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HomeMy WebLinkAboutSUP 98-03D; VIASAT BLDG 1; UPDATE OF GEOTECHNICAL REPORT; 2013-11-06y -~ PLAN CHECK NO,\ • SOUTHERN sup qi-o?>D CALIFORNIA November 6, 2013 ViaSat, Inc. GEOTECHNICAL 6155 El Camino Real Carlsbad, California 92009 RECEIVED Attention: Project No.: Subject: Mr. Bob Rota Vice President, Facilities & Security JUN 19 2014 13G176-1 lA\\it., ..;c. ,, ci..Vt'IVIENT ENGINEERING Plan Review, Update of Geotechnical Report and Additional Subsurface Exploration and Laboratory Testing Proposed Commercial Buildings Bressi Ranch, Planning Area 3, Lots 10-13 NWC Gateway Road and El Camino Road Carlsbad, California References: 1) Geotechnical Investigation, Proposed Commercial/Industrial Development, Bressi Ranch Lots 10-13, Planning Area 3, NEC of Gateway Road and El Camino Real, Carlsbad, California, prepared by Southern California Geotechnical, Inc. (SCG), dated January 23, 2008, SCG Project No. 07G227-1. Gentlemen: 2) Geotechnical Investigation, Proposed Business Park, Bressi Ranch Lots 10-13, Planning Area 3, NEC of Gateway Road and El Camino Real, Carlsbad, California, prepared by SCG, dated December 19, 2006, SCG Project No. 06G252-1. 3) Geotechnical Investigation, Proposed Business Park, Bressi Ranch Lots 10-13, Planning Area 3, NEC of Gateway Road and El Camino Real, Carlsbad, California, prepared by SCG, dated November 16, 2005, SCG Project No. 05G273-1. In accordance with your request, we have prepared this report to update the referenced geotechnical report with respect to site conditions and changes in the building code since the original report was prepared. This report contains updated references to the 2010 California Building Code (CBC), including updated seismic design parameters. In order to prepare this update report, we have reviewed an updated site plan provided to us by Meracon Corporation on September 25, 2013. Current Site Conditions The subject site is located within the recently mass graded Bressi Ranch Industrial Park which is located southeast of the intersection of Palomar Airport Road and El Camino Real in the city of Carlsbad, California. The specific site is a portion of Planning Area 3, Lots 10 through 13, and is located northeast of the intersection of Gateway Road and El Camino Real. The general location of the site is illustrated on the Site Location Map, included as Plate 1 of this letter. 22885 Savi Ranch Parkway ... Suite E ... Yorba Linda ... California ... 92887 voice: (714) 685-1115 ... fax: (714) 685-1118 ... www.socalgeo.com l -~·· -_j The subject site is an irregularly-shaped parcel, approximately 8± acres in size. Graded slopes ranging in height from 5 to 7± feet border the site to the north and east. Five (5) desilting basins were located throughout the site. The desilting basins were approximately 6 to 8± feet deep. At the time of this subsurface exploration, ground[ surface cover consisted of exposed soil with moderate grass and weed growth. Abundant rodent burrows were observed throughout the ground surface. Preliminary[ topographic information was obtained from a plan prepared by ~mith Consulting Architects (SCA) for the referenced geotechnical report. The site plan indicates that site grades within Lots 10 through 13 range from elevation 325± feet mean sea level (msl) at the northeastern property corner to an elevation of 295± feet msl at the southwestern property corner. Previous Studies Southern California Geotechnical, Inc., (SCG) previously performed three (3) geotechnical investigation for this site, the results of which were presented in the above referenced geotechnical reports. The reports which are applicable to the subject site are summarized below: • Geotechnical Investigation, Proposed Commercial/Industrial Development, Bressi Ranch Lots 10 -13. Planning Area 3, Carlsbad. California; prepared for Levine Investments by Southern California Geotechnical, Inc., dated January 23, 2008, Project No. 07G227-1. This report presents the results of our previous geotechnical investigation of the subject site. The work documented by this report occurred during the period of December 28, 2007 through January 23, 2008. This report states that eight (8) borings were drilled within the site to depths of 15 to 19½± feet. The maximum depth of the borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego County Department of Environmental Health (DEH). The borings identified engineered fill soils extending to depths of up to 8± feet below existing grade. Below the fill soils and at the ground surface of several borings, Santiago Formation bedrock was observed to the maximum depth explored of 19½± feet below ground surface. Groundwater was reportedly not encountered during drilling of any of the borings. Corrective grading recommendations were provided in the report. It was recommended that corrective grading removals of shallow bedrock for the two proposed building pad areas on the order of 3 feet below existing grade and to a depth of 3 feet below proposed pad grade. In addition, the depth of overexcavation was recommended to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations for the proposed buildings. • Geotechnical Investigation. Proposed Business Park, Bressi Ranch Lots 10 -13. Planning Area 3. Carlsbad. California; prepared for Ascent Biltmore, LLC by Southern California Geotechnical, Inc., dated December 19, 2006, Project No. 06G252-1. This report presents the results of our previous geotechnical investigation of the subject site. The work documented by this report occurred during the period of December 1, 2006 through December 19, 2006. This report states that fifteen (15) borings were drilled within the site to a depth of 19½± feet. The maximum depth of the borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego County DEH. The borings identified engineered fill soils extending to depths of 1 ½ to 12½± feet below existing grade. Below the fill soils, Santiago Formation bedrock was observed to the maximum depth explored of 19½± feet below ground .SO.lltff EltN CAUFORNIA GEOiiiCHN!CAL Proposed Commercial Buildings -Carlsbad, CA Project No. 13G176-1 Page 2 surface. Groundwater was reportedly not encountered during drilling of any of the borings. The report identified corrective grading removals of shallow bedrock for the twelve building pad areas on the order of 3 feet below existing grade and to a depth of 3 feet below proposed pad grade. In addition, the depth of overexcavation was recommended to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations for the selected buildings. • Geotechnical investigation, Proposed Business Park, Bressi Ranch Lots 10 -13, Planning Area 3, Carlsbad, California; prepared for St. Croix Capital by Southern California Geotechnical, Inc., dated November 16, 2005, Project No. 0SG273-1. This report presents the results of our previous geotechnical investigation of the subject site. The work documented by this report occurred during the period of October 31, 2005 through November 16, 2005. This report states that eight (8) borings were drilled within the site to depths ranging from 10 to 19½± feet. The maximum depth of the borings was limited to less than 20 feet due to permit restrictions imposed by t_he San Diego County DEH. The borings identified engineered fill soils extending to depths of 2 to 2½± feet below existing grade. Below the fill soils, Santiago Formation bedrock was observed to the maximum depth explored of 19½± feet below ground surface. Groundwater was reportedly not encountered during drilling of any of the borings. The report identified corrective grading removals of shallow bedrock for the two building pad areas on the order of 3 feet below existing grade and to a depth of 3 feet below proposed pad grade. Iii addition, the depth of overexcavation was recommended to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations for the selected buildings. • Geotechnical Recommendations Concerning 95 Percent Relative Compaction of Fill Dee-per than.· 40 Feet, Bressi Ranch, Carlsbad, California, prepared for Lennar Communities· by .Leighton and Associates, Inc., dated February 13, 2003, Project No. 971009-007. The three (3) SCG reports listed above all reference this 2003 Leighton report which addresses the settlement potential of deep fl.II areas and provides recommendations to reduce the time period for the majority of the settlement to occur. In several areas of the overall project, fills up to 40 to 50± feet in thickness were planned to achieve the design grades. Deep fill areas on the subject site are located in the eastern portion of PA-2, and two small areas within PA-3 and PA- S. The report recommends that all structural fills below a depth of 40 feet from finish grade be compacted to at least 95 percent of the ASTM D-1557 m9ximum dry density, and estimates that the time period for the majority of the settlement to occur will be reduced from 6 to 12 months to 3 to 8+ months. Near surface settlement monuments were recommended to be installed immediately after rough grading, with survey intervals of once a week for the first month, then twice a month for 3 months, and then monthly to determine completion primary settlement of deep fills. The recommended locations of the near surface settlement monuments are indicated to be contained on an index map within this report, however, the copy provided to us does not contain this plan. Plan Review A detailed grading plan was not available at the time of this report update. However, we were provided with a proposed undated site plan which showed the general location of the two (2) Proposed Commercial Buildings -Carlsbad, CA Project No. 13Gl76-1 Page 3 proposed buildings. The site plan the proposed development was reviewed with regard to the assumptions, conclusions, and recommendations of the above referenced geotechnical reports. The proposed site plan indicates that two (2) new three-story buildings will be constructed at the subject site. The plan indicates that the western-most building is identified as Building 10 with a total area of 77,400 ft2 and the eastern-most building is identified as Building 11 with a total area of 65,700 ft2. It is our assumed that the new buildings buildings will be of concrete tilt-up construction typically supported on conventional shallow foundation systems and concrete slabs on grade with no basement structures. Based on the a$sumed construction, maximum column and wall loads are expected to be on the order of 60 to 80 kips and 3 to 5 kips per linear foot, respectively. Comments generated during our review of these plans are presented below: • Based on information provided to us by the client, Building 10 is located in the same vicinity as Borings B-11 and B-13 of SCG report 06G252-1 and Boring B-1 of SCG report 07G227-1. • Based on information provided to us by the client, Building 11 is located in the same vicinity as Borings B-5 and B-10 of SCG report 06G252-1 and Boring B-7 of SCG report 07G227-1. • Based on information provided to us by the client and on our previous geotechnical investigations, the western half of propose~ Building 10 is presently underlain by fill soils and the eastern half of Building 10 is presently underlain by Santiago Formation bedrock. • Based on information provided to us by the client and on our previous geotechnical investigations, proposed Building 11 is presently entirely underlain by Santiago formation bedrock. • The site plan indicates that several bioretention systems Will be constructed throughout the site. Based on conversations with the project civil engineer, it is our understanding that the biorentention system will be designed such that no water entering the bioretention system will be allowed to infiltrate and/or percolate into the surrounding soils via the properly designed and installed water-proof plastic liners. Once the full set of grading plans has been developed, it is recommended that the geotechnical engineer review these plans for conformance with the geotechnical report. Seismic Design Parameters As of January 1, 2011, the 2010 CBC was adopted by all municipalities within Southern California. The CBC provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented below are based on the soil profile andthe proximity of .known faults with respect to the subject site. The 2010 CBC Seismic Design Parameters have peen generated using Earthquake Ground Motion Parameters, a software application developed by the United States Geological Survey. This software application, available at the USGS web site calculates seismic design parameters in Proposed Commercial Buildings -Carlsbad, CA Project No. 13G176-1 Page 4 accordance with the 2010 CBC, utilizing a database of deterministic site accelerations at 0.01 degree intervals. The table below is a compilation of the data provided by the USGS application. 2010 CBC SEISMIC DESIGN PARAMETERS Parameter Value Mapped Spectral Acceleration at 0.2 sec Period Ss 1.129 Mapped Spectral Acceleration at 1.0 sec P~riod S1 0.427 Site Cl?ISS ---D Short-Period Site Coefficient at 0.2 sec Period Fa 1.048 Long-Period Site Coefficient at 1.0 sec Period fv 1.573 Site Modified Spectral Acceleration at 0.2 sec Period SMs 1.183 Site Modified Spectral Acceleration at 1.0 sec Period SM1 0.672 Desi~n Spectral Acceleration at 0.2 sec Period Sos 0.789 .Design Spectral Acceieration at 1.0 sec Period So1 0.448 Seismic Lateral Earth Pressures In addition to the lateral earth pressures presented in Section 6.7 of the above referenced report, the 2010 CBC requires that for structures assigned to Seismic Design Categories D through F, retaining walls should be designed for lateral earth pressures due to earthquake motion. 1he recommended seismic pressure distribution is triangular in shape, with a maximum magnitude of 16H lbs/ft', where H is the overall height of the wall. The maximum pressure Should be assumed to occur at the top of the wall, decreasing to O at the base of the wall. The seismic pressure distribution is based on the Mononobe-Okabe equation, utilizing a peak ground acceleration of 0.32g. This peak site acceleration was obtained in accordance with the 2010 CBC~ aild is equal to Sos/2.5. Limited Exploration/Sampling Methods We were specifically requested by Smith Consulting Architects, the project architect, to perform laboratory testing for soils in the vicinity of the proposed buildings. Therefore, the subsurface exploration conduc;ted for this phase of the project consisted of two (2) borings advanced to depths of 3 to 3½± feet below currently existing site grades in order to collect surficial soil samples for laboratory testing. Both of the borings were logged during excavation by a member of our staff. Representative bulk and in-situ soil samples were taken during drilling. Relatively undisturbed in-situ samples were taken with a split barrel "California Sampler" containing a series of one inch long, 2.416± inch diameter brass rings. The bulk samples were collected in plastic bags to retain their original moisture content. The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and tr,,nsported to our laboratory. The approximate locations of the borings are indicated on the Boring Location Plan, included as Plate 2 of this letter report. The Boring Logs, which illustrate the conditions encountered at the Proposed Commercial Buildings -Carlsbad, CA Project No. 13G176-1 Page 5 boring locations, as well as some of the results of the laboratory testing, are included in this report. Geotechnical Conditions Presented below is a generalized summary of the subsurface conditions encountered at the boring locations. More detailed descriptions of the conditions encountered are illustrated on the Boring t,.ogs, included in. this report. Artificial Fill Artificial fill soils were encountered at the ground $Urface at Boring B-1. These fill soils extend to depths of 2± feet below existing grade. As previously discussed, the fill soils within other areas of PA-3 are documented to have maximum depths of 40 to 50± feet. The fill soils encountered in this boring generally consist of dense silty fine sands. The fill soils possess moderately high strengths, moisture contents near or above optimum and based on their color mottling and composition, appeared to be well mixed. Bedrock Bedrock was encountered at the ground surface or beneath the fill soils at both of the boring locations. The bedrock encountered at this site consists of Tertiary age Santiago Formation, which is comprised of dense to very dense sandstone. Bedding within the Santiago Formation on site is generally massive with no significant planes of weakness or discontinuities. The sandstone unit is typically light gray in color, contains moderate iron oxide staining, and is comprised of weakly cemented silty fine sands. Groundwater Based on the water level measurements, and the moisture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 3½± feet at the time of the subsurface exploration. Further, based on the conditions documented in the mass grading report by Leighton, no groundwater was encountered during grading. Therefore, groundwater is expected to be at depths greater than the extent of the fill soils, which are 40 to 50± feet thick within PA-3. Geologic Conditions Geologic research indicates that the site is Linder.lain by sandstone mapped as the Santiago Formation (Map Symbol Tsa) with nearly hodzontal bedding attitudes. The primary available reference applicable to the subject site is DMG Open-File Report 96-02. Geologic Map of the Northwestern Part of San Diego County. California, by California Division of Mines and Geology, 1996. . Based on the materials encountered in the exploratory borings, it is our opinion the site is underlain by sandstone bedrock consisting of the Santiago Formation (Map Symbol Tsa). The bedrock encountered in the exploratory borings and observed at the ground surface is generally massively bedded with some moderately developed joints in the upper, less weathered portions of the bedrock. Proposed Commercial Buildings -Carlsbad, CA Project No. 13G176-1 Page 6 Updated Laboratory Testing The soil samples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of the soils. The tests are briefly discussed befow. It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths. Classification. All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM D-2488. Field identifications were then supplemented with additional visual classifications and/or by laboratory testing. The uses classifications are shown on the Boring Logs and are periodically referenced throughout this report. In-situ Density and Moisture Content The density has been determined for selected relatively undisturbed ring samples. These densities were determined in general accordance with the method presented in ASTM D-2937. The results are recorded as dry unit weight in pounds per cubic foot. The moisture contents are determined in accordance with ASTM D-2216, and are. expressed as a percentage of the dry weight. These test results are presented on the Boring Logs. Resistivity and pH Testing The resistivity of the soils is a measure of their potential to attack buried metal improvements such as utility lines, The results of the resistivity and pH testing are presented below. These test results are as follows: Sample Identification B-1@ Oto 3½ feet B-2 @ O to 3 feet Soluble Sulfates Resistivity (ohm-cm} . 1,400 9,700 RH 8.0 8.1 A representative sample of the near-surface soils was submitted to a subcontracted analytical laboratory for determination of soluble sulfate content. Soluble sulfates are naturally present in soils, and if thE;! concentration is high enough, can result in degradation of concrete which comes into contact with these soils. The results of the soluble sulfate testing .are presented below, and are discussed further in a subsequent section of this report; Sample Identification B-1@ Oto 3½ feet B-2 @ O to 3 feet Soluble Sulfates (%} 0.141 0.003 CBC Classification Moderate Negligible Proposed Commercial Buildings -Carlsbad, CA Project No. 13G176-1 Page 7 Updated Soluble Sulfate-related Recommendations The results -of the soluble sulfate testing indicate that the selected sample of the on-site soils · contains a level of soluble sulfates that ·is classified as having a moderate potential to attack concrete, in accordance with the American Concrete Institute (ACI) Publication 318-05 Building Code Requirements for Structural Concrete and Commentary, Section 4.3. Therefore, it is recommended that a sulfate-resistant concrete mix design be utilized for the foundations and floor slabs at this site. In accordance with the .ACI requirements, it is recommended that this concrete incorporate the following characteristics: • • • Cement Type: Minimum Compressive Strength (f'c) = Maximum Water/Cement Ratio: II (Five) 4,000 lbs/in2 0.50 It is recommended that additional sulfate testing be performed at the completion of rough grading to verify the concentrations which are present in the actual building pad subgrade soils. Corrosion Potential . The results of the electrical resistivity arid pH testing indicate that samples of the on-site soils have resistivities of 1400 to 9700 ohm-cm, and pH values of 8.0 and 8.1. These test results have been evaluated in accordance with guidelines published by the Ductile Iron Pipe Research Association (DIPRA). The DIPRA guidelines consist of a point system by which characteristics of the soils are used to quantify the corrosivity characteristics of the site. Resistivity and pH are two of the five factors that enter into the evaluation procedure. Relative soil moisture content as well as redox potential and sulfides are also included. Although redox potential and sulfide testing were not part of the scope of services for this project, we have evaluated the corrosivity characteristics of the on-site soils using resistivity, pH and moisture content. Based on these factors, and utilizing the DIPRA procedure, some of the on-site soils are considered to be severely corrosive to ductile iron pipe. Therefore, it is expected that polyethylene encasement Will be required for ductile iron pipe. The client may also wish to contact a corrosion engipeer to provide a more thorough evaluation. Further Plan Reviews It is recommended that copies of the final grading plans, when they become available, also be provided to our office for review. We also recommend that our office review the foundations plans for the proposed development, as they become available. <ieotechnical Report Update This letter may serve as an update to the original geotechnical report. Provided that the update recommendations contained within this letter are implemented, the original 07G227-1 geotechnical report dated January 23, 2008 is considered valid for the currently proposed development. Proposed Commercial Buildings -Carlsbad, CA Project No. 13G176-1 Page 8 Closure We sincerely appreciate the opportunity to be of continued service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office. Respectfully Submitted, ~.la-. Robert G. Trazo, M.Sc., GE 2655 Principal Engineer Distribution: ( 4) Addressee Enclosures: Plate 1 -Site Location Map Plate 2 -Boring Location Plan Boring Logs B-1 and B-2 from current investigation Boring Logs B-1 and B-5 from SCG report 07G227-1 Boring Logs B-5, B-10, B-13, and B-15 from SCG report 06G252-1 Seismic Design Parameters (2 Pages) Proposed Commercial Buildings -Carlsbad, CA Project No. 13G176-1 Page 9 )..\ '\ "-"-i>-:.s, ', 'Y'/.. \ ' \ "'\.. ) ,:-.,,,,,, ' --.---~·-··· ..... -........ ____ ::.:-:::,. .• , -- \f\ \ \ \ \ I \ \ \ I /· I I I I I I ' ' \ I I / ! \ \ I ; ''"'· XJJ.; \ . \ Hi\ t " , \ I l '\ \ t . I i m / ' ir; i I. } :~' l .: .... ·/ )~ . I \ '-/iz ,., 0 l \ l :x, I I I I '/. I I I I I I I I . I I' ~ . '\ i : ¥m 1·1 I \/ '. ,r ( 1 ~J~,1 I ) \{1'. I/ /. .. 1 .. iv1 I j \ J >.~ ; i ,\ /! I . 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' • r--.. . . l ... ,.,_-l,._,_ J ••• -¢- ~ • + APPROXIMATE SORING LOCATION PREVIOUS BORING LOCATION (SCG PROJECT NO. 07G277-1) PREVIOUS BORING LOCATION (SCG PROJECT NO. 06G252-1) PREVIOUS BORING LOCATION (SCG PROJECT NO. 05G273-1) Afe -ENGINEERED FILL Tsa-SANTIAGO FORMATION ---GEOLOGIC CONTACT NOTE: BASE MAP PROVIDED BY SMITH CONSULTING ARCHITECTS BORING LOCATION PLAN PROPOSED COMMERCIAL BUILDINGS SCALE: 1' = 80' DRAWN:BI CHKD: RGT SCGPROJECT 13G176-1 PLATE2 CARLSBAD, CALIFORNIA -' JOB NO.: 13G176 PROJECT: CommercialBuildings LOCATION: Car]sbad, California DRILLINGDATE: 10/23/13 DRILLING METHOD: Hand Auger LOGGED BY: Brett lllen FIELD RESULTS .=-t-z ~ w z 0 w ;:) ·~ ..J DESCRIPTION !!::, 0 (.) w (.)· t-!C :c ..J w t-a. ~ ::.:::---. a. a. ::!?: g (.) u. ~ w <( 0~ SURFACE ELEVATION: ---MSL Cl Cl) ro a...,... ~ ~ FILL: Orange Brown Silty fine Sand, little Silt, trace medium Sand, trace Shell fragments, dense-damp I ~ ~ ~ SANTIAGO FORMATION: Light Gray Silty fine grained Sandstone, very dense-damp - L'\; ~ Boring Terminated at 3' BORING NO. 8-1 WATER DEPTH: Dry CAVE DEPTH: 3 feet READING TAKEN: At Completion LABO RA TORY RES UL TS 10 10 l::1----1..,....--"L----..I.-...J...-..._ ____________________ ---1_-...1._...1-_.1..--...1--...1--...I-----...J TEST BORING LOG PLATE B-1 b (!) fil ~ 0 en ~ (!) ~ @ _J JOB NO.: 13G176 - . SOUTHER~ CALIFORNIA ~ GEOI!~!~~ PROJECT: Commercial Buildings LOCATION: Carlsbad, California . DRILLING DATE: 10/23/13 DRILLING METHOD: Hand Auger LOGGED BY: Brett lsen FIELD RESULTS i=-. 1-.w z w => !::, w 0 J: ...J (.) Ii: ~ . ...J~ t!s ~ co - DESCRIPTION SURFAC~ ELEVATION: ---MSL SANTIAGO FORMATION: Light Gray Brown to Light Gray Silty fine grained Sandstone, trace Iron oxide staining, dense to very dense-damp Boring Terminated at 3½' BORING NO. 8-2 WATER DEPTH: Dry CAVE DEPTH: 3.5 feet READING TAKEN: At Completion LABO RA TORY RES UL TS 10 ~ z w ~ ~ 0 (.) ~L..----1-L.....----L-~--'------------------------1--..L..-...1....-.i.----1--..L..-...L...----....I TEST BORING LOG PLATE 8-2 b (9 g ~ g ~ (!! I JOB NO.: 07G227 BORING NO. 8-1 DRILLING DATE: 12/28/07 WATER DEPTH: Dry PROJECT: Bressi PA 3 Lots 10-13 LOCATION: C;nlsbad, California DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 13 feet LOGGED BY: Tim Smith READING TAKEN: At Completion FIELD RESULTS i=-I-z w z w w :::) a. !::.. w 0 I-:r: ..J (.) w Ii: a. ~ ~ ....... :i: g (.) LL w '<( 0(1) Cl Cl) CJ a. t:.. 77 67 74 15 (!) 0 ...J (.) 5: a. c2 (!) DESCRIPTION SURFACE ELEVATION: 304 feet MSL SANTIAGO FORMATION BEDROCK:White Sandy Siltstone, some Iron oxide·staining, friable, very dense-damp Ligt,t Gray to Light Brown Siltstone; trace·fine Sandy Silt layers, some Clay, thinly b~dded, some calcareous nodules,· very dense-damp to moist Light Gray to Light Brown Silty Sandstone, some Iron oxide · staining, friable, very dense-damp Light Brown Sandy Siltstone, some calcareous veining, friable, very dense·d~mp to moist Boring Terminated at 19½' LABO RA TORY RES UL TS 108 11 111 13 109 17 106 12 107 20 14 19 _J ~L-..---1-.1..----1-....J..-...J...--------------------L.----l.-....J..-...i--..i.--.1..----1--------1 TEST BORING LOG PLATE 8-1 l:i C) g ~ g ~ t'? ~ ~ __, • SOUTHERN CALIFORNIA ~ GEOI!~~l2;!~ JOB NO.: 07G227 DRILLING DATE: 12/28/07 PROJECT: Bressi PA 3 Lots 10•13 LOCATION: Carlsbad, California DRILLING METHOD: Hollow Stem Auger LOGGED BY: lim Smith FIELD RESULTS -I--tu z w :::) !:S w 0 :c ...I (.) !:;-CL ~ .... ~ g ~ ~ [lJ 5 10 15 z C9 w g CL 1--(.) w :i: ::.:::-CL (.)U. ~ 0~ ,n CL~ ..., DESCRIPTION SURFACE ELEVATION: 312 feet IVISL SANTIAGO FORMATION BEDROCK: Gray Silty fine grained Sandstone, little Iron oxide staining, dense-moist SANTIAGO FORMATION BEDROCK: Gray Silty fine grained Sandstone, some Iron oxide staining, trace medium Sand, very dense-damp to moist Boring Terminated at 19½' BORING NO. 8-7 WATER DEPTH: Dry CAVE DEPTH: 15feet READING TAKEN: At Completion LABO RA TORY RES UL TS 105 15 103 12 104 11 107 13 109 14 18 23 ~ z w ~ ~ 0 (.) ~L----1-.1..----1--..i.----....L..--------------------------'-----1---'--...J...-_.__.i..,__~----....J TEST BORING LOG PLATE 8-7 b (!) fii ~ 0 en ~ ~ ~ ID 0 ...J JOB NO.: 06G252 .. SOUTHERN CALIFORNlA ,,., . GEOI!SI2;,1~ DRILLING DATE: 12/1/06 PROJECT: Bressi Ranch, Lots 10 -13 LOCATION: Carlsbad, California DRILLING METHOD: Hollow Stem Auger LOGGED BY: Daryl Kas FIELD RESULTS 5 10 15 (!) o, ..J (.) :i: ~ (!) DESCRIPTION SURFACE ELEVATION: 311± ft MSL SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, trace Iron oxide staining, dense to very dense-damp to moist Boring Terminated at 19½' BORING NO. 8-5 WATER DEPTH: Dry CAVE DEPTH: 12 feet READING TAKEN: At Completion LABO RA TORY RESULTS 103 13 107 14 110 13 107 14 88 18 15 23 ~ z w :'!!: :'!!: 0 (.) ~L---'----''--.....J.--'-----'-----..,.....----------------'-.....J.--'---'----'-_.... _ _,__ ____ _, TEST BORING LOG PLATE 8-5 b Cl fa ~ g (( C.!l ~ CD 0 JOB NO.: 06G252 DRILLING DATE: 12/1/06 PROJECT: Bressi Ranch, Lots 10 -13 LOCATION: Carlsbad, California DRILLING METHOD: Hollow Stem Auger LOGGED BY: Daryl Kas FIELD RESULTS DESCRIPflON SURFACE ELEVATION: 311 ± ft MSL SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, trace Iron oxide staining, moderately cemented, dense-d?inP to moist Boring terminated at 19½' BORING NO. WATER DEPTH: Dry CAVE DEPTH: - B-10 READING TAKEN: At Completion LABORATORY RESULTS 11 11 16 15 16 19 ~ Cl--WU. w zcn ,n > -1-'-' W u.-z-zo:: ci5 Cf) 0 <( Cf)O UW <Co z:r: a.~ ::>Cf) ~ z w ~ ~ 0 (.) ~L.---L-L...-.--1.-....L..-...1----------------------L...-......1.--'-----I--......J'---.1..--'------" TEST BORING LOG PLATE B-10 b Cl @ :l t3 0 CJ) ii: ~ ~ (0 0 _, ~ SOUTHERN ~' CALIFORNIA .. BORING NO. ·~ . ,, GEOI!£!:t!;~f JOB NO.: 06G252 DRILLING DATE: 12/1/06 PROJECT: Bressi Ranch, Lots 10-13 LOCATION: C_arlsbad, California DRILLING MEl'HOD: Hoilow Stem-Auger LOGGED BY: Daryl.Kas FIE;LD RESULTS r;-I-z C) w z ·w 0 w ::::> 0.. _J !::. 0 (.) w (.) I-:i: ::i::: _J ~---I-0.. :s: 0.. 0.. ~ g (.) u. ~ w <( ocn 0 CJ) lXl o..l::::-C) 17 4.5+ /\{· -:· ~. ,:: ::·:::·:-: 11 .. ': •' 4.0 -:· :.··.:: -:·:::·:-:· 10 15 DESCRIPTION SURFACE ELEVATION: 301± ft MSL FILL: Gray Brown fine Sandy Clay, trace Silt, mottled, medium stiff-moist SANTIAGO FORMATION BEDROCK: Light Gray Silty fine Sandy Siltstone, lroh oxide staining; dense-damp· SANTIAGO FORMATION BEDROCK: Green Gray Clayey Siltstone, Iron oxide staining, hard-damp SANTI..XGO FORMATION BEDROCK: Green Gray Silty Claystone, iron oxide staining, hard-damp SANTIAGO FORMATION BEDROCK: Light Gray Silty fine grained Sandstone, iron oxide staining, dense-damp Boring Terminated at 19W WATER DEPTH: Dry CAVE DEPTH: 12 feet B-13 READING TAKEN: At Completion LABO RA TORY RES UL TS 101 18 95 19 106 18 101 24 100 24 18 19 ~ z w ~ :::E 0 (.) El = 84 @ 0 to 5' ~1-----l-.1..----1----1---1...---------------------'-----1.-.-.L---L.---'--..J..--.l..----1--------' TEST BORiNG LOG PLATE B-13 b C) fii ~ 0 Cl) ~ C) f?l N C) co 0 --' JOB NO.: 06G252 DRILLING DATE: 12/1/06 PROJECT: Bressi Ranch, Lots 10 -13 LOCATION: Carlsbad, California DRILLING METHOD: Hollow Stem Auger LOGGED BY: Daryl Kas FIELD RESULTS 5 10 15 DESCRIPTION SURFACE ELEVATION: 301± ft MSL FILL: Mottled Black, Orange ~nd Gray Silty fine Sand, some Clay, medium dense-moist SANTIAGO FORMATION BEDROCK: Light Gray Silty fine- grained Sandstone, trace Iron oxide staining, dense-dry to damp SANTIAGO FORMATION BEDROCK: Light Gray fine Sandy Siltstone, some Iron oxide staining, medium dense-moist SANTIAGO FORMATION BEDROCK: Liglit Gray Silty fine grained Sandstone, trace Iron oxide staining, medium dense-moist Boring Terminated at 19½' BORING NO. WATER DEPTH: Dry CAVE DEPTH: 15 feet B-15 READING TAKEN: At Completion LABO RA TORY RESULTS 99 19 105 19 109 16 111 13 105 21 17 19 ~ z w ~ ~ 0 (.) ~L.----'-.l..----'----'--....l...----------------'------------JL..-..--.L---J..-...L--..L.--.I..-__J, ____ ____J TEST BORING LOG PLATE B-15 . :· . :. ::.··· .. b ·:.1 "{:j ;r::..-.;j\ t~l;I ·.: •.·_ .· ·:·= \.: .. · . . ·.:. -~ ,_:-.:-." .: . :• .. ·-it--:\.:-·.·;.·-··.:_ .. ·_:_· .. ----~---_:i·:·;:.:;_: ·: ,,: ·-.-}~;:(_:.;;\ :-~-----)/' Conterminous 48 States 2009 International Building Code Latitude= 33.127827 Longitude= -117.26458999999998 Spectral Response Accelerations Ss and Sl s·s and Sl = Mapped Spectral Acceleration Values Site Class B -Fa= 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spac.ing Period (sec) 0.2 1.0 Sa (g) 1.129 (Ss, Site Class Bl 0.427 (S1, Site Class B) Conterminous 48 States 2009 International Building Code Latitude= 33.127827 Longitude= -117.26458999999998 Spectral Response Accelerations SMs and SMl SMs = Fa X Ss and SMl = Fv X Sl Site Cl@SS D -Fa= 1.048 ,Fv = 1.573 Period (sec) 0.2 1.0 Sa {g) 1.183 (SMs, Site Class D) 0.672 (SMl, Site Class D) Conterminous 48 States 2009 International Building Code Latitude= 33.127827 Longitude= -117.264589~9999998 Design Spectral Response Accelerations SDs and SDl SDs = 2/3 x SMs and SDl = 2/3 x SMl Site Class D -Fa= 1.048 ,F~ = 1.573 Period (sec) 0.2 1.0 Sa (g} 0.789 (SDs, Site Cla$S .D) 0.448 (SDl, Site Class D)