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2008-842 CN/G/PE �.,. . City oNGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering June 19, 2009 Attn: Union Bank 200 W. D Street Encinitas, California 92024 RE: Jeff Taarud 2416-2424 Montgomery Avenue APN 261-111-47 Case # 06-212 Grading Permit 842-G Final release of security Permit 842-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has finaled the grading. Therefore, a release of the remaining security deposit is merited. Certificate of Deposit 0219111051, in the amount of$26,400.00, 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, Q Debra Geis rt Jay Le bach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Jeffrey Taarud Debra Geishart File Enc. TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper City O fNGI NE ERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering June 11, 2009 Attn: Union Bank 200 W. D Street Encinitas, California 92024 RE: Jeff Taarud 2416-2424 Montgomery Avenue APN 261-111-47 Grading Permit 842-G Partial release of security Permit 842-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the rough grading. Therefore, a release of 75% security deposit is merited. Certificate of Deposit 0219111044, in the amount of$79,200.00, 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. Sincer ly, Debra Gei rt y L bach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Jeffrey Taarud Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 14 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 CONSTRUCTION PERMIT PERMIT NO. : 842CN PARCEL NO. 261-111-4700 PLAN NO. : JOB SITE ADDRESS : 2416- 2424 MONTGOMERY AVE CASE NO. : 06212 / CDP APPLICANT NAME JEFF TAARUD MAILING ADDRESS : 2424 MONTGOMERY AVE PHONE NO. : 760-943-9784 CITY: CARDIFF STATE: CA ZIP: 92007- CONTRACTOR : GENESIS GRADING PHONE NO. : LICENSE NO. : 78311 LICENSE TYPE: A INSURANCE COMPANY NAME: NAVIGATORS INSURANCE CO POLICY NO. 04-N0000162 POLICY EXP. DATE: 7/24/09 ENGINEER SOWARDS & BROWN ENGINEERING PHONE N 760-436-8500 PERMIT ISSUE DATE: 8/19/08 PERMIT EXP-:--D7 IrE 09 PERMIT ISSUED BY: INSPE OR: NICK DEILE - --- -- - - - - -- -- -- - --- ----- PERMIT FEES & DEPOSITS -- ----- ---- --- - ---- - --- ----- 1 . PERMIT FEE 300 . 00 2 . GIS MAP FEE . 00 3 . INSPECTION FEE . 00 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE . 00 6 . SECURITY DEPOSIT . 00 7 . FLOOD CONTROL FE . 00 8 . TRAFFIC FEE . 00 9 . IN-LIEU UNDERGRN . 00 10 . IN-LIEU IMPROVMNT . 00 ll . PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT: . 00 - - - - - - - - - - - - - - - - - - - - - - - - - DESCRIPTION OF WORK - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - PERMIT FOR IMPROVEMENTS IN THE RIGHT OF WAY. PER 842-G/PE . CONTRACOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T. C.H. STANDARDS OR APPROVED PLAN. REVISIONS TO ISSUED PERMIT PERMIT TO INCLUDE ALLEY WORK PER PLAN 842-G. - --- INSPECTION --- --------- ---- DATE ----- - - - INS ECTOR' S SIGNAT E ---- INITIAL INSPECTION FINAL INSPECTION -- - ---------- --------- --------- -- ---- ---------- --- -------- - ------------ -------- I HAVE CAREFULLY EXAMINED THE COMPLETED PERMIT AND DO HEREBY CERTIFY UNDER PENALTY OF PERJURY, THAT ALL THE INFORMATION IS TRUE. NATUR DATE SIGNED PRINT NAME TELEPHONE NUMBER CIRCLE ONE: 1 . OWNER 2 . AGENT 3 . OTHER C I T Y OF E N C I N l l' A b ENGINEERING SERVICES DEPARTMENT 505 S . VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO. : 842GI PARCEL NO. 261-111-4700 PLAN NO. : JOB SITE ADDRESS : 2416- 2424 MONTGOMERY AVE CASE NO. : 06212 / CDP APPLICANT NAME JEFF TAARUD . PHONE NO. : 760-943-9784 MAILING ADDRESS : 2424 MONTGOMERY AVE CITY: CARDIFF STATE: CA ZIP: 92007- CONTRACTOR : GENESIS GRADING PHONE NO. : LICENSE NO. : 78311 LICENSE TYPE: A ENGINEER : SOWARDS & BROWN ENGINEERING PHONE O. : 760-436-8500 PERMIT ISSUE DA 19/08 PERMIT 09 PERMIT ISSUED BY: INSPE NICK DEILE ----- PERMIT FEES & DEPOSITS -------------------- ------ 1 . PERMIT FEE --2-9_ . 2 . GIS MAP FEE . 00 3 . INSPECTION FEE 5 , 167 . 00 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE 1, 033 . 00 6 . SECURITY DEPOSIT 105, 595 : 00 7 . FLOOD CONTROL FE 229 . 00 8 . TRAFFIC FEE . 00 9 . IN-LIEU UNDERGRN . 00 10 . IN-LIEU IMPROVMT = . 00 ll . PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT: -- -- - --- - - -- -- -- ----- --- - 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. L-e-*et' ___ _ INSPE CTION CTION --------- ----- -'DATE ----- INS ECTOR' S SIGNATURE ---- INITIAL I NSPECTION COMPACTION REPORT RECEIVED O ENGINEER CERT. RECEIVED Irl — ROUGH GRADING INSPECTION — co Fr_ 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 ISSUE PURSUANT TO THIS APPLICATION. SIGNAT DATE SIGNS ^ PRINT NAME TELEPHONE NUMBER CIRCLE ONE: 1 . OWNER 2 . AGENT 3 . OTHER ate, urre-IN P.O.Box 1195 Lakeside,California September 16, 2008 92040 (619)443-0060 Jeff Taarud 2424 Montgomery Avenue Cardiff, California 92007 Subject: File No. 1167E4-04 Report of Compacted Filled Ground Proposed Residential Building Site 2424Montgomery Avenue City of Encinitas Dear Mr. Taarud: In accordance with your request,our firm has inspected the grading operation and tested the fill soils that were placed and compacted during the preparation of the subject side. This is to report the results of our soil tests. The work was performed during the period between August 20, 2008 and September 10, 2008. The site is located at 2424 Montgomery Avenue, City of Encinitas. To briefly summarize the work, we found the compaction of the fill soils to conform to the recommended and approved grading specifications and current standard practices. SECTION No. 1. SCOPE Our function consisted of providing the engineering services involved with determining the degree of compaction of fill placed on the site in accordance with the recommendations set forth in our Site Inspection dated February 17, 2004. The results of the field density tests are presented on Page T-1 under"Table of Test Results". The laboratory determinations of the maximum dry densities and optimum moisture contents of the fill soils are set forth on Page L-1 under"Laboratory Test Results". The approximate locations of the filled ground and the field density tests are presented on Plate No. 1 entitled "Location of Field Density Tests". 1 Jeff Taarud File No. 1167E4-04 September 16, 2008 The grading was performed for the purpose of recompacting existing fill soils and loose native soils and creating a level building pad for the construction of the proposed residential building site. SECTION No. 2. SOIL CONDITIONS Soils used in the fill were those generated from the on-site excavation. EARTHWORK Preparation: Prior to placement of fill,the areas to receive fill were scarified,watered and compacted to 90 percent. Natural ground to receive fill was tested to determine its relative compaction. Native soils having a relative compaction of less than 85 percent were removed, replaced and compacted to 90 percent. Placing and compacting fill: Fill soil was placed, watered and mechanically densified in the areas indicated on attached Plate No. 1. During grading, any fill found to have a relative compaction of less than 90 percent was reworked until the proper density of 90 percent had been achieved. Field density test results: To verify compaction, field density tests were performed in accordance with applicable American Society of Testing and Materials (ASTM)test methods. Test method ASTM D1556-82 was used at the indicated locations. SECTION No.3. SUMMARY AND RECOMMENDATIONS Based on the work and tests described hereinbefore and work description set forth in Section 1, 'Scope', we conclude: 1. The filled ground has been compacted to 90%. 2. The placement of fill has been accomplished in accordance with the grading specifications and with current standard practices. 3. Spread footings will have a minimum allowable bearing value of at least 2000 pounds per square foot. The allowable bearing value will be considerably more for footings larger than 12 inches wide and/or 12 inches deep. If loads heavier than 2000 pounds per square foot for continuous footings are anticipated, we should be contacted for an increased bearing value. 4. Expansive soils were not encountered. Conventional spread footings founded a 2 Jeff Taarud File No. I I67E4-04 September 16,2008 minimum of 12 inches below lowest adjacent grade and having a width determined by the allowable soil bearing value as detailed above are recommended for foundation support. Footing widths should be at least 12 and 24 inches for continuous and square footings respectively due to practical considerations as well as Building Code requirements. Reinforcing in footings should consist of one#4 steel bar placed continuously in the top and bottom of continuous footings regardless of structural requirements. Reinforcing for isolated footings are dictated by the structural requirements. 3. Concrete slab-on-grade should be constructed to have a nominal thickness of 4" and underlain with a sand blanket of 3 inches in thickness. Provide minimum temperature reinforcement consisting of 6X6-10/10 welded wire mesh. The sand subbase(sand blanket) should have a sand equivalent exceeding 30 per ASTM D2419. All slabs should either have a conventional thickened edge or be poured monolithically with continuous footings at the slabs perimeter. Conventional thickened edges should be 8" thick at slab edge,uniformly tapering to 4" thick at 2' from slab edge. The thickened edges or monolithic footings should extend completely around the slab's perimeter. Construction and expansion joints should be considered slab edges. Maximum spacing of expansion joints is 50' for interior slabs and 30' for exterior slabs. SECTION No. 4. LIMITATIONS UNIFORMITY OF SOIL CONDITIONS: The values presented in this report are based on our evaluation of the observed,exposed soil conditions. We have assumed that the soil conditions in the remaining portions of the site can be interpolated without significant deviation in physical properties. We have made a conscientious effort to select representative test locations and to provide enough tests for a statistically adequate population in excess of current standard practices. However,parameter values may be substantially different in other areas due to unforeseeable variations in the soils. Also,the parameters are affected in time by the moisture-expansion(volume)-pressure changes that seriously affect the tested values. ENGINEERING INTERPRETATION: We are available for consultation and should be made aware of any pertinent condition or problem. Our conclusions will be re-evaluated and any problem or potential problem solved with a minimum effort and cost before it gets out-of-hand. TIME LIMITS: This report presents conclusions and findings that are valid as of this date. Changes on this site and adjacent property including grading, improvements, drainage, erosion, etc. may directly 3 Jeff Taarud File No. 1167E4-04 September 16, 2008 affect the findings, conclusions and recommendations presented herein. Subsequent alterations or conditions may invalidate these recommendations and values. The values in this report will probably remain applicable for one year provided the site conditions remain unaltered. After this period, we should be contacted to inspect the site and review this report so that we may verify its validity. WARRANTY: Certain risks are involved with geotechnical and soil engineering work,which should be recognized by those involved. We have performed our services in accordance with current standard practices and procedures. These practices and procedures are those presently utilized by members of our profession in this region. We do not express or imply a warranty or guarantee regarding these services. OUTSIDE RESPONSIBILITY: It is the responsibility of the client(firm or person to whom this report is submitted)to insure that the information presented herein is made available to the concerned parties. In addition it is the client's responsibility to make certain that any construction reflects any applicable requirements and conforms with the current codes of jurisdictive governmental agencies. PROJECT CONCEPT: We should be notified of any changes in the proposed structures, construction,or site grading,or project concept so that any addendum or modifications to this report may be provided as necessary. Summary of the GRADING SPECIFICATIONS USED for Proposed Residential Building Site 2424 Montgomery Avenue City of Encinitas SOIL TEST METHODS: Maximum Density&Opt Moisture -- ASTM D1557-78 Density of Soil In-Place -- ASTM D1556-82 Soil Expansion -- UBC STANDARD 29-2 Shear Strength -- ASTM D3080-72 Gradation&Grain Size -- ASTM D1140-71 Capillary Moisture Tension -- ASTM D2325-68 LIMITING SOIL CONDITIONS: Minimum Compaction -- 90%for "disturbed" soils. (Existing fill,newly placed fill,plowed ground, etc.) 4 Jeff Taarud File No. 1167E4-04 September 16,2008 -- 85% for natural, undisturbed soils. -- 95%for pavement subgrade within 2' of finish grade and pavement base course. Expansive Soils -- Expansion index exceeding 20 Insufficient Fines -- Less than 40%passing the#4 sieve. Oversized Particles -- Rocks over 10" in diameter. PREPARATION FOR FILL: Brush,trash,debris and detrimental soils were cleared from the area to receive fill. Detrimental soil was removed to competent soil. Slopes exceeding 20%were stepped with benches 10' or greater in width. The area to be filled was scarified to a 6" depth and compacted. FILL MATERIAL: Contained sufficient fines and did not contain oversized particles or excessive organics. Special attention was given to the disposition of any oversized rock,organic soils and expansive soils. Please read this report carefully. If you have any questions,please contact our office. This opportunity to be of service is sincerely appreciated. Page L-1, Page T-1 and Plate No. 1 are parts of this report. Respectfully submitted, QaOFESS/0� H C. NO.21,650 Jos h C myth, RCB 65b lx, 'EXP 9/30/09 JCS/mlj �9T�oF c CIVI cc: (3)submitted 5 Jeff Taarud File No. I I67E4-04 September 16, 2008 Page L-1 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the fill materials as determined by the A.S.T.M.,D1557-78,Method A,which uses 25 blows of a 10 pound rammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder, are presented as follows: Maximum Optimum Expansion Dry Density Moisture Soil Type Index lb./cu.ft. Content dry wt. 1 Brown silty,fine to medium sand with clay binder and gravel 28 124.2 11.8 Jeff Taarud File No. 1167E4-04 September 16, 2008 Page T-1 TABLE OF TEST RESULTS A.S.T.M., D1556-82 DEPTH MAXIMUM OF FILL FIELD DRY DRY TEST SOIL AT TEST MOISTURE DENSITY DENSITY PERCENT NO. TYPE IN FEET % P.C.F. P.C.F. COMPACTION 1 1 +2 10.9 112.7 124.2 90.7 2 1 +3 f.g. 7.4 114.7 124.2 92.4 fg. = finish grade I I EXrs r/tj x. Nouslc or X: MONT(40MEAY • FIELD DENSITY TEST COMPACTED FILL TOP OF SLOPE TOE OF SLOPE JOB NO. LOCATION OF !! G 7&"y - o 'Y i3Y_ FIELD DENSITY TESTS DATE 11421 Woodside Ave.,Suite C Santee, California 92071 /'LA T E -T� 9 ' /G ' B (619)562-0500 i P.O.Box 1195 February 17, 2004 Lakeside,California 92040 (619)443-0060 Jeff Taarud 2424 Montgomery Avenue Cardiff,California 92007 SUBJECT: File No.1167E4-04 SITE INSPECTION Proposed Residential Additions 2424 Montgomery Avenue City of Encinitas Dear Mr. Taarud: SCOPE In accordance with your request, a Site Inspection has been performed at the subject site. The purpose of this investigation was to examine existing site conditions and provide engineering recommendations for the proposed remodeling of the existing residential structure. It is our understanding that the proposed new development includes a garage and room addition FIELD INSPECTION In order to accomplish this purpose, a representative of this firm visited the site, reviewed the topography and site conditions and visually and textually classified the surface and near surface soils. Representative samples of the on-site soils were obtained from two test explorations 3 feet in depth and tested for density, shear strength and expansive characteristics. An in-place field density test was taken in accordance with D1556-82 at the bottom of Test Exploration No. 2 at the rear of the site. Test results indicate relative compaction of the soils at that level to be.76.7 percent. SITE CONDITIONS The subject site is a residential property located on the west side of Montgomery Avenue. The property is approximately 10 feet below street level, is relatively level at the residence, and then slopes back to the alley at the rear at an approximate 5 percent inclination. The is presently occupied by a single-family residence and 4-foot retaining walls at the front of the site We did not observe any man-made fill soils during the course of this inspection; however, it appears that Trench No. 2 was excavated in a trash or fire pit. 1 JeffTaarud File No, 1167E4-04 February 17,2004 SOIL CONDITIONS In Test Exploration No. 1 in the front yard, we encountered native soils consisting of firm, brown, cemented, silty sands with clay binder to approximately 2 feet in depth. These surface soils are underlain by firm, red brown, lightly cemented silty sands to the bottom of the excavation, approximately 3 feet in depth In Test Exploration No. 2, at the rear of the site, we encountered loose, brown, silty sands with, clay binder, organics, and pieces of glass and charcoal to the bottom of the exploration, approximately 3 feet in depth Natural ground was not encountered in this test exploration, however, we anticipate that the loose soils will extend to approximately 3.5 to 4 feet in depth It is our opinion that this area was a trash or fire pit,not a graded fill, and the loose area will probably not be extensive. The sandy soils encountered in the test exploration were not considered to be detrimentally expansive with respect to change in volume with change in moisture content and will not require special foundation design to resist expansive soils. CONCLUSIONS AND RECOMMENDATIONS 1. A representative sample of the foundation soil was remolded to 90% of maximum dry density. Based on the following test results, a safe allowable bearing value of at least 2000 pounds per square foot may be used in designing the foundations and slab for the proposed structure. This value may be increased by one third for wind and/or seismic loading. Angle of internal friction 370 Cohesion 249 psf Unit weight 112.6 pcf Maximum Dry Density 124.2 pcf Optimum Moisture Content 11.8 Expansion Index 28 2. It is our opinion that the footings for the proposed additions must extend through any loose surface soils, at least 12 inches into firm natural ground. We anticipate that footing depth will be from 2 to 4 feet in order to achieve the proper strata. The footing excavations should be inspected by a representative of this firm prior to placement of forms and reinforcing steel to insure that proper depth has been achieved. 3. Reinforcing in footings should consist of at least one ##4 steel bar placed horizontally, continuously in the top and bottom of continuous footings regardless of structural requirements. In addition to the top and bottom reinforcements, a #4 steel bar should 2 Jeff Taarud File No. 1167F,4-04 February 17,2004 be placed horizontally for each additional foot of depth beyond 12 inches. Reinforcing for isolated footings are dictated by the structural requirements. These recommendations are based upon on the soil type encountered and do not take into consideration the proposed bearing load. 4. Concrete slabs-on-grade should be constructed to have a nominal thickness of 4" and underlain with a sand blanket of 3 inches in thickness. Provide minimum temperature reinforcement consisting of 6X6-10/10 welded wire mesh. The sand subbase(sand blanket) should have a sand equivalent exceeding 30 per ASTM D2419. All slabs should either have a conventional thickened edge or be poured monolithically with continuous footings at the slabs perimeter. Conventional thickened edges should be 8" thick at slab edge, uniformly tapering to 4"thick at 2'from slab edge. The thickened edges or monolithic footings should extend completely around the slab's perimeter. Construction and expansion joints should be considered slab edges. Maximum spacing of expansion joints is 50'for interior slabs and 30' for exterior slabs. 5. Resistance to horizontal movement may be provided by allowable soil passive pressure and/or coefficient of friction Jarestatic ete to soil. The allowable passive pressure may be assumed to be 500 psf at the nd increasing at the rate of 400 psf per foot of depth These pressures assume a & s vertical element, no surcharge and level adjacent grade. If these assumptions aect, we should be contacted for values that reflect the true conditions. The values conditions and may be increased 1/3 for wind and/or seismic loading. The coefficient of friction of concrete to soil may be safely assumed to be 0.4. 6. Active pressures for the design oTa� ya ed,cantilevered, individually supported retaining walls, capable of slight movemefrom load may be consider ed to be equivalert to the pressures developed by a fluid density of 30 pcf. This value assumes a vertical, smooth wall and level drained bWe should be conacted for new pressures if these assumptions are incorrect. Restralls, incapable of movement away from load without damage such as basement walls, be designed for the additional equivalent fluid of 24 pcf applied triangularly for cohesionless type soils and trapezoidally for cohesive type soils. 7. The above design values and foundation design assume that the retaining wan excavations will expose soils similar to those we tested daring our site inspection. If any grading is contemplated for the proposed project, the following grading specifications should be followed. 3 Jeff Taarud File No. 1167E4-04 February 17,2004 RECOMMENDED GRADING SPECIFICATIONS For Proposed Residential Building Site 2424 Montgomery Avenue City of Encinitas GENERAL: Soil Testers and 'Sod Engineer' are synonymous hereinafter and shall be employed to inspect and test earthwork in accordance with these specifications, the accepted plans, and the requirements of any junsdictive governmental agencies. They are to be allowed adequate access so that the inspections and tests may be performed. The Soil Engineer shall be apprised of schedules and any unforeseen soil conditions. Substandard conditions or workmanship, inadequate compaction, adverse weather, or deviation from the lines and grades shown on the plans, etc., shall be cause for the soil engineer to either stop construction until the conditions are corrected or recommend rejection of the work Refusal to comply with these specifications or the recommendations and/or interpretations of the-soil engineer will be cause for the soil engineer and/or his representative to immediately terminate his services. Deviations from the recommendations of the Soil Report, from the plans, or from these Specifications must be approved in writing by the owner and the contractor and endorsed by the soil engineer. SOIL TEST METHODS: Maximum Density&Opt Moisture —ASTM D1557-78 Density of Soil In-Place —ASTM D1556,D2922 and D3017 Soil Expansion —UBC STANDARD 18-2 Shear Strength --ASTM D3080-72 Gradation&Grain Size —ASTM D1140-71 Capillary Moisture Tension —ASTM D2325-68 Organic Content —%Weight loss after heating for 24 hours at 300°F and after deducting soil moisture. LIlVII MG SOIL CONDITIONS: Minimum Compaction 90'/o for'disturbed'soils. (Existing fill, newly placed fill,plowed ground, etc.) 84%for natural,undisturbed soils. 950/0 for pavement subgrade within T of finish grade and pavement base course. Expansive Soils Expansion index exceeding 20 Insufficient fines Less than 40"/o passing the#4 sieve. Oversized Particles Rocks over 10"in diameter. 4 Jeff Taarud File No. 1167E4-04 February 17, 2004 PREPARATION OF AREAS TO RECEIVE FILL; Brush,trash, debris and detrimental soils shall be cleared from the areas to receive fill. Detrimental soils shall be removed to firm competent soil. Slopes exceeding 20'/o should be stepped uphill with benches 10'or greater in width Scarify area to receive fill to 6" depth and compact. In areas where cut/fill transitions occur, the cut portion of the pad should be over-excavated to at least 2 feet in depth and recompacted along with the fill to provide uniform support. FILL MATERIAL shall not contain insufficient fines, oversized particles, or excessive organics. On-site disposition of oversized rock or expansive soils is to be at the written direction of the Soil Engineer. Select fill shall be as specified by the soil engineer. All fills shall be compacted and tested. SUBDRAINS shall be installed if required by and as directed by and detailed by the soil engineer and shall be left operable and unobstructed. They shall consist of 3" plastic perforated pipe set in a minimum cover of 4" of filter rock in a'vee ditch to intercept and drain free ground from the mass fills. Perforated pipe shall be schedule 40,Poly-Vinyl-Chloride or Acrylonitrile Butadienne Styrene plastic. Rock filter material shall conform to the following gradation: Sieve size: 3/4" #4 #30 #200 °/.Passing: 90-100 25-50 5-20 0-7 Subdrains shall be set at a minimum gradient of 0.2%to drain by gravity and shall be tested by dye flushing before acceptance.Drains found inoperable shall be excavated and replaced. CAPPING EXPANSIVE SOUS: If capping expansive soils with non-expansive soil to mitigate the expansive potential is used,the cap should be compacted,non-expansive, select soil placed for a minimum thickness 2.5' over the expansive soil and for a minimum distance of 8' beyond the exterior perimeter of the structure. Special precautions should be taken to ensure that the non- expansive soil remains uncontaminated and the minimum thickness and dimensions around the structure are maintained. The expansive soils underlying the cap of non-expansive cap should be pre-saturated to a depth of 2.5'to obtain a degree saturation exceeding 90%before any construction supported by the compacted cap. The non-expansive soil comprising the cap should conform to the following: Minimum Compaction 90 Maximum Expansion Index 30 Nf nimum Angle of Internal Friction 33 Deg Cohesion Intercept 100 psf 5 Jeff Taarud File No. 1167E4-04 February 17,2004 UNFORESEEN CONDITIONS: Soil Testers assume no responsibility for conditions, which differ from those, described in the applicable current reports and documents for this property. Upon termination of the soil engineer's services for any reason, his fees up to the time of termination become due and payable. If it is necessary for the soil engineer to issue an unfavorable report concerning the work that he has been hired to test and inspect, the soil engineer shall not be held liable for any damages that might result from his'unfavorable report'- If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. Respectfully submitted, O Qp%oFESq�O ,�Q rrnn J Smyth, CE 21 SO EXP.�o�as " JCSIss 9 C►ViL OF CALIFO 6 THE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON AUG 12 2008 RECORDING REQUESTED BY AND, ) DOCUMENT NUMBER 2008-0431937 WHEN RECORDED MAIL TO: ) GREGORY.J SMITH,COUNTY RECORDER SAN DIEGO COUNTY RECORDER'S OFFICE TIME 4:06 PM CITY CLERK ) CITY OF ENCINITAS ) 505 SOUTH VULCAN AVENUE ) ENCINITAS, CA 92024 ) SPACE ABOVE FOR RECORDER'S USE ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT ENCROACHMENT PERMIT NO. X94 -- /� A.P.N.: 0,61— /r7 Project No: _ - / An encroachment permit is hereby granted to the Permittee designated in paragraph one, Attachment "A", as the owner of the Benefited property described in paragraph two, Attachment 'A" to encroach upon City Property described in paragraph three, Attachment "A", as detailed in the diagram, Attachment "B". Attachments "A" and "B" are hereby incorporated herein by this reference as though fully set forth at length. In consideration of the issuance of this encroachment permit, Permittee hereby covenants and agrees, for the benefit of the City, as follows: 1. This covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees, and assigns of the respective parties. 2. Permittee shall use and occupy the City Property only in the manner and for the purpose described in paragraph four, Attachment "A". 3. By accepting the benefits herein, Permittee acknowledges title to the City Property to be in the City and waives all right to contest that title. 4. The term of the encroachment permit is indefinite and may be revoked by the City and abandoned by Permittee at any time. The city shall mail written notice of revocation to Permittee, addressed to the Benefited Property which shall set forth the date upon which the benefits of encroachment permit are to cease. 5. City is entitled to remove all or a portion of the improvements constructed by Permittee in order to repair, replace, or install public improvements. City shall have no obligation to pay for or restore Permittee's improvements. 6. Permittee agrees to hold harmless, defend and indemnify from and against all claims, demands, costs, losses, damages, injuries, litigation, and liability arising out of or related to the use, construction, encroachment or maintenance to be done by the Permittee or Permittee's agents, employees or contractors on City Property. 7. Upon abandonment, revocation, completion, or termination, Permittee shall, at no cost to the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date of abandonment. 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. 9. If either party is required.to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this covenant are alien upon the Benefited Property. Upon 30-day notice, and an opportunity to respond, the City may add to the.tax bill of the Benefited Property any past due financial obligation owing to city by way of this covenant. 11. Permittee waives the right to assert any claim or action against the City arising out of or resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12. Permittee recognizes and understands that the permit may create a possessory interest subject to property taxation and that the permittee may be subject to the payment of property taxes levied on such interest. 13. As a condition precedent to Permittee's right to go upon the City Property, the agreement must first be signed by the Permittee, notarized, executed by the City and recorded with the County Recorder of the County of San Diego. The recording fee shall be paid by Permittee. 14. Approved and issued by the City of Encinitas, California, this day of , 20 Dated: -// to of? Ow mittee ignature I-SET-F TA fig G�) Owner/Permittee Print Dated: Owner/Permittee Signature Owner/Permittee Print (Notarization of PERMI gna ' atta Dated: / -7 / 00 ^ M.wPeter Cota-Robles Engineering Service Director, City of Encinitas ACKNOWLEDGMENT State of California County of� �1 e.u7 ) On, I Of Z oo before me,To J e 1 -4w,l 04r-0 , �ar4g� Pt4 61►G f (� (insert name and title of the officer) personally appeared J eT '4 AtY Lki who proved to me on the basis of satisfactory evidence to be the person($) whose name(A) is/a;e- subscribed to the within instrument and acknowledged to me that he/sheAtiey executed the same in his/lieffteir authorized capacity(ies), and that by hiseir signature(a) on the instrument the person(g), or the entity upon behalf of which the person(g) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. ONMY OFFICIAL SEAL JOYE DAWN CATO NOTARY PUBLIC•CALIFORNIA COMM.NO.1789146 SAN DIEGO COUNTY COMM.EXP.gAN.1h jN121 Signature (Seal) EXHIBIT"A"TO COVENANT REGARDING ENCROACHMENT PERMIT NO. 842-G PERMITTEE JEFFREY ERIC TAARUD BENEFITED PROPERTY ALL THAT LAND AS DESCRIBED IN GRANT DEED DOC. NO. 2000-0010581 RECORDED ON JANUARY 7, 2000' IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY. CITY PROPERTY THAT PORTION OF SOUTHWESTERLY HALF OF MONTGOMERY AVENUE ADJACENT AND CONTIGUOUS WITH THE PROPERTY DESCRIBED ABOVE AS "BENEFITED PROPERTY" PURPOSE ENCROACHMENT FOR RETAINING WALLS AND CONCRETE DRIVEWAY IN RIGHT- OF-WAY. 070401 TR EXHI BI T 'B' 0 N �1 A I W U P A In f ENCROACHMENT NEW WALL AND AC PA SING s � ENCROACHMENT EXISITNG WALL AND LANDSCAPING ENCROACHMENT EXISITNG ENTRY RAMP c` PROPERTY LINE ENCROACHMENT \ NEW WALL AND LANDSCAPING s , p, s CONCRETE DRIIiEWAY ENCROACHMENT NEW WALLS AND 1p\ STAIRWELL CIO P QROF ESS/pal V m o. 36190 m Ex . 6/30/10 ( , C/V P JOB NO. 07-040 7109108 �9j SOWARDS & BROWN ENGINEERING F OF CAL\ CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE SUITE 103 CARDIFF BY THE SEA, CA., 92007 TEL. 760/436-8500 FAX 760/436-8603 "r +a[r:.ncwow[EOwnEU[nc vrowtEUCM[uucervowtEDCrvFrvu[xrvow[[ocrn[outer:owrFOGrnfrvcncxuow[farv[rvucerrowr[ocrntrvucrrvow«ccu[uucervowt[ocrn[rvucxry - State of California ) CALIFORNIA ALL-PURPOSE e County of ) CERTIFICATE OF ACKNOWLEDGMENT On ZJ before me,� here insert name and title of the officer) personally appeared who proved to me on the basis of satisfactory evidence to be the person(s)whose name(so'is re subscribed to the within instrument and acknowledged to me that(9he/they executed the same in(g�er/their authorized capacity(ies), and that b is er/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s)acted,executed the instrument. 1 certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. RANDA G.MILLX)M 1 WITNESS my hand and official seal. Co�+�issf°nNt�Oli64 swan iubNc Ceunty : 11y Exp.Jan.6,2011 Signature (Seal) OPTIONAL INFORMATION Although the information in this section is not required by law, it could prevent fraudulent removal and reattachment of this acknowledgment to an unauthorized document and may prove useful to persons relying on the attached document. Description of Attached Document Additional Information The preceding Certificate of Acknowledgment is attached to a document Method of Signer Identification a titled/for the purpose of Proved to me on the basis of satisfactory evidence: _0 form(s)of identification 0 credible witness(es) Notarial event is detailed in notary journal on: containing pages, and dated Page# Entry# The signer(s) capacity or authority is/are as: Notary contact: x ❑ Individual(s) Other ❑ Attorney-in-Fact ❑ Additional Signer(s) ❑ Signer(s)Thumbprint(s) ❑ Corporate Officer(s) Title(s) ❑ ❑ Guardian/Conservator ❑ Partner-Limited/General ❑ Trustee(s) ❑ Other: representing: Name(s)of Persons)or Entitoes)Signer is Representing 3 ®Copyright 2007 Notary Rotary,Inc.925 29th St.,Des Moines,IA 50312-3612 Form ACK03. 10/07. To re-order,call toll-free 1y-877-349x6588 or visit us on the Internet at http://www.notaryrotary.com a'4N 1p MINI. TIE EK:� P.O.Box 1195 Lakeside,California 92040 (619)443-0060 April 22, 2008 Jeff Taarud 2424 Montgomery Avenue Cardiff, California 92007 SUBJECT: File No.1167E4-04 Update to Site Inspection Proposed Residential Additions 2424 Montgomery Avenue City of Encinitas Dear Mr. Taarud: In accordance with your request, a representative of our firm has inspected the subject site to update our Site Inspection report dated February 17, 2004. A new single family residence has been constructed since our previous inspection. There have been no apparent changes in the soil conditions since our previous report was issued. The recommendations presented therein still apply. Foundations placed closer to the top of slope than 7 feet should be deepened such that the face of foundation at the level of the bottom is at least 7 feet back from the face of slope at that level and must be founded in either firm natural ground or documented compacted fill materials. Footing excavations should be inspected by a representative of this firm prior to placement of forms and reinforcing to insure that proper depth has been achieved. If you have any additional questions, please do not hesitate to contact our office. Respectfully submitted, PROF ESS °S��H At CO `~ N0.21,650 m Jose�h C. S h, RCE 21650 Q EXP 9/30/09 S/ss ivi 'yam cc a�P iF�,F CAl«CP` cc: (3) submitted MON P.O.Box 1195 Lakeside,California 92040 (619)443-0060 April 22, 2008 Jeff Taarud 2424 Montgomery Avenue Cardiff California 92007 SUBJECT: File No.1167114-04 Update to Site Inspection Proposed Residential Additions 2424 Montgomery Avenue City of Encinitas Dear Mr. Taarud: In accordance with your request,a representative of our firm has inspected the subject site to update our Site Inspection report dated February 17, 2004. A new single family residence has been constructed since our previous inspection. There have been no apparent changes in the soil conditions since our previous report was issued. The recommendations presented therein still apply. Foundations placed closer to the top of slope than 7 feet should be deepened such that the face of foundation at the level of the bottom is at least 7 feet back from the face of slope at that level and must be founded in either firm natural ground or documented compacted fill materials. Footing excavations should be inspected by a representative of this firm prior to placement of forms and reinforcing to insure that proper depth has been achieved. If you have--a n-y additional questions,p6ease d-o nofhesl£ate to contact our o tti e — -- - Respectfully submitted, V fEtpFESsz • ��O�+H C.S�1��2 "'; .. y i w NO.21,650 m Jose C. S h,RCE 21650 cc ocP Wm o. S/ss c►vii- �� Fr,F C,AI,.f�Q` cc: (3)submitted P.O.Box 1195 Lakeside,California 92040 (619)443-0060 April 22, 2008 Jeff Taarud 2424 Montgomery Avenue Cardifl� California 92007 SUBJECT: File No.1167E4-04 Update to Site Inspection Proposed Residential Additions 2424 Montgomery Avenue City of Encinitas Dear Mr. Taarud: In accordance with your request,a representative of our firm has inspected the subject site to update our Site Inspection report dated February 17, 2004. A new single family residence has been constructed since our previous inspection. There have been no apparent changes in the soil conditions since our previous report was issued. The recommendations presented therein still apply. Foundations placed closer to the top of slope than 7 feet should be deepened such that the face of foundation at the level of the bottom is at least 7 feet back from the face of slope at that level and must be founded in either fine natural ground or documented compacted fill materials. Footing excavations should be inspected by a representative of this firm prior to placement of forms and reinforcing to insure that proper depth has been achieved. If you have any additional questions,pease&oWRh sit ate to contact our o cue --- -- - RespectfWly submitted, O fppFESS/p • � H C.S��F r w H0.21,650 m Jose C. S h,RCE 21650 cc EXP.SMM o. S/ss civet Fr,F.C'AU�CP cc: (3)submitted DRAINAGE STUDY FOR TAARUD RESIDENCE 2416 & 2424 MONTGOMERY AVENUE CARDIFF, CA APN: 261-111-47 i No.38190 " Exp.06-30-08 PREPARED BY: SOWARDS AND BROWN ENGINEERING, INC. CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE, STE 103, CARDIFF, CA 92007 (760) 436-8500 07-040 12-21-07 HYDROLOGY AND HYDRAULICS CRITERIA: 1. USE SAN DIEGO COUNTY DRAINAGE DESIGN MANUAL-RATIONAL METHOD AND MODIFIED RATIONAL METHOD 2. DESIGN FOR 100-YEAR FREQUENCY STORM USING THE COUNTY'S ISOPLUVIAL CHARTS AND INTENSITY DURATION FORMULA TO DETERMINE INTENSITIES (1100). SEE ATTACHED. 3. RUNOFF COEFFICIENT(C) BASED ON SOIL TYPE 'B' FROM SOIL GROUPS MAP AND TABLE 3-1. SEE ATTACHED. 4. USE OVERLAND TIME OF FLOW FORMULA FROM FIG. 3-3 TO DETERMINE TIMES - OF CONCENTRATION (Ti). SEE ATTACHED. 5. REFER TO ENCLOSED 'DRAINAGE MAP' FOR BASIN LOCATIONS AND AREAS. SITE SPECIFICS: -- 1. PRE-DEVELOMENT CONDITIONS INCLUDE TWO EXISTING SINGLE-FAMILY HOUSES WITH ASSOCIATED PATIOS, DRIVEWAYS, AND LANDSCAPING ON A 11,021 SF LOT SLOPING WESTERLY. 2. RUNOFF FROM THE ROOF, PATIO AND LANDSCAPING FROM NORTHERLY HOUSE APPEARS TO BE CONCENTRATED INTO UNDERGROUND PVC PIPING AND DISCHARGED VIA POP UP DRAIN OUTLET IN LOWER HALF OF BACKYARD. FROM THERE THE RUNOFF APPEARS TO SHEETFLOW TO WESTERLY PROPERTY LINE, WHERE IT GRADUALLY FLOWS INTO ALLEY R/W. 3. RUNOFF FROM THE ROOF, PATIO AND LANDSCAPING FROM THE SOUTHERLY HOUSE APPEARS TO SHEET FLOW TO THE WESTERLY PROPERTY LINE, WHERE IT GRADUALLY FLOWS INTO ALLEY R/W. 4. IN THE POST-DEVELOPMENT CONDITION, RUNOFF IS DIVIDED INTO BASINS. BASIN 1 COLLECTS RUNOFF FROM ROOF DRAINS, WALKWAY/PATIO DRAINS, AND FROM SOME LANDSCAPE INTO UNDERGROUND PIPING AND IS DISCHARGED INTO A GRASS LINE SWALE LOCATED IN THE SOUTH EASTERN CORNER OF THE PROPERTY, WHERE IT FLOWS WESTERLY TO AN INLET AND PIPED INTO ALLEY R/W. BASIN 2 RUNOFF FROM ROOF, PATIO, WALKWAY AND GRASS AREA SHEET FLOWS TO SWALES ALONG THE WESTERLY PROPERTY LINE, WHERE IT FLOWS TO THREE DIFFERENT INLETS AND IS PIPED OUT INTO ALLEY R/W. 5. ATRIUM DRAIN INLETS IN ALL IRRIGATED LANDSCAPING AREAS SHALL BE -' RAISED 1"ABOVE FINISHED GRADE IN ORDER TO ELIMINTAE NUISANCE WATER IN THE STORM DRAIN SYSTEM. 6. ALL STORMWATER AND POTENTIAL IRRIGATION RUNOFF IS THUS MINIMIZED AND TREATED BY ONSITE INFILTRATION INTO THE SOIL PRIOR TO REACHING THE PUBLIC RIGHT-OF-WAY, ENSURING COMPLIANCE WITH BEST MANAGEMENT PRACTICES. 7. PRE-DEVELOPMENT FLOW (Q100) INTO ALLEY RAN OF 0.78 CFS IS INCREASED IN POST-DEVELOPMENT CONDITIONS TO 1.10 CFS, ONLY IF THE SOIL IS COMPLETELY SATURATED AND NO SURFACE FLOW INFILTRATES TO THE SOIL ON SITE. Ll t 4qA A] JOB IAA SOWARDS AND BROWN ENGINEERING SHEET NO. OF 2187 Newcastle Ave., Suite 202 CALCULATED BY DATE CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE -1 D M 1 ............. ......... ............ .......... ........... ............................. ........................... .......................... 6. ............. ......................... ............. ............ ............................................................................... .......... ............... ................. ......................... ...................... ............ .......... . ................. ........... ........... .......... ............... 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CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE, STE 103, CARDIFF, CA 92007 (760)436-8500 07-040 5/21/08 HYDROLOGY AND HYDRAULICS CRITERIA: 1. USE SAN DIEGO COUNTY DRAINAGE DESIGN MANUAL- RATIONAL METHOD AND MODIFIED RATIONAL METHOD 2. DESIGN FOR 100-YEAR FREQUENCY STORM USING THE COUNTY'S ISOPLUVIAL CHARTS AND INTENSITY DURATION FORMULA TO DETERMINE INTENSITIES (1100). SEE ATTACHED. 3. RUNOFF COEFFICIENT (C) BASED ON SOIL TYPE 'B' FROM SOIL GROUPS MAP AND TABLE 3-1. SEE ATTACHED. 4. USE OVERLAND TIME OF FLOW FORMULA FROM FIG. 3-3 TO DETERMINE TIMES OF CONCENTRATION (Ti). SEE ATTACHED. 5. REFER TO ENCLOSED 'DRAINAGE MAP' FOR BASIN LOCATIONS AND AREAS. SITE SPECIFICS: 1. PRE-DEVELOMENT CONDITIONS INCLUDE TWO EXISTING SINGLE-FAMILY HOUSES WITH ASSOCIATED PATIOS, DRIVEWAYS, AND LANDSCAPING ON A 11,021 SF LOT SLOPING WESTERLY. 2. RUNOFF FROM THE ROOF, PATIO AND LANDSCAPING FROM NORTHERLY HOUSE APPEARS TO BE CONCENTRATED INTO UNDERGROUND PVC PIPING AND DISCHARGED VIA POP UP DRAIN OUTLET IN LOWER HALF OF BACKYARD. FROM THERE THE RUNOFF APPEARS TO SHEETFLOW TO WESTERLY PROPERTY LINE, WHERE IT GRADUALLY FLOWS INTO ALLEY R/W. 3. RUNOFF FROM THE ROOF, PATIO AND LANDSCAPING FROM THE SOUTHERLY HOUSE APPEARS TO SHEET FLOW TO THE WESTERLY PROPERTY LINE, WHERE IT GRADUALLY FLOWS INTO ALLEY R/W. 4. IN THE POST-DEVELOPMENT CONDITION, RUNOFF IS DIVIDED INTO BASINS. BASIN 1 COLLECTS RUNOFF FROM ROOF DRAINS, WALKWAY/PATIO DRAINS, AND FROM SOME LANDSCAPE INTO UNDERGROUND PIPING AND IS DISCHARGED INTO A GRASS LINE SWALE LOCATED IN THE SOUTH EASTERN CORNER OF THE PROPERTY, WHERE IT FLOWS WESTERLY TO AN INLET AND PIPED INTO ALLEY R/W. BASIN 2 RUNOFF FROM ROOF, PATIO, WALKWAY AND GRASS AREA SHEET FLOWS TO SWALES ALONG THE WESTERLY PROPERTY LINE, WHERE IT FLOWS TO THREE DIFFERENT INLETS AND IS PIPED OUT INTO ALLEY R/W. 5. ATRIUM DRAIN INLETS IN ALL IRRIGATED LANDSCAPING AREAS SHALL BE RAISED 1"ABOVE FINISHED GRADE IN ORDER TO ELIMINTAE NUISANCE WATER IN THE STORM DRAIN SYSTEM. 6. ALL STORMWATER AND POTENTIAL IRRIGATION RUNOFF IS THUS MINIMIZED AND TREATED BY ONSITE INFILTRATION INTO THE SOIL PRIOR TO REACHING THE PUBLIC RIGHT-OF-WAY, ENSURING COMPLIANCE WITH BEST MANAGEMENT PRACTICES. Z 7. PRE-DEVELOPMENT FLOW (Q100) INTO ALLEY R/W OF 0.78 CFS IS INCREASED IN POST-DEVELOPMENT CONDITIONS TO 1.10 CFS, ONLY IF THE SOIL IS COMPLETELY SATURATED AND NO SURFACE FLOW INFILTRATES TO THE SOIL ON SITE. oo AS=N 2) JOB q SOWARDS AND BROWN ENGINEERING SHEET NO. OF 2187 Newcastle Ave., Suite 202 CALCULATED BY DATE 2- CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE ...................... .......................... ............ ..................... ....... ......... ............................... ........................................................ . ............ .......... ....................... 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PERMIT: Z )EXP.ANCHOR MAS.BLOCK OTHER: )OTHER ELECTRODE MATERIALSAMPLINC. ------- O CONCRETE MORTAR GROUT O FIREPROOFING MASONRY BLOCK REBAR STRUCTURAL STEEL )BOLTS INSPECTION PERFORMED,JOB PROBLEM,MATERIAL IDENTIFICATION,PROGRESS,WORK REJECTED, REMARKS A-2 ku: Z� -_5 3 INSPECTION PERFORM l- ------------------- tJ Certification w All work,VnWss theun building otlierwise,noted,complies with the approved plans and specifications and NAME:(PRINT) SIGNATURE CERTIFICATION No„: `)- gE-OTE!C'IN1CAL&CIONSTRUC LION-EDIGINEERMG TESTING&INSPECTION 1441 MONTIEL ROAD,SUITE 115,ESCONDIrr- CA 92026(760)746-4955 FAX(760)746-9806 Alin CONSTR UCTION TESTI G NGINEERINGgINC. ESCONDIDO.TRACV,RIVERSIDE *OXNARD LANCASTER 0 SACRAMENTO INSPECTION "PORT PAGE OF__Z_ CTE JOB# 'A PROJECT NAME: REPORT# ADDRESS: INSPECTION MATERIAL IDENTIFICATION OCONCRETE CONCMIX#IPSISE ARCHITECT: MASONRY GROUTMIX#/pSI O P.T.CONC. MORTAR TYPE/PSI ENGINEER: )FIELD WELD CONTRACTOR: a r.t r. tai- SHOP WE RFBAR GRADE/1�-'- INSPECTION DATE: PILE DRIVING STR-STFEL PLAN FILE: )BATCH PLANT H.S.BOLT BLDG PERMIT: EXP.ANCHOR MAS.BLOCK OTH`,R: OTHER ELECTRODE CONCRETE MATERIAL SAMPLING O ( )MORTAR GROUT FIREPROOFING STRUCTURAL STEEL BOLTS MASONRY BLOCK O REBAR EINSPECTION PERFORMED,JOB PROBLEM,MATERIAL IDENTIFICATION,PROGRESS,WORK REJECTED, REMARKS 61 --z < ----------Oa-4 2008 ECertiff( Lion Of Compliance:All work,on rise noted, theTto'rm building code. Complies with the approved plans and specifications and NAME: PRINT) SIGNATURE CERTIFI CATION NOS' GEOT]EC]UNICAL&CONSTRUCTION ENGINEERM TESTING&INSpECTION 1441 MONT'EL ROAD,SUITE 115,ESCONDIr- CA 92026(760)746-4955 FAX(760)746-9806 CONSTRUCTIONTESTING & ENGINEERING, INC.- ESCONDIDO•TRACY•CORONA •OXNARD •LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE OF � CTE JOB# /O PROJECT NAME: REPORT# �q/y�/Z u�,J/ �Z�s,�,� ADDRESS: ya!y 1b04*0& 0" CONCRETE , CONC.MtX#/PSI ARCHITECT: ( )MASONRY GROUTMIX#IPSI `. ENGINEER: s�� f )P.T CONC. MORTARTIATEM CONTRACTOR: )FIELD WELD MAR GRADE�CP/Sa/�O INSPECTION DATE: Jag- � _ { )SHOP WELDING STR.STEEL PLAN FILE: ( )PILE DRIVING H.S.BOLT BLDG PERMIT.=_ BATCH PLANT MAS.BLOCK OTHER: ( }EXP.ANCHOR t 2mom `f )OTHER M_ aterial Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( )STRUCTURAL STEEL ( ) BOLTS ( ) REBAR SI P .71408.:PROBLEM,MATERIAL IDENTIFICATION,PROGRESS,WORK REJECTED,REM' ARKS /A� 92-ol— e2 it e� �� o vZA rxt ��- 1�.s o A—Zig i:._� OF r - l i oth et vise doted; [ +n th th&approved plans and speCfiiatiom and:#f NAME:(PRINT) SIGNATURE: _ CERTIFICATION NO.:/ GEOTECHNICAL& CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO,CA 92029(760)7464955 FAX(760)746-9806 CONSTRUCTIONTESTING & ENGINEERING,� c INC. God ESCONDIDO•TRACY •CORONA OXNARD *LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE L OF CTE JOB#.Z! — PROJECT NAME: ./lbe REPORT# ADDRESS: G/L IE*� T I�tXAL IIl►F1 # t ;t : 4��- CON TE . GONG. IXI MNPSI ARCHITECT: ( )MASONRY GROUTMIXwPSI ENGINEER: ' ( )P.T.CONE. MORTARTYPErI'SI CONTRACTOR: —J�1 �__ ( )FIELD WELD REAR GRADE INSPECTION DATE: J- _� ( )SHOP WELDING STR.STEEL. y PLAN FILE: ( )PILE DRIVING H.&BOLT BLDG PERMIT- BATCH PLANT nLAS.BLOCK OTHER: O EXP.ANCHOR ELECTRODE '( )OTHER ( )CONCRETE _Material Sampling ( ) MORTAR ( )GROUT' ( ) FIREPROOFING ( ) MASONRY BLOCK ( )STRUCTURAL STEEL ( ) BOLTS ( ) REBAR :JQBPROOLEM,MATERIAL IDENTIFICATION,PROGRESS,WORK REJECTED,REMARKS Ice �a 3 t ` W^#I otherwise noted. Cies;vdth the approved plans and SPOdfaeations anc)tF NAME:(PRINT) y1v SIGNATURE: CERTIFICATION NO.:�GG GEOTECHNICAL&CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO,CA 92029(760)746-4955 FAX(760)746-9806 Mi TiV� P.O.Box 1195 February 17, 2004 Lakeside,California 92040 (619)4434)060 Jeff Taarud 2424 Montgomery Avenue Cardiff, California 92007 v SUBJECT: File No.1167E4-04 SITE INSPECTION Proposed Residential Additions 2424 Montgomery Avenue City of Encinitas Dear Mr. Taarud: SCOPE In accordance with your request, a Site Inspection has been performed at the subject site. The purpose of this investigation was to examine existing site conditions and provide engineering recommendations for the proposed remodeling of the existing residential structure. It is our understanding that the proposed new development includes a garage and room addition. FIELD INSPECTION In order to accomplish this purpose, a representative of this firm visited the site, reviewed the topography and site conditions and visually and textually classified the surface and near surface soils. Representative samples of the on-site soils were obtained from two test explorations 3 feet in depth and tested for density, shear strength and expansive characteristics. An in-place field density test was taken in accordance with D1556-82 at the bottom of Test Exploration No. 2 at the rear of the site. Test results indicate relative compaction of the soils at that level to be.76.7 percent. SITE CONDITIONS The subject site is a residential property located on the west side of Montgomery Avenue. The property is approximately 10 feet below street level, is relatively level at the residence, and then slopes back to the alley at the rear at an approximate 5 percent inclination. The property is presently occupied by a single-family residence and 4-foot retaining walls at the front of the site. We did not observe any man-made fill soils during the course of this inspection, however, it appears that Trench No. 2 was excavated in a trash or fire pit. 1 Jeff Taarud File No. 1167E4-04 February 17,2004 SOIL CONDITIONS In Test Exploration No. 1 in the front yard, we encountered native soils consisting of firm, brown, cemented, silty sands with clay binder to approximately 2 feet in depth These surface soils are underlain by firm, red brown, lightly cemented silty sands to the bottom of the excavation, approximately 3 feet in depth- In Test Eaploratioa No 2, at the rear of the site, we encountered loose, brown, silty sands with,clay binder,organics, and pieces of glass and charcoal to the bottom of the exploration, approximately 3 feet in depth. Natural ground was not encountered in this test exploration, however, we anticipate that the loose soils will extend to approximately 3.5 to 4 feet in depth. It is our opinion that this area was a trash or fine pit, not a graded fill,and the loose area will probably not be extensive. The sandy soils encountered in the test exploration were not considered to be detrimentally expansive with respect to change in volume with change in moisture content and will not require special foundation design to resist expansive soils. CONCLUSIONS AND RECOMMENDATIONS 1. A representative sample of the foundation soil was remolded to 90019 of maximum dry density. Based on the following test results, a safe allowable bearing value of at least 2000 pounds per square foot may be used in designing the foundations and slab for the proposed structure. This value may be increased by one third for wind and/or seismic loading. Angle of internal friction 370 Cohesion 249 psf Unit weight 112.6 pcf Maximum Dry Density 124.2 pcf Optimum Moisture Content 11.8 Expansion Index 28 2. It is our opinion that the footings for the proposed additions must extend through any loose surface soils, at least 12 inches into firm natural ground. We anticipate that footing depth will be from 2 to 4 feet in order to achieve the proper strata The footing excavations should be inspected by a representative of this firm prior to placement of forms and reinforcing steel to insure that proper depth has been achieved. 3. Reinforcing in footings should consist of at least one #4 steel bar placed horizontally, continuously in the top and bottom of continuous footings regardless of structural requirements. In addition to the top and bottom reinforcements, a #4 steel bar should 2 Jeff Taarud File No. 1167E4-04 February 17,2004 be placed horizontally for each additional foot of depth beyond 12 inches. Reinforcing for isolated footings are dictated by the structural requirements. These recommendations are based upon on the soil type encountered and do not take into consideration the proposed bearing load. 4. Concrete slabs-on-grade should be constructed to have a nominal thickness of 4" and underlain with a sand blanket of 3 inches in thickness. Provide minimum temperature reinforcement consisting of 6X6-10/10 welded wire mesh. The sand subbase(sand blanket) should have a sand equivalent exceeding 30 per ASTM D2419. All slabs should either have a conventional thickened edge or be poured monolithically with continuous footings at the slabs perimeter. Conventional thickened edges should be 8" thick at slab edge, uniformly tapering to 4"thick at 2'from slab edge. The thickened edges or monolithic footings should extend completely around the slab's perimeter. Construction and expansion joints should be considered slab edges. Maximum spacing of expansion joints is 50'for interior slabs and 30' for exterior slabs. 5. Resistance to horizontal movement may be provided by allowable soil passive pressure and/or coefficient of friction of co Crete to soil. The allowable passive pressure may be assumed to be 500 psf at the surf, and increasing at the rate of 400 psf per foot of depth These pressures assume a frictio ess vertical element, no surcharge and level adjacent grade. If these assumptions are in ect, we should be contacted for values that reflect the true conditions. The values are static conditions and may be increased 1/3 for wind and/or seismic loading. The coefficient of friction of concrete to soil may be safely assumed to be 0.4. 6. Active pressures for the design of ed,cantilevered, individually supported retaining walls, capable of slight movement a y from load may be considered to be equivalent to the pressures developed by a fluid ' a density of 30 pcf. This value assumes a vertical, smooth wall and level drained bac I We should be contacted for new pressures if these assumptions are incorrect. Restrain walls, incapable of movement away from load without damage such as basement walls, sh d be designed for the additional equivalent fluid of 24 pcf applied triangularly for cohesionless type soils and trapezoidally for cohesive type soils. 7. The above design values and foundation design assume that the retaining wall excavations will expose soils similar to those we tested during our site inspection. If any grading is contemplated for the proposed project,the following grading specifications should be followed 3 Jeff Taarud File No. 1167E4-04 February 17,2o04 RECOMMENDED GRADING SPECIFICATIONS For Proposed Residential Building Site 2424 Montgomery Avenue City of Encinitas GENERAL: Soil Testers and 'Soil Engineer' are synonymous hereinafter and shall be employed to inspect and test earthwork in accordance with these specifications, the accepted plans, and the requirements of any jurisdictive governmental agencies. They are to be allowed adequate access so that the inspections and tests may be performed. The Soil Engineer shall be apprised of schedules and any unforeseen soil conditions. Substandard conditions or workmanship, inadequate compaction, adverse weather, or deviation from the lines and grades shown on the plans, etc., shall be cause for the soil construction until the conditions are corrected or recommend rejection of engineer ork. Refusal to comply with these specifications or the recommendations and/or interpretations of the"soil engineer will be cause for the soil engineer and/or his eve to immediately terminate his services. Deviations from the recommendations of the Soil Report, from the plans, or from these Specifications must be approved in writing by the owner and the contractor and endorsed by the soil engineer. SOIL.TEST METHODS: Maximum Density&Opt Moisture —ASTM D1557-78 Density of Soil In-Place —ASTM D1556,D2922 and D3017 Soil Expansion —UBC STANDARD 18-2 Shear Strength —ASTM D308042 Gradation&Grain Size —ASTM D1140-71 Capillary Moisture Tension —ASTM D2325-68 Organic Content —%Weight loss after heating for 24 hours at 300°F and after deducting soil moisture. LI1WMG SOIL CONDITIONS: Minimum Compaction W/o for'disturfied,soils. (Existing fill, newly placed fill, plowed ground, etc.) 84%for natural,undisturbed soils. 95Ys for Paves snbgrade within 2-of Expansive Soils finish!fie and F�base course' P Expansion index exceeding 20 Insufficient fines Less than 40%passing the#4 sieve. Oversized Particles Rocks over 10" in diameter. 4 Jeff Taarud File No. 1167E4-04 February 17, 2004 PREPARATION OF AREAS TO RECEIVE FILL: Brush,trash, debris and detrimental soils shall be cleared from the areas to receive fill. Detrimental soils shall be removed to firm competent soil. Slopes exceeding 205/9 should be stepped uphill with benches 10'or greater in width. Scarify area to receive fill to 6" depth and compact. In areas where cut/fill transitions occur, the cut portion of the pad should be over-excavated to at least 2 feet in depth and recompacted along with the fill to provide uniform support. FILL MATERIAL shall not contain insufficient fines, oversized particles, or excessive organics. On-site disposition of oversized rock or expansive soils is to be at the written direction of the Soil Engineer. Select fill shall be as specified by the soil engineer. All fills shall be compacted and tested. SUBDRAINS shall be installed if required by and as directed by and detailed by the soil engineer and shall be left operable and unobstructed. They shall consist of 3" plastic perforated pipe set in a minimum cover of 4" of filter rock in a'vee'ditch to intercept and drain free ground from the mass fills. Perforated pipe shall be schedule 40,Poly-Vinyl-Chloride or Acrylonitrile Butadienne Styrene plastic. Rock filter material shall conform to the following gradation: Sieve size: 3/4" #4 #30 #200 °/aPassing: 90-100 25-50 5-20 0-7 Subdrains shall be set at a minimum gradient of 0.2%to drain by gravity and shall be tested by dye flushing before acceptance.Drains found inoperable shall be excavated and replaced. CAPPING EXPANSIVE SOILS: If capping expansive soils with non-expansive soil to mitigate the expansive potential is used,the cap should be compacted, non-expansive, select soil placed for a minimum thickness 2.5' over the expansive soil and for a minimum distance of 8' beyond the exterior perimeter of the structure. Special precautions should be taken to ensure that the non- expansive soil remains uncontaminated and the minimum thickness and dimensions around the structure are maintained. The expansive soils underlying the cap of non-expansive cap should be pre-saturated to a depth of 2.5'to obtain a degree saturation exceeding 90%before any construction supported by the compacted cap. The non-expansive soil comprising the cap should conform to the following: Minimum Compaction 90 Maximum Expansion Index 30 Minimum Angle of Internal Friction 33 Deg Cohesion Intercept 100 psf 5 Jeff Taarud File No. 1167E4-04 February 17,2004 UNFORESEEN CONDITIONS: Soil Testers assume no responsibility for conditions, which differ from those, described in the applicable current reports and documents for this property. Upon termination of the soil engineer's services for any reason, his fees up to the time of termination become due and payable. If it is necessary for the soil engineer to issue an unfavorable report concerning the work that he has been hired to test and inspect, the soil engineer shall not be held liable for any damages that might result from his'unfavorable report'- If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. Respectfully submitted, QRpFE3$j� Q NO.2t,�p = m Exp.9/30105 J h . Smyth., Z 1 50 JCS/SS serif OP CAUf 6 P.O.Box 1195 Lakeside,California 92040 June 8, 2009 (619)443-0060 Jeff Taarud 2424 Montgomery Avenue Cardiff, California 92007 Subject: File No. I I67E4-04 Report of Compacted Filled Ground Proposed Residential Building Site 2424 Montgomery Avenue City of Encinitas Dear Mr. Taarud: In accordance with your request,our firm has inspected the grading operation and tested the fill soils that were placed and compacted during the preparation of the subject side. This is to report the results of our soil tests. The work was performed during the period between August 20, 2008 and April 9, 2009. The site is located at 2424 Montgomery Avenue, City of Encinitas. To briefly summarize the work,we found the compaction of the fill soils to conform to the recommended and approved grading specifications and current standard practices. SECTION No. 1. SCOPE Our function consisted of providing the engineering services involved with determining the degree of compaction of fill placed on the site in accordance with the recommendations set forth in our Site Inspection dated February 17, 2004. The results of the field density tests are presented on Page T-1 through T-2 under"Table of Test Results". The laboratory determinations of the maximum dry densities and optimum moisture contents of the fill soils are set forth on Page L-1 under "Laboratory Test Results". The approximate locations of the filled ground and the field density tests are presented on Plate No. 1 entitled "Location of Field Density Tests". 1 Jeff Taarud File No. 1167E4-04 June 8,2009 The grading was performed for the purpose of recompacting existing fill soils and loose native soils and backfilling retaining walls to create a level building pads for the construction of the proposed residential building site. SECTION No. 2. SOIL CONDITIONS Soils used in the fill were those generated from the on-site excavation and imported from off site. EARTHWORK Preparation: Prior to placement of fill,the areas to receive fill were scarified,watered and compacted to 90 percent. Natural ground to receive fill was tested to determine its relative compaction. Native soils having a relative compaction of less than 85 percent were removed, replaced and compacted to 90 percent. Placing and compacting fill: Fill soil was placed,watered and mechanically densified in the areas indicated on attached Plate No. 1. During grading, any fill found to have a relative compaction of less than 90 percent was reworked until the proper density of 90 percent had been achieved. Field density test results: To verify compaction, field density tests were performed in accordance with applicable American Society of Testing and Materials(ASTM)test methods. Test method ASTM D 1556-82 was used at the indicated locations. SECTION No.3. SUAUKARY AND RECOMMENDATIONS Based on the work and tests described hereinbefore and work description set forth in Section 1, 'Scope', we conclude: 1. The filled ground has been compacted to 90%. 2. The placement of fill has been accomplished in accordance with the grading specifications and with current standard practices. 3. Spread footings will have a minimum allowable bearing value of at least 2000 pounds per square foot. The allowable bearing value will be considerably more for footings larger than 12 inches wide and/or 12 inches deep. If loads heavier than 2000 pounds per square foot for continuous footings are anticipated, we should be contacted for an increased bearing value. 4. Expansive soils were not encountered. Conventional spread footings founded a 2 Jeff Taarud File No. 1167E4-04 June 8,2009 minimum of 12 inches below lowest adjacent grade and having a width determined by the allowable soil bearing value as detailed above are recommended for foundation support. Footing widths should be at least 12 and 24 inches for continuous and square footings respectively due to practical considerations as well as Building Code requirements. Reinforcing in footings should consist of one#4 steel bar placed continuously in the top and bottom of continuous footings regardless of structural requirements. Reinforcing for isolated footings are dictated by the structural requirements. 3. Concrete slab-on-grade should be constructed to have a nominal thickness of 4" and underlain with a sand blanket of 3 inches in thickness. Provide minimum temperature reinforcement consisting of 6X6-10/10 welded wire mesh. The sand subbase(sand blanket)should have a sand equivalent exceeding 30 per ASTM D2419. All slabs should either have a conventional thickened edge or be poured monolithically with continuous footings at the slabs perimeter. Conventional thickened edges should be 8"thick at slab edge,uniformly tapering to 4" thick at 2' from slab edge. The thickened edges or monolithic footings should extend completely around the slab's perimeter. Construction and expansion joints should be considered slab edges. Maximum spacing of expansion joints is 50' for interior slabs and 30' for exterior slabs. SECTION No.4. LPHnATIONS UNIFORMITY OF SOIL CONDITIONS: The values presented in this report are based on our evaluation of the observed,exposed soil conditions. We have assumed that the soil conditions in the remaining portions of the site can be interpolated without significant deviation in physical properties. We have made a conscientious effort to select representative test locations and to provide enough tests for a statistically adequate population in excess of current standard practices. However,parameter values may be substantially different in other areas due to unforeseeable variations in the soils. Also,the parameters are affected in time by the moisture-expansion(volume)-pressure changes that seriously affect the tested values. ENGINEERING INTERPRETATION: We are available for consultation and should be made aware of any pertinent condition or problem. Our conclusions will be re-evaluated and any problem or potential problem solved with a minimum effort and cost before it gets out-of-hand. TIME LIMITS: This report presents conclusions and findings that are valid as of this date. Changes on this site and adjacent property including grading, improvements, drainage, erosion, etc. may directly 3 Jeff Taarud File No. 1167E4-04 June 8,2009 affect the findings,conclusions and recommendations presented herein. Subsequent alterations or conditions may invalidate these recommendations and values. The values in this report will probably remain applicable for one year provided the site conditions remain unaltered. After this period, we should be contacted to inspect the site and review this report so that we may verify its validity. WARRANTY: Certain risks are involved with geotechnical and soil engineering work,which should be recognized by those involved. We have performed our services in accordance with current standard practices and procedures. These practices and procedures are those presently utilized by members of our profession in this region. We do not express or imply a warranty or guarantee regarding these services. OUTSIDE RESPONSIBILITY: It is the responsibility of the client(firm or person to whom this report is submitted)to insure that the information presented herein is made available to the concerned parties. In addition it is the client's responsibility to make certain that any construction reflects any applicable requirements and conforms with the current codes of jurisdictive governmental agencies. PROJECT CONCEPT: We should be notified of any changes in the proposed structures, construction,or site grading, or project concept so that any addendum or modifications to this report may be provided as necessary. Summary of the GRADING SPECIFICATIONS USED for Proposed Residential Building Site 2424 Montgomery Avenue City of Encinitas SOIL TEST METHODS: Maximum Density& Opt Moisture -- ASTM D1557-78 Density of Soil In-Place -- ASTM D1556-82 Soil Expansion -- UBC STANDARD 29-2 Shear Strength -- ASTM D3080-72 Gradation& Grain Size -- ASTM D1140-71 Capillary Moisture Tension -- ASTM D2325-68 LIMITING SOIL CONDITIONS: Minimum Compaction -- 90%for "disturbed" soils. (Existing fill,newly placed fill,plowed ground, etc.) 4 Jeff Taarud File No. 1167E4-04 June 8,2009 -- 85%for natural,undisturbed soils. -- 95%for pavement subgrade within T of finish grade and pavement base course. Expansive Soils -- Expansion index exceeding 20 Insufficient Fines -- Less than 40%passing the#4 sieve. Oversized Particles -- Rocks over 10" in diameter. PREPARATION FOR FILL: Brush, trash, debris and detrimental soils were cleared from the area to receive fill. Detrimental soil was removed to competent soil. Slopes exceeding 20%were stepped with benches 10'or greater in width. The area to be filled was scarified to a 6" depth and compacted. FILL MATERIAL: Contained sufficient fines and did not contain oversized particles or excessive organics. Special attention was given to the disposition of any oversized rock, organic soils and expansive soils. Please read this report carefully. If you have any questions,please contact our office. This opportunity to be of service is sincerely appreciated. Page L-1, Page T-1 through T-2 and Plate No. 1 are parts of this report. Respectfully submitted, Q�oFESSIb C. jJosh myth, RCE .1650 NO.2E EXP.9 cc: (3) submitted l Civic Q�`P 5 Jeff Taarud File No. 1167E4-04 June 8,2009 Page L-I LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the fill materials as determined by the A.S.T.M., D1557-78, Method A,which uses 25 blows of a 10 pound rammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder, are presented as follows: Maximum Optimum Expansion Dry Density Moisture Soil Type Index lb/cu ft Content dry wt 1 Brown silty,fine to medium sand with clay binder and gravel 28 124.2 11.8 2 Brown, silty, fine to medium sand with clay binder 38 129.1 10.1 3 Tan, silty, fine sand 34 115.7 13.7 3 Grey, silty, fine to coarse sand with gravel 1419 7.3 Jeff Taarud File No. 1167E4-04 June 8,2009 Page T-1 TABLE OF TEST RESULTS A.S.T.M., D1556-82 DEPTH MAXU%1UM OF FILL FIELD DRY DRY TEST SOIL AT TEST MOISTURE DENSITY DENSITY PERCENT NO. TYPE IN FEET % P.C.F. P.C.F. COMPACTION 1 1 +2 9.9 115.3 124.2 92.8 2 1 +4 10.4 115.7 124.2 93.2 3 1 +2 10.8 123.0 124.2 99.0 4 1 +4 10.5 119.1 124.2 95.9 5 1 +2 10.2 121.6 124.2 97.9 6 2 +4 10.5 121.5 129.1 94.1 7 2 +6 9.8 120.4 129.1 93.3 8 2 +2.5 10.2 120.3 129.1 93.2 9 2 +2 9.4 123.4 129.1 95.6 10 2 +4 9.1 119.8 129.1 92.8 11 3 +6 10.0 111.5 115.7 96.4 12 3 +8 fg. 10.0 110.0 115.7 95.1 13 2 +4 9.9 118.1 129.1 91.5 Jeff Taarud File No. 1167E4-04 June 8, 2009 Page T-1 TABLE OF TEST RESULTS A.S.T.M., D1556-82 DEPTH MAXIMUM OF FILL FIELD DRY DRY TEST SOIL AT TEST MOISTURE DENSITY DENSITY PERCENT NO. TYPE IN FEET % P.C.F. P.C.F. COMPACTION 14 3 +6 f.g. 10.4 104.9 115.7 90.7 15 3 s.g. 9.9 110.1 115.7 95.2 16 4 base 6.3 136.7 141.9 96.3 17 1 s.g. 12.3 121.4 124.2 97.8 18 4 base 7.1 135.1 141.9 95.2 19 4 base 7.4 135.5 141.9 95.5 f g. =finish grade I s' %a EXr�r,�5 $SUSS A tl 3 Yr FIELD DENSITY TEST COMPACTED FILL TOP OF SLOPE TOE OF SLOPE se- + c -%o roe ivo. LOCATION OF BY 116, 7E'1 -0q FIELD DENSITY TESTS RM J Im, « DATE 11421 Woodside Ave., Suite C Santee,California 92071 PL A rC Z G 8 �� (619)562-0500 P.O.Box 1195 Lakeside,California September 16, 2008 92040 (619)443-0060 Jeff Taarud 2424 Montgomery Avenue Cardiff, California 92007 Subject: File No. 1167E4-04 Report of Compacted Filled Ground Proposed Residential Building Site 2424Montgomery Avenue City of Encinitas Dear Mr. Taarud: In accordance with your request, our firm has inspected the grading operation and tested the fill soils that were placed and compacted during the preparation of the subject side. This is to report the results of our soil tests. The work was performed during the period between August 20, 2008 and September 10, 2008. The site is located at 2424 Montgomery Avenue, City of Encinitas. To briefly summarize the work,we found the compaction of the fill soils to conform to the recommended and approved grading specifications and current standard practices. SECTION No. 1. SCOPE Our function consisted of providing the engineering services involved with determining the degree of compaction of fill placed on the site in accordance with the recommendations set forth in our Site Inspection dated February 17, 2004. The results of the field density tests are presented on Page T-1 under "Table of Test Results". The laboratory determinations of the maximum dry densities and optimum moisture contents of the fill soils are set forth on Page L-1 under"Laboratory Test Results". The approximate locations of the filled ground and the field density tests are presented on Plate No. 1 entitled "Location of Field Density Tests". 1 Jeff Taarud File No. 1167E4-04 September 16, 2008 The grading was performed for the purpose of recompacting existing fill soils and loose native soils and creating a level building pad for the construction of the proposed residential building site. SECTION No.2. SOIL CONDITIONS Soils used in the fill were those generated from the on-site excavation. EARTHWORK Preparation: Prior to placement of fill,the areas to receive fill were scarified,watered and compacted to 90 percent. Natural ground to receive fill was tested to determine its relative compaction. Native soils having a relative compaction of less than 85 percent were removed, replaced and compacted to 90 percent. Placing and compacting fill: Fill soil was placed, watered and mechanically densified in the areas indicated on attached Plate No. 1. During grading, any fill found to have a relative compaction of less than 90 percent was reworked until the proper density of 90 percent had been achieved. Field density test results: To verify compaction, field density tests were performed in accordance with applicable American Society of Testing and Materials(ASTM)test methods. Test method ASTM D1556-82 was used at the indicated locations. SECTION No.3. SUMMARY AND RECOMMENDATIONS Based on the work and tests described hereinbefore and work description set forth in Section 1, 'Scope', we conclude: 1. The filled ground has been compacted to 90%. 2. The placement of fill has been accomplished in accordance with the grading specifications and with current standard practices. 3. Spread footings will have a minimum allowable bearing value of at least 2000 pounds per square foot. The allowable bearing value will be considerably more for footings larger than 12 inches wide and/or 12 inches deep. If loads heavier than 2000 pounds per square foot for continuous footings are anticipated, we should be contacted for an increased bearing value. 4. Expansive soils were not encountered. Conventional spread footings founded a 2 Jeff Taarud File No. 1167E4-04 September 16, 2008 minimum of 12 inches below lowest adjacent grade and having a width determined by the allowable soil bearing value as detailed above are recommended for foundation support. Footing widths should be at least 12 and 24 inches for continuous and square footings respectively due to practical considerations as well as Building Code requirements. Reinforcing in footings should consist of one#4 steel bar placed continuously in the top and bottom of continuous footings regardless of structural requirements. Reinforcing for isolated footings are dictated by the structural requirements. 3. Concrete slab-on-grade should be constructed to have a nominal thickness of 4" and underlain with a sand blanket of 3 inches in thickness. Provide minimum temperature reinforcement consisting of 6X6-10/10 welded wire mesh. The sand subbase(sand blanket) should have a sand equivalent exceeding 30 per ASTM D2419. All slabs should either have a conventional thickened edge or be poured monolithically with continuous footings at the slabs perimeter. Conventional thickened edges should be 8" thick at slab edge, uniformly tapering to 4" thick at 2' from slab edge. The thickened edges or monolithic footings should extend completely around the slab's perimeter. Construction and expansion joints should be considered slab edges. Maximum spacing of expansion joints is 50'for interior slabs and 30'for exterior slabs. SECTION No. 4. LIMITATIONS UNIFORMITY OF SOIL CONDITIONS: The values presented in this report are based on our evaluation of the observed, exposed soil conditions. We have assumed that the soil conditions in the remaining portions of the site can be interpolated without significant deviation in physical properties. We have made a conscientious effort to select representative test locations and to provide enough tests for a statistically adequate population in excess of current standard practices. However,parameter values may be substantially different in other areas due to unforeseeable variations in the soils. Also,the parameters are affected in time by the moisture-expansion(volume)-pressure changes that seriously affect the tested values. ENGINEERING INTERPRETATION: We are available for consultation and should be made aware of any pertinent condition or problem. Our conclusions will be re-evaluated and any problem or potential problem solved with a minimum effort and cost before it gets out-of-hand. TIME LIMITS: This report presents conclusions and findings that are valid as of this date. Changes on this site and adjacent property including grading, improvements, drainage, erosion, etc. may directly 3 Jeff Taarud File No. I I67E4-04 September 16,2008 affect the findings, conclusions and recommendations presented herein. Subsequent alterations or conditions may invalidate these recommendations and values. The values in this report will probably remain applicable for one year provided the site conditions remain unaltered. After this period, we should be contacted to inspect the site and review this report so that we may verify its validity. WARRANTY: Certain risks are involved with geotechnical and soil engineering work, which should be recognized by those involved. We have performed our services in accordance with current standard practices and procedures. These practices and procedures are those presently utilized by members of our profession in this region. We do not express or imply a warranty or guarantee regarding these services. OUTSIDE RESPONSIBILITY: It is the responsibility of the client(firm or person to whom this report is submitted)to insure that the information presented herein is made available to the concerned parties. In addition it is the client's responsibility to make certain that any construction reflects any applicable requirements and conforms with the current codes of jurisdictive governmental agencies. PROJECT CONCEPT: We should be notified of any changes in the proposed structures, construction,or site grading,or project concept so that any addendum or modifications to this report may be provided as necessary. Summary of the GRADING SPECIFICATIONS USED for Proposed Residential Building Site 2424 Montgomery Avenue City of Encinitas SOIL TEST METHODS: Maximum Density& Opt Moisture -- ASTM D1557-78 Density of Soil In-Place -- ASTM D1556-82 Soil Expansion -- UBC STANDARD 29-2 Shear Strength -- ASTM D3080-72 Gradation& Grain Size -- ASTM D1140-71 Capillary Moisture Tension -- ASTM D2325-68 LIMITING SOIL CONDITIONS: Minimum Compaction -- 90%for "disturbed" soils. (Existing fill, newly placed fill,plowed ground, etc.) 4 Jeff Taarud File No. 1167E4-04 September 16, 2008 -- 85%for natural, undisturbed soils. -- 95%for pavement subgrade within T of finish grade and pavement base course. Expansive Soils -- Expansion index exceeding 20 Insufficient Fines -- Less than 40%passing the#4 sieve. Oversized Particles -- Rocks over 10" in diameter. PREPARATION FOR FILL: Brush, trash, debris and detrimental soils were cleared from the area to receive fill. Detrimental soil was removed to competent soil. Slopes exceeding 20%were stepped with benches 10'or greater in width. The area to be filled was scarified to a 6" depth and compacted. FILL MATERIAL: Contained sufficient fines and did not contain oversized particles or excessive organics. Special attention was given to the disposition of any oversized rock,organic soils and expansive soils. Please read this report carefully. If you have any questions, please contact our office. This opportunity to be of service is sincerely appreciated. Page L-1, Page T-1 and Plate No. 1 are parts of this report. Respectfully submitted, QROFESSIO C. NO.21,6&W Jo ph C myth, RCE 65 a. ` rXP 9/30/09 JCS/mlj C1IL s� cc: (3) submitted 5 Jeff Taarud File No. 1167E4-04 September 16, 2008 Page L-1 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the fill materials as determined by the A.S.T.M., D1557-78, Method A,which uses 25 blows of a 10 pound rammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder, are presented as follows: Maximum Optimum Expansion Dry Density Moisture Soil TWe Index lb/cu ft Content dry wt 1 Brown silty, fine to medium sand with clay binder and gravel 28 124.2 11.8 Jeff Taarud File No. 1167E4-04 September 16,2008 Page T-1 TABLE OF TEST RESULTS A.S.T.M., D1556-82 DEPTH MAXIMUM OF FILL FIELD DRY DRY TEST SOIL AT TEST MOISTURE DENSITY DENSITY PERCENT NO. TYPE IN FEET % P.C.F. P.C.F. COMPACTION 1 1 +2 10.9 112.7 124.2 90.7 2 1 +3 f.g. 7.4 114.7 124.2 92.4 fg. = finish grade i EXisrlN� House w + r r, MavT Cj oMEKY • FIELD DENSITY TEST COMPACTED FILL TOP OF SLOPE TOE OF SLOPE �► i1/O .S CA t F �••� JOB NO. LOCATION OF // (p ,ey - e y FIELD DENSITY TESTS BY M/-J ISOM, TI STIRMS DATE 11421 Woodside Ave.,Suite C PL Santee, California 92071 -ATE 9 - /�i 'd8 (619)562-0500 P.O.Box 1195 Lakeside,California 92040 (619)443-0060 July 17, 2008 Jeff Taarud 2424 Montgomery Avenue Cardiff,California 92007 SUBJECT: File No.1167E4-04 Foundation Plan Review .Proposed Residential Additions 2424 Montgomery Avenue City of Encinitas Dear Mr. Taarud: We have reviewed the foundation designs for the subject project and find that they conform to the required specifications and recommendations in our Site Inspection report dated February 17,2004. If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. RespectMy submitted, VVpFESS10 BAP N c Jo 4h C. yth,RCE 2165 NO.ftm -_ � � JCS/ss cc: (3)submitted �r9TF of iwL oP`'�P CALIF P.O.Box 1195 Lakeside,California 92040 (619)443-0060 April 22, 2008 Jeff Taarud 2424 Montgomery Avenue Cardif, California 92007 SUBJECT: File No.l 167E4-04 Update to Site Inspection Proposed Residential Additions 2424 Montgomery Avenue City of Encinitas Dear Mr. Taarud: In accordance with your request, a representative of our firm has inspected the subject site to update our Site Inspection report dated February 17, 2004. A new single family residence has been constructed since our previous inspection. There have been no apparent changes in the soil conditions since our previous report was issued. The recommendations presented therein still apply. Foundations placed closer to the top of slope than 7 feet should be deepened such that the face of foundation at the level of the bottom is at least 7 feet back from the face of slope at that level and must be founded in either firm natural ground or documented compacted fill materials. Footing excavations should be inspected by a representative of this firm prior to placement of forms and reinforcing to insure that proper depth has been achieved. If you have any additional questions,please do not hesitate to contact our office. Respectfully submitted, jkpF ESS�O '01 p11 C.SlcF co NO.21;65FT m r�:"S/ss h C. S h,RCE 21650 OCP 9/3aos A cc: (3) submitted - _ r POST DEVELOPMENT DRA WAGE MAP TAARUD RESIDENCE � u o N J U BASIN 1A (POST— M) Am = 3158 SF = 0.072 AC 2° CtA = a 75 hoo = 6.59 INAR , Q1oo = a36 CFS ti BASIN 2A (POST—DEV. ) A2A = 1601 SF = 0.037 AC s C2A = a 71 hoo = 6.59 IN/HR �. Qtoo = 0.17 CFS >> fro RESWICE 1416 WON t l Aft 261-11 V/� I.• x a t'R"Eri 3� l r d ^ fi d e` < a , l.le d as � ♦ \ e <� `✓1 as ,-°��,r �.c �°T�\ y• ° 1 \ ° d a 1 e a f• y e P _ W NW 2A d V ., r a s t7 M V �� ION 0 Y 4- f � 1C J a I • a A ♦ \ a 2\ a Y a \ to Y II >>.3S .-, * ,.- d d '0 r� BALM, �,,: ° a a e r t BASIN 28 NOW II \ r 1 � a 1447 SF = a o.ts cFS As — 0.033 AC �,�.� � �, „:. � 115 C20 = 0. 73 �� - Q • �.� � , a � too = 6.59 IN/HR Q , q ° Qtoo = a 16 CFS n� , o � ,�k � � � �� >>��' BASIN 1 B (POST—PEV- (6\ AU ) ° : — F = 0.0115 to CIB = 0.95 Qtoo a hoo = 6.59 INAR Mor>E• to 072 CFS � oQ�oFESS1o,�� = Qdo =0.072 CFS POST—DEV. BASIN 2C / y m ( '. � N .36190 � A2c = 3091 SF = 0.071 AC 6/30/08 Cx = 0. 73 � � �t� �� .P —g l9TF OF GA��F°Q� I too = 6.59 IN/HR NortE to Qtoo = am CFS P (,h,,00=o.36 as g 07— 21/08 040 ND� SOWARDS & BROWN EN iNEERING CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE SUITE 103 772 CARDIFF RY THE SEA,GA..92007 FAX BD�436 5603 g TEL.760/436-8500 d" 1 g2 3 n O N PRE - DEVELOPMENT DRAINAGE MAP TAARUD RESIDENCE \ r_ �. Ln W J ELF V 107,- ,- JN J r• t:� ' .� \\ ` � � BA N A _ x �, E- V. h• �� AA = 62 SF c o t CA a. �_ 0 4� oo� 6. INfHR � Q1 = 0.2 REMENCE X azrr 24161lOWF(>aOMMY A 637 iL 17 APN: 261-111-47 i ix7 r \ 'ZS,DG , t t t � n 1 t 3� IV�b'x'`,;�`"z`u^'. "' ;-` { l i. G ` O G P�� Q � t Xia4 D/ D6 Y IN i ry , 4� � � t t� OR DV WAY i 1 1g / T v BASIN `B DE Y. "9 72 64 >D 48\7 Ae = 9059 SF`= 0.21 AC , DIYY + n t F,. z / 0 66 661 } t VD • r ;'i v h ,< rs�, - 642 X,� , hoo ..4.07 CNIHR - 1 0 56 Q100 / � 7 Y 4 � m 1 CDR MY 1 +!G' S7 ; X 107 v Q �G 48 �'� F PFESSi X 107.0 Ep LDIR `, O Q� e s y 644 650 24 COR MY .36190 m .� MY 5 GE ALLEY .6/30/08 v C/v 11- �P 4 I ` 9lF OF CAI�E��`� \ ' 1< 0 4 07-040 5121108 SOWARDS & BROWN ENGINEERING CONSULTING ENGINEERS 2187 NEWCASTLE AVENUE SUITE 103 CARDIFF BY 4 �SEA,CA.,92007 EL FAX 760/438803 1 POST - DEVELOPMENT DRAINAGE MAP TAARUD RESIDENCE x o BASIN 1A (POST—DEV ) A1A = 3136 SF = 0.07 AC N CIA = 0.75 s w hoo = 6.59 IN/HR Q1oo = 0.36 CFS �s _ do d. O BASIN 2A (POST—DEV. aJ ,) r _ r, A2A = 1601 SF = 0.04 AC C2A = 0. 71 �,� >>i'. .� f- hoo = 6.59 IN/HR oo� ,r yo . Q1oo = 0. 17 CFS .c-2 s � �, �, // ti7J f = r+:,, r`,L !' ., r<5,^' ,. II ,� �� rtW nK NG z t s - l X6 2416 MOON GOMY — — , 'r 637 ' .' / 4• Lam" 11217 APN. 261-11 4 I , ° e r° m a 6c a O 0, y _ i y NODE 24 a Qww= a17 CFS ` • � , . � �, cw e � a a ° > ° IQf x 0. I, 01RA V GU N� COIN 5?t � t a 'n om l- f 1 - t P', - r - 7� ' , BASIN 2B (POST—DEV. ) - _ NQDE 2B 647 e Am = 1447 SF = 0.03 AC Qw� a16 US v loan� " . Q� /�• all NODE fA¢�'4 f1AD alje IIrs J- CZB = 0. 73 642 . 115 ;. ° �- =fir ,• „. hoo = 6.59 INIHR . Q1oo = 0. 16 CFS C- F ACE IMF a � $ 643 a +sO 1� l cCOR DWY BASIN 1B POST—D V. a > I' A1B = 938 SF = 0.02 AC a \ I 06 = 0.95 ° BASIN 2C (POST—DE V. ) hoo = 6.59 IN/HR H t . Ax = 3091 SF = 0.07 AC /6 ` ALLEY,, Dr, NtWA ,> NODE_16 _ FESS Cx = 0. 73 \ Qsw=a13 oFs Qioo — 0. 13 CFS Q a9 hoo = 6.59 IN/HR �_1 N�� '� , N .36190 ym Q1oo = 0.34 CFS NME 2C +�1R o .6/30/08 Q� o.83 m qrF OF G �F�Q� 647 � X107.13 �, a. � ER 644 •'w X 0714 CDR MY OF Ai OWY GE ALLEY 2 07-040 5121108 SOWARDS & BROWN EN IN ERING oCONSULTING ENGINEERS 1 g TEL DIF BY TH p AVENUE SUITE 1MAX 760/436-8603 I CARDIFF BY THE SEA,CA.,9'2007 2 PRE - DEVELOPMENT DRAINAGE MAP TAARUD RESIDENCE 0 Q BA N A - V. i 6'? AA = 62 SF 's 04 C ya 1 ,. \___;00 — 6. IN/HR , 0. J f RE�E11KJf � =- >� ' 2410 NONTGO VY A \ Apra MI-111-47 A f" ¢ � . \ \ X V tr _ \. s. k f11 l NEC �aa i v J f15.38 2 \ \ O� 1 i Q d 1 i j I' 14 I vid i CONCPETC EXISTING giRillwly >>' x RESIDENCE All 22424 MONTGOMERY AVE. y r SOVO&E {� .. X. BASIN; B PRE-DES/ , Ae = 9059 SF 0.21 ! C Ce = a66 i 15. < f.' 1100 4.07 IN/HR �r �F�/�^�} Qtoo 0.56 CFS y" i v .\k, 0�5 ,�" r, SIN r.4,. \ E \rr: 1 6 � \ 0 p f oQROFESS/p�` P N .36190 RD 6XY r �O * p.6/30/08 a J�9 CIVIL �\* \� �F OF CAL\FOP 07-040 1121108 SOWARDS & BROWN ENGINEERING a CONSULTING ENGINEERS ' 2187 NEWCASTLE AVENUE SUITE 103 CARDIFF BY THE SEA,CA.,92009 TEL.760/436-8500 FAX 760/438-6803 ati