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2001-7222 G ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects City Of District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering March 3, 2003 Attn: I.C.W. Group Insurance Company of the West 11455 El Camino Real San Diego, California 92186 -5563 SC RE: Lee Wilcox 623 Quail Gardens Drive APN 257- 010 -27 Grading permit 7222 -G Final release of security Permit 7222 -G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading. Therefore, release of the security deposit is merited. Performance Bond 185 0187, in the amount of $50,351.00, 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, Masih Maher ay L mbach Senior Civil Engineer Finance Manager Financial Services Cc: Jay Lembach, FinanceManager Lee Wilcox Debra Geishart file enc. TEL 760- 633 -2600 / FAX 760 - 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760- 633 -2700 � recycled paper VISTA ENGINEERING, INC./ R. B. HILL & ASSOCIATES, INC. CIVIL ENGINEERING AND LAND SURVEYING 930 Vista Village Drive Vista, California 92084 Phone (760) 941 -2271 Job No. 145 -00 Fax (760) 941 -7928 SViINI0N3 3 A110 S33IA83S 9NIV33NIM February 25, 2003 I f, 0� City of Encinitas �i l Z 633 Engineering Services Permits 505 South Vulcan Avenue n o Encinitas, California 92024 Oti Re: Engineer's Pad Certification for Grading Permit Number 7222 -G Pursuant to Section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for the Riding Arena grading on Parcel 4 of Parcel Map No. 16255. As the Engineer of Record for the subject project, I hereby state all rough grading for this gently sloping pad has been completed in conformance with the approved plans and requirements of the City of Encinitas Codes and Standards. The following is a representative pad elevation as field verified and shown on the approved grading plan: Pad Pad Elevation ! Pad: `Elevation Per Plan Per Field Measurement Arena 287.50 287.52 Construction of line and grade for all engineered drainage devices have been field verified and are in substantial conformance with the subject grading plan. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. The construction of earthen berms and positive sloping pad drainage have been field verified and are in substantial conformance with the subject grading plan. VISTA ENGINEERING, INC. LC F / Gc LU m u- No. 25115 c— Vinje E. 25115 * UP. 12 •� CIVIL �� CA1.1C Y DRAINAGE STUDY PROPOSED RIDING ARENA PARCEL 4 OF PARCEL MAP 16255 ENCINITAS, CALIFORNIA August 24, 2001 PREPARED FOR: LEE WILCOX Job No. 145 -00 Q �pFESS Kim L. Post, R.C.E. 23166 No 23166 m Vista Engineering, Inc. Exp. 12-31 7D 930 Vista Village Drive Vista, California 92084 -6014 q� �� (760) 941 -2271 - Office (760) 941 -7928 - Fax ! r rs: .r �; ,{} • i } •u +?i }i :if+.!' r.::•. F �.. ii. � . +t .+F'i:i } + "';•I.1 {iii!; }3}j ,. ?'" :t ?F.. ? iili i .ti:i'' ': ? }.., •�� . :Y.2. . if. S l�i..E.. Iti'. 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C;D CL W 1 \% W l � _ � � r - , -1•' ` I z � Off^ N V I .n.. : -j �.: • `. a7 LLI N LnCN 113 Cd % c < f v Z CD Z w G < v • M wiz W 10 O O O LLI 46 00 u 4404 M <O lu Q u S O4J0 y Ou < a koc 'Ire I oQ V D LL Y t u u u 6 � Y 11-A-7 r C N O 4-11 4- I C O •r Ci7 d X u u O - 0 fit M 'r. 4j L X C a d � i tD tO to O _ H i N S '>3 b C) r C\I p C t O 7 N O •r N U - z V1 41 - al +C C t.) d ZA S- C C)32 L d 4- O •r W LO r • i S.- •� C Q C O C d• t0 4J t0I N •r 4 •r ti7 U N +J w L]. to d Q- O C. 4-4- O L S- ' I m �n i� O t0 �� v p v Ml - 4j >✓ •L7 i w 1 N 00 • 41 W E � — CU -W CU +� r d C •r 1 � � O r tO C C:. Q 1 0 Cu 'fl O C i 3 O C O G1. N to N •r > C b -P i O O d • N r O ^^ �• `^ C 1Z O •a O to • •r C C rO V 11 1 N O r- Cu O +J N +>• + +� O C G) r •> to to , r CT i L _ .-- i •a +� -P r CT >s CO t0 CY 1'O != i •r 'C3 O •r r • C) 00 i C •C u C CL G O C C) d E C U •r r 4 G tv O O •r •r •e O d • C •r •r r 4J U it_ u Q i N N w r CL t0 in N C: C) C i (1) CU .0 4J - 0 O C L C • 4 - )4 - ) 4 S. i in S •r S S.. 4J to Cr C II ' a• r C CO m. 3 CL CL +•> d to C E N •r l0 0.:3 i i O C •r 0 i •r O to O - 0 .0 N - b C -.- •r O LL. )t O V E d r• C •r i 4J i t •r r O 4J 4- d t0 b M t0 ..0 i t V r C •O 'L7 Z i E 4-) C) •Cy •r C) C C.) N O It N d• r C 4 •r r o O CO d) r O O iJ d C i tU N to M to CV Cu t 4J r •r U VI O E= V) = •r O 4J O 4••) 4- 3 4J N 4- O 11 O 11 •r O C) C Ln CO W C. t0 O •r O tts r •n 11 1 •� U. -Cr -C CO d •L7 i s 0 r 4- S- r--• L .0 U 0) t0 'C U C) LL. N F- a G • - • - 3 - 4- d O C11 0- F - +� •r N a- Q O t- i C1 N M tt) Q O r N M C _ - 1 6 -Hour Precipitation (inches) O to O to O to O to CO to O N u; t1: UI t' Q !h M N N r r• lsJ LO -- to v Q4 '� 1 ,I �i:l i T - :. , . •i'1 �, ! � !! i . I' --T , I ., i' ; j1, ' .,I O Cl. to . er a�i F. C�4' 'i; T . i!i u u 11 It O 4J r Cd ►- CY - - - - _ __ O -N 1 ) S 1 A I I : T _�. .1�!1i '1 , t 1 1 T �' •' 1 1� !III 1 I ! 1 - i I V 1 1 1 1 j - I• I ! :111,1 II I i t I I 1 C. d re d Vt .4 93 N .•� 0= m 1 I N (.AnoU %sauou() X1L5ua1uT Revised 1/85 APPENDIX XI -A u 1 '` TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) — Coefficient, C Soil group (1) Land Use A B C D i Residential: Single Family .40 .45 .50 '.55 Multi -Units .45 .50 .60 .70 Mobile homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 I Commercial ( .70 .75 .80 .85 80% Impervious I nd us t r i a l ( .80 .85 .90 .95 90% Impervious NOTES:. r ' (1) Soil Group mans are available at the:nffices of the Department of Public Works. ( actual conditions deviate significantly from the tabulated impervious- ness values of 801 or 90%, the values given for coefficient C, may be revised by multiplying 807. or 90 ° /,.by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil,gxoup. Actual imperviousness 507. Tabulated imperviousness = 80% Revised C = $O x 0.85 s 0.53 Y IV -A -9 APPENDIX IX -B / Rev. S /81 (o /4-454V , W U' 2 2 e 1 �r W l fGG �' �c O' �.Y` q / �Y Pte^ �1 7/z � -- C Ra _ r AD fT �' ice'! � "� � -- �� /��✓ ' ' t t �_ ' �i. 1a tW1YWI W111WUlYYWYWIW!lliJYlI�YI.W�VY= -rte- -� -ter- - :.- �--■■.-.■.., " -� • �at�iaYiu�uuuu��WluWU,uuiY IW1WJ�f.��.•_ ► �.��.�� oil A MA • - t i T _ CHART 2 180 10, 000 168 8,000 EXAMPLE (�2) (3) 6. 156 6,000 D`42 inches (3.5 feet) 6. 144 5 0.120 cfs 5. 4,000 �* mw 6• 5. 132 D feet 4. 3,000 (1) 2.5 8.8 5' 4. 120 (2) 2.1 7.4 2,000 (3) 2.2 7.7 4• 108 3 ' 3 ' e D in feet 96 3. 1,000 800 84 600 500 _ 72 400 ° 2. v - 300 N 1.5 1.5 Z to 60 v 200 1 1.5 Z / Z w 0 54 � a W 48 ( 100 > IN z J o: 80 = Q 60 CL 1.0 1.0 U. N_ 50 HW { / NTRANCE ° ,. ° 40 0 SCALE 1.0 QJ�/ TYPE W 9 W �� \ F- .9 ~ 36 30 (I) Square edge with Q headwall 9 Q 33 ` a 20 (2) Groove and with w 30 headwoll = • .8 Groove end ' projecting 27 10 .T 24 8 .7 6 To use scale (2) or (3) project 21 5 horizontally to scale (I),then use straight inclined line through D and 0 scales, or reverse as . 6 3 illustrated. . .6 18 2 15 .5 .5 .5 t.0 12 HEADWATER DEPTH FOR HEADWATER SCALES 2a3 CONCRETE PIPE CULVERTS BUREAU f�pUBlICR0AD9 JAN. 1963 REVISED MAY 1964 WITH INLET CONTROL 10 Wilcox Riding Arena Worksheet for Circular Channel Project Description Project File c: \haestad \fmw \145- OO.fm2 Worksheet Pad Downdrain Pipe Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.010 Channel Slope 0.350000 ft/ft Diameter 10.00 in Discharge 3.10 cfs Results Depth 0.24 ft Flow Area 0.13 ftz Wetted Perimeter 0.95 ft Top Width 0.76 ft Critical Depth 0.76 ft Percent Full 29.05 Critical Slope 0.010339 ft/ft Velocity 23.56 ft/s L Velocity Head 8.62 ft ir Specific Energy 8.87 ft Froude Number 9.96 Maximum Discharge 18.13 cfs Full Flow Capacity 16.85 cfs Full Flow Slope 0.011847 ft/ft Flow is supercritical. ■ 08/24/01 FlowMaster v5.15 01:53:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of Wilcox Riding Arena 4 Worksheet for Triangular Channel Project Description Project File c: \haestad \fmw \145- OO.fm2 Worksheet Easterly Pad Swal Flow Element ! Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.040000 ft/ft Left Side Slope 20.000000 H : V Right Side Slope 33.000000 H : V Discharge 3.00 cfs Results Depth 0.22 ft (, s Flow Area 1.31 ft Wetted Perimeter 11.79 ft Top Width 11.79 ft Critical Depth 0.24 ft Critical Slope 0.026617 ft/ft Velocity 2.29 ft/s L Velocity Head 0.08 ft t Specific Energy 0.30 ft Froude Number 1.21 Flow is supercritical. 08/24/01 FlowMaster v5.15 01:50:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page /2, ATTACHMENT `A' PRELIMINARY DRAINAGE STUDY r r v PRELIMINARY DRAINAGE STUDY PARCEL 4, PARCEL MAP 16255 ENCINITAS, CALIFORNIA May 7, 2001 PREPARED FOR: LEE WILCOX r Job No. 145 -00 Kim L. Post, R.C.E. 23166 ESSI �kq� Vista Engineering, Inc. oQROF P CS� 930 Vista Village Drive Vista, California 92084 - 6014 (760) 941 -2271 - Office p. 23 Exp (760) 941 -7928 - Fax * 12 - 31- 1 -Ui CIV11- o OF r PRELIMINARY DRAINAGE STUDY PARCEL 4 OF PARCEL MAP NO. 16255 ENCINITAS, CALIFORNIA May 7, 2001 This limited drainage study examines the rainfall runoff that will flow through the northeastern corner of the subject property after the proposed grading of the pad for the horse riding arena has been accomplished. This report is based in part on the results of the drainage study for the Encinitas Ranch Golf Course. Existing and new topographic information was taken from the grading plan for the golf course. Available city topographic maps were used for the property lying westerly of the golf course. The appendix to this report contains appropriate excerpts from these documents. Our calculations indicate that the runoff from the golf course and other tributaries to the northeastern corner of the subject property will be easily contained within the available ungraded drainway in the immediate area of the graded fill. The toe of the fill will be ripraped for stability even though the flow velocities at the Q100 runoff condition ar und er 4 feet p er second and the maximum flow depth calculated at any section is approximately 1 foot. In addition, the design height of the riprap is 1-1/2 feet above the toe elevation which will give substantial protection and capacity should the flow area be modified by deposition or other factors. Our calculations are intended to be conservative by use of the full Q100 flow throughout • the entire irregular channel water surface profile analysis although the flow enters the subject property from the golf course throughout the reach calculated and shown on the enclosed plot of cross section locations and water surface limits. We have also accepted the initial basin runoff and time of concentration for Basin 131 as shown on the golf course drainage study map enclosed. By maintaining this time of concentration for the entire tributary basin the rainfall intensity and runoff calculated are thereby conservative. Our conclusion is that the design storm runoff is readily handled by the existing and proposed grades in the northeast corner of the subject property, with the addition of the riprap along the toe of fill being an added protection given the shallow flows and low velocities that will occur. r RUNOFF AND FLOW LIMITS CALCULATIONS Appendix Al herein is an excerpt from the Encinitas Ranch Phase 2 and 2A Hydrology Study by Hunsaker and Associates, 1998. We have modified this excerpt to highlight the outflow from what we call Basin 131 into Basin B2. We have also included the outline of Basin B2, which is found in more detail on Appendix A2, a reduced excerpt from the grading plan for the Encinitas Ranch Golf Course. Appendix A3 is an excerpt from the City of Encinitas' 400 scale topo sheets blown up to 100 scale, on which we outline our Basins Al, C1 and B3. Since there are similar rainfall runoff coefficients for the golf course and the adjacent low intensity residential uses, we calculated by area proportion an increase of the 22.6 cfs runoff from Basin 61 (13.6 acres) to the total tributary area (24.4 acres), which we then rounded up to 50 cfs for use in our hydraulic calculations. We used the 50 cfs to calculate the water surface elevation at a downstream control section, offsite from the subject property (see next 2 pages), to establish a conservative elevation to begin calculating the water surface profile crossing the subject property. We then prepared cross sections data where shown on Appendix A4. That data was entered into a computer program from Advanced Engineering Software to determine the water surface elevations at the various calculated locations. Those elevations were used to then plot the flow limits of the water on Appendix A4. As shown on Appendix A4 the flow limits barely reach the toe of fill proposed for the riding arena which will be protected by riprap for the entire length of potential effect by the runoff. It should be noted from the results of M1 the water surface profile analysis that the water will be at most a foot deep throughout the earth swale with a velocity of less than 4 feet per second, so the riprap along the toe of slope may not be needed if an appropriate deep rooted ground cover were to be planted and maintained in it's place. Downstream control section Worksheet for Irregular Channel Project Description Project File c: \haestad \fmw \139- OO.fm2 Worksheet Existing channel downstream Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.022000 ft/ft Elevation range: 266.80 ft to 274.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 274.00 0.00 141.00 0.045 14.00 272.00 32.00 268.00 81.00 266.80 108.00 268.00 133.00 272.00 141.00 274.00 Discharge 50.00 cfs Results Wtd. Mannings Coefficient 0.045 Water Surface Elevation 267.58 ft Flow Area 19.17 ft Wetted Perimeter 49.30 ft Top Width 49.27 ft Height 0.78 ft Critical Depth 267.49 ft Critical Slope 0.042129 ft/ft Velocity 2.61 ft/s Velocity Head 0.11 ft Specific Energy 267.68 ft Froude Number 0.74 Flow is subcritical. L 03/30/01 FlowMaster v5.15 03:31:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Li o c L I I I 1 I I I I r I 1 I 1 I I 1 1 03 I 1 I 1 I I I I LL I I I 1 I 1 I I I I 1 1 I I 1 I I 1 1 1 I I 1 I I 1 1 I I I t I I I I I I 1 1 1 I I I 1 I I 1 1 I 1 I 1 I 1 I I O 1 1 1 I I I I I 1 1 I 1 1 I I I I 1 I I I I I I t I I I I 1 I I I 1 I I I 1 1 1 I 1 I I I 1 I I I I 1 1 1 I I I 1 I I 1 I I I 1 I 1 I I 1 I I I I I I I I 1 I 1 I I I 1 I I (O I I t I 1 1 1 I to tp I I I 1 I 1 I I I I I I I 1 I 1 L6 I I I I I 1 I LO I 1 I I 1 1 I 1 I I I I I I i I Cl) 1 I I 1 I I 1 I O N I I I I I I I I O • �'' I I I I I I 1 I r O C I I I 1 I I I I O m I 1 1 I I I I I I I I 1 I I 1 I U U I I I 1 I 1 I I L I I I i I I I 1 m I I I 1 I I 1 d I 1 I 1 I I I I N I O C U N ---- I ---- I ---- 1 ---- ,--- - - - -j- -� -- 0 0 I I I 1 I I I I co 1 cn O I I I I I 1 I co OC I I 1 1 I I I I a L Q I I I I I I I I N U 1 I I I I 1 I 1 ac V I I I I I I 1 1 Q I I 1 I 1 I 1 I O r N � co 1 I I I I 1 I I N I I I I I I I I O I 1 1 I 1 I I I C L I I I I 1 I 1 I — U I I I I I I I 1 vi 0 cN CC $ cu >_ "• U I I 1 1 1 I I I � N O I I I I I I I I O C O------- I ---- I ---- '- - - -� --- - - - -- p m O I 1 1 I I 1 I I N O LO N 1 I I I I I 1 1 cn -0 (� I t N 00 O I 1 I I I I I 1 = r• a) O � 0 0 LO C) I I I I I I I 3 C C C 0 0 1-- 0 0 I 1 I 1 I I I C O CD LO I I 1 I I I 1 1 I I I I I m N I I I I I I 1 I 1 I I 1 I I I U (D L I I 1 1 t I I I N .cm •� W I I -- - -I I I I 1 O O C O L C - -- i I - - - -- - -� - - -� - -- i - -- i-- O m N cy) 'V I 1 I I I I I I N m ii UJ It a) > m I 1 I I I I I p 1 I I I 1 I I I (1) 1 I I I 1 I I 1 V � m � cn . 0 0 C I I 1 1 1 1 I I a) U - a) a) O a 3� O O O O O O O 0 0 �J J m 4 M N r O 6 0o r` w a a Y 3 o ° c U ti ti r` m to m co ,c > U -6 m a.. N N N N N N N N N o '0 0 o a� o a) § -r- m .�' ()}) uol;enalE] aa �FL Mtn �U�o a O N O N co M M co O O T 1. IRREGULAR CHANNEL WATER SURFACE PROFILE ANALYSIS The following study is based on the well known STANDARD STEP METHOD to analyze gradually varied flow in an irregular channel. Energy -head losses and corresponding notation used in the program are as follows: FRICTION LOSSES: n = Mannings friction factor EDDY LOSSES: e = eddy loss coefficient KINETIC ENERGY CORRECTION FACTOR: a = correction factor The PROGRAM determines gradually varied flow water surface elevations by balancing the classical energy equation between user - specified "energy balance" locations. All geometric and parameter information is averaged between defined channel cross - sections by straight line interpolation. THE ONLY LOSSES INCLUDED ARE FRICTION AND EDDY LOSSES. The analysis, formulation and presentation of results follow the development given in "OPEN CHANNEL HYDRAULICS" by Chow(1959). The PROGRAM will default to a flow -depth of CRITICAL DEPTH whenever the flow regime changes between SUBcritical and SUPERcritical flow (or vice versa). Therefore, supercritical water surface information is not computed in a subcritical flow model; nor is subcritical water surface information developed in a supercritical flow model. In a subcritical flow model where flow may be supercritical, critical depth is assumed as a minimum flow depth which exceeds the actual supercritical flowdepth in the channel. Similarly in a supercritical flow model critical depth is assumed as a maximum flow depth. Consequently, rapidly varied flow effects, hydraulic jumps, and transitions between f flow regimes ARE NOT INCLUDED in the PROGRAM. r For this study, the following information is used: Channel flow(cfs) = 50.0 Number of channel cross - sections = 5 Number of Energy - Balance locations = 7 COMPUTER RESULTS are based upon SUBCRITICAL flow model with assumed control water surface elevation(feet) = 267.60 at cross - section 1 Special notation given in the computer results are as follows: (1) SECT ..... the section number appears in the first column whenever the energy- balance channel location occurs at one of the defined channel cross - sections. (2) FLOOD .... this word appears in the second column whenever the estimated flowdepth exceeds either bank of the channel section. (3) EB ....... the energy balance number is listed in column 3. (4) P +M ...... the pressure -plus- momentum (in pounds force) is provided in columns 10 and 11. (5) STEEP .... this word appears in the last column whenever the Channel Critical Depth exceeds the Normal Depth. (6) MILD ..... this word appears in the last column whenever the Channel Critical Depth is less than the computed Normal Depth. r r i IRREGULAR CHANNEL WATER SURFACE PROFILE COMPUTATION FOR SUBCRITICAL FLOW BY THE STANDARD STEP METHOD (REF.: "OPEN CHANNEL FLOW HYDRAULICS ", V.T.CHOW, MCGRAW- HILL,(1959)) (c) Copyright 1983 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1343 Analysis prepared by: VISTA ENGINEERING, INC 930 VISTA VILLAGE DRIVE VISTA, CA 92084 (760)941 -2271 ---------------------------------------------------------------------------- FILE NAME: 13900.DAT TIME /DATE OF STUDY: 16:37 3/30/2001 CROSS- SECTION INFORMATION: INFORMATION FOR CROSS - SECTION NUMBER: 1 MANNINGS FRICTION FACTOR = .04500 KINETIC ENERGY CORRECTION FACTOR = 1.000 EDDY LOSS FACTOR = 1.000 DISTANCE(ft.) TO CROSS- SECTION #1 = .00 NODAL POINT COORDINATE INFORMATION: NODE NO. X(ft.) Y(elev.) 1 .00 274.00 2 14.00 272.00 3 32.00 268.00 4 81.00 266.80 5 108.00 268.00 6 133.00 272.00 7 141.00 274.00 INFORMATION FOR CROSS - SECTION NUMBER: 2 MANNINGS FRICTION FACTOR = .04500 KINETIC ENERGY CORRECTION FACTOR = 1.000 EDDY LOSS FACTOR = 1.000 DISTANCE(ft.) TO CROSS- SECTION #1 = 42.00 NODAL POINT COORDINATE INFORMATION: NODE NO. X(ft.) Y(elev.) 1 .00 274.00 2 14.00 270.00 3 66.00 268.00 4 75.00 267.40 5 84.00 268.00 6 114.00 270.00 7 130.00 274.00 s INFORMATION FOR CROSS - SECTION NUMBER: 3 MANNINGS FRICTION FACTOR = .04500 KINETIC ENERGY CORRECTION FACTOR = 1.000 EDDY LOSS FACTOR = 1.000 DISTANCE(ft.) TO CROSS- SECTION #1 = 70.00 NODAL POINT COORDINATE INFORMATION: NODE NO. X(ft.) Y(elev.) 1 .00 274.00 2 20.00 270.00 3 72.00 268.50 4 92.00 269.50 5 102.00 274.00 INFORMATION FOR CROSS - SECTION NUMBER: 4 MANNINGS FRICTION FACTOR = .04500 KINETIC ENERGY CORRECTION FACTOR = 1.000 EDDY LOSS FACTOR = 1.000 DISTANCE(ft.) TO CROSS - SECTION #1 = 119.00 NODAL POINT COORDINATE INFORMATION: NODE NO. X(ft.) Y(elev.) 1 .00 274.00 2 8.00 272.00 3 35.00 270.00 4 52.00 269.70 5 62.00 270.00 6 67.00 270.20 7 75.00 274.00 INFORMATION FOR CROSS- SECTION NUMBER: 5 ` MANNINGS FRICTION FACTOR = .04500 KINETIC ENERGY CORRECTION FACTOR = 1.000 EDDY LOSS FACTOR = 1.000 DISTANCE(ft.) TO CROSS- SECTION #1 = 163.00 NODAL POINT COORDINATE INFORMATION: NODE NO. X(ft.) Y(elev.) 1 .00 276.00 2 11.00 274.00 3 42.00 272.00 4 55.00 271.20 5 73.00 271.50 6 83.00 276.00 USER - SPECIFIED ENERGY - BALANCE CHANNEL LOCATIONS: ENERGY BALANCE DISTANCE TO LOCATION NUMBER CROSS- SECTION #1 1 5.00 2 40.00 3 50.00 4 70.00 5 100.00 6 120.00 7 160.00 Y a) Ol Ql E U) er v' M M �.O O t4 U) [� m (3) u r O (3) 3 U) .0 O O Un O O M In N N Ln co " a Ol 0) N co -I OO to l0 U < � 4--I -,o In 00 fl [� Ln t` C' rl O W 4-4 1- I` 00 M Ql O O r1 rl c p x --- 110 Q0 to k r t` t` �4 N N N N N N N N O U O O O O O O O O — O — O — O — O — O — O C a >� U) — O O M O N O i O 0) O l0 O dl O b, rC 12 O w r + + H H H C rZ W a II II II II II II II wD - -- -- - - - �..� U) m O d' N OO N N •� x U) L�i -P O 1- N M (\j a) O x 44 2 x x O r-1 O 1.n O O O m O- O v' O M 'CS g M U P d' • M • CO • to • OO • 1 • Ln U U 4 � to to C� O O O O O w z 44 <l M'4 1-1 N (N U M 00 N Ol T M C(4 w- co (n O u Q0 Ln r m z O a In 110 Ln Ln Ln 1 W O - - - - - - - - - - - - M C4 w Ol O CO C' l0 CO I` CC) O O U x+ N CC) M _ Ln u 00 07 -1 r-I l0 f-i C W w v) � II -1 II N II M II N II 1 II M CD II 1--i t lo .� 13 >a o£ O o O o o£ O ✓T 4J O 1 I I CL I C4 1 04 1 Q4 I (:4 I C4 I C4 -- C r1 1 - - - - - - - - - -- - - - - - - - - - - - - - - - - )i N 44 I z I O O I M O I N 0 1 M 0 1 a' O 1 W O I M O I Ln O >1 r I O W 1 �n in I O �n I M Ln I O ul I j' Ill I OO uO I M in I OD �n Q, LL -1 I H C4 1 0 �' I r v' 1 0 'T I M 'T 1 0 c I N' I O v' I 1- I' O O a) 1 P O 4 - 4 1 OO O I CO O 1 r O I 1- (D I ul 0 1 0 0 I N O 1 M 0 U r - j C I U a U) I rl I rl I N I N i M I H I N I M a) C I H U) I O 1 0 1 0 1 0 1 0 1 0 1 0 1 0 � ro I C4 I II I II 1 II I II I II I II I II I II I Cra I C I C I C I C I C I C I C I C I U) I O I r 1 1- I c I m I M 1 1 d' C I CG O - I d' I M I Ln I 'l' I d' O I D H 4J I 1 I I I I I I * I W W I I I I I I I I * •b I x FC '-' 1 1 1 I I 1 1 1 U) U - H m I I Ln I O 1 Ol 1 M I U 1 r 1 0 I u7 I a I m I m I r-i I CO I H I N 1 w 1 N K, Q I 1-0 1 1- I u7 f U) •r{ I O W 4-I 1 1� I 1` 1 00 1 co I Oi 1 0 1 0 I r Z -A 44 I H x - I l0 1 1 10 1 l0 I l0 I l0 I 1- I 1` I 1` F(,' U 1 I N 1 N 1 N I N 1 N I N I N I N >♦ >1 .r I I I I I I I I I r-i r •r i I I ul O I W O 1 ri O 1 M O 1 r1 O I 'c3' O I N O 1 M O H C S I N I M O I M CD 1 M 0 I Ln O 1 Q0 O 1 1` O I M O 1 r O * 44 ro I \ 4J I O I O • 1 H • I r1 • I-i • I O I r-i • I N * O N I (N 44 1 rl I rl 1 ri I rl I r1 I r1 I ri I rl pS -1 r•I I I II I II I II I II I II I II I II I II a a, a) ro t ro I ro I ro I ro I ro t ro I ro I ro t (0 W q31----------------- ---------- [] W C Ol 1:3: I 1- 1 0) 1 0 1 v' 1 (N 1 O) 1 r1 I W O U (a 1 0 u) I 'l' 1 a' I m I H I N I H I m I [� gC� Z71 I a > 04 1 I I 1 I I I I rff4 U + I Cu 4-4 1 N I N I N I M I M I N I N I M F4 U) ro m I I M I .-i I N I- I- I Ol I N I M 44 r1 .,j 1 �� I I I I I I I I Gy, C x, I O W 4-1 1 0 I O 1 I� I u) I Un I (N I 1� I M a w by W l a 0Z i< I N I N I rl I rl I r1 I N I ri I rl F:� E. a) I f-4 F:� 4-/ 1 1 I 1 I I I I U< S4 1 1 4-I 1 1 I 1 I I I I H:R: }4 I I I I I I I 1 1 I - H a 0 I x 1 0 1 N r1 I N N I N M i to v' I 1` u I m 1 10 1 f PG W - O U 1 0 E- -P 1 00 1 m I O I m I 1` 1 00 1 Q0 I w U z 0 0 1 a C4 4 1 I I I I I I I CA z .a H 1 44 W I I W I I CQ I W I W I CQ I CQ I CU O 41 �c I O 1 1 W 1 w 1 W 1 W 1 w 1 W 1 W V) a) I - - - - - - - - - - - - - - - - - - - - - - - - - - 1 W I O 1 m 1 D1 I cn I In 1 r•I I r) I L- -� U I lD 1 %0 1 0') 1 l0 1 N 1 .-I I V I r- CL (1, 1 W D I I I I I I I I � 4) I H [s{ N 1 r- I l- 1 W i aD 1- I o I o 1 F] 4-J z I A,' , p rj C H I W 1 l0 1 W I tD I l0 1 l� 1 L� 1 [� .LD U) I N 1 N 1 N 1 N 1 N 1 N 1 N 1 N 1 N U I rn - I I I I I I I I I - W "'O Q 1 :� a 1 O .-i I O I O I O I O M I O I O I O � I E O 1 I I I I I I I -� E: I U O 0G I I u7 I O I O I O I O I O I O C I z 34 E- I H I I d' I u) I 1- E- I O I (N I w * ro I W 4-i z I U I I I a O 1 W 1 1 I I W I I I U) I U I U) I I I I V) I 1 I a - - - - + - - - - - - - - - - - - - - - - - - - - - - - - - - - r w w _ •, '• . :p.' : ' . 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BUZ i7 �—L lit IN F N.: -E4' 4 is in ilF ..... .. - - - .. .. . .. rMl :13 J i l l 191 11 1 ., l 11 H ....... li ..... . - IH 9, -till: �'`r= W - •�� t S t . iE''� .I2•l { IR - - � fi • 4 {EiiEi�i . i(;:;: i. .1injil ' _ ° . -- _ '{ ��::5 t, °I• . 1 - -.�s -� :'emu_ is =�: �:_` - -- - -- _ .. - •t:tr.: {k �'. s•lt�:t44(i:11 ;� { •.t 41.t :Er>;: - - - _ - _ - __ - _ ».aa ili f { (”. � ! {4 4, VHii M LI HI I Mi r \ r \ C'�e -n ^175 Itc 7� 1 i • C t k 26� /T s� 1 't i lk ` Y JN 145 -00, 1 =?So VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, C 92029 -1229 D U Phone (760)743 -1214 Job #02 -225 -F , Fax (760) 739 -0343 F3 December 2 , 2002 ENGINEERING SERVIC CITY OF ENCINITAS Mrs. Lee Wilcox 623 Quail Gardens Road Encinitas, California 92024 AS- GRADED COMPACTION REPORT FOR i HnrEOG� CINITAS DRAWING #7222 -G LOCATED AT 623 QUAIL GARDENS ROAD, C In accordance with the Grading Ordinance for the City of Encinitas, this as- graded compaction report has been prepared for the above referenced project. We have completed engineering observations and testing services in conjunction with the grading operations. This report summarizes the results of our tests and observations of the compacted fill. The compacted fill in the subject area was placed periodically during the period of June 3, 2002 through September 12, 2002. Actual dates are shown on the enclosed compaction test result sheet. GRADING INFORMATION /GROUND PREPARATION The following listed site grading plan and document was used by this office as part of this project: A. Grading plan prepared by Vista Engineering. B. "Preliminary Soils Investigation" report prepared by this office, dated October 18, 2000, Job #00 -354 -P Prior to grading operations, the site in the immediate vicinity of the proposed horse arena was cleared of brush and vegetation. All questionable loose and soft soils were also removed from the areas receiving fill. Adequate keys were placed against firm ground prior to fill placement. FILL PLACEMENT Fill was placed in 6 to 8 inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with ASTM Method D -1556- As- Graded Compaction Report Page 2 Horse Arena, 623 Quail Gardens Road December 2, 2002 90, sand cone method, as the fill was placed. The moisture content for each density sample was also determined. The approximate locations of the field density tests are shown on the attached drawings. The maximum dry density and optimum moisture contents of the different soil types used as compacted fill were determined in accordance with ASTM D- 1557 -91. The cut portion of the pad was undercut a minimum of 3 feet and replaced as a structural fill, decreasing the potential for concrete cracking along the daylight (cuttfill) line if any structures are placed at a later date. Site preparation and grading were conducted in substantial conformance with Appendix Chapter 33 of the 1997 Uniform Building Code, the Grading Ordinance for the City of Encinitas and our above listed preliminary geotechnical report. All inspections and testing were conducted under the observation of this office. In our opinion, all embankments and excavations were constructed in substantial conformance with the provided grading plan, and are acceptable for their intended use. The locations of the tests were so placed to provide the best possible coverage. The test locations and final test results are summarized on the compaction test result table. The results of our field density tests and laboratory testing indicate that the fills at the site were compacted to at least 90% of the maximum dry density at the tested locations. SLOPE PROTECTION All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering of slopes should be avoided. Slopes left unplanted will be subject to erosion. The irrigation system should be installed in accordance with the governing agencies. Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and /or heavy rainfall. Berms should be constructed along the top edges of all fill slopes. LIMITATIONS Our description of the grading operations, as well as observations and testing services herein, have been limited to those grading operations performed periodically during the period of June 3, 2002 through September 12, 2002. The conclusions contained herein VIN O MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 0102, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739 -0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS As- Graded Compaction Report Page 3 Horse Arena, 623 Quail Gardens Road December 2, 2002 have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #02 -225 -F will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. r _ � `ES 'Co FXp- kalp6 M. Vi nje GE #863 RMV /mpr Distribution: Addressee (6) mprlmy fileslfill control reports\02 -225-f wilcox horse arena encinitas as -grade report VIN MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 Phone (760) 743.1214 • Fax (760) 739 -0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS w m o ti t3 rn m E 0 0 m .Q r M c0 O 00 O r Lo N r a ;0. m 'mm O O O O O OR OR c q 00 O O O " a M M M M N N N N N r r r O 'p O N L O Oo O O O O c0 N 'v �C1 st Lo C W r N c o: C) ° O r r r r r 0) w o L v O co co ti o '✓ d' LO r r M C7 r o0 O r c C M to O Q M r r co Lo r— O r r r F i i + F + + t cc H N 0 c m E V U U Q Q W y �o �CR �� Q cc ++ ccro Qr-c .N ` O N C C O to cc c cc aj p m V C � N g fA 4) L ►+ .+ r+ .+ t� ' m` z o in �"o o a �` w w w w H O 2 c °M = E E 3 E E o E O � cc n v v =3 � L 0 0 c E F- E E CO E m E d Y Y Y Y Z W cc 0 fA Z W o cc Z W 7 N X C X: C cc cc Q. cc N Q cc Q O O d O a cu a 0 t° _ E d O F - O I— 2 O cc m cc cc cc cc cc cc cc cc cc m — m CL o o.. a s a a s a _ ca m cc cc cc cc m cc cc cc m cc m Q N m C C C C C C C C C C C C clb J m A a. °; T C N y L 4) H 1 4) ' O O Z J 0 0 U) d Z r N M d t0 1— 00 O r r Z 0 C ! O_ W E m M M M M co r N O r M 0o M Z W E p O O O O N O O Q O W y N O O O O O O O O O O O O Z J i- u' a� m M w co d O L N O � � V D 0 O � � O � N m LL LL Q qt CO r �O R'4, 0) 0) 0) 0) d 7C y- O O O O r r r r CO 14 t r 6 C6 r r r r Y1 Cn r O V: Ot O ►% LO r- o r O r 0 N O N r C � O ca 0 = c4 v H L c O •— = LL C Q c V O E E O O c L U U o 0 O a) •. ..I 3 tm o co C'J L -- N C CM 0 Z 0 W _ co ca ca cc cc a m m a ( L C C cu cc co C s LL. Q Q, C N J N N C n N Vj ti. N Q Q Q Q N i ' O N _ o co d Z r r r r Z W Q d CV M to N N c m V O C) O t4 0<0 LL N O O O O L AF \ PLACE RIPRI F LOW OW P"( J r . r •� E x 266.9 / KEYST E GARDEN WALVOR EOUAL f 6� 3.fY HIGH MAX. U9 260--- - J 69.4 F.L _ � t Z i r 4 cx / T ^� —CAP DRIVES I" A R (G ' { 2 Jam% / % — DECOMPOSED ° ANITE OR EOUAL CONNECT EVSY FLEX, ,DR%UN PIPE r 280 IERS) \ NOTE MINOR DRAINAGE SYSTEM SHOWN FOR INFORMATION ONLY 2 7 -- � PRO �— LANDSCAPING t , MAINTAIN MIN. 2' COVER IN DRIVEN AREAS — 12 "02" GRATED INLET IN EXIST. A.0 -- _ Berm -- \,A PER( PRI ATE i— RD: SMT. I r rr F tR ;1f'/ Preliminary Soils Investigation Proposed Riding Arena 623 Quail Gardens Road Encinitas, California v October 18, 2000 Prepared For: MRS. LEE WILCOX 623 Quail Gardens Road Encinitas, California 92024 Prepared By: Vinje & Middleton Engineering, Inc. 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 Job #00 -354 -P VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Job #00- 354 -P Escondido, California 92029 -1229 Phone (760) 743 -1214 October 18, 2000 Fax (760) 739 -0343 Mrs. Lee Wilcox 623 Quail Gardens Road Encinitas, California 92024 PRELIMINARY SOILS INVESTIGATION, PROPOSED RIDING ARENA, 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA Pursuant to your request, Vinje & Middleton Engineering, Inc., has completed the attached Preliminary Soils Investigation Report for the proposed riding arena at the above - referenced site. The following report summarizes the results of our field investigation, laboratory analyses and conclusions, and provides recommendations for the planned riding arena as understood. In our opinion, the construction of the riding arena is feasible from a geotechnical engineering standpoint, provided the recommendations presented in this report are incorporated into the final development plans and implemented during the construction phase of the project. Thank you for choosing Vinje & Middleton Engineering, Inc. If you have any questions concerning this report, please do not hesitate to call us. Reference to our Job #00 -354 -P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, o pFES510� CO(,l , 1 ! a No: 863 u� 's Ralph M. Vinje CA' GE #863 RMVrt TABLE OF CONTENTS PAGE NO. I. INTRODUCTION ................... ............................... 1 II. SITE DESCRIPTION / PROPOSED IMPROVEMENTS ............... . . . . 1 111. SITE INVESTIGATION ............. ............................... 1 IV. SUBSURFACE CONDITIONS ......... ............................... 2 A. Earth Materials ..... ............................... 2 B. Groundwater ................... ......................�........ 2 C. Laboratory Testing/ Results ...... ............................... 2 V. CONCLUSIONS ................... ............................... 4 VI. RECOMMENDATIONS .............. ............................... 6 A. Grading and Earthworks 6 B. General Recommendations ...... ............................... 10 VII. LIMITATIONS .................... ............................... 10 TABLE NO. SoilType ..................... 1 Maximum Dry Density and Optimum Moisture Content ........... . . . . . . . . . . 2 Moisture- Density Tests (Undisturbed Chunk Samples) ........ 3 Expansion Index Test .................. ...................... 4 Direct Shear Test ........... ............................... ......... 5 Grain Size Analysis .. ............................... ...... . , , . 6 Removals and Over - Excavations .... ............................... 6 PLATE NO. Regional Index Map .................................................. Site Plan ...................... ............................... 2 Test Trench Logs ....................... ............................3 -5 PRELIMINARY SOILS INVESTIGATION PROPOSED RIDING ARENA 623 QUAIL GARDENS ROAD ENCINITAS, CALIFORNIA I. INTRODUCTION The property investigated in this work includes a natural hillside and canyon area located at the rear of the above - referenced address. The property location is depicted on a Regional Index Map attached to this report as Plate 1. We understand that the studied property is planned to support a horse riding arena created chiefly by imported fill soils placed into the study site. Our purpose was to determine geotechnical conditions in the planned construction area and their impact upon the proposed improvements. Test hole digging, soil sampling and testing were among the activities conducted in connection with our work which has resulted in construction recommendations presented herein. II. SITE DESCRIPTION / PROPOSED IMPROVEMENTS The study site consists of natural hillside terrain which descends eastward from the dwelling level into a lower canyon area. The site is free of vegetation. Large trees mark the east perimeter of the work area. Site drainage sheetflows eastward over the slope. Excessive erosion is not in evidence. Details of site topographic conditions are depicted on a Site Plan attached to this report as Plate 2. A conceptual development scheme is depicted on Plate 2. As shown, an 80 feet by 155 feet riding arena is planned near an elevation of 93± feet. Graded 2:1 gradient fill slopes will be created along the east side in connection with the pad construction. Import soils will be required to complete grading and achieve design grades. The project development will construct a nearly level earth- finish riding surface. Hard scape and / or any other types of structures / improvements are not planned at the site. III. SITE INVESTIGATION Geotechnical conditions at the study site were determined chiefly from the excavation of six test trenches dug with a tractor - mounted backhoe. Most of the trenches were located in the lower canyon area where loose alluvial soils are known to predominate. Test trenches were logged by our project geologist who also supervised soil sampling at selected depths and frequent intervals. Soil samples were sealed in moisture resistant containers and transported to the laboratory for testing. Laboratory tests are summarized in a following section. Trench locations are shown on the attached Plate 2. Logs of the trenches are included with this report as Plates 3 through 5. VINJE 9 MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 • Phone (760) 743 -1214 • Fax (760) 739.0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS PRELIMINARY SOILS INVESTIGATION PAGE 2 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 IV. SUBSURFACE CONDITIONS Site subsurface conditions were mainly determined by exposures developed within the test trench excavations. Based upon our observations, the following subsurface conditions are apparent: A. Earth Materials The following units of earth deposits were identified during our subsurface excavations: Formational Rocks - Hillside areas of the construction site are underlain by cemented sandstone units which occur in a dense and stable condition. The sandstone formational rocks are mantled by a thin cover of silty fine sand topsoil. Hillside terrain at the site gives way to lower canyon areas where topsoils thicken to a natural alluvial soil section. The alluvium consists chiefly of fine sandy soils with clay and occurs in a loose to soft condition. Details of project earth materials are included on the attached Test Trench Logs, Plates 3 through 5. The approximate distribution of alluvial soils at the site is depicted on Plate 2. B. Groundwater Groundwater conditions were not encountered at the time of our test trench excavations to the depths explored. However, groundwater seepage may be anticipated at the time of grading within the lower flowline areas depending upon seasonal conditions. C. Laboratory Testing / Results Earth deposits encountered in our test trenches were closely examined and sampled for laboratory testing. Based upon our test data and field exposures, site soils have been grouped into the following soil types: TABLE 1 1 light brown silty fine sand (topsoil/alluvium) 2 pale tan to dark medium brown sand to silty sand formational rock/alluvium 3 brown to red brown sandy clay alluvium VINJE 9 MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, Califmnia 92029.1229 • Phone (760) 743 -1214 • Fax (760) 739 -0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESfICJATIONS PRELIMINARY SOILS INVESTIGATION PAGE 3 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 The following tests were conducted in support of this investigation: 1. Maximum Dry Density and Optimum Moisture Content The maximum dry density and optimum moisture content of representative onsite soil samples were determined in accordance with ASTM D- 1557 -91. The test results are presented in Table 2. TABLE 2 �- � T -2 @ 5' 3 123.0 13.2 T-4 @ 3' 2 113.0 13.3 2. Moisture - Density Tests (Undisturbed Chunk Sample In -place dry density and moisture contents of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement method. The test results are presented on the attached Test Trench Logs and presented in Table 3. TABLE 3 { atra �fJn �> ace 4 Y 5 Fi ' R 3`1R'Sd 5' �Vlolsture Feld Nlax�mium DryDensrt�ta Sa pie fait Content DrytDensit �Dr�i Densfty ]Illax` Dar is , catlan T e '0 ,.!P. fw �� ( P�' 4Ym T -1 @ 2' 2 4.9 117.1 113.0 100+ T -2 @ 7' 3 22.4 97.5 123.0 79.2 T -3 @ 5' 3 22.6 92.6 123.0 75.3 T -3 @ 9' 2 18.6 104.0 113.0 92.0 T-4 @ 2' 2 9.7 110.4 113.0 97.7 T -5 @ 1' 3 18.2 97.3 123.0 79.1 T -5 @ 2 2 9.3 115.2 113.0 100+ T -6 @11 2 11.5 109.3 113.0 96.7 T -6 @ 2'/' 2 6.4 114.3 113.0 100+ "Designated as relative compaction for structural fills. Required relative compaction for structural fill is 90% or greater. VINJE 9 MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 11102, Escondido, California 92029 -1229 • Phone (760) 743 -1214 • Fax (760) 739 -0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS PRELIMINARY SOILS INVESTIGATION PAGE 4 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 3. Expansion Index Tes t: One expansion index test was performed on a representative sample of Soil Type 3 in accordance with the Uniform Building Code Standard 18-2. The test result is presented in Table 4. TABLE Fi' — " P an `5 rci QA an nom. T : 2A 5 3 11.8 49.7 25.6 90 medium i u7m7 (w) = moisture content in percent 4. Direct Shear Tes t: One direct shear test was performed on a representative sample of Soil Type 2. The prepared specimen was soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test result is presented in Table 5. TABLES PW on J"'W811 -4 Q 2' 2Tremolded 114.1 31 5. Grain Size Analysis: Grain size analyses were performed on representative samples of onsite soils. The test results are presented in Table 6. TABLE 0- 1 ! ' 0 ' -44, Sieve Size 2 Location Soil Type Percent Passing 0- 1419 96 7 "" T-2 1' 1 98 98 98 974 1 5, T-2 @ 5' 3 100 100 100 3 01 " 5 5 A T-4 2 2 100 8 7 V. CONCLUSIONS Based upon the foregoing investigation, construction of the proposed riding arena is feasible from a geotechnical engineering viewpoint. The following recommendations are VINJE & MIDDLETON EN(;INEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 • Phone (760) 743-1214 • Fax (760) 739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS PRELIMINARY SOILS INVESTIGATION PAGE 5 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 consistent with site geotechnical conditions and should be implemented during the construction phase: 1. Upper onsite topsoil /alluvium mainly consist of loose to soft deposits which require treatment prior to fill placement. Onsite formational units are dense and competent deposits which will safely support fills. 2. Upper loose to soft deposits in the new fills and slope areas should be removed to underlying formational units or approved bottom of over - excavations, and placed back as according to the following recommendations. Over - excavated soils may be reused in properly compacted site fill placed. 3. Project fills should be placed only upon a lower keyway and level benches which are excavated into competent formational units or approved ground. Local ground stabilization and special grading techniques for the construction of a lower suitable keyway is anticipated within the eastern flowline areas as outlined in the following sections. 4. Import soils will likely be required to complete grading and achieve design grades. Import soils should be non - expansive to very low expansive materials in conformance with the requirements of the following sections. 5. Expansive soils are present at the site, however, they are not expected be a major factor in the construction of the proposed riding surface as planned. Select grading techniques may be utilized to bury the onsite expansive soil in deep fills and place non- expansive to very low expansive import soils at near finish grade levels. Based upon recommendations provided herein and the anticipated grading procedures, the finish grade soils are expected to consist primarily of silty sand import deposits (SM) with "very low" expansion potential (EI <21) according to the UBC classification. Actual classification and expansion characteristic of finished grade soil mix can only be provided in the final as- graded compaction report. 6. Natural groundwater was not encountered and is not expected p d to significantly impact project grading. Water seepage, however, may be anticipated during deeper removals for the lower keyway excavation within the eastern flowline. 7. Adequate site surface drainage control is a critical factor in the future stability of the developed site. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 0102, Escondido, California 92029.1229 • Phone (760) 743 -1214 • Fax (760) 739.0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS PRELIMINARY SOILS INVESTIGATION PAGE 6 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 8. Liquefaction, post construction settlements and soil collapse will not be factors in the development of the study site as planned, provided our recommendations for site development are followed. VI. RECOMMENDATIONS The following recommendations are provided based upon the planned riding arena pad construction as understood: A. Grading and Earthworks Cut / fill grading techniques may be used in order to achieve final design grades and improve soil conditions beneath the new fills. All grading and earthworks should be completed in accordance with Appendix Chapter 33 of the Uniform Building Code, City of Encinitas Grading Ordinances, the Standard Specifications for Public Works Construction and the requirements of the following sections wherever applicable: Remove all surface vegetation and other unsuitable 1. Cleaning and Grubbing: Re g materials from the areas of the proposed pad, and new fill areas plus 10 feet. 2. Removals and Over - Excavations: The most effective soil improvement method to mitigate upper loose topsoil /alluvial deposits will utilize removal and recompaction techniques. Site existing topsoil / alluvium deposits in the areas of new construction plus 10 feet, should be removed to underlying competent formational units or firm natural ground as approved by the project soils engineer and placed back as properly compacted fill. Removal depths will vary throughout the site. Typical removal depths in the vicinity of individual test trench sites are tabulated in Table 7. Actual removal depths should be established by the project soils engineer in the field at the time of grading operations. Deeper removals may be necessary based on the actual field exposures and should be anticipated. TABLE 7 4 3 yr Esfmated: , ;w M dotal . t a� fQ �tM�of� �" �s #�n�ied` , `eph �f�ere of Test } 'relfGh k _ tf 8110 1 } 'EXC I tfOf1 �Grnffn dWater 02Ytf17Bi1tS Location) T -1 2'/' 1 not encountered fill slope keywa T -2 10' 7' not encountered fill slo a ke a ma re . Geo rid VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 • Phone (760) 743 -1214 • Fax(760)739-0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS PRELIMINARY SOILS INVESTIGATION PAGE 7 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 TABLE 7 (continued) T -3 9'/' 5' not encountered fill slope keyway, may re g. Geo rid T-4 3' 1'/' not encountered fill sloe keywa T -5 3 %z' 2' not encountered riding arena pad T -6 3W 1%' not encountered I riding arena ad Notes: 1. All depths are measured from the existing ground levels. 2. Actual depths may vary at the time of construction based on seasonal conditions and actual subsurface exposures. 3. Bottom of all removals should be additionally ripped and recompacted in -place to a minimum depth of 1 -foot as directed in the field. 4. Firm native ground is defined as undisturbed natural ground with in -place densities of 87% or greater. 3. Graded Slope Construction: Project graded fill slopes are programmed for 2:1 gradients maximum. Graded slopes constructed at the proposed heights and gradients will be grossly stable with respect to deep seated and surficial failure. All fill slopes shall be provided with a lower keyway. The keyway should maintain a minimum depth of 2 feet into the competent undisturbed ground or formational units with a minimum width of 15 feet, as approved by the project soils engineer or his designated representative. The keyway should expose firm native ground or formational units throughout with the bottom heeled back a minimum of 2% into the natural hillside and inspected and approved by the project geotechnical engineer. Additional level benches should be constructed into the natural hillside as the fill slope construction progresses. Fill slopes should also be compacted to 90% (minimum) of the laboratory standard out to the slope face. Overbuilding and cutting back to the compacted core, or backrolling at a minimum of 3 -foot vertical increments and "track- walking" at the completion of grading, is recommended for site fill slope construction. Geotechnical engineering inspections and testing will be necessary to confirm adequate compaction levels within the fill slope face. Deeper loose to soft alluvial soils were encountered in the exploratory test trenches T -2 and T -3 (see Plate 2) which may suggest yielding bottom of the keyway excavation at the specified removal depths. Keyway fills can only be placed on non - yielding and stable bottom of over - excavation. In the event VINJE 0 MIDDLETON ENGINEERINQ, INC. 2450 Vineyard Avenue, 0102, Escondido, California 92029.1229 - Phone (760) 743 -1214 - Fax (760) 739.0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS PRELIMINARY SOILS INVESTIGATION PAGE 8 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 suitable ground receiving fill was not exposed as determined in the field by the project soils engineer, a layer of Tensar Geogrid BX -1100 may be required over the prepared bottom of the keyway excavation and should be anticipated. Additional layers of Geogrid earth reinforcements may also be required as directed in the field in the event non - yielding ground is not achieved after placement of initial fill lifts. 4. Groundwater and Dewatering: Consideration should be given to grading the site during the dry summer months. Based upon our subsurface exposures, we do not anticipate surface and subsurface groundwater to create grading and construction difficulties, if grading works are performed during the dry season of the year. In the event groundwater was encountered during the removal operations, appropriate dewatering recommendations and groundwater removal techniques should be given in the field by the project geotechnical consultant based on the actual field conditions. 5. Import Soils: Additional import soils may also be required to achieve final design grades. Import soils should be sandy deposits, (El of less than 21) inspected, tested as necessary, and approved by the project soils engineer prior to the delivery to the site. 6. Fill Materials and Compaction: Onsite soils are suitable for reuse as properly compacted fill. Fill deposits should be adequately processed, moisture conditioned to near optimum moisture levels, placed in thin uniform lifts and mechanically compacted to a minimum of 90% of the corresponding laboratory maximum dry density (ASTM D- 1557 -91) unless otherwise specified. 7. Drainage and Erosion Control: A critical element to the continued stability of the construction pads and slopes is an adequate surface drainage system and protection of the slope face. This can most effectively be achieved by appropriate vegetation cover and the installation of the following systems: • Drainage swales should be provided at the top and toe of the slopes per the project civil engineer design. • Pad surface run -off should be collected and directed away from the planned improvements to a selected location in a controlled manner. Area drains should be installed. • The finished slope should be planted soon after completion of grading. Unprotected slope faces will be subject to severe erosion and should not be allowed. Over - watering of the slope faces should also not be allowed. Only the amount of water to sustain vegetation should be provided. VINJE 9 MIDDLETON ENQINEERrNQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739 -0343 GEOTECHNICAL INVESTIGATIONS QRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS PRELIMINARY SOILS INVESTIGATION PAGE 9 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 Rip -rap erosion control facilities should be provided at the toe of fill slope within the lower flowline in accordance with the approved civil drawings. 8. Engineering Inspections: All grading operations including removals, suitability of earth deposits used as compacted fill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final as- graded compaction report. The nature of finished subgrade soils should also be confirmed in the final compaction report at the completion of grading. Geotechnical engineering inspections shall include, but not - limited to the following: Initial Inspection - After the grading /brushing limits have been staked, but before grading /brushing starts. Keyway /bottom of over - excavation inspection - After the natural ground or bedrock/formational unit is exposed and prepared to receive fill, but before fill is placed. * Cut slope /excavation inspection - After the excavation is started, but before the vertical depth of excavation is more than 5 feet. Local and CAL OSHA safety requirements for open excavations apply. Fill Inspection - After the fill placement is started, but before the vertical height of fill exceeds 2 feet. Rough finish grade and final pad grade tests shall be required regardless of fill thickness. * Subdrain /wall backdrain inspection - After the trench excavations, but during the actual placement. All material shall conform to the project material specifications and be approved by the project soils engineer. Underground /utility trench inspection - After the trench excavations, but before installation of the underground facilities. Local and CAL OSHA safety requirements for open excavations apply. Inspection of the pipe bedding may also be required by the project soils engineer. Underground /utility trench backfill inspection - After the backfill placement is started above the pipe zone, but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by VINJE 61 MIDDLETON ENGINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 • Phone (760) 743 -1214 • Fax (760) 739.0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS I PRELIMINARY SOILS INVESTIGATION PAGE 10 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies' requirements and project soils report if applicable. B. General Recommendations 1. Based upon the current project designs, construction at the site will develop an earthen surface riding arena pad, and no structures and /or improvements are planned at the site. Construction of structures /improvements should not be allowed at the graded site unless reviewed and approved by the project geotechnical consultant. In the event future structures and /or improvements are planned, this office should be notified to provide appropriate recommendations. 2. All underground utility trenches should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective agencies. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non - expansive, granular back-fill soils should be used. 3. Site drainage over the finished pad surface should flow to an approved drainage facility in a positive manner. Care should be taken during the fine grading phases not to disrupt the designed drainage patterns. 4. A preconstruction meeting between representatives of this office, the property owner or planner, as well as the grading contractor /builder, is recommended in order to discuss grading /construction details associated with site development. VII. LIMITATIONS The conclusions and recommendations provided herein have been based on all available site exposures, exploratory field investigation and laboratory analyses, as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of necessity we must assume a certain degree of continuity between exploratory excavations and /or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. VINIE MIDDLETON ENQINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 • Phone (760) 743 -1214 • Fax (760) 739.0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS PRELIMINARY SOILS INVESTIGATION PAGE 11 623 QUAIL GARDENS ROAD, ENCINITAS, CALIFORNIA OCTOBER 18, 2000 The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner /developer to ensure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on -site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection - or control. This report should be considered valid for a period of one year and is subject to review by our firm following that time. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #00 -354 -P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. 6 J Ralph M. Vinje E 1L•a1-0; ) ennis Middleton GE #863 EG #980 n ay . • ,1.�� D rEG<oG' MID Mehdi Shanat o CEC 980 * CERTF EC RCE #46174 N ;6174 ENGiNEEF lNG * EXP 12 31{12 * ' RMV /DM /MS /jt C Or CF'L�yJ, Distribution: Addressee (5) 9 OF Ch�� c:ytlprelim.00100 -354 -p VINJE 9 MIDDLETON ENrj[NEERINQ, INC. 2450 Vineyard Avenue, •102, Escondido, California 92029.1229 • Phone (760) 743.1214 • Fax (760) 739.0343 GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS 117°18'00" W 117 0 17'00" W WGS64117 0 16'00" W Z r _„ `� r r r •ci r ,� '1�0,1 t'� Y ,1 S o + O .�J ` Y= � �t j � "- �� j �� 1 {j ✓y ^I I � J p ° R�T'� f � +�; i�1 r 7 �' - � � � _ 2Y vr+,:.yr� 3 �) : � �> � \ t \ St 5 .. .! � r .. ~ it r�..�6c�S \�, <:i`a i, r l : Yi F'• <�. x ` 1 � ^�;� r.`;. I a!',: 4 S s ; e: J�''..: _ � r: i . F � .. .:: � � s ym- • '.Y? 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Co 2 O FRACTION IS GRAVEL GM Silty gravels, gravel- sand -silt mixtures, non - plastic fines. o 0 Z w O LARGER THAN WITH Z w ¢ NO. 4 SIEVE FINES GC Clayey gravels, gravel -sand -clay mixtures, plastic fines. rz 2 � w SANDS SANDS SW Well graded sands, gravelly sands, little or no fines. uj zz LU Vj MORE THAN HALF (LESS THAN SP Poori rn S Q OF COARSE 5% FINES) y graded sands or gravelly sands, little or no fines. O Lu FRACTION I5 w SANDS SM Silty sands, sand-silt mixtures; non - plastic fines. U =O SMALLER THAN WITH NO. 4 SIEVE FINES Sc Clayey sands, sand -clay mixtures, plastic fines. w Inorganic silts and very fine sands, rock flour, silty or clayey fine p w N SILTS AND CLAYS ML sands or clayey slits with Night plasticity. O 1 Q > LIQUID OMIT IS CL Inorganic clays of low to medium plasticity, gravelly clays, sandy co ¢ -5 � V5 w clays, silty clays, lean clays. w = LESS, THAN 50% Z z in 0 OL Organic silts and organic silty clays of low plasticity. ¢ 0 ¢ = J N Inorganic silts, micaceous or diatomaceous fine sandy or silty 0 < ¢ O SILT AND CLAYS MH soils, elastic silts. Z = O Q Z LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. ¢ GREATER THAN 50% OH Organic clays of medium to high plasticity, organic slits. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. GRAINI'SIZES U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12" SILTS AND CLAYS SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE RELATIVE DENSITY CONSISTENCY ANDS, GRAVELS AND BLOWS /FOOT CLAYS AND STRENGTH BLOWS /FOOT NON - PLASTIC SILTS PLASTIC SILTS VERY SDFT 0 '/. 0-2 VERY LOOSE 0-4 LOOSE 4 10 SOFT '/, '/s 24 4 FIRM '/z 1 4.8 MEDIUM DENSE 10-30 DENSE 30-50 STIFF 1 - 2 8 16 VERY STIFF 2-4 16 - 32 VERY DENSE OVER 50 HARD OVER 4 OVER 32 1. Blow count, 140 pound hammer falling 30 inches on 2 inch O.D. split spoon sampler (ASTM D -1586) 2. Unconfined compressive strength per SOILTEST pocket penetrometer CL -700 i i = undisturbed chunk sample 246 — Standard Penetration Test (SPT) (ASTM D -1586) I with blow counts per 6 inches ❑ = disturbed sample 0 .I 2 4 6 = Califomia Sampler with blow counts per 6 inches = sane cone test VINJE & MIDDLETON KEY TO EXPLORATORY BORING LOGS EEVGINEEEsINtG3, INC. Unified Soil Classification System (ASTM D -2487) 2450 Vineyard Ave., #102 Escondido, CA 52029 -1229 PROJECT NO. KEY Date: 9 -26 -00 Logged by: DM T -1 FIELD USCS FIELD DRY RELATIVE DEPTH SAMPLE SYMBOL MOISTURE DENSITY COMPACTION (ft) DESCRIPTION N (pd) ( °k) - 0 - TOPSOIL Silty fine sand. Light brown color. Roots. Dry, loose. - 1 - ST-1 SM -2- ❑ FORMATIONAL ROCK - 3 - Sandstone. Pale tan color. Medium grained. Moderately SP 4.9 117.1 100+ well cemented. Massive. ST -2 -4 - End Trench at 2%'. -5- -6- -7- -8- Date: 9 -26 -00 Logged by: DM T -2 FIELD USCS FIELD DRY RELATIVE DEPTH SAMPLE SYMBOL MOISTURE DENSITY COMPACTION (ft) DESCRIPTION N (pcq (°h) - 0 - ALLUVIUM - - Silty fine sand. Light brown color. Dry, loose. SM - 2 ST -1 - 4 Medium grained sand. Silty. Dark brown color. Moist - to wet. Loose. SP 22.4 97.5 79.2 -6- - 8 - Sandy clay. Brown to red -brown color. Moist, soft to CL stiff. ST -3 -10 - - Medium grained sand. Silty. Mottled rust to tan. Wet, - 12 - loose. From 9%', soil is weakly cemented (may be SP - - weathered formational rock). ST -2 -14- - - End Trench at 10'. VINJE & MIDDLETON ENGINEERING, INC TS�'TEIO � 4 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 -1229 623 QUAIL GARDENS ROAD, ENCINITAS Office 760 - 743 -1214 Fax 760 -739 -0343 PROJECT NO. 00 -354 -P PLATE 3 V Sand Cone Test ■ Bulk Sample ❑ Chunk Sample O Driven Rings SPT Date: 9 -26 -00 Logged by: DM /BC T FIELD -3 USCs FIELD DRY RELATIVE DEPTH SAMPLE SYMBOL MOISTURE DENSITY COMPACTION (ft) DESCRIPTION N (Pcf) N - 0 - ALLUVIUM Silty fine sand. Light brown color. Dry, loose. ST -1 RM -2 - Medium grained silty sand. Dark brown color. Moist, SP - 4 loose. ST -2 - 6 - ❑ Sandy clay. Mottled gray -tan. Moist to wet, stiff. 22.6 92.6 75.3 - ST -3 -8- CL - ❑ FORMATIONAL - -10- Sandstone. Pale tan color. Mottled. Fine grained, SP 18.6 104.0 92.0 - - moist to wet. Medium dense. ST -2 -12- -14 - End Trench at 9' /Z'. Date: 9 -26 -00 Logged by: BC T FIELD -4 USCs FIELD DRY RELATIVE DEPTH SAMPLE SYMBOL MOISTURE DENSITY COMPACTION (g) DESCRIPTION N (Pcf) N - 0 - ALLUVIUM - Silty fine sand. Brown, light brown color. Loose. Dry. SM - 1 - ST -1 -2- ❑■ FORMATIONAL ROCK 9.7 110.4 97.7 - 3 Sandstone, pale tan color. Medium grained. Very SP dense. ST -2 -4- - - End Trench at 3'. -5- -6- -7- -8- VINJE & MIDDLETON ENGINEERING, INC 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 -1229 623 QUAIL GARDENS ROAD, ENCINITAS Office 760- 743 -1214 Fax 760 - 739 -0343 PROJECT NO. 00 -354 -P PLATE 4 T Sand Cone Test ■ Bulk Sample ❑ Chunk Sample 0 Driven Rings SPT s s Date: 9 -26 -00 Logged by: BC FIELD T - 5 USCS FIELD DRY RELATIVE DEPTH SAMPLE SYMBOL MOISTURE DENSITY COMPACTION (ft) DESCRIPTION N (pc}) (e/,) - 0 - TOPSOIL Silty sand. Light brown color. Dry, loose. ST -1 SM -1 ❑ Sandy clay, brown -red brown color. Moist to wet, soft. 18.2 97.3 79.1 - 2 ST -3 CL - 3 - ❑ FORMATIONAL ROCK - Sandstone. Pale tan color. medium grained, dense. SP 9.3 115.2 100+ - 4 - ST -2 - 5 - End Trench at 3'/'. -6- -7- -8- Date: 9 -26 -00 Logged by: BC T FIELD -6 USCS FIELD DRY RELATIVE DEPTH SAMPLE SYMBOL MOISTURE DENSITY COMPACTION (ft) DESCRIPTION (a/o) (pCf) N - 0 - TOPSOIL Silty fine sand. Light brown color. Loose, dry. ST -1 SM -1 ❑ Medium grained sand, silty. Dark brown color. SP 11.5 109.3 96.7 2 - Rootlets. Loose, moist. ST -2 - 3 - ❑ FORMATIONAL ROCK Sandstone. Pale tan color. Medium grained, dense. SP 6.4 114.3 100+ - 4 - Well cemented. 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