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2002-7652 G/CN/PM ' NGINEERING SER VICES DEPARTMENT E: 7 t"i ty O f'� [.YLCZn tas Capital hnprovement Projects District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering March 23, 2005 Attn: Southwest Bank 277 N. El Camino Real Encinitas, California 92024 RE: Merle Beach Estates, Inc. 194 Andrew Avenue TPM O1-075 APN 216-052-11 Grading Permit 7652-G1 Final release of security Pen-nit 7652-G authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has finaled this project. Therefore, the remaining security deposit can be released in entirety. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 018005686 in the amount of 16,900.00. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sinc ely, ,� ? Masih Maher Jaky L Bach Senior Civil Enginee Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Merle Beach Estates, Inc. Debra Geishart File ikx .A�rnu: rui.r, C dli �n _ recy IFd p�pB/ '° NGINEERING SER VICES DEPARTMENT City o Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering January 26, 2004 Attn: Southwest Bank 277 N. El Camino Real Encinitas, California 92024 RE: Merle Beach Estates, Inc. 194 Andrew Avenue TPM 01-075 APN 216-052-11 Grading Permit 7652-GI Final release of security Permit 7652-G authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. Rough grade has been approved to the satisfaction of the Field Operations Division. Therefore, release of 75% of the security deposit is merited. (This CD is for the 75% amount—therefore can be released in entirety). The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 018005694 in the amount of 50,700.00. _ The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sine ely, ' Masih Maher L bach Senior Civil Engineer finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Merle Beach Estates, Inc. Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper Resource Development Corporation December 31, 2003 CIVIL ENGINEERING • SURVEYING • PLANNING JN01-002H City of Encinitas Engineering Dept 505 S. Vulcan Avenue `. Encinitas, CA 92024 Re: Grading Plan No. 7652-G ' Encinitas PC 01-075 TPM 194 Andrew Avenue, Leucadia J To Whom It May Concern, On 9/11/03 we surveyed the graded lots for the above referenced project and found the grading to be in rough conformance with the approved grading plan as follows: Parcel No. Pad Grade per Plan * Pad Grade as Constructed 1 62.8 62.7 2 61.8 61.7 3 64.3 64.4 4 65.3 65.2 * The Pad Grade per Plan is reported as 8" (0.7 feet) below the minimum finish floor elevation shown on the plan. The center portion of the each parcel was graded to the pad grade indicated above. The perimeter portions of each parcel were graded to the spot elevations shown on the approved plan to produce positive lot drainage to the retention constructed on each parcel. On 12/29/03 we surveyed the top of grate or box elevations for the storm drain inlets and cleanouts and found them to be constructed as follows: Structure Location Top Elevation per Plan Top Elevation as Constructed Sta 4+11.4 59.3 58,2 Sta 4+55.1 60.5 60.4 Sta 7+93.0 46.0 46.0 Sta 8+44.6 45.5 45.5 The top elevation of the structure at 4+11.4 is 1.1 foot lower than the grade shown on the approved plan. A visual inspection of the structure was made and it was determined that the structure will work at that elevation as intended in the original design. The change will be noted on the As-Built plan. p C I V/4 QONALD m cc No. 26175 Brian Donald, RCE 26175 * CIVIL Professional Project Engineer `��y 3-31-b �P OF CA10FaQ, 914 N. COAST HIGHWAY 101 SUITE E • ENCINITA5, CA 92024 TEL (760) 942-1106 • FAX (760) 942-1146 Development 3N01-0028 Corporation September 26, 2002 CIVIL ENGINEERING SURVEYING PLANNING Page 1 of 14 HYDROLOGY AND DRAINAGE DESIGN CALCULATIONS ENCINITAS TPM 01-075 194 ANDREW AVENUE, LEUCADIA J,Y P A l) i+JU� Hydrology and Drainage Design Calculations by: RESOURCE DEVELOPMENT CORPORATION ���ED CIV/t Fti BRIAN DONALD �^ l� No. 26175 M CIVIL Professional Brian Donald, RCE 26175 N9� License Expires 3/31/06 OF CA0 914 N. COAST HIGHWAY 101 SUITE E ENCINITAS, CA 92024 TEL (760) 942-1106 • FAX (760) 942-1146 RESOURCE DEVELOPMLNT CORP. JOB_O 914 North Coast Highway 101 Suite E SHEET NO. OF ENCINITAS, CALIFORNIA 92024 CALCULATED BY DATE (760) 942-1106 bdonald @rdc2000.com CHECKED BY DATE SCALE PKAINAGE DESIGN 5UMMARY FKOP05ED MINOR SUDDIV1510N ❑ ENCINITA5 TPM 01-075 194 ANDREW AVENUE, LEUCADIA This Report and Calculations are prepared to address the issue of how the proposed five lot , Minor Subdivision at the above project site will drain.The project site naturally drains from southeast to northwest,away from Andrew Avenue. Importing fill to raise the project site so that it would drain from north to south onto Andrew Avenue was considered and rejected early in the project planning stage as being too costly and probably contrary to the surrounding property owners' desires to preserve the existing character of the neighborhood. The solution to providing conveyance of storm runoff from the project siteto a public storm drain location was to request that an easement be granted from-the_adjacent property to the north for a,private'storm drain to'be constructed. The neighboring property owner has agreed.to grant the easement subject to a detailed design and plans being prepared and approved by both the property owner and the City of Encinitas. The attached_Drainage Area,Map shows the location of the project site,the maximum of-site and onsite area contributing to runoff to be conveyed in the private offste system, the proposed easement locations, and the proposed outlet location of the private storm drain system; The tributary- - runoff area was determined from_the:source topography and a visual inspection by the project engineer: Some of the existing properties east of the project site appear to have been graded to drain to Andrew Avenue, or at least a portion of them. The offsite drainage area used in the calculations conservatively assumes that none of these offsite areas actually do drain to Andrew Avenue and that.none of the storm runoff is intercepted at the property lines. A more detailed survey , to be performed in the future may show that the off-site drainage area is actually smaller than shown and the 100;year runoff less than calculated in this report: - The calculations show that the conservative 100 year runoff quantity can be carried in a 12" diameter,reinforced concrete or PVC pipe at a minimum slope of 2.5%. Approximately 400 feet of pipe would be installed across the adjacent property to convey the off-site and on-site runoff to an existing low point on the south side of La Costa Avenue. At this point an existing public storm drain culvert would pick up the project runoff, together with runoff from a larger surrounding area and convey it under La Costa Avenue to the Southerly edge of;Batiquitos Lagoon.' The proposed minor subdivision is designed with'onsite retention on each lot so that the storm runoff from each lot after development is no greater than the storm runoff of the property in it's original natural state. This is a net improvement on the actual runoff to the existing culvert under La Costa Avenue and to Batiquitos Lagoon because the site has for many years been about 75%covered with impervious greenhouse structures. Calculations are'provided to show that the proposed retention volume on each lot shown on the project grading plan is equal to or greater than that required to keep the post development runoff levels to the original undeveloped level.6Z f-' top YG-61a -s'roP_/v1 Onsite bio-filtration will be provided as shown on the project plans to ensure that"nothing but water" will be delivered to the outlet structure located on the south side of La Costa Avenue. A dissipating outlet structure will reduce the velocity of the storm flow to non-erosive levels. PRODUCT 204 1(Single Sheets)205-I(Padded) JOB 01 —rwZ RESOURCE DEVELOPMENT CORP. 914 North Coast Highway 101 Suite E SHEET NO. of ENCINITAS, CALIFORNIA 92024 CALCULATED BY- DATE O (760) 942-1106 FAX (760) 942-2514 CHECKED BY DATE SCALE n� > flr. zr ,�Y- ► �, yw � p mph' FFF t • • �.1` :...r.}�JC�� �1 � � �r� ,.+jr� �. "n•j• �' ��: 5! �1 t� R���..}x ' f_..... 4 �1•�1{ .t •ta �1i LL t; {` •..!rte {�'';. 'tr���t. A�pl ` I%i '. t-e _.. ray' 1` �'� yl _._. wl p • t / ,.' .� .�'!i. �.�, 1.._' , Jk.+ A•5-.5, .Z_ t �°4`' F.. ` *r,.-,lT f�... '1!'' -.r`` .� Ilk r a , ra lk �•, r t�`e �� p[ } t.�1t,4, �1 ,1�.3�71�� �..- •T �1 tlit�� S�`��>�f ���� ��� �� ........ Opt 4. e� 1 { ,r ` r r ]� . 1+ ! "j Ali Ij_..t fit F r°,:�}• : Zrffi r • � ..�' �� �'._ ��"''� ,� " , t� 1'' y,�r fir' �%�• , • X ,it ' 1 R AA 11 a iYPn ! ,a 1 ' ! 1 ;.y Y { •.. ` � } i � �;' i.A �1 .{:�.i! {�yyi�����? A�'��1p k `11ti •�7 }T� �• f �iL• �•�: •. � 1'M� ; ....R pl.. �'.�11 � �� � it#FL'b�; t,t`S. t .1 f ,i. �. L�� ..:�.. .�,. I '$� +� 'S. a� ?�i,k. 1�i•.,•�y SI � b. �h i.,ry `�,11 4 {� , t PRODUCT 204-1(S.4S .'..: • { .� ' , , + t --c�Z RESOURCE DEVELOPMENT CORP. JOB �t 914 North Coast Highway 101 Suite E SHEET NO. :!4 OF ENCINITAS, CALIFORNIA 92024 CALCULATED BY T DATE (760) 942-1106 FAX (760) 942-2514 CHECKED BY DATE SCALE At . J1 Ir- mIC Cr Csb A s► Cin - M [ All r ei E _. r �. r !%• y;� 1'x`4 >'Tli 13111 F tr c 0 �I i m1 :(4 6 �< ~ ��,: �;•�� .fir �, , . S i. b~ r,`�t '_• , Vii. � ntl te • y - i j t"1 , p�w ♦ M, 1iL y qn• w .I ifr it r: IC 1 Y. • i ' 1 1 . y� In • 4i b� ' CbC 4 ` _ Cbe �l• d VA. 1� Te PFOOUCT 2041(Single Sheets)205-1(Padded) JOB RESOURCE DEVELOPMLNT CORP. SHEETNO._ OF 914 North Coast Highway 101 Suite E ENCINITAS, CALIFORNIA 92024 CALCULATED BY f3T7 DATE O (760) 942-1106 FAX (760) 942-2514 CHECKED BY DATE SCALE 7A141.1: 11. �_I:IJIIRVIW-IhlION:17011 LANl1--p1ANAGPMIiN1 Flap Soil - Ilydro- frodTbli[} :._._.. s}•mho! . ._ ,_..... ..._. _.. logic group: Iff._.. I-ns C[ores-Urhah land_.complex, 9 to 30 percent slopes... Las Flores-------------------------------- ---- -- - Ll . _.Urban laiid- ..._.. __. _... r- ----- ------- -- LpR Las Posas fine snndyI oam, 2 to 5 percent slopes D Moderate 2---- s_.Ltoeas.title-_sandy, loam, 5-to 9-percent-slopes---- D '.._...Hgderate...2 LpC2 L:js PoFas fine candylomO, 5 to 9 percent slopes, D Fladerate 2---- eroded. hpl)Y Las Posas Line sand)(loan, n to IS percent slopes, D Fbderate 2 --- P _... {,p F2-- las-paws fine__candy;_loam,_li...to-36-percent',..s.lopes , !- I) F1o21erate.._I ._... eroded. _..__. Lrfi'._. Las Pocas stgny,firteclrrd)• lom" 9,..t.o...30 percent. D FbcieraCe._1_._ slopes. !. hrl:2 Lris soon)- fine sandy loem, n to .'90 percent ! D Mode rate 1-=- sto{,C<, C,rodcit. LrG I is Pocas stonv fi lie!sand)• loam, M to !65 percent D Sucre 1 j. sIopcs. Liiurc elm' loam; 9 [e 30 I+ercent slopes;----;--- C Flailcratc 2-. Ls t- linnc clnr loam, 30 to SO percent slopes — -. L Se VC re ]-- _ ._.. I•u __ loan)), I 1 uv'n.l I yr d _. _._. g - - - ------ ....0 SC Vr re Lv1°3 lawn) ;IC,- :il luvlal land Iltmrhucra crn,I+lex, U to 50 percent tit k. lop d s,_.!4veroly eroded' _... Loam), alluvial bind- --------------"--- �U .. Ilucrhuero--- •--- r - L) Severe.: Md [,,do land -- ml farina Ilonniv coarse Sand, 2 to 9 escent slo es- I1 ----- :A Severe FIIR:...._ farina 4foamy__coarse...aanc ,,n ta..ar7 perccitt s ,apes !A Severe 2---- : IhiA; Iecca coarse sin ) loan, 0 to '2 percent:slopes—!es-- B Severe 16 P: FInB Iccca Q4arse_.s ntl)- La.ain, 2-to S..percentJ.slopes-------- _ _.p ...-Severe--3b- :MoA Iccca s:nndy Ioam, sai:ine, 0 l0! 2 percent slopes- --_ i6 Severe 16 MpA2 le(ca fine sand)' lo;un, 0 to 2 per slo e5, eroded- --- 'p FfrGl lctnma phic'rock Iand-- P Sep_re G.., _ —-=- -----` ------ --- 1) M)A latt )rille ]:oann coarse and, 0 to 2 percent slopes --- A Severe WC---- lottsviIIe--loan)' conrse sand, .1 to o-percent: slopes- _- A Severe IIvD ! lottsville Ioiny;conrsa s;lud, P to 115 percent slopes----- A Severe MxA lottsville 1.ovnv_conrsc.�indlet, A_to 2 percent p Severe-2- slopes. 011C : IIvenhain cobbIJ Ionin, 2 to 9;percent slopes-----------_ evcre -- _.. _. U 6 OhC Irvenlidin cobli7} loran 9 ao 3b percent:slopes-- -____ D Severe 16---- OhP )livenhaln eobbly login, 3tl to $0 rercent slopes- ------_ D OkC --_livenimiT)-Urbnn,land:-complex,,'-2 to g-percent._slapes: 01ivenhalif-- --r--- ---------- : - Urban land--- -- -- .............. Okf 11TVenhjtin Urban land complex, 9 to 30 Percent slopes 01ivenbairr--------------- -_ --------- D PeA Placentia saird.• loam 0 to 2 percent lopes --- D Severe D--- _...... __.__ Pec Placentia sandy--loam,;..2--to..9..pCrcenit sIopcs_�._. ;._Severe 9. PeC2' Placentia sandy loan,15 to 9 percent slopes, eroded------ U Severe 9--- _. PeD2 Placentia sandy__loanr 9 to ]S.percent slopes _..C.roded-.-_-.- !D ....__Severe. 0--- - PfA Placentia sand} loam, thick outface, 0 to 2 Percent P Severe 1;G---- saopc$. Pfc Plxcetitl saiiily loam,;thicf. surface; 2 to ercent _. slopes. p �) Severe 1;6- -- py :_ 1`laias- - = - + - Aloderate_2 Sce footnotes at cud o£ table. ! 46 _ PRODUCT 2041(Single Sheets)205-1(Padded) O l - RESOURCE DEVELOPMENT CORP. JOB 914 North Coast Highway 101 Suite E SHEET NO. of ENCINITAS, CALIFORNIA 92024 CALCULATED BY �1� DATE a (760) 942-1106 bdonald @rdc2000.com CHECKED BY DATE SCALE Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient"C„ Soil Type NRCS Elements County Elements %IMPER, A B C D ndisturbed Natural Terrain i Permanent Open,Space 0* 0.20 0.25 0.30 .0.35 Low Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Residential,2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low - Residential 2.9 DU/A or less 25 0.38 0.41 - 0.45- 0.49 Medium Density Residential Residential 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential Residential,7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential Residential,24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential Residential,43.0 DU/A or Jess 80 0.76 0.77 0.18 0.79 Commercial/Industrial Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial, General Commercial ! 85 0.80 0.80 0.81 0.82 Commercial/Industrial Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial<Industrial -General Industrial 95 0.95 1 0.95 0.95 0.95 *The values associated with 0%impervious may be used for direct calculation of the runoff coefficient as d scri ed in Section 3.1,2(representing the pervious runoff coefficient,Cp,for the soil type),or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever(e.g.,the area is located in Cleveland National Forest). DU/A=dwelling units per acre NRCS=National Resources Conservation Service - C +- b.Zv 'P�e vt. rneft czt� �-a 1�evcMcn-�- P90DUCT 204 1(Single Sheets)205-1(Padded) sill ::Cm3 a so : .®..■i■ •■ f.■i�i mar ,,ii■�i/®■iiYmliH■0®®■■. ,' ' �man mommo�om■��ii■■�■lil�.■il■■ Nl�i /IJi/.NP/ti■I�iIwI.Y �i/.� iu■wioA E%H®N®1N ii■iiiiiis i - �isv siNi■�ANNE■�a.;9■�i :. `i■m vi r i■�i =0 ■iiiiii'.wiwi�ie■�°. ■■■e■.H■■aasiiaii® AWARe •HS■miit Nr a .■ �.:ew iii®ii i�■iiii®®NNi■■NH i. ®iii®�/■�®ii■■�■ii°Ai■�iiis"� ■pi .i■Hi■i.Mw�■��Nr. :::®::■.��:�■®Mi■M ■►Iiili■iq■■■►■ t®i/i►,i®■■ iw■�i►.i■wi.r■/ar ■■Nw■■ .t. 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R. i■i®li .Rii■�■ i/� !■■■!i!.■■■w■�� w/.'I ■ G i�i.�°�HpI—®HMNwt:.iH ■!■aiH■■ II.I °��ii�.tpyii■pn..N�°®�IgiHNr ii■■ ■■■i■l■wwlo :�I" I i■■w°i iA m ■■■■■i■i■i/ i■■ Nli.trtH■ so am IN an Lin am!■■ai■■■■ w.NN � .,,/�wH6■�sA�wvs�lM !■■■■i■H■.NOMiNt ��iNOIiiM' ■��/ii wai!'■� :::_� � ie�e '.�'Ot®■..■t��- -lie — ...■!■a■n�nliiWdw. iii dNN mama 111111 p owns 101=220 !■a ..�-- s■■■w �:-.ilz� �.�..wiii�r:� fen �=l��ri .�icr®.t�s-.�l■•— �-�a_l.w.�-,...®l�liii®lwlwe ■� ■■ ��Y.!r80�� � � lii® wi®ii �,_eN■i��iMO�N� NOS M� NM li ■ ■■i■rNii i / ' + . . s � r Ir e .Fi JOB_ Qt --C�02 RESOURCE DEVELOPMENT CORP. 914 North Coast Highway 101 Suite E SHEET NO. S OF ENCINITAS, CALIFORNIA 92024 CALCULATED BY T P DATE (760) 942-1106 FAX (760) 942-2514 CHECKED BY DATE SCALE COU(TTY :OF SAN DIEGO' DTNT OF SANIT¢TION L : � PC�FLOOD CONTROL 100—YEWR G 1 RATION —2L/ ISOPI.UVIALS OF 1001YEAR b-HOUR i "ATI0 1 .3 EPS.PG Cfr 04' ANI __U.CIt_ _ 451 _ 40 � 2r.� 1 u 2p sr I i X35 `�� C� ' 0 1 c I 3Q 3� \ n. ��, r� U / l SAN Cl e LnIC 45 27.5 45 as' 5 35 A` _ 25 f`•CON UIf7p� V �._L`Ip .l \ .. J 1, Si —�"'• 130 7-1 \ sx 3�, 33 ,aNA •fL lane 1 n45D l - 5D 20 r ... r 5, f carp — -- 2 p:f 5 f t' 3� . ..r� d nr t� .. U.S. DEPARTMEN'1'OF C0MIERCE NATIONAL OCEANIC AND AT OSI'IIERTC AD.I'INISTRATION r- SPECIAL STUDIES DRAVC/I.OFFICC OF 11 IIROLOGY.NATIONAL WEATIIER SERVICE r r 1 �••` ,f II'� Ito.. 0 30' ( 20 35 p 118' 115' 301: 15' 115, �01 15' 116° PRODUCT 201-1(Single Seets)205-1(Padded( RESOURCE DEVELOPMLAT CORP. JOB 914 North Coast Highway 101 Suite E SHEET NO. q OF ENCINITAS, CALIFORNIA 92024 CALCULATEDBYA� DATE (760) 942-1106 FAX (760) 942-2514 CHECKED BY DATE SCALE (� q (fin COUNTY OF SAN SANITATION 1,l �ll �`d! `��� �( PRECIPITATION ITA 1 ION OEPl1RTHENT OF SRJJITATION b ; _ _ FLOOD CONTROL 20J'ISORUUTALS O,: 100 -YEAR 24-IIOUR 115 _ fI RCCI('ITATIOf'J If! TENTHS OE : M 1PCli • `loo `��� 1 rV�P� � 410 � � 135 Snr " GO�Z5 tdn � � i l tt SAHH MfN�\• _�._:..50 JUG' GO _... _. ..... , 1 -- - . G 0 80 40 `t un l • ; � 100 � 3r( 1 `l r 1 A ; 3/1 5 � w 33• - 1 I ton MIA, 6`� f 1 -ii1,111Ct r {130 �..._.—�✓ ` 1 `S U J 5 _ �. � -1-' /f 80; u 9 DL'PAR rm.f'I'OF C0MMERCG nnncir:a(.uc,ANic Anri n,.narncglC AI nr.ur,,rATIM4 � ! //�' �l�,/•1/, /�r(j. (j •CUr, li sr(cc:U-stuuln'esw�u otr4adr--n uint:)er.-NVtu nr.-u t:ATUEeerrvre nf77, -65 ( tJ 30' 'S 45% e-8010��10� 0 _ In �n I 116• PRODUCT 204-1(Single Sheets)205-1(Padded) RESOURCE DEVELOPMLAT CORP. JOB Clp 914 North Coast Highway 101 Suite E SHEET NO. of_ a� ENCINITAS, CALIFORNIA 92024 CALCULATED BY L7 ice 2 DATE O (760) 942-1106 FAX (760) 942-2514 CHECKED BY DATE SCALE INIERSITY-DUPAiiON GESIGN_CIIART — - TflT('TTITrrn**"trrtn rrrn.mI, - r rr:rr'rit inn m. �l IJ - 645 Directions for Application: Equation: I T. P D I 6 1) From precipitation naps determine 6 hr. and I Intensity (In./fir. 24 h,r. amounts for the selected frequency. -These maps are printed in the-County'Hydi�r L I I t irlillIL P6 = 6 Hr. Precipitation (In.) i iianual (10, 50 and 100 yr. maps included _ Desr n and Procedure Fianual Duration (Ffin ) 9 }: 4. l ILA Ii I II: ',II II, ' ILII i III!U I I l t :r li ?} t Adjust 6: hr.:precipitation (if necessary) I. hat it is within the range of 457, to 65� of � \ f 11 :the 24 hr, precipitation-. (tlot gplicable �I III I� I Ij , III II II 111 IIIII I I �'II III I�;f to Desert) 3) Plot 6 hr. reci itation on the r� 'r.L s . 2. .r,ITI 1 I I�IIj h j I !h JII 'Iil° i ' Ii III',I 71. _ -of the chart. p 0 __.._ I !.I I ll'�II I III' ' 'I,_ ' I. i I �i I I III ' I I.: •D t t .. 4} ;Draw aline-;through the point parallel t0-th ;plotted !lines. L 111 II(I X111 ' I 'IIIIII a 5) !This line is the intensity-duration curve fo I ! tl I'' I 'I } I 'i, I j, I I I 6 0 �- the.location_bein -anal zed y I t 1 1 t I I' I III:. I I I I I 5 9 y !I I�I 5.0 ,'_. I �iI J tI LI l.�i I:LI fI1111X11" I I I\Ir II I:4.0 . L, APP1 itation Form: J\)I3.0 0} Selected Frequency II 11 I k I_ _ _I - L jl..l!j, I, 1) ;P =Z.5 in., p P '4.�3 ,, P i':i 2 6 — _ 1 1(11111 II; 2.D F21 2)":Adjusted *P6- 2�r-� in. , Z I I I'I i 3} t B.Ceo min... 5 b _ _ _ _- 1 111 ' C It X _ ).0 X - *Not Appllcable_.to Desert Region ............ 10 . 15 i 20 30 40 50 1 7 31 4 5 6 APPENDIX xt - - . ';trutne Hnurs__ I t IV A 14 ; e(Id 1/85 PRODUCT 204.1(Single Sheets)2051(Padded) - RESOURCE DEVELOPML-NT CORP. JOB 914 North Coast Highway 101 Suite E SHEET NO.._ 1 of ENCINITAS, CALIFORNIA 92024 CALCULATED BY �•D DATE 7 (760) 942-1106 FAX (760) 942-2514 CHECKED BY DATE SCALE 7/17/01 HYDROLOGY CALCULATION Q100 = Q I A = 6.20 Acres Offsite and On:site Drainage Area .... C = 0.40 Soil Type"A" 2.10 inches/hour Tc=28.6 Min Q100 = 5.21 CFS 1 be -m, s tze MOUCT 204-1(Sm9le Sheets)205-1(PWded) RESOURCE DEVELOPMLNT CORP. JOB SHEET 914 North Coast Highway 101 Suite E SHEET NO. I� of ENCINITAS, CALIFORNIA 92024 CALCULATED BY (760) 942-1106 bdonald @rdc2000.com DATE CHECKED BY DATE SCALE or s ee Worksheet for Circular Channel Project Description Worksheet 1002Pipe Flow Element Circular Channel Method Manning's Formula Solve For _ . _Full Flow Capacity Input Data Mannings Coefficient _ 0.011 Slope 0.025000 fttft Diameter 12 In Results Depth 1.00A Discharge 6.66 cfs Flow Area 0.8';ft2 Wetted Perimeter 3.14'ft Top Width " 0.00;ft Critical Depth 0.97 Ift Percent Full 100.0 Critical Slope 0.022003.ft/ft Velocity 8.481ft/s Velocity Head 1.12 ft Speck Energy 2.12!ft Froude Number' 0.00 Maximum 7.16!cfs Discharge Discharge Full 6.66 cfs . Slope Full " 0.025000!ft/ft Flow Type N/A ,7 Project Engineer:Brian Donald untitled.fm2 Resource Development Corp FlowMaster v6.1[614k] 9/2612002 2:52 PM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 PRODUCT 2D4-1(Smgle Sheels)205-1(Padded) - RESOURCE DEVELOPMLNT CORP. JOB 914 North Coast Highway 101 Suite E SHEET NO. of ENCINITAS, CALIFORNIA 92024 CALCULATED BY r5Q [ (760) 942-1106 bdonald @rdc2000.com DATE CHECKED BY DATE SCALE Worksheet' Worksheet for Circular Channel Project Description Worksheet - 1002Pipe - Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity - Input Data Mannings Coefficient 0.011 Slope _ -0.615000 ftfft Diameter 12 in Results Depth:-_- 1.00.ft Discharge 5.161 cfs Flow Area 0.8 ft2 Wetted Perimeter 3.14 ft Top Width 0.00!ft Critical Depth 0.92 ft Percent Full 100.0 Critical Slope 0.012996:f tft - - Velocity 6.57 Vs Velocity Head 0.67 ft - Specific Energy 1.67 ft --Froude Number 0.00 Maximum 5.55 cfs -- Discharge Discharge Full 5.16 cfs Slope Full 0:015000"ft/ft Flow Type N/A' untitled.fm2 Project Engineer:Brian Donald 9/28/2002 2:55 PM Resource Development Corp flovrMaster v6.1 is a ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 PRODUCT 261-1(Single Sheets)205-1(Padded) RESOURCE DEVELOPMENT CORP. JOB 01_tbs 914 North Coast Highway 101 Suite E SHEETNO. 14 OF ENCINITAS, CALIFORNIA 92024 CALCULATED BY (760) 942-1106 bdonald @rdc2000.com DATE CHECKED BY DATE SCALE LOT RETENTION CALCULATION_ 9/26/2002 PEAK'100 YEAR FLOW Q100 =C*I*A A 0.43 Acres Largest Lot Area-Parcel 1 Gross C= 0.41 Post-Development I=' 2.10 inches/hour Tc= 26.3 min Q160 = 0.37 CFS RETENTION VOLUME CALCULATION V100 =C* P6*A A 0.43 Acres Largest Lot Area-Parcel 1 Gross C = 0.20 Pre-Development C 0.41 Post-Development P6 =! 2.50 inches 6 Hour Rainfall for 100 Year Storm VI OOP re 0.22 Acre-Inches 780'Cub ic Feet V100Post=' 0.44 Acre-Inches = 1600 Cubic Feet Total,Retention Volume V10Post-V10Pre = 819 Cubic Feet F07- e:'P4 r7-E7 PRODUCT 204-1 iS'4e Sheets)205-1 Padded) - �ott•z� o�c -Houvaoaaoo�wdoi3rea�anos�a�a�nrr3 w � l �a W d Lo Lu ul uj NJ °d (WJ Q Z I i / s ........... �i G � � 111 -/' ....-•'•�� ��' to r p 1 7 �; s� Z4 .pp S Ln .� Ln m MM rn -_ x x W o -G -G -j'i_-NGGZ"HPGI�S— G -G -G G -G T \ .n r 70 C NGsi "VCP ORCED SEWER yl (AB�IVD01 ED -s s _s —s —s —s s s —s — EXISTING 8"VCP SEWER MAIN o w —F�XISTING�"ACP WATER MAIN w —w —w w w w --w — G I w I . c�RFO d L ,I IH S PRO ! & g L r Ar s Ln P � , o in 42 ... // !I rn - cn rn Pn z �- — x x w � 1'V —G -G -QQS RNGG2"HP Gq�S— ° s f G -G -G G (� -G T 7D NGSI "VCP FORCED SEWER lr (Al?D01 ED� —s s —s — -S -S -S S S -S EXISTING 8"VCP SEWER MAIN ` O w —FGXISTINGf ACP WATER MAIN - w —w w --w — v � Q ti de N I PRO tn Z E � D � rn p G7 1 Clio rn D = C 7v 3 Z O D G7 � D � 8+44.6 fED 0 N TO RE P R ET L TOE 5 +1 OLD Lkaisw,AV NU U z nN b Inn i rn < O m \ :1—lb �On 6 BE IN SH V R X \ REINORCINGPEU101 S E 4 D m - -fTt IA - - --- - - _. _. - - }-- - -t- ----7 - - rn v G7 1 rn D = C 70 3 z on I CP tn c� 18+44.6 E D 0 N Z 0 L U PR E ET L TOE 45.5 b ^t +A CAL 0 D LA COSTA AV ENU z l�l \ N ED , jw z z r rn < rri O m \ n � 6 BE31N,SHA,LLCW COVER o \ R N R N PE D AI , S E 4 n ^' rn ■■ ■: = .1 ■■■�■■Q■■■■■■■■■Is■■ ■■ � �_ I A ■■■■■■■■■a■■■■■■i■■■ ■ : : .1 ■■■■■■■■■■■L�■■■! 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McCarter 194 Andrew Avenue Encinitas, California 92024 Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed 5 Lot subdivision for 4 single family residences One of the potential lots contains a single family residence A. P.N. 216-052-11 Dear Mr. Mc Carter, In response to your request, we have performed a preliminary geotechnical investigation at the subject property for the proposed 5 lot sub-division, one of which contains a single family residence, which will remain. The findings of the investigation, laboratory test results and recommendations for foundation design are presented in this report. From a geotechnical point of view, it is our opinion that the site is suitable for the proposed project, provided the recommendations in this report are implemented during the design and construction phase. If you have any questions, please contact us at (760) 753-9940 . Respectfully submitted, A.R. BARRY SSOCIATE Qt�OF E.3S1,`) P� c . A.R. Barry, P.E. 0 � c00999 + 1 U1 Principal Engineer CY-' Exp. 3139/06 `�'� �TECHN�✓' ��P 9TFOFCALI ��� PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed 5 lot subdivision 194 Andrew Avenue Encinitas, California 92024 A.P.N. 216-052-11 Prepared For Michael D. Mc Carter 194 Andrew Avenue Encinitas, California 92024 January 30, 2003 W.O. P-1737 Prepared By: - A.R. BARRY AND ASSOCIATES P.O. Box 230348 Encinitas, CA 92023-0348 TABLE OF CONTENTS INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 SITE CONDITIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 PROPOSED DEVELOPMENT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 SITE INVESTIGATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 LABORATORY TESTING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 GEOTECHNICAL CONDITIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 A. SOIL CLASSIFICATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 B. EXPANSIVE SOILS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 C. SEISMIC. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 D. LIQUEFACTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4 CONCLUSIONS AND RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 A. GENERAL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 B. GRADING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 C. FOUNDATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 D. SLABS ON GRADE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 E. DRAINAGE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 F. FOOTING INSPECTIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 G. PLAN REVIEW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 LIMITATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 APPENDIX A. . . . . . . . . . . . . . . . . . . .REFERENCES • • • • • . . . . . . . . . . . . . . .LOG OF TEST TRENCH • • • . . . . . . . . . . . . . . . . .VICINITY MAP • • • • • . . . . . . . . . . . . . . .TEST TRENCH LOCATION PLAN • • • • • . . . . . . . . . . . . . . .FIGURE 1 . . . .FIGURE 2 APPENDIX B. . . . . . . . . . . . . . . . . . . .GRADING SPECIFICATIONS January 30, 2003 W.O. #P-1737 Page 2 INTRODUCTION This report presents the results of our preliminary geotechnical investigation. The purpose of this study is to evaluate the nature and characteristics of the earth materials underlying the property and their influence on the proposed 4 single family residences . SITE CONDITIONS The 1.99 acre trapezoid shaped lot is located on the north side of Andrew Avenue, between Vulcan Avenue and Wilstone Avenue, in Leucadia, California. (See Vicinity Map, Appendix A. ) The property is nearly level and will not require cuts and fills . One existing single family residence is located at the south east side of the property. PROPOSED DEVELOPMENT The property is in the process of creating a 5 lot subdivision, one of which contains a single family residence. Plans for the proposed residences have not yet been developed. It is our understanding that the existing residence will remain. SITE INVESTIGATION Four hand excavated exploratory trenches were excavated to a maximum depth of 4 feet on January 7 , 2003 . See test trench location plan, Appendix A. Earth materials in the excavations were visually classified and logged by our field encineer. Bulk soil January 30, 2003 W.O. #P-1737 Page 3 samples were obtained and transported to the laboratory for testing. LABORATORY TESTING Testing included verification of soil type. See Soil Classification GEOTECHNICAL CONDITIONS Soil As shown on our test pit logs TT-1 thru TT-4 contains brown to tan fine to medium grained silty sand, dry to damp, :loose, moderately dense, and dense at the bottom of the excavations . Soil Classification The soil classification is SM (silty sand) . Expansive Soils Detrimentally expansive soils were not encountered in our exploratory trenches, and are not expected to be encountered during excavation and construction. The potential for expansion is in the very low range. Seismic The review of available geologic maps including Maps of Known Active Faults Near-Source Zones in California and Adjacent Portions January 30, 2003 W.O. #P-1737 Page 4 of Nevada published by ICBO (1998) indicate that the nearest active fault is the Rose Canyon Fault located approximately 5 . 5 kilometers south west of the subject site. The Rose Canyon Fault is a class B fault capable of generating a magnitude 6 .9 earthquake. The following seismic factors are in accordance with the 1997 Uniform Building Code. Parameter Table Symbol Factor Seismic Zone Factor 16-I Z 0 .4 Soil Profile Type 16-J - SD Seismic Coefficient 16-Q Ca 0.44Na Seismic Coefficient 16-R Cv 0 . 64Nv Near Source Factor 16-5 Na 1. 0 Near Source Factor 16-T Nv 1. 18 Seismic Source Type - B Maximum Moment Magnitude. . . . . . . . . .6 .9 Slip Rate, SR. . . . . . . . . . . . . . . . . . . . .1. 5 mm/yr. Lictuefaction In accordance with reference #4 (Planning Scenario For A Major Earthquake, San Diego-Tijuana Metropolitan Area, published by the California Department of Conservation, Division of Mines and Geology) the site is not located in an area of seismically induced liquefaction. The soils on the site are not considered subject to January 30, 2003 W.O. #P-1737 Page 5 seismically induced liquefaction based on such factors as soil density, soil type, and lack of groundwater. CONCLUSIONS AND RECOMMENDATIONS General The on site soils are suitable for the proposed project and for the support of the proposed residences, provided the recommendations in this report are implemented during the design and construction. Gradinct General Grading will consist of the removal and recompaction of approximately 2 ' to 3 ' for the majority of the site and a maximum of 4 feet near the north west portion of the site. Roots will have to be removed during excavation. The final depth of the excavation will be determined during grading by a member of this firm. Soil will have to be removed, watered, and re-compacted to 90% of the maximum density. See Grading Specifications, Appendix B Foundation Continuous footings should be a minimum of 12" and 15" wide and a minimum of 12" and 18" below finish grade for cne and two story structures respectively. Footings founded a minimum of 12" and 18" below grade may be designed for a bearing value of 1000 psf and 1500 psf for one and two story structures respec•ively. January 30, 2003 W.O. #P-1737 Page 6 - The bearing value indicated above is for the total of dead and applied live loads . This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces . Resistance to lateral load may be provided by friction acting at the base of foundations and passive earth pressure. A coefficient of friction of 0.3 should be used with dead-load forces . A passive earth pressure of 350 pounds per square foot, per foot of depth of fill penetrated to a maximum of 1500 pounds should be used in the design. Minimum steel reinforcement should consist of 4-44 bars, 2 placed 3" from the bottom of the footing and 2 placed 2" below the top of the footings, or as required by the structural engineer. Slabs on tirade Slab on grade should be a minimum of 4 . 0 inches thick and reinforced in both directions with No. 3 bars, placed 18 inches on center. The slab should be underlain by a minimum 4-inch sand blanket which incorporates a minimum 6 . 0-mil Visqueen or equivalent moisture barrier in its center, for moisture Sensitive floors. Utility trenches underlying the slab should be bed.ded in clean sand to at least one foot above the top of the conduit, then backfilled with the on-site granular materials, compacted to a minimum of 90 percent of the laboratory maximum dry density. However, January 30, 2003 W.O. #P-1737 Page 7 sufficiently compacting the backfill deposits may damage or break shallow utility lines . Therefore, minor settlement of the backf ill in the trenches is anticipated in these shallow areas . To reduce the possibility of cracks occurring, the slab should be provided with additional reinforcement to bridge the trenches . Drainage All roof water should be collected and conducted to a proper location via non-erodible devices . Roof gutters are recommended. Pad water should be directed away from foundations and around the residence to a suitable location. Pad water should not pond. Footing Inspections Structural footing excavations should be inspected by a representative of this firm prior to the placement of reinforcing steel . Plan Review A copy of the final building plans should be submitted to this office for review, prior to the initiation of construction. Additional recommendations may be necessary at that time. LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner' s representative to bring the information and recommendations given herein to the attention January 30, 2003 W.O. #P-1737 Page 8 of the project' s architects and/or engineers so that they may be incorporated into the plans. If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether or not modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed unless on-site review is performed during the course of construction. The conclusions and recommendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties . Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge. Consequently, the conclusions and recommendations of this report may be rendered wholly or partially invalid by events beyond our control . This report is therefore subject to review and should not be relied upon after the passage of three years . The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechnical field. January 30, 2003 W.O. #P-1737 Page 9 If you have any questions, please call us at (760) 753-9940 . This opportunity to be of service is greatly appreciated. Respectfully su ' tted, A.R R OCIATES Q 1'S A.R. Barry, P.E. Principal Engineer c001ts w y or Exp. 3131/06 APFPEN C31X A W.O. No. P-1734 742 Castro Street Solana Beach, CA LOG OF EXPLORATORY TRENCHES TRENCH # DEPTH CLASSIFICATION DESCRIPTION TP-1 0-2 . 5 ' SM Brown silty sand, slightly moist to moist. Soil density increases with depth. Bottom of excavation 2 . 5 ' Dense soil . TP-2 0-3 ' SM Brown silty sand, slightly moist to moist. Soil density increases with depth. Bottom of excavation 3 ' Dense soil. TP-3 0-2 . 5 ' SM Brown silty sand, slightly moist to moist. Soil density increases with depth. Bottom of excavation 2.5 ' Dense soil . TP-4 0-4 1 SM Brown silty sand, slightly moist to moist. Soil density increases with depth. Bottom of excavation 4 ' Dense soil . 1147 SEE 1127 MAP ' Be ' it o .i i ._Wit•_ :.f..� !�i L7 vii 9 9MOO 3 33 ice,wa BF�IA \ AV it IOM Ill to I m g 34. 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G� s �'� `'�`'y Sri `�¢s i\���'ll��li7► ����II``�/I�j���l�� 3{{��,��:}x, ,,�� �,yx,�y"j �+ny � ,>z�,a,�, y`a��' ! �L�r/ ��I ..{tksR'v't x�y'ix,r�''�';�T"�.yut�d�`N,��i��e•'x /'�.A��•••, .,fat��ryaM •P..h�� L1{�,raw���V��� �'��� M 7���t+�+�.F Fx7 Y �Y.�s�r 1✓.�� APPENDIX B ....... ... .............._..... ... . ... APPENDIX B RECOMMENDED GRADING SPECIFICATIONS GRADING INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled and placing and compacting fill soil to the lines and grades shown on the accepted plans . The recommendations contained in the preliminary geotechnical investigation report are a part of the recommended grading specifications and would supersede the provisions contained herein in case of conflict. INSPECTION AND TESTING A geotechnical engineer should be employed to observe and test the earthwork in accordance with these specifications . It will be necessary that the geotechnical engineer or his representative make adequate observations so that he may provide a memorandum that the work was or was not accomplished as specified. Deviations from these specifications will be permitted only upon written authorization from the geotechnical engineer. It should be the responsibility of the contractor to assist the geotechnical engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide the memorandum to the owner and governmental agency as required. If in the opinion of the geotechnical engineer, substandard conditions such as questionable soil, poor moisture control, inadequate compaction, adverse weather, etc. are encountered, the -ontractor should stop construction until the conditions are remedied. Unless otherwise specified, fill material should be compacted by the contractor while near the optimum moisture content to a density that is no less than 90 percent of the maximum dry density determined in accordance with ASTM Test No. D1557-78 or other density test methods that will yield equivalent results . CLEARING AND PREPARATION OF AREAS TO RECEIVE FILL All trees, brush, grass and other objectionable material should be collected, piled and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appearance, free from unsightly debris . APPENDIX B Page 2 All vegetable matter and objectionable material should be removed by the contractor from the surface upon which the fill is to be placed, and any loose or porous soils should be removed or compacted to the depth determined by the geotechnical engineer. The surface should then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal to 1 vertical) , the original ground should be stepped or benched as shown on the attached plate. Benches should be cut to a firm, competent soil condition. The lower bench should be at least 10 feet wide and all other benches at least 6 feet wide, ground slopes flatter than 20 percent should be benched when considered necessary by the geotechnical engineer. FILL MATERIAL Materials for compacted soil should consist of any material imported or excavated from the cut areas that in the opinion of the geotechnical engineer is suitable for use in construction fills . The material should contain no rocks or hard lumps greater than 12 inches in size and should contain at least 40 percent of material smaller than 1/4 inch in size. (Materials greater than 6 inches in size should be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks will be permitted. ) No material of a perishable, spongy or otherwise improper nature should be used in filling. Material placed within 36 inches of rough grade should be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 3 percent when compacted (as specified later herein for compacted fill) and soaked under an axial pressure of 150 psf . Potentially expansive soils may be used in fills below a depth of 36 inches and should be compacted at a moisture greater than the optimum moisture content for the material . PLACING, SPREADING AND COMPACTING OF FILL Approved material should be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness . Each layer should have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction to a minimum specified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. Compaction should be continuous over the entire area and the equipment should make APPENDIX B Page 3 sufficient trips to ensure that the desired density has been _. obtained throughout the fill . When moisture content of the fill material is below that specified by the geotechnical engineer, water should be added by the contractor until the moisture content is as specified. When the moisture content of the fill material is above that specified by the geotechnical engineer, the fill material should be aerated by the contractor by blading, mixing or other satisfactory methods until the moisture content is as specified. The surface of fill slopes should be compacted and there should be no excess loose soil on the slopes . UNIFIED SOIL CLASSIFICATION Identifying Criteria Group Symbol Soil Description COARSE-GRAINED (more than 50 percent larger than #200 sieve) Gravel (more than 50 percent GW Gravel , well-graded larger than #4 sieve but gravel-sand mixture, smaller than three inches) little or no fines Non-plastic - GP Gravel, poorly grad- ed gravel-sand mix- ture, little or no fines GM Gravel , silty, poor- ly graded, gravel- sand-silt mixtures GC Gravel , clayey, poorly graded, grav- el-sand-clay mixture Sands (more than 50 percent SW Sand, well-graded, smaller than #4 sieve) gravelly sands, little or no fines SP Sand, poorly graded, gravelly sands, little or no fines APPENDIX B Page 4 SM Sand, silty, poorly graded, sand-clay mixtures PINE-GRAINED (more than 50 percent but smaller than #200 sieve) Liquid limit less than 50 ML Silt, inorganic silt and fine sand, sandy silt or clayey-silt- sand mixtures with slight plasticity CL Clay, inorganic clay of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Liquid limit greater than 50 OL Silt, inorganic , silts and organic silt-clays of low plasticity MH Silt, inorganic, silts micaceous or diatomaceous fine, sandy or silty soils elastic silts CH Clay, inorganic, clays of medium to high plasticity, fat clays OH Clay, organic, clays of medium to high plasticity HIGHLY ORGANIC SOILS PT Peat, other highly organic swamp soils APPENDIX B Page 5 INSPECTION Observation and compaction tests will be made by the geotechnical engineer during the filling and compacting operations so that he can state whether the fill was constructed in accordance with the specifications . The geotechnical engineer will make field density tests in accordance with ASTM Test No. D1557-78 . Density tests will be made in the compacted materials below the surface where the surface is disturbed. When these tests indicated that the density of any layer of fill or portion thereof is below the specified density, that particular layer or portion should be reworked until the specified density has been obtained. The location and frequency of the tests well be at the soil engineer' s discretion. In general, the density tests will be made at an interval not exceeding 2 feet in vertical rise and/or 500 cubic yards of embankment. PROTECTION OF WORK During construction, the contractor should Properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. He should control surface water to avoid damage to adjoining properties or to finished work on the site. The contractor should take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. I r . 6ity of Encinitas May 28,2003 Mac McCarter Merle Beach Estates 164 Andrew Avenue Encinitas,CA 92024 Subject:TPM Case#01-075, 194 Andrew Avenue Dear Mr. McCarter: This letter is to confirm the content of our phone conversation on May 27,2003. It is my understanding that you have experienced difficulties to obtain a private drainage easement from a potential buyer of Parcel 3 of the subject Parcel Map. As we discussed in our conversation, in order to adequately handle drainage through the subject property, a private drainage easement shall be granted over Parcel 2 and Parcel 3 to allow safe discharge of off-site runoff. The easement would allow the properties to the west of Parcel 3 to discharge the surface runoff into a controlled drainage system. If a private drainage easement is not available over Parcel 3 and Parcel 2, developments on the west have no option but to discharge the storm runoff on the surface to Parcel 3. This could adversely impact Parcel 3 and other downstream properties by causing erosion and flooding. Based on these considerations, new development applications for Parcel 3 and Parcel 2 will be conditioned to provide private drainage facilities and easements to safely convey storm runoff across their properties. I understand that the developer for TPM Ca #03-009 �i currently working with you to secure a drainage easement and build a drainage face'ty that.addresses the above-mentioned concerns. I strongly urge all the stakeholders to cooperate with each other in the development of a private drainage system that serves all the properties and avoids future drainage problems. I believe a single drainage system planned and constructed now will be less costly and more efficient than a piece-meal configuration of smaller systems developed for each individual lot. Please do not hesitate to call me at (760)633-2776 if I can be of assistance to you. 'V Sincerely,JV 4--- Masih Maher Senior Civil Engineer TEL 76o-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper