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2006-181 G City OfENGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering April 6, 2009 Attn: Bank of Escondido 200 West Grand Avenue Escondido, California 92025 RE: Stehly, Mattew and Erin 3342 Wildflower Valley Drive APN 264-091-71 Grading Permit 181-GI Final release of security Permit 181-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading and finaled the project. Therefore, release of the remaining security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 1000256 in the amount of$28,363.00. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attentio the Engi eering Department. Sin ely, f, Debra Geis rt y bach Engineering Technician finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Stehly, Mattew Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 t-4 recycled paper Ci ENGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering January 22, 2007 Attn: Bank of Escondido 200 West Grand Avenue Escondido, California 92025 RE: Stehly, Mattew 3342 Wildflower Valley Drive APN 264-091-71 Grading Permit 181-GI Partial release of security Permit 181-GI authorized earthwork,private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved rough grade. Therefore, release of a portion of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 1000255 in the amount of$85,089.00. The document originals are enclosed. Should you have any questions or concerns,please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sinc ly, ebra Geisha J Le back Engineering Technician inance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Stehly, Mattew Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper C I T Y (�- F E N C I N I .m P ENGINEERING SERVICES DEPAR'T'MENT 505 S . VULCAN AVE. ENCINI:TAS , CA 92024 GRADING PERMIT aERM ;T N . . PARCEL NCB. 264-�?91-''1�J ? PLAN NO, ' 114.1-G JOB SITE ADDRESS : 3342 WILDFLOWER VALLEY DR . CASE NO, : APPLICANT NAME MATTHEW & ERIN STEHLY MAILING ADDRESS :. 2652 M.ARQUITA PL PHONE' NO . - 760-F0`2-986" CITY : CARLSBAD STATE: CA ZIP : 92009- CONTRACTOR MCDONALD-WESTERN PHONE NO , 76r,_ f 4G__j.;84 LICENSE NO . , 359621 1-;10ENS;E TYPE" : A. ENGINEER SEA BR.I t,HT CO . PHONE NO. : 7'60- " PERMIT ISSUE DATE: 12/0`;/06 PERMIT EXP ;. � _ PERMIT TS CUED BY : INSPECTOF�--'4— BAUMP,??CH --_____.--_\ � FEESlEPO=I`I. i . PERMIT FEE i,AN CHECY DEPOSIT ' 3 . INSPECTION FEE _ . 4^ 3 . �.r. 4 . INSPECTION DEPCJJ-_`f ' 00 5 . PLAN CHECK FEE 010 : , SE:CUR I TY �,.Ep ?S T°,% _1 i FLOOD FEE IRr'1i"E' FEE' PERMIT ISSUED TO ,1ERIFY PERFORMANCE OF GRADING AND DRATN4,`,F PER ipp,i r 11nD PLAN 16.1 G , CONTRA?C`17-,R TO iA I IY TA I r,; TRAFx I C tu'ONTRO V F F STANDARDS OR CITY APPROVED TRAFFIC CONTROL PLAN . LETTER DATED OCTOBER 4 4 20"F APPLIES . **NPDES FEE INSPECTION ---- DATE - !NSPECTOR' S SIGNATURE INITIAL INSPECTION COMPACTION REPORT RECEIVED ¢7 _ ENGINEER CERT. RECEIVED _ --1>7 ROUGH GRADING INSPECTION FINAL INSPECTION I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT; THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING EXCAVATING AND GRADING; AND THE PROVISIONS AND CONDITIONS oF. ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION. SIGNATURE DATE SI NE 6760� eoa– qu(g,, PRINT NAME T LE-FRONE NUMBER CIRCLE ONE: 1 . WNER 2 . AGENT 3 . OTHER_ i CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: ��'e- tom Z 4 Spry Se e e w- r Prns a Cr0,SG11 q 4/ -- Z///lo ho DL/E7 V - APE tc✓v�.9t �t2�A� 7'va47' o /Z 713 ro Z D'-iEX k fo7'-l% / u /lam- 7� N o /L�/9 0(r, Ova x •- /1�cc,npAc.T ,Ai.Er,os']"' cor„,oL�7�-. ir12 srE�+cr C�►•t�� ffP c�z��s -� �/,/�r/h �/-e ��,� /0' •�Irx•� �iC�x cr�l�ncP��- -� �hQ Cu/'..h ��i Jvsf /•Plr�/� ,� rs �'f _ t2S cr C 'Ct�/� ��,c/ ry pi b/P.r► J c-t s/ an /v . /e�7z P ,/D/Z 21,14'&- f� 4k, A 6/7 , e. rev 6amo`iJ �i N Aoe-- /C=am u-e�Arn/ _ ,•°4tve / b0c: ;r, ex, l,rte► SG:xz/t c: N - 5fi �ii��f t� �l► r/i C �Ctz. 1 Qu'7 / L� - 1.✓ Cl�ur7 iC�S E�i�ti .Se'L = ,1 oe r c-F 4i,4ir S. 1 Aa S/� ' t c- /5 /Y1-.-v"AlG / ;ux- , r� A c6'1-'lt-71) ��5� � .yalcc;la�cc ��,xf- pro c-,T �c,�S .CC hc�� ,�/?�� S cr AT (-7e w as /2 f9/6i5 o niffZ a 3 2y o9 ¢IS m14429 �•�• the Sea Bright compa n y January 16, 2007 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Re: Engineer's Pad Certification for Stehly Grading Plan Grading Permit Number 181 G Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for Parcel 3 of Parcel Map Number 18554. As the Engineer of Record for the subject project, I hereby state all rough grading for this lot has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.310[B]. The following list provides the pad elevation as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation per Lot No. Per Original Plan Field Measurement Parcel 3 203.95 203.95 23.24.310[B]5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. 23.24.310[B]6. The construction of earthen berms and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plan. Sincerely, No.CO28302 e E,Ro RCE 28302 � civil_,. .n�` stlycrt2 Engineering Management General Contracting Development 4322 Sea Bright Place Carlsbad, CA 92008 Telephone/FAX 760-720-0098 T E C H N O L O G Y ENGINEERING, INC Project No. TE-1174 December 5. 2007 Mr. & Mrs. Stehly �- c/o Sea Bright Company Attn: Bob Sukup G Q 4322 Sea Bright Place f Carlsbad, CA 92008 Subject: Report of Certification of Compacted Fill Ground Proposed Stehly Residence 3342 Wildflower Valley Drive (Parcel E-3) Olivenhain, California APN #264-091-62 Reference: 1.) "Report of Geotechnical Investigation, Rancho de Mayo Subdivision, Tract 88-351 RPL"prepared by Southern California Soil &Testing, Inc. dated May 24, 1989 2.) "Report of Certification of Compacted Fill Ground" prepared by North County Compaction Engineering, Inc. dated March 8, 2001 3.) "First Update Letter" prepared by North County Compaction Engineering, Inc. dated March 11, 2004 4.) "Second Update Letter" prepared by North County Compaction Engineering, Inc. dated March 29, 2006 5.) Plan Check Correction Letter prepared by EsGil Corporation Plan Check No. 06-732-733-734 dated June 5, 2006 6.) Grading Plan prepared by Sea Bright Company 7.) Foundation Plan prepared by Caitlin Kelley Architects dated March 13, 2006 8.) "Plan Check Correction Response" prepared by North County Compaction Engineering, Inc. dated June 22, 2006 9.) "Remedial Grading Recommendations and Review of Grading Plan" prepared by North County Compaction Engineering, Inc. dated July 6, 2006 Dear Mr. & Mrs. Stehly: 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. 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-1174 January 5, 2007 Page 2 Testing and inspection services were performed from December 7, 2006 through December 22, 2006. 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 the Sea Bright Company and were dated August 30, 2006. Grading operations were performed by McDonald-Western of Valley Center, California. Reference is made to our above referenced soils reports. 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". Grading operations were performed in order to create a level building pad to accommodate the newly planned single family dwelling. 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 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) T E C H N O L O G Y ENGINEERING, INC Project No. TE-1174 January 5, 2007 Page 3 SOIL CONDITIONS Native soils encountered were sandy-clays. Fill soils were generated from on-site excavation. The building site contained a transition from cut to fill. However, cut areas located within the building area were over excavated a minimum of 3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 10 feet beyond the exterior building perimeter. Hence, no consideration need be given this characteristic. Expansive soils were observed during grading and exist at finish grade. Therefore special recommendations will be necessary to reduce the probability of structural damage. Upon completion of grading on-site soils were found to have an expansion index varying between 86 and 99 and are classified as being"moderate to high" in expansion potential. As remedial grading was performed, 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. l.) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. T E C H N O L O G Y ENGINEERING, INC Project No. TE-1174 January 5, 2007 Page 4 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. 4.) Continuous footings having a minimum width of 15 inches and founded a minimum of 24 inches below lowest adjacent grade, will have an estimated allowable bearing value of 1200 pounds per square foot. 5.) 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%). 6.) Unless requested, recommendations for future improvements (additions, pools, 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. 7.) 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. T E C H N O L O G Y ENGINEERING, INC Project No. TE-1174 January 5, 2007 Page 5 8.) In the event future swimming pools are planned, we should be contacted to inspect the pool excavation to assure adverse soil conditions do not exist. The swimming pool contractor should design the pool with regard to an expansive soil, steel and gunite schedule. Pool excavation spoil should be hauled off site or properly placed on site under the supervision of our firm. 9.) Large recreational slabs, such as tennis courts, will incur slab cracking. Therefore, to reduce the probability of cracking from excessive subgrade movement of expansive soils, we recommend the slab be designed more stringently. In our opinion, a post-tension slab performs well with regard to expansive soils conditions if properly designed. 10.) Expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. Recommendations set forth will reduce the probability of future damage and should be strictly adhered to: All continuous and square footings should be founded a minimum of 24 inches below lowest adjacent grade. All square and or isolated footings should be interconnected with continuous footings to reduce the probability of footing rotation. Continuous footings should be reinforced with two 45 bars, top and bottom (total of 4 bars). Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing. Interior slabs should be a minimum of 5 inches thick and reinforced with #3 bars on 18 inch centers each ways. Slab reinforcement should be placed near the center of slab and extended through joints to provide a tension tie with perimeter footings. Garage slabs should be free floating. Slab underlayment should consist of visqueen installed at mid-point within a 4 inch sand barrier (2 inches sand, visqueen, 2 inches sand). Sand should be tested in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30. T E C H N O L O G Y ENGINEERING, INC Project No. TE-1174 January 5, 2007 Page 6 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. 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.) UNCERTAINTY AND LIMITATIONS It is the responsibility of the owner and/or his representative to carry our 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. TEA 174 January 5, 2007 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, . ~ �J,�, Terra Technology Engineering, Inc. , cn � GE 713 r m v � 'chard E. Saks Dale R. Regli iSJ��OrECHN'�G�� Chief Financial Officer Registered Civil E 6W:t5 Geotechnical Engineer RES:paj cc: (4) submitted TERRA TECHNOLOGY ENGINEERING, INC. Soil Testing and Inspection Services ti Proposed Single Family Dwelling No Scale Parcel E-3 of Wildflower Drive J`• Encinitas, California 4" PVC 03 ,IN PVC o�� FF��o� 203.75 1.25% U N tiQ) o Pq 204 25 _ ` CS D_203. Qi ,.� 50 � p N p O �G 4 S� `L�p� y� PVC \� N 4� ,- �L N 203.75 FC -}G PVC \\ 03 3 fL 4-. �f"F=204.25 PVC ' PAD=203.50 t+'• 204.0 ti��i , v v .,�'` 4.0 1G IG FC 0 :�, -� 203 0 FL `Lryo� G 2 202.8 FG •.: 20 4.0 HP 20 Q LG 16" r Oy j �5 j FC PVC C' 0 2 204.FS 2 .3 TG !xp0 j T 3 Ft TG 20 0 FL i o 2 'it PVi D��i� FF_ g j� 15 —44 P 204.25 �� h T} 20A �i p \ .. AD_203.50 FE' a�`� F.. 202 F ,3 20P' �o rn PVC � 2 5 TC` �," 2p?S ti ry°rcS�'� C 2 .2 FL i �. �,L03FG NOTE: Compaction tests are delineated in red TEST LOCATION SKETCH PROJECT NO. TE- 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 12/14/06 See 202.0 15.8 107.8 IV 92.9 2 Plate 202.5 16.2 108.5 IV 93.5 3 One 201.5 14.5 111.1 IV 95.7 4 202.0 15.2 113.4 IX 93.3 5 202.0 16.3 110.7 IX 91.1 6 202.0 16.0 112.0 IX 92.1 7 12/15/06 201.5 16.3 112.6 IX 92.6 8 202.5 15.4 114.5 IX 94.2 9 201.5 17.3 107.9 IV 93.0 10 202.5 16.6 108.0 IV 93.1 11 12/18/06 201.5 14.8 109.8 IX 90.3 12 202.5 16.4 110.6 IX 91.0 13 201.5 15.4 109.6 IX 90.2 14 202.5 15.8 111.5 IX 91.7 15 12/19/06 202.5 15.8 116.2 IX 95.6 16 201.5 15.5 114.5 IX 94.2 17 202.5 16.5 110.7 IX 91.1 18 201.5 16.5 112.0 IX 92.1 19 202.5 17.6 110.7 IX 91.1 20 201.5 16.2 111.1 IX 91.4 21 12/22/06 203.5 RFG 15.4 112.7 IV 97.1 22 203.5 RFG 13.9 117.7 IX 96.8 23 203.5 RFG 16.5 113.5 IX 93.4 24 203.5 RFG 15.4 110.5 IX 90.9 25 203.5 RFG 14.6 108.7 IV 93.7 REMARKS: RFG= Rough Finish Grade PROJECT NO. TE-1174 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. FT) (% DRY WT) Brown Silty Sandy Clay IV 116.0 14.2 Light Tan Beige Silty Sandy Clay IX 121.5 13.8 EXPANSION POTENTIAL SAMPLE NO. IV IX Condition Remold 90% Remold 90% Initial Moisture (%) 13.8 14.0 Air Dry Moisture (%) 10.7 9.7 Final Moisture (%) 28.9 19.9 Dry Density (PCF) 104.4 109.3 Load (PSF) 150 150 Swell (%) 9.9 8.6 Expansion Index 99 86 DIRECT SHEAR SAMPLE NO. IV Condition Remold 90% Angle Internal Friction 13 Cohesion Intercept (PCF) 300 PROJECT NO. TE-1174 PLATE NO. THREE the Sea rid ^company laU3 9 August 8, 2006 E,, 77777 ;ts HYDROLOGY DISCUSSION STEHLY GRADING PLAN WILDFLOWER VALLEY ROAD 181 - G APN 264 - 091 - 71 The above referenced project is a pre graded large residential pad that is part of the Wildflower Estates Development. The lot sits below the existing street. The western part of the lot flows to the west into existing concrete swales. The "northeastern" part of the lot has an existing concrete swale that collects drainage off the horse trail and planted pad slopes above. This project proposes , to move the swale adjacent to the horse trail and convert it to a 4' wide earthen swale. The relocation provides more useable yard for the owner and presents a more environmentally friendly "drainage course" to existing planted slopes. The Precise Grading Plan that 1 have prepared for the project has area drains installed throughout the site to handle the anticipated flows. On single family lots such as this I apply a value of 2.5 cfs per acre for the drainage flows. The lots are flat and thus have greater times of concentration. The 2.5 cfs is for the 100 year storm. The grading is designed so if the pipes were to get clogged the storm runoff would pond below the elevation of the house and sheet flow to the existing storm drain inlets on the eastern side of the property. if built correctly, the house is safe from flooding. The drainage pipes are designed to carry all nuissanace water away from the house, eliminate deep drainage swales over lengthy runs, and collect water so it doesn't have to flow over flatwork improvements. The 4", 6", and 8" PVC pipes at 1% grade can carry .19 cfs, .56 cfs, and 1.21 cfs respectively. In theory a 10" pipe could be introduced at the end of the one long run. Due to the availability of secondary drainage and the 8" being able to handle everything but the big 100 year storm, 1 have opted to use the 8" pipe as the maximum. The proposed drainage will work fine. stl yhyd1 No.ff�- aS' Exp.-fl, ilk c.10 Engineering Management General Contracting Development t- ! 4322 Sea Bright Place Carlsbad, CA 92008 Telephone/FAX 760-720-0098 `ice 0 1 0 Sea Bright an �r� ■/ ^� com P Y May 21, 2006 -- HYDROLOGY DISCUSSION STEHLY GRADING PLAN WILDFLOWER VALLEY ROAD XXXX - G APN 264 - 091 -62 The above referenced project is a pre graded large residential pad that is part of the Wildflower Estates Development. The lot sits below the existing street. The western part of the lot flows to the west into existing concrete swales. The "northeastern" part of the lot has an existing concrete swale that collects drainage off the horse trail and planted pad slopes above. This project proposes to move the swale adjacent to the horse trail and convert it to a 4' wide earthen swale. The relocation provides more useable yard for the owner and presents a more environmentally friendly "drainage course" to existing planted slopes. The Precise Grading Plan that I have prepared for the project has area drains installed throughout the site to handle the anticipated flows. On single family lots such as this I apply a value of 2.5 cfs per acre for the drainage flows. The lots are flat and thus have greater times of concentration. The 2.5 cfs is for the 100 year storm. The grading is designed so if the pipes were to get clogged the storm runoff would pond below the elevation of the house and sheet flow to the existing storm drain inlets on the eastern side of the property. If built correctly, the house is safe from flooding. The drainage pipes are designed to carry all nuissanace water away from the house, eliminate deep drainage swales over lengthy runs, and collect water so it doesn't have to flow over flatwork improvements. The 4", 6", 8" and 10" PVC pipes at 1% grade can carry .19 cfs, .56 cfs, 1.21 cfs, and 2.2 cfs respectively. ESSIo 0. The proposed drainage should work just fine. y Q No.002W2 Engineering Management General Contracting Development 4322 Sea Bright Place Carlsbad, CA 92008 Telephone/FAX 760-720-0098 go Sea Bri ht � C0man P Y December 19, 2008 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Re: Engineer's Final Grading Certification for Project No. 99-001 TM and Grading Permit Number 181-G The grading under permit number 181-G has been performed in substantial conformance with the approved grading plan or as shown on the attached"As Graded"plan. Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of I% to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part II were constructed and are operational, together with the required maintenance covenant. _ 0. m! Engineer of Record: ,,, � CC No.CO 8 2 Dated: I Z� 108 �, E"P.3�3'I�0 �Q >q CI V14 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: l Q Dated: I Z / / iLoe Stlycrt2 Engineering Management .; General Contracting., Development 4322 Sea Bright Place : Carlsbad CA 92008 t,Telephone/FAX 760-720-0098 Recording Requested By: City Engineer WL When Recorded Mail to: ) City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 ) SPACE ABOV PRIVATE STORM WATER TREATMENT MAINTENANCE AGREEMENT Assessor's Parcel No. 264-091-71 Project No.: 0181-G THIS AGREEMENT for the periodic maintenance and repair of that certain private storm water treatment facilities, the legal description and/or plat of which is set forth in Exhibit"B"attached hereto and made a part hereof, is entered into by MATTHEW J.STEHLY AND ERIN M. STEHLY, TRUSTEES UNDER DECLARATION OF TRUST DATED JUNE 25, 2003, and (hereinafter referred to as "Developer")for the benefit of future owners who will use the private storm water treatment facilities (hereinafter referred to as "owners"), which shall include the Developer to the extent the Developer retains any ownership interest in any land covered by this agreement. WHEREAS, this Agreement is required as a condition of approval by the City of Encinitas of Grading Permit 0181-G; and WHEREAS, Developer is the owner of certain real property described in Exhibit"A"that will use and enjoy the benefit of said storm water treatment facilities(s) (Said real property is hereinafter referred to as the"property'); and WHEREAS, it is the desire of the Developer that said private storm water treatment system be maintained in a safe and usable condition by the owners; and WHEREAS, it is the desire of the Developer to establish a method for the periodic maintenance and repair of said private storm water treatment facilities and for the apportionment of the expense of such maintenance and repair among existing and future owners; and WHEREAS, there exists a benefit to the public the private storm water facilities be adequately maintained on a regular and periodic basis; and WHEREAS, it is the intention of the Developer that this Agreement constitute a covenant running with the land, binding upon each successive owner of all or any portion of the property. NOW THEREFORE, IT IS HEREBY AGREED AS FOLLOWS: 1. The property is benefited by this Agreement, and present and successive owners of all or any portion of the property are expressly bound hereby for the benefit of the land. 2. The cost and expense of maintaining the private storm water treatment facilities shall be paid by the owner of the heirs, assigns and successors in interest of each such owner. 3. In the event any of the herein described parcels of land are subdivided further, the owners, heirs, assigns and successors in interest of each such newly created parcel shall be liable under this Agreement for their then pro rata share of expenses and such pro rata shares of expenses shall be computed to reflect such newly created parcels. 4. The repairs and maintenancb to be performed under this Agreement shall be limited to the following: reasonable and improvements and maintenance work to adequately maintain said private storm water treatment facilities to permit access to said facilities. Repairs and maintenance under this Agreement shall include, but are not limited to, repairing access roadbeds, repairing and maintaining drainage structures, removing debris, if any, and other work reasonably necessary and proper to repair and preserve the private storm water treatment facilities for their intended purposes. 5. If there is a covenant, agreement, or other obligation imposed as a condition of the development, the obligation to repair and maintain the private storm water treatment facilities as herein set forth shall commence when improvements have been completed and approved by the City. 6. Any extraordinary repair required to correct damage to said storm water treatment facilities that results from action taken or contracted for by the owners or their successors in interest shall be paid for by the party taking action or party contracting for work which caused the necessity for the extraordinary repair. The repair shall be such as to restore the storm water treatment facilities to the condition existing prior to said damage. 7. Any liability of the owners for personal injury to an agent hereunder, or to any worker employed to make repairs or provide maintenance under this Agreement, or to third persons, as well as any liability of the owners for damage to the property of agent, or any such worker, or of any third persons, as a result of or arising out of repairs and maintenance under this Agreement, shall be borne, by the owners as they bear the costs and expenses of such repairs and maintenance. Owners shall be responsible for and maintain their own insurance, if any. By this Agreement, the Developer does not intend to provide for the sharing of liability with respect to personal injury or property damage other than that attributable to the repairs and maintenance undertaken under this Agreement. 8. Owners shall jointly and severally defend and indemnify and hold harmless City, City's engineer and its consultants and each of its officials, directors, officers, agents and employees from and against all liability, claims, damages, losses, expenses, personal injury and other costs, including costs of defense and attorney's fees, to the agent hereunder or to any owner, any contractor, any subcontractor, any user of the storm water treatment facilities, or to any other third persons arising out of or in any way related to the use of, repair or maintenance of, or the failure to repair or maintain the private storm water treatment facilities. Nothing in the Agreement, the specifications or other contract documents or City's approval of the plans and specifications or inspection of the work is intended to include a review, inspection acknowledgement of a responsibility for any such matter, and City, City's engineer and its consultants, and each of its officials, directors, officers, employees and agents, shall have no responsibility or liability therefore. 11. The foregoing covenants shall run with the land and shall be deemed to be for the benefit of the land of the owners and each and every person who shall at anytime own all or any portion of the property referred to herein. 12. It is understood and agreed that the covenants herein contained shall be binding on the heirs, executors, administrators, successors, and assignees of each of the owners. 13. It is the purpose of the signatories hereto that this instrument be recorded to the end and intent that the obligation hereby created shall be and constitute a covenant running with the land and any subsequent purchaser of all or any portion thereof, by acceptance of delivery of a deed and/or conveyance regardless of form, shall be deemed to have consented to and become bound by these presents, including without limitation, the right of any person entitled to enforce the terms of this Agreement to institute legal action as provided in Paragraph 8 hereof, such remedy to be cumulative and in addition to other remedies provided in this Agreement and to all other remedies at law or in equity. 14. The terms of this Agreement may be amended in writing upon majority approval of the owners and consent of the City. 15. This Agreement shall be governed by the laws of the State of California. In the event that any of the provisions of this Agreement are held to be unenforceable or invalid by any court of competent jurisdiction, the validity, and enforceability of the remaining provisions shall not be affected thereby. 16. If the Property constitutes a "Common Interest Development"as defined in California Civil Code Section 1351(c) which will include membership in or ownership of an "Association" as defined in California Civil Code Section 1351(a), anything in this Agreement to the contrary notwithstanding, the following provisions shall apply at and during such time as (i) the Property is encumbered by a "Declaration" (as defined in California Civil Code Section 1351(h), and (ii) the Common Area of the property (including the private storm water treatment facilities) is managed and controlled by an Association: (a) The Association, through its Board of Directors, shall repair and maintain the private storm water treatment facilities and shall be deemed the"agent"as referred to in Paragraph 7 above. The Association, which shall not be replaced except by amendment to the Declaration, shall receive no compensation for performing such duties. The costs of such maintenance and repair shall be assessed against each owner and his subdivision interest in the Property pursuant to the Declaration. The assessments shall be deposited in the Association's corporate account. (b) The provisions in the Declaration which provide for assessment liens in favor of the Association and enforcement thereof shall supersede Paragraph 8 of the Agreement in its entirety. No individual owners shall have the right to alter, maintain or repair any of the Common Area (as defined in California Civil Code Section 1351(b) in the Property except as may be allowed by the Declaration. (c) This Agreement shall not be interpreted in any manner, which reduces or limits the Association's rights and duties pursuant to its Bylaws and Declaration. IN WITNESS WHEREOF, the parties have executed this Agreement This 3C!t day of ©c.-fyk er 2006. veloper: by Matthew J. Stehl , trustee b1 Y Erin M. Stehly, trustee Signature of DEVELOPER must be notarized. Attach the appropriate acknowledgement. 3 Exhibit A: Legal Description of Property APN 264-091-71 PARCEL 3 OF PARCEL MAP NO. 18554, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY SEPTEMBER 27, 2000 AS FILE NO. 2000-516174 OF OFFICIAL RECORDS. CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ss. ?� County of r On . 2 , before me,�qQ 4_QD c)/?..A)OW If PyLq46lC D to Name and Title of Officer(e.g.,'Jane Doe,Notary Pubk-) ( personally appeared Y47 Ytff / 1. YAW 4,elA//q. 0;2;9/4 y Names)of Signer(s) T�W ff i).J� G 5T- e7-5 ❑ personally known to me roved to me on the basis of satisfactory evidence to be the person(s) whose name(s) i ar subscribed to the within instrument and �• LUOUR acknowledged to me that he/sh he xecuted ^° 3$9205< the same in his/her eir authori tiry POW•Californian capacity(ies), and that by his/he their We0O County , ply 0 Exp.Jan 6.2007 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. Place Notary Seal Above Signa f trotary Public OPTIONAL Though.the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: /�f 7Q/AIMIOAA)69 4G_teE&A1"7�T Document Date: /0�Z 3 Ile)(o Number of Pages: Signer(s)Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: BM ❑ Individual Top of thumb here ❑ Corporate Officer—Title(s): ❑ Partner—❑Limited ❑General ❑ Attorney in Fact Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: 0 1997 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth:CA 91313-2402 Prod.No.5907 Reorder.Call Toll-Free 1-800-8766827 ci •� �— Om RM AWN ♦" �OR� e 1 • 1 1 � \� • • 11.1 . -� 1 `�. ��::�� . / a• • r,�G`,':` �• : .• ' Ito Ix IN OF MUM All 1 /•+�♦ice♦v♦•►c/ " •'gam♦i► 1 !' AM Low VIM I WIN W mo MET IRK NORTH COUNTY COMPACTION ENGINEER NG, INC. Project No. CE-6287 July 6, 2006 Mr. &Mrs. Stehly - c/o Sea Bright Company , Attn: Bob Sukup �'�' 9 rCa ' 4322 Sea Bright Place Carlsbad, CA 92008 Subject: Remedial Grading Recommendations and Review of Grading Plan Stehly Residence 3342 Wildflower Valley Drive (Parcel 3) Olivenhain, California APN#264-091-62 Reference: 1.) "Report of Geotechnical Investigation, Rancho de Mayo Subdivision, Tract 88-351 RPL"prepared by Southern California Soil&Testing, Inc. dated May 24, 1989 2.) "Report of Certification of Compacted Fill Ground"prepared by North County Compaction Engineering, Inc. dated March 8, 2001 3.) "First Update Letter"prepared by North County Compaction Engineering, Inc. dated March 11, 2004 4.) "Second Update Letter"prepared by North County Compaction Engineering, Inc. dated March 29, 2006 5.) Plan Check Correction Letter prepared by EsGil Corporation Plan Check No. 06-732-733-734 dated June 5, 2006 6.) Grading Plan prepared by Sea Bright Company 7.) Foundation Plan prepared by Caitlin Kelley Architects dated March 13, 2006 8.) "Plan Check Correction Response"prepared by North County Compaction Engineering, Inc. dated June 22, 2006 Dear Mr& Mrs. Stehly: Upon further review of the project grading plan, reference no. 6, we understand the existing building pad will be surficially re-graded (approximately 1 foot of cut and fill) . Therefore,the building site will be influenced by a transition from cut to fill. P. O. Box 302002 * Escondido, CA 92030 * (760) 480-1116 FAX(760) 741-6568 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6287 July 6, 2006 Page 2 To reduce the potential for differential settlement across the proposed structure(s), we recommend all building areas be over-excavated a minimum of 3 feet below newly planned finish grade elevations and recompacted to a minimum of ninety percent(90%). The limits of removal and recompaction should extend under and a minimum of 5 feet horizontally beyond the proposed building footprint. This will allow the proposed structure to bear entirely on a compacted fill mat, thus reducing the potential for differential settlement. We should be contacted to supervise and test all remedial grading operations. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County ??,oFE88 _ ,� COMPACTION ENGINEERING, INC. Vi- E 713 m 49,130/07 Ronald K. Adams Dale R. Regl c;oT � President FCHN Registered Civ Geotechnical Engi RKA:paj cc: (1) Caitlin Kelley Architects 227 La Mesa Ave. Encinitas, CA 92024 cc: (1) Malhas Consulting Engineers 6839 Convoy Ct. San Diego, CA 92111 cc: (4) Sea Bright Company 4322 Sea Bright Pl. Carlsbad, CA 92008 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6287 March 29,2006 Mr. &Mrs. Stehly c/o Caitlin Kelley Architect 444 S. Cedros Ave. Studio 235 Solana Beach, CA 92075 Subject: Second Update Letter U u V h Proposed Single Family Dwelling McFarland Subdivision SAY 22 2006 Parcel 3 of TPM 98-140 (E-3) Wildflower Valley Drive Encinitas,California E''' S " �s Reference: 1.) "Report of Geotechnical Investigation,Rancho de Mayo Subdivision, Tract 88-351 RPL"prepared by Southern California Soil&Testing,Inc. dated May 24, 1989 2.) "Report of Certification of Compacted Fill Ground"prepared by North County Compaction Engineering,Inc.dated March 8,2001 3.) "First Update Letter"prepared by North County Compaction Engineering,Inc. dated March 11,2004 Dear Mr&Mrs. Stehly: We have performed an inspection of the site for the purpose of updating the recommendations presented in the above referenced soils reports. Our site inspection revealed that the existing building pad and soil conditions remain to date as documented in the above referenced report#2. Therefore,the existing building pad is suitable to receive the proposed dwelling. If additional grading is planned to modify the building pad in any way,we should be contacted to provide updated recommendations. All foundation recommendations presented in referenced report#3 should be incorporated into the planning design and construction phase of the subject project. P.O.BOX 302002 * ESCOADIDO, CA 92030 * (760) 480-1116 FAX(760) 741-6568 NORTH COUrmr COMPACTION ENGINEERING, INC. Project No. CE-6287 March 29,2006 Page 2 When available, we should be contacted to review the project foundation plan and site plan to assure recommendations presented in our referenced reports were properly incorporated into them. If you have any questions lease do not hesitate to contact us. This o sery is sincerely appreciated. rtuni 'p ppoty to be of ice Respectfully submitted, QROFESS/0 North County �o�E R. COMPACTION ENGINEERING, INC. C' o yc w GE 713 m Exp. 9/30/07 a Ronald K. Adams R Dale Re li `r�q 0�CHN�GP President Registered Civil En - �`P Geotechnical Engineer 000713 RKA:paj cc: (4) submitted NORTH COUNTY COMPACTION ENGINEERING, INC. March 11,2004 Project No. CE-6287 Mr. & Mrs. Stehly c/o Caitlin Kelley Architect 444 S. Cedros Ave. Studio 235 - - Solana Beach, CA 92075 �� MAY Subject: Update Letter Proposed Single Family Dwelling McFarland Subdivision ENGINEBM SERV10ES Parcel 3 of TPM 98-140 (E-3) CITY OF ENCINITAS Wildflower Valley Drive Encinitas, California Reference: 1.) "Report of Geotechnical Investigation,Rancho de Mayo Subdivision, Tract 88-351 RPL"prepared by Southern California Soil &Testing, Inc. dated May 24, 1989 2.) "Report of Certification of Compacted Fill Ground"prepared by North County Compaction Engineering,Inc. dated March 8, 2001 Dear Mr&Mrs. Stehly: We have performed an inspection of the site for the purpose of updating the recommendations presented in the above referenced soils reports. Our site inspection revealed that the existing building pad and soil conditions remain to date as documented in the above referenced report#2. Therefore,the existing building pad is suitable to receive the proposed dwelling. If additional grading is planned to modify the building pad in any way,we should be contacted to provide updated recommendations. The following foundation recommendations are presented in referenced report#2 and should be incorporated into the subject project. Foundation recommendations are with regard to moderate to high expansive soils that exist at finish grade. Continuous footings having minimum width of 12 inches and founded a minimum of 24 inches below finish grade will have an allowable souls bearing pressure of 1200 pounds per square foot. P.O.BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX(760) 741-6568 NORTH COUKW COMPACTION ENGINEERING, INC. Project No. CE-6287 Page 2 All continuous and square footings should be founded a min_imum_of 24 inches below lowest adjacent grade. All square and or isolated footings should be interconnected with continuous footings to reduce the probability of footing rotation. Continuous footings should be reinforced with two#5 bars top and bottom(total of 4 bars). Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing. Interior slabs should be a minimum of 5 inches thick and reinforced with#3 bars on 18 inch centers each way. Slab reinforcement should be placed near the center of slab and extended through joints to provide a tension tie with perimeter footings. Garage slabs should be free floating. Slab underlayment should consist of visqueen installed at midpoint within a 4 inch sand barrier(2 inches sand,visqueen, 2 inches sand). Sand should be tested in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30. Clayey souls 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%). All foundation concrete should have a minimum compressive strength of 2500 psi. Sulfate soil testing should be performed to determine the type of concrete to be utilized. Post-Tension Slab and Foundation An alternative construction method to the above expansive soils recommendations would be to have the slab designed as a post-tension concrete system. The design should be performed by a licensed engineer engaged in this type of design and who has a minimum of 5 years experience. A post-tension design may prove to be cost effective. In the event it is decided to utilize a post- tension system, additional laboratory testing will be required to provide the proper design criteria. This will incur an additional cost of$505.00 for providing this service. 14ORTH COUKTY COMPACTION ENGINEER NG, INC. Project No. CE-6287 Page 3 Seismic Design Considerations (Soil Parameters) A.) Soil Profile= SD (Table 16-J of the 1997 Uniform Building Code) B.) Type `B' Fauld (Rose Canyon) C.) Distance= 11 km (California Department of Conservation, Division of Mines and Geology [maps], in conjunction with Tables 16-S and 16-T of the 1997 Uniform Building Code). If you have any questions,please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, �,pFESS/GN`�! North County COMPACTION ENGINEERING,INC. o GE 713 CD rn Exp 9130/05 � ik Ronald K. Adams Dale R. Regli \F OF C AO cc President Registered Civil 3 Geotechnical Engineer 000713 RKA:paj cc: (4) submitted 1'j "U NORTH COUMTY COMPACTION ENGINEERING, INC. March 9,2001 Project No. CE-6287 Roger McFarland 18822 Flagstaff Lane F- Huntington Beach, CA 92646 MAY 2 2 2006 Subjea: Report of Certification of Compacted Fill Ground McFarland Subdivision Parcels 1, 2,3 &4 of TPM 98-140 J Wildflower valley Drive Encinitas, California Permit No.'s 614711,614761 & 614861 Dear Mr. McFarland- In response to your request, the following report has been prepared to indicate results of soil testing, Ob-5orvatlons,and inspection of earthwork construction at the subject site Testing and inspection S--mccs were Performed from November 9, 2000 through March 5,2001. Briefly,Our findings reveal filled ground has been Compacted to a minimum of ninety percent (90*/G)- Therefore,we recommend construction continue as scheduled_ SCOPE Our film was retained to observe grading operations with regard to Current standard practices and to determine the degree of compaction of placed fill. Grading Plans were Provided by San DieguitO Engineering, Inc. of Rancho Santa Fe,California Grading operations were performed by Greg Whilock Grading of Vista, California. Reference is Made to the following pmviously submitted soils reports: L) -Report of Geotechnical blvestigation7,Rancho de Mayo Subdivision, Tract M351 RPI,Encinitas,California, prepared by Southern California Soil &Testing, Inc. (SCT), dated May 24, 1989 P.O.BOX 302002 * F-SCONDIDO,CA 92030 • (760)00.1116 FAX(76o)741-6568 11%L1{'10111 11: 15 ibb14lbObb NU l-u rvu NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6287 Page 2 2.) "Update Report", City of Encinitas Tract No. 98-140,Wildflower Drive, Encinitas, California, prepared by Southern California Soil dt Testing,Inc. (SCT), dated June 29, 1999 3.) `UPdate Letter", prepared by North County Compaction Engineering,Inc., dated February 23,2001. 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". Subdivision grading operations were performed to construct road fills of Wildflower Valley Road and to create four(4)level building pads for parcels 1,2,3 and 4. The remainder parcel will be goaded at a later date.-Should finish grading operations 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 above referenced soils reports- 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. L Optimum MoistUm%Uximum Density(ASTM D-1557) 2. Expansion Potential Test(FHA Standard) 3. Direct Shear (ASTM D-3080) SOIL.CONIDTI O Native soils encountered were silty-sands,clayey-sands and silty-sandy-clays. Fill soils were generated from on-site excavation. The building sites contained a transition from cut to fill. However,cut areas located within the building area were over excavated a minimum of 3 feet and brought to grade with compacted soil. 11%11/1001 11: 15 /bb/41o5bd NU Uu -.jMHAt SUN cNj NORTH COUNTY COMPACTION ` ENGINEERING, INC. Project No. CF,-6287 Page 3 Upon completion of grading on-site soils weir found to have an expansion index varying between 76 and 99 and are classified as being"moderate to high"in expansion potential. The keyways were approximately 20 feet wide,averaged 3 feet in depth and were inclined into slope. During earthwork construction,native areas to receive fill were scarified, watered,and compacted to a minimum of ninety percent(90'/.)of maximum density. Submit fill soils were pled,fired,and compacted in 6 inch lifts. Benches were constructed in natural ground at intermediate levels to property support the fill. 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". Fill soils found to have a relative compaction of less the ninety percent(90'/0)were reworked until proper compaction was achieved BF ATIONS ND ONCiTStON$ 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 primly maintained. Slopes should be planted with light groundcovcr (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 topsoils were removed to firm native ground and recompacted to a minimum of ninety percent(90%)of maximum dry density. 11/21/2dd1 11: 15 /bdi41b5bb NU t-;U LUMHAL-11UN c--Nu rtORTH COUr rY COMPACTION ENGINEERING, INC. Project No. CE-6287 Page 4 C). The dense nature of the formation underlying the site. D). On-site soils possess relatively high cohesion characteristics. 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 1200 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 fact. 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 7.) Unless requested,recommendations for future improvements(additions, Pools, 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 0/e)minimum fall away from all foundation zones. 9.)In the event fitture swimming pools are planned,we should be contacted to inspect the pool excavation to assure adverse soil conditions do not exist The swimming pool contractor should design the pool with regard to an expansive soil steel and gunite schedule. Pool excavation spoil should be hauled off-site or properly placed on site under the supervision of our firm. 10-)Large recreational slabs,such as tennis courts,will incur slab cracking Therefore,to reduce the probability of cracking from excessive subgrade movement of expansive soils,we recommend the slab be designed more stringently_ In our opinion, a post tension slab performs well with regard to expansive soils conditions if properly designed I1/21/21-101 11: 15 /60141bbbH NU (:U UU*1A(.:1 1UN LNV r—AUC ob NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6287 Page 5 11)Expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrede and foundation movement. Recommendations set forth will reduce the probability of future damage and should be strictly adhered to: All continuous and square footings should be founded a minimum of 24 inches below lowest adjacent grade. All square and or isolated footings should be interconnected with continuous footings to reduce the probability of footing rotation. Continuous footings should be reinforced with two#5 bars,top and bottom(total of 4 bars). Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing. Interior slabs should be a minimum of 5 inches thick and reinforced with #3 bars - on 18 inch centers each ways. Slab reinforcement should be placed near the center of slab and extended through joints to provide a tension tie with perimeter footings. Garage slabs should be free floating. Slab underlayment should consist of visqueen installed at mid-point within a 4 inch sand barrier(2 inches sand,visqueen,2 inches sandl Sand should be tested in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30. 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(51%). All foundation concrete should have a minimum compressive strength of 2500 psi. Sulfate soil testing should be performed to determine the type of concrete to be utilized, Prior to Pouring of concrete, North County COMPACTION ENGINEEMG,INC should be contacted to inspect foundation recommendations for compliance to those set forth. An alternative construction method to the above expensive soils recommendations would be to have the slab designed as a post-tension concrete system. The design should be performed by a 11/11/21101 11: 15 /bbr41bbbb NU Ui I.UMIF'A1'I1UN twU r-HUa NORTH COUNTY COMPACTION ENGINEERING, INC. Fiaject No. CE-62$7 Page b Iiccnsed engineer engaged in this type of design and who has a minimum of 5 years experience, A post-tension design may prove to be cost effective. In the event it is decided to utilize a post_ tension system,additional laboratory testing will be required to provide the proper design criteria. This will incur an additional cost of$505.00 for providing this service. UNCERT INTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of X170.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase,S 120.00 for each additional inspection will be invoiced It is the responsibility of the owner and/or his representative to carry our rxommendations set forth in this report- San Diego County is located in a high risk area with regard to earthquake. F uthquake 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 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. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, ss/o North County pO4�� pFC COMPACTION ENGINEERING,INC. No. 713 c a +� m w x 9/30101 r v ZD Ronald Adams Dalc R 0TEC HN\G��P President Registered r na 3 Geotechmad 13 RKA:paj cc: (3)submitted 11/21/2001 11:15 7607416568 Nu CD CUWAL; SUN LNU GU NORTH COt ,"M COMPACTION ENGINEERING, INC. SOIL TESTING WILDFLOWER VALLEY DRIVE NO SCALE PARCEL i ENCIHIT�S., CALIPON IA-- 34+pq LIZ 29 3OTEST co� - ^t� #� 133 1 \ ' r\.�.• 131 .--' 134TEST i 110 t v TEST LOCATION SKETCH PROJECT No. CE-6287 PLATE No. ORE 11/21/2001 11: 15 ib0/41bbou NU UU l.;UMrL�; IUN :_Nu NORTH COUNTY COMPACTION ENGINEERING. INC. SOIL TESTING WILDFLOWER VALLEY DRIVEI �. PARCEL 2 ENCINITAS, CILIFOB NO SCALE _2fs ; E ' 1,36 TEST — — WYs_ JL- r1 O J r 42 41 �,nY�, e o 48 r l 45 Tiff � 4 i V� /38 TEST�a �r \ ! T //Al l 106 , 07 TEST LOCATION SKETCH PROJECT No. CE-6287 PLATE No. ONE 'A' 11/21/2001 11: 15 /bb/41b5ba NV l:U I:UMHAl;i lUN -Nu NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING _- WILDFLOWER XAL.LBT DRIVE PAYCEL 3 NO SCALE ENCINITAS, CALIFORNIA 78.49 00-1J5 114 TX-T- i 117 118 TEST 1 S .O�M G so 5119 \ PRpp�pER 120 144 203 143 : � 12.4 TEST :,,• ^ • , _t,,�_� . rte- ( Q 125 146 -* - 126 L `. /TEST z 132 t -25 TEST LOCATION SKETCH PROJECT No. CB-6287 E PLATE No. ONE 'B' 11/21/2001 11: 15 /bb/41bbba NLJ Uu I;uMF'A1,I iUN tNlj NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING WILDFLOWER VALLEY DRIVE PARCEL 4 NO SCALE ENCINITAS. CALIFORNIA f' 98 �- 'Jr `� TEST9i \r�7 ` 84 a 1 E�jf pER ?pJ ^�<< 85 TEST 141 139 rti?T 79-80 F o 83ikzT 140 "1 74 TEST 69 70 :9T ' BST`�� y T t aF .90 , r TEST LOCATION SKETCH PROJECT No. CE-6287 PLATE No. ONE °c, ,Q, RNO *ON 31VId t8a9-go "ON 1o3t'Odd H013AS N0I1YO01 1S31 , _ t 'off,� 1N3rGSK3 AZ AR .V lz zzYOS ON YiNlojilvo `sylinoxx 'I'II d QYOa RAING lR77YA ageozJQgIP DWI1s311I09 '3Ml `WIN99MIJi13 NOLL:)VdWO3 A-LKI}Oz) I-I.Lilow �T �`�"' �ti� NnT �7 iWn� nn nr.� R9S9 IV!R9/ ST =TT TRRZ/TZ/TT 11/21/2001 11:15 7607416568 NU cU CUMNUCIIUN LNU 1 NORTH COUNTY COMPACTION ENGINEERING, INC. T BIJ .ADON OF IEST RE S1 LTS Teat# 1 Date I Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location %Dry Wt. LB Cup Ft. Type Compaction 1 11/13/00 See 193.0 15.2 115.9 111 93.4 2 Plate 195.0 14.1 115.4 III 93.0 3 11/14/00 One 1960. 15.3 115.8 111 93.3 4 " 198.0 14.4 117.0 111 94.3 5 11/15/00 196.0 15.1 112.5 III 90.7 6 198.0 14.1 112.1 III 90.4 7 11/16/00 196.0 14.4 112.7 III 90.8 8 198.0 13.5 113.3 in 91.3 9 198.0 14.5 112.5 111 90.7 10 " " 200.0 15.7 111.6 III 90.0 11 11/I7/W 199.0 14.0 114.3 III 92.1 12 " 201.0 12.8 113.8 III 91.7 13 " 1990. 19.3 113.1 III 91.2 14 " " 201.0 13.2 112.4 m 90.6 15 " " 199.0 13.9 113.0 III 96.5 16 " 200.0 14.4 111.3 ID 95.1 17 11/21/00 " 208.0 142 113.5 VI 93.0 IS " 210.0 13.6 113.9 VI 93.3 19 " 208.0 13.9 112.2 VI 91.8 29 " 210.0 142 114.0 VI 93.4 2I 11/22!00 208.0 15.6 1132 11 96.7 22 " " 2060. 15.3 110.9 11 94.7 23 " 203.5 19.6 109.7 11 93.7 24 205.0 14.3 112.7 II 96.3 25 11/27/00 " 207.0 15.5 108.4 Il 92.6 26 209.0 14.2 111.8 11 95.5 27 " 207.0 15.8 111.3 H 95.1 28 " 208.0 15.4 111.8 11 95.5 29 11/28/00 " 206.0 14.7 114.2 Il 97.6 30 " " 208.0 13.5 114.5 11 97.8 31 2070 14.4 115.8 u 98.9 32 209.0 15.6 1123 11 95.9 33 11/30/00 209.0 15.8 112.5 II 96.1 34 " 208.5 16.1 112.7 Il 963 35 " 209.0 16.7 111.8 Il 95.5 36 " 208.0 174 110.9 u 94.7 37 12101/00 " 211.0 160 109.9 IV 94.7 38 " " 213.0 14.7 110.9 IV 95.6 39 211.0 16.6 109.8 IV 94.6 40 " 213.0 16.8 108.9 IV 93.8 PROJECT NO. CE-6?.8'7 PLATE NO. TWO 1 4U '`_.,J NU -U[- 1 4 NORTH COUNTY COMPACTION -q.•r ENGINEERING, INC. TABULATION OF TEST RESULTS Test# Date Horizontal Vertical Field Moisture Dry Density Soil Paroent of Location L.ocstion %Dry Wt LB Cu.Ft. Type Compaction 41 12/04/00 Sae 211.5 17.2 108.6 IV 93.6 42 Plate 213.5 17.4 106.8 IV 92.0 43 One 212.0 159 108.6 IV 93.6 44 214.0 15.9 111.1 IV 95.7 45 12/11/00 212.0 18.4 107.4 R 91.7 46 2115 10.0 105.7 11 903 47 " 2I2.0 19.5 108.2 11 92.4 48 " " 214.0 18.9 106.4 11 90.9 49 12/14/00 184.5 16.5 113.7 u 97.1 50 " " 186.0 15.7 110.2 13 94.1 51 184.0 17.7 107.4 11 91.7 52 186.0 18.5 109.5 D 93.5 53 188.0 17.4 107.3 H 91.7 S4 189.5 15.2 113.7 13 97.1 55 " " 190.0 171 110.5 U 94.4 56 12/15/00 " 191.0 17.0 111.3 u 95.1 57 193.0 17.1 110.8 a 94.7 58 12120/00 194.0 17.6 106.5 IV 91.8 59 196.0 17.1 105.4 IV 90.8 60 194.0 17.8 106.9 IV 92.1 61 196.0 16.0 110.9 IV 95.6 62 12/21/00 " 197.0 18.0 107.8 1v 92.9 63 198.0 16.6 105.4 N 90.8 64 197.0 18.1 106.4 IV 91.7 65 199.0 18.1 108.1 IV 93.1 66 12/28/00 197.0 16.7 107.1 IV 92.3 67 195.0 17.5 108.6 IV 93.6 68 197.0 16.8 105.9 IV 91.2 69 12/29100 " 200.0 18.0 105.8 IV 91.2 70 " " 199.5 17.3 108.2 IV 93.2 71 01/02/01 " 200.0 17.3 108.4 IV 93.4 72 202.0 17.0 107.2 IV 92.4 73 " 200.5 171 105.6 V 88.80 74 " 200.5 17.0 107.6 V 90.5 75 01/03/01 20I.0 16.9 113.7 V 95.7 76 " 202.0 16.0 107.7 V 90.6 77 202.0 16.5 109.6 V .92.2 78 " 203.0 169 113.2 V 95.2 REMARKS_ 'Tcat No_ 74 is a retest of Tess No. 73,rnspectiv* PROJECT NO. CF,6287 PLATE NO. TWO(page 2) 11/21/2001 11: 15 7601416568 NU '.:U WMHAl-i _urn crvu NORTH COUNTY COMPACTION 1 ENGINEERING, INC. TAB TTLADON OF TEST RESULTS Test A Date HnizonW Vertical Field Moisture Dry Density Soil Peruca of Location Location %Dry Wt L8 Cu. Ft. Type Compaction 79 01/04/01 See 198.0 17.0 111.0 V 93.4 80 Plate 199.0 18.5 105.9 V 89.1' 81 " One 199.0 18.3 106.9 V 90.0 82 01/05/01 198.0 16.3 112.0 H 95.7 83 " " 198.0 17.6 109.4 IV 94.3 84 " 198.0 16.8 115.1 V 96.8 85 198.0 17.0 111.7 V 94.0 86 198.0 17.7 109.8 H 93.8 87 " " 1980. 17_S 107.2 Q 91.6 88 02/08/01 199.5 18.0 106.7 IV 91.1 89 " " 198.5 17.0 104.7 IV 90.2 90 " 1990. 17.3 109.8 ry 93.8 91 " 198.5 163 110.9 IV 94.7 92 199.0 17.2 110.0 ry 94.0 93 " " 198.5 18.0 105.6 IV 91.0 94 01/09/01 201.0 163 109.6 V 92.2 95 " 203.0 16.9 110.7 V 93.1 96 " 201.0 15.5 107.7 V 90.6 97 " 203.0 17.8 109.4 V 92.0 98 " 199.0 17.6 109.4 IV 94.3 99 " 200.0 176 108.6 IV 93.6 100 01/10/01 201.5 17.5 112.6 V 94.7 101 " " 202.0 16.4 110.6 V 93.0 102 " 202.5 17.6 111.3 V 93.6 103 " " 202.0 18.0 115.2 V 96.9 104 1970. 17.4 106.6 III 91.8 105 4. " 197.5 17.5 102.8 III 92.9 106 01/16/01 213.0 18.9 105.7 II 90.3 107 214.5 18.1 105.4 II 90.0 108 " " 213.5 19.2 105.7 19 90.3 109 " 214.5 17.3 109.5 11 93.5 110 01/17/01 210.0 19.5 109.2 IV 99.1 111 " " 209.0 184 106.8 IV 92.0 112 " 210.0 188 105.2 IV 90.6 113 01/19/01 201.5 19.3 110.3 11 94.2 114 202.5 19.7 109.3 II 93.4 115 01/29/01 201.0 174 110.5 VII 90.0 116 " 2020 18.9 111.5 VII 90.8 REMARKS: Test No. 81 is a retest of Test No. 80,reapoctively PROJECT NO.CE-6287 PLATE NO. TWO(page 3) 11 /21/2001 11: 15 7607416568 NO CO COMFACTION ;NG PAGE lb NORTH COUNTY COMPACTION ENGINEERING, INC_ TABULATION OF TESIC RESULTS Test 0 Date HarimnW Vertical Fidd Mme Dry Density Sail Percent of L.ocatiaa Loatian %Dry wt. LB Cu.Ft. TMW Common 117 01131/01 See 201.0 18.5 11I.1 VQ 90.5 I18 Plate 202.5 17.7 110.7 VII 90.2 119 " One 201.5 18.9 111.6 VII 90.9 120 202.5 18.6 111.6 VII 90.9 121 02/01/01 " 201.0 18.7 112.9 VII 92.0 122 202.0 18.3 113.5 VQ 92.5 123 " 201.0 17.4 113.5 VII 92.5 124 " 202.5 17.0 113.0 VII 92.0 125 02/05/01 " 200.5 18.1 113.7 VII 92.6 126 " 201.5 17.2 112.1 VII 91.3 I27 02/06101 200.5 18.9 110.3 VLQ 92.3 128 " 202.0 19.1 112_8 VII 943 129• 02107/01 201.0 19.1 108.9 V 91.6 130 202.0 17.9 112.8 VII 91.9 131 02/08/01 " 200.5 19.5 111.9 VII 91.1 132 " " 2020 19.5 110.7 VII 901 133 03/05/01 " 211.0 RFG 16.4 111.4 VIII 93.2 �- 134 " 211.0 RFG 18.1 108.9 VIII 91.1 135 " 211.0 RFG 17.3 108.8 vul 91.0 136 " 215.0 RFG 16.1 111.0 VID 92.8 137 215.0 RFG 17.9 109.1 Val 91.2 138 " 215.0 RFG 17.3 108.6 VID 90.8 139 " 204.0 RFG 17.3 110.2 H 94.1 140 " 204.0 RFG 18.6 108.5 H 92.7 141 204.0 RFG 18.7 106.4 VIQ 90.7 142 03/05/01 204.0 RPG 17.6 109.6 VIII 91.7 143 " 201.0 RFG 16.8 109.4 IV 94.3 144 " 201.0 RFG 17.6 106.8 IV 92.0 145 " " 201.0 RFG 163 108.9 IV 93.8 146 " " 201.0 RFG 16.7 109.4 IV 94.3 147 " RSG 15.5 112.9 III 91.0 148 " " RSG 14.5 112.4 Vi 92.1 REMARKS: RFG-Rwgh Nniyh Grade RSG=Rmgh Stub Grade PROJECT NO.CE-6287 PLATE NO_ TWO(page 4) _] /21%Zbbl 11: 1` JbCi4_b5b t NU �U L�MFACi1UN �Nu NORTH COUNTY COMPACTION ,..1 ENGINEERING, INC. TABULATION Olt' TEST RFRT JLT:S SOH, DESCRIMON MAX DRY DENSITY OPT_ MOISTURE (LB. CU. FT) (%6 DAY MM Yellow Tan Gnvclly- Clam-Sand 1 110.8 17.3 Yellow Ekmm GrwmW- Clayey-Sand II 117.0 13.7 Light Brown Clayey-Sand IIj 124.0 14.2 Brown Silty-Sandy-Clay IV 116.0 14.2 White Be*Clayey-Sand V 118.9 12.5 Tan Brown Claycy-Sand VI 122.0 12.2 Grey Bwwn Silty-Sandy-cfay V11 122.7 12.0 Orange Tan Silty-Sandy-Clay VIQ 119.5 13.7 SAMPT_"R No. "r CONDITION Remold 905/6 Remold 906/6 Remold 900/6 INITIAL MOISTURE(%) 13.8 12.1 13.7 AIR DRY MOISTURE(%6) 10.7 6.9 11.5 FINAL MOISTURE(%) 28.9 22.7 26.3 DRY DENSITY(PCF) 104.4 110.4 107.6 LOAD(PSF) 150 150 150 SWELL(%) 9.9 92 9.4 EXPANSION INDEX 99 42 94 DIRECT SHEAR SAMPLE No. IV VII VIIl CONDITION Remold 901/6 Reynold 90%6 Remold 905/6 ANGLE INTERNAL FRIC'T'ION 13- 11 12 COHESION INI'F.RCEPT(PCF) 300 300 330 PROJECT NO CE-6287 PILATE NO. THREE uu,ti,c moo vu �u L-UMr:Au i 1UN tNu HAl3t k�'L NORTH COUNTY COMPACTION ENGINEERING, INC. March 8,2001 Project No.CE-6287 Roger McFarland 18822 Flagstaff Lane Huntington Beach,CA 92646 _ Subject: Report of Certification of Compacted Fill Ground FJJVAY McFarland Subdivision 2 2 2006 ' Parcels 1, 2, 3 &4 of TPM 98-140 Wildflower Valley Drive ENV';EERING SERVICES Encinitas,California c; o Permit No.'s 614711,614761 &614861 Dear Mr. McFarland In response to your request,the following report has been prepared to indicate resuks of soil testing, observations,and inspection of earthwork construction at the subject site. Testing and inspection services were performed from November 9, 2000 through March 5,2001. Briefly,our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore,we recommend construction continue as scheduled. SOPS 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 platys were provided by San Dieguito Engineering, Inc. of Rancho Santa Fe,California. Grading operations were performed by()reg Whiiock Grading of Vista,California. Reference is made to the following previously submitted soils reports: 1.) "Report of Geotechnical Investigation",Rancho de Mayo Subdivision, Tract 88-351 RPI,Encinitas,California,prepared by Southern Califomia Soil &Testing,Inc. (SCT),dated May 24, 1989 P.O.BOX 302002 " ESCONDIDO,CA 92030 ' (760)480-1116 FAX(760)741-6568 11l111'1bb1 ii: l� rbb/41b5bb NU l'U l UMt Hl t IUrN `INU •� NORTH COUNTY COMPACTION i ENGINEERING, INC_ Project No. CE-6287 Page 2 2.) -Update Report",City of Encinitas Tract No. 98-140,Wildflower Drive, Encinitas,California,prepared by Southern California Soil &Testing,Inc. (SCT), dated June 29, 1999 3.) "Update Letter", prepared by North County Compaction Engineering,Inc., dated February 23,2001. Approximate locations and depth of filled ground and extent of earthwork constnretion covered in this report are indicated on the attached Plate No. One entitled,-Test Location Sketch". Subdivision grading operations were performed to construct road fills of Wildflower Valley Road and to create four(4)level building pads for parcels 1,2,3 and 4. The remainder parcel will be graded at a later date.-Should finish grading operations 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 above referenced soils marts. 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. iABO wTORY TESMG Representative soils samples were collected and m-turned 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.COMMONS Native soils encountered were silty-sands,clayey-sands and silty-sandy-clays_ Fill soils were generated from on-site excavation. The building sites contained a transition from cut to fill. However.cut areas locatod within the building area were over excavated a minimum of 3 feet and brougbt to grade with compacted soil. 11/11/lbbl 11: 1 ,bbraio5bd NU �.0 �UMNAl,71UN LNU rAdt n NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6287 Page 3 Upon completion of grading on-site soils were found to have an expansion index varying between 76 and 99 and are classified as being"moderate to high"in expansion potential. The keyways were approximately 20 feet wide, averaged 3 feet in depth and Wert inclined into slope. During earthwork construction,native areas to receive fill were scarified,watered,and compacted to a minimum of ninety percent(901/0)of maximum density. Subsequent fill soils were placed,watered,and compacted in 6 inch lifts.Benches were constructed in natural ground at intermediate levels to properly support the fill. To determine the degree of compaction,field density tests were performed in accordance with AST IA D-1556 or 8-2922 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(9016)were reworked until proper compaction was achieved. 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,peat-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 groimdcover (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 topsoils were removed to firm native ground and recompacted to a minanum of ninety percent(90%)of maximum dry density. i 11/21/'Lddl 11: 15 /bd/41bobti ItiU Utv NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6287 Page 4 C). The dense nature of the formation underlying the site D). On-site soils possess relatively high cohesion characteristics. 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 1200 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 fact. 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, pools,recreation stabs,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 0/6)minimum fall away from all foundation zones. 9.) In the event future swimming pools are planned,we should be contacted to inspect the pool excavation to assure adverse soil conditions do not exist The swimming pool contractor should design the pool with regard to an expansive soil steel and gunite schedule. Pool excavation spoil should be hauled off-site or properly placed on site under the supervision of our firm. 10.)Large recreational slabs,such as tennis courts,will incur slab cracking. Therefore,to reduce the probability of cracking from excessive subgrade movement of expansive soils,we recommend the slab be designed more stringently_ In our opinion,a post-tension slab performs well with regard to expansive soils conditions if properly designed. 11/21/Ld01 11: 1 5 N�' U (.UMPAU T ilJN cNV r F11�� rJb NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6287 Page 5 11)Expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. Recommendations set forth will reduce the probability of future damage and should be strictly adhered to: All continuous and square footings should be founded a minimum of 24 inches below lowest adjacent grade. All square and or isolated footings should be interconnected with continuous footings to reduce the probability of footing rotation. Continuous footings should be reinforced with two#5 bars,top and bottom(total of 4 bats)_ Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing. Interior slabs should be a minimum of 5 inches thick and reinforced with #3 bars on 18 inch centers each ways. Slab reinforcement should be placed near the center of slab and extended through joints to provide a tension tie with perimeter footings. Garage slabs should be free floating. Slab underlayment should consist of visqueen installed at mid-point within a 4 inch sand barrier(2 inches sand,visqueen,2 inches sandy Sand should be tested in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30. 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%). All foundation concrete should have a minimum compressive strength of 2500 psi. Sulfate soil testing should be performed to determine the type of concrete to be utilized. Prior to pouring of concrete, North County COMPACTION ENGINEERING,INC.shouild be contacted to inspect foundation recommendations for compliance to those set forth. POST-TENSION SLAB AND FOUNDATION An alternative construction method to the above expansive soils recommendations would be to have the slab designed as a post-tension concrete system. The design should be performed by a 11/21�Lr]bl 11: 75 �bF�14?b�b� NU l,U I.UMr'Hl.I IUN C NU r r+uL u r NORTH COUNTY COMPACTION ENGINEERING, INC. project No. CE-6287 Page 6 licensed engineer engaged in this type of design and who has a minimum of S years experience. A post-tension design may prove to be cost effective. In the event it is decided to utilize a post- tension system,additional laboratory testing will be required to provide the proper design criteria. This will incur an additional cost of$505.00 for providing this service. UNCE T RITY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of$170.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase,S 120.00 for each additional inspection will be invoiced. It is the responsibility of the owner and/or his representative to carry our r cOmmendabons 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 eardupiake is probable and we assume no liability. 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. If you have any questions, please do not Hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, QPpF ES S/pN North County COMPACTION ENGINEERING,INC. No- 713 a �++ Xy.. 9/30101 m � ZD G� Ronald Adams Dale R rF C Y. President Registered Es 3 Geotechnical 13 _ RKA_paj cc_ (3)submitted 11/21/2001 11:15 160141o5b8 NU CU GUMH11 ;I -L UN LNU r au� uo NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING WILDFLOWER VALLEY DRIVE 10 SCALE PARCEL t EITCIXIT. S., CALIIOYATA-- + IKER �?� -:�- ' _ r 29 3OTEST A7j/ t CIO 133 ~ ��-�' p ARE �� '�.� • 134TEST � h '" 1 4 , '0 TEST LOCATION SKETCH PROJECT No. CE-6287 PLATE No. 0FE 11/21/2001 11: 15 ibb%4ibno'd NU l.0 FNORTH COUNTY COMPACTION ENGINEERING. INC. SOIL TESTING WILDFLOWER VALLEY DRIV!j PARCEL 2 '`_ �- �` -_ NO SCALE ENCINITAS, CALIFOR Co. cli 4 1 - i • - 136 TEST w' 69? 42 `- ,, 4 t 4S TSft Ivy_ U s 138 TEST `� 0 ' ;� 1 6 107 ? TEST LOCATION SKETCH PROJECT No. CE-6287 PLATE No. ONg ' A' 1.1/21/1001 11: 15 /bb l41 NU l.;Ll 1 UN t.Nu NORTH COCENTY COMPACTION ENGINEERING. INC. SOIL TESTING WILDFLOWER �AbLBT DRIVE NO SCALE PARCEL 3 ENCINITAS. CALIFORNIA 114 TEST-': 117 1151 S�DRM SST `G 119 120 °� 143 DRP1N p f 1'4'4 � 2 12 -� 12.4 3 ` 122 \ p A U z f ` TEST pp,O �c F'_..1C' 125 146 126 \k 127 °�j3l 1 Z j _ 12e BEST �\.� � '``` t`i`.c�•_ `': . % - -' �� 132 � t� ! TEST LOCATION SKETCH PROJECT No. CE-6287 PLATE No. ONE 'a' NU '..0 I;UM-':- I lulu LNU rr+ut ii 111112112,601 '.1: -�b /bt�7Globba p; F TH COUN Y COMPACnOM ENGITJEERING, INC. TESTING WILDFLOWER VALLEY DRIVE 10 SCALE PARCEL 4 RICINITAS, CALIFORRIA 1 +�1, 1\11 TBST 91"-, 86 ' 85 TEST =� . 141 /,q TIRT 79-84 F D 3TSST y R j �N "I �= . 1 74 TEST 6 ��: �$T 9 70 ._. BST3� 1, ,fit• T e"Oyb . t - TEST LOCATION SKETCH PROJECT No. CE-6287 PLATE No. OXX 'c' 11121/2bd1 11: 15 lbbr41b56b fvU t U UM) AL t i um t,`to NORTH CQCi:`iTY COmPACTION ENGINEERING, INC. SOIL TFSTIriG WILDFLOWER VALLEY DRIVE ROAD FILL ENCINITAS, CALIFORNIA EO SCALE „-b � � \"�` ;. \ \` . a7.o[ may- ~• F :, Or EASEMENT TEST LOCATION SKETCH PROJECT No. C8--6287 PLATE No. ONE 'D' 11/21/2001 11:15 760/416568 NU l;U CUMF'AG I lUN tNh NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION � �'CT RF,SIJLTS Teat!t Date HorimnW Vert�w Field Moisture Dry Density Soil Perccnt of Location Locmuon %Dry Wt. IB Ca.Ft. Type Compaction 1 11/13/00 See 1910 15.2 115.9 III 93.4 2 " Plate 195.0 14.1 115.4 III 93.0 196.0 15.3 115.8 III 93.3 3 1 1114/00 one 3 4 " 198-0 14.4 117.0 � 5 11/15/00 " 196-0 15.1 112.5 III 90.7 6 a ~ 198.0 14.1 1121 ID 90-4 7 11/16/00 " 196.0 14.4 112.7 iLI 90.8 8 ~ 1980 13.5 113.3 III 91.3 •• 198.0 14.5 112.5 III 90.7 9 10 " ~ 200.0 15.7 111.6 IIt 90.0 11 11/17/00 " 199.0 14.0 114.3 QI 91-7 12 " 201.0 12.8 113.8 ID 13 " 199-0 19.3 1I3.1 III 91.2 14 201.0 13.2 112.4 ID 90.6 IS ~ 199.0 13.9 113-0 III 96.5 16 " 200.0 14.4 111.3 ID 95.1 17 11/21/00 208.0 14.2 113.5 VI 93.0 18 " 210.0 13.6 113.9 VI 93.3 19 " 208.0 13.9 112.2 VI 91.8 20 210.0 142 114.0 VI 93.4 21 11/22/00 208.0 15.6 113.2 II 96.7 22 ~ 206.0 15.3 110.9 II 94.7 23 " 203.5 19-6 109.7 II 93.7 24 " " 205.0 14-3 112.7 IZ 96.3 25 11/27/00 207.0 15.5 108.4 II 92.6 26 " ~ 209.0 14.2 111.8 ll 95.5 Z7 " 207.0 15.8 111.3 II 95.1 28 " 208.0 15.4 111-8 II 95.5 29 11/28/00 206.0 14.7 114.2 II 916 30 " 208.0 13.5 114.5 II 97.8 31 " 207.0 14.4 115.8 lI 98-9 32 ~ 209.0 15.6 112.3 II 95.9 33 11/30/00 209.0 15.8 112.5 II 96.1 34 208.5 16.1 112.7 II 96-3 35 " 209.0 16.7 111.8 II 95.5 36 " 208.0 174 110.9 II 94.7 37 12/01/00 " 211.0 16.0 109.9 IV 94.7 38 " " 213.0 14.7 110.9 IV 95.6 39 " 211.0 16.6 109-8 IV 94.6 40 " ~ 213.0 16.8 108.9 IV 93-8 pROJECT NO.CE-6287 PLATE NO. TWO cUUl 11 LJ l'JU/`- i U:JGO NORTH COUPI"I"Y COMPACTION ENGINEERING, INC_ TAS A U QF 'TFST RE.SULM Teat# Dam Horizontal VCMcal F'idd Moisture Dry> Y Sod frcrumor Location U"tion %Dry Wt. L8 Cu-Ft. Type a-p-mtton 41 12/04100 See 211.5 17.2 108.6 IV 93.6 42 Plate 213.5 17.4 106.8 1V 92.0 43 " Ono 212.0 15.9 108.6 IV 93.6 44 '• " 214.0 15.9 111.1 IV 95.7 45 12/11/00 " 212-0 18.4 107.4 II 91-7 46 " " 2115 10.0 105.7 II 90-3 47 212.0 19.5 108.2 II 97.4 48 " 214.0 18.9 106.4 II 90.9 49 12/14/00 " 184.5 16.5 113.7 II -1 50 " 186.0 15.7 1102 H 94.1 51 " " 184.0 17.7 107.4 II 91.7 52 " 186.0 18.5 109.5 D 93.5 53 188.0 17.4 107.3 II 91.7 54 " " 189.5 15.2 113.7 13 97.1 55 190.0 17.1 110.5 II 94.4 56 12/15/00 191.0 17.0 111.3 II 95.1 57 193.0 17.1 110.8 II 94.7 58 12120/00 " 194.0 17.6 106.5 IV 91-8 59 " 196.0 17.1 105.4 IV 90.8 60 " " 194.0 17.8 106.9 IV 92.1 61 " 196.0 16.0 110.9 IV 95.6 62 12/21/00 " 197.0 18.0 107.8 IV 92.9 63 " 198.0 16.6 105.4 IV 90.8 64 " " 197.0 18.1 106.4 IV 91-1 65 " 199.0 18.1 108.1 IV 93.1 66 12128/00 197.0 16.7 107.1 IV 923 67 195.0 17.5 108.6 IV 93.6 69 •• " 197.0 16.8 105.9 IV 91.2 69 12/29/00 200.0 18.0 105.8 N 91.2 70 " 199.5 17.3 108.2 1V 43.2 71 01/02/01 200.0 173 108.4 IV 93.4 72 " 2020. 17.0 107.2 IV 92.4 73 " 200.5 171 105.6 V 88.8' 74 " " 200.5 17.0 107.6 V 90-5 75 01/03/01 2010 16.9 113.7 V 95.7 76 " 202.0 16.0 107.7 V 90.6 77 202.0 16.5 109.6 V 92.2 79 " 203.0 16.9 113.2 V 95.2 REMARKS: 'Tcat No. 74 is a retest of Test No. 73,-spoctivOty PROJECT NO. CE4287 PLATE NO. TWO(page 2) 11/21/2001 11:15 760i41o5b8 Nu j.;u UUMr-Ai-i iUN GNU NoRTN COUNTY COMPACTION .d ENGINEERING, INC. ..� Test #Date Hori7.onral Vertical Field Moistwe Dry De mlity Soil Percent of Location Location %Dry Wt. LS Cu. Ft. Type Co�on 79 01/04/01 See 198.0 17.0 111.0 V 93.4 80 Plate 199.0 18.5 105.9 V 89.1' 81 One 199.0 18.3 1069 V 90.0 82 01/05/01 ` 198.0 16.3 112.0 11 95.7 83 " " 198.0 17.6 109.4 IV 94.3 $4 - " 198.0 16.8 115.1 V 96.8 85 " 198.0 17.0 111.7 V 94.0 86 198.0 17.7 109.8 13 93.8 87 198-0 17-5 107.2 II 91.6 88 01.Imol " 199.5 18.0 106.7 IV 91.1 89 " " 198.5 17-0 104.7 ry 90.2 90 " " 199-0 17.3 109.9 ry 93.8 91 198.5 163 110.9 IV 94.7 92 199.0 17.2 110.0 ry 94.0 93 - 198.5 18.0 105.6 IV 91.0 94 01/09/01 201.0 163 109.6 V 92.2 95 " 2010 16.9 110-7 V 93.1 96 u 201.0 15-5 107.7 Y 90.6 97 •• " 203.0 17.8 109.4 V 92.0 199.0 17.6 109.4 1V 94.3 99 " 200.0 17.6 108.6 IV 93.6 100 01/10/01 " 201.5 17.5 112.6 V 94-7 101 202.0 16.4 110.6 V 93.0 102 " 202.5 17.6 111.3 V 93-6 103 202.0 18-0 115.2 V 96-9 104 " " 197.0 17-4 106.6 III 91.8 105 " 197.5 17-5 102.8 III 92.9 106 01/16/01 " 213.0 18.9 105.7 Q 90.3 107 " 214-5 18.1 105.4 11 90.0 108 " " 213.5 19.2 105.7 II 90-3 109 - 214.5 17.3 109.5 Il 93.5 110 01/17/01 210.0 19.5 i09.2 IV 991 111 " 209.0 184 106.8 ry 92.0 112 " 210.0 189 105.2 IV 970.5 113 01/19/01 " 201.5 19.3 1103 11 94.2 114 202.5 19.7 109.3 11 93.4 115 01/29/01 201.0 17.4 110.5 VII 90.0 116 " 2010 18.9 111.5 VII 90.8 REMARKS: Test No. 81 is a retest of Test No_ 80.respectively PROJECT NO. CFA 6287 PLATE NO. TWO(page 3) 11 /21/2001 11:15 7607416568 NO CO COMPACTION ENG PAGE 16 ryORTH COQiH'Ill COMPACTION ENGINEERING, INC. TABULATION O BLS 1 ,TS Test i Date Naimontal Vertical Fuld Moil D Y DeasdY $ral P=cm of Location Location %my wt. LB QL Ft. Typo Cam 117 01/31/01 Soc 201.0 18.5 11I.1 VII 90.5 118 Plate 202.5 17.7 110.7 VII 90.2 119 One 201.5 18.9 111.6 VII 90.9 120 " 202.5 18.6 111.6 VD 90.9 121 02/01/01 201.0 18.7 112.9 VII 92.0 122 " - 202.0 18.3 113.5 VII 92.5 123 201.0 17.4 113.5 VII 92.5 124 202.5 17.0 113.0 VII 92.0 125 OV05101 200.5 18.1 113.7 VII 92.6 126 201.5 172 112-1 VII 91.3 127 02/06/01 " 200.5 18.9 110.3 VIII 92.3 128 " 202.0 19.1 112.8 VII 943 129• 02/07/01 " 201.0 19.1 108.9 Ni 91.6 130 202.0 17.9 112.8 Vil 91.9 131 02/08/01 200.5 19-5 111.8 VII 91.1 132 2020 19.5 110.7 VII 90.2 133 03/05/01 211.0 RFG 16.4 111.4 V11I 93.2 v 134 m 211.0 RFG 18.1 108.9 VID 91.1 135 " 211.0 RFG 17.3 108.8 VIII 91.0 136 " 215.0 RPG 16.1 111.0 VIII 92.8 137 215.0 RFG 17.9 109.1 VIII 91.2 138 " 215.0 RFG 17.3 108.6 VIII 90.8 139 " 204.0 RFG 17.3 110.2 H 94-1 140 " 204.0 RFG 18.6 108.5 II 92.7 141 204.0 RFG 19.7 108.4 VIQ 90.7 142 03/05/01 204.0 RPG 17.6 109.6 VIII 91.7 143 " 201.0 RFG 16.8 109.4 IV 94-3 144 201.0 RFG 17.6 106.8 IV 92-0 145 201.0 RFG 16.3 108.9 IV 918 146 " " 201.0 RFG 16.7 109.4 IV 94.3 147 RSG 15.5 112.9 III 91.0 148 RSG 14.5 112.4 V1 92.1 REMARKS: RFG-Rough Pinigh Grade RSG=Rough Sub Gradc PROJECT NO.CF,6287 PLATE NO. Two(page 4) N 1.] /21/20161 U _-J MFAC'. 1UN �Nh I Aht 1r NORTH COUNTY COMPACTION ENGINEERING:, INC. TABIJL.A13ON OF TEST RESULTS MAX DRY DENSITY OPT-MOISTURE (La. CU.Fn (6/o DRY MM Yellow Tan Gravelly- Cl 17-3 ayeysand 1 110.8 Yellow Brown Gravelly- aycy-Sand 11 1 17.0 I3.7 Cl Light Brown Clayey-Sand II7 124.0 14.2 Brown Silly-Sandy-Clay IV 116.0 14.2 White Beige Clayey-Sand V 118.8 12.5 Tan Brown Clsycy-Sand VI 122.0 M Grey Brown Silly-Sandy-Clay V21 122.7 12.0 Orange Tan silty-Sandy-Clay VIII 119.5 13.7 SAMPi E No _IV VIl VIII CONDITION Remold 90% Remold 90'/6 Remold 901/6 INITIAL MOISTURE(°/s} 13.8 12.1 13.7 AIR DRY MOISTURE(%) 10.7 6.9 11.5 FINAL MOISTURE(%) 28.9 22.7 26.3 DRY DENSITY(PCF) 104.4 1104 107.6 LOAD(PSF) 150 150 150 SWELL(°/6) 9-9 92 9.4 EXPANSION INDEX 99 92 94 DIRECT SHEAR SAMPLE- No IV yli van CONDITION Remold 901/0 Remold 90% Remold 90% ANGLE INTERNAL FRIC'T'ION 13 11 12 COHESION INTERCEPT(PCF) 300 300 330 PROJECT NO CE-6287 PLATE NO.THREE