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1994-4055 G Street Address Category Serial # Name Description Plan ck. # Year recdescv NORTH COUNTY COMPACTION ENGINEERING, INC. March 8, 1995 Project No. CE -5080 Alan Mayo 1722 Kettering Street Irvine, CA 92714 Subject: Report of Certification of Compacted Fill Ground Proposed Dwelling Lot #25, Wildflower Estates Encinitas, California Dear Mr. Mayo: In response to your request, the following report has been prepared to indicate .results of soil testing, observations and inspection of earthwork construction at the subject site. Testing and inspection services were performed from February 8, 1995 through March 7, 1995. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90 %). Therefore, we recommend construction continue as scheduled. S-OY-K Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading plans were prepared by k & S Engineering of San Diego, California. Grading operations were performed by Greg Whil.ock Grading & Excavating. Reference is made to our previously submitted report entitled, "Preliminary Soils Investigation ", dated September 14, 1994. Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch ". P.O. BOX 302002 • ESCONDIDO, CA 92030 (619) 480 -1116 NORTH COUNTY COMPACTION ENGINEERING, INC. March 8, 1995 Project No. CE -5080 Page 2 Grading operations were performed in order to create a level building pad to accommodate the proposed dwelling and swimming pool. Should the finished pad be altered in any way, we should be contacted to provide additional recommendations. The site was graded in accordance with recommendations set forth in our previously submitted report. The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESM Representative soil samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture /Maximum Density (ASTM D -1557) 2. Expansion Potential Test 3. Direct Shear Test S W CoNDZ� Native soils encountered were clayey -sands and gravelly - clays. Fill soils were imported and generated from the on -site excavation. The building site contained a transition from cut to fill. However, cut areas located within the building area were over excavated a minimum of 4 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 10 feet beyond exterior building perimeter. Hence, no consideration need be given this characteristic. Oversize material consisting of rock and boulders was left above ground as landscape material. Oversize material is defined as rock and boulders in excess of 12 inches in size. It should not be placed in structural fills. It may be placed in nonstructural fills designated and supervised by North County COMPACTION ENGINEERING, INC. Expansive soils were observed during grading. However, they were capped with a minimum of 48 inches of nonexpansive, imported soils. The non - expansive bearing cap was constructed in accordance with the recommendations presented in our preliminary soils report. NORTH COUNTY COMPACTION ENGINEERING, INC. March 8, 1995 Project No. CE -5080 Page 3 During earthwork construction, native areas to receive fill were scarafied, watered and compacted to a minimum of ninety percent (90 %) of maximum density. The key was approximately 25 feet wide, a minimum of 3 feet in depth and inclined into the slope. Subsequent fill soils were placed, watered and compacted in 6 inch lifts. Benches were constructed in natural ground at intermediate levels to properly support the fill. To determine the degree of c ompaction , field density tests were performed in accordance with ASTM D -1556 or D -2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch ". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled, ''Tabulation of Test Results ". Fill soils found to have a relative compaction of less than ninety percent (90 %) were reworked until proper compaction was achieved. I3k �llraN TN A It. C. ANll CO GL1 'LUS M RS. Continuous inspection was not requested to verify fill soils were placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as eco- nomically feasible as possible, part -time inspection was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire project, 1) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2) Slopes may be considered stable with relation to deep seated failure, provided they are properly maintained. Slopes should be planted with light groundcover (no gorilla iceplant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. 3) Continuous footings having a minimum width of 12 inches and founded a minimum of 12 inches and 18 inches below lowest adjacent grade for one and two story, respectively, will have an estimated allowable bearing value of 2000 lbs. per square foot. NORTH COUNTY COMPACTION ENGINEERING, INC. March 8, 1995 Project No. CE -5080 Page 4 4) All foundations should be constructed in accordance with recommendation "6 B. Foundations of our preliminary soils report, dated September 14, 1994. 5) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 6) Plumbing trenches should be backfilled with a nonexpansive soil having a swell of less than 2% and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90 %). 7) Completion of grading operations were left at rough grade. Therefore, we recommend a landscape architect be contacted to provide finish grade and drainage recommendations. Drainage recommendations should include concrete sidewalks placed on all sides of structure a minimum of 4 feet in width and have a minimum fall of 2% away from foundation zone. To further protect water penetration of the zone, rain gutters should be installed to divert run -off. Landscape planter areas within 4 feet of the foundation should be avoided. 8) Unless requested, recommendations for future improvements (additions, recreational slabs, additional grading, etc.) were not included in this report. Prior to construction, we should be contacted to update condition and provide additional recommendations. 9) Prior to construction of the proposed pool, the pool con- tractor should be contacted for concrete and reinforcement design. It should be noted, the proposed pool will protrude through the non- expansive cap and bear into on -site expansive soils. Therefore, the pool should be designed with regard to expansive soils. Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. During placement of concrete, North County COMPACTION ENGINEERING, INC. and /or a qualified concrete inspector should be present to document construction of foundations. NORTH COUNTY COMPACTION ENGINEERING, INC. March 8, 1995 Project No. CE -5080 Page 5 Foundation recommendations presented in this report should be considered minimal. Therefore, we recommend the project architect and structural engineer review this report to assure recommen- dations presented herein will be suitable with regard to the type of construction planned. UNCERTAINTY AND LIMITATIONS In the event, foundation excavation and steel placement inspection is required and /or requested, an additional cost of $160. 00 will be invoiced to perform the field inspection and prepare a Final Conformance Letter. If foundations are constructed in more than one phase, $110.00 for each additional inspection will be invoiced. It is the responsibility of the owner and /or his representative to carry out recommendations set forth in this report. San Diego County is located in a high -risk area with regard to earthquake. Earthquake resistant projects are economically un- feasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on -site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the re- sponsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL -OSHA and /or local agencies. Should you have any further questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. �pEESSipN Respectfully submitted 0 GERA� North County oe�V '��� y� COMPACTION ENGINEERING, INC. � ��o G E713 Cc x p 9. 30-97 �4 Ronald K. Adams Dale R. e President Registere r 19393 Geotechnic rage 000713 RKA: kla cc: (3 ) submitted (2 ) filed NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING S INSPECTION SERVICES TEST PIT LOCATION PLAN PROPOSED 51MELE FAMILY DWELLING [.OT WILDR -O W F..R L5TA7"E5 VIOLET RIDGE LW-]E1 k] ITA5� E -A 9' GILL SLOPE _ 5 �► �3 'y SPA 22 % 22 33 12 �g O O 213 30 tl i za a9 / O P 37 D O OL yY 3 ° ' y2 O� ,6 2 5 3� xq 38) CUT 3� i 1 � s 1 qo 43 10 27 I' CUT fl O : 1 13' C U T I �LOPc TEST LD CATIO IU ROJECT NO. F.E- 5D80 PLATE NO. 011..l E NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RE OLT TEST# DATA HORZ. VERT, EIRU DRY DENSITY SOIL PERCENT LOO, LOC. MOIST L B. /CII. FT- TYPE COMPACTION 1 02/08/95 See 196.5 18.3 108.3 I 95.7 2 Plate 197.5 20.1 105.1 I 92.9 3 One 189.0 15.8 104.9 I 92.7 4 191.0 17.0 104.6 I 92.4 5 185.0 19.2 107.7 I 95.1 6 187.0 18.3 106.0 I 93.4 7 02/09/95 189.0 17.5 113.8 11 95.1 8 191.0 15.2 111.1 II 92.8 9 199.5 18.9 110.3 I 97.4 10 201.5 19.5 106.8 I 94.3 11 193. 0 16.7 112.4 II 93.9 12 195.0 18.3 115.6 II 96.6 13 197. 0 17.2 104.1 I 91.9 14 198.0 19.2 107.9 I 95.3 15 200.0 16.4 113.7 II 95.0 16 201. 0 14.4 113.7 II 95.0 17 202.5 15.2 114.2 II 95.4 18 203.0 16.7 116.4 II 97.2 19 203.0 16.6 115.6 II 96.6 20 204.0 18.4 117.2 II 97.9 21 02/10/95 204.0 17.5 116.1 II 97.0 22 204.0 19.1 112.2 II 93.7 23 201.0 19.0 112.8 II 94.2 24 203.0 16.2 110.6 II 92.4 25 205.0 18.4 109.5 II 91.5 26 206.0 18.1 110.8 II 92.6 27 205.0 17.9 110.0 II 92.7 28 02/17/95 205.5 13.9 112.6 11 94.1 29 207. 0 14.7 113.3 II 94.7 30 207.5 13.6 113.7 II 95.0 31 207.5 14. 1 115. 3 II. 96.3 32 02/24/95 208.5 08.5 105.7 III 94.7 33 209.5 07.7 108.4 III 97.1 34 208.5 10. 1 109.1 III 97.8 35 209.5 09.3 108.2 III 97.0 36 02/27/95 208. 0 13. 6 107. 8 III 96. 6 37 209.5 09.3 109.2 III 97.8 38 207.5 09.0 104.9 III 94.0 39 208.5 10.5 106.0 III 95.0 40 209.0 10.2 108.2 III 96.9 PROJECT NO_ CE -5080 PLATE NO. TWO (page 1) NORTH COUNTY COMPACTION ENGINEERING, INC. � Q�ATION OF TEST RESU TES ' A DM VERT, FIELD DRY DENSITY SOIL PERCENT Lam.- LOC, MOIST LB. /C 1. FT. TYPE COMPACTION 41 02/27/95 See 208.0 09.1 110.4 III 98.9 42 03/07/95 Plate 210. 5RFG 12.0 104.7 III 93.8 43 One 211.5RFG 12.6 105.4 III 94.4 44 211.5RFG 09.9 108.0 III 96.8 REMARKS: RFG = Rough Finish Grade PROJECT N0. CE -5080 PLATE NO. TWO (page 2) NORTH COUNTY COMPACTION ENGINEERING, INC. TAB pLAT IQN OE TEST RESULTS OPTIMUM MOISTURE /MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPTIMUM MOISTURE (lh /cu. ft., ) (% dry wt) Reddish Brown Gravelly -Clay I 113.2 17.5 Red Brown Silty - Gravelly Clay II 119.7 17.3 Light Gray -White Silty -Sand (Import) III 111.6 15.7 EXPANSION POTENTIAL SAMPLE NO III CONDITION Remold 90% INITIAL MOISTURE M 15.7 AIR DRY MOISTURE (%) 4.8 FINAL MOISTURE M 21.5 FINAL DRY DENSITY (pcf ) 100.4 LOAD (psf ) 150 SWELL (%) .000 EXPANSION INDEX Less than 5 DIRECT SHEAR SAMPLE N0, III CONDITION Remold 90% ANGLE INTERNAL FRICTION 32 COHESION INTERCEPT (PCF) 190 PROJECT NO. CE -5080 PLATE NO. THREE K&S ENGINEERING Planning Engineering Surveying HYDROLOGICAL ANALYSIS FOR WILDFLOWER LOT 25 IN CITY OF ENCINITAS JN 9443 November 21, 1994 NOV 22 1994 CITY OFF ENUNITA,; f E S S i N o. 4 "J32 S. Exp� XP ATE A X 1� / ris C.E. 4 5 F C 7801 Mission Center Court, Suite 200 Son Diego, California 92108 • (619) 296-5565 Fax (619) 296-5564 TABLE OF CONTENTS 1. SITE DESCRIPTION 2. HYDROLOGY DESIGN MODELS 3. HYDROLOGIC CALCULATIONS .......................... APPENDIX A 4. HYDROLOGY MAPS .... ............................... APPENDIX B 5. TABLES AND CHARTS . ............................... APPENDIX C i 1. SITE DESCRIPTION THE SITE CONSISTS OF STEEP ROLLING TERRAIN. WATER SHEET FLOWS SOUTHERLY TOWARD THE SOUTHERLY PROPERTY LINE. THE OFF SITE DRAINAGE IS INTERCEPTED AND CONTAINED BY THE STREET CURB THEN DIRECTED ALONG THE CURB WESTERLY INTO A CONCRETE SPILLWAY WHERE RUNOFF WILL BE DISSIPATED BY RIP RAP. 2. HYDROLOGY DESIGN MODELS A. DESIGN METHODS THE RATIONAL METHOD IS USED IN THIS HYDROLOGY STUDY; THE RATIONAL FORMULA IS AS FOLLOWS: Q = CIA, WHERE : Q= PEAK DISCHARGE IN CUBIC FEET /SECOND C = RUNOFF COEFFICIENT (DIMENSIONLESS) I = RAINFALL INTENSITY IN INCHES /HOUR A = TRIBUTARY DRAINAGE AREA IN ACRES *1 ACRE INCHES /HOUR = 1.008 CUBIC FEET /SEC THE OVERLAND FLOW METHOD IS ALSO USED IN THIS HYDROLOGY STUDY; THE OVERLAND FLOW FORMULA IS AS FOLLOWS: T [1.8 (1.1 —C) (L) • / (S %) l�s C = RUNOFF COEFFICIENT L = OVERLAND TRAVEL DISTANCE IN FEET S = SLOPE IN PERCENT T TIME IN MINUTES B. DESIGN CRITERIA , — FREQUENCY, 100 YEAR STORM. — LAND USE PER SPECIFIC PLAN AND TENTATIVE MAP. — RAIN FALL INTENSITY PER COUNTY OF SAN DIEGO 1993 HYDROLOGY DESIGN MANUAL. C. REFERENCES — COUNTY OF SAN DIEGO 1993, HYDROLOGY MANUAL. — COUNTY OF SAN DIEGO 1992 REGIONAL STANDARD DRAWING. — HAND BOOK OF HYDRAULICS BY BRATER & KING, SIXTH EDITION. APPENDIX A (3. HYDROLOGIC CALCULATIONS) �oIN/ -g+ LOT ZS 81�SIN a A = 0.()51 LO -= Zo9.5 �'� _ �- � (I • I - �) (�) `/ - � . a � 1. � - 0. 6s) (7�)�� = 2.5 � "v� C5(ic, flvd = 7.4q -(2.?) �2.5, 0.645 = I l • IZ �� /► 1 = GI A = 0. ( 11.120 0.05( = 0.37 LFS 12 IZ WS 0r 15 CA" UAPAtti 6" PlL S I•S - 1 '.4. (6) (s) /2 �3 ?)I c S aol 1 u u� #L Ltc 6" PVc- 0 B I,I N B A - 0. (c4 Ac- t< = 7-5 G - o. t) d O = 3. f4- wH,n Lo = w9.5 =iDo (9.06) 0. 104- = 0. 80 cfs 12 12 fJIDS OY .S cis C ary I LA la uE � 2 A +ya, ---� Q = ( -1"1 ci I_ uG Z Lr-15 6" NL ® 5.0 7o 6P51 � L A = 0. � Acc- L = 4 L- 0.60 t',= l.g(,f.i- p.6)�4 _ s.29r�,� �+► = Zlo. o Lltt= o.s' (I.Zs) Vs l.� = Zc�9• s Qlnb ' 0.6 0.066 — 0. Z7 cfm, Nos CY— UMPAtiT! = l.s CFS .44 c:Ca 6 Pvc- 0 lo /o = 2.to Cfs Cr-- /t = o - 70 4. LAO = 207. 0 �Ioo � ?.44 7 .7)� 4S) s b oo = 0 .65 5 .0) 0. C75 = 0. Cr'S IZ Ws Cy CA*vt 31 6 •r 1�lG S 2 o % 0. ,9+ cfs L\ Q� it4 use 6" FvL (p . b % oa c�r- Li Lig t:FS OS4 6'' ?VC ® 21 �d 0 :75 t� - 1. s(I. I - a.�s) (75�'rz _ l rw�n Lo = ZW. T rod = 7.9 (Z 7�C1.95� _ (3.06 0.1 "1 - x_83 cfs 24� 24 QV5 aL 3 -o cFs E Li ml; usE 9 '' WC D Z.IS 4- / A = 0 173 A S= •).s% 0 715 L = 209• s Si«a = 7.q � 2 •�X�..��� • 645 - l0 • I I �� f {ti►' Otoo l o.�s(In•II) alr� = 1 -31 CFs uuF Tee q oo = 31 ci 6" PVC ® 5.4 °h = 5 9 c °K. L UE -it c 6" PVL ©S . 490 uK)G It 18 S. I¢ 0 5.4Y. = 3.57 cfs or u5G 2>" Plc D 5.4% 6A5 iQ A = 0. oat RL - 25 1.O v3 - 1.79 �h -7) (1.73j 6G � = I3.79 �hr Qiod = 0.65 03•79) 0 .pc}2 = 0.38 cis IZ x IZ cr-- Au - - IC 8 5.4�o P i►J H A = o.10 70 C. = 0. �t) d t, = 2 , - 7 ►�; '!{l = Zto. o Q� 3.2' Sldo = las Q - 0. < lo -s) 0, 10 = !. o cfs 12 12 naos pK. � (-twig zl0 R QIC, = l . 0 GFS 6 ►� O 17% = 2.7 cfs OK- L� n�E o usE 6 " N<,10 I APPENDIX B (4 . HYDROLOGY MAP) V AIXI d s _�a L f r � iV i 114.89 k �d 3110 1 X3 0 - 4 216 M ` j ��� $ _a•�� y ` 4 I`� N ONO C4 d N_ oc. Go 00 h � 08 OF it d t Ur W X cr 210 206 _ 204 202 ,. 200 p � 198 `. — `.`„'^ - _ - `. '444 ° �' � ^{' — ••"_,-- .+.� N K in ti� 6 t . w APPENDIX C (5. TABLES AND CHARTS) o oc CD cz ter. .�. �� M cz l M v c p � Lai 7 O/ UJ ..... N� J Ln c _ ...� �� p { :;36 ���. O CD z N Cy A v C y/ 0 M 47 / Z F u a J U H z Z F L M N L z w� p u r O U _ v �� 00 N t*1 ^ ? it F Z O M LY. < u iQO-i M Oa. z� o. IL. Z Z O � c O W O vj p u �-►- a < ce- � 0 z m Sao Nw O W J uin L zc H a -i v w a a Revised 1/85 APPENDIX XI -E i F-- � x v I T CD cm • �'" � ---,� O� Vii'. -_ � .� �► ���� LLAL- cm iii O � ♦ G.O \ � (('' .. - ^- / ! . I LLJ cm �� .{ •i. r 1 - �. 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