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2001-7080 G ENGINEERING SERVICES DEPARTMENT - city Of Capital Improvement Projects District Support Services Encinitas Field Operations Sand Replenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering December 3, 2002 Attn: American Contractors Indemnity Company 254 E. Grand Avenue Escondido, California 92025 RE: Vaughn Watson 306 Seeman Drive Grading Permit 7080 -G Final release of security Permit 7080 -G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the project. Therefore, a release of the security deposit is merited. Performance Bond 142871, in the amount of $10,293.00, is hereby fully exonerated. 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, , )avtLe Masth Maher Bach Senior Civil Engineer Finance Manager Financial Services Cc: Jay Lembach, FinanceManager Vaughn Watson Debra Geishart File enc. TEL 7 O()- 633 -26UU FAX 760 -633 -2027 iO� S. Vulcan Accnue, Fnciniras. California 9202 i -j033 TIED - G11- (�33 -2 UO t � recycled paper civil engineering structural design eland surveying • HYDROLOGY REPORT 01 -265 Vaughan Watson oQQp'FESSt 306 Seeman Drive �aF' Encinitas, California 92024 • A.P.N. 259 - 130 -24 1! ° : 913 1 xp ciw1- Q��! 9/2,01° t September 19, 2001 • 27525 Valley Center Road, Suite B • Valley Center, CA 92082 (760) 749 -8722 • Fax (760) 749 -9412 • Email: viynneng—dpachell.net • Los Angeles (310) 306 -9728 • Fax (310) 306 -2129 • Wynn Engineering, Inc. JOB: Watson - Hydrology Project No. 01 -265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 1 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 Design Data Subject : Vaughan Watson - Hydrology Study 2306 Seeman Drive • Encinitas, CA 92024 Hydrology Manual: San Diego Hydrology Manual 0 CApja \Civil \vaughan.mcd 1 9/18/01 0 • Wynn Engineering, Inc. JOB: Watson - Hydrology Project No. 01 - 265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 2 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 Determination of peak rainfall flow Q at design location 3 fps =1 f sf=ft cfs= f t Define units sec sec • si=_in ORIGIN =1 A 150+ 300 600•sf A= 3.10oacre Area of watershed. See attached map 2 See County of San Diego Topographic Map, sheet No. 322 -1683. L1 :=600-ft L1 = 0.11 omi Length of flowline 1. See attached topographic map. L2 :=600-ft Length of flowline 2. See attached topographic map. Lave := L1 + L2 Lave = 600.000 ft Average length 2 L : =Lave Floweline length used in design Etop :=390-ft Elevation of top of ridge • Ebot :=330-ft Elevation at outlet AH := Etop — Ebot AH = 60.00 ft Elevation difference AH : =60•ft Effective height difference used in design 3 - 0.385 1(L / Tcn 1.9• m� -hr Tcn = 2.61 ornin Time of concentration. AH ft C:\pja \Civil\vaughan.mcd 2 9/18/01 • • Wynn Engineering, Inc. JOB: Watson - Hydrology Project No. 01 -265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 3 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 Tcn : =Tcn+ 10-min Ten = 12.61omin Design time of concentration 0.645 If(p6,k) := 7.44•p6 Intensity , defined. See attached sheet ` mina • N Q ' =2 Number of runoffs to be determined: k =1 :Q10 k: =1..NQ k =2: Q100 Nameq := "10 year recurrence" "100 year recurrence" p6 k' 6 - hour precipitation, in. See attached isopluvials and chart: 17 lat = 33.0300 *deg 2.6 long = 117.1615'deg Ii := If(p6,k) � 2.47 Rainfall intensity, 10 and 100 yrs recurrence I' = 3.77 period. See attached chart. C : =0.70 Runoff coefficient for soil type D. See attached chart. Qi := (C•Ii A / •cfs 1 1 acre 1 CApja \Civil \vaughan.mcd 3 9/18/01 • • Wynn Engineering, Inc. JOB: Watson - Hydrology Project No. 01 -265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 4 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 Qt _ 5.4 J ft3 Nameq = 10 year recurrence" 1 Resulting 10 / 100 -year peak flow at design 8.2 sec [ "100 year recurrence" J outlet location, rational method. [ C: \pja \Civil \vaughan.mcd 4 9/18/01 • • Wynn Engineering, Inc. JOB: Watson - Hydrology Project No. 01 -265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 5 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 Brow Ditch design %t 90 'JtN D) • 1 NPi ; =1 NPi = 1.00 J Number of pipes used k 1.00 Dci := 2.00 Dci = ft Diameter of culverts 12.00 24•in 24 in Q i k Npi ft Discharge used in design 5.35 sec 8.18 • So := 2 0 So : =0.01 Proposed slope 200 S : =So So = 0.01 Slope used in design n:=0.014 Mannings coefficient for pipes: n =0.014 for RCP n = 0.012 for HDPE n = 0.024 for CMP C:\pja \Civil \vaughan.mcd 5 9/18/01 • Wynn Engineering, Inc JOB: Watson - Hydrology Project No. 01 -265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 6 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 Determine normal or critical flow conditions Ref.: Handbook of Hydraulics, by Brater & King, 6th edition, Section 7, pp.7 -1 ff. Pipe (10 years recurrence) Dc : =Dci Dc = 24.00-in 9 = angle between radii subtending the water surface _ (360•deg- 3) n sin(9) 2 af(3) :- L -+ Dc Cross sectional area of pipe L 360-deg 4 8 p f(g) (360-deg- 8) n Dc Wetted perimeter of pipe 360 -deg xf(9) ( I + cos( 2 / l Ratio of depth of water to diameter of culvert yf(8) :_ 1 + cos( � 11 D Normal depth of flow 11 I s _ � af(9) 3 Sz sf rate, normal flow z • Qf(9) : 1.486• •cfs Flow at , n � Pf(&) 3 ft z Vf(8) ;= 1.486 af(8) 1 3 Sz 1.fPS Velocity, normal flow {Manning} n Gf(9) ftJ x := 120-deg Initial guess for theta C: \pja \Civil \vaughan.mcd 6 9/18/01 Wynn Engineering, Inc JOB: Watson - Hydrology Project No. 01 -265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 7 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 theta := root(Qf(x) — Qi x) theta = 216.32*deg Resulting angle between radii subtending the water surfac( yodn := xf(theta) yodn = 0.34 Ratio of depth of water to diameter of culvert y := yf(theta) y = 8.26 -in Normal depth of flow R af(theta) R = 0.38 ft Hydraulic radius pf(theta) A af(theta) A= 0.96 ft Cross sectional area of flow P := pf(theta) P = 2.51 ft Wetted perimeter Vn := Vf(theta) Vn = 5.59 f Velocity, normal flow (Manning) sec Check results 3 Qn := Qf( theta) Qn = 5.35 ft Flow rate, normal flow sec 2 3 � ff(S) := 1 'n 9 (ft S f Cfs— Qi Manning 's equation (function of S) x:=0.01 Sc := root(ff(x), x) Sc = 0.01 Check critical or normal slope C: \pja \Civil \vaughan.mcd 7 9/18/01 • Wynn Engineering, Inc JOB: Watson - Hydrology Project No. 01 -265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 8 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 30 27 24 21 Qf(thi 18 ]s l /L IZOUN� L.1trt ct Qi1 12 6 _ 3 _T. - - -.__t _ 0 0 20 40 60 80 100120140160180200 thi deg • C:\pja \Civil \vaughan.mcd 8 9/18101 • Wynn Engineering, Inc. JOB: Watson - Hydrology Project No. 01 - 265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 9 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9118/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 Pipe (100 years recurrence) Dc : =Dci Dc = 24.00-in 9 = angle between radii subtending the water surface • (360 -deg — 9) n sin(3) 2 af(3) : = 360-deg Dc Cross sectional area of pipe L 4 8 pf(8) :_ (360-deg— 3) Dc Wetted perimeter of pipe 360-deg xf(8) := 2 I+ Cos(2�� Ratio of depth of water to diameter of culvert yf(3) 1 + cos( 11 Dc Normal depth of flow 1 1 I/ 5 1 _ ( af(3) 3 Sz sf Flow rate normal flow z Qf(3) : 1.486• •cfs o , n Pf(9) 3 7 ft • z i Vf(3) := 1.486 af(9) 1 3 Sz •fps Velocity ,normal flow (Manning) n (Pf(9) ft) x := 15-deg Initial guess for theta theta := root(Qf(x) — Qi x) theta = 195.32adeg Resulting angle between radii subtending the water surface yodn := xf(theta) yodn = 0.43 Ratio of depth of water to diameter of culvert C:\pja \Civil \vaughan.mcd 9 9/18/01 • Wynn Engineering Inc. JOB: Watson - Hydrology Project No. 01 -265 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 10 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 y :=yf(theta) y = 10.40 -in Normal depth of flow R af( theta) R = 0.45 ft Hydraulic radius pf(theta) • A := af( theta) A = 1.31 ft Cross sectional area of flow P :=pf(theta) P = 2.87 ft Wetted perimeter Vn :=Vf(theta) Vn = 6.27 ft Velocity, normal flow (Manning) sec Check results 3 Qn := Qf( theta) Qn = 8.18 ft Flow rate, normal flow sec 2 3 � ff(S) 1.n9 /R1 S cfs— Qi Manning 's equation (function of S) x :=0.02 Sc := root(ff(x), x) Sc = 0.01 Check critical or normal slope C: \pja \Civil \vaughan.mcd 10 9/18/01 JOB: Watson - H ydrolog y Project No. 01 -265 Wynn Engineering, Inc. y 9y 27525 Valley Center Road, Suite B Calculated by: PJA Sheet No. 11 Valley Center, CA 92028 -6538 Checked by: GPL Date: 9/18/01 (760) 749 -8722 Fax (760) 749 -9412 (310) 306 -9728 25 20 Qf(thi 15 Q ------ �a 0L) N D L. t M r 10 ._ 5 0 20 40 60 80 1001201401601 0200 thi deg C:\pja \Civil \vaughan.mcd 11 9/18/01 • b� oo.y� � r o / � /� ✓ � � J 1 N LIN CeN CD v cm N ,1, CN LLJ cz CO i .d. c r 1 cin c mr r /..� \ ✓- N C-4 v M Cfl u N Z, J / V a Z F < R G z N < Z N p u> H U r ° 0 H 5. t7 ►� I t✓ ° 00 G N LJ1 O 4 0 0 Q O o eh .* a< u In cc . a u M ' w Z" O w 0 ( t om L� u O }• �� --U ` Vj O7 F-[CO J Z C v < < O w OJ 0 m U. 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N l-- 0 E +j +• +.r d O im 0- )- +j r t/) t1 Q 4J ► + a) r i C- O r t\I c 7 �• to ¢ O r N M �- 6 -Hour Precipitation (inches) CD O to o to 10 to C) to o to 0 L _ 4.0 ui LO •7 r Cl) M N _ Cu O H -- �- - -- - - - -- -- -- to 0 ! to \ to n _ - — %p C 41 rT -- - - - Lei Cn LU i �-+ t 0. N Q •�� I I t N S NT 4.3 !` 1 4 \O ' Il 11 U it .0 _ _ X-L — - - C) c Cd zi -- - 0 tR N O fff Ln a d n J of � ri tv -I c� a � .o .r� eL en . � - r--• lirr>,I % tnimm l A*i I Cltalut _ A/ EQLIAr / /ON � 3es FG el 1 \ N J 5000 TC ' T in e Of LO/ICGnf/'Qf /O/7 L L e.�glh of wafershed 4000 H , D�f,•'� rence in e/e va f /on along eP�cctire s/ooe line (-fee 4,vve17d1x.YB> T 3000 L C /Lli /es Feet flours Minufes ZDOD 4-- 240 3 /BO /0 /Odle \ 900 2- 120 800 700 /00 600 \ \ S 90 SOO \ SOD _ 4 70 .300 50 200 \ 2 �O \ 30 /00 / � SDOD �4QD0 20 SO 40 2000 \ \ 12 /600 /0 � 30 /aao 9 B u NOTE: 20 ADD TEN MINUTES TO �I /DOD 7 p r�L �LF�A TED TIME OF CON - 800 6 TION_ ___ 700 — Salo S 500 ¢ 400 3 300 200 H L SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DESIGN MAN �, /,, woo SHT OF CALC GATE CHKO DATE STATION AREA REFERENCE .057 (50 scale) AREA x.9 IS (200 scale) ACRES 91.8 (2000) COEFFICIENT OF RUNOFF: C (consider probable development) Developed Areas (Urban) Coefficient "C" Ski Lend Use Residential: A B C Single Family .40 .45 .50 .55- Multi -Units .45 .50 .60 .70 Mobile Homes .45 .50 .55 .65 Rural (tots greater than 1/2 acre) .30 .35 .40 .45 Commercial (2) 80% Impervious .70 .75 .80 .85- Industrial (2) 90% Impervious .80 .85 .90 .95 C CA TIME OF CONCENTRATION Tc -T c ,f 11,9(L •yes (chart -1) 1 H J Hi:Pt. H. T Time In Hours L = Distance in Miles LO.PI. L. H = Height In Feet 'Add 10 minutes to computed T ° min hr time of concentration (10 min. minimum) RUNOFF: O = I x CA I " /hr Cis USE Q CFS x I CA cfs USE 0 10 CFS Reference: San Diego County Flood Control Design and Procedure Manual. (1) Obtain soil type from Soils Conservation Service .K sze✓''oa/6,'$� rq';°ig a im; .za' Z..� a ,,,,i -4 s v'� 4 � �^sMC � ^� � I '^�> ✓y �- w �i� � c.`i#.K % �� "` �' x� '• 4 F .. ep' „ t t� � .. *sa� k � •..' �� by�� A e !!n; r ?�,., 'n ��Nyf. Sw a„ L S •f! �fE, � 'A / �~ � IM° 4 �,.,'s3 � / � � �. - , � � f S l Zll ��' E.. � m� � ay�r >t, his. p ✓y/q, '�'° _ _ � 6 y, `- .7 � �* ^- f 6' �' ,�� s �fGr� ', F�t� �` a�'� /9+41 �+' ✓5 '�. k a a % Ir �- S w fill" _ r�^ y � TM rP erg' r � �! k aemP.,, ✓�`_ 5 ..( Ywf�, (M+k ".� ai ,�� i . ,r� � '; - r �, `'^at - .�., ;';. r' �'� •. 6 ,in '^k,. ao. � R% y � "+►rri � • - - .1' z lei'"' 2 r � I�,.t s" kI • ••1� fy+ Ur "71f "Zil F 760 758 0607 i`lov �06 0 1 04:37p Zo 1 i ka 760- 758 -8607 P.1 P. 81 a ' NoV -06 -01 03.40 PM son, TRO-4 1 RIN P O. km 1195 LakeoIde. CaiifaMIN 92090 November b, 2001 16191 0060 Vaughan Watson 0 5235 FioreTe:rrace, #C -207 San Diego, California 92122 SUBJECT' File No 10160 a I REPORT OF COMPACTED FILLED GROUND Addendum I Proposed Residential Building Site 302 Secman Drive APN 259- 130 -2 City of Encinitas Dear Mr Watson: During the grading operation covered in our Report of compacted Filled Ground dated August 12, 2001, we observed that the 2 -foot removal of existing soils was accomplished. The bottom of the excavation was inspected and approved for replacement of the soils to be rec:ompacted. Tito soils were replaced and recompacted in accordance with the applicable recommendations in our Site Inspection report dated March 21, 2001. As they were replaced, a representative of our firm tested to insure that proper compaction had been achieved. Our Report of Compacted Filled Ground presents our test results and observations of the grading operation, if you Have any additional questions, please contact our office. Respectfully submitted, �+r• Jo4eph C. Smyth, RCE 2165 r rte - 1 JCS/sR of CAV��` Nov,06 01 04:37p Zolika 760- 750 - 8607 p•Z 5O& TENTERS P.O. Box 1195 Lakeside, California 92040 August 13, 2001 (619) 443-0060 Vaughan Watson 5235 Fiore Terrace, #C -207 San Diego, California 92122 Subject: File No. 10160 Report of Compacted Filled Ground Proposed Residential Building Site 302 Seeman Drive City of Encinitas Dear Mr. Watson: 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 July 20, 2001 and July 30, 2001. The site is located at 302 Seeman Drive, City of Encinitas. A brief legal description is APN 259- 130 -24. 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 March 21, 2001. 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 "_ The grading was performed for the purpose of recompacting existing loose soils and providing level building pad for the construction of the proposed residential building. i Nov.06 01 04:37p Zolika 760- 758 -8607 p•3 Vaughan Watson File No. 10160 August 13, 2001 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 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 2 Nov.06 01 04:38p Zolika 760 - 758 - 8607 p•4 Vaughan Watson File No. 10160 August 13, 2001 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. 5- 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. 3 Nov.06 01 04:38p Zolika 760 - 758 - 8607 P• Vaughan Watson File No. 10160 August 13, 2001 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 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 302 Seeman Drive City of Encinitas SOIL TEST METHODS: Maximum Density & Opt Moisture -- ASTM D1557 - Density of Soil In -Place -- ASTM D1556 -882 2 S -- UBC STANDARD 29 -2 Soil Expansion Shear Strength -- ASTM D3080 -72 Gradation &Grain Size -- ASTM D 1 I40 -71 Capillary Moisture Tension -- ASTM D2325 -68 4 Nov.06 01 04:38p Zolika 760 - 758 -8607 p•6 Vaughan Watson File No. 10160 August 13, 2001 LMTING SOIL CONDITIONS: Minimum Compaction -- 90% for "disturbed" soils. (Existing fill, newly placed fill, plowed ground, etc.) 84% 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, --=-.- �wQ�O �QN C. i _ L No. 21, 650 J seph C. Smyth, RCE '650 * Exp. 9130101 � JCS /mlj qrF OF ca��F cc: (3) submitted 5 Mov,06 01 04:38p Zolika 760 - 758 - 8607 P• Vaughan Watson File No. 10160 August 13, 2001 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 yammer 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. Contot dry wt. 1 Tan brown, silty, fine to m 2 126.3 9.3 medium sand Nov.06 01 04:38P Zolika 760- 758 - 860 7 P• Vaughan Watson File No. 10160 August 13, 2001 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 9.9 118.1 126.3 93.5 2 1 +3 f.g. 10.0 123.5 126.3 98.0 3 1 +2 8.2 119.8 126.3 94.9 4 1 +3 f. g. 9.5 119.1 126.3 94.3 f.g. = finish grade Nov.06 01 04:38p Zolika 760 -758 -8607 p•9 Z • 1 • EX /ST /NG HOUSE F IELD .06/YS /Ty 7ES7 COMPA C 7�'� F /LL ---NO SCA L E JOB NO. `-� /4160 LOCA T /DN BY .�,OJ TEs�r�,KS F E'L,0 .DE/VS /T Y TEST 11421 Woodside Ave., Suite C DATE Santee, California 92071 F'LA TE Z (619) 562 -0500