Loading...
1994-3825 G/SN Street Address Category Serial # 67 Name Description Plan ck. # Year recdescv • PACIFIC SOILS ENGINEERING, INC. 7370 OPPORTUNITY ROAD, SUITE "N ". SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (619) 560 -1713, FAX: (619) 560 -0380 • Mr. David Jenkins • 1831 Blue Bonnet Place Encinitas, CA. 92024 March 14, 1994 Work Order 400361A Subject: Geotechnical Update and Grading • Plan Review for Parcel 3 of P.M. 16593, Olivenhain Farms Project, in the City of Encinitas, California • References: 1) Project Grading for Olivenhain Farms Project, Parcels 1 thru 4, City of Encinitas, CA., dated October 18, 1991 by Pacific Soils Engineering, Inc. 2) Geotechnical Investigation, Oliven- hain Farms, Brookside Lane, City of Encinitas, CA., dated February 28, 1990 by Western Soil Foundation Engineering, Inc. Dear Mr. Jenkins, • Presented herein is Pacific Soils Engineering, Inc. (PSE) geo- technical update report and grading plan review for proposed fi- nal grading of Parcel 3 of P. M. 16593, Olivenhain Farms project, located in the City of Encinitas, California. • This report is based upon: 1) the 20 -scale grading plans pre- pared by Logan Engineering; 2) site inspection; 3) review of previous grading work that was observed, tested and reported by • PSE (reference no. 1); and 4) review of the preliminary geo- technical study (reference no. 2). The purpose of this report is to relate the previous geotechnical work to the enclosed 20- scale • grading plan. • CORPORATE HEADQUARTERS LOS ANGELES COUNTY OFFICE RIVERSIDE COUNTY OFFICE SOUTH ORANGE COUNTY OFFFICE (714) 220.0770 (213) 325.7272 or 775 -6771 (714) 358 -0154 (714) 730.2122 FAX: (714) 220 -9589 FAX: (213) 325 -8854 FAX: (714) 358 -0592 FAX: (714) 730 -5191 • Work Order 400361A Page 2 March 14, 1994 • • Parcel 3 was mass graded during August, 1991 through October, 1991 as a part of the overall Olivenhain Farms project develop- ment (see reference no.l). Original preliminary work was com- pleted under reference no. 2 in 1990. Unless specifically • superseded herein all information in these reference reports re- main applicable. • • • • • • • PACIFIC SOILS ENGINEERING, INC. • Work Order 400361A Page 3 March 14, 1994 • CONCLUSIONS AND RECOMMENDATIONS • Based upon PSE's previous geotechnical work, site observation and review of the 20 -scale grading plan prepared by Logan Engineering it is concluded that the site is suitable for its intended use. • All grading should be done in accordance with the City of Encinitas grading ordinance and the following recommendations and specifications. 1. The site is underlain by compacted fill, alluvium, Pleisto- cene ( ?) terrace deposits, and Jurassic metavolcanics. Previous grading removed compressible soils, colluvium and alluvium. 2. a) Prior to placing future fill on previously nongraded areas, removal of unsuitable alluvial materials should be accomplished. Removals should be on the order of • two (2.0) to five (5.0) feet. b) Prior to placing additional fill on previously graded area, the existing fill surface should be scarified • twelve (12) inches, moisture conditioned to at or above optimum moisture and recompacted to 90 percent relative compaction. • 3. If highly weathered terrace deposits or bedrock occurs at finished grade, removal and recompaction will be required. All areas should be evaluated prior to grading for this po- tential condition. • • PACIFIC SOILS ENGINEERING, INC. • Work Order 400361A Page 4 March 14, 1994 • 4. Excavations into bedrock and compacted fill for foundations and underground utilities will likely encounter oversize rock that may require special handling. Oversize footing and trench excavations may result in some areas due to the presence of oversize rock. It is anticipated that excava- tions can be accomplished with heavy ripping. Consideration should be given to overexcavation of cut areas and shallow fill areas (< five feet) to a suitable depth to facilitate trenching of utilities and foundation construc- tion. This would also enhance the landscape potential for the project. 5. If a cut /fill transition occurs on the building pads it should be undercut such that a minimum compacted fill sec- tion of three (3.0) feet should be provided at least five (5.0) feet outside of perimeter footing. 6. Subdrains Subdrains are not anticipated during these final grading operations due to the lack of canyons and /or deep canyon fills. 7. Anticipated Foundation Recommendations For preliminary design purposes, the anticipated foundation recommendations are as follows. The materials encountered on -site to be used as compacted fill are capable of supporting typical foundation loads for residential type structures. Generally, the on -site materials are medium expansive in nature. • PACIFIC SOILS ENGINEERING, INC. • Work Order 400361A Page 5 March 14, 1994 • Allowable Bearing: 2000 lbs. /sq.ft. for foundation founded • at a depth of 12 inches. Lateral Bearing: 250 lbs. /sq.ft. at a depth of 12 inches plus 100 lbs. /sq.ft. for each additional 12 inches embedment to a maximum of 2000 lbs. /sq.ft. • Coefficient of Friction: 0.35 The above values may be increased as allowed by code to re- sist transient loading conditions, such as wind or seismic. • 8. Foundation /Footing and Slab -On -Grade Design MEDIUM EXPANSION POTENTIAL a) Foundation /Footing Depth (Minimum): Exterior & Interior: Two -Story Structure 18 inches below lowest adjacent finish grade. • Exterior & Interior: One -Story Structure: 12 inches below lowest adjacent finish grade. b) Footing Reinforcement: All continuous; four No. 4 re- bars, two on top, and two on bottom. • c) Slab Reinforcement (Minimum): 6 6 by No.6 welded wire mesh OR equivalent. d) Subgrade Moisture: Minimum of 105 percent of optimum • moisture to a depth of 12 inches 24 hours prior to concrete placement. These recommendations are subject to change if high expan- sive soils are encountered. Continuous footings shall have a minimum width of 12 inches. All slabs shall have a thickness of four (4) inches. If exterior footings adjacent to drainage swales are to exist within three (3.0) feet I• • PACIFIC SOILS ENGINEERING, INC. • Work Order 400361A Page 6 March 14, 1994 • horizontally of the swale, the footings should be suffi- ciently embedded to ensure that the recommended footing depth is maintained below the swale bottom. Footings adja- cent to slopes should be embedded such that at least five (5.0) feet is provided horizontally from the bottom edge of • footing to the face of slope. 9. Under -Slab Requirements - MEDIUM EXPANSION POTENTIAL Slab areas that require a low moisture surface should uti- lize a 10 -mil polyvinyl membrane. This membrane should be covered with two (2) inches of clean sand to protect it and to aid in the curing of the concrete. In addition, the polyvinyl membrane should be underlain with four (4) inches • of clean sand. 10. Retaining Wall Design Retaining walls or other structural walls should be designed • with the following: a) Cantilevered retaining walls with a level backfill should be designed with an equivalent fluid pressure of 30 lbs. /cu.ft. Retaining walls with a 2- horizontal to • 1- vertical slope superjacent to them should utilize an equivalent fluid pressure of 43 lbs. /cu.ft. b) Foundations for retaining walls may be designed in ac- cordance with the recommendations of paragraph 5. • • PACIFIC SOILS ENGINEERING, INC. • Work Order 400361A Page 7 March 14, 1994 • 11. Exterior Slab and Walkways • a) The subgrade below sidewalks, driveways, etc. shall be moisture conditioned to 105 percent of optimum moisture prior to concrete placement. • b) Weakened plan joints shall be installed for walkways at approximately eight (8) to ten (10) foot intervals. Other exterior slabs should be designed to withstand temperature changes or shrinkage of concrete. • C) The designed of the hardscape should take into consid- eration additional measures as he deems appropriate depending upon the desired performance and subgrade • characteristics. 12. Other Design and Construction Considerations a) Positive drainage away from structures shall be pro- f• vided and maintained. b) All utility main line and service trench backfill shall be compacted to a minimum of 90 percent of the labora- tory standard. C) Seismic design should be based upon current and appli- cable building code requirements. • d) Preliminary chemical analysis testing has been con- ducted on selected samples of on -site soils. Laboratory tests indicate the on -site soils show no • appreciable amount of soluble sulfates and the use of sulfate resistant concrete is not anticipated. • PACIFIC SOILS ENGINEERING, INC. Work Order 400361A Page March 14, 1994 e) Any importation or redistribution of onsite materials could result in a change in material types and a change in foundation recommendations. All import materials shall be reviewed by the project geotechnical engineer. If you have any questions, please contact the undersigned. Q rpfESS Respectfully PACIFIC SOIL NE INC. c� a ° No 472 By: AU 9 /95 By , . DOUG D .� 38 J S B. AS ES, G.E. 192 Civi Engin �pF CAV�F� E cutive Vice President By: (// 1 - 4 1- " 7--- JO" A. HANSON, C.E.G. 990 Vi President Dist: (1) Addressee (3) Logan Engineering, Attn: Mr. Doug Logan DD /JBC /JAH:kr /0361A000 /ami • PACIFIC SOILS ENGINEERING, INC. • PACIFIC SOILS ENGINEERING, INC. EARTHWORK SPECIFICATIONS • These specifications present generally accepted standards and minimum earthwork requirements for the development of the project. These specifications shall be the project guidelines for earthwork except where specifically superseded in preliminary geology and soils re- ports, grading plan review reports or by prevailing grading codes or ordinances of the controlling agency. I. GENERAL A. The contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. B. The project Soil Engineer and Engineering Geologist or their representatives shall provide testing services and geotechnical consultation during the duration of the pro- ject. • C. All clearing, grubbing, stripping and site preparation for the project shall be accomplished by the Contractor to the satisfaction of the Soil Engineer. D. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Soil Engineer and to place, spread, mix and compact the fill in accordance with the job specifications and as required by the Soil Engineer. The Contractor shall also remove all material considered by the Soil Engineer to be unsuitable for use in the construction of compacted fill. • E. The Contractor shall have suitable and sufficient equip- ment in operation to handle the amount of fill being placed. When necessary, equipment will be shut down tem- porarily in order to permit proper compaction of fills. * II. SITE PREPARATION A. Excessive vegetation and all deleterious material shall be disposed of off -site as required by the Soil Engineer. Ex- isting fill, soil, alluvium or rock materials determined by the Soil Engineer as being unsuitable for placement in • compacted fills shall be removed and wasted from the r site. Where applicable, the Contractor may obtain the approval of the Soil Engineer and the controlling authori- ties for the project to dispose of the above described materials, or a portion thereof, in designated areas on -site. After removals as described above have been accomplished, excavation of earth materials deemed unsuitable in their natural, in -place condition, shall be removed as recommended by the Soil Engineer /Engineering Geologist. PACIFIC SOILS ENGINEERING, INC. Page 2 Earthwork Specifications continued. • B. After the removals as delineated in Item II, A. above, the exposed surfaces shall be disced or bladed by the Contrac- tor to the satisfaction of the Soil Engineer. The pre- pared ground surfaces shall then be brought to the speci- fied moisture condition, mixed as required, compacted and tested as specified. In areas where it is necessary to obtain the approval of the controlling agency, prior to placing fill, it will be the Contractor's responsibility to notify the proper authorities. C. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines or others not located prior to grading are to be removed or treated in a manner prescribed by the Soil Engineer and/ or the controlling agency for the project. III. COMPACTED FILLS • A. Any material imported or excavated on the property may be utilized in the fill, provided each material has been de- termined to be suitable by the Soil Engineer. Deleterious material not disposed of during clearing or demolition shall be removed from the fill as directed by the Soil Engineer. B. Rock or rock fragments less than eight inches in the largest dimension may be utilized in the fill, provided they are not placed in concentrated pockets and the dis- tribution of the rocks is approved by the Soil Engineer. • C. Rocks greater than eight inches in the largest dimension shall be taken off -site or placed in accordance with the recommendations of the Soil Engineer in areas designated as suitable for rock disposal. D. All fills, including on -site and import materials to be used for fill, shall be tested in the laboratory by the Soil Engineer. Proposed import materials shall be approved prior to importation. E. The fill material shall be placed by the Contractor in layers that when compacted shall not exceed six inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain a near uniform mois- ture condition and a uniform blend of materials. E PACIFIC SOILS ENGINEERING, INC. Page 3 Earthwork Specifications continued. All compaction shall be achieved at optimum moisture con- tent, or above, as determined by the applicable laboratory standard. No upper limit on the moisture content is neces- sary; however, the Contractor must achieve the necessary compaction and will be alerted when the material is too wet and compaction cannot be attained. F. Where the moisture content of the fill material is below the limit specified by the Soil Engineer, water shall be added and the materials shall be blended until a uniform moisture content, within specified limits, is achieved. Where the moisture content of the fill material is above the limits specified by the Soil Engineer, the fill mate- rials shall be aerated by discing, blading or other satis- factory methods until the moisture content is within the limits specified. G. Each fill layer shall be compacted to a minimum of 90 per- cent of the compaction standards, in compliance with the testing methods specified by the controlling governmental agency and in accordance with recommendations of the Soil Engineer. 'i The compaction standard shall be ASTM:D 1557 -70, unless otherwise indicated in the project geotechnical report. H. Where a slope receiving fill exceeds a ratio of five - horizontal to one - vertical, the fill shall be keyed and benched through all unsuitable topsoil, colluvium, allu- vium or creep material, into sound bedrock or firm mate- rial in accordance with the recommendations and approval of the Soil Engineer. I. Side hill fills shall have a minimum key width of 15 feet into bedrock or firm materials, unless otherwise specified in the soil report and approved by the Soil Engineer in the field. J. Drainage terraces and subdrainage devices shall be con- structed in compliance with the ordinances of the control - ling governmental agency and /or with the recommendations of the Soil Engineer and Engineering Geologist. K. The Contractor shall be required to maintain the specified minimum relative compaction out to the finish slope face of the fill slopes, buttresses and stabilization fills as directed by the Soil Engineer and /or the governing agency for the project. This may be achieved by either over- building the slope and cutting back to the compacted core or by direct compaction of the slope face with suitable equipment or by any other procedure which produces a relative compaction of 90 percent to the slope face. PACIFIC SOILS ENGINEERING, INC. E Page 4 Earthwork Specifications continued. • L. Fill- over -cut slopes shall be properly keyed through top- soil, colluvium or creep material into rock or firm mate- rial and the transition shall be stripped of all soil or unsuitable materials prior to placing fill. The cut portion should be made and evaluated by the Engineering Geologist prior to placement of fill above. M. Pad areas in natural ground and cut shall be approved by the Soil Engineer. Finished surfaces of these pads may require scarification and recompaction. IV. CUT SLOPES A. The Engineering Geologist shall inspect all cut slopes and shall be notified by the Contractor when cut slopes are started. • B. If, during the course of grading, unforeseen adverse or po- tentially adverse geologic conditions are encountered, the Engineering Geologist and Soil Engineer shall investigate, analyze and make recommendations to treat these problems. C. Non - erodible interceptor swales shall be placed at the top of cut slopes that face in the same direction as the pre- vailing drainage. D. Unless otherwise specified in soil and geological reports, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. E. Drainage terraces shall be constructed in compliance with the ordinances of the controlling governmental agencies and /or in accordance with the recommendations of the Soil Engineer or Engineering Geologist. V. GRADING CONTROL A. Fill placement shall be observed by the Soil Engineer and/ or his representative during the progress of grading. • Field density tests shall be made by the Soil Engineer or his representative to evaluate the compaction and moisture ` compliance of each layer of fill. Compaction tests shall be performed at intervals not to exceed two feet of fill height. Where sheepsfoot rollers are used, the soil may • be disturbed to a depth of several inches. Compaction de- terminations shall be taken at a depth determined by the Soil Engineer or his representative. E• PACIFIC SOILS ENGINEERING, INC. E Page 5 Earthwork Specifications continued. • B. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction or improper moisture is in evidence, the par- ticular layer or portion shall be reworked until the re- quired density and /or moisture content has been attained. No additional fill shall be placed over any areas until the last placed lift of fill has been tested and found to meet the density and moisture requirement and that lift approved by the Soil Engineer. C. Where the work is interrupted by heavy rains, fill opera - tions shall not be resumed until field observations and tests by the Soil Engineer indicate the moisture content and density of the fill are within the limits previously specified. D. During construction, the Contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The Contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. E. Observation and testing by the Soil Engineer shall be con- ducted during the filling and compacting operations in order that he will be able to state that in his opinion all cut and filled areas are graded in accordance with the approved specifications. F. After completion of grading and after the Soil Engineer and Engineering Geologist have finished their observations of the work, final reports shall be submitted. No further excavation or filling shall be undertaken without prior notification of the Soil Engineer and /or Engineering Geologist. G f VI. SLOPE PROTECTION All finished cut and fill slopes shall be planted and /or pro - tected from erosion in accordance with the project specifica- tions and /or as recommended by a landscape architect. !it E r F E PACIFIC SOILS ENGINEERING, INC. CANYON SU R BD A/N DETAIL TYPE A � PROPOSED COMPACTED FILL \ NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) = ­w--BEDROCK TYPICAL BENCHING SEE DETAIL ALTERNATE "A" (PL ATE G -2) NOTE FINAL 20' OF PIPE AT OUTLET SHALL BE NON- PERFORATED T YPE B ♦� PROPOSED COMPACTED FILL \ NATURAL GROUND \\ oe IIT COLLUVIUM AND ALLUVIUM (REMOVE) ` N � - B£OROCK TYPICAL BENCHING SEE DETAIL ALTERNATE "B "(PL ATE G -2 ) NOTE: F/N4L 20'OFP /PE AT OUTLET SHALL BE NON - PERFORATED = PLATE G -1 PACIFIC SOILS ENGINEERING, INC. W. O. DATE j CANYON R SUED A!N ALTERNATE DETAILS ALTERNATE I PIPE AND FILTER MATERIAL 6 IN MIN. FILTER MATER /AL: M /N.'VOL. OF 9 FT. 1L /N. FT. 6 /N. O ABS OR PVC P /P£ OR APPROVED 12 IN. MIN-. SUBSTITUTE WITH MIN. 8PERF.,1 14 IN. 6 IN MIN. 6 /N. M IN 6 /N. PER LINEAL FOOT IN BOT TOM HALF OF MIN. PIPE. A ASTM D2751, SDP 35 OR ASTM D3034, SDR 35 OR ASTM D1527, SCHD.40 ASTM D1785, SCHD.40 FOR CONTINUOUS RUN IN EXCESS OF 500 FEET USE B IN. 0 PIPE ALTERNATE 2 FILTER MATERIAL WRAPPED IN FABRIC 6 IN. MIN. 6 /N. MIN. OVERLAP I IN, MAX. GRAVEL WRAPPED IN FILTER FABRIC OVERLAP i 3 ' 11K MAX.GRAVEL OR APPROVED EOU/VAL ENT 9 FT. /FT. ' •• \ MIRAFI 140 FILTER FABRIC OR APPROVED EOU/VAL ENT • A -Z (TYPICAL) B-2 PROPOSED FINISHED GRADE NATIVE BACKFILL IO FT. ± M/RAF/ 140 FILTER FABRIC OR DETAIL OF CANYON c�i.. APPROVED EQUIVALENT SUBDRAIN TERMINAL �/ /N MAX. OPEN GRADED FOR ALTERNATES 15 FT MIN 20 FT. MIN. GRAVEL OR APPROVED A2 AND B2 LL 5 FT MIN EQUIVALENT NON - PERF PERF 6 IN. 61N.OM/N QM/N.P/PE ALTERNATE 3 PERFORATED PIPE SURROUNDED 6 IN MIN 6 /N M IN WITH FILTER MATERIAL OVERLAP OVERLAP ~- 6 /N MIN. COVER FILTER MATERIA77P 4 /N. MIN. BEDDING . MIN DING A - 3 PERFORATED P!P£ 61N. a M/N. FILTER MATERIAL SIEVE SIZE PERCENT PASSING I IN. 100 318 IN 4 -1 PLATE G NO.4 25-40 NO.8 18 -33 PACIFIC SOILS ENGINEERING INC. No 50 0 -7 W. 0. DATE NO. 200 0-3 � v quc . E 4,1� l7 ��; W oa a 1,� o W Q Yo J W o W ; cE \ a V °Q O O va O E E O � �n ° c m` O a O aa`o _ Q o J - J Q oa a3 c.; C�Cip `Oh LL U h L O V, p q) 0 0 W a c, c � C a ° a n, I. E 1� -a�a_ �1 N cl �>4 N�44o QD lb ncn �1a a v�O F��Q Er v III r V Q O a h 4 .r O I U O O O { O c O V a W) N j �O o z lb k SP Ck vi v) a occ J o Q Q ON m 0 ooOc ri ° o. to U �� Q p 4 M� �y 3 oyE Q • • C) W £l� oo d • V UI WLf cn �O • �N 'oJ ` a te` ci N l f c c N M N '• •' • °' E E Q z d 4 " .t I n. N � C O C y, — `+ - V Q '` j vi 4iC O O 7 !!� y C V W li co N U O N lb C O I s Q r, tE E w - 1 N ►� �f D � N C d ~ O = O Q z Qz S Cut Lot _ � r �r r �r Weather Sedrocic 5 min. � / �5 min. 3 min. Overexcavote and Recompoct Unweathered Bedrock i Cut -Fill Lot (Transition) �5'min. Compacted Fill /� 3' min.' Overexcavate and Recompoct l e i ' Unweathered Bedrock 'deeper overexcavotion may be required by the soils engineer in steep cut -fill transition areas PACIFIC SOILS ENGINEERING, INC. W.O. DATE _ PLATE G -4 S T �� � Z ��� ' c 's _ w , c E c w t7 4L) on L W ;o `E Q n Z o a c c, �t �—_d W c W to V) o J _ v _ � ° c � 3 0 E C!o �� J V v " 'o a E -6 a: U W U xx�o vv b°� ? J V LL O Sod o cE� ° > Q 3 W o c oo _ ° d co c 11- a W c o' b 0 - W d IL `ran o t 4m 3.�� .. 1 0 O W 0 o E O n 2 i Z ° �. d �_ S . a I O I M 0 I x M �V V1 n I t '~ O E \ I C F� c+ ` 1 (V \ — Y 1 I C `1 E Ev+ ` E -8 o a! E N 0 , �� iv 0 a 0 EwQ �01 E 0 0 EE- - -00 0 o a a - O C _0 0 to 0 c n m �a�o zT 0 Z Z c - Ita W �- W W v c v I Z C O � o 3 I V Ot Q ' 0 1 0 0 I C V L V o O CP �e C c ° a O _ � o .- b. c b c ` ac Q� O a D •0 ; �j�\ a u -ai IV o a O � _ • e n o _£ o V O c w V > d p Y O � tE cS a Selective Grading Detail for Stabilization Fill Unstable Material Exposed in Portion of Cut Slope 55 Finished Ground rrinrnlnullll111111 I11111ni11 f1 Ul n r /� 1 111111 �1111i1 i111, Irutl 111 ll 111 It 17111111 \\ ' "111 ry fh 111,1�111 Irlhillll ro �11 Uf /'� \���% ° 55 i. '111 \11 111 \11111/1111 \ Unweathered Bedrock M i1 �� \\��� �� H or approved material 11 S AO H ua`li`,fl`1�li,lii" 1\1 111//, 111u 1111,, r, Compacted Fill 11111 /I /f /IIII /ll 1l� il/Ill /(I /I //I / / /111 fI / Il 1 tilted back (min.) _ If recommended by the soils engineer/ eologist, theremoining cut portion of the slope moy require removal and replocement with compacted fill (See Plote G NOTE: 1. Subdrains are not required unless specified. 2. /1W// shall be equipment width (15 for slope heights less than 25 feet. For slopes greater than 25feet "W"sholl be determined by the project soils engineer /geologist. At no time shall "W/f be less than H 12. PLATE G - 7 PACIFIC SOILS ENGINEERING, INC. W.O. DATE S t � I ' W v Q. r b \ t \ b 1 l s i w 2 C Q W { � 2 O � W LL Lli V J 1 t 1 E p t \ 2 \ Cl) QL CL J Q L Q O Q ill - v ! O • CL Q W = c 1 \ o l Cl) I \ o CL ° E c4 i 0 alk BUILDI Finished Grade cleor area for foundations, , utilities and swimming pools. 13 �\ finish slope face windrow \ If necessary, oversized moterlol should be removed from.the 15 feet zone with special equipment such os o rock rake prior to plocing the next fill lift. TYPICAL WINDROW DETAIL (edge view) Granular soil flooded to fill voids horizontally placed compacted fill PROFI L E VIEW PLATE G -f0 PACIFIC SOILS ENGINEERING, INC." = W.O. DA TE � V O Z 41 CS U i1 .o J c c� o c o, m o v' ' • Civil Engineering • Land Planning • Structural • Surveying JANUARY 18, 1994 1 OF HYDROLOGY STUDY FOR THE JENKINS RESIDENCE DESCRIPTION: GRADING PLAN FOR SINGLE FAMILY RESIDENCE EASTERLY TERMINUS OF OLIVENHAIN ROAD PARCEL 3 OF P.M. 16593 OWNERZEERMITTEE: MR. DAVID JENKINS; 1831 BLUE BONNET PLACE ENCINITAS, CA 92024 Ekp, 12_7 619- 436 -6896 ��� 7 97 ENGINEER• Cr1LtFa LOGAN ENGINEERING 120 BIRMINGHAM DRIVE, STE 0 CARDIFF, CA 92007 619 - 942 -8474 C. , Lb �a. EXP. DATE —31 -97 JAN 19 1994 ENGINEErRII%IG SERVICES CITY OF ENCINITAS 120 Birmingham Dr„ Suite 110 Cardiff -by- the -Sea, CA 92007 • 619- 942 -8474 I ��51G�� c2 rf�2i A . S,'P. Cc�1�T� �D�51G� � �'RO C�0��2.£ nitr4►� ��`, 4e of 2 A 1.01' - ro? t1= 5LLP -E . . �;'W W A6 E AQ£ A ':(lDZ IH Is S 15 - PA-D coJ t- -I . , �arzo LoG -r 0. A Ac . -tc_ = s. o t ( ASsu M t-n) C©� Cto st o ►� �t4 V Du'f Fool Sk eer 1✓L Od 1?,. AZT ArLr.- aj *re: Wu1roFF CO ICIOU (IIATIOMIL KTIM) DEVELOPED AREAS (URBAN coefficien C Sol l GroW 11) ` L and Use A g C 0 Residential: - -Single Family .40 .45 .50 .55 Multi -Units .45 .50 .60 .70 Mobile homes .45 .50 055 ..65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 C ome rcis1(2) .70 .75 •8o • 8aX Impervious I nd us t r i a 1 (2) .80 .85 .90 .95, 90% Impervi *us NOTES: , ( ' ) 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 90% or 90%. the values given for coefficient C. may be revised by multiplying 80% or 90% by the ratio of actual lmperviouspess to the tabulated imperviousness. However. In no case shall the final coefficient be less than 0.50. For exaople Consider eoarnereial property on 0 soil.tTOup- Actual Imperviousness 050% Tabulated imperviousness - 80X Iievi sod C • x 0.85 - 0.53 , ... • • IV-A -9 PPIL Noix x —t . CA N C d L C a%- w C 0-+110 — 't7 > 3w A �C�11_�OI L40 r0 / L N M J4 to c r V fly a 1/ M• O •C �11 1C L e C p �O�N'r -` p C O 0 N CO Y d CL d C O v v v C v L w In dw .0 a c a o o do IMP N �' c a m v O ^+ I i •° C) Aj C 4j c a..+ L :-0 4 A r .a C L �v o T T T of .r CA u a E c u UP o o s. c v 4u CL C T T +� u L .0 u U CL. b In w C O C �+ d G = Gl C r C .+ .-► L in :- r a a u 0) Inc E. a T to ¢ T C •o C— r L d C • O L L d L ONO Z an . n •p C -r ••- O LA- 0 # O u E Cl �- C T L A.+ f- -C r r Cl 4 I L O O w OJ ep •o •O ID = L- t U r - b - 0 • " Z s_ E as w -v u C a � ; vl Cl r- C a.r r -Cr "n IO O A d O O 4-+ C L V A C77 N N w t 4-+ — 0 N C) Et :3 �•► O 4-2 4 b" m -6j ■ -i ■ n O d C N •� A C) .I_• f.. L •p d t O r H-- L •--• t t U IL 160 �•,+ CU I-- CL !-- - �� n �� �� n CL CL' C� (` Q' in Q O r N en -Cr 6 -Hour Precipitation (inches) c� o .r► o v► o Ln o In Cl In Cl N �O ;Lr ed !'1 P•1 N r r• La .- Oi it .•.1 _� -- -I -- C N �+ �`. --• —t wl F v v -- E F t� %0 p ►-� rr O. D Old Ot 1:7 17 4. - •• - ...1�.�• �' .•.. F 1 ..i. ,•1. � ' 1 T� 1 1 � •., t• i i 1 1 >� 49 as I 44 ' 14 4 J Z Z Z • i Z 1 � M � PEND2X XT IV I A (inoy /04211111f) Alsw3ui boo C I � ' Q G7 /) v, = " ' �-- ; • ' e ) i 4 — cam.. �� •v CD mn M a CLO CD N N u _ t c r+ ' . _ C 9'' L"looll � r O Lf% i- _S • C : t s I y „ 0 3 L ) it 0 Y L _ - — '• " {A ' W O0 0 lic AT _U.� O O � Li pss 1� • ` co Y O 1� • ; t • II -J1• • • • . � _ �. a 'j 1 '� � � •► � r^ 1 1 t C . 1+ r.� �.. C%4 + i to �' --. o � '� �� ��Zl.. ° U ts.1 Q • p 1 �• • . `7 CD � �. •- �/ ia0 cm 1r cm . � r _ dam_ 1 � • ^'1 \ ^� W N o CI N '^ a � ` "� ` � 1 -i = • ( r. If ^ . Cam! o ° G . } �_ ° cow CO2 r. aw CD O • W • J ! s C z3 = aI c • 3 = j <_ d ' po> I N �o Z' Y C � J 0 Co I W= � •O i d Xs ��40 W% o � 0�s w� W F • ': r uo�r • Civil Engineering Land Pionning • Structural • Surveying JANUARY 18, 1994 1 OF - Z- A V-e\4 v5ep 1 7,11 DEC 2o 1995 HYDROLOGY STUDY rG I T Y 0 L- t N 11 " 3 FOR THE JENKINS RESIDENCE DESCRIPTION: GRADING PLAN FOR SINGLE FAMILY RESIDENCE EASTERLY TERMINUS OF OLIVENHAIN ROAD PARCEL 3 OF P.M. 16593 OWNER/PERMITTEE: MR. DAVID JENKINS 1831 BLUE BONNET PLACE ENCINITAS, CA 92024 9 7., f n I n I "I - k 1 2 - 31-97 ZI 619-436-6896 ENG LOGAN ENGINEERING 120 BIRMINGHAM DRIVE, STE 110 CARDIFF, CA 92007 619-942-8474 J/.C 30XK EXP. DATE 12-31-97 120 Birmingham Dr., Suite 110 • Cardiff -by- the -Sea, CA 92007 619-942-8474 v -- �>EC-ri 0 - D(�j U tzq� no o,�- o, o C 9 )( o, Q iac)