J.99TG _ ,. - MONROE STREET STREET PLANS PER MONROE STREET' TRACT,- Q _ F + 973.39TC 972..97. 972 3970>, - �_ _ AVE N U E 54 6 GORE - - _ _@OUNDARY 980.49TW 4.00' JTW) - - - OFFSEF. 14.00' R _ dr^GUfTER 80 VARY _ I 1 - - - L— — — — — —— — — — — — — WALL 6 PLAN ..� IO' IJULTI-PURPOSE TRAIL PER I r- "OFF-SITE STREET PLANS PER AVE 54"I WALL 7 PLAN CONSTRUCTION NOTES GRAPHIC SCALE GRAPHIC SCALE ` O CONSTRUCT PERIMETER WALL PER DETAIL 2 AND LANDSCAPE PLAN � - `-�=� � CITY an Sett NOf LA o. ( IN FEET) 5 ( IN PEST ) I IneA � ap IL t Inch - 40 IT. g ONE Jenner Street STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: 3 31 4 046559 sMTtp zoo � MASS GRADING(SITE) REVISED AND PRECISE GRADING MG-OOOIRCH-03-23 P.E. Irvine. Ca. 92618 r RI ARD CLARK p0 L, Phone: 949.453.0111 q ;r c TbA THE NORTH LINE OF THE NW I/4 EAP. 6/30/07 Fax: 949.453.0411 9 42 . OF SECTION 9, TOWNSHIP 6 P 3 3W , ; FOR PERIMETER WALL AND BERM PROJECT No. yep. u6iSB SOUTH. RANGE 7 EAST, SAN MONUMENT IN ANO WELL AT TME 0001 MDC Consultants Inc. EXP. 5-W-07 BERNARDINO MERIDIAN PER PM INTERSECTION F WASHINGTON ST Pe 17 e(, MADISON CLUB EWSED PERIMETER WALL AND BERM 6/21/ - 4M1/67-68 SAID UNE BEARS & 42 AVENUE ELEV=117.05' TI MY R. JO SON E. DATE!WALL 6 & WALL 7 DESIGNED BY-.,.I. - CHECKED BY: J.W.P. SCALE: FILE No. •'o clva - N89'46'12•E /CITY ENGINEER @n, w„ PUBLIC WORKS` IRECT TRACT MAP NO. 33076 REVISIONS DATE NO DRAWN BY: V.I. DATE: 04/18/06 1° = 40' 0$O2 R.C.E. NO. 45843 EAP. 12-31-06 PORTIONS OF SECTION 10 T.6.S. R.7.E. S.B.M. SHEET 23 OF 23