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2007-713 G City o ENGINEERING SERVICES DEPARTMENT f Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering April 28, 2010 Attn: California Bank& Trust 550 South Hope Street 3rd Floor Los Angeles, CA 90071 RE: Paul Sarkaria and Kathleen Paveglio 3003 Wildflower Drive APN 264-091-93 Grading Permit 713-GI Final release of security Permit 713-GI authorized earthwork, storm drainage, site retaining wall, and erosion control, all as necessary to build the described project. The Field Inspector has approved the grading and finaled the project. Therefore, a frill release of the remaining security deposited is merited. Letter of Credit SB06-1340, (in the original amount of$80,431.00), reduced by 75% to $20,107.75, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Gei art J y Lembach Engineering Technician inance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,Finance Manager Paul Sarkaria Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �sp� recycled paper C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S . VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO. : 713GI PARCEL NO . 264-091-9300 PLAN NO. : JOB SITE ADDRESS : 3003 WILDFLOWER DR CASE NO. : 02040 / DR APPLICANT NAME : PAUL SARKARIA MAILING ADDRESS : 130 S CEDROS #200 PHONE NO. : CITY: SOLANA BEACH STATE: CA ZIP: 92007- CONTRACTOR : STEVE BEDFORD CONSTRUCTION PHONE NO. : 760-945-2217 LICENSE NO. : 613140 LICENSE TYPE: Bl ENGINEER : STEPHEN B PETER PHONE PERMIT ISSUE DATE: 4/28/08 —� PERMIT EXP . PERMIT ISSUED BY: INSPECTOR: TER HALL -- --- -- --- - - - ---- - ------- PERMIT FEES & DEPOSITS - -- - -- - - - -- --- - ----- -- - --- - - 1 . PERMIT FEE . 00 2 . GIS MAP FEE . 00 3 . INSPECTION FEE 4 , 021 . 00 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE 804 . 00 6 . SECURITY DEPOSIT 80 , 431 . 00 7 . FLOOD CONTROL FE 2 , 142 . 00 8 . TRAFFIC FEE . 00 9 . IN-LIEU UNDERGRN . 00 10 . IN-LIEU IMPROVMT . 00 ll . PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT: . 00 - --- - - - - - - - - - - - - - - -- - - - - - DESCRIPTION OF WORK - - - - - - - - - - - - - - - -- - -- - -- - -- - - -- - PERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR/MATERIALS FOR EARTHWORK, DRAINAGE, PRIVATE IMPROVEMENTS, AND EROSION CONTROL. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T. C.H. STANDARDS OR APPROVED PLAN. LETTER DATED APRIL 15 , 2008 APPLIES . INSPECTION ------- DATE -- ------ INSPECTOR' S SIGNATURE ---- INITIAL INSPECTION COMPACTION REPORT RECEIVED ENGINEER CERT. RECEIVED Z ROUGH GRADING INSPECTION d FINAL INSPECTION / - - --- ------- ------ ----- -------- I HEREBY ACKNOWLE eQ_ 2 :CATION AND STATE THAT THE INFORMATION IS CC y,, ALL CITY ORDINANCES AND STATE LAWS REGULATING E & I � • _lv PROVISIONS AND CONDITIONS OF 7 ANY PERMIT SUED S GNAT E L� DATE SIGNED 76v clYT 2Z/ 7 PRINT NAME TELEPHONE NUMBER CIRCLE ONE: 1 . OW] CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION: PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: W O,-� C jCt-r�V 5T�1/E ��Fu44 . L ��i mEs-s gc7E rP)47- ��-7�-� Nr�LL 06 /W L-C)AJ G76-9- avt 7-14 THE e z . ft m /l!O CAJ �L-!/S /nt 5pLZTV4, A-k, "19 laced 1,7 /1�/ rvr !"�5 i��c�-. »!1 rYiN,9 G7� •� :SCT u� t.5 f�'y+/!'J S.,gLry C✓`�'1'JE72_ �SS U� t-Z2 UE--��r t�,z: �r T� .e o - t .v r . T-47,0 `Z-C-Zj2� JT. /lW 6V/ , 146:-::- D iL) - P4 WNQC rat is !T /s rN, TX(iA) ODT 5C cam /�lS vat t'Uc A/G 1fL 5/!� !✓1d� 7b 5 JTE7 FUi2 6 n1I+L . ECEIVt� S- /LCc&/'!�L = Cr Cow S MLI L7x:"tJ ,�1's c�rt`�l� C7.,� Sly S ?r� im-671-0 AeV61MV -</7r-- 1 o. ,ram m14429 11A,11 AU A I I W JJ1ff#CAbt1 h#1111 X0C- CIVIL,GEOTECIINICAL,&QUALITY ENGINEERING FOUNDATION DESIGN LAND SURVEYING*SOIL TESTING CLIENT: SARKARIA PROJECT: SAR 4 1 O-CERT DATE: 26 APRIL 2010 CITY OF ENCINITAS Engineering Services Pen-nits 505 South Vulcan Ave. Encinitas, CA. 92024-3633 Subject: Final Grading Certification for the lot located at 3003 Wildflower Drive, Encinitas, CA. (APN: 2264-091-93)(Grading Plan No. 713-G) Gentlemen: The grading for the subject lot has been performed in substantial conformance with the approved grading plan as shown on the attached 'As Graded' plan. f`inal grading inspection has demonstrated that the lot drainage conforms to the approved grading plan and that swales drain at a minimum of 1% to the street and/or an appropriate drainage system. All the Low Ttnpact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part 11 were constructed and are operational, together with the required maintenance covenant(s). QPpV-ESS/pN \NeN 13- A� Engineer of Record: z co 0 NO.386" M a Stephen B. Peter RCE 38623 W Exp. M Date: �7 0A crvl%- OF Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stain p ed and will not r n ecord of the ultimate responsibility. Engineering Inspector:. Dated: . q--z-� —10 1611-A SO.MELROSE DRIVE#285,VISTA.CA 92081-5471 Ph:(760)945-3150 Fax:(760)945-4221 11.&AN Biii/iii��riiii/, /iie: CIVIL,GEOTECHNICAL,&QUALITY ENGINEERING FOUNDATION DESIGN"LAND SURVEYING"SOIL TESTING -— - T: SARI{ARIA CT: SAR-PAD-CERT D : 9 JUNE 2008 CITY OF ENCINITAS JUN 12 2008 ' Engineering Services Permits J 505 South Vulcan Ave. Encinitas, CA. 92024-3633 - - - Subject: Rough Grading Pad Certification for the lot located at 3003 Wildflower Drive, Encinitas, CA. (APN: 264-091-93)(Grading Permit No. 713-GI) Gentlemen: Pursuant to Section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for the subject project. On 5 June 2008, we performed a field survey of the rough graded subject house pad. Grading consisted of processing the upper 12 inches of the surface soils in order to level the pad. Since there was no import fill soils placed on the pad during the re-grading operation, it is our opinion that the existing pad grade elevation was 281.0. Various finish grade spot elevations were shot on the pad and the following are the results of our survey: Existing Pad Elevation = 281.0 Point A = 281.0 Point D = 281.0 Point B = 281.2 Point E = 281.3 Point C = 281.1 Point F = 281.2 As indicated above, the subject graded house pad has been found to be within 0.3 foot of the existing elevation. I hereby state that re-grading for the subject site has been completed in conformance with the requirements of the City of Encinitas, Codes and Standards. Should you have any questions regarding this project, please do not hesitate to contact us. LL"D Sincerely, 9° 9 PLS 6140 ('NJ * Exp- 3-31-10 * ennis P. Beard PLS �► 2 . President CpL�F�Q 161 1-A SO.MELROSE DRIVE#285,VISTA,CA 92081-5471 Ph:(760)945-3150 Fax:(760)945-4221 L T E C H N O L O G Y ENGINEERING, INC - Project No. TE-2105 May 30,2008 SUN � 2 2Q08 '� Steve Bedford Construction P.O. Box 669 Vista, California 92085 Subject: Report of Certification of Compacted Fill Ground Proposed Single Family Dwelling, Detached Garage, and Swimming Pool 3003 Wildflower Drive Lot No. C-5 of Wildflower Estates Olivenhain, California References: 1.) "Report of Certification of Compacted Fill Ground, 3003 Wildflower Drive, Olivenhain, California",prepared by North County Compaction Engineering, Inc., dated June 8, 2005 2.) "As Graded Preliminary Soils Investigation"prepared by North County Compaction Engineering Inc., dated October 28, 2003 3.) Project Grading Plan prepared by B &B Engineering of San Marcos, California. Dear Mr. Bedford: In response to your request,the following report has been prepared to indicate results of soil testing, observations,and inspection of earthwork construction at the subject site. Testing and inspection services were performed from May 1,2008 through May 21,2008. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore, we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading and stormwater management plans were prepared by B &B Engineering of San Marcos, California. Grading operations were performed by J. C. Grading of Valley Center, California. P. O. Box 301061 • Escondido, CA 92030 • (760) 740-0826 FAX(760) 741-6568 ZT E C H N O L O G Y ENGINEERING, INC Project No. TE-2105 May 30, 2008 Page 2 Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch". Remedial grading operations were performed in order to re-grade the upper three feet of the existing building pad to accommodate the proposed single family dwelling, detached garage, and swimming pool. Limits of grading were carried throughout the realm of the building pad surface. Should the finished pad be altered in any way, we should be contacted to provide additional recommendations. The site was graded in accordance with recommendations set forth in the "As Graded Preliminary Soils Investigation",prepared by North County Compaction Engineering, Inc. (Reference No. 2). The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soils samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture/Maximum Density(ASTM D-1557) 2. Expansion Potential Test(FHA Standard) 3. Direct Shear(ASTM D-3080) SOIL CONDITIONS Native soils encountered were gravelly clayey-sands. Fill soils were generated from on-site excavation. The proposed structures will be founded entirely on a compacted fill mat. Therefore,the potential for differential settlement will be reduced. On-site soils were found to have an expansion index of 35 and are classified as being "Low" in expansion potential. T E C H N O L O G Y ENGINEERING, INC Project No. TE-2105 May 30,2008 Page 3 Fill soils were placed,watered,and compacted in 6 inch lifts. During earthwork construction, areas where fill was placed were scarified, watered,and compacted to a minimum of ninety percent(90%). To determine the degree of compaction, field density tests were performed in accordance with ASTM D-1556 or D-2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled"Tabulation of Test Results". During grading operations, all fill soils found to have a relative compaction of less the ninety percent(90%) were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS Continuous inspection was not requested to verify fill soils are placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as economically feasible as possible,part-time inspection was provided. Hence,the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1.) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2.) Slopes may be considered stable with relation to deep seated failure provided they are properly maintained. Slopes should be planted with light groundcover(no gorilla ice plant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. 3.) In our opinion, soil liquefaction at the site is unlikely to occur due to the following on-site soils conditions: A). Groundwater was not encountered at the time of grading. B). Loose compressible top soils were removed to firm native ground and recompacted to a minimum of ninety percent(90%) of maximum dry density. C). The dense nature of the formation underlying the site. D). On-site soils possess relatively high cohesion characteristics. rC H N O L O G Y INEERING, INC Project No. TE-2105 May 30, 2008 Page 4 4.) Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade,will have an estimated allowable bearing value of 1500 pounds per square foot. 5.) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 6.) Plumbing trenches should be backfilled with a non-expansive soil having a swell of less than two percent(2%) and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent(90%). 7.) Unless requested,recommendations for future improvements (additions, recreation slabs, additional grading, etc.) Were not included in this report. Prior to construction,we should be contacted to update conditions and provide additional recommendations. 8.) Completion of grading operations was left at rough grade. Therefore,we recommend a landscape architect be contacted to provide finish grade and drainage recommendations.Drainage recommendations should include a two percent(2%) minimum fall away from all foundation zones. 9.)Prior to construction of the proposed pool,the pool contractor should be contacted for concrete and reinforcement design. Pool excavation spoil should be hauled off-site or properly placed on site under the supervision of our firm. The pool should be designed with regard to expansive soils (Expansion Index of 35). 10.)"Low"expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. 11.) All foundations should be constructed in accordance with the expansive soil recommendations presented in the"As Graded Preliminary Soils Investigation" prepared by North County Compaction Engineering,Inc. , (Reference No. 2). T E C H N O L O G Y ENGINEERING, INC Project No. TE-2105 May 30,2008 Page 5 12.) Clayey soils should not be allowed to dry prior to placing concrete..They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent(5%). Prior to pouring of concrete,Terra Technology Engineering,Inc. should be contacted to inspect foundation recommendations for compliance to those set forth. CHANGE OF SOILS ENGINEER STATEMENT We have reviewed the"As Graded Preliminary Soils Investigation"prepared by North County Compaction Engineering, Inc. and dated October 28, 2003 (Reference No. 2). We concur with their findings, conclusions, and recommendations and are satisfied with the report. Therefore, we assume all responsibility within our purview as the new soils engineer of record. SEISMIC DESIGN CRITERIA(SOIL PARAMETERS) Seismic design considerations are based on the 2007 California Building Code, Chapter 16,USGS National Seismic Hazard Maps,Java Ground Motion Parameter Calculator-Version 5.0.8 (4.6 MB). A.) Site Class=D (Su= 1,000 to 2,000 psf) (Table 1613.5.5 California Building Code) B.) Values of coefficient Ss = 1.306 (Fig. 1613.5[3]) Fa= 1.00 (Table 1613.5.3 [1]) Si = 0.489 (Fig. 1613.5 [4]) Fv= 1.511 (Table 1613.5.3 [2]) T E C H N O L O G Y ENGINEERING, INC Project No. TE-2105 May 30, 2008 Page 6 UNCERTAINTY AND LIMITATIONS It should be noted,foundation inspections on projects located within the county of San Diego jurisdiction may not require inspection by our firm. Therefore,the project owner and/or the general contractor may waive the inspection and assume responsibility to assure that all recommendations presented in this report are incorporated into the construction phase of the project. However, Terra Technology Engineering,Inc. cannot assume liability for projects not inspected by our firm. In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of$190.00 will be invoiced to perform the field inspection and prepare a"Final Conformance Letter". If foundations are constructed in more than one phase, $140.00 for each additional inspection will be invoiced. (Same applies for pool excavation inspections.) It is the responsibility of the owner and/or his representative to carry out recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically unfeasible.Therefore, damage as a result of earthquake is probable and we assume no liability. This report covers soils testing, observations and inspection of earthwork construction from a soils engineering standpoint of view. Geologic conditions and/or hazards at the site were not surveyed. If requested, geologic stability of the site should be evaluated by a certified engineering geologist. Therefore,we assume no liability for geologic hazard. We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL-OSHA and/or local agencies. F ECHNOLOGY NGINEERING, INC Project No. TE-2105 May 30, 2008 Page 7 If you have any.questions,please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, 4 %0FrE-SS/I..A,�! Terra Technology Engineering,Inc. �E713 '� ` w cc: �x�. 9/30/09 � Ronald K. Adams Dale g President Registered Civil En Geotechnical Engineer Y~0� _ RKA:kla cc: (4) submitted TERRA TECHNOLOGY ENGINEERING, INC. Soil Testing and Inspection Services i Proposed Single Family Dwelling,Detached Garage and No Scale Swimming Pool Wildflower Drive (Lot C-5 of Wildflower Estates) Encinitas,California v y z< ° ^ 00 .� • `--5&V o�NOt a � PPS� U 2-77: ff NOTE: Compaction tests are delineated in red TEST LOCATION SKETCH PROJECT NO. TE-2105 PLATE NO. ONE T E C H N O L O G Y ENGINEERING, INC TABULATION OF TEST RESULTS Test# Date Horizontal Vertical Field Moisture, Dry Density Soil Percent of Location Location %Dry Wt. LB Cu.Ft. Type Compaction 1 05/13/08 See 271.0 12.7 122.2 I 97.7 2 Plate 273.0 13.2 116.8 1 93.4 3 One 274.0 12.4 121.9 1 97.5 4 05/14/08 279.0 09.8 117.6 1 94.0 5 279.0 11.3 119.5 1 95.6 6 279.0 10.6 119.9 1 95.9 7 279.0 11.4 120.7 1 96.5 8 05/15/08 278.0 11.3 120.0 1 96.0 9 279.0 12.7 114.9 1 91.9 10 278.0 10.2 115.4 1 92.3 11 279.0 12.0 121.2 1 96.9 12 278.0 11.9 117.5 1 94.0 13 279.0 13.6 118.4 I 94.7 14 279.0 11.7 116.2 1 92.9 15 05/16/08 " 279.0 12.1 118.0 1 94.4 16 279.0 11.3 113.2 1 90.5 17 279.0 10.8 116.5 1 93.2 18 279.0 11.5 121.7 1 97.3 19 279.0 11.7 119.4 1 95.5 20 05/21/08 280.0 RFG 10.8 117.2 1 93.7 21 280.0 RFG 09.7 114.4 I 91.5 22 280.0 RFG 12.3 118.3 1 94.6 REMARKS: RFG=Rough Finish Grade PROJECT NO. TE-2105 PLATE NO. TWO rC H N O L O G Y INEERING, INC TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FT) (%DRY)KT) Beige Tan Silty Gravely Clayey Sand I 125.0 12.0 EXPANSION POTENTIAL SAMPLE NO. I Condition Remold 90% Initial Moisture (%) 11.8 Air Dry Moisture (%) 4.2 Final Moisture (%) 19.2 Dry Density(PCF) 112.5 Load(PSF) 150 Swell(%) 3.5 Expansion Index 35 DIRECT SHEAR SAMPLE NO. I Condition Remold 90% Angle Internal Friction 25 Cohesion Intercept(PCF) 175 PROJECT NO. TE-2105 PLATE NO. THREE CIVIL,GEOTECIINICAL,&QUALITY ENGINEERING FOUNDATION DESIGN*LAND SURVEYING*SOIL TESTING CLIENT: SARKARIA PROJECT: SAR 41 O-CERT DATE: 26 APRIL 2010 CITY OF ENCINITAS Engineering Services Pen-nits 505 South. Vulcan Ave. Encinitas, CA. 92024-3633 Subject: Final Grading Certification for the lot located at 3003 Wildflower Drive, Encinitas, CA. (APN: 264-091-93)(Grading Plan No. 713-G) Gentlemen: The grading for the subject lot has been performed in substantial conformance with the approved grading plan as shown on the attached 'As Graded' plan. I"inal grading inspection has demonstrated that the lot drainage conforms to the approved grading plan and that swales drain at a minimum of I% to the street and/or an appropriate drainage system. All the I...ow Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part 11 were constructed and are operational, together with the required maintenance covenant(s). Engineer of Record: ta N .036 M Stephen B. Peter RCE 38623 E)p• 414 C 116 Date:.— -7- OF Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility. Engineering Inspector% Dated: . 1611-A SO.MELROSE DRIVE#285,VISTA.CA 92081-5471 Ph:(760)945-3150 Fax:(760)945-4221 /iii: "61116 CIVIL,GEOTECHNICAL,&QUALITY ENGINEERING FOUNDATION DESIGN*LAND SURVEYING*SOIL TESTING CLIENT: SARKARIA PROJECT: SAR-PAD-CERT CITY OF ENCINITAS JUN 1 2 2008 �'�=/ DATE: 9 JUNE 2008 Engineering Services Permits 505 South Vulcan Ave. -- -- Encinitas, CA. 92024-3633 Subject: Rough Grading Pad Certification for the lot located at 3003 Wildflower Drive, Encinitas, CA. (APN: 264-091-93)(Grading Permit No. 713-GI) Gentlemen: Pursuant to Section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for the subject project. On 5 June 2008, we performed a field survey of the rough graded subject house pad. Grading consisted of processing the upper 12 inches of the surface soils in order to level the pad. Since there was no import fill soils placed on the pad during the re-grading operation, it is our opinion that the existing pad grade elevation was 281.0. Various finish grade spot elevations were shot on the pad and the following are the results of our survey: Existing Pad Elevation = 281.0 Point A = 281.0 Point D = 281.0 Point B = 281.2 Point E = 281.3 Point C = 281.1 Point F = 281.2 As indicated above, the subject graded house pad has been found to be within 0.3 foot of the existing elevation. I hereby state that re-grading for the subject site has been completed in conformance with the requirements of the City of Encinitas, Codes and Standards. Should you have any questions regarding this project, please do not hesitate to contact us. NN►.LMIp� P e�q`� Sincerely, PLS 8140 �� * Exp.3-31-10 * ennis P. t�ed P LS President cA�`F 161 1-A SO. MELROSE DRIVE#285,VISTA,CA 92081-5471 Ph:(760)945-3150 Fax:(760)945-4221 T E C H N O L O G Y ENGINEERING, INC — _ Project No. TE-2105 May 30, 2008 JUN 12 2008 Steve Bedford Construction - P.O.Box 669 Vista, California 92085 Subject: Report of Certification of Compacted Fill Ground Proposed Single Family Dwelling,Detached Garage, and Swimming Pool 3003 Wildflower Drive Lot No. C-5 of Wildflower Estates Olivenhain, California References: 1.) "Report of Certification of Compacted Fill Ground, 3003 Wildflower Drive, Olivenhain, California", prepared by North County Compaction Engineering, Inc., dated June 8, 2005 2.) "As Graded Preliminary Soils Investigation"prepared by North County Compaction Engineering Inc.,dated October 28, 2003 3.) Project Grading Plan prepared by B &B Engineering of San Marcos, California. Dear Mr. Bedford: In response to your request,the following report has been prepared to indicate results of soil testing,observations, and inspection of earthwork construction at the subject site. Testing and inspection services were performed from May 1,2008 through May 21,2008. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore,we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading and stormwater management plans were prepared by B &B Engineering of San Marcos, California. Grading operations were performed by J. C. Grading of Valley Center, California. P. O. Box 301061 - Escondido, CA 92030 - (760) 740-0826 FAX(760) 741-6568 AL rENG C H N O L O G Y INEERING, INC Project No. TE-2105 May 30,2008 Page 2 Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch". Remedial grading operations were performed in order to re-grade the upper three feet of the existing building pad to accommodate the proposed single family dwelling, detached garage, and swimming pool. Limits of grading were carried throughout the realm of the building pad surface. Should the finished pad be altered in any way, we should be contacted to provide additional recommendations. The site was graded in accordance with recommendations set forth in the"As Graded Preliminary Soils Investigation",prepared by North County Compaction Engineering, Inc. (Reference No. 2). The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soils samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture/Maximum Density(ASTM D-1557) 2. Expansion Potential Test(FHA Standard) 3. Direct Shear(ASTM D-3080) SOIL CONDITIONS Native soils encountered were gravelly clayey-sands. Fill soils were generated from on-site excavation. The proposed structures will be founded entirely on a compacted fill mat. Therefore,the potential for differential settlement will be reduced. On-site soils were found to have an expansion index of 35 and are classified as being "Low" in expansion potential. rC H N O L O G Y INEERING, INC Project No. TE-2105 May 30,2008 Page 3 Fill soils were placed,watered, and compacted in 6 inch lifts. During earthwork construction, areas where fill was placed were scarified, watered, and compacted to a minimum of ninety percent(90%). To determine the degree of compaction, field density tests were performed in accordance with ASTM D-1556 or D-2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled"Tabulation of Test Results". During grading operations, all fill soils found to have a relative compaction of less the ninety percent(90%)were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS Continuous inspection was not requested to verify fill soils are placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as economically feasible as possible,part-time inspection was provided. Hence,the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1.) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2.) Slopes may be considered stable with relation to deep seated failure provided they are properly maintained. Slopes should be planted with light groundcover(no gorilla ice plant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. 3.) In our opinion, soil liquefaction at the site is unlikely to occur due to the following on-site soils conditions: A). Groundwater was not encountered at the time of grading. B). Loose compressible top soils were removed to firm native ground and recompacted to a minimum of ninety percent(90%) of maximum dry density. Q. The dense nature of the formation underlying the site. D). On-site soils possess relatively high cohesion characteristics. rC H N O L O G Y INEERING, INC Project No. TE-2105 May 30,2008 Page 4 4.) Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade,will have an estimated allowable bearing value of 1500 pounds per square foot. 5.) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 6.) Plumbing trenches should be backfilled with a non-expansive soil having a swell of less than two percent(2%) and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent(90%). 7.) Unless requested,recommendations for future improvements (additions, recreation slabs,additional grading, etc.) Were not included in this report. Prior to construction,we should be contacted to update conditions and provide additional recommendations. 8.) Completion of grading operations was left at rough grade. Therefore, we recommend a landscape architect be contacted to provide finish grade and drainage recommendations. Drainage recommendations should include a two percent(2%) minimum fall away from all foundation zones. 9.)Prior to construction of the proposed pool,the pool contractor should be contacted for concrete and reinforcement design. Pool excavation spoil should be hauled off-site or properly placed on site under the supervision of our firm. The pool should be designed with regard to expansive soils (Expansion Index of 35). 10.) "Low"expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. 11.)All foundations should be constructed in accordance with the expansive soil recommendations presented in the"As Graded Preliminary Soils Investigation" prepared by North County Compaction Engineering,Inc. , (Reference No. 2). Ak T E C H N O L O G Y ENGINEERING, INC Project No. TE-2105 May 30,2008 Page 5 12.) Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent(5%). Prior to pouring of concrete,Terra Technology Engineering, Inc. should be contacted to inspect foundation recommendations for compliance to those set forth. CHANGE OF SOILS ENGINEER STATEMENT We have reviewed the"As Graded Preliminary Soils Investigation"prepared by North County Compaction Engineering, Inc. and dated October 28, 2003 (Reference No. 2). We concur with their findings, conclusions, and recommendations and are satisfied with the report. Therefore,we assume all responsibility within our purview as the new soils engineer of record. SEISMIC DESIGN CRITERIA(SOIL PARAMETERS) Seismic design considerations are based on the 2007 California Building Code, Chapter 16, USGS National Seismic Hazard Maps, Java Ground Motion Parameter Calculator-Version 5.0.8 (4.6 MB). A.) Site Class=D (Su= 1,000 to 2,000 psf) (Table 1613.5.5 California Building Code) B.) Values of coefficient Ss = 1.306 (Fig. 1613.5[3]) Fa= 1.00 (Table 1613.5.3 [1]) Si = 0.489 (Fig. 1613.5 [4]) Fv= 1.511 (Table 1613.5.3 [2]) T E C H N O L O G Y ENGINEERING, INC Project No. TE-2105 May 30,2008 Page 6 UNCERTAINTY AND LIMITATIONS It should be noted, foundation inspections on projects located within the county of San Diego jurisdiction may not require inspection by our firm. Therefore, the project owner and/or the general contractor may waive the inspection and assume responsibility to assure that all recommendations presented in this report are incorporated into the construction phase of the project. However,Terra Technology Engineering,Inc. cannot assume liability for projects not inspected by our firm. In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of$190.00 will be invoiced to perform the field inspection and prepare a"Final Conformance Letter". If foundations are constructed in more than one phase, $140.00 for each additional inspection will be invoiced. (Same applies for pool excavation inspections.) It is the responsibility of the owner and/or his representative to carry out recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically unfeasible. Therefore,damage as a result of earthquake is probable and we assume no liability. This report covers soils testing, observations and inspection of earthwork construction from a soils engineering standpoint of view. Geologic conditions and/or hazards at the site were not surveyed. If requested, geologic stability of the site should be evaluated by a certified engineering geologist. Therefore,we assume no liability for geologic hazard. We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL-OSHA and/or local agencies. T E C H N O L O G Y ENGINEERING, INC Project No. TE-2105 May 30, 2008 Page 7 If you have any questions,please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, ISOFESSl0,V ° R' RF �Fti Terra Technology Engineering,Inc. Z GE 713 m p. 9130109 Ronald K. Adams Dale R. Regli T4r OTECNN�G President Registered Civil �EiCll$ Geotechnical Engineer 13 RKA:kIa cc: (4) submitted TERRA TECHNOLOGY ENGINEERING, INC. Soil Testing and Inspection Services Proposed Single Family Dwelling,Detached Garage and No Scale Swimming Pool Wildflower Drive (Lot C-5 of Wildflower Estates) Encinitas,California 27 00 f5 em � / � ♦ fV^lam / _ Z .S o + PRs0 vi�;�i��• ..°�82.:-�'_ Via,; � —'.T NOTE: Compaction tests are delineated in red TEST LOCATION SKETCH PROJECT NO. TE-2105 PLATE NO. ONE LAW T E C H N O L O G Y ENGINEERING, INC TABULATION OF TEST RESULTS Test# Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location %Dry Wt. LB Cu.Ft. Type Compaction 1 05/13/08 See 271.0 12.7 122.2 I 97.7 2 Plate 273.0 13.2 116.8 1 93.4 3 One 274.0 12.4 121.9 1 97.5 4 05/14/08 279.0 09.8 117.6 1 94.0 5 279.0 11.3 119.5 1 95.6 6 279.0 10.6 119.9 I 95.9 7 279.0 11.4 120.7 1 96.5 8 05/15/08 278.0 11.3 120.0 1 96.0 9 279.0 12.7 114.9 1 91.9 10 278.0 10.2 115.4 I 92.3 11 279.0 12.0 121.2 1 96.9 12 278.0 11.9 117.5 I 94.0 13 279.0 13.6 118.4 1 94.7 14 279.0 11.7 116.2 1 92.9 15 05/16/08 279.0 12.1 118.0 1 94.4 16 279.0 11.3 113.2 1 90.5 17 279.0 10.8 116.5 I 93.2 18 279.0 11.5 121.7 1 97.3 19 279.0 11.7 119.4 1 95.5 20 05/21/08 280.0 RFG 10.8 117.2 1 93.7 21 280.0 RFG 09.7 114.4 1 91.5 22 97 280.0 RFG 12.3 118.3 I 94.6 REMARKS: RFG=Rough Finish Grade PROJECT NO. TE-2105 PLATE NO. TWO T E C H N O L O G Y ENGINEERING, INC TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FTC (%DRY WTI Beige Tan Silty Gravely Clayey Sand I 125.0 12.0 EXPANSION POTENTIAL SAMPLE NO. I Condition Remold 90% Initial Moisture(%) 11.8 Air Dry Moisture (%) 4.2 Final Moisture (%) 19.2 Dry Density(PCF) 112.5 Load(PSF) 150 Swell (%) 3.5 Expansion Index 35 DIRECT SHEAR SAMPLE NO. I Condition Remold 90% Angle Internal Friction 25 Cohesion Intercept(PCF) 175 PROJECT NO. TE-2105 PLATE NO. THREE ALIF Ers CIVIL,GEOTECHNICAL,&QUALITY ENGINEERING 1 FOUNDATION DESIGN*LAND SURVEYING*SOIL TESTING i ' CLIENT: S A I PROJECT: SAR 410-C_ERT DATE: 26 APRIL 2010 CITY OF ENCINITAS Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA. 92024-3633 Subject: Final Grading Certification for the lot located at 3003 Wildflower Drive, Encinitas, CA. (APN: 264-091-93)(Grading Plan No. 713-G) Gentlemen: The grading for the subject lot has been performed in substantial conformance with the approved grading plan as shown on the attached `As Graded' plan. Final grading inspection has demonstrated that the lot drainage conforms to the approved grading plan and that swales drain at a minimum of I% to the street and/or an appropriate drainage system. Engineer of Record: . Z2 -� Stephen B. Peter Date:. ;`/27. -Zc/o Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility. Engineering Inspector:. Dated: 161 1-A SO.MELROSE DRIVE#285,VISTA,CA 92081-5471 Ph:(760)945-3150 Fax:(760)945-4221 &H fug1oeMng, 11>. Invoice 1611-A S. MELROSE DRIVE #285 Date Invoice# VISTA, CA 92081 4/27/2010 26897 Ph: (760) 945-3150 Fx: (760) 945-4221 Bill To DR. PAUL SARKARIA ` 3315 LILAC SUMMIT ENCINITAS, CA. 92024 Project Due Date SAR 410- AB -AS-BUILTS & CERT 4/27/2010 Quantity Description Rate Amount AS-BUILT GRADING & EROSION PLANS AND FINAL CERTIFICATION 7 Drafting(Red line changes-3 sets)(Mylar changes) 65.00 455.00 4 Two man survey party(Survey as-built changes) 140.00 560.00 3 Office Calculations for field survey 70.00 210.00 5 City Submittals(Pick up Mylars+ Submit As-built Mylars+pick up 50.00 250.00 Mylars & make print package& submit Mylars+print package) Final Grading Plan Certification 250.00 250.00 WILDFLOWER, Total $1,725.00 A finance charge will be calculated at the periodic rate of 1.5%per month which is an annual percentage rate of 18%and will be applied to any unpaid balance commencing 30 Payments/Credits $0.00 days after the date of this invoice. Balance Due $1,725.00 NORTH COUNTY COMPACTION ENGINEERING, I14C. ,i Project No. CE-7027 - Junr 8, 2005 Edmund&Victoria Petrus c/o Christopher+Kacur Architects Attn: J.Kacur 2150 Washington St. Ste. 501 San Diego, CA 92110 Subject: Update Letter Proposed Single Family Dwelling,Detached Garage, Swimming Pool, and Accessory Unit 3003 Wildflower Drive (Lot C-5) Olivenhain,California References: 1.) "As-Graded Preliminary Soils Investigation"prepared by North County Compaction Engineering,Inc. dated October 28,2003 2.) "Report of Certification of Compacted Fill Ground"prepared by North County Compaction Engineering,Inc. dated June 8,2005 3.) Project Grading Plans prepared by San Dieguito Engineering,Inc. Dear Mr. & Mrs. Petrus: Per the request of Mr. Kacur,project architect,we have revised Referenced Report No. 2 to conform to the newly planned construction delineated on the project-grading plan(Ref.No. 3). In addition, we have performed an inspection of the site for the purpose of updating our above referenced soils reports. Our site inspection of June 8,2005 revealed that soil and site conditions remain as reported in Referenced Report No. 2. Therefore,the recommendations presented in our reports should be considered valid to date and be incorporated into the planning, design,and construction of the subject project. In our opinion,the as-graded building pad is suitable to receive the planned construction. All foundations for the proposed construction should be constructed in accordance with Referenced Report No. 1. We should be contacted to inspect all foundation excavations prior to pouring concrete to assure compliance to recommendations presented in our referenced reports. P.O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX(760) 741-6568 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-7027 June 8, 2005 Page 2 If you have any questions,please do not hesitate to contact us. This opportunity ity to be of service is sincerely appreciated. Respectfully submitted, Q�p F E S S I pyq` ��o � North County � Q ycy COMPACTION ENGINEERING,INC. O GE 713 m LM Ex . 9130/Ov Ronald K. Adams Dale R. Reg qTF OF C AL\� President Registered Civi 3 Geotechnical Engineer 000713 RKA:paj cc: (4) submitted T E C H N O L O G Y ENGINEERING, INC Project No. TE-2105 !ti July 27, 2007 Steve Bedford Construction P. O. Box 669 Vista, CA 92085 Subject: Update Letter and Change of Soils Engineer Letter Proposed Single Family Dwelling, Detached Garage, Swimming Pool and Accessory Unit Lot C-5 of Wildflower Estates 3003 Wildflower Drive Olivenhain, California Reference: 1.) "As-Graded Preliminary Soils Investigation"prepared by North County Compaction Engineering, Inc. dated October 28, 2003 2.) "Report of Certification of Compacted Fill Ground" prepared by North County Compaction Engineering, Inc. dated June 8, 2005 3.) Grading Plan prepared by San Dieguito Engineering dated March 31, 2006 Dear Mr. Bedford: Per your request, we have performed an inspection of the site for the purpose of updating the above referenced soils reports prepared by North County Compaction Engineering, Inc. Our site inspection of July 25, 2007 revealed that the as-graded building pad and soil conditions remains as certified in referenced report#2. Therefore, recommendations presented in the above referenced reports should be considered valid to date and be incorporated into the design and construction phase of the subject project. We should be contacted to test and inspect all foundation excavations prior to pouring concrete. If additional fill and/or building pad modification are planned, we should be contacted for testing and inspection services. Subsequent to our review and inspection of the site, we concur with findings, conclusions and recommendations presented in the referenced reports by North County Compaction Engineering, Inc. We assume all responsibility within our purview as the new soils engineer of record. P.O. Box 301061 * Escondido, CA 92030 * (760) 740-0826 FAX(760) 741-6568 T E C H N O L O G Y ENGINEERING, INC Project No. TE-2105 July 27, 2007 Page 2 If you should have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, Terra Technology Engineering,Inc. Ronald K. Adams Dale R. Regli President Registered Civil Engineer 19393 Geotechnical Engineer 000713 RKA:paj cc: (4) submitted T E C H N O L O G Y ENGINEERING, INC PRrcject No. TE-2105 Jul} 27, 2007 Steve Bedford Construction P. O. Box 669 Vista, CA 92085 Subject: Update Letter and Change of Soils Engineer Letter Proposed Single Family Dwelling, Detached Garage, Swimming Pool and Accessory Unit Lot C-5 of Wildflower Estates 3003 Wildflower Drive Olivenhain, California Reference: 1.) "Ag-Graded Preliminary Soils Investigation"prepared by North County Compaction Engineering, Inc. dated October 28, 2003 2.) "Report of Certification of Compacted Fill Ground"prepared by North County Compaction Engineering, Inc. dated June 8, 2005 3.) Grading Plan prepared by San Dieguito Engineering dated March 31, 2006 Dear Mr. Bedford: Per your request,we have performed an inspection of the site for the purpose of updating the above referenced soils reports prepared by North County Compaction Engineering, Inc. Our site inspection of July 25, 2007 revealed that the as-graded building pad and soil conditions remains as certified in referenced report#2. Therefore, recommendations presented in the above referenced reports should be considered valid to date and be incorporated into the design and construction phase of the subject project. We should be contacted to test and inspect all foundation excavations prior to pouring concrete. If additional fill and/or building pad modification are planned, we should be contacted for testing and inspection services. Subsequent to our review and inspection of the site, we concur with findings, conclusions and recommendations presented in the referenced reports by North County Compaction Engineering, Inc. We assume all responsibility within our purview as the new soils engineer of record. P.O. Box 301061 * Escondido, CA 92030 * (760) 740-0826 FAX(760) 741-6568 T E C H N O L O G Y ENGINEERING, INC Project No.TE-2105 July 27,2007 Page 2 If you should have any questions,please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, Terra Technology Engineering,Inc. GE 71;:: . 9/30!07 1 Ronald K. Adams Dale R. Regli President Registered Civil Geotechnical Engin RKA:paj cc: (4) submitted NORTH COUrM COMPACTION ENGINE -JUNG, INC. Project No. CE-7027 r...o Q, 2�.0051 J LLll\+ UVVJ Edmund &Victoria Petrus c/o Christopher+Kacur Architects Attn_ J. Kacur 2150 Washington St. Ste. 501 San Diego, CA 92110 Subject: Update Letter Proposed Single Family Dwelling, Detached Garage, Swimming Pool, and Accessory Unit 3003 Wildflower Drive (Lot C-5) Olivenhain, California References: 1.) "As-Graded Preliminary Soils Investigation" prepared by North County Compaction Engineering, Inc. dated October 28, 2003 2.) "Report of Certification of Compacted Fill Ground" prepared by North County Compaction Engineering, Inc. dated June 8, 2005 3.) Project Grading Plans prepared by San Dieguito Engineering, Inc- Dear Mr. & Mrs. Petrus: Per the request of Mr. Kacur, project architect, we have revised Referenced Report No. 2 to conform to the newly planned construction delineated on the project grading plan(Ref. No. 3). In addition, we have performed an inspection of the site for the purpose of updating our above referenced soils reports. Our site inspection of June 8, 2005 revealed that soil and site conditions remain as reported in Referenced Report No. 2. Therefore, the recommendations presented in our reports should be considered valid to date and be incorporated into the planning, design, and construction of the subject project. In our opinion, the as-graded building pad is suitable to receive the planned construction_ All foundations for the proposed construction should be constructed in accordance with Referenced Report No. 1. We should be contacted to inspect all foundation excavations prior to pouring concrete to assure compliance to recommendations presented in our referenced reports. P.O. BOX 302002 * ESCONVDIDO, CA 92030 - (760) 480-1116 FAX(760) 741-6568 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-7027 June 8, 2005 (Revised) Edmund & Victoria Petrus c/o Christopher+ Kacur Architects Attn: J. Kacur 2150 Washington St. Suite 501 San Diego, CA 92110 Subject: Report of Certification of Compacted Fill Ground Proposed Single Family Dwelling, Detached Garage, Swimming Pool, and Accessory Unit 3003 Wildflower Drive (Lot No. C-5 of Wildflower Estates) Olivenhain, California Dear Mr. & Mrs_ Petrus: In response to your request, the following report has been prepared to indicate results of soil testing, observations, and inspection of earthwork construction at the subject site. Testing and inspection services were performed from December 17, 2003 through January 7, 2004. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore, we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading and stormwater management plans were prepared by San Dieguito Engineering of Encinitas, California. Grading operations were performed by GWG of Vista, California. Reference is made to our "As-Graded Preliminary Soils Investigation", dated October 28, 2003. P. O. BOX 302002 * ESCONDIDO, CA 92030 * (760) 480-1116 FAX(760) 741-6568 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-7027 June 8, 2005 (Revised) Page 2 Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch". Remedial grading was performed on the existing building pad for the purpose of removing and recompacting cut/fill transitional areas at finish grade. In our opinion, this will allow the structure to bear entirely on a compacted fill mat thus reducing the potential of differential settlement. In addition, it will allow easy uniform trenching across the building pad for utilities and footing excavations due to the presence of near surface rock that could have interfered with their placement. The site was graded in accordance with recommendations set forth in our previously submitted report. The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soils samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture/Maximum Density(ASTM D-1557) 2. Expansion Potential Test (FHA Standard) SOIL CONDITIONS Native soils encountered were silty-sand/clayey-sand gravel mixtures, silty-gravels and clayey- gravels. Fill soils were generated from the on-site excavation. The building site contained a transition from cut to fill. However, cut areas located within the building areas were over excavated a minimum of 3 feet and brought to grade with compacted soil. Transitional areas were removed throughout the realm of the building pad surface. On-site soils were found to have an expansion index of 37 and are classified as being"low" in expansion potential. NORTH COaN_Y COMPACTION ENGINEERING, INC. Project No. CE-7027 Tune 8, 2005 (Revised) Page 3 During earthwork construction, native areas to receive fill were scarified, watered, and compacted to a minimum of ninety percent (90%) of maximum density. Fill soils were placed, watered, and compacted in 6 inch lifts. To determine the degree of compaction, field density tests were performed m accordance with ASTM D-1556 or D-2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled "Tabulation of Test Results". Fill soils found to have a relative compaction of less the ninety percent (90%) were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS Continuous inspection was not requested to verify fill soils are placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as economically feasible as possible, part-time inspection was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire project- 1.) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2.) Slopes may be considered stable with relation to deep seated failure provided they are properly maintained. Slopes should be planted within 30 days with light groundcover (no gorilla ice plant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This w111 reduce the probability of failure as a result of erosion. 3.) In our opinion, soil liquefaction at the site is unlikely to occur due to the following on-site soils conditions: A). Groundwater was not encountered at the time of grading. B)_ Fill ground and loose topsoils were compacted to a minimum of ninety percent(90%) of maximum dry density. Q. The dense nature of the formation underlying the site. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-7027 June 8, 2005 (Revised) Page 4 4.) Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade will have an allowable soils bearing pressure of 1500 pounds per square foot. 5.) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 6.) All foundations should be constructed in accordance with the recommendations presented in our"As-Graded Preliminary Soils Investigation" dated October 28, 2003. 7.) Plumbing trenches should be backfilled with a non-expansive soil having a swell of less than two percent (2%) and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90%). 8.) Completion of grading operations were left at rough grade_ Therefore, we recommend a landscape architect be contacted to provide finish grade and drainage recommendations. Drainage recommendations should include a minimum fall of two percent(2%) away from foundation zones. To further protect water penetration of the zone, rain gutters should be installed to divert run-off. Landscape planter areas within 4 feet of the foundation should be avoided and/or designed with sealed bottoms and a drain system. 9.) Unless requested, recommendations for future improvements (additions, recreation slabs, additional grading, etc_) were not included in this report. Prior to construction, we should be contacted to update conditions and provide additional recommendations. Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. Foundation recommendations presented in this report should be considered minimal. Therefore, we recommend the project architect and structural engineer review this report to assure recommendations presented herein will be suitable with regard to the type of construction planned. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-7027 June 8, 2005 (Revised) Page 5 When the future swimming pool is constructed, we should be contacted to inspect the pool excavation to assure that adverse soil conditions do not exist. UNCERTATNTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of$190.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase, $140.00 for each additional inspection will be invoiced. (Same applies for pool excavation inspections.) It is the responsibility of the owner and/or his representative to carry out recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically unfeasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on-site safety of our personnel ordy. We cannot assume liability of personnel other than our own. It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAI-.-OSHA and/or local agencies. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, QPpFESSID,y, k� R. R,�, �, < North County COMPACTION ENGINEERING, INC. O GE 713 m Cr Exp. 9130/D5 P Ronald K_ Adams Dale R. Regli TF of C President Registered Civil n 9393 Geotechnical Engineer 000713 RKA.-paj CC' (4) submitted NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING r Proposed ,S?gle Family Dwelling, Det�. ar�, Approx. Scale swinning "Pool & Amy unit \ 20' Wildflower Drive (Tot #C-S) / \ ti CD N � 1 TT �- W" DSO \ v e FT: 2002 c r Ja two STORY tc J e �S R� 6 Up�G 'j 14 - i's 281.3 o D c t1 \opt a 2810 FS '.A 1.1 9\ ��B' , I• �N 1�°.' J m are Colin Bated in ted 7O• \ "LEST LOCATION SKETCH PROJECT NO_ CE-7027 PLATE NO. ONE NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test 4 Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location %Dry Wt. LB Cu. Ft_ Type Compaction l 12/19/03 See 278.0 14.8 114.5 I 90.9 2 Plate 279.0 15.5 116.2 I 92.3 3 One 278.0 13.8 119.5 1 94.9 4 279.0 14.5 116.4 I 92.5 5 12/22/03 278.0 15.3 117.9 I 93.6 6 279.0 13.1 113.5 I 901 7 278.0 14.5 117.2 I 93.1 8 279.0 15.3 118.9 I 94.4 9 12/24/03 278.0 14.6 119.9 II 93.8 10 279.0 12.4 120.3 I1 94.1 11 278.0 113 117.5 11 91.9 12 279.0 12.9 118.5 II 92.7 13 278.0 11.5 120.2 II 94.1 14 279.0 13.1 117.9 If 912 15 01/07/04 280.0 RFG 13.3 115.8 II 90.6 16 281.0 RFG 12.5 116.9 11 91.5 17 280.0 RFG 13.1 117.5 11 91.9 18 281.0 RFG 14.3 117.8 lI 92.2 19 281.0 RFG 12.9 115.2 II 90.1 REMARKS: RFG = Rough Finish Grade PROJECT NO, CE-7027 PLATE NO. TWO NORTH COUNTY COMPACTION Ei`NGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTUREMAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FT) (% DRY WD Tan Gravelly Clayey Sand I 125.9 12.7 Red Brown Gravelly Clayey Sand 11 127.8 10.0 EXPANSION POTENTIAL. SAMPLE NO. I u CONDITION Remold 90% Remold 90% INITIAL MOISTURE (%) 12.6 9.5 AIR DRY MOISTURE (%) 6.1 6.4 FINAL MOISTURE (%) 15.2 17.4 DRY DENSITY(PCF) 113.3 115.0 LOAD (PSF) 150 150 SWELL(%) 3.7 3.1 EXPANSION INDEX 37 31 PROJECT NO. CE-7027 PLATE NO. THREE HYDROLOGY REPORT FOR Dr. Paul Sarkaria 0,CT 4 201 L -' 3315 Lilac Summit Encinitas, CA 92024 PROJECT SARKARIA RESIDENCE 3003 Wildflower APN 264-091-93 PREPARED BY: Aquaterra Engineering Inc. 1843 Campesino Place Oceanside, CA 92054 tele: 760-439-2802 4 F�ss4a ; fax: 760-439-2866 �c, L4 P S/f w cc NO.C57860 m rn September 19, 2007 cMi. � Prepared under the supervision of: Q c�L�t�� -- 4A4 I - KriitirkupskW 8brer—, PE C57860 Date Exp. 6/30/08 Hydrology and Hydraulics Report City of Encinitas This Hydraulics and Hydrology Report was prepared using the following Manuals: Hydrology Manual, County of San Diego, 2003 _. The Rational Method was used to determine the 100 yr. Storm Q values. The Rational Method uses the following formula to establish 100 year flow: Q= CIA where, Q = the peak runoff in cubic feet per second C = Runoff coefficient representing the ration of runoff to rainfall I = time average intensity in inches per hour A = Area of subbasin in acres Project Description This 3 acre project site is a vacant, graded pad within the Wildflower subdivision. The proposed work includes the construction of a single family estate home with detached garage, and pool house. The site preparation will disturb approximately 1.3 acre. Purpose of the Study The purpose of this study is to identify the historical drainage pattern and compare that with the proposed drainage pattern and then calculate the Q for the 100 year storm in each of basins impacted by the development. The attached report studies two onsite basins. As this project is at the top of a ridge, there is no offsite flow associated with this project. Basin A drains Northwesterly and covers the front of the house and front yard. Basin B drains southeasterly and covers the back of the house and the back yard. The storm flows in Basins A and B will be directed to a dispersion trenches to provide treatment control for the drainage from the proposed impervious surfaces within the development area. The dispersion trenches are detailed on the project plans and will act as infiltration trenches under low flow. During major storm events the trenches will spread the storm water for sheet flow discharge. The required capacity of the trenches has been calculated in the following report using the volume based Design Criteria. TABLE OF Q VALUES: Existing Condition Total Basin A Q 100(undev) = 1.46 cfs Basin B Q ,pp(undev.) = 2.24 cfs Proposed Condition Total 100(Developed) �= 2.55 cfs Basin B Q 100(Developed) .45 cfs Change jn Q Basin A = +0.10 cfs Change in_Q Basin B = +0 21 cfs RECOMMENDATIONS: The proposed drainage pattern will follow the existing, historical drainage pattern. Both drainage basins will follow the same historical drainage pattern via overland flow. The lot will be landscaped extensively and will have a longer flowlines in the post-developed condition. Because the flowline will increase the travel time, the flow off the property will increase only slightly. SUMMARYfCONCLUSIONS: - The proposed project will not substantially alter the existing drainage pattern. Minimal grading will take place as the pad has already been graded. Approximately 30% of the property will remain in its natural state. Runoff will continue to flow in the historical drainage pattern but will only at slower rate due to the addition of dispersion trenches where the runoff leaves the site. - The proposed construction and post-construction BMPs address mitigation measures to protect water quality and protection of water quality objectives and beneficial uses to the maximum extent practicable via the addition of dispersion trenches. PRE DEVELOPMENT CONDITION SUMMARY U/S D!S LENGT SLOP SYSTEM AREA C ELEVATION ELE NATIO H E Pe T1 from Te OMIN SUM C) i Q (A (FT) FT (FT) (%,) (IN) tab.3-2 (MIN)3-4 ( ) (IN/HR) (CFS) OUTFALLI Basin A 0.88 0.35 281.0 254.0 273 9.9 2.5 6.9 1.4 8.3 4.7 1.46 OUTFACE 2 TOTAL OUTFALL 1 1.46 Basin B 1.30 0.35 281.0 251.0 202 14.9 2.5 6.9 1.0 7.9 4.9 2.24 TOTAL OUTFALL 2 2.24 POST DEVELOPMENT CONDITION SUMMARY UIS DIS SYSTEM AREA C ELEVATI ELEVATI LENGTH SLOPE Pe Ti from tab. To SUM I Q (AC) ON ON (FT) N (IN) 3.2 ) OF Tc (IN/HR) (CFS) (MIN 3-4 OUTFALL 1 (MIN) Basin A 0.88 0.41 281.0 254.0 307 8.8 2.5 8.0 1.6 9.6 4.3 1.55 OUTFALL 2 TOTAL OUTFALL 1 1.55 Basin B 1.30 0.41 281.0 225.0 436 12.8 2.5 6.9 1.9 8.8 4.6 2.45 TOTAL OUTFALL 2 2.45 PRE VS. POST SUMMARY Pre Post Node Development Development Discharge Discharge Difference(cfs) (cfs) (cfs) OUTFALL 1 1.46 1.55 0.10 OUTFALL 2 2.24 2.45 0.21 WATER QUALITY CALCULATIONS - FLOW BASED IMP.AREA C I QWQ (AC) (IN/HR) (CFS) BASIN A 0.25 1.00 0.2 0.05 BASIN B 0.26 1.00 0.2 0.052 WATER QUALITY CALCULATIONS - VOLUME BASED IMP.AREA C V WQ (AC) e P (CF) BASIN A 10890.00 1.299 1.0 0.054 763.89 BASIN B 11325.60 1.299 1.0 0.054 794.45 DISPERSION TRENCH V WQ X SEC LENGTH (CF) (S F) NEEDED(FT) BASIN A 763.89 7.500 101.9 BASIN B 794.45 7.500 105.9 San Diego County Hydrology Manual Section: 3 .s Date: June 2003 Page: 12 of 26 Mote that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in - hydrology studies. Initial T;values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) &TN7MAL TIIKE OF CON ON(Ti) Element* DU/ _5% 1% 2% 3% 5% 10% Acre LM Ti LM Ti LM Ti LM Ti LM Ti I-M Ti rr Natural 50 13.2 70 12.5 85 10.9 100 103 100 8.7 100 ! P LDR 1 50 122 70 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 1 50 10.71 70 10.0 85 8.8 95 8.11 100 7.0 100 5.6 MDR 14-3 150 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 1 80 7.4 95 7.OJ 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.91 80 6.9 90 6.4 1100 5.7 100 4.5 MDR 14.5 50 82 1 65, 7.4 80 6.5 90 6.01100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95. 4.3 100 3.5 HDR 43 50 53 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Corn 501 5.3 60 4.51 75 4.01 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.11 75 3.6 85 3.41 90 2.9 100 2.4 O.PJCom 50 4.2 60 3.71 70 3.1 80 2.9 90 2.6 100 2.2 Limited 1. 50 42 60 3.7 70 3.0 2.9 90 2.6 100 2.2 General I. 50 3.7 L60 3.2 70 2. 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 - EQUATION AE _ Ni-I L3`O-385 Feet Tc 5000 Tc = Time nfcon- itz ion(hours) L = Waten curse Distance pnues) 4000 AE = Change in elevation along effective slope line(See Figure 3-5)(few 3000 To Hours Minutes 2000 4 240 3 180 1000 900 800 2 120 1tD0 100 600� 9g s0a� eo ♦ 70 ♦ 1 s0 X00 � s0 200 ♦♦ 48 ♦ L ♦♦ WA16S Feet \ 30 100 ♦1 4000 20 ♦ 18 3000 1s 50 0-5 \ 14 40 2000 \\ 12 '1800 1000 ♦ 10 30 1400 1 8 1200 8 20 1000 T 900 800 5 700 600 S 10 500 4 400 [7200 3 A E L Tc SOURCE:Califomia D'rvisim of F6ghways(1941)and Kkpkh(1940) F I G ti R E Nomograph for Determination of Time of Concentration(Tc)or Travel Time(n)for Natural watersheds 3-4 ar MN O O O O O O O C 0 0 0 0 0 O 4 O O CU N v C1. y N m 1040. M V ":t h cn %O %0 m t— 00 a0 00 00 �.. 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