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1994-4023 G Street Address Category Serial # D� G Name Description Plan ck. # Year recdescv • Civil Engineering Q • Land Planning • Structural • Surveying AUGUST 17, 1994 1 OF HYDROLOGY STUDY FOR THE DAVIS RESIDENCE DESCRIPTION• GRADING PLAN FOR SINGLE FAMILY RESIDENCE LOT 9, MAP NO. 12338 BROOKSIDE DEVELOPMENT 3226 BROOKSIDE LANE CITY OF ENCINITAS OWNER_ MR. BOB DAVIS AUG 23 1994 3226 BROOKSIDE LANE OLIVENHAIN, CA 92024 619 - 759 -9340 ENGINEER: LOGAN ENGINEERING 120 BIRMINGHAM DRIVE, S 1 0 CARDIFF, CA 92007 619 - 942 -8474 R.C.E. 39 6 EXP. DATE 12 -31 -97 132 N. El Camino Real, Suite N • Encinitas, CA 92024 Fax / Phone 619- 942 -8474 Z o � I • � SAM 1 x.42 �� D �A� C.on�'�v�(�v Su �Nr � 'fTt � T� � Ti o �I o +14,1 S ��ts ol1 012055 o © T9, Cif At46�s j c �sE ��c - �Idnl © LDOKIIG �ou�� T2�c C s (c ICJ �'f ► o�� C�- �vA -'ri o �t, �iT. Zo►�'�ITIo�S �'2��oSED CoIUITio�S � yo 466 qz,o �f eX, 26.C� • 0 'P 1 �4q X10 �2,�, �Z•� (L3 X13.3 X3, �- o�� AO 7\ VN .-� C> �- 1 7 p t� x C> �- C o c I � I i } 90 i f =- I Pipe 93.7 1 6 ; L07 9 93.8 � � � f ' 103.6 0 . - A3 9, 01 S ( � ri 74,q/ I f HYDRAULIC STUDY FOR STREAM CHANNEL AT OLIVENHAIN FARMS Prepared for Olivenhain Farms 786 Poinsettia Park North Leucadia, CA 92024 Q jVFESS /p�� P 0. G' Exp. / mil CAI�F Prepared by Howard H. Chang Ph.D., P.E. January, 1991 HYDRAULIC STUDY FOR STREAM CHANNEL AT OLIVENHAIN FARMS A hydraulic study has been made for the stream channel at Olivenhain Farms, see attached map. The channel is a tributary of Escondido Creek. Flood hydraulics for the channel is evaluated for the Olivenhain Farms development project. The project plan includes a new bridge on the small creek and a weir under the bridge. A small pond will be created by the weir as part of the development. The hydraulic study has the following objectives: (1) to provide the low chord elevation of the bridge to pass the 100 -yr flood, (2) to provide the elevation of the weir, and (3) to determine the flood level and extent of inundation at the project site, and (4) to determine the impacts on adjacent properties. A previous study was made by the same consultant for this tributary of Escondido Creek. That study is on file at the City of Encinitas. The hydraulic computations of that study cover the creek from the Escondido Creek confluence to Brookside Lane and beyond. The present study extends the previous study upstream to cover proposed improvements at Olivenhain Farms. Cross sections used in this study are shown on the attached map. Hydraulic computations have been made using the HEC -2 program by the U. S. Army Corps of Engineers. The channel is modeled for the existing conditions as well as the proposed conditions. The cross - sectional profiles are also plotted and included. At Sections 7.5, 8, 9 and 10, the profiles include those of the existing and proposed grading. The hydraulic geometries of proposed improvements are determined based on results of the HEC -2 computations. The proposed improvements must not caused adverse flooding impacts on adjacent properties. In order to avoid any backwater effect on adjacent properties, the weir level has been selected to be 88.5 feet and it may not be any higher than this elevation. This level is arrived at through several trial runs. In order to create a pond maintained by the weir, the upstream area needs to be excavated below the weir level. The proposed bottom elevations of the pond are shown in the cross- sectionnl nintc. 9z �� rra � boundaN ar Qo ', x ..... ................... .. .............. ............. ............. q ..................... 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ROBERT DAVIS 3226 BROOKSIDE LANE ENCINITAS, CALIFORNIA 92024 �1 � � 1 � PREPARED BY: r h SOUTHERN CALIFORNIA SOIL AND TESTING, INC. � r 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 r Providing Professional Engineering Services Since 1959 i ,5� ' � SOUTHERN CALIFORNIA ,v SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160 -0627 619 - 280 -4321, FAX 619 - 280 -4717 August 7, 1995 Mr. Robert Davis SCS &T 9411152 ' 3226 Brookside Lane Report No. 3 Encinitas, California 92024 SUBJECT: Summary of Field Observations and Tests for Relative Compaction, Proposed Davis Residence, 3226 Brookside Lane, Encinitas, California. REFERENCE: "Updated Grading and Foundation Recommendations, Proposed Davis Residence, 3206 Brookside Lane, Encinitas, California ", by Southern California Soil and Testing, Inc., ' dated August 1, 1994. ' Dear Sir: ' In accordance with your request, this report has been prepared to summarize the results of the field observations and tests for relative compaction performed at the subject site by Southern California Soil & Testing, Inc. These services were performed between July 24 and August 3, 1995. SITE DESCRIPTION PRIOR TO GRADING The subject site is Lot 9 of Encinitas Tract 4576 -1 located at 3226 Brookside Lane in the Olivenhain area ' of the City of Encinitas. The lot was graded in 1989 to provide a level building pad. The pad had 2:1, horizontal to vertical, fill slopes on its north and west sides, and a masonry retaining wall and 2:1 cut ' slopes along the east and portions of the south sides. An above -grade 30 inch diameter sewer pipe exists within an easement along the northern property boundary. A creek bed courses along the west side of ' the existing fill slope and drains into an existing box culvert that extends beneath Brookside Lane at the southwest lot corner. Access to the lot is via the improved roadway of Brookside Lane at the southerly ' property boundary. A more detailed description of site and prevailing conditions is contained in the above referenced "Updated Grading and Foundation Recommendations ", report. i SCS &T 9411152 August 7, 1995 Page 2 PROPOSED CONSTRUCTION It is our understanding that a one and /or two story single family dwelling is to be constructed on the site. Conventional continuous footings and slab -on -grade floors are anticipated. ' AVAILABLE PLANS ' To assist in determining e locations g tons and elevations of our field density tests and to define the general ' extent of the site grading for this phase of work, we were provided with a Grading and Erosion Control plan prepared by Logan Engineering of Cardiff -by -the -Sea, California, bearing an approval date of May ' 10, 1995. ' SITE PREPARATION ' Prior to the actual grading operations, existing shrubs and trees were removed from the area to be graded at the west side of the existing fill slope, in and adjacent to the creekbed. Existing rip -rap was then removed from the westerly facing fill slope and stockpiled on -site for later re -use. Compressible soils ' were then excavated from beneath the proposed fills. These soils were also stockpiled on -site. Contact with formational bedrock was made at depths on the order of five to six feet below the original ground ' contours. In order to provide support for the proposed fills, a keyway was configured along the contact with the formational soils. Our staff geologist observed and approved the keyway excavation prior to ' the placement of fill. The fills were then placed, using the excavated soils blended with imported soils, and unblended import soils. The tills were placed in typically six to eight inch lifts, watered or dried ' back to near optimum conditions, and compacted in place by means of track - walking with a caterpillar D8 crawler dozer. As the height of the fills increased, benches were cut into the existing fill slope in ' order to create a good bond with the existing fills. Once the fills had been placed, the face of the newly constructed fill slope was track - walked with a Caterpillar 931 crawler loader. The stockpiled rip -rap was then replaced on the face of the slope. ' FIELD OBSERVATION AND TESTING ' Field observation and density tests were performed by a representative of Southern California Soil & Testing, Inc. during the rough grading operations. The density tests were taken according to ASTM ' D2922 -81 (nuclear gauge). The results of those tests are shown on the attached plates. The accuracy of the in -situ density test locations and elevations is a function of the accuracy of the survey control provided SCS &T 9411152 August 7, 1995 Page 3 by other than Southern California Soil & Testing, Inc. representatives. Unless otherwise noted, their ' locations and elevations were determined by pacing and hand level methods and should be considered accurate only to the degree implied by the method used. ' As used �� herein, the term observation" implies only that we observed the progress of work we agreed to be involved with, and performed tests, on which, together, we based our opinion as to whether the work essentially complies with the job requirements, local grading ordinances and the Uniform Building ' Code. ' LABORATORY TESTS ' Maximum dry density determinations were performed on representative samples of the soils used in the compacted fills according to ASTM D1557-78, Method A. Method A specifies that a four (4) inch ' diameter cylindrical mold of 1/30 cubic foot volume be used and that the soil tested be placed in five (5) equal layers with each layer compacted by twenty-five (25) blows of a 10 -pound hammer with an 18 -inch drop. The results of these tests, as presented on Plate Number 3, were used in conjunction with the field ' density tests to calculate the degree of relative compaction of the compacted fill. ' CONCLUSIONS ' Based on our field observations and the in -place density test results, it is the opinion of SCS &T that the grading work was performed substantially in accordance with the recommendations contained in the ' referenced geotechnical report, the City of Encinitas grading ordinance, and the Uniform Building Code. Recommendations for the minimum design of foundations, as presented in the referenced report, remain ' applicable. ' FOUNDATIONS ' FOUNDATION EXCAVATION OBSERVATIONS: All footing excavations should be observed by a member of our engineering /geology staff to verify that the foundation excavations extend into a suitable ' bearing stratum. SCS &T 9411152 August 7, 1995 Page 4 ' LIMITATIONS ' This report covers only the P y services performed between July 24 and August 3, 1995. As limited by the ' scope of the services which we agreed to perform, our opinion presented herein are based on our observations and the relative compaction test results. Our service was performed in accordance with the ' currently accepted standard of practice and in such a manner as to provide 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 services which we have performed, and neither the performance of those services nor the submittal of this report should be- construed as relieving the contractor of his ' responsibility to conform with the job requirements. If you should have any questions regarding this report, please do not hesitate to contact this office. This ' opportunity to be of professional service is sincerely appreciated. ' Respectfully Submitted, SOUTHERN CAL FORNIA SOIL & TESTING, INC. ' D Project Supervisor US Re ' wed b Q ! N0. 36031 •� EXP. 6-30-96 Daniel B. Adler, R.C.E. #36037 ' DBA:DH:nr ' cc: (3) Submitted (2) Logan Engineering 1 1011 NAME Davis Residence JOB N UMBER 9411152 TEST ELEVATION OR MOISTURE DRY DEN. SOIL REL. NO. DATE LOCATION DEPTH OF TEST % LBS /CU. FT. TYPE COMP. 1 07 -26 -95 Building Pad 86.0 12.0 114.8 2 92,4 2 07 -26 -95 Building Pad 88.5 11.5 116.0 2 93.3 3 07 -26 -95 Building Pad 90.0 10.2 115.7 2 93.1 4 07 -26 -95 Building Pad 90.5 1 0.4 115.8 2 93.2 5 07 -26 -95 See Plate No. 1 87.5 9.8 114.5 2 92.1 6 07 -26 -95 See Plate No. 1 92.0 10.0 114.7 42 92.3 7 07 -26 -95 See Plate No. 1 92.5 9.7 115.4 2 92.8 8 07 -26 -95 See Plate No. 1 94.0 9.5 114.9 2 92,4 9 07 -26 -95 See Plate No. 1 94.0 10.0 116.8 2 94.0 10 07 -26 -95 See Plate No. 1 90.5 9.4 114.8 2 92.4 11 08 -03 -95 See Plate No. 1 96.0 10.8 112.4 2 90.4 12 08 -03 -95 See Plate No. 1 98.0 9.6 121.7 2 97,9 13 08 -03 -95 See Plate No. 1 99.0 8.9 112.9 3 92.5* 14 08 -03 -95 See Plate No. 1 100.5 9.9 112.3 3 92.0* 15 08 -03 -95 See Plate No. 1 102.5 9.7 105.0 3 86.1* 16 08 -03 -95 Retest #15 102.5 8.7 110.8 3 90.8* 17 08 -03 -95 See Plate No. 1 98.0 10.6 111.5 3 91.4* 18 08 -03 -95 See Plate No. 1 103.5 FG 10.4 119.8 3 98.2* ® SOUTHERN CALIFORNIA SOIL & TESTING INC. ' SCS &T 9411152 August g t 7, 1995 Plate No. 3 1 SOIL DESCRIPTION TYPE OPTIMUM MAXIMUM MOISTURE DENSITY 1 2 Light Brown Fine ine to Coarse 9.0 124.3 Silty Sand with Gravel ' 3 Reddish Brown, Silty Fine Sand 10.0* 122.0 * 1 * Estimated result; pending completion of laboratory test. 1 1 i 1 1 1 1 1 i .i 1 S� 1 T i UPDATED GRADING AND FOUNDATION RECOMMENDATIONS 1 PROPOSED DAVIS RESIDENCE 3206 BROOKSIDE LANE 1 ENCINITAS, CALIFORNIA 1 1 PREPARED FOR: ' MR. ROBERT DAVIS ' 3206 BROOKSIDE LANE ENCINITAS, CALIFORNIA 92024 1 AUG 2 3 1594 PREPARED BY: SOUTHERN CALIFORNIA SOIL AND TESTING, INC. ' 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 1 1 Providing Prqfessional Engineering Services Since 1959 SOUTHERN CALIFORNIA SOIL & TESTING, INC. ' 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160 -0627 619- 280 -4321, FAX 619- 280 -4717 August 1, 1994 Mr. Robert Davis SCS &T 9411152 3206 Brookside Lane Report No. 1 Encinitas, California 92024 ' SUBJECT: Updated p ated Grading and Foundation Recommendations, Proposed Davis Residence, ' 3206 Brookside Lane, Encinitas, California. REFERENCES: 1) "Grading and Erosion Control Plans for the Davis Residence;" Logan Engineering; undated. ' 2) "Report of Field Observations and Relative Compaction Tests, Proposed ' Brookside Subdivision, Encinitas Tract No. 4376 -1;" Southern California Soil and Testing, Inc.; November 29, 1989. Dear Mr. Davis: ' In accordance with your request we have prepared this report to present updated grading and foundation recommendations for the subject project. 1 PROJECT DESCRIPTION It is our understanding that the subject project will consist of the construction of a one and /or two ' story residential structure on an existing graded lot. The structure will be of wood -frame construction. Shallow foundations and conventional slab -on -grade floor system are anticipated. Proposed grading contemplates widening the existing building pad to the north and west by placing fills up to four feet deep. The resulting till slopes will have a 2:1 (horizontal to vertical) or flatter inclination. In addition a retaining wall with a maximum height of five feet is proposed at the northern edge of the proposed grading area. SCS &T 9411152 August 1, 1994 Page 3 ' SITE AND SOIL DESCRIPTION 1 The subject site consists of a trapezoidal parcel of land located at 3206 Brookside Lane in the City of Encinitas, California. The site is also known as Lot 9 of Encinitas Tract No. 4576 -1. The lot was graded to its present configuration in 1989. Proposed grading contemplated a cut and fill lot. However, the cut portion of the lot was undercut to a depth of three feet and replaced as compacted fill. Site Preparation required the removal of loose unsuitable surface soils. Within the 1 keyway area of the existing till slope removals of up to about ten feet were required. Therefore, the actual maximum fill depth below the building pad is about ten feet. In addition, an oversized ' rock fill was placed covering approximately 70 percent of the original fill portion of the building pad from elevation 94 to 101 MSL. 1 A .. recent site reconnaissance indicates that the vacant lot remains essentially unchanged from the time when mass grading was performed. A six foot high masonry wall exists to the east and south of the building pad. The prevailing oundation soils g consist of nondetrimentally expansive silty sand (Expansion Index = 41). 1 CONCLUSIONS AND RECOMMENDATIONS It is our opinion that no geotechnical conditions exist that will preclude the development of the site as presently proposed. The main condition affecting the proposed development is the presence of an existing drainage atnage easement along the northern property line. A masonry retaining wall is proposed along the southern edge of the easement. A review of the referenced reports indicates that compressible soils extending to a depth of about nine feet were encountered at the western end of the proposed wall. 1 Site preparation operations for the proposed wall would encroach in the existing easement. Since the sewer is located to the south of the easement, site preparation can not be performed without shoring or replacing the sewer line. If this is not feasible, earth retaining structure such as a Loffel Block wall or a cribwall may be feasible. In any case some sort of site preparation including at ' least a partial removal of the unsuitable soils and /or the utilization of stabilizing geofabrics will be SCS &T 9411152 August 1 1994 g Page 4 ' required. Specific recommendations will be provided after this ortion of the e work is further evaluated. GRADING SITE PREPARATION: All areas to receive settlement- sensitive improvements should be free of ' vegetation and deleterious matter. These existing graded areas should be scarified to a depth of 12 inches, moisture conditioned and recompacted to at least 90 percent as determined in accordance ' with ASTM D1557 -78, Methods A or C. Compressible surface deposits underlying proposed new fill areas should be moved to firm natural ground. Removals up to ten feet deep are anticipated. A minimum 12- foot -wide key should be constructed at the toe of the proposed fill slope. The keyway should be sloped back at a minimum two percent inclination. The bottom of the keyway ' should be scarified as previously described. t O CW—TAJL °"'' r-g-1 ,U 7 SLOPE CONSTRUCTION: Proposed till slopes should be constructed at a 2 :1 (horizontal to vertical) inclination. All fill slopes should be compacted utilizing a sheepsfoot at a minimum ' vertical increments of four feet and track - walked with a dozer upon completion. IMPORTED FILL: Imported till should consist of nondetrimentally expansive (Expansion Index less than 50) silty sands and silty clayey sands. Imported fill should be approved by this office ' prior to delivery to the site. SURFACE DRAINAGE: It is recommended that all surface drainage be directed away from the structure and top of slopes. Ponding of water should not be allowed adjacent to the foundation. Rain gutters are recommended. EARTHWORK: All earthwork and grading contemplated for site preparation should be ' accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will ' supersede those in the standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over ' optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to a minimum of 90 percent of its maximum dry ' density. The maximum dry density of each soil type should be determined in accordance with ASTM Test D- 1557 -78, Method A or C. SCS &T 9411152 August 1, 1994 Page 5 FOUNDATIONS GENERAL: Shallow foundations may be utilized for the support of the proposed structure. P The footings should have a minimum depth of 18 inches below lowest adjacent finish grade. A minimum width of 12 inches and 24 inches is recommended for continuous and isolated footings, g , respectively. A bearing capacity of 2000 psf may be assumed for said footings. This bearing capacity may be increased by one -third when considering wind and /or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum distance of seven feet exists between the footing and the face of the slope. In addition, for retaining wall footings in similar conditions, a minimum setback of ten feet should exist between the footing and the portion of the footing developing passive pressures. REINFORCEMENT: Both exterior and interior continuous footings should be reinforced with two No. 4 bars positioned near the bottom of the footing and two No. 4 bars positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. CONCRETE SLABS-ON-GRADE: Concrete slabs -on -grade should have a thickness of four ' inches and be reinforced with at least No. 3 reinforcing bars placed at 24 inches on center each way. The bars should bend down at least 12 inches into the perimeter footings and should be positioned at mid - height in the slab. The slab should be underlain by a four -inch blanket of clean, poorly graded, coarse sand or crushed rock. This blanket should consist of 100 percent material passing the half -inch screen and no more than ten percent and five percent passing #100 and #200, respectively. Where moisture sensitive floor coverings are planned, a visqueen barrier should be ' placed on top of the sand layer. A two -inch -thick layer of silty sand should be placed over the visqueen to allow proper concrete curing. EXTERIOR SLABS -ON- GRADE: Exterior slabs should have a minimum thickness of four inches. Walks or slabs exceeding five feet in width should be reinforced with 6 "x6 "- W2.9xW2.9 (6 "x6 " -6/6) welded wire mesh and provided with weakened plane joints. Any slabs between five and ten feet should be provided with longitudinal weakened plane joints at the center lines. Slabs ' exceeding ten feet in width should be provided with a weakened plane joint located three feet inside the exterior perimeter as indicated on attached Plate Number 1. Both traverse and longitudinal ' weakened plane joints should be constructed as detailed in Plate Number 1. Exterior slabs adjacent SCS &T 9411152 August 1, 1994 Page 6 to doors and garage openings should be connected to the footings b g y dowels consisting of No. 3 reinforcing bars placed at 24 -inch intervals extending 18 inches into the footing and the slab. EXPANSIVE CHARACTERISTICS: The prevailing foundation soils were found to be nondetrimentally expansive. The recommendations presented in this report are applicable to this condition. SETTLEMENT CHARACTERISTICS: The anticipated total and /or differential settlements for the proposed structure may be considered to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. GRADING AND FOUNDATION PLAN REVIEW The grading and foundation plans should be submitted to this office for review in order to ascertain that the recommendations represented in this report are still valid and have been implemented. ' EARTH RETAINING WALLS ' FOUNDATION RECOMMENDATIONS: The foundation recommendations provided in the foundation section of this report also apply to retaining walls. However, these recommendations assume that the walls will be founded into formational soils or that compacted tills will exist for a distance of at least ten feet in front of the wall. PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 350 pounds per square foot per foot of depth up to a maximum of 1500 sf. This pressure P P e may be increased one -third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.35 for the resistance to lateral movement. When combining frictional and passive resistance, the former should be reduced by one - third. The upper 12 inches of exterior retaining wall footings should not be included in passive pressure calculations. ACTIVE PRESSURE: The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing SCS &T 9411152 August 1, 1994 Page 7 32 pounds per cubic foot. For restrained walls a soil r p ensure of 50 pct should be assumed. For 2 :1 (horizontal to vertical) sloping backfills, 13 pcf should be added to the preceding values. These pressures do not consider any surcharge. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assume a drained backfill condition. Waterproofing details should be provided by the project architect and should be reviewed by this office. A subdrain detail is provided on the attached Plate Number 2. WATERPROOFING AND SUBDRAIN OBSERVATION: Retaining wall waterproofing and subdrain installation should be observed by a representative from this office. BACKFILL: All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. FACTOR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls from overturning and sliding. ' LIMITATIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be ' encountered during site development should be brought to the attention of the soils engineer so that he may make modifications if necessary. In addition, this office should be advised of any changes in the project scope or proposed site grading so that it may be determined if the recommendations t contained herein are appropriate. This should be verified in writing or modified by a written addendum. SCS &T 9411152 August 1, 1994 Page 8 If you should have any questions regarding this rep lease do no P , p t hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL AND TESTING, INC. Daniel B. Adler, R.0 . #36037 DBA:mw QttOfESSIpN�� �\0- B. 44 Fy cc: (3) Submitted O� lF?, i (3) Logan Engineering No. 36031 EXP.6 -30 -96 �f9�F Of CAl1E��\! MAMMO IS MR -loom T �� E JON TT LONGITUDINA TRANSVERSE W (ft) CONTROL 3 1w/2 JONTS 4 L r 3' W (f0 - JOINT 3 t SPACING W/2 W/2 SLAB ON GRADE 10 FEET OR GREATER IN WIDTH SLAB ON GRADE 5 FEET TO 10 FEET IN WIDTH NOTE: 1. - W - SHOULD NOT EXCEED 15 FEET. 2- JOINT PATTERN SHOULD BE NEARLY SQUARE. TOOLED OR SAWED JOINT *T /4 *T /2NFORC�EMENT (2 UK COVER) *T *T = THICKNESS PER REPORT CONTROL JOINT DETAIL NO SCALE ESQ SOUTHERN CALIFORNIA PROJE DAVIS RESIDENCE T SOIL & TESTING, INC BY: DBA DATE: 0 8 - 02 - 94 JOB NUMBER: 9411152 Plate No. 1 I I —.� -1 % SLOPE MINIMUM 6' MIN. 6' MAX. ' ARCHITECTS SPECIFICATIONS 0 . • oo . 3/4 INCH CRUSHED ROCK OR MIRADRAIN o' 6000 OR EQUIVALENT o . . oQ, ° GEOFABRIC BETWEEN ROCK AND SOIL 0 o, .° 12 •o •o c • TOP OF GROUND OR CONCRETE SLAB o• 6' MIN. p 0 MINIMUM 4 INCH DIAMETER PERFORATED PIPE RETAINING WALL SUBDRAIN DETAIL NO SCALE SOUTHERN CALIFORNIA DAVIS RESIDENCE SOIL & TESTING, INC. Br: DBA DATE: 08 -02 -94 .Ion IIUYgEQ: 9411152 Plate No. 2 SCS &T 9411152 August 1, 1994 Appendix, Page 1 DAVIS RESIDENCE, 3206 BROOKSIDE LANE, ENCINITAS RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERALINTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and /or the attached Special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be r used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that my may provided his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provided these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall ' recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: SCS &T 9411152 August 1, 1994 Appendix, Page 2 Maximum Density & Optimum Moisture Content -ASTM D- 1557 -82 Density of Soil In -Place - ASTM D- 1556 -64 or ASTM D -2922 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be tilled shall be scarified to a depth of p 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possesses an in -situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soils. The lower bench shall be at least 10 feet wide or 1 -1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (20 percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. SCS &T 9411152 August 1, 1994 Appendix, Page 3 All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and /or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the fill shall be approved b the Geotechnical Y Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient tine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill ill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material a includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non- structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the SCS &T 9411152 August 1, 1994 Appendix, Page 4 Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted b means of shoe Y psfoot rollers or other suitable equipment. Compaction by sheepsfoot rollers hall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over- built and cut -back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall p be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes L , to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading„ these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall p be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. SCS &T 9411152 August 1, 1994 Appendix, Page 5 ENGINEERING OBSERVATION Field observation b the G y eotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29 -C. OVERSIZED MATERIAL: Oversized till material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and till occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. r • INORK TO BE ?BONE: t P R c i� I 20' SC01`lDIDO 5CYVCR V - ALL 5 - - v Fl � r.r. u a u ca 1MI I 1 / 1..� � .�`.� p�,� voC. No. s�- 9 94 745 GRADING ; o R6C'v � � ' G ADII`IG DEC.AT�OI�_ Off'.ESSI C.GE �'� E t .. _ . -�- -- - -____ - • f�D R F W O R K / � ; 1 +0 Q LA CT E) , �,,., ST ED t AL r c I E:[� SC` I LS I NE�tEBY DECLARE THAT a AM THE 1 NG t NE,E O_ w R SHALL BE DONE TN ACCORDANCE WITH THESE PLANS. rliE 1 . At,1, GRADING SHALL PE INSt E,Ct E, A re.) I } E,J BY A Q) / / , 1 . ALL O K THIS HAVE �- p(V�p N. `2�t�� r f .; ^, ..•, � ,. E,--, ..- .�. .. _.__,_._. '�;• iNSFE�,T AND � ES � T'r.E FOR 1H1S PRO.�c.CT, iFihT i HAUL. ui;ui: ..I�ED �2E'SPGL.�I � � Q) / � CTANDAnD ^PF,CI' _'.V..T :CN FOR I'JBL1 •IOF:. 3 '- CNSTRU..T.CN. ANE DESIGN ENvI.JR OR UNDER 11 IS �.� c.G� i [ON. F,r_ , r{AL - - S AND BACKFILLS AND BLE CHARGE OVER 'THE RESIGN OF THE PROJECT A5 ��_IA'r_ CONSTRUCTION STANDARDS OF TN E CITY OF ENC I N I TAS AND THE' SAN DIEGO EXCAVAT ION PL ACEM ENT AND CON PACT I ON 0 E E I I,L _ �� LCV L� W REVISIONS COMPACTION OF TRENCHES HE SHALL SUBMIT SOILS REPORTS AS REQUIRED DEFINED IN SECTION 6703,` OF THE BUSINESS AND PRO 11 n --- T � ,/ G' AREA REGIONAL STANDARD DRA . ANY � CHANGES OR RE IS tON MATERIAL. UPON FESSIONS CODE, AND, fiHAT � N S CONSISTENT �U � �A�L �,�� I ' � u '�� v _ \ I �� J•0 � THEREFROM SHALL, BE APPROVED BY THE CITY ENGINEER PRIOR TO ANY AND WILL DETERMINE THE SUITPBILITY OF ANY FILL MATHE DESIGN I i~ 3 3 UTILIZED ERO T ACCORDANCE WITH I OF TEMPORARY DEVICES WHEN WORK I: REQUIRED, ~ - - - N OF GRADING OPERATIONS HE SHALL STATE THAT INSPECTIONS WITH CURRENT STANDARDS. REQUEST FOR INSF ECTIQN UP nA��D GlzAp1NG RCCOMMCUn�►101J5 co MPt.ET IO �� 23 S W MADE BY HIM O R 'UNDER UNDER HIS SUPERVISION AND THAT I N HIS F A R AND TESTS W ERE - - RUCT IN UNDERSTAND THAT - _ OPIN t0 +� ALL EMBANKMENTS Af�'D EXCAVAT IONS WERE CONST ED I AT THE: 'CHECK OF PROJECT DRAWINGS , 2. THE SOILS REPORT TIT DQVi� RESID�NC� 'PREPARE[) HY 6.�• 5011, IS _ BY �T H E CITY O F r,N C I N I TA S - --�-- I DATED 8 I- °� SHAI_,L BE CONSIDERED AS A PART OF THIS ACCORDA WITH THE APPROVED CRADING PLANS AND THAT ALL __..,�.�.._..__. _.._. 7 , C ! L NG_. -- _ -- -- - '�' - - - - L EMBANKMENTS AND SPECIFICATION - - i VATTOrJS ARE ACCEPTABt.E FOR THEIR INTENDED USE. CONFINED TO A REVIEW ON11Y AND DOES NOT RELIEVE ME, GRADING PLAN AI.L GRADING SHAIA, HE DONE IN ACCORDANC'L,, WITH THE AND EXCAVATIONS - AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR ��� ,� �" _ RECOMMENDAT[c�r�.�; AND SPECIFICATIONS CONTAINED IN SAID REPORT. - ( -- '`T �t�� �/ v f 2. T�iE; CONTRACTOR SHALL PRO -'ERLY GRADE: ALL EXCAVATED SURFACES TO PROJECT DESIGN. �� _ E -' ' � } _ 3. APPROVAL of THIS PLAN DOES r�OT. CONSTITUTE APPROVAL, OF' ST'LES, PROVIDE, POSITIVE,.DRAINAGE ANC PREVENT FONUING OF WATER. HE ,,HAt.L �,�•. - Diu / �.%• -•� -_� t / p� LOCA'T'ION AND TYT E OF DRAINAGE FACILITIES, � NOR OF IMPROVEMENTS.. CONTROL SURFACE WATER AND AvrID DAMAGE TO ADJOINING PROPERTIES OR LOGAN ENGINEERING �./`� • AND SHALL, TAKE REMEDIAL MEASURES TO 120 BIRMINGHAM DR. STE. I1 , �' �• o �, ` ff . � FINISHED WORK O N THE SITE _ _ � � / '� ._- ...��. ---� O � �` �'� � � / ��' d �� t • WITHIN STREET RIGHT- WAYS. SEPARATE APPROVALS AND PERMITS FOR TO FI I > _ Y GRADED AREAS UNTIL SUCH TIME AS. CARDIFF, FF CA 9200/7 . h 1 f I �' - ��� / THESE SHALL BE REQUIRED TN CONJUNCTION WITH IMPROVEMENT PLANS. PREVENT EROSION OF F E EROSION CONTROL MEASURES HAVE BEEN 619 -942 -8474 1 / PERMANENT DRA I NAG E AND ERt �. ,.- ..''- --�'" GR•df/EG r 3��� �' ,��• �� J ll 4. WRITTEN PERl�lISSION SHALL BE OBTAINED FOR ANY OFF -SITE GRADING. INSTALLED. ;,� ,. I , U I �, o ?,_ f / �, G` ED AND ILL 5. COREQUIRED ALL AREAS TO BE FILLED S� DATE: ALL BE PREPARED` TO BE FILL t E' l'�TRACTOR SHALL .TAKE ANY NECESSARY PRECAUTIONS TO 3 � ;� 'C•. DA . ACCORDANCI. WITH STANDARD SPECIFLCATIONS, ALL B y ,•, - PLACED I N � SHALL BE ,. PROTECT ADJACENT PROPERTIES DURING GRADING OPERATIONS. ANYTHING SHALL BE REMOVED B Y THE / .3 A REPLACED CON ITION VEGETA MATTER A ND OBJECTIOP AT'�.E MATERIAL DAMAGED OR DESTROYED....SH SHALL E LA C,ED_,.OR._.�jREPAIRED TO. D ,...,_ EX I ST I Nts PRIOR TO GRADING . CONTRACTOR FROM THE SURFACE [UPON WHICH THE FILL I S TO BE PLACED.' ��L _ - � I Z. 3 ( � f AND ALLUVIAL SOILS SHALL BE REMOVED TO SUITABLE FIRM RCE NO::_._�_''C%_____ EXP. DATE: ©; LOOSE FILL __ _ , 1 Q 2 "/ SW:4 - -� SCARIFIED TO A DEPTH OF i cis 1 4 D� USE E 6. THE D EVELOPER SHALL BE RESPONSIBLE THAT ANY MONUMENT OR BENCH NATURAL GROUND. THE EXPOSED OILS SHALL BE /" g 3'`' �4�PEA D 6" AND THEN COMPACTED TO A MI14IMUM OF 90 PERCENT. / l h Z2� /A/S MARK WHICH IS IT SHALL BE THE .DISTURBED OR DESTROYED SHALL BE RE- ESTABLISHED. AND --� �� REPLACED BY A. REGISTERED CIVIL ENGINEER OR A LICENSED LAND CONTRACTOR'.S RESPONSIBILITY TO PLACE, SPREAD, WATER AND COMPACT THE / �4 X12 ••^ , �, i /' 1t SO ILS ENGINEER S CERTI / / /� SURVEYOR. FILL IN STRICT ACCORDANCE WITH SPECIFICATIONS. A REGISTERED 7, 'THE CONTRACTOR SHALL DESIGN CONSTRUCT AND MAINTAIN ALL SAFETY 4. CUT AND FILL SLOPES' SHALL BE CUT AND TRIMMED TO FINISH GRADE I � DEVICES, INCLUDING SHORING, AND SHALL BE RESPONSIBLE FOR CONFORMING TO PRODUCE SMOOTH SURFACES AN) i1NIFOR M CROSS SECTIONS. THE SLOPES CIVIL ENGINEER IN THE STATE OF CALIFORNIA, PRINCI- i / / -�, O o�° � / � C�' � Q AP D PLANTED AND TRIMMED PALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS 7/ Q� y h / � TO ALL LOCAL:,, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS LAWS OF EXCAVATIONS AND EMBANKMENT!; SHALL, BE SH E , � ,; _� / �` � fit,, + �. � � � a..�c AS DIRECTED BY THE ENGINEER OF WORK AND LEFT IN A NEAT AND ORDERLY AND REGULATIONS. MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND R EXPO STUDY OF THE SOILS CONDITIONS PREVALENT WITHIN /fr) CONDITION. ALL STONES, ROOTS AND OTHER WASTE MATTE EXPOSED OR a ' BECOME LOOS ENED THIS SITE WAS MADE Y ME UNDER MY DIRECTION 8. GRADING AND E Q UIPMENT OPERATING WITHIN ONE -HALF ( 1/2) MILE OF' EXCAVATION OR EMBANKMENT SLOPES WHICH ARE. LIABLE TO E ,.� HALL ESE REMOVED AND DISPOSE[) OF. THE TOE AND TOP OF AL SEOPE.'S BETWEEN THE DATES -� °. AND A STRUCTURE FOR HUMAN OCCUPANCY SHALL NOT BE CONDUCTED BETWEEN THE - 5 d / o � aC � ,,. O � i •�� : • 0 �' 7 SUNDAYS A Y SHALL BE ROUNDED I N ACCORDANCE WITH THE GRADING ORDINANCE. HOURS OF 5 ONE COMPLETE COPY OF THE SOILS REPORT COMPILE : l T . 1+. AND : 30 A.M. A. M NOR ON SATURDAYS, . U D YS ND CITY FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN RECOGNIZED }ic3I,iDAYS THE ENGINEER. ', / mI -� i - 5. ALL TREES, BRUSH, GRASS AND OTHER OBJECTIONABLE MATERIAL SF{ALt, SUBMITTED TO rHE OFFICE: OE THE CITY i o X17,, O _ r � , ,.. FURTHERMORE I HAVE REVSEWER THESE GRADING PLANS ', a� i/ / p R {ERVISE DISPO.,Et) OF OFF' THE SITE BY THE l f 9. NO GRADING OPERATIONS SHALL COMMENCE UtdT I L A IL R.EGRAU I NG BE COLLECTED, PILED 0 OTF I ,- �, � •.S V� �• a � � + U >� � WITH AND CERTIFY THAT THE RECOMMENDATIONS INCLUDED IN c / / / a MEETING HAS BEEN HELD ONSITE` WITH THF. FOLLOWING PEOPLE PRESENT: CONTRACTOR SO AS TO LEAVE THE AREAS THAT HAVE BEEN CLE,ARI;D WITH A , Y` , / O� CX151I�IG >UI SO�l�� W 5 APPROV TILE. SOILS REPORT FOR TH [S PROJECT HAVE BEEN INCOR- -- . i � � ,� •O ; CITY INSPECTOR, CIVIL ENGINEER, SOILS ENGINEER, GRADING CONTRACTOR NEAT AND FINISF{F,D APPEARANCE =REE FROM UN DEBRIS a PCR GRADING PLAN FOR IORATED IN THE GRADING PLANS AND SPECIFICATIONS. 4 AND PERMITTEE. r THE PREGRADE MEETING SHALL BE SCHEDULED WITH THE LOCATION OF DEBRIS FILL SHP IA, FIE SFCt1PFD FROM TH SOIL ' S ENGINEER I NF;F -R �� �� X, o¢ MAP N 12338 0jG CITY AEI' LEAST 14 8 HOURS IN ADVANCE BY CALLING (5 1 t?) 6 3 3 - 2.7 0 . AND CITY FNG I NEER PRIOR TO THE DISPOSAL OF ANY SUCH MATERIAL. ` do 10. PRIOR T IiAULI NG DIRT OR CONSTRUCTION MATERIALS ' TO ANY A. ER-08110N. • CONTROL DATE: -- - - - _. PROPOSE CONSTRUCTION SITE WITHIN THIS PROJECT THE DEVELOPER SHAT-,[. ��' / tO AND SUBMIT. O A ' RECEIVE APPROVAL FROM THE CITY ENGIr�EER � FOR THE 1 , IREQUIRED, CONTACT ROUTE. THE DEVELOPER SHALL COMPLY WITH ALL r _ PROPOSED HAUL AT _ _ _ �_2�- -.. _ RCE NO .: �,( \ O R �C�I�I�iU RHY�U1 t,4N n C,� CONDITIONS AND REQUIREMENTS THE CITY ENGINEER MAY IMPOSE WITH EXP. DATE ` 44. REGARDS TO THE HAULING OPERATION. 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL, BE MADE .k �j �X/ J-• -� fQS o AVAILABLE AT ALL TIMES D[JRIN THE RAINY SEASON ALL NECESSARY 11. UPON FINAL COMPLETION OF THE WORK UNDER THE GRADING PERMIT BUT MATERIALS. SHALT.. BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO � � ° ' '► ' PRIOR TO FINAL G[?ADING APPROVAL AND /OR FINAL RELEASE OF SECURITY, FACILITATE RAPI 11 Z ..5.79 12 DI C FACILI PD CONSTRLCONSTRUCTIOWHEN RAIN IS I N G F-R1 '_ TiITT _ v �J �� D A. C. Z3Ef�M t AN AS- GRADED CE[- 'TIFICATION SHALL BE PROVIDED STATING: "THE GRAD EMINENT. �� `� . J NO. O t 1 SUBSTANTIAL t 1 HAS BEEN PERFORMED IN R UNDER PERMIT r k : 0 _ U C _�- <� _'�- BOB ,& ROS EMAR I E T_d__ - -- - - .1�. -_. _ _ r W �_ , , V GRADING N OR AS SHOWN ON THE w E. T N APPR OVED P R O E D G RA D I PLAN � -. - -- -� --- -- - -- - --- ---�- t�J .: ! CONFORMANCE LT E - 3. EV C S SHOWN ON PLANS SH '1LL NOT BF. MOVED OR MODIFIED WITH `OtJT _ �,.,,,t�....___ ..�� -- ___ _v_ {, _ - - -- - -_ - --- ,� � ., q \ , � ::. D I E �,,, ( w K��K 47 �7 _ � - --- - - - v v L. � Z z _ � , >r p v r F �, N o QZ Z 7 5 , •'•` ' A - r= t , t� A. t) �. D PLAN" N THIS- __STATEMENT_. __ S H A I, L- -.AF -T`' r�- I -,-L -O W _-[? .� . _ PI � � � 2 \ 4' ATTACHED_ _A S_- -- - - _ - - - -- - -_ -- . ; , _ T ri c. H r t� rte, � A t� (� t• THE t t N G T N E E R I1(G I N S P E C 7 0 R . \ (I�, � C, , - C { - j Pc OF THE CIVIL ENGINEER WHO,CERTIFIES SUCH GRADING CNCRIA5 C A . W024 DATE E ANG Stet• ATU ., . ( 4 07 OPERATION. 4. THF CONTRACTOR SHALL RESTORE . ALL EROSION CONTROL DEVICES TO ��g 759 - 9340 ; p 4;::�, WORKING ORDER TO THE SATLSFAC.ION OF THE CITY ENGINEER AFTER EACH RUN -OFF' PRODUCING RAINFALL. / nn S�' - K ES S V 1. THE EXISTENCE AND LOCATION OF UNDERGROUND UTILITY PIPES AND 5, THF CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL 31200 t3ROOKSI LANE N THESE PLANS WERE OBTAINED BY A SEARCH OF + µ STRUCTURES SHO 0 T MEASURE. AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED ' ENCLNITAS, CA 92Q24' AVAILABLE RECORDS TO THE BEST OF OUR KNOWLEDGE THERE ARE NO GRADING OPERATION OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 265-251-08 FX T UTILITIES EXCEPT AS SHOWN ON THESE PLANS HOWEVER: A.P.N. IS I 6. THE CONTRACTOR SHALL BE PESPONSIBLE AND SHALL TAKE NECESSARY �b ...�,.. __................ 11 CG NOTES: ' t� TO TAKE DUE PRECAUTIONARY MEASURES TO _ -- - - -- THE CONTRACTOR REQUIRED PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHEN IMPOUNDED LE-G� pF-- RIPT TOM: •X I `STING UTI LITT E:S OR STRUCTURES LOCATED AT THE WORK u�r+ 6 11 1 M , E AND REPLACE EXISTING RIP RAP FROM PROTECT ANY E. WATERS CREATE A HAZARDOUS. CON[ ITION . ,� S I• IV V• 1 RE1`S0� - SITE. IT I S THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE ���� O LOT 9 OF MAP NO. 12338, AS RECORDED IN THE CITY OF BOTTOM OF FILL TO EL.=' 96.0' PER PLAN. ROCK C) FOLLOWING OWNERS OF SAID UTILITIES OR STRUCTURES PRIOR TO ANY 7 EROSION NT A �t PROVIDED PER E APPROVED GRADING -- ALL ERO� IO CONTROL, ME SU ES P I D E THE RADI ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CAL.IF'OR- ,�. _ CLASS: "LIGHT "; THICKNESS 2 FEET; FILTER o EXCAVATION, FOP VERIFICATION AND LOCATION OF UTILITIES AND PLAN SHALL BE INCORPORATED HEPEON. ` D t 1 NIA ON MARCH 16, 1989 AS FIt,E NO. 89- 1 34 167. l�( `� 1 - � -- NOTIFICATION OF COMMENCEMENT OF WORK - �, BLANKET : 1/2" D. G. OVER SAND (TOTAL THICKNESS C114 8 . GRADED AREAS AROCIND THE PTtOJECT`I PE'R I METER MUST DRAIN AWAY FROM OF 1 FOOT) OR APPROVED PLASTIC FILTER CLOTH. RQPLR n r f - A . SEWERS - ���,} - fFZZ -4 3 N � V : THE FACE OF ., [.OPE AT THF. CONCLUS TON OF F,At H WORK DAY. I3 _ �, HYDROSEED OR LANDSCAPE, ANY /ALL EXPOSED LOPES WITH THE FOLLOWING U _ _ CQMI IO D�I. RA�ICNO �' f ',r S MIN. HYDROSEED MIX. B GAS & ELECT I(. 800/42.2 -413 l l���li���i ��IVI., __ - - 9 . ALI, RE:MO VABLE', I FtOTE;CT' I VE: DE'V I CE S ' ;IIOWN SHALL FIE I N T T.A(_E. A T � - � 1 ,, �-- 2, 000. LBS /AC. MIN. WOOD FIBER MULCH • • THE END OF EACH WORK I N , DAY WHI :N mF FIVE O) DAY RAIN PROBABILITY LL _ } - - _._. -- - - - - � 120 1 000 LBS AC. MIN. AMMONIUM PHOSPHATE SULFATE WATER - f ? co4 Ca ^' �. , I F R ' AST EXCE:E:DS FORTY PERCENT 4 O'k ;. I L T AND OTHER DEBRIS SHALL {{ r - - -- ' C . T �D M r�. O EC ( ) . ���� 1 O��u" ���1 I Q I`� - - LL` rr 1t11 11^^ YY r1 }�I LN ��NI� �• �lil� �Y - (16 20 0 W /15 o SULFUR) BE REMOVED AEAFTER EAC }[ T?AINFALi,. � -,... ' �, 20 LBS AC . MIN. FESCUE "ZORRO" D. TELEPH(' C� . I' -� / 4 2 2 - 4 1 3 P . � - ) 0 .3 L r , L I F I C BELL I_. L Q - - - _ -- - -- - -- -- I QO � _ 20 LBS /A MIN ROSE CLOVER _, ,. PROVIDE (� C. . 't 10. SHOULD: t,ERMINATION OF FIYt�rtO EDE,O SLOPES FAIL TO U - 1100 �2Z 1�3 1, } �1 C�1 �� EFFECTIVE C��VE;RAG[" OF' GEZADE:iI ST,OPF, 901 COVERAGE: PRIOR 't'0 E. CABLE . r , �{ t,. U �� - ( ) LONL INSTALLED C, ,. ST RAW v ,� ,` - FACE - 0E-- ,RETAINING WALL TO BE MIN . OF=--19- -FEET NOVEMBER 15 , I HE. SLOT ES SHAT, BF• STAB I L,I LED WITH PUNCHED S I RAW � WOOD[- N. � r O� - _ SOUTH OF S�DPg�R --- OUTFACE PIPEr�• - ° `��bUE TO POTEN- -