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2001-6971 G ENGINEERING SERVICES DEPARTMENT G'Zt�I Of Capital Improvement Projects ` District Support Services Encinitas Field Operations Sand Replenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering November 21, 2002 Attn: Bank of America 12730 High Bluff Drive Suite 300 San Diego, California 92130 RE: Dube, Gerald A. and Catherine A.P.N. 264-091-23 Grading Plan 6971 -G Final release of security Permit 6971 -GI authorized earthwork, private road and drainage improvements, site retaining walls, and erosion control, all needed to build the described project. The Field Operations Division has approved this grading, therefore, release of the security deposit is merited. Certificate of Deposit, account number 23514- 01323, in the amount of $14,545.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, , Jda aJ7,4- (/ � g Masih Maher /ay embach Senior Civil Engineer Finance Manager Financial Services Cc: Jay Lembach, Finance Manager Dube, Catherine and Gerry Debra Geishart Me enc. I RA r - 71' s Vulcan Avenue. Encinitas, California 92024 -3633 TDD 760 - 633- 27(.lo ��� recycled paper l� ENGINEERING SERVICES DEPARTMENT city of Capital Improvement Projects ' District Support Services Encinitas Field Operations Sand Rep lenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering October 25, 2001 Attn: Bank of America 12730 High Bluff Drive Suite 300 San Diego, California 92130 RE: Dube, Gerald A. and Catherine A.P.N. 264 - 091 -23 Grading Plan 6971 -G Final release of security Permit 6971 -GI authorized earthwork, private road and drainage improvements, site retaining walls, and erosion control, all needed to build the described project. The Field Operations Division has approved this grading, therefore, release of the security deposit is merited. Certificate of Deposit, account number 23519- 01311, in the amount of $43,635.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, AA � Masih Maher 4inancial ie Suelter Senior Civil Engineer Services Manager Financial Services Cc: Leslie Suelter, Financial Manager Dube, Catherine and Gerry file enc. TEL 76U -633 -2600 / LAN ?60- 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 761- 633 - - recycled paper • j � 4. _ I -A CZ ty Of ENGINEERING SERVICES DEPARTMENT - Capital Improvement Projects r Encinitas District Support Services Field Operations Sand Replenishment /Stormwater Compliance Subdivision Engineering June 21, 2001 Traffic Engineering Gerard A Dube and Catherine A Dube P.O. Box 230593 Encinitas, CA 92023 Re: {Grading Plan @ 3244 Olivehain Farms Road} Application 6971 - G A.P.N. 264 091 - 23 Permit issuance requirements This correspondence shall serve to briefly summarize the Engineering Permit process. Drawing 6971 -G has been approved by the Director of Engineering Services, effective June 25, 2001, and will remain valid for three years. In order to obtain the necessary Engineering Permits to construct per this Drawing, you will need to satisfy the following requirements: (1) Provide 4 blueline copies of the approved Drawing, and 1 copy each of the soil reports by Pacific Soils Engineering, Inc. dated October 31, 2000. (2) Post Security Deposits as follows: (a) PRIVATE IMPROVEMENTS PERMIT... in the amount of $58,180.00 to guarantee installation of Private Improvements as shown on Grading Plan drawing 6971 -G. Up to 80% of the amount in 2(a) may be in the form of a Performance Bond issued by a State of California licensed surety company. Twenty percent of the amount in 2(a) has to be in the form of cash, certificates of deposit, a letter of credit, or an assignment of account, any of which may be used for the full amount. Any financial instrument's format is subject to approval. Complete the Security Obligation Agreement. (3) Pay non - refundable Inspection and Permit Fees, and an Inspection Deposit, the latter subject to cost recovery, respectively, as follows: (a) PRIVATE IMPROVEMENTS... $2909.00. (b) FLOOD CONTROL FEE of $1218.00. Based on $.21 per square foot of the imperious area outside the building foot print area. An additional assessment will be levied on the structures during the building permit process. 6971 -G.doc TEL -00 633 FA`t 760 -633 2627 705 S Vulcan A%unue. ilnClnl[$S, CalifoTnla 9202 -3633 TDD 7 6o- 633 -200 ��� recycled paper (4) Provide the name, address, telephone number, and state license number of the construction contractor. State license, and meet the minimum insurance requirements as stated on the accompanying handout. (5) Sign the Permits and Standard Conditions. Any authorized representative of the property owner may sign. Permits are valid for no more than one year and may expire earlier due to expirations on letters of credit and /or insurance policies. Once the Engineering Permits are issued, advance notice of 48 hours must be given prior to you or your contractor scheduling the mandatory pre- construction conference. See Grading Note #9 on plans. The Traffic Engineering Division handles Haul Routes, Traffic Control Plans, and Transportation Permits. Contact Raymond Guarnes, Engineering Technician, at (760) 633 -2704. Construction changes, prepared by the Engineer of Work, should be submitted to the Engineering Services Department as redlined mark -ups on 2 blueline prints of the . approved Drawing. Changes are subject to approval prior to field implementation. Substantial increases in valuation due to the proposed changes may be cause for assessment and collection of additional inspection fees and security deposit. Prior to issuance of any Building Permit, a rough grading approval will be needed from the assigned Engineering Inspector. At a minimum, rough grading is defined as certified pad preparation and soil compaction, substantial completion of underground utilities and surface improvements, and safe access. As- builts of drawing 6971 -G, prepared by the Engineer of Work and approved by the Engineering Services Department, may be required prior to Final Inspection. Satisfactory completion of Final Inspection with respect to all Engineering Permits is a prerequisite to full release of all Security Deposits. Please note that Building Permit final inspection is a separate from any Engineering Permit final inspection. As part of obtaining a Building Permit, you will may need to pay fees and obtain permits from the City of Encinitas Planning Division, Building Inspection Division, Fire Department, and Olivehain Municipal Water District, and the School Districts, separate public agencies. Additional engineering requirements will be forthcoming during the Building Permit process, including, but not necessarily limited to, coordination of the building site plan with the grading plan, resolution of any outstanding public improvement issues, and assessment and collection of sanitary sewer, traffic mitigation, and flood control fees. Should you have any questions, please contact me at (760) 633 -2783, or you may wish to visit the Engineering Counter at the Civic Center. 6971 -G.doc Sincerely, Duane Thompson Associate Civil Engineer Subdivision Engineering cc Pacific Soils Engineering, Inc. 7715 Convoy Court, San Diego. CA. 92111 Greg Shields, Senior Civil Engineer Ron Brady, Engineering Inspector Masih Maher, Senior Civil Engineer Gary Lee, Engineering Technician Permit/file enc. General Construction Permit Security Obligation Agreement Right-of-way construction Permit Standard Conditions Requirements for Proof of Insurance Utility Trench Backfill & Resurfacing Standard 6971 -G.doc • • Civil Engineering • • Land Planning • Structural • Surveying September 25, 2001 City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 RE: PAD CERTIFICATION - THE DUBE RESIDENCE CITY OF ENCINITAS DRAWING NO. 6971 -G Logan Engineering hereby certifies that on September 24, 2001, the subject parcel was surveyed by, or under the direction of, the undersigned in order to determine the rough "as- graded" pad elevations. The results of our survey are as follows: • MAIN RESIDENCE ELEVATION: 204.0' (PLAN = 204.0') • GARAGE 1 ELEVATION: 203.0' (PLAN = 203.0') • GARAGE 2 ELEVATION: 202.0' (PLAN = 202.0 Deviations in pad elevations are plus or minus 0.1 feet. It is our opinion that these pads are in substantial conformance to the ap ed grading plan and the City's ordinances. Sin rely, LO E*GINEERI Q RO� ESSlp�, F �� E � At F r , Douglas E. Logan, R.C.E. 39726 039726 EXp. 12-31-01 Principal r �ry r Office; 16236 San Dieguito Road, #3 -1 1 Rancho Santa Fe Mailing; 132 N. El Camino Real, PMB -N • Encinitas, CA 92024 Phone 858 -756 -8696 • Fax 858 - 756 -8698 • • Civil Engineering OOP • • Land Planning • Structural • Surveying March 22, 2001 MAR 2 2 2001 City of Encinitas Engineering Department - - - - -_ RE: HYDROLOGY EVALUATION — THE DUBE RESIDENCE PARCEL 4 OF OLIVENHAIN FARMS - OLIVENHAIN A.P.N. 264 - 091 -23 Please allow this letter to serve as a hydrology evaluation for the subject residential grading plan. This firm provided the engineering for the original Olivenhain Farms Parcel Map grading plan (Drawing No. 0724 -G) in 1990/1991. There have been no changes to the topography or hydrology since that time. An overall hydrology study was performed by this firm for the original project and approved by the City. The newly proposed grading plan is basically in substantial conformance to the original plan for this lot. It is our opinion that an additional hydrology study does not need to be performed, as there are no significant changes to the original plan. It is our professional opinion that typical drainage devises utilized for single family residential construction, i.e., sheet flow, swales, berms and area drains will be adequate to handle the anticipated drainage for the actual pad for this site. Ultimately, the overall drainage for this lot will be routed, via brow ditches, toward the driveway and onto Olivenhain Farms Road per the original grading plan. As Engineer of Work for this residential grading plan, we respectively request your acceptance of this hydrology evaluation. Should you have any questions or comments, please feel free to contact this office or respond, as such, with plan check comments. Aogan, INEERING E. jo m C 39726 ougas . R.C.E. 39726 12-31-01 Principal s9TF CI\ A o Office; 16236 San Dieguito Road, #3 -1 1 • Rancho Santa Fe Mailing; PMB -N • 132 N. El Camino Real • Encinitas, CA 92024 Phone 858 - 756 -8696 • Fax 858 - 756 -8698 t PACIFIC SOILS ENGINEERING, INC. 7 715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (858) 560-1713, FAX: (8 58) 560 0380 NIS�'� 2 2 2001 w "Pr P MR. GERRY DUBE _ _..-_ ,_ _...._.... P.O. Box 230593 Encinitas, CA 92023 October 31, 2000 Work Order 400361 C Attention: Mr. Gerry Dube Subject: Preliminary Foundation Design Recommendations, Parcel 4 of Parcel Map 16593, Olivenhain Farms Project, in the City of Encinitas, California References: See Appendix Gentlemen: Presented herein are Pacific Soils Engineering, Inc.'s (PSE) preliminary foundation de- sign recommendations for Parcel 4 of Parcel Map 16593, Olivenhain Farms Project, in the City of Encinitas, California. Currently the existing building pad and slopes are covered with a sparse to moderate growth of annual plants. Accordingly, it is recommended that: 1) all vegetation should be removed from the building pad; and 2) the building pad should be scarified to a depth of 12 inches, moisture conditioned to 120 percent of optimum moisture, thor- oughly mixed and recompacted in -place to a minimum of 90 percent relative compaction (per ASTM:D 1557 -91). After this work is complete, a remedial grading letter will be presented summarizing the site regrading and the final foundation design parameters. Prior to the construction of proposed foundations PSE should review the foundation plans fo conformance to the final foundation design paramete Addition PSE should observe the footing excavations prior to concrete placement. LOS ANGELES COUNTY RIVERSIDE COUNTY SOUTH ORANGE COUNTY CORPORATE HEADQUARTERS TEL: (714) 730 -2122 TEL: (714) 220 -0770 TEL: (310) 325 -7272 or (323) 775 -6771 TEL: (909) 676 -8195 FAX: (714) 730 -5191 FAX: (714) 220-9589 FAX: (714) 220-9589 FAX: (909) 676 -1879 Work Order 400361 C Page 2 October 31, 2000 1.0 DESIGN RECOMMENDATIONS Based upon the reference grading report (PSE, 1991), it is anticipated that the s ubject lot may be designed for a medium to high expansion potential. Final foundation design recommendations will be based upon conditions exposed after remedial grading is complete. 1.1 Foundations Foundations for structures may be designed based on the following val- ues: Allowable Bearing: 2000 lbs. /sq.ft. Lateral Bearing: 250 lbs. /sq.ft. at a depth of 12 inches plus 100 lbs. /sq.ft. for each additional 12 inches embedment to a maximum of 2000 lbs. /sq.ft. Sliding Coefficient: 0.35 Settlement: Total = 3/4 inch Differential = 3/8 inch in 20 feet. The above values may be increased as allowed by code to resist transient loading conditions, such as wind or seismic. 1.2 Seismic Design Parameters The following seismic design parameters are presented on Table A, in ac- cordance with the 1997 UBC. PACIFIC SOILS ENGINEERING, INC. Work Order 400361 C Page 3 October 31, 2000 TABLE A UBC, 1997 Recommended Chapter. 16, Values Table No. Seismic Parameter Soil Profile Type S 16-1 Seismic Zone Factor, Z 0.4 16—Q Seismic Coefficient, C 0.40 16 — R Seismic Coefficient, C 0.56 16—S Near Source Factor, N 1.0 16 — T Near Source Factor, N 1.0 16—U Seismic Source Type B The nearest active fault is the Rose Canyon fault, a Type B fault, located approximately eight (8) miles from the subject site. 1.3 Conventional Foundation Systems Conventional foundation systems should be designed in accordance to the parameters posted in Tables A and B. 1.4 Drainage Roof, pad and slope drainage should be collected and directed way from the proposed structures to approved disposal areas. It is important that drainage be directed away from foundations. This is especially true in patio areas and greenbelt areas. The recommended drainage patters should be established at the time of fine grading and maintained through out the life of the structure. 1.5 Sulfate Resistant Concrete Specific chemical /resistivity testing of onsite soils should be performed during remedial grading. Despite chemical /resistivity test results, it is PSE's experience that post- construction soil amendments and /or the PACIFIC SOILS ENGINEERING, INC. Work Order 400361 C October 31, 2000 TABLE B CONVENTIONAL FOUNDATION DESIGN PARAMETERS F ExHpa o nsion Potential Medium High l Category II 111 g_Depth Below Lowest Adjacent Finish Grade One -Story Interior 18 inches 18 inches One -Story Exterior 18- inches 24 inches Two -Story Interior 18- inches 24 inches Two -Story Exterior 18- inches 24 inches Footing Width One -Story 12 inches 12 inches Two -Story 15 inches 15 inches Footing Reinforcement No. 4 rebars, two (2) on top, two (2) No. 5 rebars, two (2) on top, two (2) One -Story & Two -story on bottom OR No. 5 rebars, one (1) on bottom. on top, one on bottom. Slab Thickness 5 inches (actual) 5 inches (actual) Slab Reinforcement No. 3 rebars spaced 15 inches on No. 3 rebars spaced 12 inches on center, each way. center, each way. 2 inches of clean sand over 10 -mil 2 inches clean sand over 10 -mil Under -Slab Requirement Visqueen, underlain with 3 inches of Visqueen, underlain with 4 inches of clean sand. clean sand. Minimum of 130 percent of optimum Minimum of 140 percent of optimum Slab Subgrade Moisture moisture 24 hours prior to placing moisture 48 hours prior to placing concrete to a depth of 12 inches concrete to a depth of 12 inches. Footing Embedment Next to Swales and Slopes If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be embedded such that at least seven (7) feet is provided horizontally from edge of the footing to the face of the slope. Garages A grade beam reinforced continuously with the garage footings shall be constructed across the garage entrance, ty- ing together the ends of the perimeter footings and between individual spread footings. This grade beam should be embedded at the same depth as the adjacent perimeter footings. A thickened slab, separated by a cold joint from the garage beam, should be provided at the garage entrance. Minimum dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and reinforcement as well as slab thickness, reinforcement and under -slab treatment should be the same as the structure. PACIFIC SOILS ENGINEERING, INC. Work Order 400361 C Page 4 October 31, 2000 importation of soils could introduce potentially detrimental sulfates into the near surface materials. Accordingly, it is recommended that sulfate re- sistant concrete, in accordance with Table 19 -A -4 of the 1997 UBC for a moderate sulfate exposure should be utilized in all portions of the struc- tures in contact with soil. For your convenience, a copy of Table 19 -A -4 of the 1997 UBC is attached herein. If you have any questions, please contact the undersigned. Q Q,O F E S S /p A, C/y Respectfully submitted, Co > y�� z C No. 2314 PACIFIC SOILS E " ifG, INC. iew by: d Exp. 6/30/03 r, OF CA1�F Q r O By: CAMERON R 1 E 59883 Y A. CHANEY GE 2314 Civil Engine �'4,� ervi� - -` neeri Manager Reviewed by: JO A. HANSON, Vie resident Dist: (1) Addressee (2) Wieme Architecture, Attn: Mr. Norman Wieme CR /JAC /JAH:KR /C001 PACIFIC SOILS ENGINEERING, INC. Work Order 400361 C A P P E N D I X October 31, 2000 REFERENCES Pacific Soils Engineering, Inc., 1999, Geotechnical Update Report for Parcel 4 of Parcel Map 16593, Olivenhain Farms Project, City of Encinitas, CA, dated September 27, 1999 (Work Order 400361 C). Pacific Soils Engineering, Inc., Project Grading Report for Olivenhain Farms Project, Parcels 1 through 4, City of Encinitas, CA, dated October 18, 1991 (Work Order 400361). Western Soil and Foundation Engineering, Inc., 1990, Geotechnical Investigation, Oli- venhain Farms, Brookside Lane, City of Encinitas, CA, dated February 28, 1990 (Job No. 90 -16). PACIFIC SOILS ENGINEERING, INC. 1997 UNIFORM BUILDING CODE TABLE 19 -A -1 TABLE 19 -A-4 TABLE 19 -A -1 —TOTAL AIR CONTENT FOR FROST - RESISTANT CONCRETE NOMINAL MAXIMUM AGGREGATE SIZE pnches) AIR CONTENT, PERCENTAGE x 25.4 for mm Severe Exposure Moderate Exposure 3/8 71/2 6 1/ 7 51 /2 3 /4 6 5 1 6 4 1 /2 1 1 /2 51 /2 41 2 5 4 J \..,. 31 4 31 /2 :i 1 These air contents apply to total mix, as for the preceding aggregate sizes. When testing this concrete, however, aggregate larger than 1 inches (38 mm) is re- moved by hand picking or sieving, and air content is determined on the minus 1 -inch (38 mm) fraction. TABLE 19- A- 2— REQUIREMENTS FOR SPECIAL EXPOSURE CONDITIONS C MINIMUM f NORMAL - WEIGHT AND LIGHTWEIGHT AGGREGATE MAXIMUM WATER -CEMENTITIOUS CONCRETE, pal MATERIALS RATIO,.BY WEIGHT, EXPOSURE CONDITION NORMAL-WEIGHT AGGREGATE CONCRETE x 0.00689 for MPa Concrete intended to have low permeability when exposed to water 0.50 4,000 Concrete exposed to freezing and thawing in a moist condition or to deicing chemicals 0.45 4,500 For corrosion protection for reinforced concrete exposed to chlorides from deicing chemicals, salt, saltwater, brackish water, seawater or spray from these sources 0.40 5,000 TABLE 19 -A -3— REQUIREMENTS FOR CONCRETE EXPOSED TO DEICING CHEMICALS CEMENTITIOUS MATERIALS MAXIMUM PERCENT OF TOTAL CEMENTITIOUS MATERIALS BY WEIGHT Fly ash or other pozzolans conforming to ASTM C 618 25 Slag conforming to ASTM C 989 50 Silica fume conforming to ASTM C 1240 10 Total of fly ash or other pozzolans, slag and silica fume 5 Total of fly ash or other pozzolans and silica fume 352 1 The total cementitious materials also includes ASTM C 150, C 595 and C 845 cement. . ash or other pozzolans and silica fume shall constitute no more than 25 and 10 percent, respectively, of the total weight of the cementitious materials. The maximum percentages above shall include: 1. Fly ash or other pozzolans present in Type IP or I(PM) blended cement in accordance with ASTM C 595. 2. Slag used in the manufacture of a IS or I(SM) blended cement in accordance with ASTM C 595. 3. Silica fume, ASTM C 1240, present in a blended cement. TABLE 19 -A-4— REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE - CONTAINING SOLUTIONS t MINIMUM f NORMAL- WEIGHT AND MAXIMUM WATER - LIGHTWEIGHT WATER- SOLUBLE CEMENTITIOUS MATERIALS AGGREGATE CONCRETE, SULFATE RATIO, BY WEIGHT, psi (SO4) IN SOIL, SULFATE (SQ IN WATER, NORMAL - WEIGHT x 0.00689 for MPa SULFATE EXPOSURE PERCENTAGE BY WEIGHT ppm CEMENT TYPE AGGREGATE CONCRETE Negligible 0.00 -0.10 0 -150 — — — Moderate 0.10 -0.20 150 -1,500 II, IP(MS), IS (MS) 0.50 4,000 Severe 0.20 -2.00 1,500 - 10,000 V 0.45 4,500 Very severe Over 2.00 Over 10,000 V plus pozzolan 0.45 4,500 1 A lower water - cementitious materials ratio or higher strength may be required for low permeability or for protection against corrosion of embedded items or freez- ing and thawing (Table 19 -A -2). 2 Seawater. t 3 Pozzolan that has been determined by test or service record to improve sulfate resistance when used in concrete containing Type V cement. 2 -179 ® _ PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (858) 560 -1713, FAX: (858) 560 -0380 • MR. GERRY DUBE P.O. Box 230593 • Encinitas, CA 92023 June 15, 2001 Work Order 400361 C Attention: Mr. Gerry Dube • Subject: Geotechnical Update Letter, the Dube Residence, 3244 Olivenhain Farms Road, in the City of Encinitas, California • [JUN F 2 References: See Appendix 0 210 Gentlemen:, Tr AITAS Presented herein is Pacific Soils Engineering, Inc.'s (PSE) geotechnical update letter, the Dube residence, 3244 Olivenhain Farms Road, in the City of Encinitas, California. • The purpose of this letter is to provide grading recommendations and geotechnical pa- rameters required in order to develop the subject site per the Grading and Erosion Con- trol Plan for. The Dube Residence, 3244 Olivenhain Farms Road (Drawing No.: 6971 - G). • To accomplish this geotechnical update letter, PSE has conducted the following: 0 Review of previous site specific geotechnical reports (references). 0 Review of 20 -scale grading and erosion control plans (sheet 2 of 2) by Logan Engineering of Encinitas, California. 0 Preparation of this letter and accompanying plates, summarizing our find- ings and recommendations. • CORPORATE HEADQUARTERS LOS ANGELES COUNTY RIVERSIDE COUNTY SOUTH ORANGE COUNTY • TEL: (714) 220-0770 TEL: (310) 325-7272 or(323)775 -6771 TEL: (909) 676-8195 TEL: (714) 730-2122 FAX: (714) 220-9589 FAX: (714) 220-9589 FAX: (909) 676-1879 FAX: (714) 730-5191 Work Order 4000361 C Page 2 June 15, 2001 1.0 SITE DESCRIPTION The subject site is a hillside property with slopes descending to the west at ratios ranging from approximately 4 : 1 to 2 : 1 (horizontal to vertical). A dirt and gravel driveway enters the site on the northwest boundary and ascends to a graded pad near the center of the lot. • The site was graded to its existing configuration in late 1991 (PSE, 1991). The pad and driveway consist of a two (2) to five (5) feet cap of compacted fill com- prised of materials generated from the local topsoils and underlying Santiago Peak Volcanics (Jsp). Areas outside the pad and driveway, whether graded or not, consist of relatively "undisturbed" topsoil and Santiago Peak Volcanics (Jsp). The approximate distribution of geologic units is shown on the enclosed sheet 2 • of 2. Currently, the site is covered with sparse to moderate vegetation. The surface appears to be slightly weathered and desiccated. 2.0 PROPOSED DEVELOPMENT S Based upon the 20 -scale grading and erosion control plan (sheet 2 of 2), the ex- isting pad will be lowered approximately two (2) to five (5) feet. A retaining wall and reinforced soil wall are proposed along the east and west sides of the pad, respectively. A two -story wood - framed residential structure supported on a conventional slab on grade foundation system is proposed. • ' PACIFIC SOILS ENGINEERING, INC. Work Order 4000361 C Page 3 June 15, 2001 3.0 SITE GRADING RECOMMENDATIONS • 3.1 Overexcavation Design grades will expose a cut/fill transition within the proposed building pad. A minimum compacted fill section of three (3) feet should be pro- vided across the entire building pad. Undercuts should be constructed to • provide a minimum one (1) percent gradient away from the lot. Consid- eration should also be given to provide adequate subsurface drainage for undercut areas. Anticipated limits of the undercut are shown on (sheet 2 of 2). 3.2 Excavatability Excavations within the subject site can most likely be accomplished with conventional equipment. However, hard rock and /or difficult digging con- ditions requiring special equipment may be encountered. • 3.3 Fill /Backfill Materials PSE anticipates that a significant portion of the soils excavated will be ac- ceptable for reuse as compacted fill or backfill materials outside of utility • bedding zones. No rocks greater than eight (8) inches in maximum di- mension should be allowed in the fill. 4.0 SITE PREPARATION AND COMPACTION • 4.1 Field Observation During Grading Operations Observation of grading will be required by qualified geotechnical person- . nel. This should include continuous observation and testing by field tech- nicians, and periodic observation by the project geologist and soil engi- neer. • PACIFIC SOILS ENGINEERING. INC. Work Order 4000361 C Page 4 June 15, 2001 4.2 Site Preparation Prior to Grading Prior to grading, areas within the daylight limits should be stripped and cleared of existing vegetation, trash, underlying debris, and other deleteri- ous materials. Existing structures, utilities and private sewage disposal systems should be removed prior to grading. These materials should be removed and wasted offsite in accordance with applicable governing regu- lations. 4.3 Treatment of Removal Excavations Prior to the placement of fill, excavations should be observed and ap- proved for the placement of fill. The approved exposed surface should be scarified, moisture conditioned to or slightly above optimum moisture, and compacted to a minimum of 90 percent of the laboratory maximum density in accordance with ASTM:D 1557 -91. 4.4 Compacted Fill Placement Fills should be spread in thin lifts (six to eight inches), adjusted to optimum moisture content or slightly above and compacted to 90 percent of the laboratory maximum density (ASTM:D 1557 -91). Each lift should be treated in a like manner until the desired finish grades are achieved. A 4.5 Site Soil Suitability Materials excavated onsite which are approved by the soil engineer may • be utilized in compacted fill provided they are free of objectionable debris. 4.6 Benching • Where the natural or graded slope is steeper than 5- horizontal to 1- vertical, compacted fill materials should be keyed and benched into bed- rock or firm materials as approved by the soil engineer and /or geologist. ' PACIFIC SOILS ENGINEERING, INC. Work Order 4000361 C Page 5 June 15, 2001 f 4.7 Import Soils Import soils should have very low to low expansion properties. The soil engineer should be notified at least forty -eight (48) hours in advance in or- der to sample, test and approve materials at the proposed borrow site. No import materials should be delivered for use on the site without prior ap- proval of the soil engineer. • 4.8 Compaction Testing Fill should be tested at the time of placement to ascertain that the required r compaction and moisture content are achieved. 4.9 Temporary Roads Temporary roads created during grading must be removed in their entirety or replaced as properly compacted fill as part of the site grading. 4.10 Compaction Equipment Compaction equipment on the project shall include a combination of rub- ber -tired and sheepsfoot roller to achieve proper compaction. Adequate water trucks/ pulls should be available to provide sufficient moisture and dust control. w 4.11 Existing Improvements It will be the selected contractor's responsibility to protect, relocate or abandon existing site improvements during development of the subject site. • 0 PACIFIC SOILS ENGINEERING, INC. Work Order 4000361 C Page 6 June 15, 2001 5.0 PRELIMINARY RETAINING WALL DESIGN PARAMETERS It is PSE's understanding that the site will utilize both conventional and segmen- tal retaining walls (Keystone). For preliminary design purposes, the following pa- rameters and recommendations are presented for these wall systems. 5.1 Foundations Foundations for retaining walls may be designed based on the following values: Allowable Bearing: 2000 lbs. /sq.ft. Sliding Coefficient: 0.35 Settlement: Total = 3/4 inch Differential = 3/8 inch in 20 feet. • The above values may be increased as allowed by code to resist transient loading conditions, such as wind or seismic. • 5.2 Earth Pressure (Equivalent Fluid Pressure) Level Backfill 2 : 1 Sloping Backfill • 30 psf * 43 psf * For select backfill soils with minimum sand equivalent (SE > 30). • 5.3 Reinforced Soil Retaining Wall Parameters Soil used in the construction of segmental retaining walls shall meet or ex- ceed the following parameters: • Friction Angle, (, 30 degrees Cohesion, C, 100 psf PACIFIC SOILS ENGINEERING, INC. Work Order 4000361 C Page 7 June 15, 2001 5.4 Retaining walls should be backfilled with free draining (SE > 30), non - expansive materials. Backfill should extend horizontally no less than half M the height of the retaining wall to within eighteen (18) inches of finish grade (see Plate G -13). Backfill should be compacted to a minimum of 90 percent of the laboratory maximum density at or slightly above optimum moisture as per ASTM:D 1557 -91. • 5.5 Drainage systems should be provided to all walls. 5.6 Footings adjacent to descending slopes shall be embedded such that a minimum of seven (7) feet is provided horizontally from the edge of the footing face to the edge of the slope. 5.7 Footing excavations for retaining walls should be observed by the project soil engineer or his representative prior to concrete placement. • • • �' PACIFIC SOILS ENGINEERING, INC. Work Order 4000361 C Page 8 June 15, 2001 Should you have questions regarding this letter, please contact the undersigned. Respectfully submitted, PACIFIC SOI , ING, INC. Reviewed b Q k. QpN R C� By: / VG / CAME fl O E 59883 J F' A.)CHANEY, GE 23 Civil En C �� - a�'�` ngi a Manager OF CA� By: JO HANSON, CEG 99 \��� P Hq O�0 Vic P esident � C3 CERTIFIED Z Q pOFE�S; \ • y p C- !PIEF.RING • Q�Q P�\( A. IST Chr •� Gi:CtGG Dist: (4) Addressee ':..• 1131103 u .a 0 ? < Q c7 No. 23) 4 m �F CAS \F� LU Exp. 6130/03 CR/JAC /JAH:KR/C002 P 7'e C H tO OF CA:-\ C 4b PACIFIC SOILS ENGINEERING, INC. r ` Work Order 400361 C A P P E N D I X June 15, 2001 1 REFERENCES Pacific Soils Engineering, Inc., 2000, Preliminary Foundation Design Recommenda- tions, Parcel 4 of Parcel Map 16593, Olivenhain Farms Project, City of Encinitas, CA, dated October 31, 2000 (Work order 400361 C). Pacific Soils Engineering, Inc., 1999, Geotechnical Update Report for Parcel 4 of Parcel Map 16593, Olivenhain Farms Project, City of Encinitas, CA, dated September 27, 1999 (Work Order 400361 C). Pacific Soils Engineering, Inc., Project Grading Report for Olivenhain Farms Project, Parcels 1 through 4, City of Encinitas, CA, dated October 18, 1991 (Work Order 400361). Western Soil and Foundation Engineering, Inc., 1990, Geotechnical Investigation, Oli- venhain Farms, Brookside Lane, City of Encinitas, CA, dated February 28, 1990 (Job No. 90 -16). • 4k • PACIFIC SOILS ENGINEERING, INC. 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