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1997-4961 G Street Address Category Serial # Name Description Plan ck. # Year recdescv i I BARRY AND ASSOCIATES GEOTECHNI AL C ENGINEERING P.O. Box 230348 I' Encinitas, CA 92023 -0348 (619) 753 -9940 f ' MAR 25 March 24, 1997 E NIC - 1 1 NI RING r Mr. John Conover Tidelines Incorporated ' P.O. Box 230431 Encinitas, California 92024 ' Subject: ROUGH GRADING REPORT Proposed Single Family Residence Lot East of 651 Quail Gardens Drive Encinitas, California 92024 References: 1. Soils Investigation For Proposed Single Family ' Residence, Lot East of 651 Quail Gardens Drive 2. Grading Plan Prepared by: Pasco Engineering ' Dear Mr. Conover, In response to your request, we have observed the grading operation ' and performed field density tests on the above referenced property. The results of our density tests and laboratory testing are presented in this report. ' Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. If you have any questions, please do not hesitate to contact us at (619) 753 -9940. This opportunity to be of service is greatly ' appreciated. Respectfully submitted, ' A.R. BAR AND ASSOCIATES Q QFtoFESSIn R. 6y �Fy V.R Ba ry, ' Principal En inee GE 119 m Exp. 3/31/98 ' `sc��TBC14 �a�P Of CAUFO 1 ' ROUGH GRADING REPORT II ' Proposed Single Family Residence Lot East Of 651 Quail Gardens Drive Encinitas,California 92024 ' Prepared for: Mr. John Conover P.O. Box 230431 ' Encinitas, California 92024 March 24, 1997 W.O. G- 1487 ' Prepared by: BARRY AND ASSOCIATES P.O. Box 230348 Encinitas, California 92023 -0348 1 March 24, 1997 1 w.O.# G -1487 Page 1 ' INTRODUCTION This report presents the results of our observations and field 1 density testing of the grading project for the proposed single family residence. The grading entailed cutting and filling of the ' existing easterly facing natural slope. The cut side of the 1 daylight line was over - excavated 3 feet and re- compacted. The area of over - excavation extends 5 feet beyond the building line. The ' results of our tests are presented on Table I. The approximate location of these tests are presented on the enclosed referenced 1 site grading plan. ' LABORATORY TEST DATA 1 The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557 -92. Field density tests 1 were performed in accordance with ASTM D 1556. The results of the 1 laboratory maximum dry density, for the soil used as compacted fill on the site, is summarized below: 1 Maximum Dry Density Optimum 1 Description (p.c.f.) Moisture (o) 1. Mixture, Tan to Brown ' clayey sandy. 127.0 11.5 ' EXPANSIVE SOILS Soils were determined to have an expansion potential in the low ' range. 1 March 24, 1997 ' W.O.# G -1487 Page 2 ' GEOTECHNICAL CONDITIONS The geotechnical conditions encountered during grading were in general accordance with those indicated in the Preliminary I ' a y Soils ' Investigation (Reference No. 1) 1 DISCUSSION The following is a discussion of the grading operations, as they ' were performed on the site: 1. The area to be graded was cleared of brush and removed from the site prior to the excavation and the placement of fill. 2. A keyway was excavated at the base of the fill slope to the ' east of the house pad. The bottom of the keyway excavation was probed by our field engineer and determined to be competent ' formational material to receive the fill. ' 3. The soil from the excavation a anon was mixed and used as fill t material. Fill soil was moistened to obtain optimum moisture conditions and placed in lifts of approximately 6.0 to 8.0 ' inches thick and compacted by track rolling with a D -6 t tractor. 4. The fill was placed to a minimum of 90 percent of the maximum dry density, as indicated by our test results. 1 March 24, 1997 ' W.O.# G -1487 Page 3 RECOMMENDATIONS Foundations ' Recommendations made in the referenced #1 (Preliminary Soils Investigation by Southland Geotechnical Consultants are applicable and should be used in the design and construction. Drainage ' Pad water should be directed away from foundations. Water should not be allowed to pond. Roof water should be collected and conducted to a suitable location via non - erodible devices. Utility Line Backfill t We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be ' flooded in place to fill all the voids around the conduit. On -site ' material, compacted to at least 90 percent relative compaction, may be utilized for backfill above the bedding. INSPECTIONS ' All structural footings excavations should be inspected by a ' representative of this firm, prior to the placement of steel. ' LIMITATIONS This office assumes no responsibility for any alterations made ' without our knowledge and written approval to the slope or pad March 24, 1997 ' W.O.## G -1487 Page 4 ' grade on the subject lot, subsequent to the issuance of this report. All ramps made through slopes and pads, and other areas of ' disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless 1 such back - filling operations are erformed under our observation anon ' and tested for required compaction. ' If you have any questions, please do not hesitate to contact us at (619) 753 -9940. This opportunity to be of service is greatly appreciated. Respectfully submitted, A. R. BAR X RY AND ASSOCIATES ' A . R . Bar y oQaOFESS Principal Engi eer R. "rp� ' w � GE 119 � 2� r � Exp. 3131198 ` TE'CNNF�� OF CA 1 r W.O. # G -1487 ' John Conover ' APPENDIX " A " LABORATORY TEST RESULTS ' TABLE I Field Dry Density and Moisture Content Moisture Dry Relative Test Test Content Density o No. Location Elev. o (pcf) Compaction 1 1 See Plan 272' 13.6 117.0 92 2 See Plan 274' 11.0 116.0 91 ' 3 See Plan 277 13.1 114.6 90 4 See Plan 277' 14.5 115.3 91 r 5 See Plan 279' 14.0 117.8 93 6 See Plan 277' 13.6 118.9 93 7 See Plan 283.5' 10.9 121.1 95 ' 8 See Plan 279' 11.6 119.5 94 9 See Plan 280' 9.3 120.3 95 i 1 r 1 r i PASCO ENGINEERING, INC. 535 NORTH HIGHWAY 101, SUITE A SOLANA BEACH, CA 92075 (619) 259 -8212 WAYNE A. PASCO FAX (619) 259 -4812 R.C.E. 29577 January 27, 1997 PE 717 City of Encinitas 505 So. Vulcan Avenue Encinitas, CA 92024 Attn: Blair Knoll RE: HYDROLOGY & HYDRAULICS FOR CONOVER RESIDENCE GRADING PLAN Dear Mr. Knoll: The purpose of this letter is to address the impact of the 100 year storm flows on the grading shown on the above mentioned grading plan. The site is geographically located at north 33 0 03'37" latitude and west 117 °16'35" longitude. There is no subsurface drainage proposed as a part of the above grading plan. All pad drainage will be conveyed on the surface via earthen swales and discharged onto a rip -rap bed as shown on the plan. The proposed earthen brow ditch at the top of the cut slope should be lined with Bermuda grass sod for the last 40 feet of the ditch to prevent scouring and graded with minimum slope of 27 %. It is the professional opinion of Pasco Engineering that the grading design as shown on the above mentioned grading plan will be adequate to intercept, contain and convey Q,00 to an appropriate point of discharge. If you have any questions regarding the above, please do not hesitate to contact this office. Very truly yours, PASCO ENGINEERING, INC. , t : 4 `��' oQ �OFESS l FEB 281997 ES l/� � , J� '9 '✓ � >, ENG ilERVIC ��- � Cl I OF ENCINITAS Wayne Pasco, President c� G RCE 29577 c No. 29577 Exp. 3/31 /99 MS/WP /j s C10. y 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Hwy. 101, Suite A Solana Beach, CA 92075 Ph. (619) 259 -8212 Fax (619) 259 -4812 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * ydrology analysis for the John Conover Residence Grading Plan 00 year storm. * ee exhibit " A" 1-14-97 ms * ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ILE NAME: 717.DAT IME /DATE OF STUDY: 9:58 1/14/1997 ------------------------- --------------------------- SER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------- 985 SAN DIEGO MANUAL CRITERIA SER SPECIFIED STORM EVENT(YEAR) = 100.00 -HOUR DURATION PRECIPITATION (INCHES) = 2.600 PECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 PECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR - FRICTION SLOPE - .95 AN DIEGO HYDROLOGY MANUAL "C "- VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED ** * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** * * * * * * * ** * * * ** * * * * * * * * * * * * * * * * * * * * ** LOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 -------------------- - - - - -- _____ » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------- ------------------------------- IL CLASSIFICATION IS "D" RjRAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 I ITIAL SUBAREA FLOW- LENGTH = 230.00 U STREAM ELEVATION = 308.50 D WNSTREAM ELEVATION = 279.50 E EVATION DIFFERENCE = 29.00 BAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.624 * AUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH EFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.218 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = .45 TOTAL RUNOFF(CFS) = 1.06 ND OF STUDY SUMMARY: EAK FLOW RATE(CFS) = 1.06 Tc(MIN.) = 7.62 OTAL AREA(ACRES) _ .45 ND OF RATIONAL METHOD ANALYSIS i ** ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -92 Advanced Engineering Software (aes) Ver. 3.1A Release Date: 2/17/92 License ID 1388 Analysis prepared by: PASCO ENGINEERING, INC. 535 N. HIGHWAY 101, SUITE A SOLANA BEACH, CA. 92075 PH. (619) 259 -8212 FAX. (619) 259 -4812 -- ------------------------------------------------------------------------- IME /DATE OF STUDY: 15:38 2/20/1997 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * heck for erosive velocities at end of grass lined ditch. * 00 year storm. * * * ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >> >PIPEFLOW HYDRAULIC INPUT INFORMATION «« -- ------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEET /FEET) _ .2500 PIPEFLOW(CFS) = 1.06 MANNINGS FRICTION FACTOR = .035000 --------------- - - - - -- CRITICAL -DEPTH FLOW INFORMATION: -- ------------------------------------------------------------------------- CRITICAL DEPTH(FEET) _ .35 CRITICAL FLOW AREA(SQUARE FEET) _ .376 CRITICAL FLOW TOP- WIDTH(FEET) = 1.528 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 9.26 CRITICAL FLOW VELOCITY(FEET /SEC.) = 2.816 CRITICAL FLOW VELOCITY HEAD(FEET) _ .12 CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .25 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .48 -------------------------- NORMAL -DEPTH FLOW INFORMATION: -- ------------------------------------------------------------------------- NORMAL DEPTH(FEET) _ .22 FLOW AREA(SQUARE FEET) _ .19 FLOW TOP- WIDTH(FEET) = 1.249 FLOW PRESSURE + MOMENTUM(POUNDS) 12.73 FLOW VELOCITY(FEET /SEC.) = 5.680 FLOW VELOCITY HEAD(FEET) _ .501 HYDRAULIC DEPTH(FEET) _ .15 FROUDE NUMBER = 2.589 SPECIFIC ENERGY(FEET) _ .72 ** ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -92 Advanced Engineering Software (aes) Ver. 3.1A Release Date: 2/17/92 License ID 1388 Analysis prepared by: PASCO ENGINEERING, INC. 535 N. HIGHWAY 101, SUITE A SOLANA BEACH, CA. 92075 PH. (619) 259 -8212 FAX. (619) 259 -4812 -- ------------------------------------------------------------------------- IME /DATE OF STUDY: 15: 5 2/20/1997 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Depth of flow calculation for earthen brow ditch. * 00 year storm. * rev. 2 -20 -97 ms * ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » >PIPEFLOW HYDRAULIC INPUT INFORMATION «« -- ------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEET /FEET) _ .0200 PIPEFLOW(CFS) = 1.06 MANNINGS FRICTION FACTOR = .040000 --------------- - - - -- CRITICAL -DEPTH FLOW INFORMATION: -- ------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = .35 CRITICAL FLOW AREA(SQUARE FEET) _ .376 CRITICAL FLOW TOP- WIDTH(FEET) = 1.528 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 9.26 CRITICAL FLOW VELOCITY(FEET /SEC.) = 2.816 CRITICAL FLOW VELOCITY HEAD(FEET) = .12 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = .25 CRITICAL FLOW SPECIFIC ENERGY(FEET) = .48 ---------------------------- NORMAL -DEPTH FLOW INFORMATION: -- ------------------------------------------------------------------------- NORMAL DEPTH(FEET) = .43 FLOW AREA(SQUARE FEET) _ .50 FLOW TOP- WIDTH(FEET) = 1.645 FLOW PRESSURE + MOMENTUM(POUNDS) 9.96 FLOW VELOCITY(FEET /SEC.) = 2.128 FLOW VELOCITY HEAD(FEET) = .070 HYDRAULIC DEPTH(FEET) = .30 FROUDE NUMBER = .682 SPECIFIC ENERGY(FEET) _ .50 v J [mss to P CD C-i CD �� M, CD � �.,.: _ • —�' . � �� s X1 0 Aj c., T Of, J L- N r( 0 < ' • C �0 ��aaqq Cn ^♦ W N el p� � �•"• � tt �• - - rW � \ l J, _• to N � N i' UM ckc w Cl F - 2 s r °� v OUC >• 0 N O O L) H I w La 3. EO LU O N M to d 00 O z cs M x<� (� w 4_Z� •J H Cx o�jo u �u O N c o � a u W a a 11-A-7 n a ,1 y r9RV 'w t �• w �" .. `A � •V �^�' 1„11 � y W 1 F Iwo ,t M6 ��1 Ir t gr {, s HIM Jill , S GCS_Qut h1and Geoteahni gal Can "Itan "JAN 141997 ENGINEERING SERVICES CITY OF ENCINITA.S SOILS INVESTIGATION PROPOSED SINGLE - FAMILY RESIDENCE LOT EAST OF 651 QUAIL GARDENS DRIVE ENCINITAS, CALIFORNIA Project No. 1471351 December 31, 1996 Prepared for: MR. JOHN CONOVER Tidelines Inc. P.O. Box 230431 Encinitas, California 92023 -0431 • 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021 • (619)442 -8022 • FAX (619)442 -7859 SGC Sout hland eot hnica/ Consultan December 31, 1996 Project No. 147D51 To: Mr. John Conover Tidelines, Inc. P.O. Box 230431 Encinitas, California 92023 -0431 Subject: Soils Investigation for Proposed Single - Family Residence, Lot East of 651 Quail Gardens Drive, Encinitas, California Introduction In accordance with your request, Southland Geotechnical Consultants has performed a soils investigation for the proposed single - family residence at the subject property. This report presents a summary of our studies and provides our recommendations, from a geotechnical standpoint, relative to the proposed development. Purpose and Scope The purpose of our soils investigation was to evaluate the soil conditions at the site and provide recommendations, from a geotechnical standpoint, relative to the proposed construction. The scope of our investigation included the following: - Review of geotechnical literature for the site and vicinity. A list of the documents reviewed is provided in Appendix A. - Field reconnaissance to observe the existing site conditions. - Investigation of the subsurface soil conditions by manually excavating, logging and sampling four exploratory pits. - Geotechnical analysis of the data obtained. - Preparation of this report summarizing the results of our soils investigation and presenting recommendations, from a geotechnical standpoint, for the proposed development. 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 920210 (619)442 -8022 • FAX (619)442 -7859 Project No. 147D51 Project Description The subject property consists of an approximately one -acre vacant lot located east of the existing residential development at 651 Quail Gardens Drive in Encinitas, California (see Figure 1). Grading for a golf course is currently being performed on the property to the east of the subject parcel. The adjacent property to the south is currently undeveloped. A fence marks the boundary with the property to the north. The western approximately two - thirds of the subject property generally slopes easterly at a gradient of roughly 2.5 to 1 (horizontal to vertical). The eastern one -third of the site generally consists of a relatively level to gently northerly - sloping drainage course. Site vegetation consists of seasonal grass, weeds and shrubs. We understand that proposed development at the subject property will consist of the construction of a split - level, single - family residence with slab -on -grade floors, retaining walls (between the building pad levels) and associated improvements. The proposed residential development will generally be constructed on the western approximately one -half of the parcel. Some site grading (with cuts to a maximum of about 6 feet and fill to a maximum of about 3 feet) is anticipated to attain design finished grades and construct the relatively level building pad areas. Building loads are assumed to be typical for this type of relatively light construction. Subsurface Investigation Our subsurface investigation consisted of the manual excavation (by shovels and hand auger) of four exploratory its. The exploratory i were 9 P Y P p y p is e e logged by a geologist from our firm and samples of the near - surface soils encountered were obtained for visual soils classification. Subsequent to logging and sampling, the exploratory pits were backfilled. The approximate locations of the four pits are shown on Figure 2. The logs of the exploratory pits are included as Figure 3. Soil Conditions Based on our review of a geologic map (Appendix A, Reference 2) and our onsite excavations, the subject property appears to be underlain by Eocene -aged Torrey Sandstone and topsoil. The Torrey Sandstone underlies the entire site and generally consisted of indurated (cemented), orange -brown to light gray, silty fine sandstone. A topsoil, developed on and gradational with the underlying Torrey Sandstone, was encountered to a depth of approximately 21 to 22 inches below the existing ground surface. This topsoil consisted of brown to dark brown, silty fine sand. The upper 7 to 12 inches of the topsoil appeared disturbed, possibly by previous agricultural activities at the site. 2 SGC Project No. 147D51 The topsoil is considered potentially compressible in its present state and should not be relied upon for support of structural loads. The underlying Torrey Sandstone should provide suitable bearing characteristics for proposed fill and structural loads. The Torrey Sandstone and topsoil are similar to soils in the general site vicinity found to have a very low expansion potential when tested in general accordance with UBC Standard 29 -2. A clayey sand horizon was noted at a depth of 18 to 21 inches in Pit 3. This clayey soil is similar to soils in the general area found to have a medium expansion potential when tested. However, based on our investigation, the extent of this clayey horizon appears to be limited. Faultin Our review of geologic maps and literature (Appendix A) pertaining to the general site area indicates that there are no known major or active faults on or in the immediate vicinity of the subject property. Evidence for active faulting was not observed during our investigation. The nearest known active faults are the Rose Canyon fault located approximately 4 miles to the west, the Coronado Bank fault located offshore approximately 19 miles to the west, and the Elsinore fault located approximately 25 miles to the northeast of the site. The San Andreas fault is located approximately 70 miles to the northeast of the site. � Groundwater and Surface Water Indications of a static, near - surface groundwater t able were not observed or encountered during our investigation. Groundwater is not anticipated to be a constraint to the proposed development. Surface drainage appears to flow downslope to the east and then northerly in the existing drainage course. 3 SGC Project No. 147D51 Conclusions and Recommendations Based on the results of our soils investigation, it is our opinion that development of the site for construction of a residential structure is feasible from a geotechnical standpoint. The following sections provide recommendations, from a geotechnical standpoint, which should be considered for design and construction of the proposed project. Earthwork Site grading is anticipated for the proposed development. We understand that cuts on the order of a maximum of about 6 feet and fills on the order of approximately 3 feet are currently proposed. Site earthwork should be in accordance with the following recommendations and the Recommended Earthwork Specifications contained in Appendix B. Site Preparation - Prior to grading and construction activities, the site should be cleared of vegetation, debris and loose soils. Vegetation and loose debris should be properly disposed of off site. Holes resulting from removal of buried obstructions which extend below finished site grades should be filled with properly compacted fill soils. Removal /Recompaction of Compressible Soils - The existing topsoil mantling the dense Torrey Sandstone is considered compressible and unsuitable for the support of fill and structural loads in its present condition. We recommend that the topsoil be removed in areas planned for structures, surface improvements or fill placement. As encountered in our exploratory pits, these soils apparently underlie the majority of the site to a depth ranging from about 21 to 22 inches below the existing ground surface. However, actual depths may vary and should be evaluated by the geotechnical consultant during removal of these unsuitable soils. These soils are considered suitable for re -use as compacted, structural fill provided they are free of organic material and deleterious debris. Structural Fill Placement - Areas to receive fill and /or other surface improvements should be scarified to a minimum depth of 6 inches, brought to near - optimum moisture conditions, and recompacted to at least 90 percent relative compaction, based on laboratory standard ASTM D1557. Fill soils should be brought to near - optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction (ASTM D1557). The optimum lift thickness to produce a uniformly compacted fill will depend on the size and type of construction equipment used. In general, fill should be placed in loose lift thicknesses not exceeding 8 inches. 4 G_ SGC Project No. 147D51 Transition Condition - To reduce the potential for differential settlement, we recommend that the cut portion of transition (cut -fill) building pads be overexcavated to a minimum depth of 3 feet below finished grade and replaced with properly compacted fill soils. Graded Slopes - It is our opinion that cut and fill slopes (currently anticipated to be less than approximately 6 feet in maximum height) will be generally stable if constructed at gradients of 2 to 1 (horizontal to vertical) or flatter. Expansive Soils - A clayey horizon of potentially expansive topsoil was encountered in exploratory pit 3. Although the extent of this clayey horizon appears limited, to reduce the potential for typical expansive soil - related problems (such as cracked slabs, flatwork and stucco), expansive soils should not be used at or within 3 feet of pad grade . Foundation and Slab Recommendations We understand that the proposed development will consist of a split - level, single - family residence and garage supported on conventional continuous perimeter and /or isolated footings with slab -on -grade floors. Foundations and slabs should be designed in accordance with structural considerations and the following recommendations. These recommendations assume that the soils encountered during foundation excavation will have a very low to low expansion potential. The proposed residence may be supported on continuous or spread footings bearing entirely in firm, natural soils or entirely in properly compacted fill soils at a minimum depth of 12 inches for one -story structures (18 inches for two -story structures) beneath the lowest adjacent grade. At this depth, footings may be designed for an allowable soil- bearing value of 2,000 pounds per square foot. This value may be increased by one -third for loads of short duration, such as wind or seismic forces. Footings should have a minimum width of 12 inches (15 inches for two- story) and reinforcement consisting of two No. 4 rebars (one near the top and bottom of each footing). Spread footings should be designed in accordance with structural considerations and have a minimum width of 24 inches. Concrete slabs -on -grade underlain by competent formational materials or properly compacted fill soils should have a minimum thickness of 4 inches and be reinforced at midheight in the slab with No. 3 rebars at 18 inches on center each way (or No. 4 rebars at 24 inches on center each way). Slabs should be designed with crack control joints at appropriate spacings for the anticipated loading. Slabs should be underlain by a 2 -inch layer of sand which is underlain by a 6 -mil moisture barrier. The potential for slab cracking may be lessened by careful control of water /cement ratios. The use of low slump concrete is recommended. Appropriate curing precautions should be 5 SGC 1 ■ 1 Project No. 147D51 taken during placement of concrete during hot weather. We recommend that the upper approximately one foot of soil beneath concrete slabs -on -grade be presoaked to near optimum moisture conditions prior to placing concrete. We recommend that a slipsheet or equivalent be used if crack- sensitive flooring is planned directly on concrete slabs. Lateral Resistance and Retaining Wall Design Pressures Footings and slabs founded in firm, natural soils or properly compacted fill soils may be designed for a passive lateral bearing pressure of 350 pounds per square foot per foot of depth. A coefficient of friction against sliding between concrete and soil of 0.4 may be assumed. These values may be increased by one -third when considering loads of short duration, such as wind or seismic forces. Cantilever (yielding) retaining walls may be designed for an "active" equivalent fluid pressure of 35 pcf. Rigid (non - yielding) walls may be designed for an equivalent fluid pressure of 60 pcf. These values assume horizontal, nonexpansive, granular backfill and free - draining conditions. For 2 to 1 (horizontal to vertical) sloping backfill, cantilever retaining walls may be designed for an active equivalent fluid pressure of 50 pcf and rigid retaining walls may be designed for an equivalent fluid pressure of 90 pcf. If retaining walls are surcharged by an adjacent load, the equivalent fluid pressures provided should be re- evaluated by us for applicability. Wall footings should be designed in accordance with structural considerations and the foundation recommendations provided in the preceding section of this report. We recommend that retaining walls be provided with appropriate drainage provisions. Appendix B contains a typical detail for drainage of retaining walls. The walls should be appropriately waterproofed. Appropriate waterproofing treatments and alternative, suitable wall drainage products are available commercially. Wall backfill should be compacted by mechanical means to at least 90 percent relative compaction (ASTM D1557). Care should be taken when using compaction equipment in close proximity to retaining walls so that the walls are not damaged by excessive loading. Surface Draina_oe Drainage at the site should be directed away from foundations and collected and tightlined to an appropriate discharge point. Consideration may be given to collecting roof drainage by eave gutters and directing it away from foundations via non - erosive devices. Water, either natural or from irrigation, should not be permitted to pond, saturate the surface soils or flow over the tops of slopes. Landscaping requiring a heavy irrigation schedule should not be planted adjacent to foundations or paved areas. 6 SGC Project No. 147D51 Seismic Considerations The principal seismic considerations for most structures in southern California are surface rupturing of fault traces and damage caused by ground shaking or seismically - induced ground settlement or liquefaction. The possibility of damage due to ground rupture is considered minimal since no active faults are known to cross the site. It is our opinion that the potential for liquefaction or seismically- induced ground settlement at the site due to an earthquake is very low because of the very dense nature of the underlying Torrey Sandstone and anticipated absence of a static, near - surface ground water table in the area of proposed development. The seismic hazard most likely to impact the site is ground shaking resulting from an earthquake on one of the major active regional faults. The nearest known active fault is the Rose Canyon fault located offshore approximately 4 miles to the west. It is estimated that a maximum probable earthquake on the Rose Canyon fault (magnitude 6.5) could produce moderate to severe ground shaking at the site. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. Construction Observation and Testing The recommendations provided in this report are based on our understanding of the project and subsurface soil conditions exposed during our investigation. The interpolated subsurface conditions should be checked in the field during grading and construction. Field density testing of compacted fill and foundation excavation observation should also be performed by the geotechnical consultant to check that construction is in accordance with the recommendations of this report. 7 SGC Project No. 147D51 If you have any questions regarding our report, please call. We appreciate the opportunity to be of service. Sincerely, SOUTHLAND GEOTECHNICAL CONSULTANTS Susan E. Tanges, CEG 1386 Charle S/� 6302 Managing Principal /Engineer' b Proje � �0 F 2 E. �J NO. 1386 ALP No. 3C302 ?' * CERTIFIED � * FXN ENG!N_ERING 4 p GEOLOGIST CI VIL � TF OF CA4�F0� TF OF CPh Attachments: Figure 1 - Site Location Map Figure 2 - Site Sketch Figure 3 - Logs of Exploratory Pits Appendix A - References Appendix B - Recommended Earthwork Specifications Distribution: (3) Addressee 8 SGC .aw l Td s 1 �' r •' G J - S • I'll `' `.s �' I ' •�. t SITE rte• - ,\ w `' c Y ;. �� -, a ,' �, "; :r.' '\ � . �- \ l _,.,-- -� C •� g � • '� � � is 1 ;— � � �,� ' �' �� ..; ! - . � - %rte--- -•-- -� ._ . ` ; L t T ;F • • a . •+ -• - - • tr4! is '7t.1,`°'7� +._ .—_ > -�_- • O L. 7 Z _ M�( lYr L ^�. r� �.. �f3CR1. 1. I , •A V � ' ��, sp ( • Hq N�N SITE LOCATION OCATION MAP Project No. 147D51 Lot East of 651 Quail Gardens Drive, Encinitas Scale (approximate): 1 inch = 2,200 feet Base Map: Pleistocene Marine Terrace and Eocene Geology Encinitas and Rancho Santa Fe Quadrangles San Diego County, California by L. Eisenberg, 1985 FIGURE 1 SGC R •- S�'b9► Z y ..rte W cc 1 LL f r j' V 0 O m M O E m X j a • o Q �� C7 N % / N W LLI l cr) �...ydq tm U m / 4; 0 m L ■ 1 C1 •O L1) E i 0 d G a Lo E W OX D Z C G a -� N W m m 'O '64. t0 N W IL .J fn m Project No. 1471351 LOGS OF EXPLORATORY PITS PIT NO. DEPTH DESCRIPTION Pit 1 0 -7" Disturbed Topsoil - Brown, moist, loose, silty fine sand (SM); friable, roots, infilled gopher holes 7 -19" Topsoil - Brown to dark brown, moist, loose to medium dense, silty fine sand (SM); friable, occasional cobble; gradational with: 19 -22" Topsoil - Mottled orange -brown to black- brown, damp, medium dense, silty fine sand (SM); friable; gradational with: 22 -24" Torrey Sandstone - Orange -brown to light gray, damp, silty fine sandstone (SM); indurated (cemented) Total depth = 24 inches No ground water encountered Excavated and backfilled 12 -13 -96 ---------------- - - - - -- Pit 2 0 -12" Disturbed Topsoil - Dark brown, moist, loose, silty fine sand (SM); friable, roots 12-21" Topsoil - Dark to light brown, moist, loose, very silty fine sand (ML- SM); friable, roots; gradational with: 21 -32" Weathered Torrey Sandstone - Light gray with orange iron oxide mottling, moist, medium dense to dense (increasing density with depth), silty fine sandstone (SM); gradually becomes less silty and more orange -brown at 27 "; indurated (cemented) at 32" Total depth = 32 inches No ground water encountered Excavated and backfilled 12 -13 -96 FIGURE 3 SGC Project No. 147D51 LOGS OF EXPLORATORY PITS (continued) PIT NO. DEPTH DESCRIPTION Pit 3 0 -9" Disturbed Toosoil - Dark brown, moist, loose, silty fine sand (SM); friable, roots 9 -18" Toosoil - Light brown, moist, loose to medium dense, silty fine sand (SM); friable, occasional roots; gradational with: 18-21" Toosoil - Light gray with orange iron oxide mottling, moist, dense, clayey fine sand (SC); friable; gradational with: 21 -27" Torrey Sandstone - Light orange- brown, damp, dense, silty fine sandstone (SM); very dense (cemented) at 27" Total depth = 27 inches No ground water encountered Excavated and backfilled 12 -13 -96 Sample 1 (Topsoil) at 18-21" ---------------- - - - - -- Pit 4 0 -10" Disturbed Toosoil - Dark brown, moist, loose, silty fine sand (SM); friable, roots 10-21" Topsoil - Light brown, moist, medium dens, silty fine sand (SM); gradational with: 21 -29" Weathered Torrey Sandstone - Light gray with orange iron oxide mottling, damp to moist, dense (increasing density with depth), silty fine sandstone (SM); root, cemented at 29" Total depth = 29 inches No ground water encountered Excavated and backfilled 12 -13 -96 Sample 2 (Topsoil) at 10-21" FIGURE 3 . 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J'. lyih .J � . +♦ .�,} Y�•).: 2 ¢ 'r + r r r a "• • c � � tY ♦._ ! t r 5 , , j r 77 Y R - J. ,[ i .. u , Y J J .4.t L � • $ t. ' ' � t ^ c t '., 4•.. ; L r r ; _V s . 7'M SS q; '` A �._� t s a ` t c �.. ?J fi Y . t +: i S S ; 4"'" r ,;, � r f tr ! a a "a r rY ?w t yS q : * A r ri R ', " •_L •} 1 < e ' [ t i C y • c � i k t J r r �� \ . ai a:' ) r � 'q i 't Y a • '+a :� a , a ., e ^;Yr iY ;K „\ J at: s a ' 7• \ t„7..k._ } t i r a•, .' r 1 t ! t y_ 1 t ♦z! )° S t• - )�' r y r C 4t :. J r r A 4t r '• L ) r t 4 •rF tq '•4 4 r• ,t - i h : ra r t,_� � ti4 r:' i � t/:; r a .• � t r. • _ - y - � ti d bR R i ♦.. r A ' 1 . h,i rct l. ♦_ K.'f 5 r +i, ` r /v..t .t +" .i, ?; L aY ~ t �,• r �. , • t r ` r � J f '_ t • ' r t r '' Project No. 147D51 APPENDIX A REFERENCES 1. California Division of Mines and Geology, 1994, Fault activity map of California and adjacent areas: CDMG Geologic Data Map No. 6. 2. Eisenberg, L., 1985, Pleistocene marine terrace and Eocene geology, Encinitas and Rancho Santa Fe quadrangles, San Diego County, California in Abbott, P.L., Id., On the manner of deposition of the Eocene strata in northern San Diego County: San Diego Association of Geologists guidebook. 3. Greensfelder, R.W., 1974, Maximum credible rock acceleration from earthquakes in California: California Division of Mines and Geology, Map Sheet 23. 4. Hart, E.W., 1994, Fault- rupture hazard zones in California: California Division of Mines and Geology, Special Publication 42, revised. 5. Tan, S.S., 1995, Landslide hazards in the northern part of the San Diego metropolitan area, San Diego County, California: California Division of Mines and Geology, Open -File Report 95 -04. AERIAL PHOTOGRAPHS San Diego County, 1970, Series SDC, Photo Nos. 4 -15 (040) and 4-14 (041), dated October 9. US Department of Agriculture, 1953, San Diego County Series AXN, Flight Line 8M, Photo 76, dated April 11. 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L.a'�iA < ..r . )\ � y p t 4 , }< r r ) � ,✓ .q 'i'+ t •{ Rt, Ae +:.t r i Y Y v rlJa x :� ! WT 3 } J " 7 } + k £,a 5..�. P ? � a« i1 ti + 7 rrti r:'ti� • �!' a '"' � a � �� ry r Y S r J - i { `< t. Y t h <'t_ 1 bti �a r , t• R 3 +N r ' xY - .; S � J 1 �' i , 4+ " 4 r : r i 'b 3 h. r r � y � e "t $ * � * R > 1 � '( � 4 ( r - t J, '.r iR > � 1. r f f ati r ♦ t f + 1 Y rr k ":.r , ;,✓_ : 2 r _J • _ X+ a r ' 4'h ) ir' 3 4 i t i L ei t i,` t xt J I t -' r J( � ? � 3 + 7 1 ) {_' } ab - � " 'r >•S .j a r . R✓ r. +," r C i � < J ,,, L , •� f. r 1� r y �Y r .r :r � r '}: it• f %.'t f \ - .t ° r 5 ♦ � i. -rc +r � ' .,.+ r r - r + r i :t tL { ',. }3 a it,, r ..� ( r r t '+ a 4.- � f i 'S:< + r ✓ � � r 5 J m" 5 t ' 3 \ a w RECOMMENDED EARTHWORK SPECIFICATIONS 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be used in conjunction with the approved grading plans. These general earthwork specifications are considered a part of the recommendations contained in the geotechnical report and are superseded by recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing fill placement for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to keep the geotechnical consultant apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations shall be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all site grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations of the geotechnical report, and the approved grading plans. If, in the opinion of the geotechnical consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing Sufficient brush, vegetation, roots, and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. IV The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than one percent (by volume) of the fill material should consist of these materials. In addition, nesting of these materials should not be allowed. 3.2 Processina The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of features which would inhibit uniform compaction. 3.3 Overexcavation Soft, dry, organic -rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining pay quantities of materials overexcavated, the services of a licensed land surveyor or civil engineer should be used. 3.4 Moisture Conditioning Overexcavated and processed soils should be watered, dried, or blended as necessary to attain a uniform near - optimum moisture content as determined by test method ASTM D1557. 3.5. Recomaaction Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture - conditioned should be recompacted to a minimum relative compaction of 90 percent as determined by test method ASTM D1557. 3.6 Benching Where fills are placed on ground sloping steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, excavated at least 2 feet into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas All areas to receive fill, including processed areas, areas of removal, and fill benches should be evaluated by the geotechnical consultant prior to fill placement. SGC r 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to' placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant. 4.2 Oversize Material Oversize fill material, defined as material with a maximum dimension greater than 6 inches should not be buried or placed in fills unless the location, materials, and methods are specifically recommended by the geotechnical consultant. 4.3 Import If grading operations include importing of fill material, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to test and evaluate proposed import as necessary, prior to importing to the site. 5.0 Fill Placement and Compaction ction 5.1 Fill Lifts: Fill material should be placed in areas properly prepared and evaluated as acceptable to receive fill. Fill should be placed in near - horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture content throughout. 5.2. Moisture n i ionin : Fill soils should be watered, dried or blended as necessary to attain a uniform near - optimum moisture content as determined by test method ASTM D1557. 5.3 Compaction of Fill After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density as determined by test method ASTM D1557. Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes Compaction of slopes should be accomplished, in addition to normal compaction procedures, by backrolling slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill, including the embankment face should be at least 90 percent as determined by test method ASTM D1557. S_G 5.5 Compaction Testing Field tests of the moisture content and degree of compaction of the fill soils should be performed by the geotechnical consultant. The location and frequency of tests should be at the consultant's discretion based on observations of the field conditions. In general, the tests should be taken at approximate intervals of 2 feet in elevation gain and /or each 1,000 cubic yards of fill placed. In addition, on slope faces, as a guideline, one test should be taken for each 5,000 square feet of slope face and /or each 10 -foot interval of vertical slope height. 6.0 Subdrain Construction Subdrain systems, if recommended, should be constructed in areas evaluated for suitability by the geotechnical consultant. The subdrain system should be constructed to the approximate alignment in accordance with the details shown on the approved plans or provided herein. The subdrain location or materials should not be modified unless recommended by the geotechnical consultant. The consultant may recommend modifications to the subdrain system depending on conditions encountered. Completed subdrains should be surveyed for line and grade by a licensed land surveyor or civil engineer. 7.0 Excavations Excavations and cut slopes should be evaluated by the geotechnical consultant during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and /or remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination The services of a licensed land surveyor or civil engineer should be retained to determine quantities of materials excavated during grading and /or the limits of overexcavation. SGC RETAINING WALL DRAINAGE DETAIL SOIL BACKFILL. COMPACTED TO 90 PERCENT RELATIVE COMPACTION - ------- ------------ - -------- 12 x TYP.=--- ----------- ------- RETAINING WALL ----,. ----------- ------ o a' MIN. FILTER FABRIC ENVELOPE WALL WATERPROOFING OVERLAP PER ARCHITECT'S 0 (MIRAFI 140N OR APPROVED SPECIFICATIONS EQUIVALENT) V MIN. 314 CLEAN GRAVEL FINISH GRADE 0 4' (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED ----------------------------- -------------------------- MINIMUM I PERCENT GRADIENT ---------------------------- OMPACTED FILL fdd;g TO SUITABLE OUTLET _________ _ ___________ ---------- ------------- WALL FOOTING 3' MIN. NOT TO SCALE COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL SPECIFICATIONS FOR CALTRANS CONSULTANT CLASS 2 PERMEABLE MATERIAL U.S. Standard * BASED ON ASTM D1557 Sieve Size % Passing V 100 * IF CALTRANS CLASS 2 PERMEABLE MATERIAL 3/4 90-100 (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/8" 40-100 GRAVEL, FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE No. 4 25-40 MATERIAL SHOULD BE COMPACTED TO 90 No. 8 18-33 PERCENT RELATIVE COMPACTION No. 30 5-15 No. 50 0-7 No. 200 0-3 NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN Sand Equivalent >75 iOR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, s Me TRANSITION LOT DETAILS CUT—FILL LOT EXISTING G ROUND SURFACE 5 ----------- ---- ----------- - - - - -- -- - ----------------- 36 ---------------- MIN. ------ ---------------- Flm -- --------- -- -- I ----------- iB�- --------------- = %.r -- ------- (OVEREXCAVATE 5-= O Ns AND RECOMPACT COMPETENT BEDROCK - OR MATERIAL EVALUATED BY THE GEOTECHNICAL CONSULTANT CUT LOT EXISTING GROUND SURFACE -�R E M 0 V E UNSUITAB MATERIAL ------------------- ----- --- ---- ------------------------------- 38" MI&* ------------------------------------- W fill sh —T F I L L ---------- - ---- 7 -------- OVEREXCAVATE ----- .. AND RECOMPACT COMPETENT BEDROCK MATERIAL EVALUATED/ BY THE GEOTECHNICAL CONSULTANT * NOTE: Deeper or laterally more extensive overexcavation and recompaction may be recommended by the geotechnical consultant based on actual field conditions encountered and locations of proposed improvements SGC KEY AND BENCHING DETAILS FILL SLOPE PROJECT I TO 1 LINE --- ---------- 7jjAZ'try. FROM TOE OF SLOPE TO COMPETENT MATERIAL EXISTING ---------- GROUND SURFACE REMOVE UNSUITABLE MATERIAL - ----- -- BENCH % 2% MIN. 2' MIN.-15' MIN KEY LOWEST; DEPTH BENCH (KEY) ----------- FILL-OVER-CUT SLOPE ------ ---- EXISTING GROUND SURFACE BENCH REMOVE UNSUITABLE 2 LOWEST MATERIAL MIN. BENCH DEPTH Y (KEY) CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) EXISTING ZZ GROUND SURFACE Ai CUT SLOPE CUT-OVER-FILL SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) REMOVE UNSUITABLE PROJECT I TO 1 'MATERIAL LINE FROM TOE OF SLOPE TO Qhw COMPETENT -FI MATERIAL BENCH MIN 5' MIN.—I 2' MIN LOWEST KEY 0 DEPTH BENCH (KEY) NOTE: Back drain may be recommended by the geotechnical consultant based on actual fl-pid conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. SGC p pppp- ROCK DISPOSAL DETAIL FINISH GRADE SLOPE FACE ---------- IN - - ----------- -------- -------- ------ --- ------------- OMPACTED F1 ------ i�� . .... .... . Ej: E:� _J WIN. - MIN.— - --------- - ---------------------------- - -------------------- -- -- -------------- -------- -- G MAX. --- - ------------ ------ OVERSIZE WINDROW GRANULAR SOIL (S-E-? 30) TO BE DENSIFIED IN PLACE BY FLOODING DETAIL TYPICAL PROFILE ALONG WINDROW 1) Rock with maximum dimensions greater than 6 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever is greater), and 15 feet horizontally of slope faces. 2) Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. 3) Rock placement, flooding of granular soil, and fill placement should be observed by the geotechnical consultant. 4) Maximum size and spacing of windrows should be in accordance with the above details Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or equal_ to 30) should be flooded in the windrow to Completely fill voids around and beneath rocks. SGC. Now" GFM0M,N0TM Nom:ATX" LEGEW LEML umt2KRWI PARCEL 2 OF PM 16255. -POUND UTILITY PIPES 1. ALL WORK,SHALL BE DONE IN ACCORDANCE WITH_;THESE_4lPL'AN9. 1. THE EXISTENCE 'AND LOCATION OF UNDERG S. 0. A� S V SAN DIEGO REGIONAL STANDARD'ORAWINGS THE STANDARD SPECIFICATIONS- FOR PUBLIC WORKS AND� STRUCTURES -SHOWN ON 'THESE PLANS WERE 06T A T,�4ED BY A CONSTRUCTION, THE DESIGN CONSTRUCTIOWSTANDARDS OF THE., ez E A P C H OF AV*ILABLE RECORDS.. TO-THE BEST OF OUR S_0 R Apite 257-011-25 CITY OF ENCINITAS AND THE SAN-DIEGO AREAREGIONAL, -�NOWLEDGE. THERE ARE NG, EXISTING UTILITIES,EXCEPT. AS SHOWN ITEM SYMBOL "N THESE PLANS,' HOWEVER: C STANDARD DRAWINGS. ANY CHANGES OR REVISIONS THEREFROR SHALL BE APPROVED-BY.THE CITY ENGINEER PR I OR TO ANY REQUEST FOR,IN8PECTION.. THE. CONTRACTOR IS: REGUIRED TO TAKE PRECAUTIONARY'-. 'BOUNDARY SFIVADOMM 'j510LIAIL GARGENS DRIVE PROJECT, LOT EAST AND AOJACENT TO f :% 4EASURES-.-TQ,�PROTECT ANY EXISTING UTILITIES OR-STRVCTURES 2. THE SOILS REPORT TITLED `SOTLS INVESTIGATIOlt,'. PROPUSEli" LOCATEO''AT THE WORK-SITE. IT IS-THE CONTPACTOR'S EX I ST I NG' PROPERTY LINES SINGLE-FAMILY'RESIDENCE:: LOT EAST OF' 651"QUAIL -GAR0ENS.0RI_VE` RESPONSIBILITY TO CONTACT'. THE FOLLOWING- RESPONSIBILITY TO 'AND CO ENCINITAS-,-CALIFORNIA PREPARED., BY SOU-THL' -6EOTECHNICAL-' CONTACT THE. FOLLCWING-OWNERS OF.*SAICiUTILITIES OR.- EXISTING NTOUR5,' �JOHN CONOVER' P �0'- BOX-, 230431 iggs. A STRL$C.TUqS PRIOR TO ANY CONSULTANTS DATED DECEMSER'.31. -EXCAVATION FOA,VERIFICATIGN AND PART.OF THis.GRADING PLAN.--.,ALL GRAbIN(; SHALL BE-DONE: I N- LOCATIM OF UTILLTIES AND NOTIFICATION'.OF--' OF' -cl ENCINITAS, C`A.,,9;?O23-043_f F PROPOStD.-CUT/ ILL ACCORDANCE THE RECOMMENDATIONS ANO.�SPECIFICATIONS F . CONTAINED, lN',*8AID. REPORT . PROPOSED' -27 CONTOURS, A sEw�ps ESD- 631 LBO �NOT. CONSTTTUTE*.A0PMVA'L..OF 3-- APPF40VAL OF: THIS' PLAWDOES p T TONS .0 ROPIOSEW SPOT`ELI�VA (60 dCATI:ON'AND-TYPE Or DRAINAGE:. FAC ILZT I ES., - � NGR -OF &' 0) _422�.4 SIZES, L IMPROVEMENTS'WITHIR STqEET Rl G�+T -OF.:- WAYS SEF:�ARATE' PPOPOSED GRAVEL SAGS, 'AND PERMI.TS FOR..-THESE7 SMALL, BE. REQUIRED:. IN . WATER' S 33-21948�' A P P R OV A L S C 6 CONJUNCTIOW-WI IMPROVEMENT PLANS IED PROPOSED. EARTHEN 'D. TELEPHONE-:. ('800) 42RIL- DITCH-. WRITTEN 8 'OBTAINE FOR ANY OFF-SITE' 2*. 1 rILL,SLOPE .4. y PE j.. t j 41 - j- j �,j ;_ - l . I.. CUT, 2.50' C. YJ GRADING.. E. C Ak E T V (600). 422-41.33 y FILL a C. Y.* T-SLO ---ENGINEE PROPOSE(Y I Cli ANY NECESSARY -PREC.AUTIONS 5. CONTRACTOR SHALL TAKE CONTRACfd S14ALLMOTIrY TAS Ty� -DURING G R A 01 NG' OPERA T I ONS'- TO PROTECT AOJACENT.PROPERTIES" URg_ PRI011" TO BEGINNINGANY.,'NORK ON THISOVAOJECT.. PROPOSED.- _---oAj ANYTHING'.DAM-AGED OR'D OR PHON AC p. C : ESTROYED SHALL BE REPLACE0, 4 w 63-1:"2770 VtWAY.- IMPOAT 6 RE PAIREG:TO EXISJING PRIOR TO-GRADING ft e N" .3. THE.*C0NTFlACT0R,SHALL GTVE'24 HOURS NOTICE-.-.ON. CALtS F014, PROPOSED* 0 RAT A'G8 SWALt . I - v . -T PUPPOSES EARTHWORK-GUANTITIES.' ARE ESTIMATED FOP PEPMl B. THE-DEVELOPER SHALL� RESPONSIBLE-THAT ANY-MONUMENT OR INSPECTION.- PHOW'. (619) 633-2770 ONLY.' (CALCULATED ON A THEORETICAL. aASI$� ACTUAL ALL- WORK PERFORMED' v 1p io v v 74 !p vi� A �D BUILDING WALL (NOT A P BENCH MARK WHI.CH IS DISTURBED OR 08STROYE`q'SHALL.BE� OE-71 OITHOUT" 8ENEFIT OF INSPECTION.. WILL BE' SUBJECT. TO 'PROPOSE -TO SHRINKAGE 09 `W5LL F Af C)PS OLIANTITIES''MA-Y' VARY DUE ESTABLISHI�O AND REPLACED. 13Y -A., REGISTERECL, CIVIL' ENGINEER: AND REMOVAL. t.0 OR A LICENSED LAND-SURVEYOR*.A THE CONTRACTOR SHA . LL DESIGN CONSTAUCT AND MAINTA-M.- AJ�L.-. 7'. SAFETY DEVICES- -ANCLUDING SAOR ING, ANEI SHALL BE' S M YFIG4TE W4, , CONFORMINCz TG,ALL tOCAL'. STATE RESPONSIBLE' FOR AND t. THE-STEEPEST EX IS T I NG SLOPE IN- THE GRADED AREA IS 6iai FEDERAL SAFETY'AND LAWS AND. I. hikiolsis &:cac A:REGISTERED ClVIL.ENGINEER THE STATE OF (EXCLUDING. AND EXISTING MAN -MADE SLOPES). REGULATIONS. CALIFORNIA-.. PRINCIPALLY OGTNG BUSINESS IN,THE FIELD' OF MECHANICS, I - HEREBY CEFfTLIFY- -THAT.74, SAMPLING AND-STUDY' OF 'THE' SOIL� THE- NERTICAL DEPTH- qF`CUT I S AND. THE MAXIMUM B.' GPAOING 56UIPMENT OPEPATING W 1-.,TH.I N". ONE- HALF (.1 CONDTTI ONS:PREVAL ENT W I TH14, THI;S, SITF, WAS. MADE B Y 'M E�; 0 R UNDER MY VEATICALHEIGHT OF-PILL MILE OF A -STRUCTURE FOR HUMAN*GCCUPANCY SHALL NOT El DIRECT BETWEEN THE' DATES. AND .31 ON8 COMPLETE CONDUCTED BETWEEN,,THE HOURS -P *i ANO '14 30, k. N. -OF THE SGILS'. REPORT FPOM THIS. STUCY.. 34ITH 'MY OF 5: 30 COPY' COMPILED 37. A.) AVERAGE-DEPTH-w VOLUME OF" CUT (C.F, U.T. -CUT b FICE OF,THE CITY NOR %ON. SATUR00S'..': %NGAYS AND.','CITY-'RECOGNIZEa,�6LIt PECOMMMATlONS.". HAS' BEEN SUOMITTED,'T(Il THE 'OF OF. C APEA OF'. In FU THERMOR ENGINEER.: AEON& WITI 1 bPEWE-qEETTER. EWSS E. T* HAVI -THE 9.' NO GRAGING.'OPERATIONS SHALL. COMMENC15' UNT I L 'A'. PREGRADINe' E,REVIEWED THESE GRADING.PLANS ANCY CERTIF AT B. AVERAGE'..bE'PTH VOLUME. OP.* FILL (C.P.) "THE.SOTLS.RE ',4,klIS PROJECT HAVE MEETING HAS BEEN-HELD' ONSITE WITH THE FOLLOWINGPEOPLE REOMMENDAT IONS INCLUDED�,JN OF, F-ILL AREA. OF FILL (S'. F. ENGINEER SO BEE TED-IN THE::GRAOING..PLANS TIONS. PRESENT.' CITY.-INSPECTOR, CIVIL N 144COPPORA GRADING: CONTRACTOR AND 2� SHALL BEi.SCHEOULEO WITH-THE CITY AT LEAST'., 48. HOURS IN 5 1 GNF0* EX-1 ST U ADVANCE BYCALLING, (519Y- 633277Q.. � 3 Af n ct RT I:: G90UND w RCE I 1 ING� DIRT. OR CONSTRUCT I QN-.*MATER.TALS TO"ANY' ENG!Nf PROPOSED!* 0NSTRU IN THIS PROJECT'.THE- �xp. We �i .00 it .91 GEOLOGIST Lt SUBMIT AND*;PEC �VE APPROVAL' FROR'H15 PER: CITY ENGINEER,.FOP THE HAUL-,ROUTE-. OEVELO OF SHALL COMPLY WIT-H ALL' CONDITIONS AND.REQUIREMENTS�:THE "VM OF OCNOVIOE - MAY*IMPOSE*.WITH- REGARDS TO THE, HAULING CITY-ENGINEE9 OPERATION.' SECTION -B-? q' SECTI ON, A I HEREBY. DECLAPE. INEER, OF WORK- FOR., THIS PROJECT. BERM. AT TOP " HE'GRAOING,.. EART+iEN BROWDI.TCH OP FILL -,SL.0PE`. N 11. UP IONF -T THAT. I HAVE EXEFICISED,.RESPONSIBLB CHARGE GVER DESIGN-, OF THE NTS. PROJECT-,-AS DEF I NED'. IN SECTTON 6703 OF, THE. BUSINESS7 AND-PROFE8SIONS*. NT S PERMIt,8UT PRIOR.TO fINAL 'APPROVAL�AND/OR FTNA4.,' CODE,,'.': ANO.' THAT- - T HE- DES I GN' IS CONSISTENT. WITH-CURRENT STANDARDS. RELEASE *OF SECURITY, AND AS GR. HALL 13E-... I NG: "THE GRAD-ING UNDER-.PERMIT NO LOW", Add .4961-G I UNGEAST_AND, THE. CHECX OP PROJECT DRAWINGS ONS le - E(Y IN SUBSTANT'IAL It 1 AS IS' CONrlNED TO A REVIEW.ONLY- ANQ..DOES NOT elp-0-AR eA1400Y 01551,xN12W 'THE APPROVED GRADING-PLAN OR 0 k// #-V VOW CONFORMANCE Wl AS SHOWN- BY � THIS CITY�.'OF ENCINIT PELIEVE--'K-*--' AS -ENGINEER- 0F,.V#ORK.,, OF MY OESPONSIBILITTES.FOR+PROJE I�Al �F4 0 � % THE ATTACHED AS'GRADED PLAN",- THIS''STA,TEMENT. SHALL BE "o. Z-# , -0 pelc 10 _A'T URE - OF THE CI,VIL'ENdINEER CESIG APN 25.7 11. 64. FO TE AND SIbN 0tO CERTIFIES' SUCH GRAGING. , 1489* 34112711W BY: 12. ALL" GkADMG, BE� OBSERVED AND 'TEST ED OUAL I F I Ell". dw aft as .4ammommoma CIA T'E WAYNE,-. PASIZO SOILS ENGINEER OR LINOER'HIS 01REC A _F n577' TIO4. HE� SHALL OBSERVR." R-C.E _p AND TEST THE E)(CAVATIOWPLACEMENT AND�CDMPAVION 0F..FI_LL8 49 AND+ BACKFILLS AND COMPACTION OF T4ENCHE%,.,. HE SHALL SUBRIT SOILS..'REPORTS'AS. REQUIRED" INE, THE.' Y 'OF SUITABILITY. 05� AN -FILL MATERIAL., '..UPOR COMPtETION' OWN90 'e =P r GR T. OBSEFWAT-IONg __ Of v 'HE--SHALL 'STATE. A Att Tvi TESTS: WERE MADE BY� HIM OR_U 'H - 'SUPERVISIOUANC) THAf- EWSY C ERT IF Y'. THA T A.REGIST ILS NEER OR - NOER I S. I H ERE WILL. TO"SUPERVISE ALL- EMBANKMENM AND.- EXCAVATIONS. WER�,, GEOLOGIST- HAS-. BEEN OR JI CONSTRUCTED'..-It�t'ACCOROANCE-WITH-THE RECOMMENDATIONS OF` tme- 0 OVER ALL- QPAM�� ACTIVITY A'NQ - ADVISE. OF 'THE' C C MP A CT 1, ON THAT,ALL-EMBANXMENTS:'ANO EXCAVATTONS,. AND ST A9K I TY u THE.SITE'.' ARE.SUITABLE,FOR THEIR 1NTENDFa-USE.' 0 GTOR �'SHAL V A Ell. THE_CONTRA -L..�PROPERLY WAa- T La , IV NA'Ge,040. PREVENT P NO SUPFACES PROV I DE.. RGS L; c\1 WATER" AND.AVM-0' 14" PROP�iiRT DAMAGE TO-ADJOINING. 'ED, WORK 'ON'' THE�. O HE SHALL,.tONTPOLIJ % OR TO"' F I NISH TURE ad,4280. 1 0 IES ''RESERVE. CL SITE:- AND- -9HALL TARE- REMEDrAL, MEASURES, T'O'.�PKVENT- EROSTOW"' jo w CONOVItR'll" qD < J� 1OFirRESHLY GRADED',AREAS-UNTIL: SUPH AS PERMANENT 'p. 0.' 80%- '-2304 3 1. TERNATIV=i HORIZONTAL, ORAINAGE AND"ERGS-1W CONTROL�� M�`EWE.14 -TNITAS.�' CA -443 f ENC E8PAGZPfT-. ARe ejeCT To INSTALLn,. A, sv -N IN UNDAT I N R Y 0 -R 100 YEAR FLOCO PE 14,*:' ALL AREAS �70 BE: FILLSG': SHALL BE PFIEPAPEO.'-TO 9#'.-.'FILLED. VD� -FF 40 Paul A F LEUCADI P�4 162 CONTACT SP F AND'.-OSJECTI04A WORK' IS R ILL`SHAL BE PLACED IN': ACCOADANCE 'WITFi- STANaARD EGbIRE0 N� CASEZKRGENC� ECIFICATIONS.. " ALL VEZE TABLE:.. MAT YEA', tp . , JOHN -CONOVER -AT 481-5489. , .. ' ir� frR 46 BE 'REMOVED flY'.T*HE CONTRACTOR 04 THE % I S T 0 BEt'. PL A CE [l LOOSE F%L'. H, THE,.PILL SURFACE'UPON'WHI.0 J a: 7 1- UNION ST THE EXPOSED SOILS'SHALL. JE 'A' LE-k-T' ALL' TIM 'SOILS SHA MIN,, r 4 AND ALLUVIAL L L, B8 REMOVED.,la'- SULTA'St E, FIRM _EQrJIPMfNTT,"_ NEY W00ERS' FOR EMEPGENCY'. WORK. SHALL. BE- MADE', two*? 4:264 NATURAL GROUNO.. BE 'SCAPIF A VAJ-� NECESSARY"MAT A -,DEPTH' OF 6-,INCHES THEN' COMPACT A"MINIMUM Or'.19or ES.',-GUPRNG THE'PAINY SEASON.,. 'ALL OD STOCKPILED ON SITE c 1 41 C3 0 ORM`tROSS' LL d t;l ' I zl_ F DEVICES"'' ROWK 0 V-At OF4+-T,.HE'ENGI.t4EER.I.�*�:',INSPLrCTOR. GRADE TO, P 0O0UC*E-; 5 M007 H,' S U RFA C E 8;�, A NO '04 i F WITHOUT, TS81 APPRO E �'C A V XT I'04S. A f4b- EM MENTS: co - 0,F- WO -IN 'AND� TRIMME EROSION 0 ' 4' &-oplc , _ - SANX - kL' E ALL EV10ES c 'ATJO 41 . 1 PERCENT."'IT'SHALL.BE-THE CONTRACTOR43�FIESPONSISILITY�TO llA T E, RAPID.-CONS SPPEAD''. WATER AND '-CDNVENI'tNT'tMATI-ON5�10 FACIL. -TRUCTION:. OF PLAM. -COMPACT, THE J�, LV, IN. &TRICT�. TH SPECIFIC 3-� .oN.-PL-A4s -SHALL, 'N;5f `�:MOVED,,CA MODIF'lt SLOPE, S S14A E UT At-e f J b - Tb:" F NI 8-H 15. CUT AND FILL SECTIONS.��,., THE THE SHALL BE 6HALPE0..,, PLANTED A!3-. 01PECTED BY, THE' .. % . - V TO..WGRKINS.' T 0 THE-` SA.T I SF ACT I OF 'THE -CITY, ENG-1 281.5 E FT �A- NEkTL. AND 'OROERLY-�.' FF PR0QUCT.NG--.PAINFAtL.., ENGINEER' RK* A NO', L OPOEA �NE ROOTS �ANG 0THEFT;'.AA5TE kATTER 46. A z CONDITION,. ALL'.STONES, V -1 ?L OL A . l OWC ONTR cl vi ARE' SLOPES...WHICH EXPOSED.OREX ANKMENT CNT# CT'04; SHALL,.. I NST T -p&l I- W d 1AJ P4/6 P7 IA reF 0 0 " ow - - 4. 1 - SEEN LAU WA/5 Muc ri ui 'ING OPERATIOU. OP UNFORE OE'-':AND- TOP ALL SLOPES'' SH'ALL- BE -ROUNDED .1 'TH�. LIABLE JG LOGSENED SHALL'BE" REMOVED [y -: --. MEASUR Stv BE - F;�= I REO 8Y. UE. -:To. 4 ES' ...KA. 'T wtv or, THE 'NGII�PLE T ED �'GR A 04 CI'RCUMSTA CES _. ' L - . . . . I Y. CAJ ACCORDANtlE`,WITH.. THE GRAOING.- ORDINANCE.' I T v I o/sp srizuc ruces MAY;L ;', .. .. 4HICR AR1$e MAP GV4.e. A140 OrA46Z z (28 -T "SH)ALL BE RESPONSTBL.� AN D SHAL.L. - T AK E icAL -fd Air, c�we wlmoAjm ALL TREES' GRASS.- �ANO' OT sm I. . .- 1 4 v . ., .". (;OUAI 7 Y OP'SeW MATe;,4. ' f _ L, BRUSH.. HER'+08j5CT.IONA8L 11A. NO SCALE HE.* CON FlAC1014 TIO SHALL BE.'LCGLLECTED,, PILED- OR'OTHERWlSE,--'.oILSpO$E0- OF OFF.'' PUB - A L riet/ w . - 4 t4 EyJtT -PPIVA7E T CREATE "A `HAZ CONDIT10 - THE AREASL -- ECES8ARY - ENT TRESP ', N T'd j4 , PRECAUTI'CNS. TO PREV L AS$: 0 THE SITE-'BY. THE CONTRACTOR�, SO'AS TO`..LE`AVE' JH t\o f .. . UTILJ A;�EAS,:_WH 1(�:-I'MPGUNDEt ty HAVE- BEEN CLEARED-'WI.THA. NEAT AND FINI5HE5d_APPEAR-Ai4 )..-WATERS E CE EASE EN 7REE FROM tUNSIGHTLY 0 u PER: E891 S'. APPPOVAL-OF LGCATI^N,OF U) � APPROVED PER THE OS-104-CONTROL MEASURES.L PROV I DELI DESRIS FILL S4 BE SECURED FROM THE+-SO-ILS'EJNGlNEER-AN0 7.. ALL, EA I A U 5RAI)ING R 'TY ENGINEER PRIOR TO THE,DISPOSAL OF 'ANY SUCH MATERIAL' a. 0 4, RAIN"AWAY. 'qA -AA�AS AROUND, THE PROJECT PERIMETERMUST a. G -DELD uo )U!S WAT E R OF-SLOPE AT THE, CONCLUSION OF EACH WORk t o w ca li B's " wc 0 4/, DA Y LANDSCAPM I V 'S E AV E j A,VERTtCAL ommmmww BE PLANTED AND-''IRRIGATE ACCORDANCE 9 ALL R`EM0'VA8LE..*PR0TE`C-TlVE DEVrCES SHOWN: SHALL 13E� -IN'Pt-ACE. IVATE. R I I � w 6 EX ISt tP't' . P f T LOC 0 Au '8047- 7