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2008-983 G/I/PM C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S . VULCAN AVE. ENCINITAS, CA 92024 IMPROVEMENT PERMIT PERMIT NO. : 983II 000 PLAN NO. : 259-121-3 PARCEL NO. CASE NO. : 07080 / CDP JOB SITE ADDRESS : 1320 ENCINITAS BLVD APPLICANT NAME : BANK OF AMERICA- C/O HUNT DOUGLAS MAILING ADDRESS : 3500 JOHN F KENNEDY COK ZIP : 80525PHONE NO. : 970-282-1038 CITY: FORT COLLINS CONTRACTOR : TVD INC PHONE NO. : 760-525-6245 LICENSE NO. : 837667 LICENSE TYPE: A INSURANCE COMPANY NAME: NIC INSURANCE CO POLICY EXP. DATE: 2/09/09 POLICY NO. 0410036359 PHONE : 714-560-8200 ENGINEER TAIT & ASSOC. INC. PERMIT ISSUE DATE: 10/30/09 PERMIT ISSUED BY: PERMIT EXP. INSPECTOR K DEIL PERMIT FEES & DEPOSITS ----- --- - ----------- ------- - 00 2 GIS MAP FEE . 00 1 . PERMIT FEE . 3 . INSPECTION FEE 10 , 437 . 00 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE 2 , 087 . 00 6 . SECURITY DEPOSIT 332 , 449 . 00 7 . FLOOD CONTROL FE . 00 8 . TRAFFIC FEE � - 00 9 . IN-LIEU UNDERGRN . 00 lO . IN-LIEU IMPROVMNT , 00 ll . PLAN CHECK FEE 00 12 . PLAN CHECK DEPOSIT: -- ---------- - - -- - - - - ---- - DESCRIPTION OF WORK - - - --------- - - - -- ------ -------- PERMIT TO GUARANTEE BOTH THE PERORMANCE AND LABOR/MATERIALS FOR THE IMPROVEMENTS SHOWN ON THE APPROVED IMPROVEMENT PLAN. CONTRACOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T. C.H. STANDARDS OR APPROVED PLAN. LETTER DATED AUGUST 28 , 2008 AND AUGUST 29, 2008 APPLIES . INSPECTION ---------------- DATE -- ------ &INSPTOR' S SI NATURE --- - INITIAL INSPECTION ,/ . 7 FINAL INSPECTION *-pt� F�� 2w 17- 11 --------------------------------- AS-BU S AND ONE YEAR WARRANTY RETENTION REQUIRED. I HA CAREFULLY EXAMINED THE gOINFOTRMATIONMIS TRUE. HEREBY CERTIFY UNDER PENA OF PERJ HAT AL TH M DATE SIG NE SIGN T T k c t PRINT NAME TELEPHONE NUMBER CIRCLE ONE: 1 . OWNER 2 . AGENT OTHER S"�+ C C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S . VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO. : 983GI PARCEL NO. 259-121-3000 PLAN NO. : JOB SITE ADDRESS : 1320 ENCINITAS BLVD CASE NO. : 07080 / CDP APPLICANT NAME : BANK OF AMERICA C/O HUNT DOUGLAS MAILING ADDRESS : 3500 JOHN F KENNEDY SK 225 PHONE NO. : 970-282-1038 CITY: FORT COLLINS STATE: CO ZIP: 80525- CONTRACTOR : TVD INC PHONE NO. : 760-525-6245 LICENSE NO. : 837667 LICENSE TYPE: A ENGINEER TAIT & ASSOC. INC. PHONE NO 714-560-8200 PERMIT ISSUE DATE: 10/30/08 PERMIT EXP. DATE: 10/30/09 PERMIT ISSUED BY: INSPECTOR: NICK DEILE -- ------------ ----------- PERMIT FEES & DEPOSITS - - -------------------------- 1 . PERMIT FEE . 00 2 . GIS MAP FEE 350 . 00 3 . INSPECTION FEE 20 , 136 . 00 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE 4 , 027 . 00 6 . SECURITY DEPOSIT 604 , 549 . 00 7 . FLOOD CONTROL FE 9, 117 . 00 8 . TRAFFIC FEE . 00 9 . IN-LIEU UNDERGRN . 00 10 . IN-LIEU IMPROVMT . 00 ll . PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT: . 00 - - - - - - -- - - - - - - - - -- -- - - -- - DESCRIPTION OF WORK - - - - - -- - -- - - -- -- ---- - - - - ----- - - PERMIT TO GUARATEE BOTH PERFORMANCE AND LABOR/MATERIALS FOR EARTHWORK, DRAINAGE, PRIVATE IMPROVEMENTS AND EROSION CONTROL . CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T. C.H. STANDARDS OR APPROVED PLAN. LETTER DATED AUGUST 28 , 2008 APPLIES . -- -- INSPECTION -- - --- - - - - -- ---- DATE --- - -- -- INSPE OR' S SIGNATURE -- - - INITIAL INSPECTION COMPACTION REPORT RECEIVED ca. �© ENGINEER CERT. RECEIVED - — D ROUGH GRADING INSPECTION FINAL INSPECTION -- ---- --- --------- -- - ----- -- - --- --- --------- -------- -- ------------------- - I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS RE,' L TING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY PEA IT ISSUED URSUANT TO THIS APPLICATION. l CZ� 3 40 SIGNA URE DATE SIGNED PRINT NAME TELEPHONE NUMBER CIRCLE ONE: 1 . OWNER 2 . AGENT 0 OTHER Engineering Group, Inc. Date:June 23,2009 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas,CA 92024 Re: Engineer's Pad Certification for Project No.3-608-0852 and Grading Permit Number 983G Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for lots W�green's through and including . As the Engineer of Record for the subject project, I hereby state all rough grading for these units has been completed in conformance with the approved plans and requirements of the City of Encinitas,Codes and Standards. 23.21.310 (B) The following list provides the pad elevations as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation Lot No. Per 121an 12er field measurement Walgreens Bldg.pad 217.77 217.77 23.24.310 (B)1. Construction of line and grade for all engineered drainage devices and/or retaining walls have been field verified and are in substantial conformance with the subject grading plan. 23.24.310 (B)5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. 23.24.310 (B)6. The construction of earthen berms and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plan. Respectfully submitted, SALEM Engineering Group,Inc. KssioNq �O �CE7��Fy . Clarence T.Jiang * CF s �TECHN Project Engineer T'q�OF Cp4�F� RCE No.50233/RGE No.2477 11650 Mission Park Drive,Suite 105 • Rancho Cucamonga,CA 91730 • (909)980-6455• Fax(909)980-6435 Engineering Group, Inc. CERTIFICATE ENGINEERED GRADING INSPECTION PROPOSED WALGREENS PHARMACY 1320 ENCINITAS BOULEVARD ENCINITAS,CALIFORNIA THIS IS TO CERTIFY THAT SALEM ENGINEERING GROUP, INC. HAS PERFORMED COMPACTION TESTING AT THE WALGREEN'S PHARMACY. THE COMPACTION TESTING / INSPECTION WAS LIMITED TO THE BUILDING PAD TO THE BEST OF OUR KNOWLEDGE, BASED UPON OUR OBSERVATION AND WRITTEN REPORTS OF THIS WORK, IT IS OUR OPINION THAT THE COMPACTION TESTING / INSPECTION WORK WAS PERFORMED M ACCORDANCE WITH THE APPROVED PLANS, SPECIFICATIONS, AND THE 2007 CALIFORNIA BUILDING CODE. BASED ON THE RESULT OF THE IN-PLACE DENSITY TESTS,AS WELL AS OUR OBSERVATIONS, IT IS CONCLUDED THAT THE FILL HAS BEEN PLACED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICE AND HAS BEEN COMPACTED IN SUBSTANTIAL CONFORMANCE TO THE RECOMMENDATIONS PRESENTED IN THE GEOTECHNICAL ENGINEERING REPORT. Respectfully submitted, SALEM Engineering Group,Inc. Q�pEESSIONq� C E T. Fyn No. 2477 G' rn Clarence`T.Jiang �wp.6130109v Project Engineer *+CF�TFCNN��Q�� RCE No.50233/RGE No.2477 \TgTFOF 11650 Mission Park Drive,Suite 105 • Rancho Cucamonga,CA 91730 • (909)980-6455 • Fax(909)980-6435 IBMEngineering Group, Inc. June 23,2009 SALEM Project No.3-608-0852 Mr. Dillon Tidwell Hunt Real Estate Services, Inc. 3500 John F. Kennedy Parkway,Suite 203 Fort Collins,CO 80525 Subject: Final Soils Report-Building Pad Proposed Walgreens Pharmacy 1320 Encinitas Boulevard Encinitas,California Dear Mr.Tidwell: At your request and authorization, SALEM Engineering Group, Inc. (SALEM), has prepared this Final Soils Report for the building pad located at the site of the proposed Walgreens Pharmacy to be located at the above- referenced address. SALEM had previously conducted a Geotechnical Engineering Report for the above- referenced site Qob No. 207-099,dated May 16,2007) and addendums dated September 18,2007 and November 8,2007. 1.0 PROJECT DESCRIPTION It is understood that the development will include the construction of a free standing retail facility with concrete slab-on-grade,masonry and steel framed. The proposed development will cover an area of approximately 11,658 square-feet and is located adjacent to an existing Bank of America Building. On-site parking, retaining wall and landscaping are planned to be associated with the development. 2.0 SITE LOCATIONS AND DESCRIPTION The site is rectangular in shape and covers an area of approximately 2 acres. The site is located at the northwest corner of El Camino Real and Encinitas Boulevard in Encinitas,California.The site is predominately surrounded by residential and commercial developments. 3.0 Site Preparation and Grading The grading work was performed between May 8,2009 and June 2, 2009. A representative of Salem Engineering Group, Inc., made observation and Testing. A total of 72 in-place density tests were conducted. The individual test data are summarized in the attached Table. Two samples of the on-site soil were tested in our laboratory for maximum dry density and sieve analyses tests. Results of the laboratory tests are also shown on the attached table. 11650 Mission Park Drive,Suite 105 • Rancho Cucamonga,CA 91730 • (909)980-6455 a Fax(909)980-6435 Project No. 3-608-0852 June 23, 2009 Page 2 3.1 Test Procedures The soil was sampled and visually classified in accordance with the Unified Soil Classification System. The soil was then tested in the laboratory per ASTM Test Method D1557 and the results are shown in the attached Table. The depth and frequency of testing was directed at providing a preliminary evaluation of the backfill compaction. The in-place density and moisture tests were performed using a nuclear gauge in accordance with ASTM Test Methods D2922 and D3017. The locations were determined by pacing and steel tape and should be considered accurate to within 0.5 and 5 feet in vertical and lateral dimension,respectively. 3.2 Grading Observation and Testing The upper 2 to 4 inches of the soils containing asphaltic concrete, vegetation, roots and other objectionable organic matter encountered at the time of grading was stripped and removed from the building and pavement areas and at least 5 feet outside the building perimeter. Following stripping and debris removal operations, the on-site soil within the proposed building area was excavated to the desired elevation. The bottom of the excavation was found to be saturated and in order to stabilize the bottom an additional two feet was removed and a layer of Tensar BX1100 geogrid was placed on the bottom with 24 inches of crushed rock on top.The on- site soil material was moisture-conditioned as necessary and compacted to a minimum of 95 percent of maximum density based on ASTM Test Method D1557. Limits of re-compaction were extended 5 feet beyond structural elements. As recommended in the geotechnical engineering investigation report, the site was excavated to a minimum depth of 7 feet below existing grade, fill material was, placed in thin lifts,worked until uniform and free from large clods, moisture-conditioned as necessary and recompacted to a minimum of 95 percent of maximum density based on ASTM D1557 Test Method. Moisture conditioning was applied as needed. A self-loading front loader applied compaction effort. Conclusion Based on the result of the in-place density tests, as well as our observations, it is concluded that the fill has been placed in accordance with accepted engineering practice and has been compacted in substantial conformance to the recommendations presented in the above-referenced geotechnical engineering investigation report. The compaction tests results,as well as,a Certificate of Engineered Grading Inspection are attached. 4.0 GEOTECHNICAL RECOMMENDATIONS Based upon the data collected during our investigation, and from a geotechnical engineering standpoint,it is our opinion that the site is suitable for the proposed construction. The proposed building may be supported on shallow reinforced concrete foundations provided that the recommendations presented herein are incorporated in the design and construction of the project. 4.1 Surface Drainage Control The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients maintained to Project No. 3-608-0852 June 23, 2009 Page 3 carry all surface water to collection facilities and off site. These grades should be maintained for the life of the project. Roof drains should be installed with appropriate downspout extensions out-falling on splash blocks so as to direct water a minimum of 5 feet away from the structures or be connected to the storm drain system for the development. 4.2 Foundations Bearing wall footings considered for the structure should be continuous with a minimum width of 12 inches and extend to a minimum depth of 18 inches below the lowest adjacent grade. Isolated column footings should have a minimum width of 18 inches and extend a minimum depth of 24 inches below the lowest adjacent grade. Footing concrete should be placed into neat excavation. The bottom of footing excavations should be maintained free of loose and disturbed soil. Footings constructed as recommended herein may be designed for the maximum bearing capacity shown below. These values are for dead and sustained live loads and may be increased by one-third (1/3) to include wind and seismic effects. Load Allowable Loading Dead Load Only 1,850 psf Dead-Plus-Live Load 2,500 psf Total Load,Including Wind or Seismic Loads 3,300 psf For design purposes, total settlement due to static loading on the order of '/z to 3/4 inch may be assumed for shallow foundations. Differential settlement due to static loading, along a 20-foot exterior wall footing or between adjoining column footings, should be '/a to '/s inch, producing an angular distortion of 0.002. Most of the settlement is expected to occur during construction as the loads are applied. However, additional post- construction settlement may occur if the foundation soils are flooded or saturated. The footing excavations should not be allowed to dry out any time prior to pouring concrete Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.35 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 350 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A one-third increase in the value above may be used for short duration,wind,or seismic loads. 4.3 Concrete Slabs-on-Grade We recommend that non-structural slabs-on-grade be a minimum of 4 inches thick. In areas where it is desired to reduce floor dampness where moisture-sensitive coverings are anticipated, construction should have a suitable waterproof vapor retarder (a minimum of 15 mils thick polyethylene vapor retarder sheeting) incorporated into the floor slab design. The water vapor retarder should be decay resistant material complying with ASTM E96 not exceeding 0.04 perms, ASTM E154 and ASTM E1745 Class A. The water vapor retarder (vapor barrier) should Project No. 3-608-0852 June 23,2009 Page 4 be installed in accordance with ASTM Specification E 1643-94. Because of the importance of the membrane, joints and perforations should be properly sealed. The vapor barrier should be underlain by six (6) inches of compacted granular aggregate subbase material conforming to ASTM D-2940-03 with at least 95 percent passing a 1'/2-inch sieve and not more than 8%passing a No. 200 sieve to prevent capillary moisture rise. The aggregate subbase should be moisture-conditioned as necessary, and compacted to a minimum of 95 percent of maximum density based on ASTM Test Method D1557. The subgrade should be kept in a moist condition until time of slab placement. The concrete maybe placed directly on vapor retarder. The vapor retarder should be inspected prior to concrete placement. Cut or punctured retarder should be repaired using vapor retarder material lapped 6 inches beyond damaged areas and taped. In order to regulate cracking of the slabs, we recommend that full depth construction joints or control joints be provided at a maximum spacing of 12 feet in each direction. Control joints should have a minimum of one-quarter of the slab thickness.The exterior floors should be poured separately in order to act independently of the walls and foundation system. Exterior finish grades should be sloped a minimum of 1 to 1'/z percent away from all interior slab areas to preclude ponding of water adjacent to the structures. All fills required to bring the building pads to grade should be Engineered Fills It is recommended that the concrete slab be reinforced to reduce crack separation and possible vertical offset at the cracks. The concrete slab should be reinforced using a No. 3 reinforcing bar placed on 18-inch centers. Slabs subject to structural loading may be designed utilizing a modulus of subgrade reaction K of 200 pounds per square inch per inch. The K value was approximated based on inter-relationship of soil classification and bearing values (Portland Cement Association,Rocky Mountain Northwest). In order to regulate cracking of the slabs, we recommend that full depth construction joints or control joints be provided at a maximum spacing of 15 feet in each direction for 5-inch thick slabs and 12 feet for 4-inch thick slabs. Control joints should have a minimum of one-quarter of the slab thickness. The exterior floors should be poured separately in order to act independently of the walls and foundation system. Exterior finish grades should be sloped a minimum of 1 to 1'/s percent away from all interior slab areas to preclude ponding of water adjacent to the structures. All fills required to bring the building pads to grade should be Engineered Fills. 4.4 Lateral Earth Pressures and Frictional Resistance Active, at-rest and passive unit lateral earth pressures against footings and walls are presented below: Lateral Pressure Conditions Equivalent Fluid Pressure,pcf Active Pressure,Drained 33 At-Rest Pressure, Drained 56 Passive Pressure 350 Active pressure applies to walls, which are free to rotate. At-rest pressure applies to walls, which are restrained against rotation. The preceding lateral earth pressures assume sufficient drainage behind retaining walls to prevent the build-up of hydrostatic pressure. The top one-foot of adjacent subgrade should be deleted from the Project No. 3-608-0852 June 23, 2009 Page 5 passive pressure computation. A coefficient of friction of 0.35 may be used between soil subgrade and footings or slabs. The foregoing values of lateral earth pressures and frictional coefficients represent ultimate soil values and a safety factor consistent with the design conditions should be included in their usage. For stability against lateral sliding, which is resisted solely by the passive pressure, we recommend a minimum safety factor of 1.5. For stability against lateral sliding, which is resisted by the combined passive and frictional resistance, a minimum safety factor of 2.0 is recommended. For lateral stability against seismic loading conditions, we recommend a minimum safety factor of 1.1. 4.5 Retaining Walls Retaining and/or below grade walls should be drained with either perforated pipe encased in free-draining gravel or a prefabricated drainage system. The gravel zone should have a minimum width of 12 inches wide and should extend upward to within 12 inches of the top of the wall. The upper 12 inches of backfill should consist of native soils,concrete,asphaltic-concrete or other suitable backfill to minimize surface drainage into the wall drain system. The aggregate should be washed, evenly graded mixture of crushed stone, or crushed or uncrushed gravel, and should conform to ASTM D448, Size 57, with 100 percent passing a 11/2-inch sieve and not more than 5 percent passing a No. 4 sieve. Prefabricated drainage systems, such as Miradrain®, Enkadrain®, or an equivalent substitute, are acceptable alternatives in lieu of gravel provided they are installed in accordance with the manufacturer's recommendations. If a prefabricated drainage system is proposed,our firm should review the system for final acceptance prior to installation. Drainage pipes should be placed with perforations down and should discharge in a non-erosive manner away from foundations and other improvements. The top of the perforated pipe should be placed at or below the bottom of the adjacent floor slab or pavements. The pipe should be placed in the center line of the drainage blanket and should have a minimum diameter of 4 inches. Slots should be no wider than 1/8-inch in diameter, while perforations should be no more than 1/4-inch in diameter. If retaining walls are less than 6 feet in height, the perforated pipe may be omitted in lieu of weep holes on 4 feet maximum spacing. The weep holes should consist of 4-inch diameter holes (concrete walls) or unmortared head joints (masonry walls) and placed no higher than 18 inches above the lowest adjacent grade. Two 8-inch square overlapping patches of geotextile fabric (conforming to Section 88-1.03 of the CalTrans Standard Specifications for "edge drains") should be affixed to the rear wall opening of each weep hole to retard soil piping. During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand operated equipment ("whackers," vibratory plates,or pneumatic compactors) should be used to compact the backfill soils. 4.6 Utility Pipe Bedding and Backfilling Utility trenches should be excavated according to accepted engineering practice following OSHA (Occupational Safety and Health Administration) standards by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon Project No. 3-608-0852 June 23,2009 Page 6 the location and depth of some utility trenches, groundwater flow into open excavations could be experienced; especially during or following periods of precipitation. Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of maximum density based on ASTM D1557 Test Method. The utility trench backfill placed in pavement areas should be compacted to at least 95 percent of maximum density based on ASTM D1557 Test Method. Pipe bedding should be in accordance with pipe manufacturer recommendations. The contractor is responsible for removing all water-sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. 5.0 LIMITATION It should be noted that the precision of he field density and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous soil characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. Results indicate the accuracy of the ASTM D-1557 test to be plus or minus four percent of the mean density. Based on this information, relative compaction results should be as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modification, locations of various elements, etc. were established by others. The tests procedure used complied with generally accepted methods practiced in the industry. The data represented in this report are provided for informational purposes only. We do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project in accordance with the plans and specification. We claim no responsibility or liability for the damages originating from improper use of these results. Our services were performed, our findings obtained and results presented in accordance with generally accepted testing principles and practices. This warranty is in lieu of all other warranties either expressed or implied. The findings and recommendations presented in this report are valid as of the present and for the proposed construction. If site conditions change due to natural processes or human intervention on the property or adjacent to the site, or changes occur in the nature or design of the project, or if there is a substantial time lapse between the submission of this report and the start of the work at the site, the conclusions and recommendations contained in our report will not be considered valid unless the changes are reviewed by SALEM and the conclusions of our report are modified or verified in writing. The validity of the recommendations contained in this report is also dependent upon an adequate testing and observations program during the construction phase. Our firm assumes no responsibility for construction compliance with the design concepts or recommendations unless we have been retained to perform the on-site testing and review during construction. We appreciate the opportunity to assist you with this project. Should you have questions regarding this report or need additional information,please contact the undersigned at (909) 980-6455. Project No. 3-608-0852 June 23, 2009 Page 7 Respectfully submitted, SALEM Engineering Group,Inc. Q�p ESSIO,y� GET . Clarence'T.Jiang c� No. 2477 d Exp.8130109 Project Engineer v RCE No.50233/RGE No.2477 sc��TECNN�G \Q OF CA��F� o�i C � v ui 0 ui ui N ui ui in C O M M eo o m m m (CM m o m A m tE � A ie e6 A �0 e6 �0 ee o aa, a. a, aaa. a as p 0. 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Date:June 23,2009 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas,CA 92024 Re: Engineer's Pad Certification!for Project No.3-608-0852 and Grading Permit Number 983G Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for lots lYialgreen's through and including . As the Engineer of Record for the subject project, I hereby state all rough grading for these units has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.21.31.0 (B)'I7ne following list provides the pad elevations as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation Lot No. Per plan per field measurement Walgreens Bldg.pad 217.77 217.77 23.24.310 (B)1. Construction of line and grade for all engineered drainage devices and/or retaining walls have been field verified and are in substantial conformance with the subject grading plan. 23.24.310 (B)5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. 23.24.310 (B)6. The construction of earthen berms and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plan. Respectfully submitted, SALEM Engineering Group,Inc. "e , r (,r e ,pt ji$j r tf } E Clarence T. Jiang 0�t�� Project Engineer RCE No.50233/RGE No.2477 116501\1ission Park Drive,Suite 105 • Rancho Cucamonga,CA 91730 • (909)930-6455• Fax (909)930-6435 Imosm Engineering Group, Inc. June 23,2009 SALEM Project No.3-608-0852 Mr.Dillon Tidwell Hunt Real Estate Services, Inc. 3500 John F.Kennedy Parkway,Suite 203 Fort Collins,CO 80525 Subject: Final Soils Report-Building Pad Proposed Walgreens Pharmacy 1320 Encinitas Boulevard Encinitas,California Dear Mr.Tidwell: At your request and authorization, SALEM Engineering Group, Inc. (SALEM), has prepared this Final Soils Report for the building pad located at the site of the proposed Walgreens Pharmacy to be located at the above- referenced address. SALEM had previously conducted a Geotechnical Engineering Report for the above- referenced site (fob No. 207-099,dated May 16,2007) and addendums dated September 18,2007 and November 8,2007. 1.0 PROJECT DESCRIPTION It is understood that the development will include the construction of a free standing retail facility with concrete slab-on-grade,masonry and steel framed.The proposed development will cover an area of approximately 11,658 square-feet and is located adjacent to an existing Bank of America Building. On-site parking, retaining wall and landscaping are planned to be associated with the development. 2.0 SITE LOCATIONS AND DESCRIPTION The site is rectangular in shape and covers an area of approximately 2 acres. The site is located at the northwest corner of El Camino Real and Encinitas Boulevard in Encinitas, California. The site is predominately surrounded by residential and commercial developments. 3.0 Site Preparation and Grading The grading work was performed between May 8,2009 and June 2, 2009. A representative of Salem Engineering Group, Inc., made observation and Testing. A total of 72 in-place density tests were conducted. The individual test data are stunmarized in the attached Table. Two samples of the on-site soil were tested in our laboratory for maxxunum dry density and sieve analyses tests. Results of the laboratory tests are also shown on the attached table. 11650 Mission Park Drive,Suite 105 * Rancho Cucamonga,CA 91730 • (909)980-6455 • Fax(909)980-6435 Project No. 3-608-4852 June 23,2009 Page 3 carry all surface water to collection facilities and off site. These grades should be maintained for the life of the project. Roof drains should be installed with appropriate downspout extensions out-falling on splash blocks so as to direct water a minimum of 5 feet away from the structures or be connected to the storm drain system for the development. 4.2 Foundations Bearing wall footings considered for the structure should be continuous with a minimum width of 12 inches and extend to a minimum depth of 18 inches below the lowest adjacent grade. Isolated column footings should have a minimum width of 18 inches and extend a minimum depth of 24 inches below the lowest adjacent grade. Footing concrete should be placed into neat excavation. The bottom of footing excavations should be maintained free of loose and disturbed soil. Footings constructed as recommended herein may be designed for the maximum bearing capacity shown below. These values are for dead and sustained live loads and may be increased by one-third (1/3) to include wind and seismic effects. Load Allowable Loadina Dead Load Only 1,850 psf Dead-Plus-Live Load 2,500 psf Total Load, Including Wind or Seismic Loads 3,300 psf For design purposes, total settlement due to static loading on the order of r/2 to 3V4 inch may be assumed for shallow foundations. Differential settlement due to static loading, along a 20-foot exterior wall footing or between adjoining column footings, should be V4 to i/2 inch, producing an angular distortion of 0.002. Most of the settlement is expected to occur during construction as the loads are applied. However, additional post- construction settlement may occur if the foundation soils are flooded or saturated. The footing excavations should not be allowed to dry out any time prior to pouring concrete Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.35 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of ' C pounds per cubic foot acting against the appropriate vertical footing faces. Tine frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A one-third increase. in the value above may be used for short duration,wind,or seismic loads. 4.3 Concrete Slabs-on-Grade We recommend that non-structural slabs-on-grade be a minimum of 4 inches thick. In areas where it is desired to reduce floor dampness where moisture-sensitive coverings are anticipated, construction should have a suitable waterproof vapor retarder (a minimum of 15 mils thick polyethylene vapor retarder sheeting) incorporated into the floor slab design.Tlie water vapor retarder should be decay resistant material complying with ASTM E96 not exceeding 0.04 perms, AS'M'I F154 and ASTM F,1745 Class A. The water vapor retarder (vapor barrier) should Project No. 3-608-0852 June 23, 2009 Page 5 passive pressure computation. A coefficient of friction of 0.35 may be used between soil subgrade and footings or slabs. The foregoing values of lateral earth pressures and frictional coefficients represent ultimate soil values and a safety factor consistent with the design conditions should be included in their usage. For stability against lateral sliding, which is resisted solely by the passive pressure, we recommend a miuumum safety factor of 1.5. For stability against lateral sliding, which is resisted by the combined passive and frictional resistance, a minimum safety factor of 2.0 is recommended. For lateral stability against seistnic loading conditions, we recommend a minimum safety factor of 1.1. 4.5 Retaining Walls Retaining and/or below grade walls should be drained with either perforated pipe encased in free-draining gravel or a prefabricated drainage system. The gravel zone should have a minimum width of 12 inches wide and should extend upward to within 1.2 inches of the top of the wall. The upper 12 inches of backfill should consist of native soils,concrete., asphaltic-concrete or other suitable backfill to minimize surface drainage into the wall drain system. The aggregate should be washed, evenly graded mixture of crushed stone, or crushed or uncrushed gravel, and should conform to ASTM D448, Size 57, with 100 percent passing a 1'/2-inch sieve and not more than 5 percent passing a No. 4 sieve. Prefabricated drainage systems, such as Miradrain0, EnkadrainO, or an equivalent substitute, are acceptable alternatives in lieu of gravel provided they are installed in accordance with the manufacturer's recommendations. If a prefabricated drainage system is proposed,our firm should review the system for final acceptance prior to installation. Drainage pipes should be placed with perforations down and should discharge in a non-erosive manner away from foundations and other improvements. The top of the perforated pipe should be placed at or below the bottom of the adjacent floor slab or pavements. The pipe should be placed in the center line of the drainage blanket and should have a minimum diameter of 4 inches. Slots should be no wider than 1/8-inch in diameter, while perforations should be no more than '%-inch in diameter. If retaining walls are less than 6 feet in height, the perforated pipe may be omitted in lieu of weep holes on 4 feet maximum spacing. The weep holes should consist of 4-inch diameter holes (concrete walls) or unmortared head joints (masonry walls) and placed no higher than 18 inches above the lowest adjacent grade. Two 8-inch square overlapping patches of geotextile fabric (conforming to Section 88-1.03 of the CalTrans Standard Specifications for "edge drains") should be affixed to the rear wall opening of each weep hole to retard soil piping. During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand operated equipment("whackers," vibratory plates,or pneumatic compactors) should be used to compact the backfill soils. 4.6 Utility Pipe Bedding and Backfilling Utility trenches should be excavated according to accepted engineering practice following OSHA (Occupational Safety and Health Administration) standards by a contractor experienced in such work. '.Fhe responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon Project No. 3-608-0852 June 23,2009 Page 7 Respectfully submitted, SALEM Engineering Group,Inc. .. ., CIarence T.Jiang; Project Engineer RCF NC).50233/RGE N<).2477 ��Or CA�-i` cr, a, s ss (ON ss so. o, a, a. ssssc, ss p ppCn ch .0 O g C 0 0 0 0 0 0 0 0 0 0 0 C07 0 0 0 0 d 0 0 +� O O O O O O O 0 0 0 C7 C C C 'b w CtJ N N $'V 3�V N �i N N N �*1 N N N N �1 N N N N N N N N N N N N N N N N N ID � C, T s 6� C, A tQn � N � t� In U, t.t7 tf! to tfi tl") 1!) to to to to In lf) tf) tfi tY7 if) •6 'G TS 'C '� '� 'G '� '� 'G 'Li TS '+3 Tl 23 b '3 'L TJ 'L., to m ro m m m m m m m m m m cn M ro m m m m co m m m m m (z ro m m m A A G wtoo� mcncncaas cncommmaamwrAwm � m � mmmmm � mmaJSa q Ol tI! t/i y V! q y t!f 1t! Vi f71 a: ft. ffcaH tl V V M O H ell a y h cd�! a y aH, oVfi t a�t7,f w H �C71 a itl aV»1 w 4a PP4 Coal. P. 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Kennedy Pkwy, #203 Fort Collins, CO 80525 Subject: COMPACTION TESTING REPORT-FINAL WALGREEN'S PHARMACY 1320 ENCINITAS BLVD. ENCINITAS,CALIFORNIA Dear Mr.Tidwell: At your request and authorization, SALEM Engineering Group, Inc. (SALEM), has prepared this Final Compaction Testing Report for the above-referenced site. A representative of Salem Engineering Group, Inc., conducted compaction testing for the subject project from November 12, 2008 through October 24, 2009. The individual test data are summarized in the attached tables. The depth and frequency of testing was directed at providing a preliminary evaluation of the soils, aggregate base and asphalt compaction. The in-place density and moisture tests were performed using a nuclear gauge in accordance with ASTM Test Methods D2922 and D3017. The locations were determined by pacing and steel tape and should be considered accurate to within 0.5 and 5 feet in vertical and lateral dimension,respectively. Based on the result of the in-place density tests, it is concluded that the utility trenches, sewer trenches, electrical trenches, gas trenches, fire hydrant trenches, storm drain trenches, main water-line trenches, plumbing trenches, sidewalks, drive-thru, curb & gutter, parking area, retaining wall backfill, street improvements, have been placed in accordance with accepted engineering practice and has been compacted to a minimum of 90 or 95 percent of maximum density based on ASTM D1557 Test Method. The fill materials have been properly backfilled, moisture-conditioned, compacted and are suitable for their intended use. Should you have questions regarding this report or need additional information, please contact the undersigned at (909) 980-6455. Respectfully submitted, QPOFESS/ON SALEM Engineering Group,Inc. 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GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED WALGREENS PHARMACY NWC EL CAMINO REAL AND ENCINITAS BOULEVARD ENCINITAS,CALIFORNIA PREPARED FOR: MIL DILI.ON TIDWELI. _ HUDO PHOENDC,LLC 4757 EAST GREENWAY ROAD,SUITE 10711-23 PHOENIX,AL 85032 AND PROJECT ARCHIT'EC'T WALGREEN COMPANY 106 WILMOT ROAD,MS#1620 DEERFIELD,IL 60015 PREPARED BY: ®ENGINEERING GROUP,INC. 4055 W.SaAwAvE, SUITE 110 FREsNo,CALIFORNIA 93722 _ (559) 271-9700 Job No.207-099 May 16,2007 4055 W. Shaw Avenue,Suite 110 • Fresno,CA 93722 • (559)271-9700 • Fax(559)275-0827 Engineerin g Group,, Inc. p May 16,2007 Job No.207-099 Mr.Dillon Tidwell and Project Architect HUDO Phoenix,LLC and Walgreen Company 4757 East Greenway Road,Suite 10713-23 106 Wilmot Road,MS#1620 Phoenix,AZ 85032 Deerfield,IL 60015 Re: Geotechnical Engineering Investigation Proposed Walgreens Pharmacy NWC El Camino Real and Encinitas Boulevard Encinitas,California Gentlemen: At your request and authorization, SALEM Engineering Group, Inc (SALEM) has prepared this Geotechnical Engineering Investigation for the site of the proposed Walgreens Pharmacy to be located in Encinitas,California. We appreciate the opportunity to assist you with this project Should you have questions regarding this report or need additional information,please contact the undersigned at(559)271-9700. -- Respectfully submitted, A� FESS`a,,, SALEM Engineering Group, Inc. GO 1 EM ?/G. rn I Cr l, =:p. I:e:..3i, P. ttt111 a R-Sammy Salem,MS,PE,GE,REA Principal Engineer RCE 52762/ RGE 2549 Distribution: HUDO Phoenix,LLC(4 copies) 4055 W.Shaw Avenue,Suite 110 • Fresno,CA 93722 • (559)271-9700 Fax(559)275-0827 NoText TABLE OF CONTENTS 1.0 INTRODUCTION...............................•---------....................----........_._.........._........----......._...............-.........•......1 2.0 PROJECT DESCRIPTION......................... -----------------------------.................................................... 1 3-0 SITE LOCATION AND DESCRIPTION-•-•---•.............................•-••-----------•---............-----..................._....2 4.0 GEOLOGIC/SEISMIC CONDITIONS...................................................................................... 2 5.0 PURPOSE AND SCOPE...................................................... 4 6.0 FIELD EXPLORATION ..........................................................-----.------------------------------ 4 7.0 LABORATORY TESTING....................................................-......................................................... 5 8.0 SOIL AND GROUNDWATER CONDITIONS........................................................................................5 9-0 CONCLUSIONS AND RECOMMENDATIONS..................---------------------------- 6 9.1 Site and Subsurface Conditions.............................................. °....................- ... ............ 8 9.2 Soil Liquefaction and Seismic Settlement.................•-...... •.......................................--.............. •............8 9.3 Site Preparation and Grading.................. ---------..................-........................................................................9 9-4 billing and Compaction............... 9.5 Surface Drainage Control........................-----.........................---------..................................................................11 9.6 Excavation Stability............................................................ ...........................................................................l l 9.7 Foundations -Conventional...............................---------..-...----------....---------------•---------------•-------------•-------------•-12 9.8 Foundations-Caissons-----....................-.---..............................................---------------------------------------------------------------------12 9.9 Concrete Slabs-on-Grade.......................................•----.------------------------•-•------- --------------•--•------•--13 9-10 Lateral Earth Pressures and Frictional Resistance-------------------------------------------_-------------------------------------------13 9.11 Retaining Walls........................•--....................... ----------------------------------------- -------------....................................14 _ 9.13 Utility Pipe Bedding and Backfillings.............. ............. ..............................•--••-----•-•--•---......----.............15 9.14 Pavement Design..................................................................................--•-.........................................................16 9.15 Site Cocfficient........................................................................................--------------------------------------------------------17 ~ 10-0 PLAN REVIEW,CONSTRUCTION OBSERVATIONS AND TESTING.......................................18 11.0 CHANGED CONDITIONS................................................................................ ..18 SITEPLAN ...---...---•-------•.......................................•----.........------------..........._........-•-•-----------•----...............Following Text LOGS OF BORINGS(i TO 11)/LABORATORY TESTING.........................................................Appendix A _. GENERAL EARTHWORK/PAVEMENT SPECIFICA7'IONS--------------------------------------------------------Appendix B Engineering Group, Inc. GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED WALGREENS PHARMACY NWC EL CAMINO REAL AND ENCINITAS BOULEVARD ENCINITAS,CALIFORNIA - 1.0 INTRODUCTION This report presents the results of our Geotechnical Engineering Investigation for the site of the proposed Waw—ris pharmacy to be located at the northwest corner of El Camino Real and Encinitas Boulevard in Encinitas,California. The investigation included a field exploration program of drilling a total of elevenl0 to 37-foot test borings, the collection of intact and bulk soil samples,and a variety of laboratory tests to supplement the field data. In addition, two R-Value Tests were conducted within the proposed paved areas at the site. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, Engineered Fill,utility trench backfill,drainage and landscaping, foundations,concrete floor slabs and exterior flatwork, retaining walls, soil liquefaction, seismic-induced settlement, soil cement reactivity,and pavement design_ The location of the test borings, R-Value tests are shown on the Site Plan, following the text of the report. The results of the field exploration and laboratory test data are included in Appendix "A." Earthwork / Pavement Specifications are presented in Appendix "B." If conflicts in the text of the report occur with the specifications in the appendices,the recommendations in the text of the report have precedence. _ 2.0 PROJECT DESCRIPTION We understand that design of the proposed development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis,it is understood that development will include the construction of a free standing retail facility with concrete slab-on-grade, _ (exterior) masonry and steel framed with wall loadings of 4 kips per lineal foot and column loadings of 80 kips, and associated site improvements including parking facilities, utilities and landscaping. The proposed development will cover an area of approximately 11,658 square-feet and is located adjacent to an existing Bank of America Building. On-site parking,retaining wall,and landscaping are planned to be associated with the development. Site grading plan was not available at the time of preparation of this report- As the existing project area is essentially level, we anticipate that cuts and fills during earthwork will be minimal and limited to providing a level building pad and positive site drainage- In the event that changes occur in the nature or design of the project, the conclusions and recommendations contained in this report Will not be considered valid unless the changes are reviewed and the conclusions of our report are modified. 4055 W.Shaw Avenue,Suite 110 • Fresno,CA 93722 (559)271 9700 e Fax(559)275-0827 3-0 SITE LOCATIONS AND DESCRIPTION The total site(including the Bank of America)is rectangular in shape and covers an area of apprwimately 2± acres_ The site is located at the northwest corner of El Camino Real and Encinitas Boulevard in Encinitas, California_ Bank of America occupies the southeastern portion of the site. Predominantly residential and commercial developments surround the site. The central and northern portion of the site is covered with asphaltic concrete pavement. The southern portion of the site is covered with landscaping. A 6-foot retaining wall is located along the southern edge of the site. The southwestern corner of the site is located approximately 13 feet lower than adjacent Encinitas Boulevard_ This site is relatively level with no major changes in grade_ A preliminary (visual) evaluation of the condition of the two existing structures was performed with respect to settlement-related cracks. The existing building appears in good condition for their age. No cracks were noted_ Minor cracks were noted in the asphaltic-concrete pavement These cracks appear to be related to the lack of routine of maintenance. 4.0 GEOLOGIC/SEISMIC CONDITIONS The subject site is located near the Peninsular Range Geomorphic Province. The Peninsular Range Province is characterized by northwest trending mountain ranges separated by subparallel fault zones_ The mountain ranges are underlain by basement rocks consisting of Jurassic metavolcanic and metasedimentary rocks and Cretaceous igneous rocks of the southern California batholith. Surface and near surface deposits of the Peninsular Range Province are composed of late Cretaceous,Tertiary, and Quatemary sediments that flank the mountain ranges to the northeast and southwest- The local geologic area is underlain by Tertiary to Recent deposits formed by erosion of these mountains,or by near-shore deposits associated with current and former coastal areas. Subsurface lithologies at the subject site are generally composed of artificial fill, colluvium,and formational materials. According to the Geologic Map of the Oceanside 30' x 60' Quadrangle, California (2005) by the California Geological Survey,the subject site is underlain by bedrock of the middle Eocene Torrey Sandstone,very near a formational contact with overlying Late Pleistocene to Holocene young alluvial flood plain deposits. The Torrey Sandstone is predominantly a to medium- to coarse-grained arkosic sandstone The young alluvial flood plain deposits are mostly poorly consolidated,well graded,and permeable sediments deposited on flood plains originating from highlands to the east. Based on our subsurface investigation, near-surface deposits at subject site are comprised of coliuvium consisting of serni-consolidated sands, silty sands, and minor silt derived from erosion of surrounding bedrock Deposits encountered on the subject site during exploratory drilling are discussed in detail in this report- The Los Angeles/San Diego region is dominated by northwest-trending faults and adjacent anticlinal uplifts, with intervening deep synclinal troughs filled with unconsolidated to poorly consolidated sediments. Tectonism of the region is dominated by the interaction of the East Pacific Plate and the North American Plate along a transform boundary. This current plate configuration contrasts with regional tectonics prior to 29 million years ago,when fore-arc sedimentation was controlled by subduction beneath the North American Job No.207-099 2 ®Engineering Group,Inc. Plate. Deformation in the region has generally been recognized as predominately strike-slip faulting on the northwest-trending right lateral faults with associated wrench fault uplifts. Strike-slip faulting occurs on the San Andreas Fault System, which includes the subparallel Newport-Inglewood, Rose Canyon, Whittier- Elsinore,and the San Jacinto Fault Zones. The Rose Canyon Fault is the nearest fault(active or inactive)and is located approximately 4 miles southwest of the subject site. The Rose Canyon fault has been considered a southern extension of the Newport-Inglewood fault zone (Covey, 1954; Moore 1972) and a northern _ extension of both the Los Buenos and the San Miguel faults (Wiegand, 1970;Moore,1972)_ No evidence of faulting was noted at the subject during our investigation. Based on the proximity of several dominant active faults and seismogeaic structures, as well as the historic seismic record, the area of the subject site is considered subject to high seismicity. Numerous moderate to large earthquakes have affected the area of the subject site within historic time. The nearest significant earthquake to the subject site that has occurred in the historic record is the San Juan Capistrano—San Diego area earthquake of 1800. Adobe walls were cracked at the San Juan Capistrano and San Diego Missions (CDMG Special Publication 116). An earthquake of magnitude greater than 6.5 is required to damage these two missions that are approximately 55 miles apart- The epicenter is believed to have been halfway between the two locations along either the Rose Canyon or Elsinore faults- The Alquist-Priolo Geologic Hazards Zones Act went into effect in March, 1973. Since that time,the act has been amended ten times (Hart,1994). The purpose of the Act, as provided in DMG Special Publication 42 (SP 42),is to "prohibit the location of most structures for human occupancy across the traces of active faults and to mitigate thereby the hazard of fault-rapture." The act was renamed the Alquist-Priolo Earthquake Fault Zoning Act in I994, and at that time,the originally designated"Special Studies Zones"was renamed the"Earthquake Fault Zones." As indicated by SP 42, "the State Geologist is required to delineate `Earthquake Fault Zones' along known active faults in California. Cities and counties affected by the zones must regulate certain development 'projects'within the zones. They must withhold development permits for sites within the zones until geologic investigations demonstrate that the sites are not threatened by surface displacement from future faulting. The State Mining and Geology Board provides additional regulations(policies and Criteria) to guide the cities and counties in their implementation of the law (CCR,Tide 14, Division 2)." Review of current Fault-Rupture Hazard Zone mapping indicates that the subject site is not within a Fault-Rupture Hazard Zone. The nearest mapped Fault-Rupture Hazard Zones are located at least 19 miles northeast of the site and are associated with the Elsinore Fault Zone_ No evidence of surface faulting was observed on the property during our reconnaissance_ In 1990,the California State Legislature passed the Seismic Hazard Mapping Act to protect public safety from the effects of strong shaking, liquefaction, landslides, or other ground failure, and other hazards caused by earthquakes. The Act is codified in the Public Resources Code as Division 2, Chapter 7.8, Sections 2690- 2699.6 and became operative on April 1, 1991. The program and actions mandated by the Seismic Hazards Mapping Act closely resemble those of the Alquist-Ptiolo Earthquake Fault Hazards Zones Act The Act requires that the State Geologist delineate various seismic hazards zones on Seismic Hazards Zones Maps. ` Specifically, the maps identify areas where soil liquefaction and earthquake-induced landslides are most likely to occur. The Act directs cities,counties, and state agencies to use the maps in their land use planning and ^' permitting processes. A site-specific geotechnical evaluation is required prior to permitting most urban developments within the mapped zones. The Act also requires sellers of real property within the zones to disclose this fact to potential buyers. Job No_207-099 3 ®Engineering Group,Inc. Approximately 85 Seismic Hazard Zone Maps have been prepared in the Southern California area as of this writing_ Production of a Seismic Hazard Zone Map for the Encinitas 7.5 minute quadrangle has not occurred_ Therefore, the site is not currently located within areas identified where historic occurrences of liquefaction and/or landslide movement or local topographic,local geological,geotechnical and groundwater conditions indicate a potential for perni nent ground displacements such that mitigation as defined in Public Resources Code Section 2693(c)would be required. Due to the high seismicity of the region and the proximity of the site to active faults and other seismogenic structures, the property is considered subject to relative high groundshaking. The subject site is located in Seismic Zone 4 as defined by the Uniform Building Code, and the proposed structures should be designed accordingly. The review of readily available references pertinent to the subject site indicate that structures should be designed to resist moderate earthquakes with a low probability of structural damage. Such design shall resist major or severe earthquakes with some structural damage, but with a low probability of collapse The moderate and major earthquakes have been interpreted to represent the maximum probable and maximum credible earthquakes, respectively. The maximum credible earthquake is defined as the largest event that a specific fault is theoretically capable of producing within the presently known tectonic framework and is established based on mechanical relationships of the fault and fault mechanisms and does not consider rate of recurrence or probability of occurrence. The maximum probable earthquake is generally defined as that seismic event along a particular fault,which has a 10 percent probability of being exceeded in 50 years. A review of available pertinent, published, geologic maps suggests that no geologic hazards, such as faults, suspected landslides or areas of potential soil liquefaction exist at or within the immediate vicinity(within two hundred fifty feet 12501 of the site),and none were observed during our field evaluation. The nearest known Iocal active faults are part of the Rose Canyon Fault Zone, which lies approximately four (4) miles to the southwest. Other major active faults in the Southern California region that may affect the site are the Coronado Banks, Elsinore, San Jacinto and San Andreas Fault Zones, which he approximately sixteen (16) miles to the southwest, and twenty six(26)miles to the northeast,forty nine(49)miles to the north east,and sixty nine(69)miles to the northeast from the site,respectively. 5.0 PURPOSE AND SCOPE The purpose of this investigation is to evaluate the subsurface conditions encountered during field exploration and to provide geotechnical engineering recommendations for site preparation, earthwork procedures, and foundation and slab system design parameters. The scope of our investigation included a program of field exploration,laboratory testing,engineering analysis and preparation of this report_ 6.0 FIELD EXPLORATION Our field exploration consisted of site surface reconnaissance and subsurface exploration. The exploratory tests boring(B-1 through B-11) were drilled on March 6, 2006 within the proposed building and pavement areas at the approximate locations shown on Figure 1, Site Plan. In addition, three R-Value Samples (R-1 thru R-3) were collected from the proposed paved areas at the site. The test borings were advanced with a 6'/2-inch diameter auger rotated by a truck-mounted CME-45 drill rig- The test borings were extended to depths ranging from 10 to the auger refusal depth of 37 feet below the existing grade. Job No.207-099 4 ®Engineering Group, Inc. The materials encountered in the test borings were visually classified in the field,and logs were recorded by a _ Professional Engineer at that time_ Visual classification of the materials encountered in the test borings was generally made in accordance with the Unified Soil Classification System(ASTM D2487). A soil classification chart and key to sampling is presented on the Unified Soil Classification Chart,in Appendix"A_" The logs of the test borings tests are presented in Appendix"A." Subsurface soil samples were obtained by driving a Modified California sampler. Penetration resistance blow counts were obtained by dropping a 140-pound harnmer through a 30-inch free fail to drive the sampler to a _ maximum depth of 18 inches. The number of blows required to drive the last 12 inches is recorded as Penetration Resistance(blows/foot)on the logs of borings_ Soil samples were obtained from the test borings at the depths shown on the logs of borings. The samples were recovered and capped at both ends to preserve the samples at their natural moisture content. At the completion of drilling and sampling,the test borings were backfilled with drill cuttings. 7.0 LABORATORY TESTING Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of _ natural moisture, density, shear strength, consolidation potential, expansion, gradation, R-Value, and moisture-density relationships of the materials encountered. In addition, chemical tests were performed to evaluate the corrosivity of the soils to buried concrete and metal. Details of the laboratory test program and the results of laboratory test are summarized in Appendix "A." This information, along with the field observations, was used to prepare the final boring logs in Appendix"A." 8.0 SOIL AND GROUNDWATER CONDITIONS Based on our findings, the subsurface conditions encountered appear typical of those found in the geologic region of the site. Portion of the site was covered with 5/z to 10 inches of asphaltic concrete/aggregate base material. In general,the surface soil predominately consisted of 6 toll inches of very loose silty sand or silty sand/sandy silt. These soils are disturbed, have low strength characteristics, and are highly compressible when saturated. During our investigation, up to 15 feet of fill material was encountered within the northern portion of the site. The fill matetial predominately consisted of silty sand or silty sand/sand The thickness and extent of fill material was determined based on limited test borings. Thicker fill may be present at the site. Testing and _ inspection reports performed on the fill placement within the project site were not available as of this report date_ Limited testing was performed on the fill soils at the time of our investigation. The limited testing indicates that compaction effort was applied to the fill material. Below the asphaltic concrete pavements and — the fill material, predominantly medium to dense silty sand,sand,or silty sand/sand was encountered_ Field and laboratory tests suggest that these soils are moderately strong and slightly compressible_ The upper soils, however,are moderately compressible_These soils extended to the termination depth of out borings_ Job No.207-099 5 ®Engineering Group,Inc The soils were classified in the field during the drilling and sampling operations. The stratification lines were approximated by the field engineer on the basis of observations made at the time of drilling. The actual boundaries between different soil types may be gradual and soil conditions may vary. For a more detailed description of the materials encountered, the Boring Logs (Figures A-1 through A-11, in Appendix "A') should be consulted. The Boring Logs include the soil type,color, moisture content,dry density, and the applicable Unified Soil Classification System symbol.The locations of the test borings were determined by measuring from features shown on the Site Plan,provided to us. Hence,accuracy can be implied only to the degree that this method warrants. A Photoionization Detector (PID) scan was performed on the samples collected from the site during our drilling operations to determine the general level of volatile organic compound (VOC) vapors within the subsoils to preliminarily identify for potential VOC contamination. All soil samples were also examined by a Geotechnical Engineer to check for odors and/or discolomdons indicative of potential hydrocarbon or other apparent contamination. A VOC vapor scan was conducted on each soil sample,with a PID equipped with an 11.7 eV lamp calibrated to benzene, to check for the presence of VOC vapors. No VOC odors or discoloration were detected in the soil samples. Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Free groundwater was not encountered. It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project_ The evaluation of such factors is beyond the scope of this report. 9.0 CONCLUSIONS AND RECOMMENDATIONS Based upon the data collected during this investigation,and from a geotechnical engineering standpoint, it is our opinion that the site is suitable for the proposed construction. The proposed buildings may be supported on shallow reinforced concrete foundations provided that the recommendations presented herein are incorporated in the design and construction of the project. Presently, a portion of the site is occupied with an existing bank building with associated paved parking_ - Buried structures encountered during construction should be properly removed and the resulting excavations backfilled. It is suspected that possible demolition activities of the existing pavement may disturb the upper soils. After demolition activities, it is recommended that disturbed soils within building pad and exterior flatwork areas be removed and/or recompacted. Presently,the remainder of the site is covered by a sparse vegetation growth and the surface soils have a loose consistency. These soils are disturbed, have low strength characteristics,and are highly compressible when saturated. Accordingly,it is recommended that these surface soils be recompacted. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation. Job No_207-099 6 ®Engineering Group,Inc. During our investigation, up to 15 feet of fill material was encountered within the northern portion of the site_ The fill material predominately consisted of silty sand. The thickness and extent of Ell material was detennined based on limited test borings_ Thicker fill may be present at the site. Testing and inspection reports performed on the fill placement within the project site were not available as of this report date. Limited testing was performed on the fill soils at the time of our investigation- The limited testing indicates that compaction effort was applied to the fill material_ It is recommended that the compaction report be provided to SALEM Engineering Group, Inc for review. If conclusive compaction testing reports are not available, additional testing should be performed to verify the structural integrity of the Ell material. Fill soils which have not been compacted properly and certified, should be excavated and recompacted- Prior to fill placement, to SALEM Engineering Group, Inc. should inspect the bottom of the excavation to verify that no additional excavation is required. The upper soils within the project site are moderately compressible under saturated conditions. Accordingly, mitigation measures are recommended to reduce potential excessive soil settlement To minimize post- construction soil movement,it is recommended that at least 2 feet below the base of the footings and the slab - system be excavated, moisture-conditioned as necessary, and recompacted. The over-excavation should extend a minimum of S feet beyond footing lines. The contractor may elect to over-excavate the entire building area to a depth of 2 feet below the footings. Recommendations pertaining to the removal and recompaction of these moisture-sensitive soils are presented herein. The exposed subgrade in exterior flatwork, and pavement areas should be scarified to a depth of 12 inches, worked until uniform and free from large clods, moisture-conditioned as necessary, and recompacted to a minimum of 95 percent of maximum density based on ASTM D1557 Test Method. The shrinkage on recompacted soil and fill placement is estimated at 15 to 20 percent. Subsidence within building areas will be less than 0.01 feet, due to the recommended over-excavation. Subsidence within parking areas,below the 12-inch recompaction depth,is estimated at 0.1 feet- Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations_ Shoring or sloping back trench sidewalls may be required within these sandy soils. _ liquefaction potential was evaluated at the site. The liquefaction analysis indicated that the site soils had a potential for liquefaction under seismic conditions. However, the seismic induced settlement is within tolerable limits.Therefore,no mitigation measures are warranted. After completion of the recommended site preparation, the site should be suitable for shallow footing support The proposed structure footings may be designed utilizing an allowable bearing pressure of 2,500 psf for dead-plus-live loads_ Footings should have a minimum embedment of 18 inches. Detailed geotechnical engineering recommendations are presented in the remaining portions of the text The recommendations are based on the properties of the materials identified during our investigation- Job No.207-099 7 ®Engineering Group,Inc_ 9.1 Groundwater Influence on Structures/Construction Based on our Endings and historical records,it is not anticipated that groundwater will rise within the zone of structural influence or affect the construction of foundations and pavements for the project_ However, if earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated,"pump,"or not respond to densification techniques_ Typical remedial measures include:discing and aerating the soil during dry weather,mixing the soil with dryer materials;removing and replacing the soil with an approved fill material;or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. 9.2 Soil Liquefaction and Seismic Settlement Soil liquefaction is a state of soil particles suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events_ To evaluate the liquefaction potential of the site,the following items were evaluated: 1) Soil type 2) Groundwater depth 3) Relative density 4) Initial confining pressure 5) Intensity and duration of groundshaking The soils encountered within the depth of 37 feet on the project site,predominately consisted of alternative layers of medium dense to very dense silty sand,sand, silty sand/sand- Low to very low cohesion strength is associated with the sandy soil. Groundwater was not encountered during our subsurface exploration. The site was evaluated for liquefaction potential. A seismic hazard, which could cause damage to the proposed development during seismic shaking,is the post-liquefaction settlement of the liquefied sands_ Our liquefaction potential evaluation is based on a review of site conditions documented during our investigation. LIQUEFY 2,computer program was used for the Empirical Predication of Earthquake-Induced Liquefaction potential. The program incorporates recently developed procedures for the performance of Empirical Liquefaction Analysis using Seed and others (1985) procedures. LIQUEFY 2 program, developed by Thomas F. Blake, used the soils that were generated during the investigation, (density,blow count,depth of water, percent fines) to predict the liquefaction. The liquefaction analysis indicated that the site soils had a Potential for liquefaction under seismic conditions_ However, the seismic induced settlement is within tolerable limits_Therefore,no mitigation measures are warranted One of the most common phenomena during seismic shaking accompanying any earthquake is the induced settlement of loose unconsolidated soils_ Based on site subsurface conditions, and the moderate to high seismicity of the region, any loose fill materials at the site could be vulnerable to this potential hazard. - However, this hazard can be mitigated by following the design and construction recommendations of our Job No.207-099 8 ®Engineering Group,Inc. Geotechnical Engineering Investigation (over-excavation and rework of the loose soils and/or fill). Based on the moderate penetration resistance measured, the native deposits underlying the surface materials do not appear to be subject to significant seismic settlement. 93 Site Preparation and Grading The upper 2 to 4 inches of the soils containing asphaltic concrete, vegetation, roots and other objectionable organic matter encountered at the time of grading should be stripped and removed from the building and _ pavement areas and at least 5 feet outside the building perimeter. Deeper stripping may be required in localized areas. These materials will not be suitable for use as Engineered F& However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. Of primary importance in the development of this site is the removal/recompaction of moisture-sensitive and potentially compressible soils from the areas of the proposed structures. To minimize post-construction soil movement_ it is recommended that at least 2 feet below the base of the footing and the slab system be excavated moisture-conditioned as necessary_ and recompacted to a minimum of 95 percent of maximum density based on ASIM D1557 Test Mc hod Therefore if the footings are 18 inches deep the total depth of recompaction within the proposed footing area should be Y et. The over-excavation should extend a minirnurm of 5 feet beyond footing lines_ Native sand, silty sand, or silty sand/sand soils are suitable for reuse as Engineered Fill. Over-excavation should extend to a minimum of S feet beyond the structural elements. Fill material should be compacted to a minimum of 95 percent of maximum density based on ASTM D1557 Test Method The contractor may choose to excavate the entire - site to 2 feet below the bottom of the footings. If this alternative is used, surface preparation may be accomplished concurrently with building foundation site preparation. Following stripping operations, the exposed subgrade within proposed pavement areas should be excavated/scarified to a depth of at least 12 inches,worked until uniform and free from large clods,moisture- conditioned as necessary, and recompacted to a minimum of 95 percent of maximum density based on ASTM'Test Method D1557. Limits of recompaction should extend 5 feet beyond structural elements. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation_ Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. The shrinkage on recompacted soil and fill placement is estimated at 15 to 20 percent. _ Presently, a portion of the site is occupied with an existing building with associated paved parking. Buried structures encountered during construction should be properly removed and the resulting excavations backfilled. It is suspected that possible demolition activities of the existing pavement may disturb the upper soils. After demolition activities, it is recommended that disturbed soils within building pad and exterior flatwork areas be removed and/or recompacted. Job No_207-099 9 ®Engineering Group,Inc. The upper soils, during wet winter months, become very moist due to the absorption characteristics of the soil Earthwork operations performed during winter months may encounter very moist unstable soils,which may require removal of soil to a stable building foundation. Project site winterization consisting of placement of aggregate base and protecting exposed soils during construction should be performed. Excavations,depressions,or soft and pliant areas extending below planned finished subgrade levels should be cleaned to firm, undisturbed soil and backfilled with Engineered Fill- Any buried structures encountered during construction should be properly removed and backfilled. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Geotechnical Engineer. Any other buried structures should be removed in accordance with the recommendations of the Geotechnical Engineer. Resulting excavations should be properly backfilled. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Geotechnical Engineer may reject any material that does not meet compaction and stability requirements_ Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and in Section 9.4. 9.4 Filling and Compaction The organic-free,on-site soils are silty sand,sand,silty sand/sand. The sandy soils will be suitable for reuse as engineered fill,provided they are cleansed of excessive organics and debris. The preferred materials specified for engineered fill are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the Contractor,since he has complete control of the project site. Imported non-expansive non-corrosive fill should consist of a well-graded,slighdy cohesive silty fine sand or sandy silt,with relatively impervious characteristics when compacted_ This material should be approved by the Engineer prior to use and should typically possess the following characteristics: Maximum Percent Passing No.200 Sieve S0 Maximum Particle Size 3" Maximum Plasticity Index 10 Maxirnum UBC Standard 29-2 Expansion Index IS Fill soils should be placed in lifts approximately 6 inches thick, moisture-conditioned as necessary and compacted to achieve at least 95 percent of the maximum dry density as determined by ASTM D1557_ Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Job No.207-099 10 ®Engineering Group,Inc. 9.5 Surface Drainage Control The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets - or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients maintained to carry all surface water to collection facilities and off site. These grades should be maintained _ for the life of the project. Roof drains should be installed with appropriate downspout extensions out-falling on splash blocks so as to direct water a minimum of 5 feet away from the structures or be connected to the storm drain system for the development- 9.6 Excavation Stability Temporary excavations planned for the construction of the proposed building and other associated underground structures may be excavated, according to the accepted engineering practice following _ Occupational Safety and Health Administration(OSHA) standards by a contractor experienced in such work_ Open,unbraced excavations in undisturbed soils should be made according to the table below_ Recommended Excavation Slopes - Depth of Excavation ft Slope HorizontalNertical 0-5 1:1 5-10 1 V7:1 If, due to space limitation, excavations near existing structures are performed in a vertical position, braced shorings or shields may be used for supporting vertical excavations_ Therefore,in order to comply with the local and state safety regulations, a properly designed and installed shoring system would be required to accomplish planned excavations and installation. A Specialty Shoring Contractor should be responsible for the design and installation of such a shoring system during construction_ Braced shorings should be designed for a maximum pressure distribution of 30H,(when H it the depth of the excavation in feet). -Ibe foregoing does not include excess hydrostatic pressure or surcharge loading. Fifty percent of any surcharge load,such as construction equipment weight,should be added to the lateral load given herein_ Equipment traffic should concurrently be limited to an area at least 3 feet from the shoring face or edge of the slope. The excavation and shoring recommendations provided herein are based on soil characteristics derived from the test borings within the area. Variations in soil conditions will likely be encountered during the - excavations. SALEM Engineering Group, Inc. should be afforded the opportunity to provide field review to evaluate the actual conditions and account for field condition variations not otherwise anticipated in the preparation of this recommendation Slope height, slope inclination,or excavation depth should in no case exceed those specified in local,state, or federal safety regulation, (e.g. OSHA) standards for excavations,29 CTR part 1926,or Assessor's regulations. Job No.207-099 ®Engineering Group,Inc. _ ll 9.7 Foundations-Conventional Bearing wall footings considered for the structure should be continuous with a minimum width of 12 inches and extend to a minimum depth of 18 inches below the lowest adjacent grade. Isolated column footings should have a minimum width of 18 inches and extend a minimum depth of 24 inches below the lowest adjacent grade. Footing concrete should be placed into neat excavation.The bottom of footing excavations should be maintained free of loose and disturbed soil Footings constructed as recommended herein may be designed for the maximum bearing capacity shown below.These values are for dead and sustained live loads and may be increased by one-third(1/3)to include wind and seismic effects. _ Load Allowable Loading Dead Load Only 1,850 psf Dead-Plus-live Load 2,500 psf Total Load,Including Wind or Seismic Loads 3,300 psf For design purposes, total settlement due to static loading on the order of V2 to '/. inch may be assumed for shallow foundations. Differential settlement due to static loading, along a 20-foot exterior will footing or between adjoining column footings,should be 'A to '/z inch,producing an angular distortion of 0.002. Most of the settlement is expected to occur during construction as the loads are applied. However,additional post- construction settlement may occur if the foundation soils aze flooded or saturated. The footing excavations should not be allowed to dry out any time prior to pouring concrete Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.35 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 3SO pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A one-thud increase in the value above may be used for short duration,wind,or seismic loads. 9.8 Foundations-Caissons If deep foundations are utilized,it is recommended that these structures be supported on caissons using an allowable sidewall friction of 450 psf. This value is for dead-plus-live loads_ This value may be increased by one-thud for short duration loads,such as wind or seismic. Uplift loads can be resisted by caissons using an allowable sidewall friction of 275 psf of the surface area and the weight of the pier. Caissons should have a minimum embedment depth of 10 feet. The total settlement of the caissons is not expected to exceed 1 inch. Differential settlement should be less than '/z inch. Most of the settlement is expected to occur during construction as the loads are applied. Job No.207-099 12 ®Engineering Group,Inc. 9.9 Concrete Slabs-on-Grade We recommend that non-structural slabs-on-grade be a tninirnum of 4 inches thick. In areas where it is - desired to reduce floor dampness where moisture-sensitive coverings are anticipated, construction should have a suitable waterproof vapor retarder(a minimum of 15 arils thick polyethylene vapor retarder sheeting) incorporated into the floor slab design.The water vapor retarder should be decay resistant material complying with ASTM E96 not exceeding 0.04 perms, ASTM E154 and ASTM E1745 Class A. The water vapor ' retarder (vapor barrier) should be installed in accordance with ASTM Specification E 1643-94. Because of the importance of the membrane,joints and perforations should be properly sealed.The vapor barrier should be underlain by six (6) inches of compacted granular aggregate subbase material conforming to ASTM D- 2940-03 with at least 95 percent passing a V/2-inch sieve and not more than 8% passing a No. 200 sieve to - prevent capillary moisture rise. The aggregate subbase should be moisture-conditioned as necessary, and compacted to a minimum of 95 percent of maximum density based on ASTM Test Method D1557. The subgrade should be kept in a moist condition until time of slab placement The concrete maybe placed directly on vapor retarder. The vapor retarder should be inspected prior to concrete placement. Cut or punctured retarder should be repaired using vapor retarder material lapped 6 inches beyond damaged areas and taped. In order to regulate cracking of the slabs, we recommend that full depth construction joints or control joints be provided at a maximum spacing of 12 feet in each direction. Control joints should have a minimum of one-quarter of the slab thickness" The exterior floors should be poured separately in order to act independently of the walls and foundation system. Exterior finish grades should be sloped a minimum of 1 to V/z percent away from all interior slab areas to preclude ponding of water adjacent to the structures. All fills required to bring the building pads to grade should be Engineered Fills It is recommended that the concrete slab be reinforced to reduce crack separation and possible vertical offset at the cracks. The concrete slab should be reinforced using a No.3 reinforcing bar placed on 18-inch centers. Slabs subject to structural loading may be designed utilizing a modulus of subgrade reaction K of 200 pounds per square inch per inch" The K value was approximated based on inter-relationship of soil classification and bearing values(Portland Cement Association,Rocky Mountain Northwest). _ In order to regulate cracking of the slabs,we recommend that full depth construction joints or control joints be provided at a maximum spacing of 15 feet in each direction for 5-inch thick slabs and 12 feet for 4-inch thick slabs. Control joints should have a minimum of one-quarter of the slab thickness. The exterior floors should be poured separately in order to act independently of the walls and foundation system. Exterior finish grades should be sloped a minimum of 1 to l'/2 percent away from all interior slab areas to preclude ponding _ of water adjacent to the structures" All fills required to bring the building pads to grade should be Engineered - Fills. 9.10 l.aterAl Earth Pressures and Frictional Resistance Active,at-rest and passive unit lateral earth pressures against footings and walls are presented below: Job No"207-099 13 ®Engineering Group,Inc. Lateral Pressure Conditions =Fluid Active Pressure,Drained At-Rest Pressure,Drained Passive Pressure Active pressure applies to walls, which are free to rotate. At-rest pressure applies to walls, which are restrained against rotation_ The preceding lateral earth pressures assume sufficient drainage behind retaining walls to prevent the build-up of hydrostatic pressure. The top one-foot of adjacent subgrade should be deleted from the passive pressure computation. A coefficient of friction of 0.35 may be used between soil subgrade and footings or slabs. The foregoing values of lateral earth pressures and frictional coefficients represent ultimate soil values and a safety factor consistent with the design conditions should be included in their usage. For stability against lateral sliding,which is resisted solely by the passive pressure,we recommend a minimurn safety factor of 1.5. For stability against lateral sliding, which is resisted by the combined passive and frictional resistance, a minimum safety factor of 2.0 is recommended. For lateral stability against seismic loading conditions, we recommend a minimum safety factor of 1.1_ 9.11 Retaining Walls Retaining and/or below grade walls should be drained with either perforated pipe encased in free-draining gravel or a prefabricated drainage system 'I'he gravel zone should have a minimum width of 12 inches wide and should extend upward to within 12 inches of the top of the wall. The upper 12 inches of backfill should consist of native soils,concrete,asphaltic-concrete or other suitable backfill to minimize surface drainage into the wall drain system. The aggregate should be washed,evenly graded mixture of crushed stone,or crushed or uncrushed gravel,and should conform to ASTM D448,Size 57,with 100 percent passing a 1'/2-inch sieve and not more than 5 percent passing a No. 4 sieve. Prefabricated drainage systems, such as Miradrain®, Enkadrain®, or an equivalent substitute, are acceptable alternatives in lieu of gravel provided they are installed in accordance with the manufacturer's recommendations. If a prefabricated drainage system is proposed,our firm should review the system for final acceptance prior to installation. Drainage pipes should be placed with perforations down and should discharge in a non-erosive manner away from foundations and other improvements. The top of the perforated pipe should be placed at or below the bottom of the adjacent floor slab or pavements. The pipe should be placed in the center line of the drainage blanket and should have a minimum diameter of 4 inches. Slots should be no wider than 1/8-inch in diameter,while perforations should be no more than '/.-inch in diameter. If retaining walls are less than 6 feet in height, the perforated pipe may be omitted in lieu of weep holes on 4 feet maximum spacing. The weep holes should consist of 4-inch diameter holes (concrete walls) or unmortared head joints (masonry walls) and placed no higher than 18 inches above the lowest adjacent grade- Two 8-inch square overlapping patches of geotextile fabric(conforming to Section 88-1.03 of the CaiTrans Standard Specifications for"edge drains") should be affixed to the rear wall opening of each weep hole to retard soil piping_ Job No.207-099 14 ®Engineering Group,Inc_ During grading and backfilling operations adjacent to any walls,heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall,or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand operated equipment ("whackers;' vibratory plates,or pneumatic compactors) should be used to compact the backfill soils. 9.12 Soil-Borne Salt Protection Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in concrete (or stucco) and the soil HUD/FHA and UBC have developed criteria for evaluation of sulfate levels and how they relate to cement reactivity with soil and/or water_ A soil sample was obtained from the project site and was tested for the evaluation of the potential for concrete deterioration or steel corrosion due to attack by soil-borne soluble salts. The water-soluble sulfate concentration in the saturation extract from the soil sample was detected to be 80 mg/l. This concentration is indicative of moderately corrosion potential_ Normally formulated concrete mixes has been shown to adequately resist the soil sulfate concentration. The water-soluble chloride concentration detected in saturation extract from the soil samples was 34 mg/1- This level of chloride concentration is considered corrosive_ We,therefore,recommend that buried steel pipe or conduit be protected from salt attack by protecrive coatings. A concrete cover of 3 inches is considered - adequate to provide protection for reinforcing steel. 9.13 Utility Pipe Bedding and Bacldrlling Utihty trenches should be excavated according to accepted engineering practice following OSHA _ (Occupational Safety and Health Administration) standards by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be rr inu ed;cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced;especially during or following periods of precipitation- Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in _ trench wall excavations_ Shoring or sloping back trench sidewalls may be required within these sandy soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of maximum density based on ASTM D1557 Test Method_ The upper 2 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of maximum density based on ASTM D 1557'Test Method. Pipe bedding should be in accordance with pipe manufacturer recommendations. The contractor is responsible for removing all water-sensitive soils from the trench regardless of the backfill location and compaction requirements_ The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction- Job No.207-099 15 ®Engineering Group,Inc. 9.14 Pavement Design Three subgrade soil samples were obtained from the project site for laboratory R-Value testing at the locations shown on the attached site plan. The samples were tested in accordance with the State of California Materials Manual Test Designation 301. Results of the tests are as follows. Sample Depth Description R-Value at Equilibrium 1 0-24" Silty Sand(SM) 54 !:± 0-24" Silty Sand(SM) 50 0-24" Silty Sand(SM) =�� 47 These test results are high and indicate good subgrade support characteristics under dynamic traffic loads_ The following table shows the recommended pavement sections for various traffic indices_ The pavement design recommendations provided herein are based on the State of California Department of Transportation (CALTRA-NS) design manual. The asphaltic concrete (flexible pavement) is based on a 20- year pavement fife utilizing a 1200 passenger vehicles, 10 single unit trucks, and 2 multi-unit trucks. The pavement design is prepared in accordance with the Walgreens design requirements listed in Fiscal 2006 Criteria Specification Section 2500-1.02-B_ ASPHALTIC CONCRETE Parld Area Traffic Index Asphaltic Concrete Class 1I Aggregate$ase* Com acted Sub tadc** 4.5 3.0" 4-0" 12.0 ASPHALTIC CONCRETE (Vehicle Drive Area Traffic index As haltic Concrete Class II Agregate Base* Compacted Sub rade** 4.5" 12.0" ASPHALTIC CONCRETE -Ieayy Truck Area Traffic Asphaltic Concrete Class II Aggregate Base* Compacted Sub rade* c5 4-0" 5.0" 12.0" Job No.207-099 16 ®Engineering Group,Inc. ASPHALTIC CONCRETE (C S--cts r Traffic Index Asphaltic Concrete Class II Aggregate Base* Compacted Sub tads* 7.0 4.0" 5-0" 12.0" 7.5 4.0" 6.0" 12.0" 8.0 4.5" 6.5" 12.0" 8.5 5.0" 6.5" 12.0' 9.0 5.0" 8.0" 12.0" 9-5 5.5" 8.01. - - - 12.0" — 10.0 6-0" 9.0" 12.0" 1195%compaction based on ASTM D1557 Tat Metbod The following recommendations are for light-duty and heavy-duty Portland Cement Concrete pavement sections. PORTLAND CEMENT PAVEMENT LIGHT DUTY Traffic Index Portland Cement Class II Aggregate Base* Compacted Subgrade** Concrete** 4.5 5.0" 4.0" 12011 HEAVY DUTY Traffic Index Portland Cement Class II Aggregatrad e* Concrete*°t` 6-5 6.5" 6-0- 12.0" =9546 compaction based on ASTM D1557 Test Metbod "Minimum compressive strengtb of 3000 psi 9.15 Site Coefficient The site coefficient,per Table N. 16-J,California Building Code,is based upon the site soil conditions. It is our opinion that a site coefficient of soil type So(1997 UBC)is appropriate for building design_ For seismic design of the structures, in accordance with the seismic provisions of the Uniform Building Code (1997 UBC),we recommend the following parameters_ _ Job No.207-099 17 ®Engineering Group,Inc. Seismic Item Value UBC Reference Zone Factor 0.4 Table 16I Source Type B Table 16U Coefficient N. 1.0 Table 16S Coefficient N„ 1.1 Table 16T Coefficient C, 0.44 N. Tab1e16Q Coefficient C, 0.64 N. Table 16R 10.0 PLAN REVIEW,CONSTRUCTION OBSERVATIONS AND TESTING We recommend that a review of plans and specifications with regard to foundations, and earthwork be completed by SALEM Engineering Group, Inc. (SALEM) prior to construction bidding_ SALEM should be present at the site during site preparation to observe site cleating, preparation of exposed surfaces after clearing,and placement,treatment and compaction of fill material. SALFM's observations should be supplemented with periodic compaction tests to establish substantial conformance with these recommendations_ Moisture content of the building pad (footings and slab subgrade)should be tested immediately prior to concrete placement. SALEM should observe foundation excavations prior to placement of reinforcing steel or concrete to assess whether the actual bearing conditions are compatible with the conditions anticipated during the preparation of this report.SALEM should also observe placement of foundation and slab concrete. 11-0 CHANGED CONDITIONS The analyses and recommendations submitted in this report are based upon the data obtained from the six test borings drilled at the approximate locations shown on the Site Plan,Figure 1. The report does not reflect variations which may occur between borings. The nature and extent of such variations may not become evident until construction is initiated. If variations then appear,a re-evaluation of the recommendations of this report will be necessary after performing on-site observations during the excavation period and noting the characteristics of such variations. The findings and recommendations presented in this report are valid as of the present and for the proposed construction. If site conditions change due to natural processes or human intervention on the property or adjacent to the site,or changes occur in the nature or design of the project, or if there is a substantial time lapse between the submission of this report and the start of the work at the site, the conclusions and recommendations contained in our report will not be considered valid unless the changes are reviewed by SALEM and the conclusions of our report are modified or verified in writing. Job No.207-099 18 ilia=Engineering Group,Inc. The validity of the recommendations contained in this report is also dependent upon an adequate testing and observations program during the construction phase. Our firm assumes no responsibility for construction compliance with the design concepts or recommendations unless we have been retained to perform the on- site testing and review during construction. SALEM has prepared this report for the exclusive use of the owner and project design consultants. The report has been prepared in accordance with generally accepted geotechaical engineering practices in the area. No other warranties,either expressed or implied,are made as to the professional advice provided under the terms of our agreement and included in this report. _ If you have any questions,or if we may be of further assistance,please do not hesitate to contact our office at (559)271-9700. Respectfully submitted, QF,gffSSfpy SALEM Engineering Group,Inc. Ay _ R.Sammy Salem,MS,PE,GE,RF.A Principal Engineer tSr�C�01 RCE 52762/RGF_2549 f. ®Copyright SALEM Enginemng Group,Inc. Job No.207-099 19 ®Engineering Group,Inc. i O U r~ O o Qp V � N bo _ o w ca Ilk r - - w -17.F•' J m 77m i f 1 fn o 60 f I Nd to tom• • � :�1� I Y . .. e •s f 1 ff ��; III 1 ' -,'� s} s� f �.s!f•1':�r�. : L_— p s i f •I - 11 ? - •`Ft I Irl M Q } 5 auWiui ° v CO) w � u! ~ z Z a UJ _ O Q LU U o a w 0 w NoText ,� fit. ^,t ` �. �� •x- �" _ z r U6 I- 0.t.- 17, NoText DESCRIPTION OF MAP UNITS VOUNC SURFICLkI, DEP( SITS—Sediruentary units that are slightly consolidated to cemented and slights}" to nwderately dissected. Alluvial fan del_k)sits typically have high coarse-fine cast ratios. Young surficial units have upper surfaces, that are capped by slight to moderately developed pedogenic soil profiles. Includes: ore solid-, alluvial fan deposits (Ilolocene and late Pleistocene)—Mostly poorly consolidated and lborll sorted sand,gravel,cobble and Ix alder alluvial fan deposits cba YOUnt, alluvial flood plain depnsi(% (llnhcelte at d late Pleistocene)—Mostly poorly consolidated, poorly sorted. permeable flood (stain deposits Qww�i \ir) old parnlic deposits. Unit II (middle w e:u-1• Pleis(ocene)–Mostly poorl> sorted, nloderatelY permeable. reddish-brassn, intertinger'Ni straildline, beach, estuarine and colluvial deposits composed of siltstone. _ sandstone and conglomerate. These dcpt-ssits rest oil tyre 92- 94 m Clairemont terrace t Fig. Q"0p►o Very old par-alic deposits. Utiil 111 (middle to tart. Pleistocene!--N,lostl> poorly sorted. mooderately penneable, reddish-brown, intertingered strandline. beach, estuarine and colluvial deposits composed of sillstAVte. sandstone and conglomerate. These deposits rest on the 104-106 m Tecolote terrace(Fig. :) Torrey Sandstone (middle Eocene)—White to light- - brown, medium- to coarse-grained, moderately well indurated, massive and broadly cross-bedded, arkosic sandstone. This unit is the Torrey Sand Member of Hanna (1920 and was narned for exposures at Torre Pines State – Park. It is now considered a formation of the La Jolla Group(Kennedy and Moore, 1971") Dvintar Forrlitllioll (mi(Idle F.orene)—Dusky ,:elloNvish- green, sandy ciayslone interbedded will) niediun.-<.rati, coarse-grained sandstone. This unit is rite C>chllar Sand Alember of Hanna (1926)and was named for exposures in (lie sea cliffs A Del i•lar. 11 is now considered it formation of the i La Jolla Croup(Kennectv and Moore. 1971 i � NoText APPENDIX "A" NoText APPENDIX A FIELD AND LABORATORY INVESTIGATIONS 1.0 FIELD INVESTIGATION: The field investigation consisted of a surface reconnaissance and a _ subsurface exploratory program. Exploratory borings were advanced at the site. The boring locations are shown on the attached site plan. The soils encountered were logged in the field during the exploration and with supplementary laboratory test data are described in accordance with the Unified Soil Classification System. Penetration and/or Resistance tests were performed at selected depths. These tests represent the resistance to driving a 2-and/or3-inch outside diameter core barrel, respectively, 18 inches into the soiL The N-Value _ obtained from the Standard Penetration Test(SPT)and/or driving the Modified California Sampler(MCS)was recorded based on the number of blows required to penetrate the last 12 inches_ The driving energy was provided by a hammer weighing 140 pounds, falling 30 inches. Relatively undisturbed sod samples were obtained while performing this test. Bag samples of the disturbed soil were obtained from the auger cuttings_ All samples were returned to our Fresno laboratory for evaluation. 2.0 LABORATORY INVESTIGATION: The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered. In situ moisture content, dry density, consolidation, direct shear, R-Value, and sieve analysis tests were — determined for the undisturbed samples representative of the subsurface material. These tests,supplemented by visual observation,comprised the basis for our evaluation of the site material. The logs of the exploratory borings and laboratory determinations are presented in this Appendix. NoText Unified Soil Classification System - Major Divisions Letter ISymbolDescription y GW a Well-graded gravels and gravel-sand mixtures, o Clean ;-;-• little or no fines. in o ° -o > Gravels a Poorly-graded gravels and gravel-sand mixtures,littl N > - [ .� GP a-{.� or no fines. ° Z Gravels GM Silty gravels,gravel-sand-silt mixtures. 0 ° ° o With Fines a o ca GC Clayey gravels,gravel-sand-clay mixtures_ •L y _ _. a o°�o °o SW = :_ Well-graded sands and gravelly sands,little or no l~ � - c \ » R o Clean Sands - _ Poorly-graded sands and gravelly sands,little or no U ° ,a ,Z, > $p fines. 's eo SM Silty sands,sand-silt mixtures Sands With ° o Fines SC Clayey sands,sandy-clay mixtures. ML-° Inorganic silts,very fine sands,rock flour,silty or aSilts and Clays clayey fine sands. o ° Liquid Limit less than CL organic clays of ow to medium plasticity,grave � b 500/6 1 clays,sandy clays,silty clays, lean clays. En OL ' , ' , , 'Organic clays of medium to high plasticity. •[� Vl d 1 1 , Inorganic silts,micaceous or diatomaceous fines i ° MH sands or silts elastic silts. c as Z Silts and Clays U Liquid Limit greater than CH Inorganic clays of high plasticity,fat clays. 50% .. OH Organic clays of medium to high plasticity. Highly Organic Soils PT Peat,muck,and other highly organic soils. Cans�stericy C ass�#ication .- _ _ .. ..... . ............ ....... Granular Soils Cohesive Soils Description - Blows Per Foot(Corrected) Description - Blows Per Foot(Corrected) MCS SPT MCS SPT Very loose <5 <4 Very soft <3 <2 Loose 5- is 4- 10 Soft 3-5 2-4 _ Medium dense 16-40 11 -30 Firm 6- 10 5-8 [Dense 41 -65 31 -50 Stiff 11 -20 9- 15 Very dense >65 >50 Very Stiff 21 -40 16-30 Hard >40 >30 MCS=Modified California Samplei SPT=Standard Penetration Test Sampler NoText Project: Proposed Walgreens Pharmacy Project No:207-099 Client: HuntDoWlas Boring No. B-1 Figure No.:A-1 _ Location: Encinitas, California Logged By:JK Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE m a = ., w ` F- 0 :3 Penetration Test ° Description m c 2 M 0 OL a E ° � me E o d v (a a m 2-0 6L 100 0 Ground Surface - Silty Sand/Sand(SMISP) Very dense;light brown; medium to fine - ` grained;drills hard- 0 MCS 77 'T Sand (SP) - - -- 5 Very dense; light brown;fine grained; 0 MCS 70 =` drills hard — - _ Silty Sand/Sandy Silt(SM/ML) Very dense; light brown;rust;fine - ---- 10 grained;drills hard. 0 SPT 73 - ` 15 Trace of Gay at 15 feet- 0 SPT 68 20 --- _ End of Borehole -- -- _ - 25 - Drill Method: Hollow Stem Auger Drill Date: 4.15.07 Drill Rig: CME-45 SALEM Hole Size: 6%inch Driller: Irvine Engineering Group Engineering Group, Inc. Sheet: 1 of 1 Project: Proposed Walgreens Pharmacy Project No:207-099 Client: HuntDouglas Boring No. B-2 Figure No.:A-2 Location: Encinitas,California Logged By: JK Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE m o a r �, p F) r 0 Description m m v Penetration Test J E o £ tq `a o a U am, 20 60 100 0 ___ Ground Surface Silty Sand (SM) - Very dense;light brown;fine grained; drills hard-0 MCS 23 Silty Sand/Sand(SMISP)5- Dense;light brown; fine to medium 0 _ MCS 25 grained;trace of clay; drills firm. Silty Sand (5M) Medium dense:light brown;rust fine to 10 medium grained;drills firm. 0 SPT 21 Trace of clay. _ 15- 0 SPT 70 Grades very dense at 15 feet - ` -'- - 20- — End of Borehole 25 _ Drill Method: Hollow Stem Auger Drill Date: 4.15-07 Drill Rig: CME-45 SALEM Hole Size: 6%inch Driller: Irvine Engineering Group Engineering Group, Inc. Sheet: 1 of 1 Project: Proposed Walgreens Pharmacy Project No: 207-099 Client: HuntDouglas Boring No. B-3 Figure No.:A-3 Location: Encinitas, California Logged By:JK _ Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE CL_ m o 0 _ Z �' o Penetration Test m m " c Description = m 0 v 0 - L E o N 13 E d 3 `m 3 m ° ° e W m -° 20 60 100 co C3 m a Q °- U m a L-- 0 _ Ground Surface AC/AB Top 6 inches Silty Sand(SM)wl clay Very dense; rusty brown; fine to medium 0 MCS 24 - - grained; drills hard. _ 5 Silty Sand(SM)wllittle fines — - Very dense; light reddish brown; 0 MCS 63 mottled;fine grained;drills hard. 10- 0 SPT 65 - i Silty Sand/Sandy Sift(SM/ML) --" - `- Very dense;light brown; fine to medium l 15 grained;trace of day;some mottling; 0 SPT 68 -drills firm. firm. - 20 —- End of Borehole U25 Drill Method: Hollow Stem Auger Drill Date: 4.15.07 - Drill Rig: CME-45 SALEM Hole Size: 6%inch Driller: Irvine Engineering Group Engineering Group, Inc. Sheet: 1 of 1 Project: Proposed Walgreens Pharmacy Project No:207-099 Client: HuntDouglas Boring No. B-4 Figure No.:A-4 Location: Encinitas, California Logged By:JK Depth to Water> Initial; None At Completion: None SUBSURFACE PROFILE SAMPLE CL c c a, 0 w. Penetration'I 0 Peneraon Test m m � , —°n Description m � c E a v M o 41 EA c F c CL N n_ in a U (0 a aoq 20 60 100 0 Ground Surface_ AC/AB Top 6 inches Silty Sand(SM) — -- - Dense;light brown;fine to medium 0 _ MCS 11 grained;drills firm. 5- 0 MCS 23 - - - Silty Sand/Sandy Silt(SMIML) - Loose;light brown;fine to medium - 10 grained;trace easily- 0 SPT 8 Silty Sand/Sand (SMISP) — - - Very dense; light greyish brown; trace of 15- s day;fine grained;drills hard p SPT 54 s 20 t Sand(SP) — - - - Very dense;light brown;fine grained - - - <> sand;drills hard. 0 SPT 75 Drill Method: Hollow Stem Auger Drill Date: 4.15.07 Drill Rig: CME-45 SALEM Hole Size: 6%2 inch Driller: Irvine Engineering Group Engineering Group, Inc. Sheet: 1 of 2 Project: Proposed Walgreens Pharmacy Project No: 207-099 Client: HuntDouglas Boring No. B-4 Figure No.:A-4 Location: Encinitas, California Logged By:JK Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE Z. m _ o c m t Description m m ro 'o Penetration Test m' 0 +, 3 U J C3 .. a 2 C a c E c 3 m rn a. n B U � a m 20 60 100 Continues very dense sand. 0 J 0 SPT 83 35 - Refusal due to hard ground. End of Borehole 40 45- 50 _ Drill Method: Hollow Stem Auger Drill Date: 4.15.07 Drill Rig: CME-45 SALEM Hole Size: 6'/z inch Driller: Irvine Engineering Group Engineering Group, Inc. _ Sheet:2 of 2 Project: Proposed Walgreens Pharmacy Project No:207-099 Client:HuntDougtas Boring No. B-5 Figure No.:A-5 Location: Encinitas,California Logged By: JK Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE ro w o a c C m c Penetration >Descrpton a E O w m Q. � U J ±'� C E c 3m U 0 �° 20 60 100 3 0 Ground Surface i C/AB Top 5.5 inches ----..___.-_ -- --_--- Sand(SP) _ FILL:Very dense;mixed color; fine 0 MCS 57 grained sand;drills hard_ — ---- Silty Sand/Sand(SM/SP) ' FtLL:Dense;light brown;fine grained 0 MCS 26 sand; drills firm_ Silty Sand/Sand (SM/SP) - Medium dense; light brown; fine to medium grained;drills easily. 10 0 SPT 27 Silty Sand (SM) Medium dense;light brown;trace of 15 clay;fine grained sand;drills easily. 0 SPT 27 20 _ End of Borehole - - -_.._ -- ----__-. Drill Method: Hollow Stem Auger i Drill Date: 4.15.07 Drill Rig: GME-45 SALEM Hole Size: 6%inch Driller: Irvine Engineering Group Engineering Group, Inc. Sheet: 1 of 1 Project: Proposed Walgreens Pharmacy Project No: 207-099 Client: HuntDouglas Boring No. B-S Figure No.:A-6 Location: Encinitas, California Logged By-JK Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE a� c �. c m o = m F- �• Penetration Test 0 Description a 3 c m e`v 0 J CL E 41 "' = 3 w C n Q¢' 2 U rn a m 20 60 100 � 0 Ground Surface AC/AB Top 6.5 inches Silty Sand (SM) ----- FILL:Very dense; light brown;fine 0 _ MCS 33 grained sand;drills hard. - Silty Sand/Sand (SM/SP) 5 FILL: Medium dense;fight brown;fine 0 MCS 17 .\ _ grained sand;drills easily. - _ Silty Sand/Sand(SM/SP) FILL:Very dense; light brown; fine to 10 medium grained;drills hard. 0 SPT 58 \ - 15 End of Borehole _ - 20- 25 _ Drill Method: Hollow Stem Auger Drill Date: 4.15.07 Drill Rig: CME-45 SALEM _ Hole Size: 6'/Z inch Driller: Irvine Engineering Group Engineering Group, Inc. _ Sheet: 1 of 1 Project: Proposed Waigreens Pharmacy Project No:207-099 Client: HuntDouglas Boring No. 13-7 Figure No.:A-7 Location: Encinitas, California Logged By:JK Depth to Water> Initial: None At At None SUBSURFACE PROFILE SAMPLE Q s m a !� w m m 0 R Penetration Test `m >n Description fl. p a o a v 0 ) a m 20 60 100 0 __ Ground Surface Silty Sand (SM) - --;---- __ FILL:Dense;light brown;fine to medium grained sand;drills firm_ 0 MCS 17 Becomes dark grey;organic rich; possible degraded oil at three feet- _ __ _ 3 MCS 21 - _,. Sand(SP) ---- Medium dense; fight brown;fine grained 10 sand;drills easily. 0 SPT g r , Y. 15 -- End of Borehole 20 _ ._ -. 25 Drill Method: Hollow Stem Auger Drill Date:4-15.07 Drill Rig: CME-45 SALEM Hole Size: ti%2 inch Driller: Irvine Engineering Group Engineering Group, Inc. Sheet: 1 of 1 Project Proposed Walgreens Pharmacy Project No:207-099 Client: HuntDouglas Boring No. B-8 Figure No.:A-8 Location: Encinitas, California Logged By:JK Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE _ m o >. c c m a d '" �' ° 0 Penetration Test > t � Description m � E m ,`o V � a = d 3 '- m D ii o a v (a a m 20 60 100 A _ 0 _ ` Ground Surface ACIAB Top 6 inches -- --- Silty Sand (SM) Medium dense-dense;light brown; fine to medium grained;drills easily 5 Sand(SP) _ Medium dense- light brown;fine grained sand;drills easily. End of Borehole 15 20 25 -. - - FDrillifer:ieltrwine hod: Hollow Stem Auger Drill Date: 4.15.07 CMEA5 SALEM _ Hole Size: 6%inch Engineering Group Engineering Group, Inc_ Sheet. 1 of 1 Project: Proposed Walgreens pharmacy Project No:207-099 Client: HuntDouglas Boring No. B-9 s Ei ure No.:A-9 Location: Encinitas, California Logged By:JK Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE >+ o c m Description m m ~ }' Penetration Test m r .a p c °' i U I_ o a L a m a a fl U a m 20 60 100 R 0 Ground Surface AC/AB Top 10 inches Silty Sand (SM) - Medium dense; light brown; fine to medium grained;drills easily- 10- - End of Borehole 15 20 25 _ Drill Method: Hollow Stem Auger _ Drill Date: 4.15.07 Drill Rig: CME-45 SALEM Hole Size: 6%inch Or Irvine Engineering Group Engineering Group, Inc. Sheet: 1 of 1 Project: Proposed Walgreens Pharmacy Project No:207-099 Client: HuntDouglas Boring No. B-10 Figure No.: A-10 Location: Encinitas, California Logged By:JK Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE a� o a c a O m Penetration Test s 0 Description = 0 EL E w m 3 m N a o v � m 20 60 100 0 Ground Surface C Fi - Silty 6 inches _ d(SM) Me ense;light brown;fine to merained;trace of Gay;drills - easily. 5 — --- End of Borehole 10- 15 20 25- Drill Method: Hollow Stem Auger Drill Date; 4-15.07 Drill Rig: CME-45 SALEM Hole Size: 6%inch Driller: Irvine Engineering Group Engineering Group, Inc. Sheet: 1 of 1 Project: Proposed Walgreens Pharmacy Project No:207-099 Client: HuntDouglas Baring No. B-11 Figure No.:A-11 Location: Encinitas, California Logged By:JK Depth to Water> Initial: None At Completion: None SUBSURFACE PROFILE SAMPLE m r c m -m Penetration Test p 0 a a i C3 m a o a 2 col w a°'. m 20 ]ao 0 Ground Surface AC Top 6.5 inches -----•-- -- -- - - - — Silty Sand(SM) Medium dense;light brown- fine to - medium grained;trace of clay; drills easily- 5---- Silty Sand/Sand(SM/SP) Medium dense;light brown; fine to medium grained;drills easily- 10- ' - End of Borehole 15 _._ __-__T..__...__.. -_-_ 20 Drill Method: Hollow Stem Auger Drill Date: 4.15.07 Drill Rig: CME-45 SALEM Hole Size: 6'/inch Driller: Irvine Engineering Group Engineering Group, Inc. Sheet: 1 of 1 C! U O NO _ r � O _ co t-_ cV b!1 O .D C (33 O to C O r- CL _ O d N r) `' w z m r 0 o M .n a J 0 z o O r U O O W O �.., LL O W O Lu Qi O Q O D � v o co) w Y W a 0 z a " O o z N m o w Z Q a 0 0 o _Q _ CR J O _ fl� U) C3 Z CD O •� U Co cli 0 N 0 _ o co co _ VOLUME CHANGE IN PERCENT u o [ C) 0 T ^ o � o O u o �n o y C 9 ch i Ca-W �O m CL C C &D M o m o ° W m MZ m o c� -0 N Q 3 F- O �Tti Q a F+i � O � o Z o O co o o co W 0 o Q W w � o o v o vy ui U) W a O z Y o m Z rt w Z 0 a 0 0 T r� ao J o Q co o Z C 0 C) 0 0 0 N V �p VOLUME CHANGE IN PERCENT v y H u �U Ur _ W -u w cu _ C N 6 @� v _ N e-a cC CA _ b M CJ W O bJl U v "" ✓ — v i-� •� v E"i O O a•' v -O - i to . - - I w Z U w cr- A - O z -All I k � � o SHEAR STRESS, KSF v O c R O " O �U � GA W O s.a N w CIS CIS N N M h m c*i w O u on ° l� o o ,o . u F c 0 P- n + P-4 U3 a - co IA Z U vs o - Q tL' - z a r co 4 I � - � o SHEAR STRESS, KSF - i t B N 3reao� z [, W _ d N 0 w � W Q 0 O - � U ci U U _ U T � � N I z Q as V-' W � 0'9 } oSA J _ T71 z b Y <W }+{ ¢ m oe a _ C w O G > c e4 U 11J # .z r _ m _Q # 101 r O ui w N � io Z _C Z ❑ a► m ¢ U < f Q n ° 1 I 9"o o L J F- to ¢ j yo LU £.o q in — z 4J N� o �U ~ ° z m _ Q 't o y Ko O N L) N I o _ � ` W EL ..J z o.^ (J U � o r- o- o Q Q v_' zo W a d u7 o z o 0 ¢ z z z z ¢ Wo 600• (n wI z too' O w g 0 <°o Soo' U cr ~ ? r i boo g orn = a o g �. z Zoa- '_ N ,o o � I Z = coo- �° ° ° ° 7 m n m n n N ° o PERCENT PASSING U3 i9 31890.1 � N z tp dcV ^ H O w W oc O to _ w U W ¢ g oz � W 0% i". � 4J U C7 O1 co r OW 8 W W m � 0"9 } � 05 n ..1 Z ¢ WE w � „ WA01): C > o h sc w at 0'Z`r cn LPL U) m _Q W 0 t N O Q w y C3 1-0 z C' b ¢ c O p (D s.°o "' w 1— W z J Vo m # I E'0 0? N Z ° @} 1— O o zo z m m CO) Q -a p [] o a� o 0 W o N C7 .71 0 a w J z _ ° o r= t— Q Q ex o Z 0 a ? N _Z Q _Z {°0 J 600' 03 LLI z LOW O w W 0 I I o0 z g ° Z00' ¢ r U v o Z °o ° 0 0 <V o 00 o 0 0 0 0 0 0 o m m 0 0 0 0 0 0 PERCENT PASSING l z N _Z o U z �+ w H H O w W - Q n K O D Q U J U � z � > bjO ¢ U 0` U .o LU z w U 0'9 } # p§A J (Tti Z ~ �Ix c w # £ pQ to C o _W `? U-Z _ � U �o 0 # _Q w -L Ir 0 co U) roi L 0 2! Z ° ¢ W p 0 o W _0 �+ U) d 4'0 ' N m N 0 Z-0 W V m (� Q o m W L� o N C7 N 00 '. o W J z U � 60'� v o � 0. 6 a U o p o Z O ¢ _z LO'0 -i Q w 9! 600- U ui z L00- O w O z 0o' 600' Q 0 J Q O } — O r f� z z00_ J - N : U c O 0 0 0 N p � � � O O O m m n o o O o 0 0 PERCENT PASSING N U) f5 n Z m U n d N � H U w w O 0£ r°s Q -4 J O V co w V d W � s � •� U (7 U 9l _m ! n Z G < 0'9 Y 0-S A u J Q '4� W Z < `] Lu o 0 w ,� i x Q w !� y -° w co Z C Z o ,� W � U3 a °a 400 w z # 1 40 1 N im I-- £°m HO g Z-0 z !6 < Q p D o m Q LU 0 N (�') H so' o # 90-o !L W �! z J z a Q o- a a J o Z Q co _z Q _z LO'0 X U F! 600' cf) zoo- O w m° 900, z co 400' rn = 9 o g U N „'� v O 2 L z ,00 0 00'0 N O O O O O O O O O O m N O O G PERCENT PASSING LaboratorV Compaction Curve ASTM - D1557, D698 Project Number : 207-099 Project Name : Proposed Walgreens-Encinitas Date : 05/01/07 Sample location : B-7 @ 0-2' Sample/Curve Number : S-1 Soil Classification : Silty Sand,medium to fine grained Test Method 1557 A _ 1 2 3 L ht of Moist S men&Mold, m 4191.2 428t.9 4318.2 _ ht of Com coon Mold, m 2277.0 2277.0 2277.0 Weight of Moist S ecimen, gm 1914.1 2004.9 2041 2 Volume of mold,cu. tt 0.0333 0.0333 0.0333 _ aDry[Densi!y,nsi , Ibs/cu.ft_ 126.6 132.6 of Wet Moisture Sam e, m 135.1 of D Moisture Sam le, m 263 2 2612 261.2 251.3 244.6 239.7 e Content, % Ibs/cu.ft. 4.7/0 120.9 124.2 124.0 - 150 — - -- _ Maximum Dry Density: 124.7 Ibslcu.ft 145 _ Optimum Moisture Content: 7.8 % 140 135 - - - - 130 - -� -- - a 125 - _- - m - 120 - o - 115 - - - - - 110 --- 105 - 100 - -- 10% 15% _ 20% 25% Moisture content,%of Dry Weight SALEM Engineering Group, Inc. R-Value and Expansion Pressure of Compacted Soils ASTM D2844-94,Cal 301 Project Name Wa reens-Encinitas Lab ID!Number B-07-98 Project Number 207-099 Sample Location R-1 B-3 Sample Date 4/15107 Tested By C. Patel By Jamal Koud Date Tested 4/302007 Material Description Silty SAND(SM) 24.0 23.0 _ 1 + 100 22.0 90 21.0 - - 20,0 _ 19-0 18.0 --- 80 E 17.0 16.0 - - 70 915-0 - r 14.0 z + I 60 H 13.0 _ 50 M 11.0 - _ - > o Y 10.0 t 9-0 ------- -- 40 ~ 8.0 '0 7.0 6.0 +- 30 5.0 4.0 l 20 3.0 Itff 2-0 - 10 1.0 0.0 I 0 0-0 6.0 12.0 18.0 24.0 800 700 600 500 400 300 200 100 Cover Thickness by Expansion Pressure,in. Exudation Pressure,Psi Specimen 1 2 3 Exudation Pressure, psi 182 313 554 Moisture at lest °i6 7.1 6.9 5.7 D Den 125.6 124.6 126.0 E nsion Pressure, psf 0 95 152 LThickne ckness Mb er,in- 6.6 4.5 3.6 ss Expansion Pressure, in 0-0 0.9 14 alue b 34 55 64 alue b ressure Nq alue aation Pressure 54 Controlling R-Value 54 R-Value and Expansion Pressure of Compacted Soils ASTM D2844-94,Cal 301 _ Project Name Wa reens-Encinitas Lab ID Number B-07-98 Pro Number 207-099 Sam Location C Sam Date R-2 B-7 4/15107 Tested 8 C.Patel Sampled B Jamal Koud Date Tested 4130/2007 Material Description Siity SAND(SM) ---------- 24.0 ----- - - -- ------- _ 23.0 100 22.0 - }- -- 21.0 - - -' {- - 90 19 I -0 IF-i r I i - - -o r -r- I— _ 18.0 - - -} -1 80 E17.0 - `s 16.0 - - t - - -�- �- 70 915-0 .0140 T� - 1 60 CS - _- _ ` >.12.0 .. � �- 1. I- - - :11.0 --1 I � '� T 50;� =190 . 40 ~ 8.0 - -' tj 70> 6 0 4 - 30 5.0 _ 4.0 20 t , . - - _ 3.0 I - 2.0 --�-�- i ! 10 1.0 - 0.0 - 0-0 6.0 12.0 18.0 24.0 800 700 600 500 400 30 0 0 _ Cover Thickness by Expansion Pressure,in. 200 100 ---__ II Exudation Pressure,psi S ecimen 1 2 - 3 -- - Exudation Pressure, si 251 412 Moisture at Test % 568 11.6 11.1 10.7 D Densi 120.7 115.2 115.2 - Ex nsion Pressure, sf 0 0 0 Thickness by Stabilometer, in. 5.4 4.2 Thickness b Ex nsion Pressure,in 3-9 R-Value b Stabilometer 0.0 0.0 0.0 R-Value E nsion Pressure 46 58 61 _ R-Value at 300 psi Exudation Pressure NA 50 Controlling R-Value 50 R-Value and Expansion Pressure of Compacted Soils ASTM D2844-94,Cal 301 Pro'ect Name Wa reens-Encinitas Lab ID Number B-07-98 Project Number 207-099 Sam le Location R-3 B 11 Sample Date 4!15/07 Tested C_ Patel Sampled B Jamal Koud Date Tested 4/30/2007 Material Description Silty SAND(SM) 24.0 -- -- i 23.0 T 100 i 22.0 IL 21.0 - -- - 1! 90 20.0 -- - - 19-0 18.0 - 17.0 _ S16.0 - I I -70 915-0 - a 14-0 - - m 13.0 >-12-0 -11.0 - r-� 50 Y10.0 r 9.0 - 40 ~ 8.0 0 7.0 U 6.0 _ 30 5.0 4.0 - i - 20 3.0 1.0 - 10 0.0 0 0.0 6.0 12.0 18.0 24.0 800 700 600 500 400 300 200 100 Cover Thickness by Expansion Pressure,in. I Exudation Pressure,psi S men J 1 2 3 Exudation Pressure, - 189 435 684 Moisture at Test,% 10.8 10.3 9.8 D Dens- , f 116.3 118.3 118.4 E sion Pressure, psf 0 26 39 Thickness by Stabilometer,in. 5.9 4.7 4.4 Thickness b nsion Pressure, in 0.0 0.2 0.4 R-Value b Stabiiometer 41 53 56 R-Value b anion Pressure NA R-Value at 300 psi Exudation Pressure 47 Controlling R-Value 47 Soil Resistivity Cal 643 Job Name: Proposed Walgreens-Encinitas Date Tested: 5/7/2007 Job Number. 207-099 Tested by: SM Date Sampled: 411512007 Sample Location: g-7 @ 0-2- Sampled by_ Sample Desocription: SM - Soil pH: 7-1 Sulfate Content: 80 mg/Kg Chloride Content 34 mg/Kg Initial Sample Weight 700 gms Test Box Constant: 1.0 cm Test Data: Trial# Water Added Meter Dial Multiplier- ta P Resisnce Resistivity _ (mL) Reading Setting (ohms) (ohm cm) 1 50 4.3 1,000 4300-0 4252.3 2 100 4.0 1,000 4000A 3955.6 _ 3 150 4.2 1,000 4200.0 4153.4 50000 -- t —x- 4800.0 - 4600.0 - - 4400.0 - - - a L 4200.0 o _ - - 4000-0 - - - a - a m 3800-0 - - - - 3600.0 - 3400-0 - - 3200.0 _ 3000.0 _ - 0 20 40 60 80 100 _ 120 140 160 180 200 Water Added(mL) Minimum Resistivity: 3953 ohm cm SALEM Engineering Group,Inc. Chemical Analysis Project Number :207-099 Project Name :Proposed Walgreens- Encinitas Date :05/11/07 Sample Location :B-7 @ 0-2' Soil Classification :SM Soluble Soluble Sample Number Chloride Sulfate H P Cl SO4-S B-7 @ a2' 36 mg/L 88 mg/L 7.1 B-7 @ 0-2' 31 mg/L 71 mg/I. 7.1 B-7 @ 0-2' 35 m L 79 mg/L 7.1 Average mg/1- 80 mg/I- 71 SALEM Engineering Group,Inc. APPENDIX "B" leaves the site. The Contractor shall assume all liability,including court costs of codefendants, for all claims related to dust or wind-blown materials attributable to his work. Site preparation shall consist of site clearing and grubbing and preparation of foundation materials for receiving fill. 6.0 CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures,both surface and subsurface, trees, brush, roots, debris, organic matter and all other matter determined by the Soils Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots greater than 1 inch in diameter. Tree roots removed in parking areas may be limited to the upper 1,/z feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted. 7.0 SUBGRADE PREPARATION: Surfaces to receive Engineered Pill, building or slab loads, shall be prepared as outlined above, scarified to a minimum of 6 inches, moisture-conditioned as necessary, and recompacted to 95 percent relative compaction. Loose soil areas and/or areas of disturbed soil shall be moisture-conditioned as necessary and recompacted to 95 percent relative compaction_ All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any of the fill material_ 8.0 EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans_ All over-excavation below the grades specified shall be backfrlled at the Contractor's expense and shall he compacted in accordance with the applicable technical requirements. 9.0 FILL AND BACKFILL MATERIAL- No material shall be moved or compacted without the presence of the Soils Engineer_ Material from the required site excavation may be utilized for construction site fills,provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer. 10.0 PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However,compaction of fill materials by flooding,ponding,or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer. Both cut and fill shall be surface-compacted to the satisfaction of the Soils Engineer prior to final acceptance. 11.0 SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing, or during unfavorable wet weather conditions. When the work is interrupted by heavy gins, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill is as specified. 12.0 DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base,or subbase is to be placed. The term"Standard Specifications hereinafter referred to is the January 1991 Standard Specifications of the State of California, Department of Transportation, and the "Materials Manual" is the Matenals Manual of Testing and Control Procedures, State of California, Department The term "relative compaction" refers to the field dent expressed as a percenDgcr of tlrc maximum laboratory density as defined in the applicable tests outlined in the Materials Manual. 13.0 SCOPE OF WORK - This portion of the work shall include all labor, materials, tools, and equipment necessary for, and reasonably incidental to the completion of the pavement shown on the plans and as herein specified,except work specifically notes as"Work Not Included." 14.0 PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines,grades, and dimensions given on the plans- The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 95 percent. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses. 15.0 UNTREATED AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the Plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class II material, V/2 inches maximum size- 11re aggregate base material shall be compacted to a minimum relative compaction of 95 percent. The aggregate base material shall be spread and compacted in accordance with Section 26 of the Standard Specifications. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material coarse shall be tested and approved by the Soils Engineer prior to the placement of successive layers. - 16-0 AGGREGATE SUBBASE -The aggregate subbase shall be spread and compacted on th subgrade in conform e prepared ity with the lines, grades, and dimensions shown on the plans. the aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class I1 ma al teri . The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent, and it shall be spread and compacted in accordance with Section 25 of the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to the placement of successive layers. 17.0 ASPHAI:I'IC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines,grades,and dimensions shown on the plans. The viscosity grade of the asphalt shall be AR-4000 The mineral aggregate shall be Type B, yZ inch maximum size, medium grading, and shall conform to the requirements set forth in Section 39 z i the Standard Specifications. The drying,proportioning,and mixing of the materials shall conform to Section 39. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall _ conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with a combination steel-wheel and pneumatic rollers, ag described in Section 39-6- The surface course _ approved self propelled mecb2nical spreading and finishing machine. shaft be placed with an in accordance with the requirements of Section 37-18.0 FOG SEAL COAT-The fog seal(mixing type asphaltic emulsion)shall conform to and be applied _ NoText Engineering Group, Inc. July 21,2008 Job No.207-099 Mr_Dillon Tidwell HuntDouglas Real Estate Services,Inc_ 3500 John F.Kennedy Pkwy_,Suite 203 Fort Collins,CO 80525 SUBJECT: Geotechnical Engineering Recommendations _ Proposed Walgreens Pharmacy Store No_ 11653 1320 Encinitas Boulevard Encinitas,California Dear Mr_Tidwell: SALEM Engineering Group (SALEM) previously prepared a Geotechnical Engineering Investigation report (SALEM Project No. 207-099,dated May 16, 2007), Addendum to Geotechnical Engineering Investigation (SALEM Project No. 207 099, dated September 18, 2007), and Addendum No. 2 to Geotechnical Engineering Invesdgatiort (SAL Project No_ 207-099,dated November 8,2007) for the above-referenced Site- This report presented seismic design criteria based on the 2001 California Building Code (CBC) and 1997 Uniform Building Code (UBC)_ Seismic design criteria based upon the 2006 International Building Code(IBC)have now been incorporated into the 2007 CBC and are applicable as of January 1,2008. Seismic Desi Criteria 2006 IBC/2007 CBC) — For seismic design of the structures,and in accordance with the seismic provisions of the 2006 IBC and 2007 CBC,our recommended parameters are shown below_ These parameters are based on Probabilistic Ground Motion of 2% Probability of Exceedance in 50 y"rs_ The Site Class was determined based on the results of field exploration as documented in the above-referenced geotechnical report. Seismic Item Symbol Value _ 2006 IBC Reference _ Site Coordinates(Datum= NAD 83) 33.0464 L.at -117.2605 Lon _ Site Class SC D Table 1615.5.2 Soil Profile Name SP _ Mapped Spectral Acceleration Stiff Soil Table 1615.52 Short riod-0.2 sec Ss 1-260 g Figure 1613.5-1* Mapped Spectral Acceleration _ 1.0 sec iod S, 0.471 g Figure 1613.5.1' 4055 West Shaw Avenue,Suite l 10 Fresno,CA 93722 • < (559)271-9700 Fax(559)275-0827 SALEM Job No.207-099 JWy 21.2008 Pam 2 Seismic Item Symbol Value 2006 MC Reference Site Class Modified Site Coefficient F. 1.0 Table 1613.5.3(1) Site Class Modified Site Coefficient F 1.529 MCE Spectral Response Acceleration Table 1613.5.3(2) hors period-0.2 sec S SMs 1260 Equation 16-37 Ms= F.Ss g Eq MCE Spectral Response Acceleration (1.0 sec.period) SM, =K S, SMi 0.7209 Equation 16-38 Design Spectral Response Acceleration Sos= y3 S� short period-0.2 sec SDS 0.840 g Equation 16-39 Design Spectral Response Acceleration SDI= %SMl (1.0 sec.periodl SD, �O480g Eq=16-40 ' Also used USGS National Seismic Hazard Mapping progtarn Java apP tool to dnamine site-specific aceeientions (available at http://e=hquake.usgs.gov/research/haztnaps/design/). We appreciate the opportunity to assist you with this project_ If you have any questions, please contact our office at 559.271-9700. Respectfully submitted, oQC,�tf SS/p� SALEM E ngineeting Group,Inc. ^��11117 SRIF I F� L 'iC. ^7i r•� �m R.Sammy Salem,MS,PE,GE,REA Principal Engineer tFCF ��A` RCE 52762/RGE 2549 OF C ttl�F44� SECTION 02190-SiTEWORKIEXCAVATION PART I -GENERAL 1.01 DESCRIPTION A. The extent of site work is shown on drawings. R. Site work includes but is not limited to: 1- Demolition(if required)of existing structures,walks&pavements,utilities and _ miscellaneous improvements. — 2. Site clearing of trees,irrigation,topsoil stripping,clearing and grubbing. 3- Earthwork:preparation of subgrade for building slabs,foundations walks, drainage rill,structural fill and backfilling. 4. Termite Control-Provide site treatment for termite control in those geographic locations where termites are present. C. Identify location of above ground&below ground remediation equipment. 1.02 QUALITY ASSURANCE. A. Severe slope,ramps or steps shall not be permitted at Walgreens'store at front,sides,or rear of building- Maximum permitted slope on site shall be 1:20(5%). Minimum permitted slope on site shall be 1.5%to insure positive drainage.Maximum entrance slab slope up to doorway shall not exceed 2.0%. B- Testing:Employ at Landlords expense testing laboratory,acceptable to Walgreens,to perform soil and quality control testing as required Copies of test reports shall be submitted to Walgreens Construction Dept Project Manager upon request. I- Soil reports of actual unconfined compressive strength of each strata tested_ Verify soiLlfill-bearing capacity conforms to design requirements.Perform one test at each column pad and per each 50 lft.of foundation. 2. Field density tests.Perform at least one test per each 2,500-sq.ft.per lift of fill. 3. Trench Backfill:Perform at least one test per each 100 lineal feet of trench_Re- compact and retest density and compaction of any trench installed after building pad testing has been performed. 4. Foundation wall backfill inside and outside shall have compaction tests made every 501ft.Tests shall be performed on each 12"lift. 5. Provide subgade modulus tests,one for each 2,500 square feet of pavement placed on natural soils. 6. Optimum moi"e/maximum density tests. Perform one test per each type soil and each 1,000 cu_yds.of material_ — 7. Final building pad verification letter,submitted by the Geotechnical Engineer at the completion of grading operations,summarizing satisfactory completion of all tests performed prior to slab placement- _ CRITERIA SPECIFICATIONS 02190-1 FEBRUARY 2007 C. Warrantyrretmite Control:Furnish written warranty certifying that soil poisoning treatment will prevent infestation of termites for five years from date of treatment- Provide installer certification that three applications have been applied as required. Submit certification to Walgreens Construction.Dept.Project Manager. I- Contractor will pretreat soil and repair/replace an y damage caused by infestation. 1.03. JOB CONDITIONS A. Existing Utilities:Locate,disconnect,cap and remove existing utilities within the site. 1- Make arrangements as required to relocate/re-route those utilities serving others off-site. PART it-PRODUCTS 2.01 MATERIALS A. Satisfactory soil materials are defined as those complying with ASTM D2487-00 soil classification groups,GW,GP,GM,SM,SW and SP. On sites where specific conditions cause any of the listed soils to be unsatisfactory,the Soils Engineer shall specify alternate satisfactory materials and provide Walgreens Project Architect a written explanation. 13- Subbase Material:Provide CA-6,naturally or artificially graded mixture of natural or crushed gravel,crushed stone,crushed slag,natural or crushed fine aggregate conforming to ASTM D-2940-03 with at least 95%passing a 1-1/2 inch sieve and not more that 8% passing a No-200 sieve. C. Drainage Fill:Washed,evenly graded mixture of crushed stone,or crushed or uncrushed gravel,ASTM D448,Size 57,with 1005/6 passing a 1-1/2"sieve and not more than 5% passing a No-8 sieve. D. Backfill and FilI Materials:Satisfactory soil materials free of clay,rock or gravel larger than 2"in any dimension,debris,waste,frozen materials,vegetable and other deleterious matter. 2-02. SOIL TREATMENT A. All solutions must be environmentally friendly- Consult the structural pest control regulatory agency of your State prior to use of any product- Provide a solution of one of the following.Fuel oil is not permitted as a diluent. Mix with water at the manufacturers Prescribed rate for the conditions encountered. I- Permethrin;36.8%combined with 63.2%inert ingredients in water emulsion. 2. Bifenthrin;25.1%combined with 74.90/a inert ingredients in water emulsion. 3- Cypermethrin;24.8%combined with 75.2%inert ingredients in water emulsion- Acceptable manufacturers:Dragnet®SFR, Prevail®FT manufactured by FMC Corporation,DuThsan TC manufactured by Dow AgroSciences. CRITERIA SPECIFICATIONS 02190-2 FEBRUARY 2007 PART III-EXECUTION 3.01 SITE CLEARING A- Clearing and Grubbing:Clear site of trees,shrubs and other vegetation,except for those indicated to remain. - 1 Completely remove stumps,roots,and other debris Protruding through ground 2. Fill depressions caused by clearing and grubbing operations with satisfactory soil material,meeting compaction requirements,unless fiuther excavation or earthwork is indicated. A• Removal of Improvements:Remove existing above-grade and below grade improvements necessary to permit construction including abandoned undergr g or conduit compaction requirements. ound pip in interfering with construction.Fill resulting excavations with satisfactory materials meeting 3.02. EXCAVATION A. Earth Excavation includes excavation of pavements and obstructions visible on ground surface;underground structures,utilities and other items indicated to be demolished and removed;together with earth and other materials encountered. B. Excavation for Structures:Conform to elevations and dimensions shown.For footings and foundations extend excavation below frost line and do not disturb bottom of excavation. C. Excavation for Pavements:Cut surface to comply with cross-section,elevations and grades as shown. D. Excavation for Trenches:Grade bottoms of trenches as required indicated,notching under Pipe bells to provide solid bearing for entire pipe. E. Shoring/Bracing: provide shoring,bracin etc. g required to support adjoining soils,buildings, F. Pumping: Keep excavations,and entire subgrade area free of water. Do not operate any system that will loosen existing soils or cause the subsoils to be removed or shifted from their original position. 3.03 COMPACTION A. Percentage of Maximum Density Requirements:Compact soil to not less than the following percentages of maximum density for soils exhibiting a well-defined moisture _ density relationship(cohesive soils)in accordance with ASTM D 1557 current edition;or in accordance with ASTM D4253 current edition,for soils which not exhibit a well- defined moisture-density relationship(cohesionless soils). 1- Structures,Foundation Wall Backfill,Building Slabs and Steps,pavements: Compact each layer at 90"/o maximum density for,cohesive material or 95% relative density for cohesion less material. 2- Lawn or Unpaved Areas:Compact each layer at 85%maximum density for cohesive soils and 90%relative density for cohesionless soil. CRITERIA SPECIFICATIONS 02190-3 FEBRUARY 2007 3. Walkways:Compact each layer at 9(N/o maximum density for cohesive material or 95%relative density for cohesionless material. 4. Trenches:Compact fill to conform to requirements of area in which trench is installed- 3.04 BACKFILL AND FILL A. General:Place acceptable soil material in not greater than 8"uncompacted layers to required subgrade elevations,for each area classification listed below. I. In excavations,use satisfactory excavated,borrow or import material_ 2. Under Landscaped areas,use satisfactory excavated,borrow or import materials. 3. Under walks and pavements,use subbase material or satisfactory excavated,or borrow material. 4- Under steps,use subbase material. 5. Under building slabs,use drainage fill material- 6. Under piping and conduit,use subbase material,shape to fit bottom 90 degrees of cylinder. 7. Around foundation drainage systems,use drainage fill. 3.05 GRADING: A. General: Uniformly grade areas,including adjacent transition areas.Smooth finished surface,compact with uniform levels or slopes between points where elevations are indicated and existing grades. B- Grading Outside Building Lines:Grade areas adjacent to building lines to drain away from structures and to prevent ponding. C. Grading Surface of Fill under Building Slabs: Grade smooth,free of voids specified,to inquired elevation_ ,compacted as D. Compaction:After grading,compact subgrade surfaces to the depth and indicated percentage of maximum of relative density for each area classification. 3.06 TERMITE CONTROL TREATMENT A. Apply treatment in strict compliance with manufacturers written instructions. Do not disturb treated areas. Provide a blue"spray indicator"mixed with termiticide to indicate treated areas. B Apply treatment in three applications- I• First Application:pre-treat general slab areas and around utility entry points. 2- Second Application:pre-treat against exterior foundation walls,beneath sidewalks and driveways- 1 Third Application:treat adjacent to exterior walls after landscaping is complete. CRITERIA SPECIFICATIONS 02190-4 FEBRUARY 2007 C. Reapply treatment to areas disturbed by construction activity following application. D. Treat foundation walls and areas under building slabs_ Termiticide must come in contact with the foundation wall. Applying the termitcide to the outer surface of foundation insulation boards of protection boards is not acceptable. END OF SECTION CRITERIA SPECIFICATIONS _ 02190-5 FEBRUARY 2007 Engineering Group, I nc. November 12, 2009 Project No.3-608-0852 Mr. Dillon Tidwell Hunt Real Estate Services, Inc. 3500 John F. Kennedy Pkwy, #203 Fort Collins, CO 80525 Subject: SPECIAL INSPECTION&TESTING REPORT-FINAL WALGREEN'S PHARMACY 1320 ENCINITAS BLVD. ENCINITAS,CALIFORNIA Dear Mr. Tidwell: At your request, Salem Engineering Group, Inc. has conducted special inspection and testing for the subject project during the period of November 12, 2008 through October 27, 2009. The special inspection and testing included footing inspection, concrete inspection, masonry inspection, welding inspection, reinforced steel inspection, retaining wall inspection, moisture emission testing, floor flatness and floor levelness testing, grout, mortar, prism and concrete sampling and testing for the above-referenced project site. To the best of our professional knowledge, the required quality control testing services, indicated in specification section 01400 Quality Control Testing has been performed and that all results indicate compliance with specified requirements. To the best of our professional knowledge the project has been constructed and/or installed in accordance with the construction documents and in full compliance with all approvals and the 2007 California Building Code and other government requirements. We appreciate the opportunity to assist you with this project. If you should have any questions please contact our office at (909) 980-6455. Respectfully submitted, SALEM Engineering Group,Inc. pFESS/ QP Oq, QUO CE T, q�F ..� co O No.2477 m Clarence T.`Jiang u cc Up.06/30/% M Project Engineer * p RCE No. 50233 / RGE No. 2477 FOF CAl\FC 11650 Mission Park Drive,Suite 108 • Rancho Cucamonga,CA 91730 • (909)980-6455 • Fax(909)980-64: TAIT 70 N P—r ew, Ducr. Scnul Ana, CA 42705 714560:&200 June 24, 2009 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Re: Engineer's Pad Certification for Project No. 07-080 and Grading Permit Number 983 -G. Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for Parcel 2 of Parcel Map 20583. As the Engineer of Record for the subject project, I hereby state pad rough grading for line and grade for the Walgreens building has been completed in substantial conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.310 (B). The following list provides the pad elevation as field verified and shown on the approved grading plan: Parcel 2 _Pad Elevation per Plan: Pad Elevation as Surveyed: 217.77 217.77 +/- 0.10 The pad overbuild is not a part of this certification. The line and grade of the pad within the building limits is in substantial conformance with the approved plans. The pad overbuild is per the geotechnical recommendations and soils engineer certification. ARespecl , Inc orth, P.E. Project Manager RCE #68771 8 7 1 1 ti i% i l Engineering Group, Inc. July 21,2008 Job No.207-099 Mr-Dillon Tidwell HuntDouglas Real Estate Services,Inc. - 3500 John F.Kennedy Pkwy.,Suite 203 Fort Collins,CO 80525 SUBJECT. Geotechnical Engineering Recommendations Proposed Walgreens Pharmacy Store No. 11653 1320 Encinitas Boulevard Encinitas,California Dear Mr.Tidwell: SALEM Engineering Group (SALEM) previously prepared a Geotechnical Engineering Investigation report (SALEM Project No. 207-099,dated May 16, 2007), Addendum to Geotechnical Engineering Investigation (SALEM Project No. 207.099, dated September 18, 2007), and Addendum No 2 to Geotechnical Engineering Investigation(SALEM Project No. 207-099,dated November 8,2007) for the above-referenced site. This report presented seismic design criteria based on the 2001 California Building Code (CBC) and 1997 Uniform Building Code (UBC). Seismic design criteria based upon the 2006 International Building Code(IBC)have now beer,incorporated into the 2007 CBC and are applicable as of January 1,2008. Seismic Design Criteria(z006 IBC/2007 CBCI For seismic design,of the structures,and in accordance with the seismic provisions of the 2006 IBC and 2007 CBC,our recommended parameters are shown below. These parameters are based on Probabilistic Ground Motion of 2%Probability of Exceedance in 50 years. The Site Class was determined based on the results of field exploration as documented in the above-referenced geotechnical report. Seismic Item Symbol Value 2006 IBC Reference Site Coordinates(Datum= NAD 83) 33.0464 I-at -117.2605 Lon Site Class SC D Table 1615.52 Soft Profile Name SP Stiff Soil "fable I6155.2 Mapped Spectral Acceleration -- Short eriod-0.2 sec Ss 1260 g Figure 1613-5-1* Mapped Spectral Acceleration _ 1.0 sec iod S, 0.471 g Figure 16135.1* 4055 West Shaw Avenue,Suite 110 Fresno,CA 93722 (559)271-9700 Fax(559)275-0827 SALEM Job No.207-099 July 21,2008 P 2 Seismic Item Symbol Value 2006 IIIC Reference Site Class Modified Site Coefficient Fa 1.0 Table 1613.5.3(l) Site Class Modified Site Coefficient F, 1.529 Table 161153(2) MCE Spectral Response Acceleration (Short period-0.2 sec St&=F.Ss Sus 1260 g Equation 16-37 MCE Spectral Response Acceleration (1.0 sec.period) SMI =F.St SMI 0.720 g Equation 16-38 Design Spectral Response Acceleration SDs= 2/3 SMs short pexiod-02 sec SDs 0.840 g Equation 16-39 Design Spectral Response Acceleration SDI= 2/3 SMI (1.0 sec.period Sm 0.480 g Equation 16-40 Also used USGS National Seismic Hazard Mapping Progrun Java apples tool to determine n n ermine site-specific acoetetios (available at http://earthquake.usgs.gov/research/haamaps/design/). We appreciate the opportunity to assist you with this project_ If you have any questions,please contact our office at 559.271.9700. Respectfully submitted, Q��}ftSSfp�, SALEM Engineering Group,Inc. Mi Se(�I�� o� tic. 25+1 !iz+ d i CAP. -c. � R-Sammy Salem,MS,PE,GE,REA Principal Engineer q �iFCIRl�� q RCE 52762/RGE 2.549 OF C kv\� SECTION 02190-SITEWORK/EXCAVATION PARTI -GENERAL 1.01 DESCRIPTION A. The extent of site work is shown on drawings. B_ Site work includes but is not limited to: 1 Demolition(if required)of existing structures,walks&pavements,utilities and miscellaneous improvements. 2. Site clearing of trees,irrigation,topsoil stripping,clearing and grubbing. 3. Earthwork_preparation of subgrade for building slabs,foundations walks, drainage fill,structural fill and backfilling. 4. Termite Control-Provide site treatment for termite control in those geographic locations where termites are present. C. Identify location of above ground&below ground remediation equipment. 1.02 QUALITY ASSURANCE. _ A. Severe slope,ramps or steps shall not be permitted at Walgreens,store at front,sides,or rear of building_ Maximum permitted slope on site shat[be 120(5%)_Minimum permitted slope on site shall be 1.5%to insure positive drainage.Maximum entrance slab slope up to doorway shall not exceed 2.0%. R. Testing:Employ at Landlords expense testing laboratory,acceptable to Walgreens,to perform soil and quality control testing as required Copies of test reports shall be _ submitted to Walgreens Construction Dept.Project Manager upon request_ 1. Soil reports of actual unconfined compressive strength of each strata tested_ Verify soil/fill-bearing capacity conforms to design requirements.Perform one test at each column pad and per each 50 W.of foundation. 2. Field density tests.Perform at least one test per each 2,500-sq_ ft.per lift of fill. 3_ Trench Backfi[l:Perform at least one test per each 100 lineal feet of trench.Re- compact and retest density and compaction of any trench installed after building pad testing has been performed. _ 4. Foundation wall backfill inside and outside shall have compaction tests made every 501ft.Tests shall be performed on each 12"lift. 5- Provide subgrade modulus tests,one for each 2,500 square feet of pavement placed on natural soils_ 6. Optimum moisture/maximum density tests. Perform one test per each type soil and each 1,000 cu.yds_of material_ 7. Final building pad verification letter,submitted by the Geotechnicai Engineer at the completion of grading operations,summarizing satisfactory completion of all tests performed prior to slab placement_ CRITERIA SPECIFICATIONS 02190-1 FEBRUARY 2007 C. Warranty/Termite Control:Furnish written warranty certifying that soil poisoning treatment will prevent infestation of termites for five years from date of treatment. Provide installer certification that three applications have been applied as required. Submit certification to Walgreens Construction.Dept Project Manager. 1- Contractor will pretreat soil and au/r lace an reP eP Y damage caused by infestation_ 1.03. JOB CONDITIONS A. Existing Utilities:Locate,disconnect,cap and remove existing utilities within the site. I. Make arrangements as required to rclocate./re-route those utilities serving others off-site- PART If-PRODUCTS 2.01 MATERIALS A. Satisfactory soil materials are defined as those complying with ASTM D2487-00 soil classification groups,GW,GP,GM,SM,SW and SP. On sites where specific conditions cause any of the listed soils to be unsatisfactory,the Soils Engineer shall specify alternate satisfactory materials and provide Walgreens Project Architect a written explanation. B. Subbase Material: Provide CA-6,naturally or artificially graded mixture of natural or crushed gravel,crushed stone,crushed slag,natural or crushed fine aggregate conforming to ASTM D-2940-03 with at least 95%passing a 1-1/2 inch sieve and not more that 8% passing a No-200 sieve. C. Drainage Fill:Washed,evenly graded mixture of crushed stone,or crushed or uncrushed gravel,ASTM D448,Size 57,with 1009/6 passing a 1-1/2"sieve and not more than 5% passing a No.8 sieve. D. Backfill and Fill Materials:Satisfactory soil materials free of clay,rack or gravel larger than 2"in any dimension,debris,waste,frozen materials,vegetable and other deleterious matter. 2.02- SOIL TREATMENT A. All solutions must be environmentally friendly. Consult the structural pest control regulatory agency of your State prior to use of any product. Provide a solution of one of the following.Fuel oil is not permitted as a diluent. Mix with water at the manufacturers prescribed rate for the conditions encountered. 1. Permethrin;36.8%combined with 63.2%inert ingredients in water emulsion. 2. Bifenthrin;25.1%combined with 74.9%inert ingredients in water emulsion. 3- Cypermethrin;24.8%combined with 75.2%inert ingredients in water emulsion- Acceptable manufacturers:Dragnet®SFR, Prevail®FT manufactured by FMC Corporation,Durbsan TC manufactured by Dow AgroSciences. CRITERIA SPECIFICATIONS 02190-2 FEBRUARY 2007 PART Ill-EXECUTION 3.01 SITE CLEARING A. Clearing and Grubbing:Clear site of trees,shrubs and other vegetation,except for those indicated to remain. I• Completely remove stumps,roots,and other debris protruding through ground _ surface. — 2. Fill depressions caused by clearing and grubbing operations with satisfactory soil material,meeting compaction requirements,unless further excavation or earthwork is indicated- B. Removal of Improvements:Remove existing above-grade and below grade improvements necessary to Permit construction including abandoned underground piping or conduit interfering with construction.Fill resulting excavations with satisfactory materials meeting compaction requirements. 3.02. EXCAVATION A. Earth Excavation includes excavation of pavements and obstructions visible on ground surface;underground structures,utilities and other items indicated to be demolished and removed;together with earth and other materials encountered- B_ Excavation for Structures:Conform to elevations and dimensions shown.For footings and foundations extend excavation below frost line and do not disturb bottom of excavation- ' C• Excavation for Pavements:Cut surface to comply with cross-section,elevations and grades as shown. D- Excavation for Trenches:Grade bottoms of trenches as required/indicated,notching under pipe bells to provide solid bearing for entire pipe. E- Shoring/Bracing: Provide shoring,bracing required to support adjoining soils,buildings, etc. F. Pumping: Keep excavations,and entire subgrade area free of water. Do not operate any system that will loosen existing soils or cause the subsoils to be removed or shifted from _ their original position. 3.03 COMPACTION A. Percentage of Maximum Density Requirements:Compact soil to not less than the following percentages of maximum density for soils exhibiting a well-defined moisture density relationship(cohesive soils)in accordance with ASTM D 1557 current edition;or in accordance with ASTM D4253 current edition,for soils which not exhibit a well- _ defined moisture-density relationship(cohesionless soils). I- Structures,Foundation Wall Backfill,Building Slabs and Steps,Pavements: Compact each layer at 90%maximum density for cohesive material or 95% relative density for cohesionless material. 2- Lawn or Unpaved Areas:Compact each layer at 85%maximum density for cohesive soils and 900%relative density for cohesionless soil. CRITERIA SPECIFICATIONS 02190-3 FEBRUARY 2007 3. Walkways:Compact each layer at 90•/u maximum density for cohesive material or 95%relative density for cohesionless material. 4. Trenches:Compact fill to conform to requirements of area in which trench is installed. 3.04 BACKFILL AND FILL A. General:Place acceptable soil material in not greater than 8"uncompacted layers to required subgrade elevations,for each area classification listed below. I- In excavations,use satisfactory excavated,borrow or import material- 2. Under Landscaped areas,use satisfactory excavated,borrow or import materials- 3. Under walks and pavements,use subbase material or satisfactory excavated or borrow material. , 4- Under steps,use subbase material. 5. Under building slabs,use drainage fill material. 6. Under piping and conduit,use subbase material;shape to fit bottom 90 degrees of cylinder. 7. Around foundation drainage systems,use drainage fill- 3-05 GRADING: A. General:Uniformly grade areas,including adjacent transition areas.Smooth finished surface,compact with uniform levels or slopes between points where elevations are indicated and existing grades. B. Grading Outside Building Lines:Grade areas adjacent to building lines to drain away from structures and to prevent ponding. C. Grading Surface of Fill under Building Slabs: Grade smooth,free of voids,compacted as specified,to required elevation. D. Compaction:After grading,compact subgrade surfaces to the depth and indicated percentage of maximum of relative density for each area classification 3.06 TERMITE CONTROL TREATMENT A. Apply treatment in strict compliance with manufacturers written instructions. Do not disturb treated areas. Provide a blue"spray indicator"mixed with t treated areas_ ermiticide to indicate B- Apply treatment in three applications. I. First Application:pre-treat general slab areas and around utility entry points. 2- Second Application:pre-treat against exterior foundation walls,beneath sidewalks and driveways- 3- nird Application:treat adjacent to exterior walls after landscaping is complete. CRITERIA SPECIFICATIONS 02190-4 FEBRUARY 2007 HYDROLOGYREPORT FOR WALGREENS NWC Encinitas Blvd and El Camino Real Encinitas, CA DATE: 06/24/08 REVISED: 08/14/08 Prepared for: CA Encinitas & EDR, LLC. 3500 John F. Kennedy Parkway, Suite 203 Fort Collins, CO 80525 Prepared By: TAIT & ASSOCIATES, INC. 701 N. Parkcenter Dr. Santa Ana, CA 92705 (714) 560-8200 Project No. SP6583 TABLE OF CONTENTS I INTRODUCTION II. ON-SITE FLOW VOLUMES III. HYDROLOGIC RESULTS 100-YR STORM Hydrology Calculations—Pre-development Hydrology Calculations—Post-development APPENDICES: APPENDIX A: SUPPORTING MAPS: Vicinity Map APPENDIX B: SUPPORTING EXHIBITS: 100-YR 24 hr Isopluvial Map 100-YR 6 hr Isopluvial Map Soils Type Group Map Expanded View Soil Type Group Map Intensity Duration Design Chart 3-1 Overland Time Flow Nomograph Figure 3-3 Nomograph For Time of Concentration Figure 3-4 APPENDIX C: HYDROLOGY MAPS: Pre-development Hydrology Map Post-development Hydrology Map SECTION I INTRODUCTION 1.1 PURPOSE This report presents a hydrologic and hydraulic analysis for the redevelopment of an existing parcel to include construction of a Walgreens building located at 1320 Encinitas Blvd in the city of Encinitas, California. The main objective of this report will be to analyze additional run-off created from redevelopment of the site. 1.2 PROJECT DESCRIPTION The existing 2.20-ac site consists of a 10,450 sf Bank of America building with a parking field and landscaping. The site is located at the North West corner of Encinitas Blvd. and El Camino Real in the city of Encinitas, CA. The proposed project will consist of construction of a Walgreens building and associated retaining walls west of the existing Bank of America. Also associated with construction of the new building will be the regrading and paving of the existing parking field north of the existing bank and a Stormwater Filter Unit at the north end of the site. A parking lot expansion of an additional 0.18 acres is planned for the redevelopment. Existing site drainage for the site consists of overland flows in a north easterly direction where storm water is collected in a Stormwater Filter Unit for discharge to the public main. Building run-off is collected in downspouts that discharge to the existing AC pavement. The proposed redevelopment will direct stormwater run-off from the paved and landscaped areas to grated inlets or curb inlets which ultimately route the water to an existing storm drain manhole in the northeastern portion of the site. The Stormwater Filter Unit serves as storm water treatment. SECTION II ONSITE FLOW VOLUMES 2.1 METHODOLOGY The Rational Method of the San Diego County Hydrology Manual (SDCHM)was used in calculating all run-off quantities for this study. The Rational Method is generally used for drainage basins less than 500 acres and flow paths of less than 1000 ft. The proposed site comprises about 2.20 acres, which falls below the acreage limit. 2.2 DESIGN CRITERIA Design Storm: 100-yr storm event Land Use: Commercial Soil Type: Type A, See Soil Type Group Map, Appendix B Rainfall Intensity: Based on Intensity Duration Design Chart Fig. 3-3, Appendix B Weighted Runoff Coef£ Based on Revised C Table 3-1, San Diego County Hydrology Manual 2.3 CONCLUSIONS Pre and post development conditions for the site were analyzed utilizing the rational method outlined in the San Diego County Hydrology Manual (SDCHM) to determine the peak stormwater flow rates. The initial time of concentration (T) for the project was calculated for each of the sub areas shown on the pre and post development hydrology map (Appendix Q. As indicated in the SDCHM, an initial time of concentration (T) minimum of 5 minutes should be used if the Ti calculated is below 5 minutes. As shown on the attached calculation sheet (Appendix B) all initial sub areas analyzed fall well below the 5 minute minimum, therefore a Ti of 5 minutes was utilized in the calculations. The newly added curb opening inlets located on the north of the redeveloped parking lot, and in the center of the redeveloped parking lot, serve as collection points for most sub areas. Since the sub areas associated with the inlets fall well below the minimum Ti, the 5 minute minimum was used in conjunction with the calculated travel times (Tt) in determining a T, for the entire redevelopment. The analysis resulted in 7.50 cfs peak onsite storm water run-off with a T, of 7.4 minutes for the pre-developed 100-yr storm event. Run-off that sheet flows offsite to the property to the north was calculated to be 0.75 cfs. Run-off from the site that sheet flows to the street and ultimately to the catch basin to the north of our site on El Camino Real was calculated to be 1.02 cfs. The post-developed 100-yr storm event analysis resulted in a peak onsite run-off of 7.86 cfs with a T, of 6.6 minutes. Run-off that sheet flows offsite to the property to the north was calculated to be 0.53 cfs. With the development of the site, the tributary area of the run-off to the northern property has been reduced and is now collected onsite. This accounts for the increase in onsite run-off. The onsite storm water run-off is collected and piped to an existing storm drain manhole in the northeast portion of the site. This onsite manhole ultimately discharges into the public storm drain system. Run-off from the site that sheet flows to the streets includes landscaping and the additional street dedication. The storm water contributions in Encinitas are calculated at 0.61 cfs. The storm water contributions in El Camino Real are calculated at 1.29 cfs. With the dedication of street right-of-way, additional flow rates will be conveyed in the street section. Also, a 12" storm drain pipe located at the northwest corner of the property is used as a means to convey storm water from the adjacent lot to the west of our site. This pipe will remain in place and we will add a grated inlet to pipe the water across our site and connect to our outlet pipe of the Stormwater Filter Unit that will ultimately connect to the existing manhole. The proposed improvements as analyzed above shows negligible effects on peak run-off from the 100-year storm event and should have no adverse effects on the current downstream drainage system and to adjacent properties. This hydrology report has analyzed the effects of a 100-yr storm on the proposed development project. The following sections contain all the pertinent calculations that this summary was based on. SECTION III HYDROLOGIC RESULTS PRE-DEVELOPMENT RATIONAL METHOD 100-YR RUNOFF U U U r N 1!) 1- (� M N ti 00 C Lo O r- (� tC) I: r- C r O O O O I-- LC) r 00 Q O r ♦w Q r r O O O w N C a- Q 4 'C a r r LL w O co M E 3 In t!j Y O °J W ~ N m R LL CL d m d o a a z w aUi (D U � 2 N o 0 o O C 3 (,� CD Co c0 m o �o 00 4r- x o a a O O O c0 m CL + v o + J N III o I-- C> x IIT C) p 00 V V r N M O r <' ... N r O d ~ LO LO J a0 a0 m < E a�O a�O pop _E O J e O e N \ Co ct O N co m ; j y v N rn t c LO � d r- 0 0 p d r CO 00 00 J III d N r N J a 0 C a 04 0 d W 2 0 0 C 0 0 p LL E 0 r r d 0 p C LL r r �- a O a LO W rn� E N o 0 Cl W oo °m p oo p D in M d d m r 00 < E M LO � Q N a p 2 0 Gf .- r V) d r O O p O LO < x co � 9 a w < Lo + 3 d p - a p N Q N m A r N C CO x LL M = m m a o Q 4) Q U O U ' N m n oU > � aNi c°) o �' O N W l E: E Fes- U C'I O C" o p a N N o a N J = o r) ui c °p O c0 3 y � v o a u) = v° r� ) ° a HYDROLOGIC RESULTS POST-DEVELOPMENT RATIONAL METHOD 100-YR RUNOFF U U U co °0 r N N N p M co M N M to 00 CR M Q Io •ct �; N M Io .-- N 'V M f` M C LO cD O O O O O O O O N Cl) N Cl) O O O O N 't It LO Q �-- O O N O — O N O . Ifs y I� co 00 0 0 0 0 0 6 0 0 0 0 0 O N r O O w O R O O !0 OD M co O co 00 3 N 'c (D O O _O Ij d — In In In In In In In In In In LO I+- w U) In Lo Io to Io u� In In I X (D Ip LL M M LL, m ID to ui X a c a d a 3 a Z LO In Io ct rt In to M N Q M .a () O 00 M M 00 OO 00 OD 00 M 00 0 0 0 0 0 0 0 0 0 0 0 O" 00 W cq 2 O O O O O a� Ia po cD cD o cfl to cD cD CO (0 CD c0 ID CO (O CO c0 O c0 _ • r- � III LO ti r- F- CD V _E O) O) IO O N O CD Cl? M _~ V N N cM ch N I) N M M N M R N `- N y N LO N f- to O to O I- In LO O I� M M x J O 00 I� O 00 N O 00 O M ti LO LO LO 00 LO M to 'IT 00 I� fq M N N N It Cl) I,- N e- N e- ° M �- O O cF L 0 O ul IO O C co p p �' ,- N LO 04 N 00 ° pp m O O LO N .- — .-- 00 d N N M W = O I°o O O O w O O m O O O 00 N O O N — -:I- _C p O O a Q LO C'4 'Cr LO co M C'M .-- r M ID O O O `O Wx 0 0 0 0 0 0 0 0 0 0 0 ' ` 0 0 0 0 0 0 0 ° 0 0 0 Q O O O W LL r- r .-- - - c- r- - - te r m O O O D LL CL 0 QN ErnrnrnaNgMoNOOrnc°DCiM E CL L o In IL 0 0 0 0 0 0 — 0 0 0 0 ce) ° a o 0 y ` E Z N Nt O Q O O N O O N O o LO LO ° m p .-. 0 0 0 0 0 0 0 0 0 p co O Jd LO O 0 0 CD d I" In R o > V c m m <' v + 3 m c Q � 7 Q Q Q m U � W c,4 — G cD .- E O N c () Q N O d : * Q d (n C7 O 'V O7 (J O Q Q` ` C II O () o tZ N J 7 t O W !I H U CY U) c T 0 0 to j V M o6 �o O �+ d LO u� F- I,- U) h 2 fn r d U 4' U U U M N co M M LO M ed- N O O O O r CO O O -I N O O O _O p O LL �t LL 3 c0 m ui Lo Lo Y _O a d LL a d w 0 CR 00 00 Cl) 0 O 0 0 0 -X m d a Q oo o0 LO CO CD CD HIO r o M M l!)ll M N (.0 M O 00 O N O COO O c co 6 4 C'j 6 O O O O C7 O 0) Lq O O O O `- O O O O O O Cl) APPENDIX A Vicinity Map i a ,N' o- 'r; t 3r � �i,€' �€��y�"�R"�'�. e s R�3 .a ` . t Rif i aT 6 �. �€ + � r L , sp—mv or"s ZNJ OUR �a $ >~ ,P A .. _ .._ VTESQTm - Terms ca� e �. n VICINITY MAP N TS APPENDIX B Supporting Exhibits .E zi y , . fill ". r Ail I Jk i' .� qmgi .�� :moo ,�' --�._;.y""'"'�-�' ... ...-R• � �.�� a 4p .Sitar E � �� •� i� � r •gip' � � ,52:13 (�'•.,�,,..�.°'T"—,s_, '�'i.,�'�� ^�8•�� . •�� I I OS US 17, NG In F s � z I j J . I I 1 i -�Ed9Ll - i I L _ I i ,Sb lIL iII � II! I I � I L ,S LoLLiL i 4 I TPJ I"" I- aGLb T . .�, � z,. PA AC �.s f ''piyA �i ij �5 rt i1 w e + � IL r k _ i •r ' Y r + s a + - II 4 V x �� i r�a��r esv eo as•c ,z. :'° °p"�xlas"°�°.R®�"°,"P e � �m :'r xiewTr�iw+l�°raa ' R!� lM�s�~mllaa�lltNa•.+�v.s•�•Pa�w.x a ais:s+ar.p`la+6,�®i ,Awn ia�*+asWr arw xMa:eta+ebasam ll�ssliaxis w.c as 11�s E _ 'ASR#ltY 'AMMW R#IfAA�. azexa sla�xcarssaa rls+sl+ ��' aflP WA RRal�. R RYY @Y d}g R;!!M!slti�RR aw+aiw.I • a "iii.e6NAiRWiPANAWAR ' —�!s,rr �r.rsnlwEla�wat7RM! EE/EEiE� � s WASILA Wd#fi®S f;F eRYit pRRf&IEtflBi �WANNIF �i��f'AMAIM' EEE[Aff R iE&48 RRtRMitti i� a �A�IF�aANNEor MW glpgg +Ei91� R�#�! l EfiElEE! /11WdrAWAWAFdMANWAtttl �fa�a�f �*no tt ��tt•!��:�y*##a.VA11/r'JM1FitM_��%I}Ig#lll �� =� i> Ies AARuiA9Hl�l � t-� &d'.�pR, g® t1Ai� Ra� - R Aj aaY r.FxR�lwenuv.wie wpp -wuw„'-.,.m.._- Me wM°im M M aNlsa is4 MY.I®s+sue�`+ 'Z 1MR nlb�lsl! " T/B Sf.��M ��R +e;a s.p F w Y aE bx6�p1l flaElsk _ 81P MIS �1l�a lri YiTa��° xl+i -s,Ta�rs+sevaai waw w.wR, '�sima�w+serr[r.ara �s�as.��asa+sE#alsaFMt�R at q► »� - �+I+wwsceewaalae +lsiraaWa_a�aaaidpleax .s �.as�s eru amlr® asma+lraaals+s+s+tres � su�a ws aarw>� mu �d im=ja ,.r+..ir��s,. � s,�"t•° 1 rte_! x x -rsolRtle++laaie s�"`ia M#a�ow A �' ,�1 f ,11"r sue .: aala ttll+ f,W, .W�$�d#I�R=, IYl i1�R!Il ®m - aasaisay�s ■RiR#sRtA�<W� �—.r ♦ �l��i�.�ssraiea+�lafRarslu �'ARYFAM �la�l��= Rtfaliiaaa of lsrtMi•Y�YY��R tiZiRIB.M.i AZA,?A�A�►'.f�IM�tr,�R►�ONI a'R, .AIR Rsilq � i�aa:aw�eea�almraraYe3rris� WA4 UW NSW .aRR1,R� ��iR��tR1��6YY#aiYllTi 4flRlst'Ri•'s RfRR ti INS R►,A SN,Rtr R �ti l'�t�� Oman ■ffRtNERRff!■l1R1RR#It aRfRM� EEl�te AfAW AW,aP�r� 'M;M= ilt�lt��Rl�ta efRRa�re�l�t��ts�tRtrss ��'!'iYY, aR!'d�`�� RtI�RBdit�RRt!li�is� l,EedE?i FAAMV E111mall E EfEd#EEEE Ef! slymm some tllEi1Etil li AfftRdtl� d � EEs #� littil3ttl�tttEtE � �'� ' :/WAK #` • / E'S / iii" 1t 1t[tttt HtlRtF �� i�i' ;�'-----, ■r■sE�E�tE sEr EEr tEEt Ews w�swEEE RM ►� � �r .'-"'— EEEEEEE#'Rtf��!#i�aRalEislR�F#EEt� ' ai S31nNIW NI 3W1l Moij QNVIH3AO Lon Q 11 �. � w 0 e3 u 1 F- tc�► ca 1 C v o 0 z o a ' � a p Oil C LL 16 a ". E E c 4 4 8R P p R 1 E f Q GC IS coo: ai 1 c °o a w a a 1333 M 3oNvisi 13SbnOON31VM U 0 AE EQUATION Feet Tc = 11.9L3 E1.386 dE } S0d0 TIC = Time of concentration(hours) L = Watercourse Distance(miles) a0o0 QE = Change in elevation along aeoo effective shape line(See Figure 3-5)(feet) Tc Hours llAinutes 2000 4 240 3 184 1000 900 am 2 120 lW0 60\0\ 100 300♦ 90 \ Be 400 \♦�+ 70 300 o�s i 60 ♦ 5D 200 \ ♦ L \ Miles Feet ♦ 30 100 ♦1 4000 20 ♦ 18 30 0.3 3000 16 \ ♦ 14 40 2000 ♦ _— 1800 \ 12 - 3D 1600 10 1400 ♦\ 8 1200 8 ze 1000 900 7 goo g ree 600 3 10 500 4 400 3 3 A E 200 L Cc SOURCE:California Division of Highways(1941)and Kirpich(1940) F I Nomograph for Determination of G U R E Time of Concentration (Tc)or Travel Time (Tt)for Natural Watersheds =3-4 S-ye e, O ® in oNo ca V) �? � O CaD a) a) N w c. O 1-0 N kn dui• O 07 oa b.0 y4 O O O O 00 00 O O O O C3 N aj pa N 00 d v rr co t` r o 00 00 00 cc 3 0 0 0 y+ U M O a) 0 W O l� fl O O O O O O O O O O O O O O O ^� 0 ° «3 'O Q U_ �/ in �, O k O kn U +.+tn ® ILA O N N MO d0- kn 00 00 00 001 O U w MC c � H U o 0 *0 = E. W 0 a W La U 0 0 0 8 0 ° o o U Pik O ❑ U O "" N N V• N C � ca iC is cC icf ° O 4r 'G TJ `" s0. ° au ° -0 ca 'o 0 72 "a M CIO c� a _ O o 0 4z m x _ .a U r+ '. N 'a.+ U 0 a�i a n U N PI C' �', Cv =; r � —ri Zf " p o-� I ! r1 f t �1 �� el eo ea •� V II II San Diego County IlyClrology Manual Date: Jude 2003 Section: 3 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general Land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION T; Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM T; LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 501 3.7 60 3.21 70 2.7 SO 2.6 90 2.3 100 1.9 '-See Table 3-1 for more detailed description APPENDIX C Hydrology Maps a pG m F ysj az U . r.... .... ............ .... ....... . - LEGEND A ARE ci G • 1.00 ACRE �a0 L=100' FLOW PATH �' �" zoo oo �a ion Ad is w AREA BOUNDARY z' i QG N o � QC, Co (M FEET) MOI 20 FEET f P GBol� P° Q Z } hrJ O Qy o .z W 50' wd�a = w v F-a o ..7uj `4 Ld P 1 G a Zz Nc OWES < P` J3 On CONC. CONC. D I- Z ASIN _ o_ C�� v pL PG PL L �I ' T Z W O O P4 P�' I <W kj V{�Z co�ozo� 1 OF 2 OFFSITE I N RUN PROPOS INLET STO W �'- L=160' N 5. LINE Al LE_ L=240' q ? o d I ARC Z0 L=7 ' 1.00 ACRE < U-<00 (� cr C"co co aZOo o.o7a / L=100' FLOW PATH i<Loin oQa-* dd ZZnw AREA BOUNDARY a L-a7' � - �. •Fl o e IN FEET) m FEE, °+ PROPO o SRN LINE Q U o '100 } Z ^O �N _ Q2 WAR 0 03 0 ZU IyJNN 4 O+!<W x° 1r Z W - _ .6 u,.y V) 1Y4 zz O wa In�� -j wb � > o jg W Ji p o = ENCINI TAS BOUT E FE goo m oo�o�o� 2 OF 2 f 9C 9C z 1 ,n F�� o D (n ^ 1 to j - -_ • ., , l i 9P qc t r • I nm " ti i D 73 qc n ! • fTT � qc I v 7 • ° qc qc O i qc q qC' • qn qc i • qc �I qo 1` D G n CA n 9C t I • 2.e s— __. �—'f 9c A t O qc 9C � i qC r 9C i • f 9n ii qC qc • 1 q� • i qC j: n 9C • • ! i td o r r • q 9n o c vo 11 vo o n H g vo • n N n qO / D n i � • i i qc q� n 4 A_X v n 9 DN n c m~ � • Z qL- rn 9C y, � • • �'� t N ' r o I it n O c+ ,i Do qP 1 zp CONC, -- CONC. CONC. CONC. CONC, N SC qC •; FYI 9C v CONC X � 9C n qC 9C qC Z V1 q vo = qc fTi EL CAMIN❑ REAL my CID N qc qc -70 2 Co qcc 9C z 9C q(` r II o D 8 �Z� o v S D -TI r D D D Rl 8 D Z CD rn 0 C D 2 D DATE., _ CATS.,10//04/07 PRE DEVELOP D ATE"`EDiTM MENT HYDRO E\49 LOGY MAP REVISION t WALGREENS STORE OATS: N.W.C•ENCINITAS BIT. R NO- 11653 JOB N0;SPB5830 HUNT ENCINITAS CA CAMINO REAL T•,,., DOUGLAS REAL ESTATE SERVICES, INC 1/U' '4SSOCIAT�` 3500 John F.Kennedy PI `�+ INC, Fort CdIMe,CO 80+25 Its 203 701 NORTH 7N PARKCENTER OR. ANA, CA 92705 714 560-8200 TEL 714 560-8211 FAX NO DESCRIP71pN REVISIONS BY ATE CHI( I f Z o r c zo 2 l s o-.-o fri 00 V 14 b w o j s f ` 4 Liff r c � : i r i j` II lar t r 1'- a v z z+ � i Z rn XC l7A zSv-ia II t; PAOLO p mZ��p \a �xz � N 1 i� U .mom 2 8 D 1 II I w 11 .I. z .... _... .._. O r _ _ E L C A_MI N_❑ REAL _ I I r II If= nl I- n i'r7 n 0 0m Z a) rIn o - c � DRANK;JP Q POST DAZE:10/o4/07 D n a1ECKED;TH EVELOPMENT HYDRO DAZE. WALGREENS LOGY MAP DATE. N�; STORE DAZE: N.11 c.ENaNIrAS eI w. EL CVO 11653 T T JOB N0:SP85930 HUNT DOUGLAS ENCINITAS CA AMINO REAL IAII 3500 John R K'nn°E°ySPkw�yS fts z;cES, INC ASSOCIATES INC. Fort CcIIMR CO 8,325 701 NORTH PARKCENTER DR. SANTA ANA, CA 92705 714 560-8200 TEL 7143 560-8211 FAX NO DESCRIPTION RENSIONS 9Y ATE CHK