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1997-5176 Gi T i O r E i'i r1 I T» -i ' +1EERIhIG SEr,'ICES DEP:,F77- 1Ei.�T -:�` `f. ViaLCAIJ AVE. CRADING PERMIT PERMIT NO.: 51 -oGI _ nasr=_-- z_ n. ex__ ssxs sxsxsaasxxxxzxxxxzszxxxxzxaeeoevvosxczzcaxzsvawxcxccvavxx »FCEL IJ+. njE � 1 rE ADDRESS ; HFLL?i.mNr NAME rt:.ILIII& 4DVPES_: =IT:': &OL;44 SEAC na,+_ter.'104 -LH1.1 NO.. 5170 15,':, CAUDOR ST. IJLSrF.H ':S?IRI' W. '31 HIGHWAY 101 SOUTH PHONE NO.: o!�- 55 -33oO H STATE: CA ZIF: +EO ^5- :ONTE"GlOF ; ARHLL• *CONTFERAS LICENSE IJO.: L5'4 ''EH E9 INEERA : FOAD CONSULTING GROUP FEr-u)I r IVELIE DATE: 11 - 18 Z7 PEF111T E?F. DATE. 11'l8'sfi PERMIT ISSUED 0+iFEi_-TGF: RON BRADv PHONE NO.: .76-:­'56-1 BE,-, LICE145E TYPE: A PHONE N 1 P7Pc By ----------- ------- - - - ---- PERMIT FEES & DEPOSITS ---------------------------- I. PLAN CHECK FEE 700.00 4. INSPECTION DEPOSIT: CIO e. ENSFECTION FEE 442.00 5. SECURITY DEPOSIT 6,640.00 3. PLAI-1 CHECK DEPOSIT: .00 DESCRIPTION OF WORK. CLEi-+FING M GRUBS ING;EARTHWORK/DRAINAGE IMFROVEMENTSiEROSION CONTROL ENABLE CONSTRUCTION OF 3I14GLE FAMILY DWELLING, ALL PER CONDITIONS OF NPPRQV4L FOR TFN 95 -e: +5. EAFTHWORK: 900CY CUTiFILL. PLAN AS APPROVED LETTER DATED NOV 1c 1797 APPLIES. - - -- INSFECTIO14 -- II4ET -IAL INSPECTION CGMFi :4CTION F.EFURT RECEIVED ENGINEEF CERT. RECEIVED ROUGH GRADING INSPECTION FIIJAL INSPECTION DATE TO 1JOV ,5 SIGNATURE C HEREBY ACFNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE ENFOFI•IATION IS C:OFPECT AIJD AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS RF61JL'ATING EXCAVATING AND GRADING. AND THE PROVISIONS AND CONDITIONS OF r4l•Ji PERMIT I57UED PURSUANT TO THIS APPLICATION. itdAT QFE +i� W . 2 Cs3TiP�fl� _ F r / - - - -- _ I F •_ . _ z' I� l EG. »•:Epi T _ . OTHER DATE S16HED �6iyl ASS- 3360 w+� TEi_cr= c4,t.1E +1UM6EF TO: FROM: DATE: City Of ROUGH GRADING APPROVAL NOTICE EXHIBIT "H" Encinitas BUILDING DIVISION ENGINEERING SERVICES DEPARTMENT 5/7 6 -9 8 Permit No. ROUGH GRADING APPROVAL FOR PROJECT NO. _5176 76 6'1 1570 eZZ&dJ�L ,a,Aebt (Tract Name) S � �11d 731 f loper's Name & 1D1 /� 9zo �f we have inspected the grading for lotX 15-70) �Q0,4&z or phase of the above mentioned project I addition, we have received rough grading certification from �/ , the Soils Engineer, dated 1 *2-2q-1'7 , and fromk0*Lt)0A&-'fCQkf , the Supervising Grading Engineer, dated 1 -6-98 , and are satisfied that the rough grading has been completed in accordance with City standards. Based on these certifications and our observation, we takq no exception to the issuance of a builgQing permit for lots /1.6% or phase of project bl_7 (i'I from a grading standpoint. This release, however, is not intended to certify the project from other engineering concerns including site development, water or sewer availability, or final grading. Prior to the issuance of a certificate of occupancy, we need to be advised so that we can verify that final grading and landscaping has been completed in accordance with the approved plans for the project. APPROV Project *aPg I nspector Project Engineer cc: Developer JRG /03/PW2- 157wp51 33(4/14/93 -2) iO4; S. Vulcan Avenue. Encinitas, California 92024 -3633 TEL 619- 633 -2(") FAX 619 - 633.262' 'n>D 619- 633 -2'00 W recycled paper City of Encinitas Engineering Department 505 S. Vulcan Drive Encinitas, Ca. 92024 DRESSELHAUS SURVEYING 31034 Valley Center Rd. Valley Center, CA 92082 (619) 749 -8840 FAX (619) 749 -8730 RE: Grading Plan for Sjerk Zijlstra, 1570 Caudor Street, Leucadia; APN: 254- 163 -01 Subject: Pad certification; Gentlemen, i - January 2, 1998 At the request of Mr. Sjerk Zijlstra, owner, I have conducted a field survey of the above noted project with the following results. Upper pad finish grade; 158.8 Middle pad finish grade; 156.5 Lower pad finish grade, 156.0 The graded pad and driveway, as constructed, is in substantial compliance with the Approved Grading Plan. I hereby certify that the above information was compiled from a field survey, under my direction, at the request of Mr. Sjerk Zijlstra, owner: PLS 5112 r�O ►�►d0 SV9 9 THE ORIGINAL OF THIS DOCUMEHT WAS RECORDED ON OCT 06, 1997 Recording Requested By: ) DOCUMENT NUMBER 1997- 0497726 GREGORY J. SMITH, COUNTY RECORDER City of Encinitas ) SAN DIEGO COUNTY RECORDER'S OFFICE TIME: 4:14 PM When Recorded Mail to: ) City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 ) FOR THE BENEFIT OF THE CITY ) )SPACE ABOVE FOR RECORDER'S USE ONLY EASEMENT FOR CITY HIGHWAY Assessor's Parcel No. 254-163-01 CALIFORNIA FINANCIAL HELP STORES, INC. Project No. :TPM 95 -205 W. 0. No.: hereinafter called GRANTOR(S), do(es) hereby grant, convey and dedicate to the CITY OF ENCINITAS, State of California, hereinafter called GRANTEE, the right of way and incidents thereto for a public highway upon, over and across that certain real property in the City of Encinitas, County of San Diego, State of California, described as follows: er.:cnt ec n..w 4y..4 •:a.a.a •..a • a SEE EXHIBITS "A" , "B" , AND "C" ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE, cov4054 1 The Grantor hereby further grants to the CITY OF ENCINITAS the privilege and right to extend drainage structures and excavation and embankment slopes beyond the limits of the herein described right -of -way where required for the construction and maintenance of said CITY Highway. RESERVING unto grantor of the above described parcel of land, his successors or assigns, the right to eliminate such slopes and /or drainage structures or portions thereof, when in the written opinion of the City Engineer of Grantee, the necessity therefore is removed by substituting other protection, support and /or drainage facility, provided such substitution is first approved in writing by the City Engineer. The Grantor hereby further grants to Grantee all trees, growths (growing or that may hereafter grow), and road building materials within said right -of -way, including the right to take water, together with the right to use the same in such manner and at such locations as said Grantee may deem proper, needful or necessary, in the construction, reconstruction, improvement or maintenance of said highway. The Grantor, for himself, his successors and assigns, hereby waives any claim for any and all damages to Grantor's remaining property contiguous to the right -of -way hereby conveyed by reason of the location, construction, landscaping or maintenance of said highway. Dated this ���'�� day of OWNER: Signature of Owners to be notarized. Attach the appropriate acknowledgements. I certify on behalf of the City Council of the City of Encinitas, pursuant to authority conferred by Resolution of said Council adopted on November 9, 1994 that the City of Encinitas consents to the making of the foregoing Righ -of -Way Dedication and onsents to recordation thereof by its duly ho i . Date: By. Alan D. Archibald Director of Engineering services City of Encinitas cov4054 2 EXHIBIT "A" Legal Description APN 254.163.01 prior to Street Dedication and prior to Boundary Adjustment That portion of Lot 35 of Crest Acres, in the City of Encinitas, County of San Diego, State of California, according to Map thereof No. 2019, filed in the Office of the County Recorder of San Diego County, May 3, 1927, lying Northerly of a Line that begins at a point on the East Line of said Lot 35, distant thereon South 2 047' West, 311.51 feet from the most Northerly corner thereof and runs North 87 013' West parallel with the South Line of said Lot 35 to a point on the West Line of said Lot 35. * No. 2,175 cn Fn +tc SaOn 31 � q:. 4/z4/g7 EXHIBIT "B" Legal Description Easement for Public Roadway to be Granted from APN 254- 163 -01 to the City of Encinitas The NorthWesterly 7.00 feet of Lot 35 of Crest Acres, in the City of Encinitas, County of San Diego, State of California, according to Map thereof No. 2019, filed in the Office of the County Recorder of San Diego County, May 3, 1927, more particularly described as follows: Beginning at the most Northerly corner of said Lot 35; thence South 2 047'00" West 7.84 feet along the Easterly line of said Lot 35; thence parallel with the NorthWesterly line of said Lot 35 South 66 000'00" West 112.85 feet; and South 68 °40'00" West 195.59 feet to a point on the Westerly line of said Lot 35; thence North 4 040'00" West 7.31 feet to the NorthWesterly corner of said Lot 35; thence North 68 040'00" East 193.33 feet along the NorthWesterly line of said Lot 35; and North 66 000'00" East along said line 116.22 feet to the most Northerly corner of said Lot 35 and the point of Beginning. me "5;t w�eia? F `4 /ac�/,1 EXHIBIT if C„ Plat of Red Property to be Dedicated to the City of Encinl►us for Public Roadway Sheet 1 of 1 Steels Legal Des_crinl_i_o° _ A Potion of Lot 35 of Crest Acres, according to Yap therof No. 2019, recorded May 3, 1927, in the City of Encinitas, Comly of San Nego, State of California. (See AttaM Exhibit 'A') Dedication Detail Y,NE: 1 "- Srf 3 0 25 50 100 1 y o- i N64 ,03.33�� 00,W 131 N04'40, M1 195.59 See Detail Abow b APN 254- 163 -01 )I "rU.'1('111UU.4f11 )L•!U�ft i'��.a� aee � ,Dp.t 112�g5 N66 DD 00 °E ) N2 qi }�))II.J�II �i�hfj) I;thri� APN 254 - 163 -25 40' eft Existing Private Road and Utilities Comment W kc No. 1997 - Recorded SCALE: 1" -100' 0 50 100 200 300 - -- Project Boundary Existing Easement for Public Roadway Granted to and nn Access Rights Relinquised to the City of Encinitas by Doc No. 1997- Rec Lot Areas _ Gross Area prior to Street Dedication = 1.521 Acres Area of Proper ly to be Dedicated for Roadway = 0.050 Acres Gross Areo offer Street Dedrealion = 1.471 Acres Prepared by: Resource Development Corporation 531 Encinitas Blwl, Suite 201 Encinitas, CA 92024 (760) 942 -1106 License Espies 3/31/98 ,•��o clvr� "••�.. p�. ,•.. ... . •1 BRIAN • ';yr..i z; DONALD No. 26175 * ' CIVIL Nom. Professional Site 7 � M t. leucak Blid No Scale I N Resource Development Corporation JN97-0151! $ � P'ME RI .4 C, -1 STATE OF CAL ORNIg } , }ss. COUNTY OF CCf1 `1- Scyfru2r,ifl", On � I i'B 192 , before me, DI C Z. HC Cc' � personally appeared I!r�)120-»C-Al nLQCk( 1g1 1 personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is /are subscribed to the within instrument and acknowledged to me that he /she /they executed the same in his /her /their authorized capacity(ies), and that by his /her /their signature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature (This area for ofllcr9l notarial seal ' ROURT IIA VA A. ` ookw. • 10171041 . y L - Way FLOC — Cartartla MN KRf4& INo courm I k V Cann. FxPaM OCT Z6. 1997' Title of Document Date of Document n No. of Pages Other signatures not acknowledged �3 9048 W94)I0enera0 First Amencan Title Insurance Company On- Site Drainage study for Zijlstra Residence August 19, 1997 Engineer of work Hamid R. Bagheri #X �IF�F CAUE��a Prepared By: FOAD CONSULTING GROUP, INC. 731 s. Hwy 101, Suite 2F Solana Beach, CA 92075 (619) 755 -9799 MG 3 1991 ENGWEER;i�G TAS SE,,rAS CITY OF ENCINI REFERENCE: San Diego County Hydrology Manual DISCUSSION: The purpose of this study is to analyze the on -site drainage for the proposed Zijlstra Residence with a gross area of approximately 1.5 acres. 111 kv t ; OKIreAw The rational method is used to develop the flow rates for this lot. The following sheets were used from the above referenced. The design storm chosen is a 50 -Year storm. The run -off coefficient chosen is C =.55. A minimum time of concentration tc of 10 minutes was chosen because the basin is so small. FLOW RATE: Q = CIA I = 3.5 in./hr. Area = .33 Acre C =.55 Q =.55 x 3.5 x.33 =.64 cfs RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Land Use Residential: Single Family Multi -Units Mobile Homes Rural (lots greater than 1/2 acre) Commercial 121 80% Impervious Industrial "' 90% Impervious Coefficient, C Soil Group A B D D .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .55 .65 .30 .35 .40 .45 70 .75 .80 .85 80 .85 .90 .95 NOTES: "' Soil Group maps are available at the offices of the Department of Public Works. "' Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90 %, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50 x 0.85 = 0.53 80 IV -A -9 APPENDIX IX Updated 4193 COUNTY OF SAN DIEGO FLOOD CONTROL OF SANITATION L 50-YEA, R 6 -11OU PRECll I I ffiffil FLOOD CONTROL 6 "-20-1 ISOf LUUTALS OF 50 -YEAR G. -HOUR LAf AA BCACII ;Q� `'Ili a. ' ,r 1 22.5 3� v l J r 30 21.5':\ SAN CL '�Cqo j .� y (• lr,ri ;l •r5i. — . `•y `\ \� c5 ;;, 0\ \2)5 15' 22 5i � 2 f 25 ;V 5J3' 1 33 \\ ° JO'.IONA G 31 5\ ` / A .?r J ` LL MAN V 1 - L, - �' I } 35 45 C� 25r�'! 451 LICAJ I U.S. DEPARTAIM T Of COMMERCE �^� 1 �2 y } NATIONAL OCEANIC AND AT IOSPIIERIC ADNINISTRATIOt1 2Q�I 2 .5� %1 21.52 •5 I I /r3/ r�� r \ SPECIAL STVDIES BRANCH, OFFICE OF II'DROLOGY, NATIONAL WEATHER SER VIOL ` / / -A •, I11 1Af•U ),1 , 301 18�� 1180 1151 30' 15' 117° 45' 30' 15' 116° 0 COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION b R 2 50—YEAR PRECIPITATION FLOOD CONTROL I F'� !7 ''20,1 ISOPLUVIALS OF 50 -YEAR 24410U" PRECIPITATION IN TENTHS OF All INCH 451 - Two a0 r.11!I.. A5 L NAO SA I M[C ' 301 � SAN Cl MENIE 0 r 0 51 35.IcInNSW ' 35 30 60 33' ``155`MONn�\.13 _ I>' �tiltCll� 451 U.S. DEPARTME,% P OF C01111ERCE 1-55 NATIONAL OCEANIC AND AT` ')tipIIERIC ADMINISTRATION ' 9PF.CIAL STCDIFS DRAVCII.OFFICE OF 11 UI:OLOOY, NATIONAL WEATHER ER SERVICE $AI. 4t y� `I�_ - �I Ifs, 546 3 J J. 301 I I 5 0 5 �' 11SR 1.51 301 151 117° 451 301 151 11'0° L .2. 0 al s V C L T ,9 Y 2 , c J' v C .6 .. m2 X X x y.s p10 JNT[NSITY- DURAI.,.,i DESIGN CHART 15 20 30 40 50 1 2 3 4 5 6 Minutes Hours o 1 n J. J. M .6.0 °, 5.0 '4.5 40�' s' 3.0 V 2.5 2.0 1.5 1.0 Directions for Application: 1) From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 and 100 yr. maps included in the Design and Procedure Manual), 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity- duration curve for the location being analyzed. Application Form: 0) Selected Frequency 5 © yr. 1) P6 = 2• / in., P24= 'J.(o, *P6 = SrB %* P24 2) Adjusted *P6= Z•/ U in. 3) tc = /O.enn min. 4) I = 3• 5 in /hr. *Not Applicable to Desert Region APPENDIX XI IV -A -14 Revised 1/85 V I /X0 257 0' LD 5 R64T C a (I I I. I � I I PAR CRS,- - PM 2E(28 K 2.1 •s na 87 -MOOMM OA M I 40 FM MW I � 'a' TO (�AUDOR STRYET I Iz 1 I R,ARGEL 1 PM,14201 PARCEL 2 PM 14201 BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023 -0348 (760) 753 -9940 December 29, 1997 Zijlstra Architecture 731 S. Highway 101 Suite 1L Solana Beach, California 92075 DEC 2 8 1997 ENGINE ES OF ENC NITAS Subject: REPORT OF GRADING AND COMPACTION 1570 Caudor Street Encinitas, California A.P.N. 254- 163 -01 Reference: 1. PRELIMINARY GEOTECHNICAL INVESTIGATION Pluto Place Encinitas, California Prepared by Barry and Associates. Dated July 5, 1997 Dear Mr. Zijlstra, In response to your request, we have performed field density testing on the above referenced project. The project entailed the grading of the south east section of the property in order to create a split level building area for the proposed one story single family residence. The results of our density tests and laboratory testing are presented in this report. Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was December 29, 1997 W.O. G -1508 Page 2 performed in accordance with ASTM D 1557 -78. Field density tests were performed in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil used as compacted fill on the site, is summarized below: Maximum Dry Density Optimum Description (p.c.f.) Moisture A) Reddish Brown fine to medium grained silty sand 127.0 11.5 EXPANSIVE SOILS Detrimentally expansive soil were not encountered on the site. The potential for expansion is in the low range. RECOMMENDATIONS All recommendations of the referenced preliminary geotechnical investigation are applicable. INSPECTIONS All structural footings excavations should be inspected by a representative of this firm, prior to the placement of steel. LIMITATIONS This office assumes no responsibility for any alterations made without our knowledge and written approval to the slope or pad grade on the subject lot, subsequent to the issuance of this report. All December 29, 1997 W.O. G -1508 Page 3 ramps made through slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction. If you have any questions, please contact us at (760) 753 -9940. Respectfully submitted, (A..R[///�BAR AND ASSOCIATES QUO FtS R.� "y! A. R. Barry Principal En neer w GE 119 m � z .k Exp.2/31l98 Zijlstra Architecture W.O.# G -1508 029 :0193WHE \tl LABORATORY TEST RESULTS TABLE I Field Dry Density and Moisture Content Moisture Dry Relative Test Test Soil Content Density % No. Location Type Elev. $ cf) Compaction 1 keyway I +2' 11.1 115.2 91 2 fill I +4 12.7 118.7 93 REVISIONS j APPROVED I DATE REFERENCES I DATE BENCH MAW SCALE QkwMUNlT Ut- -MCINI DESCRIPTION: PLANS PR'cPARED UNDER SUPERVISION CF RECCMM MON. SET IN —. SDAK. SE CORNER OE 1� = 2D OB 04 9> BRIDGE IT NVODLET RD. AND INTERSTATE HORIZONTAL y// p/�'' -' /� DATE . �L BY: — 1 i"'� 1�6tc/ R.C.E. NO.:OB DATE: ELEV, i>4.529 MD _. VERTICAL ENGINeER ex, -Y I010-0 00 R.C.E. 1 9 GRADING AND EROSION CONTROL PLAN FOR: DT. ZI)LSTRA RESIDENCE • 1570 CAUDOR STREET R.C.E. WORK PRO.[CT Y0. lib �gk w w H MID R BACHERi 9 � Q 36108 Z �ap06 -30 -00 N ..O k�9T CIViI �P* UVIZ ZKZ c�CC SENT DRAWING NO..w�a XXXXG BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023 -0348 (760) 753 -9940 July 5, 1997 Zijlstra Architecture 731 S. Highway 101, Suite 1L Solana Beach, California 92075 Att: Shirk Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Grading and Single Family Residence Plato Place Encinitas, California 92024 Dear Mr. Zijlstra, In response to your request, we have performed a preliminary geotechnical investigation at the subject site for the proposed grading and construction of a single family residence. The findings of the investigation, laboratory test results and recommendations for grading and 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 residence and garage, provided the recommendations in this report are implemented during the design and construction phases. If you have any questions, please contact us at 753 -9940. This opportunity to be of service is appreciated. Respectfully s A.R. BARRY AND A.R. Barry, P. Principal Engj! ibmitted, ASSOCIATES r��GE leer 1i�t pUG 13 1997 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Grading and Single Family Residence Pluto Place Encinitas, California Prepared For: Zijlstra Architecture 731 S. Highway 101 Solana Beach, California 92075 July 5, 1997 W.O. P -1508 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 ............ ..............................3 LABORATORY TESTING ............ ..............................3 GEOTECHNICAL CONDITIONS ....... ..............................3 CONCLUSIONS AND RECOMMENDATIONS .............................4 A. GENERAL .................. ..............................4 B. GRADING ............. ..............................4 C FOUNDATION ......... ..............................4 D SLABS ON GRADE ...... ..............................5 E. DRAINAGE ............ ..............................6 F. FOOTING INSPECTION . ..............................6 G. PLAN REVIEW ......... ..............................6 LIMITATIONS ................... ..............................6 APPENDIX B ............ GRADING SPECIFICATIONS July 5, 1997 W.O. #P -1508 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 grading and construction of a single family residence and garage. SITE CONDITIONS The trapezoidal shaped lot is located on the south side of Plato Place, the third lot south west of the intersection of Plato Place and Caudor Street in Encinitas, California. The lot slopes upward from Plato Place at an average slope of approximately 35% with a total elevation difference of approximately 40 feet from the top of the lot to Plato Place. Access to the lot is via an easement off of Caudor Street. PROPOSED DEVELOPMENT It is our understanding that the grading plan and plans for residence are being prepared by your office and will provide for a one and two story single family residence and garage on a graded fill pad. July 5, 1997 w.O. #P -1508 Page 3 SITE INVESTIGATION Two backhoe trenches were excavated to a maximum depth of 10 feet Earth materials encountered were visually classified and logged by our field engineer. Bulk samples were obtained and transported to our laboratory for analysis. LABORATORY TESTING Classification The field classification of soils were verified through laboratory examination in accordance with the Unified Soil Classification System. The final classification is indicated below. GEOTECHNICAL CONDITIONS Soil Native soil consists of tan to reddish brown silty sand of the formational sandstone deposit typical of the area. Soils encountered in our backhoe excavations consists of SM (silty sand) to the bottom of the excavation. Expansive Soils All soils encountered in our backhoe trenches have an expansion potential in the low range Liquefaction The soils on the site are not considered subject to seismically induced soil liquefaction and soil instability due to such factors as soil type, density and lack of groundwater. July 5, 1997 W.O. #P -1508 Page 4 Groundwater No evidence of groundwater was observed during the course of exploration and major groundwater related problems are not anticipated during construction. CONCLUSIONS AND RECOMMENDATIONS General The on site soils are suitable for the proposed grading and the support of the proposed single family residence and garage provided the recommendations in this report are implemented during the design and construction phase. Grading See attached grading specifications, Appendix B Foundation General Footings for the proposed residence and garage should be a minimum of 12 inches wide and founded a minimum of 12" and 18" below grade for one and two story residence and garage. Footings founded a minimum of 12" and 18" below grade may be designed for a bearing value of 1500 psf and 2000 psf for one and two story structures respectively. July 5, 1997 W.O. #P -1508 Page 5 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 250 pounds per square foot, per foot of depth of fill penetrated to a maximum of 2000 pounds should be used in the design. Minimum steel reinforcement should consist of 2 - #5 bars one placed 3" from the bottom of the footing and one placed near the top of the footing. Slabs on grade Slabs 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 bedded 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, July 5, 1997 W.O. #P -1508 Page 6 sufficiently compacting the backfill deposits may damage or break shallow utility lines. Therefore, minor settlement of the backfill 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 transported to a suitable location via non - erodible device. Pad water should be directed away from foundations and around the residence to a suitable location. Pad water should not pond. Roof gutters are recommended. Footing Inspections Structural footing excavations should be inspected by this firm during the excavation and prior to setting formes. 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 of the project's architects and /or engineers so that they may be incorporated into the plans. July 5, 1997 W.O. #P -1508 Page 7 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. If you have any questions, please do not hesitate to contact our office at 753 -9940. The opportunity to be of service is greatly appreciated. Respectfully submitted, A.R. BAR_RX AND ASrEX d A 0 Z W a a Q APPENDIX 8 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 contractor 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 larger than #4 sieve but smaller than three inches) Non - plastic Sands (more than 50 percent smaller than #4 sieve) GW Gravel, well - graded gravel -sand mixture, little or no fines 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 SW Sand, well - graded, 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 FINE - 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.