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Home My WebLink AboutCT 05-12; Ocean Street Residences; Stone Column; 2013-07-15Hayward Baker Inc. 10303 Channel Road Lakeside, CA 92040 Tel: Fax: 6I9-956-08S0 619-956-0863 HAYWARD BAKER Geotechnical Construction KELLER Stone Column Submittal Ground Improvement at Ocean Street Residences Carlsbad, California THINK^SAFE California • Colorado • Florida • Georgia • Illinois • Maiyland • Minnesota • Missouri New jersey • New York • North Carolina • Pennsylvania • Rhode Island Tennessee • Texas • Utah • Washington • Alberta • British Columbia • Ontario www.HaywardBaker.com Equal (Jpprxiuiiity Employer Stone Column Consti-uction Table of Contents: 1. 2. 3. 4. 5. Introduction Method Statement Vibro-Stone Columns Equipment Schedule Quality Assurance and Verification Testing Material Test Data Shop Drawings Design Basis Analytical Approach References Pg.2 Pg.2 Pg.2 Pg.3 Pg.3 Pg.3 Pg.4 Pg.4 Pg.4 Pg.5 Pg.7 Appendix A Drawing - HBI-1 - Stone Column Layout Appendix B Design Calculations Appendix C Sieve analysis of % inch crushed rock Appendix D Vibro Log HAYWARD BAKER Geotechnical Ctwwtmtiion Hayward Baker Inc. 10303 Channel Road Lakeside, CA 92040 Tel: Fax: 619-956-0850 619-956-0863 HAYWARD BAKER Geoteciinical Construction KELLER July 15,2013 MKG Consulting 20857 Parkridge Lake Forest, CA 92630 Attention: Subject: Mr. Michael Gaddie Stone Column Construction Submittal Soil Improvement at Ocean Street Residences Carlsbad, Califomia Dear Mr. Gaddie: Hayward Baker Inc. (HBI) is pleased to submit the enclosed ground improvement design and associated layout drawings for the above referenced project. This submittal, including any engineering and/or designs incorporated herein, was prepared and is fumished by HBI. We performed this evaluation in a manner consistent with the standard of care ordinarily exercised by members of the geotechnical engineering community practicing in the site area. The following sections outiine our equipment, material requirements, design basis, analytical approach, scope of work, and acceptance criteria design to mitigate the liquefaction potential. We appreciate the opportunity to be of sei-vice. Pie have any questions. Sincerely, HAYWARD BAKER INC. Rommel Mallari Project Manager [Tidersigned if you Sunil Arora, PE Project Manager THINK^SAFE California • Colorado • Florida • Georgia • Illinois • Maryland ' Minnesota • Missouri New Jersey • NewYoi-k • North Carolina • Pennsylvania • Rhode Island Tennessee • Texas • Utah • Washington • Alberta • British Columbia • Ontai io wvm.HaywardBaker.com Equal Opportunity Employei Stone Columns Submittal Ocean Street Residences Page 2 of 8 INTRODUCTION: An approximate 3 acres site is being developed along Ocean Street in the City of Cai-lsbad. The proposed construction consists of 35 residential structures comprised of two story duplexes. 1. METHOD STATEMENT Our shop drawing in Appendix A depicts our soil improvement plans of stone column for the proposed expansion. The stone column treatment program will address liquefaction. Confirmation of improvement effectiveness will be evaluated by performing a series of CPTs after the stone column construction. Following stone column installation, anticipated heave material shall be removed by others. A minimum ofthe top 24 inches (61 cm) shall be excavated and backfilled with cohesionless Engineered fill to at least 90% relative compaction according to ASTM D1557. A brief description of the proposed techniques is as follows: Vibro-Stone Columns: This ground improvement technique uses specialty purpose-built depth vibrators to densify and reinforce the soils while constmcting a stone column of an average 3 feet (0.9 m) diameter. HBI may predrill the top 7 feet (2 m) with a 24 inch (0.6 m) (approximate) continuous flight augers to enable the vibrator to penetrate thiough the stiffer crust. HBI may choose to predrill deeper as site conditions dictate. Please refer to drawing in Appendix A for layout spacing. The installation process consists of imparting energy by means of vibrations that are generated close to the tip of the vibrator and are produced by rotating eccentric weights mounted on a shaft. An electric motor tums the eccentric weights. Follower tubes are added to achieve the varying design depth (up to 35 ft (10.7 m)). To install a stone column, the vibrator is suspended from a crane/excavator. The vibrator is lowered into the ground under the action of its own weight, vibrations, and air jetting. Upon reaching the design depth, the vibrator is lifted in stages as the stone is fed through a side pipe and expelled at the tip of the vibrator. Cohesionless soils are densified while cohesive soils are reinforced by the installation of the column. The program would consist of a grid pattern of stone columns designed to achieve allowable deformations in the slab areas while minimizing the liquefaction potential. Pre-augering may be performed to a depth of approximately 7 feet or more below the working surface. Installation of stone columns by the dry bottom feed method displaces the ground. Some heave may occur across the areas worked. Any vibration and/or movement monitoring of HAYWARD BAKER Geotechnical Constructlor Stone Columns Submittal Ocean Street Residences Page 3 of 8 adjacent stmctures or improvement shall be performed by others. Verification of improvement shall be undertaken by others using cone penetration testing (CPT) after stone column installation. Acceptance of the work will be in accordance with the acceptance criteria outlined in this document. Equipment: Major support equipment anticipated to be utilized for stone column construction consists of: • \Q0 ton or higgex crawler crane/excavator • Excavator mounted drill for pre-drilling approximately top 10 feet of soil • Generator to power the vibrator • Air Compressor to push gravel through the follower tube • Loader to move gravel from stock pile to skip bucket (hanging fi-om crane) or Gradall Schedule: Based on estimated quantities and depending on the work hours allowed by the Contractor and Owner, HBI anticipates Stone Column Constmction to take approximately 7 to 8 weeks utilizing 10 hour shift working five days a week. This duration excludes mobilization, demobilization and any testing/wait times. Work area will be divided into sectors; HBI vwll complete one sector at a time, allowing testing to be performed while work is proceeding in other sectors. Quality Assurance and Verification Testing: Quality control will be performed by the Site Superintendent ensuring that all production data is present in the vibro-logs and is in accordance with the drawings. Attention is required to ensure that HBI is getting adequate amperage (in excess of 160 A) while constructing the columns and maintenance of the average theoretical diameter of 3 feet. Average diameter ofthe column is calculated from the stone volume utilized for the respective column. One loader bucket holds approximately 2 cubic yard of material. Depth ofthe column will be checked with the markings on the vibrator. These logs will be reviewed by HBI's Project Manager on a weekly basis (more frequently, if needed). Appropriate changes will be made as field conditions dictate in order to meet the design intent. Any changes to the design shall be proposed by HBI and shall be reviewed aod approved by the Engineer. The acceptance criteria of stone column treatment will be based on verifying the design described below by means of CPT tests, complemented by SPT tests, if necessary. Post stone column installation CPTs are to be located at a point indicative of the average conditions achieved by the ground improvement program. HBI suggests performing post constmction CPTs close to the pre-constmction CPTs, but shall have at least two rows of stone columns in all directions. The treatment site will be divided into sectors. Each HAYWARD BAKER Geotechnical Corttruction Stone Columns Submittal Ocean Street Residences Page 4 of 8 sector will be evaluated with a CPT and if necessary complemented with an SPT to obtain samples, verify classification of the soil, and match against the Chinese liquefaction criteria (NCEER, 1997; SCEC, 1999). HBI suggests at least 10 days pass after installation of stone columns before CPT testing is conducted. This will allow the dissipation of the excess pore water pressure induced by our vibrator. The CPTs will be digitally analyzed by HBI in general agreement with procedures used in this document for the evaluation of pre-improvement conditions. Additionally, the effect ofthe stone column presence and reinforcement will account for a reduction factor. At footing locations, the results of the CPT liquefaction settlement will be combined with expected resuhs for the post constmction amounts of static settiement. The static settlement reduction factor will be calculated in accordance with Priebe (1976). In the event that dynamic settlements appear to exceed the total or differential settlements, HBI may proceed to investigate the nature of the soil by using the SPT allowed for by the Contractor/Owner together with relevant laboratory testing. Altematively, HBI could install additional stone columns or use other means of improving the ground to achieve the performance specification. 2. MATERIAL TEST DATA: HBI proposes to utilize aggregate for stone column construction. Attached as Appendix C is the sieve analyses from Vulcan Material (supplier). 3. SHOP DRAWINGS: Our shop drawing in Appendix A depicts our soil improvement plans of stone column for the proposed expansion. 4. DESIGN BASIS: We have based our feasibility and design on information obtained from Advanced Geotechnical Solutions, Inc. (AGS) Grading Plan Review report dated on March 19, 2013. In accordance with HBI's analyses, existing soil to the depths of to 35 feet from the existing ground surface is contributing to most of the liquefaction induced settlement. By constmcting a stone column approximately up to 35 feet from existing grade, HBI expects to reduce hazards (induced by liquefaction) related to the following issues with the proposed stone column plan: • Liquefaction Induced Settiement • Surface Manifestation • Differential Settlement HAYWARD BAKER Gaotcchnkal Cortitrocihw Stone Columns Submittal Ocean Street Residences Pages of 8 Input Parameters for the design are as follows: • Design groundwater level: +7 ft (+2.4m) MSL • Design earthquake magnitude, Mw: 6.9 • Design peak ground acceleration: 0.4g ANALYTICAL APPROACH a. Generalized soil profile and pre-improvement deformations: The report by AGS indicates that "the site is underlain by old paralic deposits. The old paralic deposits are subsequently overlain by undocumented engineered fdl and alluvial soils of variable depths. In general, the artificial fill consists of clayey to silty sands, sand are slightly moist to saturated, loose to dense. The alluvium generally consists of sands, silty sand to sandy silts and clays. The deeper deposits are poorly consolidated. The paralic deposits can be described as two distinct subunits; a coarse grained sub unit characterized by dense to medium dense silty sands to san and fme grained sub units characterized by medium firm to hard sandy silts and clays. According to AGS, the site is underlain by potentially liquefiable soils. Liquefaction is a phenomenon where loose, saturated coarse-grained soils lose their strength and acquire some mobility from strong ground motion induced by earthquakes. However, soil improvement can be utilized to mitigate liquefaction potential. b. Dynamic Settlement Analysis and Improvement Program: Liquefaction analyses were undertaken in general accordance with procedures outiined by Youd and Iddriss NCEER 1997, and Martin and Lew SCEC, 1999 with modifications for calculation of fines content in accordance with Baez, Martin, and Youd (2000). Given the earthquake parameters outlined in Section 1, liquefaction evaluations shall be performed at post CPT locations, based on following design assumptions: Design highest groundwater depth: 8 feet (2.4 m) Ground water table depth during CPT tests 8 feet (2.4 m) Design earthquake magnitude, Mw: 6.9 Design peak ground acceleration: 0.4g Dynamic settlement analyses shall be performed in general accordance with Tokimatsu and Seed, 1984 procedures. The stated procedures were developed as a function of penetration resistance in terms of a CPT tip resistance. The thin layer correction may be used for post constmction dynamic settlement analysis. HAYWARD BAKER Geotochnlcai Constructkm Stone Columns Submittal Ocean Street Residences Page 6 of 8 The ground improvement program has been designed to address liquefaction settiement. To accomplish the liquefaction mitigation the soil must be densified, drained, reinforced, or replaced in part or in total. In general, procedures for the liquefaction design with vibro-stone columns were followed in accordance with methods presented by Baez and Martin (1993) and Baez (1995). The degree of densification resulting firom the installation of vibro-stone columns is a function of many factors, including: soil type, silt and clay content, uniformity of soil gradation, plasticity of the soils, initial penetration resistance, energy input, backfill material, and area replacement ratios (relationship between area of stone to tributary area per stone column). Based on past experience we have determined that a vibro-stone column program consisting of a spacing of approximate 9 feet center-to-center would achieve the intended performance criteria within the ground improvement area, as shown in HBI soil improvement shop drawing in Appendix A. Effectiveness of stone column layout plan will be confirmed by post construction CPTs. The area replacement ratio of 8.7% for 3.0 ft diameter stone columns in the planned grid will provide a dynamic settlement improvement reduction value of 1.6, This improvement factor is to be applied to the calculated free field settiements obtained from tiie CPT. HBI has not performed FLAG analysis for this specific site. However, a copy of a numerical analysis performed for HBI's previous project is attached (Appendix B). The analysis evaluates the dynamic settlement of a liquefiable soil profile with and without stone columns. Analyses were perfoimed using the finite difference computer program FLAG. The attached analyses were performed for a case where the stone column spacing was 10 feet (squared grid) and the stone column diameter was 3 ft in sand layers. This combination of stone column parameters equates to an area replacement ratio of 7.1%. In this case the dynamic settlement improvement factor, when compared to computations of free field settlements, was 1.5; in other words, by installing the stone columns the free field settlements are reduced by 33%. An outiine ofthe analytical steps is also attached. We anticipate that average post treatment liquefaction settlements will be below 1.0 inch in the stone column treated area. HAYWARD BAKER Geotedinicol Construction Stone Columns Submittal Ocean Street Residences Page 7 of 8 REFERENCES Baez, J.I. and G.R. Martin (1993) "Advances in the Design of Vibro Systems forthe Improvement of Liquefaction Resistance," Symposium of Ground Improvement, Vancouver Geotechnical Society, Vancouver, B.C. Baez J.I. (1995) "A Design Model for the Reduction of Soil Liquefaction by Vibro- Stone Columns," Ph.D. Dissertation, University of Southem Califomia. Baez, J.I., Martin G.R., and T.L. Youd (2000) "Comparison of SPT-CPT Liquefaction Evaluations and CPT Interpretations," GSP No. 97, Innovations and Applications in Geotechnical Site Characterization, Proceedings of Sessions of Geo- Denver 2000. Christian Wheeler Engineering (CWE), 2008, Preliminary Geotechnical Investigation, Proposed Holiday Inn Building Expansion, San Diego, Califomia, Prepared August 14,2008 (Project No. CWE 2070455.01) Gilstrap, S.D., and T.L. Youd (1998) "CPT Based Liquefaction Resistance Analyses Evaluated Using Case Histories," Master of Science Thesis, Technical Report CEG- 98-01, Department of Civil and Environmental Engineering, Brigham Young University, Provo, Utah. Martin, G.R. and M. Lew (1999) "Recommended Procedures for Implementation of DMG Special Publication 117 -Guidelines for Analyzing and Mitigating Liquefaction in California-" Southern California Earthquake Center. Priebe, H.J, (1976) "Abschatzung des Setzungsverhaltens eines durch Stopfverdichtung verbesserten Baugmndes," Die Bautechnik, 53 (H.5) Priebe, H.J. (1995), "The design of Vibro Replacement", Ground Engineering, December, 31-37. Robertson and Woeller (2005), "Geotechnical Site Investigation Using the Cone Penetration Test" Short course sponsored by Gregg. Schmertmann (1970) "Static Cone to Compute Static Settlement Over Sand," Journal of Soil Mechanics and Foundations, Uiw ASCE, Vol. 96, No. SM3, May, pp. 1011- 1043 Tokimatsu, K., and H.B. Seed (1984) "Simplified Procedures for the Evaluation of Settiements in Clean Sands," Report No. UCB/GT-84/16, Earthquake Engineering Research Center, University of Califomia, Berkeley. HAYWARD BAKER G«otecbnlca1 ConstrlKtion Stone Columns Submittal Ocean Street Residences Pages of 8 Youd, T.L. and I.M. Idriss (1997) "Proceedings ofthe NCEER Workshop on Evaluation of Liquefaction Resistance of Soils," NCEER Technical Publication 97- 0022, HAYWARD BAKER Geoiechnkil Comtr ucii'on Appendix A HAYWARD BAKER Gratechnical Construction OCEAN STREET RESIDENCES C»ftsbad, CaUfof rila mm-** Appendix B HAYWARD BAKER Geotechnical Conuruciion ANALYSIS PROCEDURES 1. Detemiining modulus of liquefied sand in FLAC • Use the soil profile witlioul stone column • Determine initial sti ess distribution under 2000 psf suriace load before liquefaction • Change the modulus ofthe liquefied sand to achieve 3% (or I %) volumetric strain • Output liquefied sand modulus as a function of depth 2. Calculating bulk modulus and shear modulus in EXCEL program • Afler the sand liquefied, assuming Estone=3Er, |.i=0.4 at each depth • Output modulus of stone column as a function of depth 3. Computing settlement of the soil profile with stone column in FLAC • Determine initial slress distribution under 2000 psf surface load with stone column before liquefaction, assuming Ko=0.575 • The soil properties of clay layers and stone column in clay layers remain the .same during earthquake • Change the modulus of the liquefied sand obtained from step I • Change the modulus of the stone column obtained from step 2 • Calculate deformation and stress distribution • Post-process weighted average vertical strain at each depth £'V^'r (Wi; SA.V, • Output vertical displacement and verlical stress conloui-s 4. Calculating .settlement influence ratio and plotting in EXCEL file. HAYWARD BAKER Geotechnical ConsciuctEon Analysis of Settlement Redudion by Slonc Column in l.iqiieticd Sand I'LAC MODEL 2-D Axial Symmelric: representing lO'xIO' grid Constitutive Model: Mohr-Couiomb Stone Column (t)=42.5° Stone Column (1)=42.5° Stone Column (|)=37.5° t stone- 3Er 2000 psf iiiliil Elev. 0" Stiff Clay Su=2G00 psf E=3e5 psf, ^1=0.4 Elev. 5" Medium Clay Su=1000 psf E=2e5 psf, ^1=0,4 Elev. 16' Loose Sand Before LQ: (1)=32°. p=0.37 E=3e5 psf After LQ: Su=300 psf H=0.4 Evoi=3%, or 1% Er calculated Elev. 26' 0-5.56' HAYWARD BAKER Georechnkal Constr SUMMARY OF RESULTS Table 1. Settlement of ground surface with stone column File Name LQ Depth (ft) Vol. Strain in LQ Sand (%) Ground Surface Settlement without Stone Column (ft) Ground Surface Settlement with Stone column (ft) N lq14e 16-26 3 0.3 0.22 1.4 Iq16 16-26 1 0.1 0.07 1.5 lq17 26-36 3 0.3 0.20 1,5 Iq18 36-46 3 0.3 0.20 1.5 The settlement of the ground surface due to the liquefaction of the loose sand layer is a function of the sand layer thickness, depth, volumetric strain of the liquefied sand, the modulus ofthe stone column, Poission's ratio, and the inidal stress distribution. The 16 ft thick clay cap minimizes the differential settlement on the ground surface. Due to the local effect, the strain reduction factor increases near the interface between the liquefied sand layer and the clay cap. The average seUlemenl reduction is about 1.5. This analysis is conservative. The residual strength of liquefied sand was estimated as 300 psf, withoul any improvement due to the vibro-densification of stone column installations. The lateral stress in the sand layer was assumed as 0.575 Oy . It was found in the analysis thai the lateral stress had significant effect on the settlement. HAYWARD BAKER Geotec hnicd ConitTvictlon Appendix C HAYWARD BAKER Gfiotechnicil Construction VULCAN MATERIALS COMPANY- Western Division Contractor: Hayward Baker Project: Ocena Sf Apts Plant: Vulcan Materisis I Carroll Canyon Malerial; 3/4" Washed Crushed Rock July 12,2013 This is to certify that Vulcan Materials Company, Western Division, Carroll Canyon, will supply 3/4" washed crushed rock to the above listed project. No specifications reviewed for this material Percent Sieve Size Passing 37.5 mm (1 1/2") 100 25 mm (1") 100 19 mm (3/4") 92 12.5 mm (1/2") 27 9.5 mm (3/8") 7 4.75 mm (No. 4) 2 2.36 mm (No. 8) 1 Submitted by: Wes Jacobs Technical Services Supervisor Wj/SB c * Please Note: ** NOT VALID IF ALTERED If you should have any questions regarding this submittal please contact the San Diego Regional Laboratory at (858) 547-4981 10051 Black Mountain Road • San Diego, California 92126« FAX (858) 847-9056 HAYWARD BAKER Geotechoital Constfuction Appendix D HAYWARD BAKER Geotechnical Construction HAYWARD BAKER INC. Job Name: Job No.: Geotechnical Engkie«r: Project Manager: Vibro Daily Report No. Pg. 1 of 1 Date: Probe No. Point No. Time Complete Iir./min. Surface Efavatlon Column Bottom t.ength Of Treatment Avg. Lift Tlwohneaa Stone Added Avg. Diameter Max Amp. Pf« dritl to-RCMARKS GtAlt Stop Tol>1 Elevation Fl. Ft. BuckelB Tone Cu, Yirda. Inchec bom Sfe. 1 2 3 4 S 6 7 t 9 10 11 12 13 H 15 16 17 IS 19 20 21 22 23 24 25 a 27 26 29 30 31 32 33 34 35 36 37 se 39 40 41 42 43 44 Total Rls Daily production Ln. Ft.: Prev. acc. Produetian Total produclionLn. Fl. Toial daily rock tone.: Prav. acc.Tont.: Total Ion*.: Hayward Baker HAYWARD BAKER Gcotectinlc;J Construction Hayward Baker Inc. 10303 Channel Road Lakeside, CA 92040 Tel: 619-956-0850 Fax: 619-956-0863 HAYWARD BAKER Geotechnical Construction KELLER July 30, 2013 MKG Consulting 20857 Parkridge Lake Forest, CA 92630 Attention: Mr. Michael Gaddie Subject: Stone Column Construction Submittal-Monitoring Program Soil Improvement at Ocean Street Residences Carlsbad, Califomia Dear Mr. Gaddie: Hayward Baker Inc. (HBI) was contacted by Jason Gelder with the City of Carlsbad on Monday July 30, 2013 and provided comments regarding the stone column design submittal for the Ocean Street Residence project in Carlsbad, California. It was suggested that in order for the City of Carlsbad to approve the design submittal, the monitoring of adjacent structures during the stone column operation should be address in the submittal. After reviewing the existing site condition versus the proposed stone column locations, it appears that closest structures of concern are the residential structures adjacent to the northwest comer of the proposed stone column treatment area. Based on the proposed layout, the closest stmcture appears to approximately 27 ft. (8.2 m) away from the closest proposed stone column location (see attached drawing). According to the Vibration & Noise Level on Ground Improvement Site studies prepared for HBI's parent company Keller, the Peak Particle Velocity at a distance of 27 ft. (8.2 m) is approximately 0.16 in/sec (4 mm/sec). See Graph 1 Graph I (S120 Vibrator or equivalent will be utilized for this project) Predicted Vibration Levels Vibro Replacement / Compaction . MftO / TSO M55 - MTO L 100 Distance from Source (m) THINK^SAFE California • ColoiTido • Floi ida • Georgia • Illinois • Maiyland • Minnesota • Missoui i New Jei-sey • New York • Noi1h Carolina • Pennsylvania • Rhode Island Tennessee • Texas • Utah • Washington • Albeila • British Columbia • Ontario vmw.HaywardBaker.com Fi}u(il Oppoiiuiuty tinp/o/ei Stone Columns Submittal Ocean Street Residences According to the same study, the Peak Particle Velocity of 0.16 in/sec (4 mm/sec) is below the acceptable range for the structure. The Sli'uctural Engineer Is to specify the acceptable peak particle vclocit)', which may be transmitted to adjacent existing structures, services, etc., and to discuss and agree such, levels with the Local Auihority Building Control Officer to obtain a "Prior Conseni" well before our arrival on site. The following giiideliue values of peak particle velocity' ave taken from CIRIA Teclmienl Note 142: 1992 - Table 9: PPV (mm/sec) Tj-pe of Structure @ fiequency 10 - .^0 Hertz I. Coinuiercial and industrial buildiu«^ Dwellings and buildings of similar design aud / or use Structures that because of then particular sensitivity lo vibration, do not conespond to those listed above and are of great intrinsic value (e.g. buildings that are imder a preservation order) Soli Characteristics Very soft siUs and clays Soft clays aud loose sairds Compact sands / giwels and stiff clays Frequency range 5 to 20 hertz 10 to 25her1z 15 to 20 hertz If required, HBI can install vibration monitors on the closest structure in order to verify that the vibration levels stay below or within the acceptable range. HBI proposes that a threshold limit of 0.5 in/sec (15 mm/sec) be utilized. If the adjacent structure experiences Peak Particle Value 0.5 in/sec (15 mm/sec), HBI shall sieze the stone column construction at that particuiai" location and relocate the stone columns with the approval from the geotechnical engineer. We appreciate the opportunity to be of service. Please contact the undersigned if you have any questions. Sincerely, HAYWARD BAKER INC. Rommel Mallari Project Manager Project Manager HAYWARD BAKER Geotechnical Construction From: PJ DeRlsl [mailto:pauld@adv-geosolutions.com] Sent: Thursday, November 14, 2013 4:51 PM To: Jay Jordan Cc: Jeff Chaney; deweyd@cranedev.com Subject: Ocean Street - Stone Column Installation Jay, In response to your engineer's request I am attaching the CPT data, liquefaction analyses, and a plan showing approximate locations ofthe CPT's performed to date. Based on our review of the data, the stone column installation at the project site was successful in reducing the potential for liquefaction induced dynamic settlement to acceptable levels as described in the project soils report. This excludes the area in the northeast portion ofthe site (in area of CPT-7) where stone columns were more recently installed and post-installation CPT testing has not yet been performed. CPT testing for this area is scheduled for next week. In the small area in the northwest portion ofthe site where stone column installation was limited due to conflict with existing power lines, analysis ofthe CPT data indicates liquefaction induced settlement is within tolerable levels. However, we have additionally recommended that this area be further mitigated/stabilized by overexcavating the area to approximately one foot above groundwater then replacing with a minimum of 2 feet of 3"+ rock with a layer of Mirafi 600X geotextile fabric over the rock prior to placement of compacted fill. It is our opinion that the site (with the exception ofthe northeast portion) is suitable for placement of engineered fill. Jeff Chaney, the project geotechnical engineer, is currently on vacation but is cc'd on this email. I am writing this email and including the fore mentioned data in an effort to satisfy your request and minimize work delays at the project site. Jeff will respond to this email as confirmation when he is able. Please let me know if you need any additional information to keep the job working. A final as-graded report that includes the complete CPT data and liquefaction analysis will be prepared at the conclusion of grading. PLEASE NOTE OUR NEW ADDRESS P.J. DeRisi, PG, CEG Principal Geologist Vice President Advanced Geotechnical Solutions, Inc. San Diego Office 9707 Waples Street, Suite 150 San Diego. CA 92121 Telephone: (619) 850-3980 Fax: (714)409-3287 pauld(g),ad V- geosol utions. com LIQUEFACTION CPT ANALYSIS REPORT Project: Ocean Slreel Residences Proiecl No : 1205-C6 Client: Zephyr Partners Location Cansbad, CA Notes Borehole CPT-1B Ground Water Level 411 Co-ordinates: na Calculated By: JEH Checked By: Ground Slope : Gentfy Sloped 0 5% PGA = 0.4 gEq Magnitude M = 7 Cone Area Ratio = 0 8 CPT Max- Depth = 9 1611 Relative Density {%) 55 60 65 70 75 80 85 a. O 1 J if _______-3 J if • ] J 0 35 01 CRR Q2 03 0.4 05 5 C4 —1—I 4 - 6 • g , 1C • 12- 14- 18 - 22 7A. - 26 28 on 0- 2- 4 6' 8 10. 12 gM JZ a ^16 18 20 22 24 26 2B 30 LiqLEfaction &lely FaXr 0 05 1 1.5 2 25 1—I—I—I—I—I— IVbt CydicShea-Slrain C1234£e78S 4 e 8 1C 12 &ie^ Q 1£ 2C Z 24 2E-t X NovoCPT V3O2013817. Pnottd on Thur»<S*y, October 24. 2013 120ft 18 PM t>y AGSLAPTOPUuh CU>ser5\Jiil(\Des«o(AAGS\'205^ Ccean SOeel Stone CoiumnsvCPT lO-2t-20l3VCPT Deta 10-12-201 SlOcean Street CPTncpl LIQUEFACTION GPT ANALYSIS REPORT Project: Ocean Street Residences Project No 1J05-06 Client: Zephyr Partners Location: Car1st>ad. CA Notes Borehole CPT-IB Ground Water Level: 4 ft Co-ordinates: n a Calculated By: JEH Checked By: Ground Slope Gently Sloped 0 5% PGA = 0 4 gEq Magnitude M = 7 Cone Area Ratio = 0.8 CPT Max Depth = 9-15 « \M attl. (in) C Ql Q2 Q3 Q4 L£t Dsp. (in) Q£ 1 1.£ C 2 4 6 8 IC-j 12- •£"14 S-ie-i Fte. Strength 9-(psf) c ictr 20CC 1£- Z 22 24 3C / / 4 e 8 1C 12 gl4 §•16 o 1£ SC 22 24 . 1 f / c 2 4 e £ IC 12 I« SZ fie o 16 a: 22 24 23 \ ^ j NovoCPT v3 0 2013 817, Pnnted on Thtrsday, OctoOer 24 2013 12 08 18 PW by AGSUAPTOPyi* CUJMr»UulilOe«rtoplAGSl1205-06 Ocean Slreel Stor* Column^lCPT 10-21-20131CPT Data 10-l2-2013\Oceaf» SUeet CPTm AGS LIQUEFACTION CPT ANALYSIS REPORT P^^BdMj ;1!05C6 : Caissaa. C BsiAtato Cr~-1B Ce-^iOraws i.a. CrMtea Gy Wsjre 2CCC<iai Win CW U.<rwoMOa:oi Raid r<;R i-'twciiciai 1^ ?*in n>-)|«-<;(l>ltii>:ii R»UJ :>:;H : '.V/Dif ZOOS "i-yFiUijiiAfiiij &j-rmclclal, I9IIII and i!lK!l|NTHi^rliiiijii Ritniisuti SCamoandd i*j»i Sand yojili ^'odJU BQi(.lila;a' IWA i Soil Behavior T/p« (SBTl .-f«. ^OfnWval • . • "• . Ci..< A>ii^ii>'» Si vr.iin«i.ii MHi I ween If SUeii RffJuc-.cr^aojrBO s 1 9 a Cu.>i>o.iLin*ki'>Li9.i;»-Kr<M-'Vfwr .^-(CW>'u:"'IO-.d-n:i-i ii-ii'-;D;>i: UQUEFACTION CPT ANALYSIS REPORT AGS P^TiccI; Cesar Sooel Rsn w>iw: Pr««ll>« '20»-G6 Clant' ZaaAp-Failncti -otaioT: Caiasaa. C^ lifairc vaat L*i*i •1- GwarcSlufc Sttiltf Sljft-lO 5S PGA - 04 aEq. f/agTJds u = ' Cinfl RfltlC = 3.B cpiw» JMU-.-M BEN R^aiveCEnsity 5C QD 70 ec CO c 1 L_ 1 1 L_l 1 1 £ ' 1-1 • J IC I? IC I? / • 1^' <— T'l lfi' Id la 2Q 21 2S 2S < 1 Jn V\ 1 3d 3G- s 3d 3G- -—' 36- •« 1 36- •« 1 CSH 0.3 036 1 1 i 1- :•• ir. 11/' 12 M K- M K- 1^ '- "jn. a- 99. ^r' ^- ?2 •M wp • «). CRR 02 03 04 022 26 26 30 32 34 36 38 40 1 1 C 0.S 1 15 2 2 1 1C 15 3: 2£ c 24 4 e g IC 12 14 ie ^1£ 31 2 X X X :0 *mW^'" •* ^!(i'' 'I' '••••Brp "B.^trj rnn-T ;i ;D ! I7 K '! 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Oesll- •! 9,eS ^ c 02 04 oe OB Dsp (in) c 05 1 re 2 2£ 2 Fte,9rBX[thS-(psf; c iccc axe 4 e £ IC 12 tl4 o 1—- e e IC I" .16 18 Z 24 2E 2e B S»"> 6''. ^"Kf m nrii-lv .->r>«-> M X i.i i? r-'i—i'^ii<jM«nM.Vf.i7:r-w<;tHi' •jm. Ciuim'- : III w':;'<.«'i<:i"j.i AGS LIQUEFACTION CPT ANALYSIS REPORT Piqtfl Ctaar Straai '/aiOnwi Cl*tl: ZstnyParinBis iscaion: CatliaaO. CA B3f9ho« CPr-5B Co-s<draiej la Cakj^aaay .iH •1-PGA- 0* 9Eq M*)ie*)a » - ' CnnEArea Haic^O.e cptMa. DBpth-e.ean Cj-ii*'6™vvsSHiti''j>f"JC"irm-',i'. i>>'J'J RoliCfiw WartrailiMcr r V,* -Ii<:taa1 c CcnCLCIiiily K ^.i.-onu^ Bl al lawi^ati N3 A'a.uVdaBrr Va M»rr:iX«i:lalwlii1 Unatatci: Sticat ^e^a"^ ' -la^Ui'TiaBWiSaton Redu OCR Piinei cial- msi! S-iiil rXifl" >i "al«XiBi' P.»l>OCP M»ytw2M5 Clay cicoi Arge SuaiiBHat at at IQRR 1 DBil IMTH Sflaiiiii SoBfl Frt: Han AK^C Cay 'ajfiai X>31IJ>J; Ojvar A BiiWrhirisri 1((!f SarO VuuimV MvitoliisEa i!<tt^. eisl, I9B9 Soil Behavior ^pe <SBT| tort;'Kit 11 tM Soil airftdVioi type iSo t ff -•--••rb*' • •• . ••• .. . $niit fil.l*tri-f>*SilyO( Jimt^r^'WiHliI 2001 Gay Sa-v-iil-tiy !U IV«->'i*i'i S C^iiayaii"'" ' vcua clal ZJJi iNCLtH IK') ^iiwa Riiiiii::i>'> Fat.iai RA ^ceeR. I9£IT laecc & laras I97t tn imearn.r«ii3n: 9 10 I? rti.iu-i t-tiMn f-uunW 3;ii ii : <ifv iy»i»^»tceu.i LIQUEFACTION CPT ANALYSIS REPORT Cliani Zefl-yi -"airci iccabor CarsCac C* B3r«^h^ CP" 3C G-cm) vWlBf LBvBi 'It ;ioafdr^s La. CduttWtiUSv.JE-l r.iw*aa % Gi3(ir4 Scco. GsnU>- ^Kc<fi PGA'OJSBEC Mafliilticw M-ea Ccrw«ta8Raio-C8 CPT Mai Cepm = 1285 ft K«aveCCi>stty;%i so eo 7C SC 90 10- 12- 14- te- la. ^22- 24 34 36 38. 4C. 42. *ai D2'l C2 CRP 54 06 O.e LiQietoion Sa^ fair ooi0230'i:33aiTC.a)& i 1 1 1 1 1 1 f \ / —• ~ <- 2 4 e a 10 12 14 16 18 • 24 28 X 32 34 36 38 40 42 IVbcC^ic9iea'8rani'^^ C 0102)30-031ffl70S).ci a.- Cj A, e e c 1C "B c 1C "B 14 z a! W 4. 34 34 1. ^ 42 ^ri^:ri 'ii:'.r:i:ia>. i'.n« nt liivMei IIMKM .j s;ii- iJSSFw.'•ai.'.a'CHt/t i.-'LM>vjju»M»'rt<:»Di-i;ii^:^Oivtf>»i«i Su'o COf-VIFT •oji Mii.-pt n™ in--;-myi>vir -i> AG3 UQUEFACTION CPT ANALYSIS REPORT ^tiwi, OiWBif Sueal RB^I*(-IK Cle-O: iBBhy-Parlrets L«»lun Cn^ibM. CA CPT-3C G<QLni Vjais' -?v? Cc-otdrsMt K Gal^jA^elBy .EH Cre«BO Dv: 41 GrouiicS>cp« GaiiVSIapMOf^ "GA -OiS gEq r.lajnnjae M = G 9 Cine A*ea RMC - 0.8 \M. Seffl. (in) coi02):o4)eoe3?Qa3£i C-I -; ^' A C fi- le. 1" le. 1" 14 -v IC IS IC IS Z Z Z a; T •K 'U TT ^1 4" 42 c 2 4 6 e IC 12 14 ie IS £z h Z a: 34 Z Z « 42 La. Dsp (in) CQ102330'OM70ffiS 1 -t.i I I • I I I i i ' I ' I I I I fte aength 9 ipsfi coioa33Q43£aej7oa)£i /- 4- el ic 12-j 14- *] Z- z, 32- 34-| Z- az 42 :;-iMV.u>LWgiU»^L<iAl-i« ux*i tfioii ti;(c in ^:i*ri" n™ in-..»-wi»ni«» ai-.i'ji-:i.i!i AGS LIQUEFACTION CPT ANALYSIS REPORT PrxiBCi, O-iva" SUoel Roucenws •vciaciNo tscs-oa Cien:: leoiy' pBma« Locolon Ceriitai, €/• p*(iea 3o-clx"e CRI 4C Gi-jurt AWls-V. Co^a-ninaiM CabaJaiel th- JEt- Ctieofd By G<ojnosioF» G«ilvSkioeu05K PQAirKoEq t/«i»inrfaM-69 Con A-eo RaOs 'OH C^MH.. Ooolli - T.flS t; CucenlAnalni: 3c<aiiR3 ana Conlaiiina A33V 'i"^" BOVi lftM *l'l^ll-li'»lij.|-1 VBI nmiDtun elal. IDHti iseii Jm V.f igtii f am H' atO V3 V.a'rrB JCCC. |Ulu>lsl JiauiTica anua" Hnonjtn Sn .ac Nkii2 5 Oay SiPKC'toiCMtrrKaioOCR Wc«Wltra 1998 Aa(i:n.>4|ii iy:'>J<ttU'i RSTOCCR ; '••ecivv 2CCS UiyF'>:itjnA.gB F..«'.**ai ai al.iSSS snJK iiarc F-KBDII Angle : in & Cannanaia Cay Idi-fja VaJjlM E» D.ripit i e-j-.ttHmami li.'li Sana Yaitii VMiia Fa Baif.m at Bl Soil BehavKH Typo (SBT) _ . ... •: • !>3i3 aOi.'a Oanaly C< : .iBirlnUaMtl M ^ 7C01 Cav San^JU.'lvSt: R<mo1b3n S Cami^ani-iU tiB-6 liiiaslHtiwiMSf: vtuu elai aa' iN'-ttR "'iiwi llqjBla:.'.i< I A-i-«>tiit F<|. Fnl^mino -;|>I e 7 a 9 10 LIQUEFACTION CPT ANALYSIS REPORT Rfcicci. C«eer S-.ne- SaB-l^'ir^^ rjlanl ZctlVfI •'air«-5 lx<aocr CarstaC CA tunaa BJIW^ CP"-*r. Co~3i4rai» 1.H CdcoHtBBRy JEH 4(1 Gioum Scpa OanUy Slcp«4 0.^% PGA:0 3ael£c MannluceU-efl Cert Also Paio-OS CP-MB. t>»Ti= ^6bH 65 7C 75 SD 85 C22 34 1 I ' /• — 1 *1 • g, •• ,• ' - g. IC It 11 ^^•> £ a 14 a 14 1., 16 17 'li 17 'li lv IQ. "•• £U Oi ^1 tJ 23 25 CRR c 02 04 06 oe 1 0O.10,X.30«.S)ffi7Oai9! o-t 1 r 1 1 2. r "1 1 d ' A 1 ' A t)J 7. i' R Ifl 11 12 44 11 12 44 11 12 44 13 i*i 15 16 i*i 15 16 17 li 1S Iv 19 ^1 22 » 25 » 25 tVb<.Qidic3>ea9rahCi^ coioa)ai43EQeD7oa).£i 9 10 11 £l2 c gl3 a 14 15 16 17 18 19 20 21 22 23 24 25 IC. £12- a. ie fKn«Ae-.!JiXiUf M." Mi«; su-i CiUfl-;** rot Wi -» I&.|^.JIII]'J<M' einlO»T'<|> LIQUEFACTION CPT ANALYSIS REPORT Fre(o:i Dxjri bl(c«i RHilanceB Proiocihe. 1236-» Ctar' Zt^ft^ PaTim Li'ur.Kn Cariib*!. CA. RcioMla C^l EC Giojna VAter Ifvl OCJitlnalaa r a CaCLlale<aar-: JEl' CiiBiKvl By Gnxina SBoe * Ger.ly S oaad 0 PQA= 3.;i6flEq. Maviluta M - A R CoTBAwRaiiasoa C^ Ma* Ueoin 5 a.fli ft REiave tensity 4C EC 60 70 80 K • c 2- • c 2- o a 1 11' — lv ' s 1^' IJ !• 1^' IJ !• 11). IC TT 22 »- 1 22 »- 22 »- 2S 1 33 021 4 6 S )0 12 lfi 22 24 26 2B 30 4 6 8 10 12 g14 ^le 18 22 24 26 26 3C 0 CRR 2 0.4 0 e 0 8 1 > <- I • 1 1 oo'.oajao4D.5oa).7oa3.s i • • • • ' I.I.I 10 12 £"14 t 18 20 22 24 'S. 26 30 C 0103a304J£Oe070ai£ 1 4 e £ IC 12 £l4 s ia X 22 Z 2e 3C T.'ItfiM•omit^*ali'yMiii iw.li »«t CU-T-.-PT W:I.I JK. ':-IJ.;OI!-:.W fitfCTmr LIQUEFACTION CPT ANALYSIS REPORT Pra|ocl Na: 123^-Oi lOMIon' CarltbM, CA Borensle: CPI-dC Groj->a liaW leva! » n Co-Bid-Miaa na Cachlalcc 3r,: JEH 3XLn3 'oxm: Gfrlly Scp-a C 5^ PGA - 0.36 gifl Macriitoa \l - C 9 COBAisa Raidsoa CWi«a«-Dw,n-795n (in) coK)2}304}a)a)'oai£i £12 S U. Dsp. (in) C 0103333435093.70 a3£1 6 fi IC £12 J: ie le z 22 24 2 C 01033334350837001^ 1 e IC gi; h 16 z 22 ai 2 >a0>7 LIQUEFACTION CPT ANALYSIS REPORT Prata:^ OTcai siieci R«i3ercG>i Frs|or! No. l2aS03 C*er« 2*prtji PannBti Loaion: Calsoaa. C a*irc*e CPT-&C GisurC '.XW' la.« 4 ft CootimatM: na. CalsJaieJBy JEH craiikBa By PGA-Oii gEa Maaniij3eM-B9 Care Area ftwo-CS CPTl/a. napn = BR>H Cj-ierc fiiv y?JS Sa't'-i- GnnBMciia NS3 n<tliaiT»crcl;il ''itn |St!t;. Uni: AVul-^FiiT R' ff-ij qt Nc Soil Behavior Type (SST) Slimii'/'»v8V.i<vft,Wa lifBVnaiJJiC'Si 5UIB: (.BB Nfc-17S CBVl>.t(«T«ClNJ3:C«R»1-jCCR (VA'.itiatni I9W( Safi30\fi'uuii'""iil-iiaa Raiifl Of.R XUrrc^COa Riiiina^-'a lOaa^ l9l(9irJIHsalxc^i SanJFutwnA-.jii ti«clOTn 4 CsmwsuB'B Cay Vamja Uianlj: : OfiBo It Bjidltirarri 1976 Sere VUUHBS t^lUi-lB" Fa GOIaTt etal 1SGS II -~tnm.trrmi • i.-'l- KlV. l-.i • .*'••• II,-. .. .. ' ..- . • — m. -•— 5UI1RBIUI'B DensCr I^ • r.li^Satianviyai: RuliBi'Vi^i' A GairptfiMla illlll) h^i^C ICTjrscUanMSf V.I ja a: aL ^l {NCtLR 19971 ItitmH Rwliiiliiii Face RC : i-rpER 199T :seaa s lans* IW/I Cl-tr luiit-.»>t ; fa FOU-inj SBI: 4 10 12 :'(»<'.II>;:MMH>M;S>I.-U9-M'JU<' *W, rw; ii:um..-.B' w-inu^i-i JKH ^>I2 :OII*>^ si-«r.-T LIQUEFACTION CPT ANALYSIS REPORT AGS PrelBTi Ot«a-i Sliwal Reii.iarcBa P.0l»(!lNO 1?3ri06 Cicrc • Zepifl Ranirij Louion : Coijb*l. CA BcfBltcIa CPT-fiC Crojna 'Ataicf level: a n Ca citinalei: r a CaKiAaiit^ B, JEt- C<tai:>Qa By sad (in) coio3>:-o*oeoai/Qa3£i £ 1C 12 lA Dsp. (in) Cai0332Q4a5aCO70ffl£1 lfi. Fte3r6ngth9(p^ COlO33334350a)70a3£1 Cpi • i IC \2 G'wid Sicioa Rtriy Soasa C PGA- S BSgEq Uai^bM M - 9 * C«n6A,-M'*«U3 - 09 CTM*. Daolf-TSEft LIQUEFACTION CPT ANALYSIS REPORT Pn^eci Ocean I^HEBI Rcs^mxc: Px^ecll^ : ' lO^IX Clv»: 2«ohy' Panricis 1 acBiian CaHsEaa, CA NOM '-j'j'l ?M5 BiJ».ivis lini-iaiiaTC r. ras 1.1^; JalloiiBiStw-f I^M H|Ct3JlC CanabirviTy K: '*i'>«'iann a: at l^^iaBli ;)ir v/cijni Iran Rl anU ul S?«« vVa-«r VBkitily Ma>TB2CCCc loll WiM i.-.a >H-l?.i CBV r/"(irr«'anicMcr R»;cOCK 'c^vdlBidl IMS Sa-«a Crtwiio laetij" PBIU CCR UayriiWinAiiBlB 3unne3C.:I?:a i»Sir><i 1^*>:h~HMLOCO: SBniin'IkitAr^C: RcCctwA C*wiala Ci.yy..»*,'iricoj lists tXriB" 8 P.^Iiinmami lO-li Sana Vonn^sUaaa^jt : etU'liaial I9H9 So-sroG CPI oc Cooi*ra»* na Cal^j>a-iiaBy .£H Cr«c»e« Bv 41 GicijnaSlscir Gw•l¥ROnaco^^i PGA - C3S aEq t/agrxrfe M ? 0,3 Cnna Attta Raac^O.B Ciiircnl A^ialfSn SelUnui iiid Cm-aUtott Soil Behavior Type (SBT) ^ ci9R>'Bi< I' jtCI>wU4 iBaVIAk • ' ia.1« • • • •• -.» .1' Sane Relair.e Co-nlty C" Jamil ta*!.!) el al^Ui aay Sci-aiiMt>- & RiJoiut-tACaniaancIa ' -Veie etal. 230" iNCFFB 't»Ti >t.;LL«. 'SS' i3—-IS mca IIT' in ineaf-j-«:iiiT< |Fu, Fui-wmSfli- Q ID LIQUEFACTION CPT ANALYSIS REPORT Pineci * Ccear Sffeei •^ssociici RmcONa . ISOJ-M CiWni. Zapfy p*inara I ccBii;in CaniDac CA Grauro^UaiarLc.o it CoofOraw* n,a. CaliUBWdBy ~zH Ctcikeo Sy * GroaroSlcrc Sicilf, SlJpaOO ^VA - 035 aEq f^qnCjaa t/ = -35 Cana Aiea Ra-7c : S.C GP't/aj DeHh-T.aSI RelEdveCaiGrty ("^ 81 82 83 84 09* 0-| ! 1 1 1—1 1 •• 1 ^ 1 •1 —1— -, tj' \. 1 7. a t lfl. 11- 12- 13. 14 i"f 15 16 17- 10. 17- 10. 17- 10. Al •91 24 nj 1- O A 5 fi 7 r fl { C ir { lid .—. 11 E 1" Q 12 lfl 15 IA l« 17 11 16 IQ 11 16 IQ J ?n 21 22 21 22 23 23 CRP 0.4 0.5 06 07 08 OS C 0 lOX aO'C 50,(1) 70.5) 9 1 (AM QtiicSiOT aran C O1Qa33O433}.a37083£ 1 0 1 2 3 4 5 fi 7 8 8 IC t12 13 14 15 16 17 IS 19 20 21 22 23 24 r — JL 1 1 I a. .1•>••'•'•• • c 1 2 2 4 7 € 9 e 10 IC 10 t'2 £l3 £ 12 t'2 £l3 Q. a> t'2 £l3 14 15 14 14 15 14 14 15 16 17 'H ie 16 17 'H 1£ 20 z 21 22 22 24 z 22 22 24 z 22 22 24 31 vie J:IIB--;, ili-lidni ri^.KiMi l. iP'H.16^ 'Wlr>'<=fl'P'ri^-il ::xMV.ii<j»NLii^L«rii2»>'» 0.i«i Bitwa™ Coimf^*" •.•^yt-jmn-.rT n«. -c-iuaiMkMi n«icPI.'ii> LIQUEFACTION CPT ANALYSIS REPORT P'a/je! GceanS:'ee^ KciKlfnefs RrojedND : liOi.» OioiK Z«*r?i Pamw'S I ixanr.r Car«Ud CA Notes. B»(f03» CP-.aC O'Cund i'.aia. i.ci'Bl 411 Zo aidroias n.a. CMcobiBC ey JEH aatna S«w , Ganlly Ui^fM 3 fiVS PGA-035BEC MasnlliiOcM = E9 r.crcAKB R.aio- ca CP" Max Cwi • T 35 n \ertSaB.(in) C QlQ333Q43S3.a3<Oa3£ 1 Q I • , I I • • I . I • ' • • • I • I • • Lft Dsp. (in) c o!oa33a43aje3'7aa3£ i ^ - 14 ftB.aiaigth9(pst) C 01033:-04}e08370835 1 Wf^nri •«I1KI1B^.', "•IMH a- lunU>r t«n-:m i Ji'i* 16;" »M ^-•TflA'^il^-'i' AGS LIQUEFACTION CPT ANALYSIS REPORT Pl3)&r Nc 1?3G49 OiBr( Zv^ni Pamars locaoco Cartitad CA KMBS: :: Cui'inlAnaltSU Hcmnga ana ruwlstuw Aaay 231111 Rid-xiHri.Numai^cr r Nli3: .!-iI-i. -tiCiaulC ncnCiiI.ltiily K R^tMnBWBiBt t99SlSU1t Ull Weiani ^rai Rt ann m t* SKBBI Viava V«C<ITI V* : M4ynB?3J6r.(aI >ol«: trwarce SFcar S;T:neB" Si. Cia) n.a r.;in^>>t>ibii RBitu OCR Pn»ai ami 1998 Sana Cvcconsaiococn R«c or.R Hay M JM-i Ci»y FutoArOc: SanaFiDlM-iArBlB: ni;liBr!cr A Can-coretia liidJ illar''ciing'K Mnniilnaf ~ Diin»r>KBiiDi|.ina-i i97t ^arc '•'aunga Mnnnlii' Ea Eaimaial 1989 ticfGHcle • C=T-TC Grojod tA9ler level < II Co-Gidnaiaa n s Caculalec By; JEH r,i»*ao-5,. ^Tutd S»ae: Gerly Sco^a I PGA-0.35 gEq MaErilieie.« - 6 9 CcncAiea Ralos DB CP" Max l>firi-70in Soil Behavior Type (SBT) .-•••ai* ll. ^Jd. dB. >a| : . 4. . I. .^1 - ' Sana Relatve CcraltyDr JimcJt'.'i-UI at at KOI Cll.. SensBvCfSI: RuBtncn A Can-tcrala iDflll h^-f. IcW^fiinnVIFiF ¥r«ls(B<, ECOIINCEtR I«/l ^iiau Rcciciian F«ic( Ra MCtER, tgg'iaccaa rciiM 1971 iii-iii»i smti uCceiactianAinet 0 7 1 IF.K FniCK^no SRI 9 10 tz ;:*i.wv.ii(iHii:(<*r>v.<;:4iK 0:w HIM HUH Ui.nnnj'i ic-ii-fciiip" run xn-'fy.arr'ip ?ie-i CH(i;;i ;.r.F. LIQUEFACTION CPT ANALYSIS REPORT Proton CtrciVi Sirce: Rc5»a?iiM PiO)MNe. • I235-0* Oiert z*«i,t PanoaiB lo^cA zatbtM CA rWlBS: Gtu^a iValer Lcvet C»Bnanalas na r.i4CiiUlBC By * JEH GfOurdScpa Ganlt.anfodOSW PGA^OS&eEc Uagniljae hi' S » Cer« Area Ral 0-0$ CP~Ma' irspni 11.311 ^?iiv5 Cenyr,-1--; 50 fC 70 K) 90 0.2 C9* 03 04 Ql 02 CRP 03 Od 05 05 1 1.5 Q J _i ' 1 J 2 J •—• c 8 10 10 lit 16 51. IC l2C '1— 1 a 22 1 ft SB 28 ft SB 28 ft SB 28 32 32 .JU i. 04 1, \ \ C ' ir 1 i\d' \ 14 \ lfi IR \ lfi IR ID Tfl £JJ 7'.'. J» v\ 32 34 % 36 32 34 % 36 32 34 % 36 32 34 % 36 Cl • • V ' in. 12- u I-t 16 'b I-t 16 'b 20 "iA 1 26 28 30 28 30 32 36 36 36 36 c 2 4 6 8 10 12 U 16 §18 |2C 22 24 2B 2B 30 32 34 36 1 -— / Ntee. p^ciic Siea" 9ra n C £ IC 15 2 25 — 3 3 3 3 J • -XHV.>lCnUii'A04i'2M<tf C<f*i R»—Si™ rn.irWJi" IU-; I./:!*!,.' l>>li 10 'JJl'J'CfH'i *'""i LIQUEFACTION CPT ANALYSIS REPORT Piftecl; Ceear Sffeei :-^ssee'>:Bj PtaedtUa . :Z05.|« Cliani: Zephyr Faitnen Localian: CarlBPaU, CA &sre*oe> CPT-3 Gnam 41 Cooidr^MS l.a. CBlcj«iaa8y Ct-M»ec By: Cioancaepc SBilWSIjpedO.S^ PGA - 0 35 BEO Maani'Jfla f.l - (i 0 Cnra araa Ha:o~ CB CPtr-ta. DBpUi- -i.3n \^ £Bd. (in) 02 04 0€ Id asp (in) C02043e0,81 1.2141.616 2 C 31 101 c 1 1 1 ! 1— 1 J e-r IC \'> 1* 14 1* 14 - £ie \ / a <¥< 3C 31 31 36 C-I LU "i 2' ^: a L ^: a fi- IT le V} It 12 14 IF le V} \ It 12 14 IF u 14 P It 12 14 IF IM If IC It £l£ —' lc #1 1 fa: o 2< fa: o 2< \ 2E ;£ 2E 1 llj-L-TP or 3? 34 T 31- 3? 34 T 31- 3? 34 T ^ • 381- 36 LIQUEFACTION CPT ANALYSIS REPORT AGS PtftfU Ccear S;"Be( ^BIOOLCI PfocciNa : iSOb Ce Clidnl ZBpl-yi "air** I ctannr CanaEac CA ^o'fl! Bafaroa Cp-^ atim t'>aier .CMI 4i C».3idrnlBs l.a f:.aciiUtao By • JhH Gipurd S cpa • Cenit,- Sepvd 3.£'--i PGA : 0 33 (£0 MaBniluce U - 6 9 Ccr* AiaaRaio^Oa CP"MB« IXV--" V.2fi Curonl Aiinl>si- SHlinij" ana CKi-latkiti 'HIKI Rct«itia' >lnn~jtuer, ri Vas NlIi:: .)atlBrlBa^Cia^>IS 19:13 Fblj^iMnatai IQ*iiSBri i.Vil'/^eljut fid'" Hsiiit iji 5lB-i*.Vi.aVaHrilyVi v.s,rc iiXte IWI WIsi llnafBlnsn Hneai StJBngtn tin : ClayCvp-eani-inlBlij" RBiin OCR 3BI'IJ ^l•-•mll^,IDntl•^RntDaCR : C&f FfKUanA-ije ^••>-A;el Bl Bl . t3KI) ana t!jii<jiNIHeclato-it 5*«<' F-kiliin Angta RjWH8JTi«CriiiiU"iiBl" IW CSV Yaiims Uadubs Es Diin:iv 4 BiiiTilin-ji-i is.'ii SwJVuw-B'il-lrr.MiiaEi Soil Behavior Type (SBT) ! i 'inv.irM l< i.o« 3UII .. . • •• •-• oeiidvioi lypciODin) W,llnM:l> 1 • laid.ttom Ml) |l UMB , MM 10. «A-ei uv « m Sail RokMve Dcnstr Lir: .a-ncitoiviKiciai AOi Cljy^erBhvlnr 3i RcCencr i Csrrc^-^li l< Um^r Jk'^ "SF •'ooa Bl al ^J1 iNCECn ry^i ^iiiAa Raauei«.FaiM*RC: ^."EER, lira; itieec & lanss 19715i.lr ' lun'iT.'i,",! L'.i.ariiciU^AAaauea fv IdlaAinj SBT: 17 8 9 10 )2 LIQUEFACTION CPT ANALYSIS REPORT Piojocr CcHn ResUsrcBB l^ajer Nc. 123S-« Oier* 2a(",tPBmnn. taanrm ZanOtM. CA BcrenaW: CPT-fl Giojnd 'AbiB- IBVBI < n Co-C<aiialaa r i Cao.lale4»r: JEH Cno6"wa B> QxuM SWae : GerUy SM>e3 B PGA' O-SSgEii M*griii.09 « = 69 Ci>>a Ama Raita = 0 0 CP7 Ma>. OeaiH'' 11.3 ft a) RE(Btlvetensly('r^^ 60 TC 80 SC C-j - —^—, —-—1—,—, J 4 .", • —I** 4 .", B- 10 12 111 lb Ifi Tfl T I aJ 22 1 2t 2S TR i 2t 2S TR 2t 2S TR 30 30 34 OD 3S a (• 2 0 3 04 0 • 1^ 1 0 2 03 0 • 1 4 05 _j [ r 2 A 2 4 2' 4 a 2 A 2 4 2' 4 a \ g g 2' 4 a A s O \ o in 10 J \ lU 12 12 14 ie IR \ 14 IP 12 14 ie IR \ 14 IP 12 14 ie IB \ IV £18 t-lc £ w iC Ix ' x~~ 1 £18 22 1 Q 22 *T 2fi 26 2fi OR 26 Kl ^ X 32 A) 26 Kl ^ X 32 32 ^ X 32 34 3d IR 34 36 38 34 3d IR 34 36 38 39 38 i vtt 38 34 36 38 Uqusfacfion fete C OS 1 1.5 2 25 1— — -J.I / / — — (VbcCVclic9i6a'9ran C 6 IC 15 Z 25 — •— 1 ) 1 ) 1 J AC? LIQUEFACTION CPT ANALYSIS REPORT Pi*,eei: Ccear Sreet ^asoenaea Pro.edNs., Ut^S-C* ClWnl ZaF>'?<^r»» Lccabur CarsBac 0\ BsWe CPT-3 aotrO •.•»»»( Le.« 41 Cconirawi: r\.a, CBliJaraS By JEH .nrectea By Gioanc&ipp« Gani^f siapsoosM POAs 035 gEq tA^nnjae t/ = ^& Csne Atea Paae - 3.B CPTM.fu napih-'Hn \£it £ad. (in) 02 04 lit Dsp. (In) C0204ieo.£11i1.41.ei.£2 Fte. aength 8-ipsft C ECC 1CCC Sif t— t— \ v1 zz i.i.. LIQUEFACTION CPT ANALYSIS REPORT P'otecl; Oc?an Shoel fisnBTias P'WBCl tJO . * Z06-0e Clidl: frcQlty- Pirtren Lccainn C^rlaUBO. C* NCf<H Ettirole CRI 6 Grouno iWir- Le-.W CiHvDinaiaa n a Catruated Hy J&H CliaO*) By tit GiiMnaSbpB G*"tySt)sac05N PG*-CM3Eq ty«^foaat,(i55 C*ieA»a RaUE 'Ofl C»TMw 0«pll'-11 311 CuToni."Aavss SetUnas a">a C^peWci Aj'liy Mil PctiBiSj^-Nnn'-flliiialan n NiiJ: ll>a-auk Cerculi'ily K R:iDenscneial, tmi^sri Vlll V.'T<BIH F-uni R' sril No fi'iaa.wa.*.Vainniy'A May-«2i>Xici9lsaisi llnniacac finaar ^iiBngih Su U«tN--1?i Cta»0.ecinwiaji>an "alls ZCH Panal an ^^aK SaiiU C*-ifu;'oolPPitn I Vayne 233S It OCR Cfly Ft ClOl Arge: 5i.rn-aai ai al lOM a^vl MRl ilvltt anUcr) Sarc f ,xOJii Aiac R(oci1t>aia CaToaiela ''JVJ Oay Yoir5'9"wW«B Es Cirtan !l tiLcMimami If.'S Soil Behavior Typa [SBT) SfmrtVixrtjaMolutaB WiCB>ECn ciawiaaMiCn |i.Mnur0»itr«ifaJd.v a«a.MHvwrf auii Deliaviui lypv t so i il| r;:; > ^^^^^^^^^ • . •• -• -••:• r.'ili: fit^v. JamilkMUil 41 at TCOl n.lBi xii A G-iip«r>4U 19Rfl »>a-f Itj^KKcn Mlil: Vaja«it. ICOMNCEER 199/ ^: iit-Riidi^iinn Farni Rn NCEER. W7 Crrva A I3nss '9/1 Ot-lr li1J!ia:nt(- AKCsea Fcr FCIaaiiq SBI: B r H 9 10 12 •*i«"P'vinSli-niT;'«-i«nm 'ift^-.Uriflm- *.!M.l-t 1 (BtV maiitiiai'lCI'j.l r.<..<>iul.inHn)!-a:if.ir:f-a< Utam t^iH':im Co-ninru'i iil..l-f;ist>'! Ciili lO-ija;!?^^—! 3l«l CFTn;il OCEAN STREET RESIDENCES Carlsbad, Caljfomia OVERALL LAYOUT PLAN HWG. HO. HBI-1 RELATED DRWG; fen DRAWN erl NIG , RL MTE 1 19/23/13 ISIOKS NDTE PfiELWlNflRT •AYWMRD BAKER DRWG. Br N I G A I^IHI COMPANr D*TE 09-53-2013 A I^IHI COMPANr R M PROJECT NUUBER: HAYWARD BAICCB Ocean Slreel CPT IB By;TVN 10;22/2013 M,, = 6,9 PGA := Unia^ = (K35-g GW := z^^, = 4 ft Vertical settlement reinforcement factor hiiprovemcni Facior = 1.4 Shear stress reduction factor Rrd=0.95 Pobl Treaimeni 1.0 Induced Sculeinent - 0.42'in -a a. u :2 0 50 nm 150 200 q.c (IsO 0 75 150 225 300 qc 1 n_cs 0 I 2 4 5 Ic CL. C 0 I 2 .3 4 FSliq 0 O-i 0.2 0.3 0.4 0.5 Settleineni (in) 0 20 40 60 FC (%) HAYWARD BAKI Ocean Street CPT 1B-A ByTVN 10/22/2013 M,,, = 6.9 PGA > a^av = " -^5' GW := z^. = 4-ft Vertical settlement reinforcement factor Improvemenl Fiicior = 1.4 Shear stress reduction factor Rrd=0.95 Post I reamienl LQ Induced_Senlcmenl = 0,16 in Q 0 .50 lOfl 150 200 q.c (Isf) 0 75 150 225 300 qcInes a. OJ 0 2.5 5 7.5 li 12.5 15 17.5 20 22.5 y 1 ic 0 2.5 S 7.5 10 12.5 13 17.5 20 22.5 I) 12 3 4 I'SIiq a. 0 OJ 0.2 0,3 0.4 0.5 Seillcmcnt (in) 2.5 • 7.5 s 10 — 12.5 (5 17,5 22.5 20 40 60 FC (%) HAYWARD •^(ICR Ocean Street CPT iB-B By:TVN 10.'22/2013 M,, = 6.9 Vertcal settiement reinforcement factor !mprovemcm_Faelor = 1.4 PGA := a^^aj; = 0.35 g Shear stress reduction factor Rnj=0.95 Posl Trciilmenl l.Q_liidiiced_Senleineni = 1.04-in 5. 0 3.5 7 105 14 17.5 21 24.5 28 31.5 Z O 0 50 100 150 200 q.c (tsO U 75 150 225 300 qc I n_cs ~ 10.5 14 17.5 m Cl 21 24.5 28 31,5 2 3 4 5 lc 'I 3.5 7 10.5 14 17.5 21 24.5 28 31.5 10.5 14 17.5 a. M 24.5 28 .31.5 0 12 3 4 FSliq 0 3.5 7 10.5 € 14 17.5 21 24.5 28 31.5 0 0.5 1 Settlement (in) FC HAYWARD BJ Ocean Sireet CPT2B By:TVN 10/22/2013 - 6.9 I'GA <.iW :- 7^^, ^ 4-ft (1 4.5 13.5 18 •-' 22.5 Cl. 27 31.5 36 40.5 Verlical settiement reinforcement factor !mprovcmcni_Faeior = 1.4 Shear stress reduction factor Rrd=0.95 Posi Trcalmem LQ lnduced_Seiilemein - 1.08-in t ••-> CJ 0 50 100 150 200 q.c (tsf) 0 4.5 9 13.5 18 22.5 27 31.5 36 40.5 0 75 150 225 .300 qcInes 0 4.5 9 13.5 18 22.5 27 31.5 36 40.5 0 12 3 4 Ic n 4,5 9 1.3.5 18 22.5 c '-' 27 31.5 36 40 5 c c < < < 0 4.5 >^ 13,5 IS — 22.5 C-p C: 2~ 31-5 36 40.5 0 12 3 4 FSliq ^1 4.5 1.3.5 18 22.5 u 27 31.5 .'>6 40.5 0 0.5 I Setllemenl (in) 0 20 40 60 FC (%) HAYWARD BAKI Ocean Street CPT 5B By;TVN 10/22/2013 VI.,, - 6.-; GW := = 4'ft Vertical settlement reinfon:ement factor Improvemenl I'acior = 1.4 Shear stress reduction factor RnJ=0.95 Post Trculmcni 1 Q liiduced_Sclllement = 0,85 in C 0 50 100 150 200 q.c (tsf) 0 75 150 225 300 qc1n_cs Q 11 7 1U.5 14 17.3 21 24.5 17.3 21 24.5 28 3L5 t) 1 2 3 4 lc '5. 0 3.5 7 10.5 14 17.5 21 24.5 28 51.5 2 3 4 FSiiq a. I) C: 0 0.2 0.4 0,6 0-8 1 Settlement (in) a. 0 20 40 60 FC (%)