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1990-697 G/H Street Address Category Serial # Name Description Plan ck. # Year recdescv LOGAN ENGINEERING 465 First Street, Suite A Encinitas, CA 92024 619 -942 -8474 JULY 31, 1990 1 OF 2. HYDROLOGY STUDY FOR THE MOORE RESIDENCE DESCRIPTION• 3620 DOVE HOLLOW ROAD OLIVENHAIN, CA 92024 APN 264 - 232 -09 OWNER /PERMITTEE: - 33 JAMES & DONNA MOORE t W 8556 HYDRA LANEk f SAN DIEGO, CA 92126' , 619 - 271 -4069 ENGINEER• LOGAN ENGINEERING 465 FIRST ST., STE. A ENCINITAS, CA 92024 619- 942 -8474 i 0 R. 397 rj EX . DATE 12 -31 -93 2 0 �2 - - Dt�1la►•� Z 1 j. �, CDi1�lT'l �r 1 "�IGN �Ro �E MAAuW% �R" W kt- &AoNop Q = CI Q — ''OI L GROUP " j RUQkL k IDE i WL A Awk l .t�2 -�� O-O�CW96J— too if � E fkT l 0 -T S m�P- DF 144e pRoPeRT-1 14 TER CePT3 k 644 - 44AtiF of CIE I aj oa iT is na y AS -5 �ooJ c� -W 6 - OAD 6 'P A2e Ir►BLE Z RUNOFF COEFFICIENTS (RATIONAL METHOD) • DEVELOPED AREAS URBAN Coefficient C soil Grow (1) Land Use A 6 - C — 0 . 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 1 .45 .70 .75 .80 .85 Commercial( ) 80% Impervious Industrial (2) .80 .85 .90 .95 90% Impervious NOTES; (1) soil* Group mans are available at the offices of the Department of Public Works. ( actual conditions. deviate significantly from the tabulated impervious- ness values of 80% or 90%. the values given for coefficient C, way be revised by multiplying 80% or 90% by th e ratio of actual Impervious 1� s td the _ tabulated imp erviousness. However, in no ease shall the fin effrclent be less than 0.50. For example:­ -Consider commercial property on 0 soil.1r Actual imperviousness • 50% Tabulated imperviousness • 80X Nevi sed C • 8E00 x 0.85 • 0. • • APPENDIX 3 81 o — •p r o C N p �+ - %_ C p •►• d m � T� I-- •0 � d is ,.. 00 ?C • C 0 L tp b W 1-• •�- " ia! =a A V 7 v O N as V • ��+ '? 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O C G F.- +t `•- N 0. i CL d r' i CC C C•'F Q Ln Q O r- N CV) a?' _ V • z 6 -Hour Precipitation (inches) C1 to o In o to o to o in o .:.-- ..�- r --t - -- — -_ -- -- - --- - -- – to Les An LLA 'III Z v 1 , • , � - .1 1 11 1 • 11 1 i r_ v. � • 1 �- j 11 i t i1E11 'li 11 �t 1 1 .I }. v C . I. C _ di • � _�.- - - - �= T ai + _ T.� .i�� - O - - — O F • - � �� Ltd -� _ _r � �. _�_� - =� - I 1 .1 ` - • 1 2 t •• • s1.•• 1 i 1 t 1 1 - --j -� 1 1 1 ME • 1 1 1 1 r' ! ' 1 t : r ;f-v / I t 1 1 z � � APPENDIX XI IV-A-14 Sa oui k:tjsua�uI . Feet Te • H � _ , .. _ ' C SDDO � • . Al ta�tenhnficv� , . - s oao 1 • Len9/If d * le�s/fed . • H • "k yes a/av JDOO d/teflhe SkAa bile ace 4posl iX X B) L . - ,Ni /es Feet - IVawrr .MiAiifes 2000 4 I!d ' 900 ? /10 800 700 /pp sod SDO w ' 4 70 300 \ ���. 3 • / 60 ?00 �� 2 !D \� 30 /oo / Jvx t0 /e • L - o as \ � L o w ?OOO � /Z 30 NOTE /600 /O /Cm 3 �.�..� OR NA MI;SI0.S� /100 s t0 r ADD TEN TO 9 � 10 7 t COMPUTED TIME CON - CENTRATION- 800 : 700 SOO ' 3w 5 tuo i t H � SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION _ DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF CONCENTRATION (Te) FOR NATURAL WATERSHEDS DESIGN MANUAL //'e APPROVED '� • /y DATE AL1 S L_ APPENDIX X =A TM _ - - 10 Rev. S/81 CD 1 - :00, 1 3 C-3 t cs c ` _"` "• o cz. C6 �• 11.1 7. i LO� -.•� t / V 4 �/ d 1 c a at C\` Q c L�� ^��� jtiv S C �, M v M '1 ^Z V7 <� I V % O J O � Y O _ • H � 1 � � t.. O c OO OF w .._ _ .. _._ .... » _ _ ... - _ ... .. • _ � l a � f; Q h •7 f+1 �' �' � C' � r M 1 K u avf. F 7s S c 0 S M VOSA6 { s M 11 I —A -7 1-, .• _ .. • K_ , W Isce C _ wl as; l �� I •�. — OL— cm CD cn ca IA cza Lu to `" � � �` _ • t- �l .� t i ( r cz � .. rl, • o C � s - • � _ o S Y 1 c < • � u V 7 t 2 V it °c I a _.1 1 00 QOO �v10 .. 0 =� �` F Y fl W - 39 tiO4� � • • V u MV ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029 -1229 619/743 -1214 Fax: 739 -0343 Job #1136 -91 October 30, 1991 Mr. James Moore 8556 Hydra Lane San Diego, California 92126 Final As Graded Compaction Report For Proposed single Family Residence Located At 3620 Dove Hollow Road, Olivenhain, City Of Encinitas Drawing #0697 -G Pursuant to your authorization, and in accordance with the Grading Ordinance for the City of Encinitas, a final as graded compaction report has been prepared for the above referenced project. We have completed engineering observation and testing services in conjunction with the grading operation. This report summarizes the results of our tests and observations of the compacted fill. The compacted fill in the subject areas was placed during the period of October 10, 1991 through October 22, 1991. Actual dates are shown on the enclosed compaction test result sheet. I. GROUND PREPARATION Prior to grading operations, the site in the immediate vicinity of the proposed building pad was cleared of brush and vegetation. All questionable loose and soft topsoils were also removed from the areas receiving fill. Adequate keys or benches were constructed into firm, undisturbed, natural ground or formational soils prior to fill placement. The house area plus a minimum 8 -foot perimeter has been capped using non - expansive import soils, thereby decreasing the potential for concrete cracking along the daylight (cut /fill) line. II. FILL PLACEMENT Soils generated during the grading operations consisted of a 50/50 rock to soil ratio, with a maximum rock diameter of 8 inches. This material was placed in the driveway to finish grade; in the building area, this material was kept a minimum of 3 feet below finish grade. Fill was placed in six to eight -inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with California Test #216 sand cone method on the rock /soil mixture, and ASTM Method D- 1556 -82 sand cone method was used on the rock free non - expansive import cap, as the fill was placed. The approximate locations of the field density tests are shown on the attached drawing. l Mr. James Moore October 30, 1991 Page 2 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 corresponding maximum dry density at the tested locations. III. APPROPRIATE LABORATORY TESTS A. The maximum dry density and optimum moisture contents of the different soil types used as compacted fill were determined in accordance with ASTM Method D- 1557 -78. B. An expansion test was conducted per UBC Standard Procedure 29- 2 on a representative sample of the near finish grade soils used in the house area perimeter to determine the expansion potential and to provide appropriate foundation recommendations. IV. RECOMMENDATIONS Site preparation and grading were conducted in substantial conformance with the Grading Ordinance for the City of Encinitas and the Soils Investigation Report by Ketchum Engineering, Inc., dated July 6, 1990. All inspections and testing were conducted under the supervision of this office. In our opinion, all embankments and excavations were constructed in substantial conformance with the approved grading plan, and are acceptable for their intended use. The lab test results indicate that the following minimum foundation recommendations for very low expansive (Expansion Index of 0 to 20) soils from the Soils Investigation Report by Ketchum Engineering, Inc., should be adhered to, incorporated into the foundation plans, and submitted to our office for review and approval prior to construction. Please note ( *) items for revised recommendations or additions by MV Engineering, Inc. since the issuance of the original preliminary report. A. Foundations and Slab -on- Grade, Monolithic Pour System * 1. It is recommended that normal concrete wall footings be used in accordance with Uniform Building Code design (i.e., 12 inches wide by 12 inches deep and 15 inches wide by 18 inches deep) for one and two story structures respectively. Isolated square footings should be at least 18 inches by 18 inches M ENGINEERING, I 2450 VINE AVE #102 ESCONDIDO, CALIFORNIA 92029 -1229 9 619/743 -1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECNNICAL INVESTIGATIONS Mr. James Moore October 30, 1991 Page 3 wide and 18 inches deep, for one and two story structures. Minimum depths are measured from the lowest adjacent ground surface, not including the sand /gravel under the slab. * 2. Use four #4 reinforcing bars in all interior and exterior footings. Place two bars 3 inches clear below finish floor and two bars 3 inches above the bottom of the footing. Reinforcement for isolated square footings should be designed by the project structural engineer. 3. All interior slabs must be a minimum of 4 inches in thickness reinforced with #3 reinforcing bars spaced 24 inches on center each way, placed midpoint in the slab. Use 4 inches of clean sand (SE 30 or greater) beneath all slabs. A six - mil plastic moisture barrier is recommended, and if used, must be placed mid- height in the sand. 4. The minimum steel reinforcement provided herein is based on soil characteristics only, and is not intended to be in lieu of reinforcement necessary for structural considerations. * 5. Provide contraction joints consisting of sawcuts spaced 10 feet on center each way, or for every 100 square feet, within 72 hours of concrete pour for all interior slabs. The sawcuts must be a minimum of one -half inch in depth and must not exceed three - quarter inch in depth or the reinforcing may be damaged. 6. All underground utility trenches beneath interior and exterior slabs should be compacted to a minimum of 90% of the maximum dry density of the soil. Care should be taken not to crush the utilities or pipes during the compaction of the trench backfill. * 7. Due to the ,fact that the non - expansive import cap only extends approximately 10 feet out from the front of the house (see attached drawing), the following recommendations are to be adhered to for all concrete flat work and the spa: (a) All exterior slabs (walkways, patios, etc.) must be a minimum of 4 inches in thickness reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed midpoint in the slab. Use 6 inches of clean sand (SE 30 or greater) beneath all slabs. Provide contraction joints consisting of sawcuts spaced 6 feet on center each way within 72 hours of concrete pour. The depths of the sawcuts should be as described in Item #5 above. MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #102 ESCONDID C 92029 -1229 619/743 -1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECNNICAL INVESTIGATIONS Mr. James Moore October 30, 1991 Page 4 (b) The spa should be designed for placement into critically expansive soils. 8. This office is to be notified to inspect the footing trenches, foundation and slab area reinforcing prior to concrete pour. 9. The tests and calculations indicate that an allowable bearing capacity of 2,000 psf for continuous and isolated footings may be used for footings founded into the granular non - expansive capping soils. The allowable soil bearing pressure provided herein is for dead plus live loads and may be increased by one -third for wind and seismic loading. The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 12 inches and a minimum depth of 12 inches below the lowest adjacent ground surface. This value may be increased per Uniform Building Code for additional depths and widths if needed. 10. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 5 feet or one -third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. The outer edge of all fill slopes experience "down slope creep ", which may cause distress to structures. If any structures including buildings, patios, sidewalks, swimming pools, spas etc, are placed within the setback, FURTHER RECOMMENDATIONS WILL BE REQUIRED. The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc.; rather, these recommendations are intended to minimize this potential. If shrinkage cracks do develop, as is expected from concrete, reinforcements tend to limit the propagation of these features. These recommendations are believed to be reasonable and in keeping with the local standards of construction practice. Special attention should be given to any "re- entrant" corners ( ±270 degree corners) and curing practices during and after concrete pour in order to further minimize shrinkage cracks. B. Slopes 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 MV ENGINEERING, INC. 0 2450 VINEYARD AVENUE, #102 ESCONDID CALIFORNIA 92029 -1229 0 619/743 -1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS Mr. James Moore October 30, 1991 Page 5 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. Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes prior to the project being completed. C . Drai The owner /developer is responsible to insure adequate measures are taken to properly finish grade the building pad after the structures and other improvements are in place so that the drainage waters from the improved site and adjacent properties are directed away from proposed structures. A minimum of two percent gradient should be maintained away from all foundations. Roof gutters and downspouts should be installed on the building. All discharge from downspouts should be led away from the foundations and slab. Installation of area drains in the yards should also be considered. In no case should water be allowed to pond or flow over slopes. The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn affect structural performance. V. GENERAL INFORMATION It should be noted that the characteristics of as- compacted fill may change due to post - construction changes from cycles of drying and wetting, water infiltration, applied loads, environmental changes, etc. These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc. The owner /developer should be made aware of the possibility of shrinkage cracks in concrete and stucco materials. The American Concrete Institute indicates that most concrete shrinks about 1/8- inch in 20 feet. Separation between construction and cold joints should also be expected. MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #102 9 ESCONDIDO, CALIFORNIA 92029 -1229 6191743 -1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS OEOTECNNN:AL INVESTIGATIONS Mr. James Moore October 30, 1991 Page 6 This office is to be notified no later than 3 p.m. on the day before any of the following operations begin to schedule appropriate testing and /or inspections. 1. Fill placed under any conditions 12 inches or more in depth, to include: a. Building pads. b. Street improvements, sidewalks, curbs and gutters. c. Utility trench backfills. d. Retaining wall backfills. e. The spreading or placement of soil obtained from any excavation (footing or pool, etc.). 2. Subgrade and basegrade preparation and testing. 3. Moisture testing. 4. Foundation inspections. 5. Any operation not included herein which requires our testing, supervision, and inspection for certification to the appropriate agencies. VI. LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed during the period of October 10, 1991 through October 22, 1991. The conclusions contained herein 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. The attached drawing details the approximate locations of cuts, fills, and locations of the density tests taken and is applicable to the site at the time this report was prepared. This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE - PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY. MV ENGINEERING INC. 9 2450 VINEYARD AVENUE #102 E • SCONDIDO CALIFORNIA 92029 -1229 619/743 -1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECNNICAL INVESTIGATIONS - Mr. James Moore October 30, 1991 Page 7 If you have any questions or need clarification, please contact this office at your convenience. Reference to our Job #1136 -91 will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. MV ENGINEERING, INC. 'C C" 2 � m e!s /% No. 863 C(- Exp. 12-31-93 Ralph M. Vinj a GE #863 s' cF��ECtt oz, lq`E OF ;;� RMV /mw Distribution: Addressee (8) a:1136- 91.RF1 MV ENGINEERING, INC. a 2450 VINEY AV ENUE, #102 ESCONDIDO, CALIFORNIA 92029 -1229 619/743 -1214 SOILS TESTING PERC TEST SOIL INVESTIGATIONS GEOTECNNICAL INVESTIGATIONS W • U U U U U U U U U U ak O M o to M 0o LO ri 0) 0 • w e-I O N r-I O O r-1 N r•I r-1 4 01 m 0) M 0% M 01 01 01 a G\ A • M M (n M M M M M M c� H �l Ca H r-I r-I H r-1 H H H H La d' M N I N 00 10 M O b to d' M I!7 d' M M d' 111 IfI O O O O O O O O O ,� 0 r.J e•4 H r-4 ri r-1 r♦ r-I W r-4 N O 00 V0 O N M O %D M o -•-1 , rq o I!1 at O M r-1 cN N l� Ol x w 4J w FX4 z N H N N N N N H r-I U U S-1 U a° ° w M n ° H G4 4-) V r I '� - N d' N m d' ;p t0 10 •3 � I c xGH4 0 + + + + + + + + OV H 0 >1 ° to >1 H w N w > N N H � 0 4J • 1 A � H A o 9 0 94 o 0 0 :5 ° � a rn •r1 ° r I •� •� � a o°c o I I 0 o o b tv 0 0 0 0 w .H 4) a, N M N a Cl (L) P4 a a a 4J 4J +-) +-) ri A o N W N > > N > N N N N a ao 0 a 04 E -, :J •,� •ri � •ri a � a o i w e >4 o m o m 0 0 0 0 ,o N 0 H H >4 x a GL x w x x x x ri 11 3 M C o ° -) . 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