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1997-5246 G ? IG <; ---------------. Category 521{~ Street J\ddress --~-----------_._---_. ---.----------- I /67 ) FS¿//f Serial # Name .__.J~~~,. Plan ck. # Description Year '\ ~ CONSTRUCTION 1ÈSTING & ENGINEERING, INC. ENGINEERING, INc. SAN DIEGO, CA . 2414 Vineyard Ave. Suite G FMondido, CA 92029 (760) 74M955 (760) 746-9806 FAX RIVERSIDE, CA 490 Eo Prinœland Ct. Suite 7 Corona, CA 91719 (909) 371.1890 (909) 371-2168 FAX VENTURA, CA 1645 Pacific Ave. Suite 105 Oxnard, CA 93033 (805) 486M75 (805) 486-9016 FAX TRACY, CA 392 W. Larch Rd. Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th St W. Unit K Lancaster, CA 93534 (805) 726-9676 (805) 726-9676 FAX October 28, 1997 CTE Job No.1 0-2515 Mr. Mark Copeland Court Concepts 12260 Katydid Circle San Diego, CA Telephone: 619/538-3398 Subject: Limited Soils Investigation Proposed Tennis Court 3374 Rocking Horse Circle Encinitas, California IJJfI & fI 0 rv; fI E:NC/fv IIOV 70 1997 [jJ c £:ERIN IJy OF E~7NL:RV'CE:S IT AS Mr. Copeland: At your request we have completed our limited investigation of the referenced site to characterize the surficial materials and develop recommendations for the proposed tennis court improvement. Our investigation activities included surficial reconnaissance, excavation of exploratory test pits, soil sampling, laboratory testing, and reference review. #- 1.0 Site Description The property of the improvement is at 3374 Rocking Horse Circle in Encinitas, California. Land use in the surrounding areas consists generally of residential development. Figure I shows the approximate location of the site. The property ranges in elevation from 274 to 300 feet above mean sea level (msl) and consists of a graded pad and a lower undeveloped yard connected by an approximate 2: I (horizontal:vertical) slope. The graded pad is in the northeast and central portion of the property at approximately 300 feet above ms!. The upper pad supports a single family residence, swimming pool and associated improvements (drive/parking areas, landscaping, etc.). The upper portion of the slope that descends from the pad is covered with "ice-plant"or similar vegetation. The bottom portion of the slope is scattered by natural vegetation and several small to medium size trees. The lower yard is on the west portion of the property and ranges from 278 to 290 feet above msl (south to north). The lower pad is undeveloped except for a wood fence. The proposed tennis court GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION '\ "\ Limited Soils Investigation Proposed Tennis Court 3374 Rocking Horse Circle, California October 28, 1997 Page 2 Job No. 10-2515 will be constructed in the south half of the lower yard. Figure 2 shows the approximate locations of the existing and proposed improvements. 2.0 Exploratory Pits and Reconnaissance Observations Four exploratory pits were excavated on October 20, 1997 to depths between approximately 2 and 3 feet below grade. Approximate exploratory locations are shown on Figure 2. Soils encountered in the excavations are shown on the logs provided in Appendix A. Based on information obtained from our test pits and reconnaissance, clayey surficial soils are considered unsuitable for support of the proposed construction. We recommend that these materials be removed and replaced with granular fill materials before construction improvements. 3.0 Laboratory Investillation Laboratory tests for in-place moisture and density and expansion index determination was performed. From expansion testing, surficial soils are considered to be highly expansive. Laboratory methods and results are provided in Appendix B. 4.0 Gradinll. Earthwork. and Recommendations 4.1 Site Preparation Upon commencement of construction, Construction Testing and Engineering, Inc. should continuously observe the grading and earthwork operations for this project. Such observations are essential to identify field conditions that differ from those predicted by this investigation, to adjust designs to actual field conditions, and to ensure that the grading is in overall accordance with the recommendations of this report. Our personnel should perform adequate observation and sufficient testing of fills during grading to support the Geotechnical Consultant's professional opinion regarding compliance with compaction requirements and specifications contained herein. Before grading, the site should be cleared of any existing debris and other deleterious materials. Expansive, surficial eroded, desiccated, burrowed, or otherwise disturbed soils should be removed to the depth of competent soils. The estimated depth of removal is approximately 36 inches below the proposed finish-grade. Expansive materials not suitable for backfill should be disposed of off-site or in landscape areas away from improvements. All removed organic materials should be disposed of at a legal disposal site. The geotechnical consultant should verify that the proper site preparation has occurred before fill placement occurs. ~ Limited Soils Investigation Proposed Tennis Court 3374 Rocking Horse Circle, California October 28, 1997 Page 3 Job No. 10-2515 In addition to removals described above, areas to receive hardscape improvements should be overexcavated two feet below the proposed finish sub grade elevation and replaced with properly compacted fill. 4.2 Site Excavation Excavations in site materials should generally be accomplished with heavy-duty construction equipment under normal conditions, although localized dense zones may be encountered. Irreducible materials greater than three inches should not be used in fills on the site. 4.3 Fill Placement and Compaction As indicated above, the geotechnical consultant should verify that the proper site preparation has occurred before fill placement occurs. Following removal of loose soils, areas to receive fills should be scarified 9 inches, moisture conditioned to above optimum moisture content, and properly compacted. Fill to be placed under the proposed tennis court should be compacted to a minimum relative compaction of 95 percent as evaluated by ASTM D1557 at a moisture content between optimum and 4 percent above optimum. General fill should be compacted to a minimum of 90 percent. The optimum lift thickness for backfill soil will be dependent on the type of compaction equipment used. Generally, backfill should be placed in uniform lifts not exceeding eight inches in loose thickness. Backfill placement and compaction should be done in overall conformance with geotechnical recommendations and local ordinances. 4.4 Fill Materials Clayey surficial soils are not considered suitable for use as fill in improvement areas. Non-expansive to very low expansion soils derived from the on-site soils are considered suitable for reuse on the site as compacted fill. If used, these materials must be screened of organic materials, debris, and materials greater than three inches in a maximum dimension. Imported fills should have an expansion index less than or equal to 30 (per UBC 18-I-B) with less than 30 percent passing the no. 200 sieve. Imported fill soils for use in structural or slope areas should be evaluated by the soils engineer to determine strength characteristics before placement on the site. 4.5 Drainalle Surface runoff should be collected and directed away from improvements by means of appropriate erosion reducing devices and positive drainage should be established around the proposed improvements. Positive drainage should be directed away from improvements at a gradient of at least 2 percent for a distance of at least five feet. The project civil engineer should evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the site. ~ ., Limited Soils Investigation Proposed Tennis Court 3374 Rocking Horse Circle, California October 28, 1997 Page 4 Job No. 10-2515 4.6 Tennis Court We understand the tennis court will consist of a 5 inch reinforced concrete slab. To mitigate shrinkage cracking we recommend the concrete mix design utilize larger aggregate and a low water/cement ratio. To aid in control of cracking we recommend placement of control joints at regular intervals. We recognize that placement of joints other than beneath the net can interfere with game play. In consideration of the court's function we understand that joints other than beneath the net are not proposed. While this may improve court performance, uncontrolled cracking may develop. Placement and curing of concrete should be performed according to American Concrete Institute guidelines. The tennis court should be designed by the project structural engineer or tennis court design specialist. 5.0 Limitations The field evaluation, laboratory testing and geotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of care exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this report. Variations may exist and conditions not observed or described in this report may be encountered during construction. Our conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered, our office should be notified and additional recommendations, if required, will be provided upon request. An evaluation of existing slopes was beyond the scope of this investigation and was not performed. We appreciate this opportunity to be of service on this project. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, ENGINEERING, INe. dr'/ ~ Sean Senior Project Engineer Dan Math Staff Engineer ~ . \' \ \ \ FOIm E51 ~;;- . I L- YOlt ~ 0 I 0 1/4 I 1320 1 MILES ~ 5280 FEET \/. CONSTRUCTION TESTING & ENGINEERING, INc. Q.. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ~414 VINEY ARD AVENUE. STE G ESCONDIDOCA. 920~9 (760) 746-4955 1/2 I 2640 ~OIIR(,F' THOMAS BROTHERS MAPS 1996 SAN DIEGO EDITION SITE INDEX MAP PROPOSED TENNIS COURT 3374 ROCKING HORSE CIRCLE ENCINITAS. CALIFORNIA CTE JOB NO: 10-2515 'GRAPHICS I' PROJECTS' I 0-~5 I 5INDEXMAP.CV5 DATE: 10/97 U E: 1 ø I . ~ ~ n ~ ~ . 0 ~. G ~ ~ ~, ~ R n ~ ROCKING HORSE C1RCLE -------------Ä\ ----------------- \ \ \ \ \ \ _l-- t------- \ \ \ \ \ \ \ \ \ \ \ DRIVEWAY WOOD FENCE ,,/ /" " /" ,," ~~ / ~lS - ...'" ÇA COúR1' ,; /' 'ýj /,.'" TP-2 ,;,; \ ------ ---- ...---- 1y~3 @ STOCK PILE TP-I APPROXIMATE IZI TEST PIT LOCATION CONSTRUCTION TESTING & ENGINEERING, INc. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TE:mNG AND INSPECnON 2414 VINEYARD AVENUE. STE Ci ESC'oNDIDO CA 92029 (760) 746-4955 EXPLORATION LOCATIONS STUART RESIDENCE 3374 ROCKING HORSE CIRCLE ENCITIT AS, CALIFORNIA 10-25] 5 NO SCALE 'ATE 10/97 I FIGURE 2 RET AINING WALL 3/4" GRAVEL SURROUNDED BY FILTER FABRIC (MIRAFI 140 N, OR EQUN ALENT) ) - l'MIN FINISH GRADE WALL FOOTING MINIMUM 6" LAYER OF FIL TER ROCK UNDERLYING PIPE f~'t ~\ CONSTRUCTION TESTING & ENGINEERING, INe. # <>,. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECllON ~ 2414 VINEYARD AVENUE, STE G ESCONDIDa CA. 92029 (760) 746-4955 RETAINING WALL DRAINAGE DETAIL STUART RESIDENCE 3374 ROCKING HORSE CIRCLE ENCINITAS, CALIFORNIA \\GRAPHICS IIPROJECTS\10-22S8\RETAININGWALL,CV5 ~ ofÞ APPENDIX A EXPLORA nON LOGS PROJECT: CTE JOB NO: LOGGED BY: ç 0 ~ .È' '" c " Q è Q 112.4111.4 :¡ ~ ~ .e ... .5 ~ <¡¡",CONSTRUCTION TEST1NG & ENG1NEER1NG, lNC '1-<>., GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, SUITE" ESCONIJIDO CA 92029 (7601 746.49\; STUART RESIDENCE -- TENNIS COURT 10-2515 D, MATH EXCAVATOR: EXCA V A TION METHOD: SAMPLING METHOD: CTE HAND BULK & DRIVE SAMPLING EXCAVATION DATE. ELEVATION: 10120/97 õ ,l:J e ;>-. 00 <Ii U <Ii ;j Q/) .3 0 :.a ¡;. è5 CL TEST PIT LOG: TP-l DESCRIPTION ~2 inches of grass and root materials DISTURBED SOILS/FILLS: Dry to moist, dark reddish brown, moderately plastic, sandy CLAY, with roots Moist, dark brown, sandy CLAY with gravel Increasing sand with depth Total Depth = 24 inches . . Laboratory Tests EI MD PROJECT: CTE JOB NO: LOGGED BY: ç t) 5 Þ "¡¡; ,:: " 0 B ~ ~ " ~ 'õ ~ 't",CONSTRUCTION TESTING & ENGINEERING, INC. '1-", UEOTEClJNICAL AND CONSTRUCTIUN ENGINEERINU TESTING AND INSPECTION .. 2414 VINEYARD AVENUE, SUITE l; ESCONDIDO CA .202. (760) 746.4." STUART RESIDENCE -- TENNIS COURT 10-2515 D, MATH EXCAVATOR: EXC A V A TI0N METHOD: SAMPLING METHOD: Õ J:J E ;>-. C/) <Ii U <Ii ;:j OÐ .3 t) :.a g 0 SC CTE HAND BULK & DRIVE SAMPLING TEST PIT LOG: TP-2 DESCRIPTION ~ 2 inches of grass and root materials EXCAVATION DATE: ELEVATION: 10120/97 Laboratory Tests DISTURBED SOILS/FILLS: Dry to moist, light brown, clayey SAND with gravel and cobbles Total depth = 22 inches FIG ::¡,^,CONSTRUCTION TESTING & ENGINEERING, INC. 'I C~ GEOTECHNICAL AND CDNSTRUCTION ENGINEERING TESTING AND INSPECTION 1414 VINEYARD AVENUE SUITE G ESCONDIDO CA 'non 17(,0, 141,.4'1;; CTE HAND BULK & DRIVE SAMPLING STUART RESIDENCE -- TENNIS COURT 10-2515 D. MATH EXCAVATOR: EXCAVATION METHOD: SAMPLING METHOD: PROJECT: CTE JOB NO: LOGGED BY: 10/20/97 EXC A V A TION DATE: ELEVATION: ç 0 -= .f' ~ ... ~ ë .c E ;>, v; "" U "" ~ ... Q. ... E Co - I'" ;>, ... r/'. '- ... . 6 TEST PIT LOG: TP-3 ~ ~ !! ::> t: .ë ¿ Laboratory Tests O/ q " :.ë Co '" l- e " ~ DESCRIPTION 0 Dry, light brown, silty clayey fine SAND, with II2 to 1-II2 rocks Soil Pile 9 PROJECT: CTE JOB NO: LOGGED BY: Q <.) ~ ,g '" c 0) Q B ~ Z! ~ 'õ ~ ;tJ>-CONSTRUCTION TESTING & ENGINEERING, INC ><0 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION .. 2414 VINEYARD AVENUE. SUITE G ESCONDJDO CA. 92029 (760) 746.49\5 STUART RESIDENCE -- TENNIS COURT 10-2515 D, MATH õ ~ E ;.. "-' vi cj vi ~ Ol) j 0) ri ¡ 0) .<:: ¡;¡ Co, ~ "-' þ ;9 -'" ¡j Co, "" :> 0) ::s '¡:: Q ~ Q <.) :E ~ ð 0 SC ... EXCAVATOR: EXCAVATION METHOD: SAMPLING METHOD: CTE HAND BULK & DRIVE SAMPLING EXCA V ATION DATE: ELEVATION: 10/20/97 TEST PIT LOG: TP-4 DESCRIPTION Existing Grade Grass and root material DISTURBED SOILS/FILLS: Dry to moist, light brown, clayey SAND, with gravel and cobbles Moist, dark brown, sandy CLAY, with gravel Laboratory Tests . (: . ' APPENDIX B LAB ORA TORY METHODS AND RESULTS . ' .. ~ ~ APPENDIX B LABORATORY METHODS AND RESULTS Laboratory Testinll Prollfam Laboratory tests were performed on representative soil samples to detect their relative engineering properties. Tests were performed following test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. Classification Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples according to ASTM D2487. The soil classifications are shown on the Exploration Logs in Appendix B. Expansion Index Expansion testing was performed on selected samples of the matrix of the onsite soils according to Building Code Standard No. 18-2. Expansion Index results are reported in Appendix B. In- Place MoisturelDensity The in-place moisture content and dry unit weight of selected samples were determined using relatively undisturbed chunk soil samples. The dry unit weight and moisture content are shown on the attached exploration logs and are shown in Appendix B. ff '\ if: l ~~CONSTRUCTION TESTING & ENGINEERING, INC, l" ~" GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ,-° 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746.4955 LOCATION TP-l LOCA nON TP-l CTE JOB NO: 10-2515 EXPANSION INDEX TEST UBC 18-2 DEPTH (feet) EXPANSION INDEX 1-2 101.0 MOISTURE AND DENSITY TEST DEPTH (feet) MOISTURE CONTENT (%) 2-3 11.4 EXPANSION POTENTIAL IDGH DRY DENSITY (pct) 112.4 FIGURE: B-1 ~ CONSTRUCTION 1ÈSTING & ENGINEERING, INC. SAN DIEGO, CA . 2414 Vineyml. Ave. Suite G FMondido, CA 92029 (760) 74M955 (760) 746-9806 FAX RIVERSIDE, CA 490 E. Prinœland Ct. Suite 7 Corona, CA 91719 (909) 371.1890 (909) 371.2168 FAX VENTURA, CA 1645 pacific Ave. Suite 105 Oxnard, CA 93033 (805) 486M75 (805) 486-9016 FAX TRACY, CA 392 W, Larch Rd, Suite 19 Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX LANCASTER, CA 42156 10th St W. UnitK Lancaster, CA 93534 (805) 726-9676 (805) 726-0246 FAX September 14, 1998 CTE Project No. 10-2515 Mr. Mark Copeland Court Concepts 12260 Katydid Circle San Diego, California Subject: Report of Testing of Compacted Fill Proposed Tennis Court 3374 Rocking Horse Circle Encinitas, California Dear Mr. Copeland: At your request, we have prepared this report documenting our observations and compaction testing during grading operations at the referenced site. The attached report discusses the findings of our investigation activities and provides geotechnical recommendations for future improvements and construction. If you have any questions regarding our findings or recommendations, please do not hesitate to contact this office. The opportunity to be of service is appreciated. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. ~ßD Thomas A. Gaeto, RCE #40182 --~-~{-(C~\. _/'-~ \~.\". \~ \\\'\'.\ .... 1\, \,~,.-- "c' .\ ;\.~/ 9 r\ '.---.---" GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION CONSTRUCTION 1ÈSTING & ENGINEERING, INC. SAN OlIGO, CA . RIVERSIDE, CA . VEN'I1JRA, CA . TRACY, CA 2414 VIney2ni Ave. 490 E. Prinœland Ct. 1645 PxiIIc Ave. 392 W, Larch Rd. SuIte G Suite 7 Suite 105 Suite 19 FMondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 Trxy, CA 95376 (760) 746-4955 (909) 371.1890 (805) 486-ó475 (209) 839-2890 (760) 746-9806 fAX (909) 371.2168 fAX (805) ~9016 FAX (209) 839-2895 fAX REPORT OF TESTING OF COMPACTED FILL PROPOSED TENNIS COURT 3374 ROCKING HORSE CIRCLE ENCINITAS. CALIFORNIA PREPARED FOR: MR. MARK COPELAND COURT CO\iCEPTS 12260 KA TYDI D CIRCLE SAN DIEGO. CALIFORNIA PREPARE) BY: CONSTRUCTION TEST£NG & ENGINEERING, INC. 2414 VINEYARD A VENUE, SUITE G ESCOND£DO. CA 92029 CTE Proj~ct No.1 0-2515 LANCASTER, CA 42156 10th St w. UnilK Lanaster, CA 93534 (805) 726-9676 (805) 726-9676 FAX Septt:mber 14. 1998 GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION Report of Testing of Compacted Fill Proposed Tennis Court 3374 Rocking Horse Circle, California September 14, 1998 CTE Project No. 10-2515 1.0 SITE DEVELOPMENT The property of the improvement is at 3374 Rocking Horse Circle in Encinitas, California. Land use in the surrounding areas consists generally of residential development. Figure 1 shows the approximate location of the site. The property ranges in elevation from 274 to 300 feet above mean sea level (msl) and consists of a graded pad and a lower undeveloped yard connected by an approximate 2: 1 (horizontal:vertical) slope. The graded pad is in the northeast and central portion of the property at approximately 300 feet above msl. The upper pad supports a single family residence, swimming pool and associated , improvements (drive/parking areas, landscaping, etc.). The upper portion of the slope that descends from the pad is covered with "ice-plant" similar vegetation. The bottom portion of the slope is scattered by natural vegetation and several small to medium size trees. The lower yard is on the west portion of the property and ranges from 278 to 290 feet above msl (south to north). The lower pad is undeveloped except for a wood fence. The proposed tennis court will be constructed in the south half of the lower yard. 2.0 TREATMENT OF ASSOCIATED IMPROVEMENTS The tennis court pad was overexcavated approximately three feet below finished surface. At that depth, the western portion of the pad was found to contain colluvial soils. This office recommended that the clayey soil be removed and replaced with properly compacted fills. To contain costs at the risk of increasing future distress, the owner elected not to remove the clayey materials. 3.0 FILL PLACEMENT Compacted fills were placed at the site to prepare for the construction of the proposed tennis court. Fill material was imported from offsite sources. Fills were generally placed in uniform compacted lifts at or above optimum moisture content. Grading operations were performed using standard heavy-duty construction equipment. Fill placement for the improvements occurred between June 18, 1997 and June 26, 1998. 4.0 TESTING Testing was generally performed to supplement field observations in promoting compliance with the applicable project requirements. Testing of compacted fills was conducted between June 22, 1997 and June 26, 1998. Field testing of the compacted fill material was conducted in accordance with ASTM D2922 and D3017 (nuclear method). Results of the field testing suggest that fill \\Cte _server\Projects\ I 0-2515\CRRPO2,doc Final Report for Testing of Compacted Fill Proposed T I:nnis Court 3374 Rocking Horse Circle, California Jul" 13. Il)l)g . Page 2 CTE Project No. 10-2515 density (by test method ASTM 0-1557). Tabulated results of the field compaction testing performed are provided in the attached Table I. Laboratory determination of the reference compaction values for the fill materials are provided in Table n. Approximate test locations are shown on Figure 2. 5.0 TENNIS COURT SLAB 5.1 Tennis Court Slab We understand the tennis court will consist of a 5 inch reinforced concrete slab. To mitigate shrinkage cracking we recommend the concrete mix design utilize larger aggregate and a low water/cement ratio. To aid in control of cracking we recommend placement of control joints at regular intervals. We recognize that placement of joints other than beneath the net can interfere with game play. [n consideration of the court's function, we understand that joints other than beneath the net are not proposed. While this may improve court performance, uncontrolled cracking may develop. Placement and curing of concrete should be performed according to American Concrete Institute guidelines. The tennis court should be designed by the project structural engineer or tennis court design specialist. 6.0 AGGREGATE BASE All aggregate base materials where hardscape impl"ùvements are to be placed should be compacted to a minimum relative compaction of 95% of the laboratory standard at or above the optimum moisture content. 7.0 ADDITIONAL CONSTRl:CTION OBSERVATION All additional grading and backfilling should be observed and tested by CTE to assure conformance with recommendations presented herein. All footing trenches should be examined before placement of steel reinforcement. 8.0 SURFACE AND SUBGRADE DRAINAGE Foundation and concrete-slab-on grade performam:\.: dl:p\.:IKis gn~atly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water tlows rapidly away from the structures without ponding. The surtaœ gradient nL'\.:ded to do this depends on the landscaping type. In gem:ral. the paVt:ments and tlowerbeds within live feet of buildings should slope away at 'ell' SF{ VFR''{( )JI'l'!S, 111-251 ~\CR{'1)2 J", Final Report for Testing of Compacted Fill Proposed Tennis Court 3374 Rocking Horse Circle, California July 13, 1998 Page 3 CTE Project No.1 0-2515 In general, the pavements and flowerbeds within five feet of buildings should slope away at gradients of at least two percent. Densely vegetated areas should have minimum gradients of five percent away from buildings if doing so is practical. Planters should be built so that water from them will not seep into the foundation areas or beneath slabs and pavement. In any event, the site maintenance personnel should be instructed to limit irrigation to the minimum actually necessary to sustain the landscaping plants properly. Saturated zones may develop should excessive irrigation, waterline breaks, or unusually high rainfall occur. Consequently, the site should be graded so that water drains away readily without saturating the foundation or landscaped areas or cascading over slope faces. Potential water sources, such as water pipes, drains, and the like should be frequently examined for signs of leakage or damage. Any such leakage or damage should be repaired promptly. 9.0 LIMITATIONS As limited by the scope of the services that we agreed to perform, our opinions presented herein are based on our observations, test results, and understanding of the proposed site development. Our service was performed according to the currently accepted standard of practice and in a way that provides a reasonable measure of the compliance of the grading operations with the job requirements. No warranty, express or implied, is given or intended with respect to the performance of the project in any respect. Submittal of this report should not be construed as relieving the grading contractor of his responsibility to comply with the project requirements. The opportunity to be of service is appreciated. If you have any questions regarding testing conducted, observations made during construction or recommendations presented herein, please do not hesitate to contact this office. Respectfully submitted, C~~ST VCT!. 0. ~../.,:~.: ~.¡.:N...?~.~...y",.,E...N~.. INEERING, INc. 3~ . ~~.F,~~:;o ~~~.:~ : ¡ r::~" i \ ,~c.-'!"J (1"'1'" ;.;J Ji ,\:.~:\~t;f~-{'~JD¿G ù l \ J' '" (J"",., .,~I/ "<~~:,:.~~~~:~~~~~;/ rdb:jcg:bhs \\Ctc_scrver\Projects\IO-25 I 5\CRRPO2,doc REFERENCES 1. Construction Testing & Engineering, Inc,. 1997. "Limited Soils Investigation, Proposed Tennis Court. 3374 Rocking Horse Circle. Encinitas. California" [Consultant Report]. Icn - 'III{ VI'IU'RI )jl-:l"T'I' III.!~ I,.('RRI'II! lI.., TABLE I COMPACTION TEST SUMMARY Job Name: PROPOSED TENNIS COURT Job No. 10-2515 Job Address: ENCINIT AS CALIFORNIA Date: 7/6/98 Date Test Location Elevation Density Moisture Relative Soil No. (See map) Feet pcf Content Compaction Type % Dry % Weight 6/22/98 1 KEYWAY" 268.0 109.7 16.1 89% 4 6/22/98 2 KEYWAY 267.0 113.7 17.9 92% 4 6/22/98 3 TENNIS COURT 275.0 114.8 18.5 96% 2 6/22/98 4 TENNIS COURT" 275.0 105.4 24.3 94% I 6/25/98 5 RETEST OF I 268.0 112.8 15.8 92% 4 6/25/98 6 RETEST OF 4 275.0 108.0 15.2 96% 1 6/25/98 7 KEYWAY 270.0 116.5 13.1 92% 3 6/25/98 8 KEYWAY 272.0 118.4 11.8 93% 3 6/25/98 9 KEYWAY 274.0 117.3 12.3 92% 3 6/25/98 10 TENNIS COURT 274.0 122.0 11.2 96% 3 6/25/98 II TENNIS COURT 275.0 122.6 10.7 97% 3 6/25/98 12 TENNIS COURT 274.5 121.7 11.5 96% 3 6/25/98 13 TENNIS COURT 274.5 122.9 10.4 97% 3 6/26/98 14 TENNIS COURT 275.5 121.9 11.4 96% 3 6/26/98 15 TENNIS COURT 276.0 121.3 12.1 96% 3 6/26/98 16 TENNIS COURT 277.0 122.7 10.9 97% 3 6/26/98 17 TENNIS COURT 277.0 123.1 10.6 97% 3 " .. TEST FAILED. SEE RETEST T AIJLE II LABORATORY TEST DATA Job Name: PROPOSED TENNIS COURT Job No. 10-2515 Job Address: ENCINITAS CALIFORNIA Date 7/6/98 Maximum Optimum Sample No. Dry Density Moisture Soil pcf Content Description %wt 112.4 ll.~ Brown sandy CLA Y 2 119.0 13,0 Brown silty SAND 3 127.0 10.0 Brown silty fine to medium SAND with gravel Tan clayey SAND 4 123.0 12.5 4 -_.~~ I -It/I Ji // 11:-1 11>.'-'1 I II-, G7 \ Ol_. I \¡ I J! '-- \ '--" -' \ \ \ ( L' ... it: ~ 0 I 0 1/2 I 2640 I \IlLES I 52110 FEET ~\ CONSTRUCTION TESTING & ENGINEERING, INc. ~;. GEO rECHNIC AI. AND CONSTRUCTION ENGINF.ERING rESTING AND INSPECTION Z414 VINEYARD AVENUE, STE G F.SCONDIDO CA. ~=O291760) 746-49SS 1/4 I 1320 SOIJRCE THOMAS BROTHERS MAPS IINfI SAN DIEGO EDITION SITE INDEX MAP PROPOSED TENNIS COURT 3374 ROCKING HORSE CIRCLE ENCINIT,\S, CALIFORNIA (;RAPltlC~ 1 rRocr~ III'~'I' INI>IX\lAI'(\< ~. "- " - ./ - " , " " , ./ ./ @ ' ./ PL I , I , I @J ø ' , , , @ ' , , , , CO' ~ ' 5 , , , PROPOSED , 0 , TENNIS , , COURT , , e ' ' e ' , , , , , , cD ' , , e ) , I ø, e I , ... ./ , ./ ø " , ./ " - " - " -" LEGEND 0 APPROXIMATE COMPACTION TEST LOCATION PROPERTY LINE PL ~ -: LIMITS OF PROPOSED I I TENNIS COURT '---' CONSTRUCTION TESTING & ENGINEERING, INc. GEOTECHNIC AL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ~414 VINEY ARD A VENUE. STE G ESCONDIDO CA. nO~9 (760) 746-4955 SITE MAP PROPOSED TENNIS COURT 3374 ROCKING HORSE CIRCLE ENCINITAS. CALIFORNIA GRAPIIICS I PR()JF.C1'S1(}'231~' MAPCV5 PL ~ [g @ iF-- ~~\.~.~ ~/Z4--\1l LANDMARK ENGINEERING CORPORATION CIVIL ENGINEERING. SURVEYING September 9, 1997 City of Encinitas Engineering Department 505 S. Vulcan Avenue Encinitas, CA 92024 RE: 2605 CAMINO DEL RIO SOUTH, SUITE 321 SAN DIEGO, CA 92108-3706 TELEPHONE (619) 260-0420 FAX (619) 260-0456 Site Drainage for 3374 Rocking Horse Circle Dear Sir: The existing drainage in the area where the n~w tennis court is proposed is sheet drainage flowing southwesterly to a low point at the southwest corner of the lot. No diversion of flowage is proposed. The court drains westerly to a french drain and then flows therein southerly to a discharge point which has a small, but adequate, rip-rap energy dissipator. The combined sheet flows and tennis court discharge is carried to existing pattern at the southwest corner of the site. If call. the you have further questions or concerns, please do not hesitate to Sincerely, ~- ;:-& / Lawrence E. Cole RCE 36292, expo 6/30/00 SEP 1 () 1991 ,-,. , , . ,