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Home My WebLink AboutCT 15-07; OCEAN VIEW POINT; TEMPORARY EXCAVATION FOR THE RETAINING WALL - LOT 3; 2023-03-20 GEOTECHNICAL | ENVIRONMENTAL | MATERIAL March 20, 2023 Project No. 3738-SD Rincon Homes 5315 Avenida Encinas, Suite 200 Carlsbad, California 92008 Attention: Mr. Cameron St. Clair Subject: Temporary Excavations for the Retaining Wall – Lot 13 Proposed Oceanview Project Twain Avenue Carlsbad, California Dear Mr. St. Clair: As requested, GeoTek, Inc., (GeoTek) has prepared this letter to provide supplemental analysis and recommendations for the temporary excavation of the retaining wall backcut for Lot 13. Introduction Lot 13 is a designed cut lot based on proposed pad grades designed lower than existing grades. To facilitate the building pad, a retaining wall is proposed along the north and northeast. Behind the retaining wall is a biological sensitive area that cannot be disturbed. The retaining wall is anticipated to be constructed with a reinforced concrete foundation and concrete masonry unit design. The maximum height of the exposed wall face is approximately 10 feet. The wall is anticipated to have a 2 foot deep footing and due to the proximity of the retaining wall adjacent to a biological sensitive area, the wall will need a near vertical temporary backcut to construct the retaining wall. Also due to the design constraints, the wall footing is anticipated to have a small heal and large toe. The temporary backcut for the retaining wall outside the maximum height of the wall can facilitate a conventional backcut gradient of 1:1 (horizontal : Vertical), with exception to a localized section that will require a ¾ : 1 temporary backcut excavation This condition is considered to be less critical than the vertical backcut condition. Analysis In preparation of this letter, onsite information, laboratory test results and analysis were reviewed, as well as readily available geotechnical information of the area based on a public records request for the development along Twain Avenue. In addition, a site walk of the area as well as the existing subdivision along Twain Avenue was observed. Soil strength design GeoTek, Inc. 1384 Poinsettia Avenue, Suite A Vista, CA 92081-8505 (760) 599-0509 Office (760) 599-0593 Fa www.geotekusa.com RINCON Project No. 3738-SD Temporary Retaining Wall Backcut Excavations March 20, 2023 Ocean View, Carlsbad, California Page 2 parameters were based upon existing onsite and offsite information, as well as engineering judgement. It should be noted that along the north side of Tolkien Way, approximately 100 feet northwest of Twain Avenue, a vertical 10 foot exposure of Old Paralic deposits exists in a natural state of global stability. This condition appears to predate the existing development along Twain Avenue, which was developed between 2002 and 2005. Geologic section C-C’ was prepared and modeled in Slide2 version 7.0 for temporary global stability analysis. The analysis modeled a 10 foot vertical excavation in Paralic deposits plus an anticipated additional 2 feet of excavation for the retaining wall footing for a total vertical excavation of 12 feet. The existing offsite 2-story residential building located at 2090 Twain Avenue is approximately 23 feet north of the top of temporary excavation and is deemed far enough away to not influence the excavation. Conclusion and Supplemental Recommendations The static global stability analysis results in a Factor of Safety (FOS) of 1.3 based on the soil strength parameters applied and in a competent excavation (i.e. fractures and tensions cracks absent) and meets the minimum FOS for temporary excavations considered by City of San Diego and peer industry standards. A copy of the temporary global stability analysis is presented in Appendix A. GeoTek’s analysis does not relieve the contractor from their own analysis and conclusions as the contractor is responsible for the health and safety of their employees while working. Excavation means and methods, including employee safety is the responsibility of the employer, not GeoTek. The employer of the workers should follow CalOSHA guidelines, which include designating a competent person to evaluate the safety environment of the site. GeoTek’s analysis is based on our experience at the site, reviewing offsite conditions, and available information. As such, not every condition can be anticipated and a representative of the project engineering geologist or soil engineer should be present during the temporary backcut excavation to identify if conditions are presented that do not meet the assumptions as analyzed herein. Observations should be periodic thereafter until the retaining wall has been erected and grouted up to five feet in height. Work area between the back of the retaining wall and the temporary excavation is anticipated to be one foot or less. As such, placement of soil derived engineered fills is anticipated to be difficult and unsafe. An alternative to soil derived engineered backfill is ¾ inch crushed gravel or pea gravel wrapped in Mirafi 140N filter fabric. As an alternative to the gravel and fabric, CalTrans Permeable Base can be utilized. The upper one to two feet should be capped with engineered fill. GEOTEK RINCON Project No. 3738-SD Temporary Retaining Wall Backcut Excavations March 20, 2023 Ocean View, Carlsbad, California Page 3 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call GeoTek. Respectfully submitted, GeoTek, Inc. Attachments: Appendix A – Temporary Global Stability Analysis Distribution: (1) Addressee via email Edwin R. Cunningham RCE 81687 Exp. 3/31/24 Project Engineer Christopher D. Livesey CEG, 2733 Exp. 05/31/23 Vice President GEOTEK Appendix A Temporary Global Stability Analysis GEOTEK Method Name Min FS Spencer 1.317 GLE / Morgenstern-Price 1.315 Material Name Color Unit Weight (lbs/Ō3)Strength Type Cohesion (psf) Phi (deg) Tsa 125 Mohr-Coulomb 300 29 Qop 125 Mohr-Coulomb 300 35 Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000+ 36 0 34 0 32 0 30 0 28 0 0 20 40 60 80 100 120 140 Analysis Description Cross Section C-C' Static Temporary Slope Cut Company GeoTekScale1:181Drawn By CH File Name 3738-SD Cross Section C-C' Static Temporary Slope.slimDate2/1/2023 Project 3738-SD Ocean View SLIDEINTERPRET 7.038 □ □ . rocsc I en ce>-----------------------------< GEOTECHNICAL | ENVIRONMENTAL | MATERIAL July 20, 2023 Project No. 3738-SD Rincon Homes 5315 Avenida Encinas, Suite 200 Carlsbad, California 92008 Attention: Mr. Cameron St. Clair Subject: Response to City of Carlsbad Cycle No. 3 Review Comments Temporary Excavations for the Retaining Wall – Lot 13 Proposed Oceanview Project Twain Avenue Carlsbad, California Dear Mr. St. Clair: As requested, GeoTek, Inc., (GeoTek) has prepared this letter to provide supplemental analysis and recommendations to respond to the City of Carlsbad review comments regarding the temporary excavation of the retaining wall backcut for Lot 13. The City review comments were marked directly on GeoTek’s referenced 2023 report. Screen shots of the review comments are provided and GeoTek’s responses follow. Initially, the temporary stability analysis was performed based on assumed wall heights and footing configurations. Since the analysis was performed structural retaining wall plans have been prepared by Sergin Engineering Inc. as sheets 15 through 18 of the grading plan set, and provided to GeoTek for review and analysis. Review Comment No. 1 GeoTek, Inc. 1384 Poinsettia Avenue, Suite A Vista, CA 92081-8505 (760) 599-0509 Office (760) 599-0593 Fa www.geotekusa.com Introduction Lot I 3 is a designed cut lot based on propos To facilitate the building pad, a retaining ~~~~~~:~tA//fl....J := 7~5' t-1,5 I vt,,t..r. d pad grades designed lower than existing grades. CtlJ"" II is proposed along the north and northeast. Behind the retaining wall is a biological sensitive area that cannot be disturbed. The retaining wall is anticipated to be constructed with a reinforced concrete foundation and concrete masonry unit design. The maximum height f the exposed wall face is approximately 10 feet. The wall is anticipated to have a 2 foot dee footing and due to the proximity of the retaining wall adjacent to a biological sensitive area, the wall will need a near vertical temporary backcut to construct the retainin wall. Also due to the desi n constraints, the wall footin is RINCON HOMES Project No. 3738-SD Ocean View Point July 20, 2023 Twain Avenue, Carlsbad, California Page 2 Response to Review Comment No. 1 The retaining wall structural plans have been reviewed. As previously mentioned, due to construction constraints with a biologically sensitive area a steep backcut is required along a portion of Lot 13. A section was analyzed along the Typical Section B-B’ on sheet 3 of 5 as noted on the Grading plans prepared by Pasco Laret Suiter & Associates (PLSA). Based on a review of the retaining wall plans, the overall depth of the footings is a minimum of 9” below finish grade, plus 18” deep footing, plus a 48” deep key. This designed cut has been modeled for GeoTek’s temporary slope stability analysis. \ 18. 1' 314.6BW 3'J8.6TF H•10.0' I I , APAAO IMAIHOCMIONOF SHORING WALi., LM!ITS OF qHORING TO BE DETcR!,/IM!D ~11'/ GRADING PERMIT APf'Rqi'Al ATDISCRfT/00 -.__. __ .__ 10FCIT'YE~ER. -1.__ PROF. J' FREE STAJIDING MASONRY WALL PER LS PLAJl(m>.) TRAIL IMPROVEMENTS GRADII/G A/ID TOf OF SL~PERCT1 PERCTIS-01 < ,-----,..----'---' ./ I I ti..J.-1 LJ_J,._...I I L I LOT11 MAP 14340 APN: 208-181-19 TWA/NAVE GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point July 20, 2023 Twain Avenue, Carlsbad, California Page 3 The grading for lot 13 is anticipated to be entirely cut to finished design grade including the foundation for the retaining wall. Overexcavation is not required for the retaining wall foundation. Review Comment No. 2 Response to Review Comment No. 2 The retaining wall along Lot 13 can be described as an angular configuration with a beginning daylight condition at the rear of the property. The height of the retaining wall increases to the northeast to a retained height of 10 feet at an angle point where the wall turns to an easterly direction for approximately 80 linear feet and has a maximum retained height of 12 feet. The anticipated wall backcut is considered to be at the most critical 40 feet before and after the angle point. Outside this area, the height of the wall backcut is reduced or the contractor can excavate the backcut at a gradient less than vertical. Global static stability analysis was performed on the anticipated temporary vertical cuts in this area of 12 to 18.25 feet. Results of the analysis indicated a factor of safety (FOS) of 1.3. Area of Critical Analysis anticipated to have a small heal and large toe. The temporary backcut for the retaining wall outside the maximum height of the wall can facilitate a conventional backcut gradient of I: I (horizontal : Vertical), with exception to a localized section that will require a 3/-1 : I temporary backcut excavation This condition is considered to be less critical than the vertical backcut condition. Analysis --- PROP. S FREE SJ: MASONRY IVAl.l TRAl IMPROVEMENTS PER CT 15-07 I - ,---,-,---,--,-, 1----...1,.._I I L I -- LOT11 MAP 14340 APN: 208-181-19 TWA/NAVE GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point July 20, 2023 Twain Avenue, Carlsbad, California Page 4 The area of critical analysis was assessed based on the retaining wall design detail 13A/13 on sheet 17 of the PLSA plan set. This wall is analyzed to be pushed back to the property line as a conservative approach (the civil plan shows the wall 3 feet away from the property line). As previously discussed, soil strength design parameters were based upon existing onsite and offsite information, as well as engineering judgement. The strength of the soil’s cohesion was increased by 50 pcf and is considered to be reasonable based on judgement. Results of the analysis concludes that the proposed backcut for the retaining wall along lot 13 to a maximum height of 18.25 feet and at the configuration of the retaining wall footings is geotechnically suitable for a temporary condition. If wall design changes in height or footing configuration, a revised analysis will be needed. Review Comment No. 3 Response to Review Comment No. 3 In GeoTek’s 2023 report, the document referenced Section C-C’, however the actual analysis was modeled as B-B’. This has been corrected. Area of Critical Analysis along Twain Avenue, which was developed between an . . ... _ 1 / tjlf,.c..J wl~ 'i11'¥7lM½ ~se-vn#'f\J w/Jr-j~1,Jfw-rrv Geologic section C-C'/was prepared and modeled in Slide2 version 7.0 for te~~ry global --- TRAIL IMPROVEMENTS PERcr,s.01 ,-----,.-- i . LOT11 MAP 14340 APN: 208-181-19 TWA/NAVE GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point July 20, 2023 Twain Avenue, Carlsbad, California Page 5 Review Comment No. 4 Response to Review Comment No. 4 CalOSHA provides temporary excavation guidelines for prescriptive conditions (based on soil type and groundwater). The prescriptive conditions are soil type A, B, and C. A summary of prescriptive conditions is presented in Appendix B. Based on our understanding of the earth materials, they are classified as soil type B. CalOSHA also provides prescriptive temporary excavation diagrams for soil type B. Temporary excavations not conforming to prescriptive design may follow Option 4 of the CalOSHA guidelines: Option (4) - Design by a registered professional engineer. A) Sloping and benching systems not utilizing Option (1) or Option (2) or Option (3) under Section 1541.1(b) shall be stamped and signed by a registered professional engineer. B) Designs shall be in written form and shall include at least the following: 1) The magnitude of the slopes that were determined to be safe for the particular project; 2) The configurations that were determined to be safe for the particular project; 3) The identity of the registered professional engineer approving the design. C) At least one copy of the design shall be maintained at the jobsite while the slope is being constructed. After that time the design need not be at the jobsite, but a copy shall be made available to the Division upon request. Diego and peer industry standards. A copy of the temporary global stability a~sis is presented in Appendix A. "-'1-tl'\1' \S CM.,,o.;\t1't "$c:>\t.,f"\1P6 1> 0~ ttA/r? C~b~ON ~1.,,11"1?;,t) w -o-r-r1f'J'rr"5dl(...,-, v. GeoTek's analysis does not relie e the contractor from their own analysis and conclusions as the contractor is responsible for the health and safety of their employees while working. Excavation means and methods, inc uding employee safety is the responsibility of the employer, not GeoTek. The employer of the orkers should follow (CalOSH~fguidelines, which include designating a competent person to evaluate the safety environment o the site. -.... t-(W"=>~ TJj_!:}? / ,-,,...,Pt,,c-f 1N'4. ftf"lt('"{'Z,,--~' MA,= Cir 1 ~d IL • •• So ,-Jc,f" ~ • GeoTek's analysis is based on our experience at the site, reviewing o site conditions, and Ct.A'11f4i GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point July 20, 2023 Twain Avenue, Carlsbad, California Page 6 The first paragraph under Conclusions and Recommendations of GeoTek’s 2023 report states the temporary excavation meets pier industry guidelines for temporary stability. The second paragraph states that GeoTek’s analysis is not intended to relieve an Employer’s responsibility to their Employees for working within the effects of this temporary excavation condition and are not relieved of responsibility or duties to their employees to provide a safe working environment. Conclusion and Supplemental Recommendations The static global stability analysis results in a Factor of Safety (FOS) of 1.3 based on the soil strength parameters applied and in a competent excavation (i.e. fractures and tensions cracks absent) and meets the minimum FOS for temporary excavations considered by City of San Diego and peer industry standards. A copy of the temporary global stability analysis is presented in Appendix A. GeoTek’s analysis does not relieve the contractor from their own analysis and conclusions as the contractor is responsible for the health and safety of their employees while working. Excavation means and methods, including employee safety is the responsibility of the employer, not GeoTek. The employer of the workers should follow CalOSHA guidelines, which include designating a competent person to evaluate the safety environment of the site. The subject retaining wall may be excavated into formational material. No overexcavation of the footing is recommended as long as it is bearing on competent formational material. GeoTek’s analysis is based on our experience at the site, reviewing offsite conditions, and available information. As such, not every condition can be anticipated, and a representative of the project engineering geologist or soil engineer should be present during the temporary backcut excavation to identify if conditions are presented that do not meet the assumptions as analyzed herein. Observations may be periodic after the retaining wall has been erected and grouted up to five feet in height. The work area between the back of the retaining wall and the temporary excavation is anticipated to be one foot or less. As such, placement of soil derived engineered fills is anticipated to be difficult and unsafe. An alternative to soil derived engineered backfill is ¾ inch crushed gravel or pea gravel wrapped in Mirafi 140N filter fabric. As an alternative to the gravel and fabric, CalTrans Permeable Base can be utilized. The upper one to two feet should be capped with engineered fill. GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point July 20, 2023 Twain Avenue, Carlsbad, California Page 7 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call GeoTek. Respectfully submitted, GeoTek, Inc. Attachments: Appendix A – Temporary Global Stability Analysis Appendix B – Summary of CalOSHA Soil Types. Distribution: (1) Addressee via email Edwin R. Cunningham RCE 81687 Exp. 3/31/24 Project Engineer Christopher D. Livesey CEG, 2733 Exp. 05/31/25 Vice President GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point July 20, 2023 Twain Avenue, Carlsbad, California Page 8 References Christian Wheeler Engineering, 2018 “Updated Geotechnical Investigation Report, Carlsbad Tract 02-06, Twain Avenue, Carlsbad, California,” dated February 16, 2018. GeoTek, Inc., 2022a, “Updated Geotechnical Evaluation, Oceanview Project, South End of Twain Avenue, Carlsbad, San Diego County, California,” PN 3738-SD, dated March14, 2022. ____, 2022b, “Grading and Improvement and Wall Plan Review, Proposed Oceanview Project, Twain Avenue, Carlsbad, California,” PN 3738-SD, dated April 12, 2022. _____, 2023c, “Temporary Excavations for the Retaining Wall - Lot Pasco Laret Suiter & Associates, 2022, Discretionary Plans, Coastal Development Permit, Ocean View Point – Terminus of Twain Ave, City of Carlsbad, CDP 2022-0014, 5 Sheets, undated. GEOTEK Appendix A Temporary Global Stability Analysis GEOTEK Method Name Min FS Spencer 1.3 GLE / Morgenstern-Price 1.3 Material Name Color Unit Weight (lbs/Ō3)Strength Type Cohesion (psf) Phi (deg) Tsa 125 Mohr-Coulomb 300 29 Qop 125 Mohr-Coulomb 350 35 Safety Factor 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 2.8 3.0 3.3 3.5 3.8 4.0 4.3 4.5 4.8 5.0 5.3 5.5 5.8 6.0+ 35 0 34 0 33 0 32 0 31 0 30 0 29 0 20 30 40 50 60 70 80 90 100 110 120 130 Analysis Description Cross Section B-B' Static Temporary Slope Cut Company GeoTekScale1:138Drawn By CH File Name3738-SD Cross Section B-B' Static Temporary Slope Revised.slimDate2/1/2023 Project 3738-SD Ocean View SLIDEINTERPRET 7.038 7/20/2023 □ □ . Jl---,,1 rocsc1ence>-----------------------------< Appendix B Prescriptive CalOSHA Soil Types GEOTEK California Code of Regula ons, Title 8, Sec on 1541.1. Requirements for Protec ve Systems, Appendix A Type A soil. Cohesive soils with an unconfined, compressive strength of 1.5 ton per square foot (tsf) or greater. Examples of cohesive soils are: clay, silty clay, sandy clay, clay loam and, in some cases, silty clay loam and sandy clay loam. Cemented soils such as caliche and hardpan are also considered Type A. However, no soil is Type A if: (1) The soil is fissured; or (2) The soil is subject to vibration from heavy traffic, pile driving, or similar effects; or (3) The soil has been previously disturbed; or (4) The soil is part of a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4H:1V) or greater; or (5) The material is subject to other factors that would require it to be classified as a less stable material. Type B soil: (1) Cohesive soil with an unconfined compressive strength greater than 0.5 tsf but less than 1.5 tsf; or (2) Granular cohesionless soils including: angular gravel (similar to crushed rock), silt, silt loam, sandy loam and, in some cases, silty clay loam and sandy clay loam. (3) Previously disturbed soils except those which would otherwise be classed as Type C soil. (4) Soil that meets the unconfined compressive strength or cementation requirements for Type A, but is fissured or subject to vibration; or (5) Dry rock that is not stable; or (6) Material that is part of a sloped, layered system where the layers dip into the excavation on a slope less steep than four horizontal to one vertical (4H:1V), but only if the material would otherwise be classified as Type B. Type C soil: (1) Cohesive soil with an unconfined compressive strength of 0.5 tsf or less; or (2) Granular soils including gravel, sand, and loamy sand; or (3) Submerged soil or soil from which water is freely seeping; or (4) Submerged rock that is not stable, or (5) Material in a sloped, layered system where the layers dip into the excavation or a slope of four horizontal to one vertical (4H:1V) or steeper. Unconfined compressive strength. The load per unit area at which a soil will fail in compression. It can be determined by laboratory testing, or estimated in the field using a pocket penetrometer, by thumb penetration tests, and other methods. Wet soil. Soil that contains significantly more moisture than moist soil, but in such a range of values that cohesive material will slump or begin to flow when vibrated. Granular material that would exhibit cohesive properties when moist will lose those cohesive properties when wet. GEOTECHNICAL | ENVIRONMENTAL | MATERIAL August 24, 2023 Project No. 3738-SD Rincon Homes 5315 Avenida Encinas, Suite 200 Carlsbad, California 92008 Attention: Mr. Cameron St. Clair Subject: Response to Geotechnical Review Comments 3rd Party Review Temporary Slopes (1st Review) Proposed Oceanview Project Twain Avenue Carlsbad, California Dear Mr. St. Clair: As requested, GeoTek, Inc., (GeoTek) has prepared this letter to respond to the City of Carlsbad third party geotechnical review comments regarding the temporary excavation of the retaining wall backcut for Lot 13. The review comments correspond to the numbers on the review sheet. Comment number 1 is a summary of the geotechnical reviewer’s understanding of the proposed excavations, a question was not stated. A copy of the review comment letter dated July 28, 2023 is present in Appendix A. In preparation of this response, a supplemental field exploration, laboratory testing, and engineering analysis was performed. The field exploration and laboratory testing is discussed in detail in response to Review Comment No. 2. Comment No. 2 Please provide the justification for the strength parameters (C=350 and Φ=35) for the Old Paralic deposits used in the slope stability analysis for the proposed temporary cut at Lot 13 that is presented in the “Response to City of Carlsbad Cycle No. 3 Review Comments…”. If increased strength parameters above the C=100 psf and Φ=33 that are supported by the laboratory testing of the Old Paralic deposits performed at Lot 1 approximately 200’ from the subject Lot 13 (T-1 by Christian Wheeler) and reported in the “Updated Geotechnical Evaluation…” by GeoTek are proposed, please provide complete justification and site-specific laboratory testing to substantiate the values for the temporary slope stability analysis. GeoTek, Inc. 1384 Poinsettia Avenue, Suite A Vista, CA 92081-8505 (760) 599-0509 Office (760) 599-0593 Fa www.geotekusa.com RINCON HOMES Project No. 3738-SD Ocean View Point Response to Comments July 28, 2023 August 24, 2023 Twain Avenue, Carlsbad, California Page 2 Response to Comment No. 2 The increased strength parameters applied to the stability analysis associated with the temporary cut at Lot 13 presented in GeoTek’s 2023d report were applied based on engineering judgement from our experience in the area for the formational material. The soil strengths presented in Christian Wheeler Engineering report represented proposed engineered fill, not formation. As a follow up, a supplemental geotechnical subsurface evaluation of Lot 13 was performed on August 10, 2023. The subsurface evaluation was performed with a limited access, rubber track mounted, drilling rig. A solid stem auger with a typical 3.0 inch outside diameter, split barrel sampler, was utilized to obtain relatively undisturbed soil samples. The boring and samples were logged by an engineer from GeoTek. Samples obtained were transported to GeoTek’s laboratory for engineering analysis. The approximate location of the boring is presented on Figure 2 – Geotechnical Map. A description of the boring log is provided in Appendix B. Direct Shear testing was performed in a direct shear machine of the strain-control type in general accordance with ASTM Test Method D 3080 procedures. The rate of deformation is approximately 5.3 x 10-3 inches per minute. The samples were sheared under varying confining loads to determine the coulomb shear strength parameters, angle of internal friction and cohesion. Two tests were performed on relatively undisturbed samples obtained from the supplemental subsurface evaluation at depths of 5 and 10 feet. The results of the tests are graphically presented in Appendix C. Comment No. 3 Please provide slope stability analysis for the proposed 18’ vertical cut that uses the strength parameters (C=100 psf and Φ=33) that are supported by the laboratory testing of the Old Paralic deposits performed at Lot 1 (T-1 by Christian Wheeler) and reported in the “Updated Geotechnical Evaluation…” by GeoTek. Please include searches for potential failure surfaces extending from the bottom of the key of the proposed footing and up to the highest point of the proposed backcut. Please provide the plots (including the plot showing the trial runs) and print-outs associated with the analysis. Response to Comment No. 3 The soil strengths obtained from Christian Wheeler Engineering were the results from a remolded soil sample representing anticipated engineered fill soil strength. The material exposed during the temporary excavation of lot 13 (Old Paralic deposits) will be native. Therefore, the engineered soil strength values (C=100 psf and Φ=33) do not represent the anticipated conditions during the temporary excavation and a slope stability analysis utilizing the parameters of C=100 psf and Φ=33 is not valid. See GeoTek’s response to Comment No. 4 for slope stability analysis modeled for the temporary excavation exposing Old Paralic deposits. GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point Response to Comments July 28, 2023 August 24, 2023 Twain Avenue, Carlsbad, California Page 3 Comment No. 4 Based on the additional analysis requested above, please provide updated recommendations as necessary addressing the up to approximate 18’ high temporary vertical cut along the north and northeast sides of Lot 13 that will apparently be necessary to construct the proposed retaining wall. Please provide specific recommendations for the temporary cuts (maximum allowable vertical height of cuts, inclination of temporary slopes, slot-cutting, etc.) or temporary shoring as necessary to prevent any adverse impact from the proposed grading/wall construction work on the adjacent off-site property and promote worker safety. Response to Comment No. 4 As noted in GeoTek’s response to Comment No. 3, soil strength values of Cohesion of 100 psf and Phi angle of 33o do not apply. As supplemental laboratory testing is available, the soil strengths applicable to the temporary excavation associated with Lot 13 have been applied. The temporary slope stability analysis referenced in GeoTek’s July 20, 2023 response was modified to represent the anticipated temporary grading conditions most critical condition. The modifications include a geologic bedding contact line between stratigraphic soil types within the Old Paralic deposits (noted as Qop1 and Qop2). Soil strengths based on relatively undisturbed samples representing in-situ conditions were applied to the Old Paralic deposits. The temporary stability analysis was performed for a static condition based on the following changes. 1) Analysis performed based on the model from GeoTek’s July 20, 2023 report and modified with soil strengths referenced within this report. 2) Refining the search boundaries to the bottom of the proposed retaining wall key to the highest point behind the proposed backcut. 3) Showing up to 100 slip surfaces. The output for the analytical model is presented in Appendix C and includes the output report, as requested in Comment No. 3. The reviewer should consider the following discussion when reviewing the revised analysis. The analysis performed in GeoTek’s July 20, 2023 letter was performed with an open search between the search boundaries. This is represented by the blue arrow brackets. The search analyzes potential paths of failure within these boundary conditions and included the bottom of the retaining wall footing and the tallest point of the backcut. However, based upon your request in Comment No. 3, the boundary conditions have been limited to the bottom of the retaining wall key and extended to the end of the stability section (station no. 120). The previous analysis was performed to show the path of potential failure with the lowest Factor of Safety (FOS). This was applied, so that the model would not be obscured with all GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point Response to Comments July 28, 2023 August 24, 2023 Twain Avenue, Carlsbad, California Page 4 potential failure paths with higher FOSs. As requested in Comment No. 3 trial runs depicting other potential failure surfaces are presented in the analysis herein, but limited to 100 so as to not obscure the model. It should be noted that all 100 potential failure paths are limited within a precise narrow band. Based on the revised analysis, the excavation associated with the retaining wall is stable as a temporary condition. Further recommendations for a temporary excavation plan are presented in Response to Comment No. 5. Comment No. 5 Without relieving the contractor of their responsibilities and obligations during construction of temporary slopes as indicated by the geotechnical consultant in the “Response to City of Carlsbad Cycle No. 3 Review Comments…” and with comment #4 above in mind – CalOSHA guidelines, California Code of Regulations, Title 8, Section 1541.1 (“Requirements for Protection Systems,” Appendix A), Option 4 (design by a registered professional engineer) indicates, in part, that the registered professional should in writing a) state the magnitude of slopes that were determined to be safe and b) provide the slope configurations that were determined to be safe for the particular project. If the geotechnical consultant is advocating the use of vertical cuts that exceed the Cal OSHA guidelines for the specific soil type (A, B, or C), the above statements should be provided by the geotechnical consultant. In the absence of the registered professional providing the above the temporary slope inclination provided for the designated Cal OSHA soil type (in this case soil type B has been provided by the geotechnical consultant) should be used for the temporary cuts. Response to Comment No. 5 Based on GeoTeks analysis presented herein and not relieving the contractor of responsibilities discussed in GeoTek’s “Response to City of Carlsbad Cycle No. 3 Review Comments” dated July 20, 2023, the temporary excavation for the retaining wall associated with Lot 13 may follow Option 4 of CalOSHA guidelines, California Code of Regulations, Title 8, Section 1541.1 provided the following conditions and recommendations are implemented into the construction phases of the project. Temporary Excavation Conditions for all Slots Associated with Lot 13 1. These recommendations are limited to the areas noted as slot cuts A, B, and C on Figure 3. 2. The wall will be constructed as designed by Sergin Engineering, Inc., based on the referenced plan set date. GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point Response to Comments July 28, 2023 August 24, 2023 Twain Avenue, Carlsbad, California Page 5 3. All slot cuts will be excavated, the foundation and retaining wall constructed before the next slot is excavated. This does not include the lower planter wall, which can be constructed in a continuous phase upon completion to the retaining wall designed to be constructed against the temporary excavation. 4. Where an existing slot cut is excavated adjacent to a future slot cut (for example Slot A is adjacent to future Slot B), the temporary excavation should be sloped no steeper than a 1:1 (horizontal to vertical) away from the Slot under construction. Where a slot cut has been constructed, a temporary earthen berm is not recommended, provided the constructed wall has been grouted solid for a period of seven days. 5. The temporary excavation exposes Dense to Very Dense undisturbed Old Paralic deposits. The temporary excavation does not expose friable sands, non-healed fractures or joints at a depth greater than 24 inches below the top of the backcut or expose adverse geologic conditions. 6. All temporary excavations are to be continuously monitored by a Professional Engineer and/or Engineering Geologist from GeoTek, Inc. Temporary Excavations for Slot A Maximum excavation of 15.5 feet, including retaining wall foundation footing. The excavation at its maximum vertical excavation shall not be taller nor steeper than required to be constructed. Where the heal of the foundation footing is within the grading limits, the backcut of the excavation shall be inclined from the heal of the foundation footing to the limits of grading. Figure 4A depicts the tallest cut condition. Temporary Excavations for Slot B Maximum excavation of 18 feet, including retaining wall foundation footing. The excavation at its maximum vertical excavation shall not be taller nor steeper than required to be constructed. Where the heal of the foundation footing is within the grading limits, the backcut of the excavation shall be inclined from the heal of the foundation footing to the limits of grading. Figure 4B depicts the tallest cut condition. Temporary Excavations for Slot C Maximum excavation of 21.5 feet, including retaining wall foundation footing. The excavation at its maximum vertical excavation shall not be taller nor steeper than required to be constructed, which is 4 feet at the foundation stem wall footing. Where the heal of the foundation footing is within the grading limits, the backcut of the excavation shall be inclined from the heal of the foundation footing to the limits of grading. This will result in a temporary excavation from GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point Response to Comments July 28, 2023 August 24, 2023 Twain Avenue, Carlsbad, California Page 6 grading limits that transitions from Slot B to Slot D, from a near vertical to a 1:2 temporary cut to the top of the retaining wall footing. Figure 4C depicts the tallest cut condition. Temporary Excavations for Slot D Maximum excavation of 21.5 feet, including retaining wall foundation footing. The excavation at its maximum vertical excavation shall not be taller nor steeper than required to be constructed, which is 4 feet at the foundation stem wall footing. Where the heal of the foundation footing is within the grading limits, the backcut of the excavation shall be inclined from the heal of the foundation footing to the limits of grading. This will result in a temporary excavation from grading limits that transitions from Slot B at an approximate 1:2 and transition to a 1:1 temporary cut to the top of the retaining wall footing. Figure 4D depicts the tallest cut condition. Closure The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call GeoTek. Respectfully submitted, GeoTek, Inc. Attachments: Appendix A – Review Comments Appendix B – Exploration Log Appendix C – Laboratory Analysis Appendix D – Slope Stability Analysis. Figure 2 – Geotechnical Map Figure 3 – Slot Cut Plan Figure 4 – Slot Cut Excavation Details Distribution: (1) Addressee via email Edwin R. Cunningham RCE 81687 Exp. 3/31/24 Project Engineer Christopher D. Livesey CEG, 2733 Exp. 05/31/25 Vice President GEOTEK RINCON HOMES Project No. 3738-SD Ocean View Point Response to Comments July 28, 2023 August 24, 2023 Twain Avenue, Carlsbad, California Page 7 References Christian Wheeler Engineering, 2018 “Updated Geotechnical Investigation Report, Carlsbad Tract 02-06, Twain Avenue, Carlsbad, California,” dated February 16, 2018. GeoTek, Inc., 2022a, “Updated Geotechnical Evaluation, Oceanview Project, South End of Twain Avenue, Carlsbad, San Diego County, California,” PN 3738-SD, dated March14, 2022. ____, 2022b, “Grading and Improvement and Wall Plan Review, Proposed Oceanview Project, Twain Avenue, Carlsbad, California,” PN 3738-SD, dated April 12, 2022. _____, 2023c, “Temporary Excavations for the Retaining Wall - Lot _____, 2023d, Response to City of Carlsbad Cycle No. 3 Review Comments, Temporary Excavations for the Retaining Wall – Lot 13, Proposed Oceanview Project, Twain Avenue, Carlsbad, California, Project No. 3738-SD, dated July 20, 2023. Pasco Laret Suiter & Associates, 2023, Grading Plans for Ocean View Point, City of Carlsbad CT 15-07, drawing no. 534-6A, 21 Sheets. GEOTEK HA-3 T-2 T-3 T-4 T-5 T-8 T-9 T-1 T-7 Tsa Tsa Tsa Qop Qop Approximate Location of Geological Contact Quaternary age Old Paralic DepositsQop Tertiary age Santiago Formation, Circled where BuriedTsa Approximate Location and Orientation of Test Pit, CME, 2018 Approximate Location of Hand Auger Boring This Study T-9 HA-6 LEGEND Approximate Limits of Study Tsa T-6 HA-4 & HA 5 Tsa HA-2 HA-6 Tsa Tsa C C' B' A A' Approximate Location of Fill Slope Key HA-1 B Approximate Location of Remedial Grading Scale 1" = 60' 1384 Poinsettia Avenue, Suite A Vista, California 92081 Figure 2 Geotechnical MapPlan adapted from "Grading Plan" by Pasco Laret Suiter & Associates Rincon Homes Ocean View Carlsbad, California PN: 3738-SD DATE: March 2023 B-1 B-1 Approximate Location of Limited Access Boring This Report GeoTek, 2022 I I I I ) EXIST!'IG~ ~-I -------___._~-l._L I I EX!SllNGJ05 00N1'01/R EX/SllNGJOO OON'IOUR I / / ( --- \ ) ( I, I I I(! I \ if! I I 0 <o "1 I I I I \ \ I \ I \ I ~ ~ --"' \ \ \ \ \ I PLAN VIEW_ GRADING PLAN SCi>lE: r, 'J/7l!ORIZONTAL \ I I \ J -----------------------' I -, !')()STING31S \ I GOHTOUR EXJSmGJ06 1/= ,-_ ,'i 1'~~ ll,IIITOF r EXISTll'IJ2QO GIIADfNGl !AND /~ CON~ DmURIWICE PROf'OSED WWH€ "' 0 <%.,- / J( 310 -- "------.... ..?q;, ~ ' 0 80 60 i----- ~ \ \ 'r" \ 90 .,,__ \ \ \ ' \ ♦ ---~ • GEOTEK 1384 Poinsettia Avenue, Suite A, Vista, CA 92081 (760) 599-0509 (phone) / (760) 599-0593 (FAX) GEOTECHNICAL | ENVIRONMENTAL | MATERIALS 08/23/23 FIGURE 4A SLOT CUT A TYPICAL TEMPORARY EXCAVATION PROFILE OCEAN VIEW PROJECT CARLSBAD, CALIFORNIA Project No.:Report Date:Drawn By: 3738-SD CDL 276 Amelia Site Improvements Artificial Fill Test Pit Exploration <; c L--=-: l ''= 5 1 GEOTEK 1384 Poinsettia Avenue, Suite A, Vista, CA 92081 (760) 599-0509 (phone) / (760) 599-0593 (FAX) GEOTECHNICAL | ENVIRONMENTAL | MATERIALS 08/23/23 FIGURE 4B SLOT CUT B TYPICAL TEMPORARY EXCAVATION PROFILE OCEAN VIEW PROJECT CARLSBAD, CALIFORNIA Project No.:Report Date:Drawn By: 3738-SD CDL Af 276 Amelia Site Improvements Artificial Fill LoT g vi BA-C.K Cvt' ,, I SCA-Le: I = 5 GEOTEK 1384 Poinsettia Avenue, Suite A, Vista, CA 92081 (760) 599-0509 (phone) / (760) 599-0593 (FAX) GEOTECHNICAL | ENVIRONMENTAL | MATERIALS 08/23/23 FIGURE 4C SLOT CUT C TYPICAL TEMPORARY EXCAVATION PROFILE OCEAN VIEW PROJECT CARLSBAD, CALIFORNIA Project No.:Report Date:Drawn By: 3738-SD CDL 276 Amelia Site Improvements Artificial Fill Test Pit Exploration EL 30'1 .. 2. GEOTEK II I I I •0 I II I ~CALE.: I :: s 1384 Poinsettia Avenue, Suite A, Vista, CA 92081 (760) 599-0509 (phone) / (760) 599-0593 (FAX) GEOTECHNICAL | ENVIRONMENTAL | MATERIALS 08/23/23 FIGURE 4D SLOT CUT D TYPICAL TEMPORARY EXCAVATION PROFILE OCEAN VIEW PROJECT CARLSBAD, CALIFORNIA Project No.:Report Date:Drawn By: 3738-SD CDL 276 Amelia Site Improvements Artificial Fill Test Pit Exploration LOT D o.s I I CA-t..E. I " = 5 / GEOTEK Appendix A Review Comments GEOTEK GEOTECHNICAL REPORT REVIEW __________________________________________________________ DATE: July 28, 2023 TO: City of Carlsbad Land Development Engineering 1635 Faraday Avenue Carlsbad, CA 92008 Attention: Nichole Fine PROJECT ID: CT 15-07 GRADING PERMIT NO.: GR2021-0043 SUBJECT: Ocean View Point development, temporary slopes (1st review) Items Submitted by Applicant Items Being Returned to Applicant  “Updated Geotechnical Evaluation, Proposed Oceanview Project, Twain Avenue, Carlsbad, San Diego County, California,” by GeoTek, dated November 2, 2021.   “Temporary Excavations for the Retaining Wall – Lot 13, Proposed Oceanview Project, Twain Avenue, Carlsbad, California,” by GeoTek, dated March 20, 2023.  Written report review comments  “Response to City of Carlsbad Cycle No. 3 Review Comments, Temporary Excavations for Retaining Wall – Lot 13, Proposed Oceanview Project, Twain Avenue, Carlsbad, California,” by GeoTek, dated July 20, 2023.  Written report review comments. Based on our review of the submitted geotechnical reports as they relate to temporary slope stability, we are providing the following comments that should be addressed prior to the next submittal. Please provide complete and thorough written responses to all comments. GEOTECHNICAL COMMENTS: 1. Review of the most recent “Response to City of Carlsbad Cycle No. 3 Review Comments…” by GeoTek indicates temporary cuts for the proposed retaining wall at Lot 13 will range up to approximately 16 to 18’ (including the depth of footing). 2. Please provide the justification for the strength parameters (C=350 and Φ=35) for the Old Paralic deposits used in the slope stability analysis for the proposed temporary cut at Lot 13 that is presented in the “Response to City of Carlsbad Cycle No. 3 Review GR2021-0043 July 28, 2023 Page 2 of 2 Comments…”. If increased strength parameters above the C=100 psf and Φ=33 that are supported by the laboratory testing of the Old Paralic deposits performed at Lot 1 approximately 200’ from the subject Lot 13 (T-1 by Christian Wheeler) and reported in the “Updated Geotechnical Evaluation…” by GeoTek are proposed, please provide complete justification and site-specific laboratory testing to substantiate the values for the temporary slope stability analysis. 3. Please provide slope stability analysis for the proposed 18’ vertical cut that uses the strength parameters (C=100 psf and Φ=33) that are supported by the laboratory testing of the Old Paralic deposits performed at Lot 1 (T-1 by Christian Wheeler) and reported in the “Updated Geotechnical Evaluation…” by GeoTek. Please include searches for potential failure surfaces extending from the bottom of the key of the proposed footing and up to the highest point of the proposed backcut. Please provide the plots (including the plot showing the trial runs) and print-outs associated with the analysis. 4. Based on the additional analysis requested above, please provide updated recommendations as necessary addressing the up to approximate 18’ high temporary vertical cut along the north and northeast sides of Lot 13 that will apparently be necessary to construct the proposed retaining wall. Please provide specific recommendations for the temporary cuts (maximum allowable vertical height of cuts, inclination of temporary slopes, slot-cutting, etc.) or temporary shoring as necessary to prevent any adverse impact from the proposed grading/wall construction work on the adjacent off-site property and promote worker safety. 5. Without relieving the contractor of their responsibilities and obligations during construction of temporary slopes as indicated by the geotechnical consultant in the “Response to City of Carlsbad Cycle No. 3 Review Comments…” and with comment #4 above in mind - Cal- OSHA guidelines, California Code of Regulations, Title 8, Section 1541.1 (“Requirements for Protection Systems,” Appendix A), Option 4 (design by a registered professional engineer) indicates, in part, that the registered professional should in writing a) state the magnitude of slopes that were determined to be safe and b) provide the slope configurations that were determined to be safe for the particular project. If the geotechnical consultant is advocating the use of vertical cuts that exceed the Cal OSHA guidelines for the specific soil type (A, B, or C), the above statements should be provided by the geotechnical consultant. In the absence of the registered professional providing the above, the temporary slope inclination provided for the designated Cal OSHA soil type (in this case soil type B has been provided by the geotechnical consultant) should be used for the temporary cuts. Appendix B Exploration Log GEOTEK GeoTek, Inc. LOG OF EXPLORATORY BORING 10 R-1 50/5" 30/6" R-2 18 22 R-3 30 29 R-4 40 50/5" 35 R-5 50/4" 32 R-6 30/3" ---Small Bulk ---No Recovery ---Water Table CLIENT:Rincon Homes DRILLER:Native LOGGED BY:ERC 8/10/2023 PROJECT NO.:3738-SD HAMMER:140lbs/30in safety RIG TYPE:LAR PROJECT NAME:Ocean View Point DRILL METHOD:4.5" Solid Auger OPERATOR:Steve Q. Silty SANDSTONE, yellow to light brown,loose, dry, with gravel to cobble size rounded Becomes more yellow LOCATION:Carlsbad, CA ELEVATION:398 ft DATE: Dr y D e n s i t y (p c f ) Ot h e r s MATERIAL DESCRIPTION AND COMMENTS Old Paralic Deposits (Qop) SAMPLES US C S S y m b o l BORING NO.: B-1 Laboratory Testing De p t h ( f t ) Sa m p l e T y p e Blo w s / 6 i n Sa m p l e Nu m b e r Wa t e r C o n t e n t (% ) 5 Slightly clayey SANDSTONE, orange-yellow to brown, moist, very dense 10 Silty SANDSTONE, yellow with orange streaks, moist, very dense 15 SANDSTONE, light gray to white with orange, moist, very dense No groundwater encountered Backfilled with soil cuttings 20 SANDSTONE, yellow and light gray, moist, very dense HOLE TERMINATED AT 20.5 FEET 25 AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SR = Sulfate/Resisitivity Test SH = Shear Test CO = Consolidation test MD = Maximum Density 30 LE G E N D Sample type: ---Ring ---SPT ---Large Bulk Lab testing: --....._ ----_....._ -,__ -- ------ --------------- ---------_,__ - ------------------- ■ I 12] [8J □ ~ Appendix C Laboratory Analysis GEOTEK 21.6 21.6 21.6 103.0 101.8 101.6 92.8 90.1 89.6 0.62 0.64 0.65 2.375 2.375 2.375 1.0 1.0 1.0 Water Content, % 26.9 26.6 26.9 Dry Density, pcf 104.6 104.6 101.6 Saturation, %120.4 119.1 111.6 Void Ratio 0.60 0.60 0.65 Height, in.0.985 0.973 0.958 Normal Stress, psf 500 1500 2500 Ф =30 ˚C =202 psf Failure Stress, psf 560 952 1734 Displacement, in.0.060 0.100 0.000 Ultimate Stress, psf Displacement, in. Strain rate, in./min.0.0051 0.0051 0.0051 In-situ 3889-SD Sample ID:B-1 Sample Depth: Project Number: Dry Density, pcf In i t i a l Project Name:Ocean Bluff Remarks: Shear Strength: Description:Soaked, consolidated, drained. 2.375-in. inplace ring sample. 2 3 5' Sample No. 1 At T e s t Remolded Void Ratio Diameter, in. Height, in. Condition: ERC Saturation, % Water Content, % 8/15/2023Date: Technician: Location: Apparatus: 0 500 1000 1500 2000 2500 3000 3500 4000 4500 0 500 1000 1500 2000 2500 3000 Sh e a r S t r e s s ( p s f ) Normal Stress (psf) c = 202 (psf) f = (deg) 30 -0.02 -0.01 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.00 0.10 0.20 0.30 0.40 0.50 Ve r t i c a l D e f o r m a t i o n ( i n ) Horiz. Displacement (in) 0 500 1000 1500 2000 2500 3000 3500 4000 4500 0.00 0.10 0.20 0.30 0.40 0.50 Sh e a r S t r e s s ( p s f ) Horiz. Displacement (in) DIRECT SHEAR TEST REPORT - - ~ __.) ~ I J.-------v-- y_ i-------p .l----- V L.------ ~ Ir l.r--" I ■ □ A GEOTEK 18.6 18.6 18.6 111.7 111.8 111.2 97.4 97.6 96.1 0.52 0.52 0.53 2.375 2.375 2.375 1.0 1.0 1.0 Water Content, % 24.8 22.5 22.4 Dry Density, pcf 112.3 114.8 111.2 Saturation, %131.9 127.9 115.8 Void Ratio 0.51 0.48 0.53 Height, in.0.995 0.974 0.993 Normal Stress, psf 500 1500 2500 Ф =44 ˚C =417 psf Failure Stress, psf 707 2222 2614 Displacement, in.0.030 0.080 0.000 Ultimate Stress, psf Displacement, in. Strain rate, in./min.0.0054 0.0054 0.0054 In-situ 8/15/2023Date: Technician: Location: Apparatus: 2 3 10' Sample No. 1 At T e s t Remolded Void Ratio Diameter, in. Height, in. Condition: ERC Saturation, % Water Content, % Dry Density, pcf In i t i a l Project Name:Ocean Bluff Remarks: Shear Strength: Description:Soaked, consolidated, drained. 2.375-in. inplace ring sample. 3889-SD Sample ID:B-1 Sample Depth: Project Number: 0 500 1000 1500 2000 2500 3000 3500 4000 4500 0 500 1000 1500 2000 2500 3000 Sh e a r S t r e s s ( p s f ) Normal Stress (psf) c = 417 (psf) f = (deg) 44 -0.02 -0.01 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.00 0.10 0.20 0.30 0.40 0.50 Ve r t i c a l D e f o r m a t i o n ( i n ) Horiz. Displacement (in) 0 500 1000 1500 2000 2500 3000 3500 4000 4500 0.00 0.10 0.20 0.30 0.40 0.50 Sh e a r S t r e s s ( p s f ) Horiz. Displacement (in) DIRECT SHEAR TEST REPORT - - / / A /◄ ~ I>, ◄► / V ti / V I / V V r\ /◄~ -.... " -- I ■ □ A GEOTEK Appendix D Slope Stability Analysis GEOTEK 1.3621.3621.3621.362 Min FSMethod Name 1.362Bishop simplified 1.413Spencer 1.410GLE / Morgenstern-Price Ru ValueWater SurfacePhi (°)Cohesion (psf)Strength TypeUnit Weight (lbs/ft3)ColorMaterial Name 0None29300Mohr-Coulomb125Tsa 0None30202Mohr-Coulomb124Qop1 0None44417Mohr-Coulomb129Qop2 Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000+ 35 0 32 5 30 0 27 5 25 0 22 5 -60 -40 -20 0 20 40 60 80 100 120 140 160 Scenario 3738-SD Cross Section B-B' Static Temporary Slope Revised_ERC_8-23-23.slim Group 3738-SD Cross Section B-B' Static Temporary Slope Revised_ERC_8-23-23.slim Company GeoTekDrawn By File Name 3738-SD Cross Section B-B' Static Temporary Slope Revised_ERC_8-23-23.slim Date Project 3738-SD Ocean View SLIDEINTERPRET 9.028 ERC 8/23/2023 I 11 I I 11 11 I I LJ rocscience >---------->-----------------,1 3738-SD Ocean View GeoTek Date Created: 8/23/2023 Software Version: 9.028 LJ . rocsc1ence Table of Contents Project Summary ...................................................................................................................................................... 3 General Settings ....................................................................................................................................................... 4 Analysis Options ....................................................................................................................................................... 5 Groundwater Analysis ............................................................................................................................................... 6 Random Numbers ..................................................................................................................................................... 7 Surface Options ........................................................................................................................................................ 8 Seismic Loading ........................................................................................................................................................ 9 Materials ................................................................................................................................................................ 10 Global Minimums .................................................................................................................................................... 11 Method: bishop simplified ......................................................................................................................... 11 Method: spencer ...................................................................................................................................... 11 Method: gle/morgenstern-price ................................................................................................................. 11 Valid and Invalid Surfaces ....................................................................................................................................... 12 Method: bishop simplified ......................................................................................................................... 12 Method: spencer ...................................................................................................................................... 12 Method: gle/morgenstern-price ................................................................................................................. 12 Error Code Descriptions .............................................................................................................. 12 Slice Data ............................................................................................................................................................... 13 Global Minimum Query (bishop simplified) - Safety Factor: 1.36184 ............................................................. 13 Global Minimum Query (spencer) - Safety Factor: 1.41272 .......................................................................... 14 Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.41036 ..................................................... 15 Interslice Data ........................................................................................................................................................ 16 Global Minimum Query (bishop simplified) - Safety Factor: 1.36184 ............................................................. 16 Global Minimum Query (spencer) - Safety Factor: 1.41272 .......................................................................... 17 Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.41036 ..................................................... 18 Entity Information ................................................................................................................................................... 19 External Boundary .................................................................................................................................... 19 Material Boundary .................................................................................................................................... 19 2/19 Thursday, August 24, 20233738-SD Ocean View Slide2 Analysis Information 3738-SD Ocean View Project Summary 3/19 Thursday, August 24, 20233738-SD Ocean View Slide2 Modeler Version:9.028 Compute Time:00h:00m:02.546s Author:ERC Company:GeoTek Date Created:8/23/2023 General Settings Units of Measurement:Imperial Units Time Units:days Permeability Units:feet/second Data Output:Standard Failure Direction:Right to Left 4/19 Thursday, August 24, 20233738-SD Ocean View Analysis Options Slices Type:Vertical Analysis Methods Used Bishop simplified GLE/Morgenstern-Price with interslice force function (Half Sine) Spencer Number of slices:50 Tolerance:0.005 Maximum number of iterations:75 Check malpha < 0.2:Yes Create Interslice boundaries at intersections with water tables and piezos:Yes Initial trial value of FS:1 Steffensen Iteration:Yes 5/19 Thursday, August 24, 20233738-SD Ocean View Groundwater Analysis Groundwater Method:Water Surfaces Pore Fluid Unit Weight [lbs/ft3]:62.4 Advanced Groundwater Method:None 6/19 Thursday, August 24, 20233738-SD Ocean View Random Numbers Pseudo-random Seed:10116 Random Number Generation Method:Park and Miller v.3 7/19 Thursday, August 24, 20233738-SD Ocean View Surface Options Surface Type:Circular Search Method:Auto Refine Search Divisions along slope:10 Circles per division:10 Number of iterations:10 Divisions to use in next iteration:50% Composite Surfaces:Disabled Minimum Elevation:Not Defined Minimum Depth:Not Defined Minimum Area:Not Defined Minimum Weight:Not Defined 8/19 Thursday, August 24, 20233738-SD Ocean View Seismic Loading Advanced seismic analysis:No Staged pseudostatic analysis:No 9/19 Thursday, August 24, 20233738-SD Ocean View Materials Tsa Color Strength Type Mohr-Coulomb Unit Weight 125 lbs/ft3 Cohesion 300 psf Phi 29 ° Water Surface None Ru Value 0 Qop1 Color Strength Type Mohr-Coulomb Unit Weight 124 lbs/ft3 Cohesion 202 psf Phi 30 ° Water Surface None Ru Value 0 Qop2 Color Strength Type Mohr-Coulomb Unit Weight 129 lbs/ft3 Cohesion 417 psf Phi 44 ° Water Surface None Ru Value 0 10/19 Thursday, August 24, 20233738-SD Ocean View □ □ Global Minimums Method: bishop simplified FS 1.361840 Center:54.882, 321.526 Radius:25.198 Left Slip Surface Endpoint:75.000, 306.353 Right Slip Surface Endpoint:80.080, 321.526 Left Slope Intercept:75.000 320.600 Right Slope Intercept:80.080 321.526 Resisting Moment:191476 lb-ft Driving Moment:140600 lb-ft Total Slice Area:50.1723 ft2 Surface Horizontal Width:5.08 ft Surface Average Height:9.87644 ft Method: spencer FS 1.412720 Center:22.477, 349.169 Radius:67.466 Left Slip Surface Endpoint:75.000, 306.824 Right Slip Surface Endpoint:84.271, 322.092 Left Slope Intercept:75.000 320.600 Right Slope Intercept:84.271 322.092 Resisting Moment:709467 lb-ft Driving Moment:502200 lb-ft Resisting Horizontal Force:5783.89 lb Driving Horizontal Force:4094.15 lb Total Slice Area:71.4856 ft2 Surface Horizontal Width:9.27133 ft Surface Average Height:7.7104 ft Method: gle/morgenstern-price FS 1.410360 Center:22.477, 349.169 Radius:67.466 Left Slip Surface Endpoint:75.000, 306.824 Right Slip Surface Endpoint:84.271, 322.092 Left Slope Intercept:75.000 320.600 Right Slope Intercept:84.271 322.092 Resisting Moment:708284 lb-ft Driving Moment:502200 lb-ft Resisting Horizontal Force:5772.88 lb Driving Horizontal Force:4093.19 lb Total Slice Area:71.4856 ft2 Surface Horizontal Width:9.27133 ft Surface Average Height:7.7104 ft 11/19 Thursday, August 24, 20233738-SD Ocean View Global Minimum Support Data No Supports Present Valid and Invalid Surfaces Method: bishop simplified Number of Valid Surfaces:2940 Number of Invalid Surfaces:0 Method: spencer Number of Valid Surfaces:1135 Number of Invalid Surfaces:1805 Error Codes Error Code -108 reported for 12 surfaces Error Code -111 reported for 1793 surfaces Method: gle/morgenstern-price Number of Valid Surfaces:1251 Number of Invalid Surfaces:1689 Error Codes Error Code -108 reported for 19 surfaces Error Code -111 reported for 1670 surfaces Error Code Descriptions The following errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). -111 = Safety factor equation did not converge 12/19 Thursday, August 24, 20233738-SD Ocean View Slice Data Global Minimum Query (bishop simplified) - Safety Factor: 1.36184 Slice Number Width [ft]Weight [lbs] Angle of Slice Base [deg] Base Material Base Cohesion [psf] Base Friction Angle [deg] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effective Normal Stress [psf] Base Vertical Stress [psf] Effective Vertical Stress [psf] 1 0.101706 183.605 53.1702 Qop2 417 44 814.923 1109.8 717.408 0 717.408 1805.56 1805.56 2 0.101706 182.05 53.5577 Qop2 417 44 803.792 1094.64 701.714 0 701.714 1790.27 1790.27 3 0.101706 180.469 53.9489 Qop2 417 44 792.571 1079.36 685.888 0 685.888 1774.72 1774.72 4 0.101706 178.862 54.3437 Qop2 417 44 781.258 1063.95 669.933 0 669.933 1758.92 1758.92 5 0.101706 177.228 54.7424 Qop2 417 44 769.849 1048.41 653.844 0 653.844 1742.85 1742.85 6 0.101706 175.565 55.145 Qop2 417 44 758.344 1032.74 637.618 0 637.618 1726.5 1726.5 7 0.101706 173.874 55.5518 Qop2 417 44 746.739 1016.94 621.253 0 621.253 1709.87 1709.87 8 0.101706 172.153 55.9628 Qop2 417 44 735.033 1001 604.746 0 604.746 1692.95 1692.95 9 0.101706 170.401 56.3782 Qop2 417 44 723.221 984.911 588.091 0 588.091 1675.73 1675.73 10 0.101706 168.617 56.7982 Qop2 417 44 711.302 968.679 571.282 0 571.282 1658.19 1658.19 11 0.101706 166.801 57.2229 Qop2 417 44 699.272 952.297 554.314 0 554.314 1640.33 1640.33 12 0.101706 164.95 57.6526 Qop2 417 44 687.129 935.76 537.194 0 537.194 1622.14 1622.14 13 0.101706 163.065 58.0875 Qop2 417 44 674.869 919.063 519.904 0 519.904 1603.6 1603.6 14 0.101706 161.143 58.5277 Qop2 417 44 662.488 902.202 502.442 0 502.442 1584.7 1584.7 15 0.101706 159.183 58.9735 Qop2 417 44 649.982 885.172 484.806 0 484.806 1565.43 1565.43 16 0.101706 157.184 59.4251 Qop2 417 44 637.349 867.967 466.99 0 466.99 1545.77 1545.77 17 0.101706 155.143 59.8829 Qop2 417 44 624.582 850.581 448.987 0 448.987 1525.71 1525.71 18 0.101706 153.061 60.3471 Qop2 417 44 611.679 833.009 430.79 0 430.79 1505.23 1505.23 19 0.101706 150.933 60.8179 Qop2 417 44 598.633 815.243 412.393 0 412.393 1484.31 1484.31 20 0.101706 148.759 61.2959 Qop2 417 44 585.442 797.278 393.789 0 393.789 1462.94 1462.94 21 0.101706 146.537 61.7812 Qop2 417 44 572.097 779.104 374.97 0 374.97 1441.08 1441.08 22 0.101706 144.263 62.2742 Qop2 417 44 558.594 760.715 355.927 0 355.927 1418.73 1418.73 23 0.101706 141.936 62.7755 Qop2 417 44 544.925 742.101 336.651 0 336.651 1395.85 1395.85 24 0.101706 139.553 63.2855 Qop2 417 44 531.085 723.253 317.134 0 317.134 1372.41 1372.41 25 0.101706 137.111 63.8047 Qop2 417 44 517.066 704.161 297.364 0 297.364 1348.4 1348.4 26 0.101706 134.605 64.3336 Qop2 417 44 502.859 684.813 277.329 0 277.329 1323.76 1323.76 27 0.101706 132.034 64.8729 Qop2 417 44 488.456 665.199 257.018 0 257.018 1298.47 1298.47 28 0.101706 129.391 65.4232 Qop2 417 44 473.847 645.304 236.416 0 236.416 1272.5 1272.5 29 0.101706 126.674 65.9853 Qop2 417 44 459.022 625.115 215.509 0 215.509 1245.78 1245.78 30 0.101706 123.877 66.5601 Qop2 417 44 443.968 604.614 194.28 0 194.28 1218.28 1218.28 31 0.101706 120.995 67.1486 Qop2 417 44 428.674 583.785 172.711 0 172.711 1189.93 1189.93 32 0.101706 118.02 67.7517 Qop2 417 44 413.123 562.608 150.782 0 150.782 1160.68 1160.68 33 0.101706 114.945 68.3708 Qop2 417 44 397.301 541.061 128.469 0 128.469 1130.45 1130.45 34 0.101706 111.763 69.0073 Qop2 417 44 381.189 519.119 105.747 0 105.747 1099.16 1099.16 35 0.101706 108.464 69.6628 Qop2 417 44 364.766 496.753 82.587 0 82.587 1066.71 1066.71 36 0.101706 105.035 70.3392 Qop2 417 44 348.009 473.932 58.9551 0 58.9551 1033 1033 37 0.101706 101.465 71.0387 Qop2 417 44 330.889 450.618 34.8128 0 34.8128 997.899 997.899 38 0.101706 97.7378 71.7641 Qop2 417 44 313.376 426.768 10.115 0 10.115 961.244 961.244 39 0.101706 93.8336 72.5185 Qop2 417 44 295.431 402.33 -15.1915 0 -15.1915 922.853 922.853 40 0.101706 89.7297 73.306 Qop2 417 44 277.009 377.242 -41.1706 0 -41.1706 882.499 882.499 41 0.101706 85.3972 74.1314 Qop2 417 44 258.055 351.429 -67.9004 0 -67.9004 839.896 839.896 42 0.101706 80.7992 75.0011 Qop2 417 44 238.5 324.798 -95.4778 0 -95.4778 794.683 794.683 43 0.101706 75.8875 75.9233 Qop2 417 44 218.255 297.229 -124.026 0 -124.026 746.384 746.384 44 0.100951 70.2037 76.9053 Qop1 202 30 157.03 213.85 20.5248 0 20.5248 695.606 695.606 45 0.100951 64.7601 77.9622 Qop1 202 30 140.682 191.586 -18.0381 0 -18.0381 641.678 641.678 46 0.100951 58.7435 79.1207 Qop1 202 30 123.244 167.839 -59.1691 0 -59.1691 582.075 582.075 47 0.100951 51.9029 80.4183 Qop1 202 30 104.336 142.089 -103.768 0 -103.768 514.307 514.307 48 0.100951 43.8771 81.9249 Qop1 202 30 83.4123 113.594 -153.123 0 -153.123 434.797 434.797 49 0.100951 33.7724 83.8058 Qop1 202 30 59.1538 80.558 -210.343 0 -210.343 334.689 334.689 50 0.100951 14.018 87.4348 Qop1 202 30 19.8078 26.975 -303.152 0 -303.152 138.971 138.971 13/19 Thursday, August 24, 20233738-SD Ocean View Global Minimum Query (spencer) - Safety Factor: 1.41272 Slice Number Width [ft]Weight [lbs] Angle of Slice Base [deg] Base Material Base Cohesion [psf] Base Friction Angle [deg] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effective Normal Stress [psf] Base Vertical Stress [psf] Effective Vertical Stress [psf] 1 0.187475 326.047 51.251 Qop2 417 44 768.428 1085.57 692.328 0 692.328 1649.8 1649.8 2 0.187475 321.184 51.5061 Qop2 417 44 756.393 1068.57 674.722 0 674.722 1625.85 1625.85 3 0.187475 316.27 51.7626 Qop2 417 44 744.386 1051.61 657.157 0 657.157 1601.83 1601.83 4 0.187475 311.302 52.0206 Qop2 417 44 732.408 1034.69 639.635 0 639.635 1577.77 1577.77 5 0.187475 306.28 52.28 Qop2 417 44 720.458 1017.81 622.153 0 622.153 1553.65 1553.65 6 0.187475 301.203 52.541 Qop2 417 44 708.537 1000.97 604.714 0 604.714 1529.47 1529.47 7 0.187475 296.071 52.8036 Qop2 417 44 696.647 984.167 587.318 0 587.318 1505.24 1505.24 8 0.187475 290.881 53.0678 Qop2 417 44 684.785 967.41 569.965 0 569.965 1480.95 1480.95 9 0.187475 285.633 53.3336 Qop2 417 44 672.954 950.696 552.659 0 552.659 1456.6 1456.6 10 0.187475 280.326 53.601 Qop2 417 44 661.154 934.025 535.394 0 535.394 1432.2 1432.2 11 0.187475 274.958 53.8702 Qop2 417 44 649.384 917.398 518.176 0 518.176 1407.73 1407.73 12 0.187475 269.53 54.1411 Qop2 417 44 637.646 900.815 501.006 0 501.006 1383.21 1383.21 13 0.187475 264.038 54.4138 Qop2 417 44 625.939 884.277 483.879 0 483.879 1358.63 1358.63 14 0.187475 258.483 54.6883 Qop2 417 44 614.265 867.785 466.802 0 466.802 1333.99 1333.99 15 0.187475 252.862 54.9647 Qop2 417 44 602.624 851.339 449.771 0 449.771 1309.28 1309.28 16 0.187475 247.175 55.243 Qop2 417 44 591.017 834.941 432.789 0 432.789 1284.52 1284.52 17 0.187475 241.419 55.5233 Qop2 417 44 579.442 818.59 415.859 0 415.859 1259.69 1259.69 18 0.187475 235.594 55.8056 Qop2 417 44 567.904 802.289 398.978 0 398.978 1234.8 1234.8 19 0.187475 229.699 56.0899 Qop2 417 44 556.4 786.037 382.15 0 382.15 1209.85 1209.85 20 0.187475 223.73 56.3764 Qop2 417 44 544.932 769.836 365.371 0 365.371 1184.83 1184.83 21 0.187475 217.688 56.665 Qop2 417 44 533.501 753.687 348.649 0 348.649 1159.75 1159.75 22 0.187475 211.569 56.9559 Qop2 417 44 522.107 737.591 331.981 0 331.981 1134.6 1134.6 23 0.187475 205.373 57.249 Qop2 417 44 510.752 721.549 315.37 0 315.37 1109.39 1109.39 24 0.187475 199.097 57.5445 Qop2 417 44 499.436 705.563 298.817 0 298.817 1084.12 1084.12 25 0.187475 192.736 57.8424 Qop2 417 44 488.155 689.627 282.313 0 282.313 1058.77 1058.77 26 0.187475 186.146 58.1428 Qop2 417 44 476.736 673.494 265.608 0 265.608 1032.79 1032.79 27 0.187475 179.395 58.4458 Qop2 417 44 465.27 657.296 248.834 0 248.834 1006.47 1006.47 28 0.187475 172.555 58.7513 Qop2 417 44 453.853 641.167 232.132 0 232.132 980.098 980.098 29 0.187475 165.626 59.0596 Qop2 417 44 442.487 625.11 215.504 0 215.504 953.665 953.665 30 0.187475 158.604 59.3707 Qop2 417 44 431.172 609.126 198.952 0 198.952 927.175 927.175 31 0.187475 151.486 59.6847 Qop2 417 44 419.911 593.217 182.478 0 182.478 900.629 900.629 32 0.187475 144.271 60.0016 Qop2 417 44 408.705 577.386 166.084 0 166.084 874.029 874.029 33 0.181784 133.051 60.3167 Qop1 202 30 225.592 318.698 202.126 0 202.126 597.899 597.899 34 0.181784 126.37 60.63 Qop1 202 30 219.246 309.733 186.6 0 186.6 576.175 576.175 35 0.181784 119.594 60.9463 Qop1 202 30 212.947 300.835 171.187 0 171.187 554.507 554.507 36 0.181784 112.723 61.2658 Qop1 202 30 206.702 292.013 155.906 0 155.906 532.922 532.922 37 0.181784 105.751 61.5886 Qop1 202 30 200.519 283.278 140.777 0 140.777 511.455 511.455 38 0.181784 98.6777 61.9148 Qop1 202 30 194.408 274.644 125.824 0 125.824 490.145 490.145 39 0.181784 91.4982 62.2445 Qop1 202 30 188.381 266.129 111.075 0 111.075 469.045 469.045 40 0.181784 84.2093 62.5779 Qop1 202 30 182.45 257.751 96.5638 0 96.5638 448.214 448.214 41 0.181784 76.8074 62.915 Qop1 202 30 176.633 249.534 82.3305 0 82.3305 427.726 427.726 42 0.181784 69.2884 63.2561 Qop1 202 30 170.949 241.504 68.4225 0 68.4225 407.67 407.67 43 0.181784 61.6482 63.6013 Qop1 202 30 165.421 233.694 54.8959 0 54.8959 388.154 388.154 44 0.181784 53.8823 63.9506 Qop1 202 30 160.077 226.144 41.8188 0 41.8188 369.309 369.309 45 0.181784 45.986 64.3044 Qop1 202 30 154.949 218.9 29.271 0 29.271 351.295 351.295 46 0.181784 37.9542 64.6629 Qop1 202 30 150.077 212.017 17.3494 0 17.3494 334.308 334.308 47 0.181784 29.7815 65.0261 Qop1 202 30 145.508 205.562 6.17006 0 6.17006 318.584 318.584 48 0.181784 21.4619 65.3943 Qop1 202 30 141.3 199.617 -4.12743 0 -4.12743 304.417 304.417 49 0.181784 12.9894 65.7677 Qop1 202 30 137.521 194.278 -13.3743 0 -13.3743 292.163 292.163 50 0.181784 4.357 66.1467 Qop1 202 30 133.99 189.29 -22.0143 0 -22.0143 281.017 281.017 14/19 Thursday, August 24, 20233738-SD Ocean View Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.41036 Slice Number Width [ft]Weight [lbs] Angle of Slice Base [deg] Base Material Base Cohesion [psf] Base Friction Angle [deg] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effective Normal Stress [psf] Base Vertical Stress [psf] Effective Vertical Stress [psf] 1 0.187475 326.047 51.251 Qop2 417 44 797.866 1125.28 733.443 0 733.443 1727.6 1727.6 2 0.187475 321.184 51.5061 Qop2 417 44 777.117 1096.01 703.142 0 703.142 1680.32 1680.32 3 0.187475 316.27 51.7626 Qop2 417 44 757.372 1068.17 674.304 0 674.304 1635.46 1635.46 4 0.187475 311.302 52.0206 Qop2 417 44 738.612 1041.71 646.906 0 646.906 1592.99 1592.99 5 0.187475 306.28 52.28 Qop2 417 44 720.809 1016.6 620.903 0 620.903 1552.85 1552.85 6 0.187475 301.203 52.541 Qop2 417 44 703.92 992.781 596.237 0 596.237 1514.97 1514.97 7 0.187475 296.071 52.8036 Qop2 417 44 687.898 970.184 572.839 0 572.839 1479.23 1479.23 8 0.187475 290.881 53.0678 Qop2 417 44 672.688 948.732 550.626 0 550.626 1445.51 1445.51 9 0.187475 285.633 53.3336 Qop2 417 44 658.233 928.346 529.515 0 529.515 1413.68 1413.68 10 0.187475 280.326 53.601 Qop2 417 44 644.476 908.943 509.423 0 509.423 1383.6 1383.6 11 0.187475 274.958 53.8702 Qop2 417 44 631.357 890.441 490.264 0 490.264 1355.13 1355.13 12 0.187475 269.53 54.1411 Qop2 417 44 618.82 872.759 471.953 0 471.953 1328.11 1328.11 13 0.187475 264.038 54.4138 Qop2 417 44 606.81 855.821 454.413 0 454.413 1302.43 1302.43 14 0.187475 258.483 54.6883 Qop2 417 44 595.276 839.554 437.567 0 437.567 1277.94 1277.94 15 0.187475 252.862 54.9647 Qop2 417 44 584.171 823.892 421.348 0 421.348 1254.54 1254.54 16 0.187475 247.175 55.243 Qop2 417 44 573.454 808.777 405.698 0 405.698 1232.11 1232.11 17 0.187475 241.419 55.5233 Qop2 417 44 563.09 794.159 390.559 0 390.559 1210.57 1210.57 18 0.187475 235.594 55.8056 Qop2 417 44 553.05 779.999 375.896 0 375.896 1189.85 1189.85 19 0.187475 229.699 56.0899 Qop2 417 44 543.314 766.268 361.677 0 361.677 1169.91 1169.91 20 0.187475 223.73 56.3764 Qop2 417 44 533.867 752.945 347.883 0 347.883 1150.7 1150.7 21 0.187475 217.688 56.665 Qop2 417 44 524.704 740.021 334.497 0 334.497 1132.22 1132.22 22 0.187475 211.569 56.9559 Qop2 417 44 515.816 727.486 321.519 0 321.519 1114.47 1114.47 23 0.187475 205.373 57.249 Qop2 417 44 507.195 715.328 308.927 0 308.927 1097.42 1097.42 24 0.187475 199.097 57.5445 Qop2 417 44 498.822 703.518 296.699 0 296.699 1081.04 1081.04 25 0.187475 192.736 57.8424 Qop2 417 44 490.651 691.995 284.764 0 284.764 1065.19 1065.19 26 0.187475 186.146 58.1428 Qop2 417 44 482.47 680.457 272.818 0 272.818 1049.23 1049.23 27 0.187475 179.395 58.4458 Qop2 417 44 474.256 668.872 260.821 0 260.821 1033.09 1033.09 28 0.187475 172.555 58.7513 Qop2 417 44 465.957 657.167 248.7 0 248.7 1016.61 1016.61 29 0.187475 165.626 59.0596 Qop2 417 44 457.421 645.128 236.234 0 236.234 999.308 999.308 30 0.187475 158.604 59.3707 Qop2 417 44 448.49 632.532 223.19 0 223.19 980.661 980.661 31 0.187475 151.486 59.6847 Qop2 417 44 439.014 619.168 209.351 0 209.351 960.174 960.174 32 0.187475 144.271 60.0016 Qop2 417 44 428.866 604.855 194.53 0 194.53 937.396 937.396 33 0.181784 133.051 60.3167 Qop1 202 30 291.821 411.572 362.988 0 362.988 874.951 874.951 34 0.181784 126.37 60.63 Qop1 202 30 284.408 401.117 344.881 0 344.881 850.241 850.241 35 0.181784 119.594 60.9463 Qop1 202 30 233.994 330.016 221.73 0 221.73 642.936 642.936 36 0.181784 112.723 61.2658 Qop1 202 30 195.456 275.663 127.589 0 127.589 484.091 484.091 37 0.181784 105.751 61.5886 Qop1 202 30 180.876 255.1 91.9726 0 91.9726 426.337 426.337 38 0.181784 98.6777 61.9148 Qop1 202 30 180.983 255.252 92.2346 0 92.2346 431.398 431.398 39 0.181784 91.4982 62.2445 Qop1 202 30 184.716 260.515 101.352 0 101.352 452.357 452.357 40 0.181784 84.2093 62.5779 Qop1 202 30 186.551 263.103 105.834 0 105.834 465.387 465.387 41 0.181784 76.8074 62.915 Qop1 202 30 185.453 261.556 103.154 0 103.154 465.797 465.797 42 0.181784 69.2884 63.2561 Qop1 202 30 182.035 256.734 94.8024 0 94.8024 456.048 456.048 43 0.181784 61.6482 63.6013 Qop1 202 30 176.942 249.552 82.3615 0 82.3615 438.828 438.828 44 0.181784 53.8823 63.9506 Qop1 202 30 170.465 240.417 66.5403 0 66.5403 415.283 415.283 45 0.181784 45.986 64.3044 Qop1 202 30 162.593 229.315 47.3111 0 47.3111 385.222 385.222 46 0.181784 37.9542 64.6629 Qop1 202 30 153.105 215.933 24.1334 0 24.1334 347.487 347.487 47 0.181784 29.7815 65.0261 Qop1 202 30 141.599 199.706 -3.97405 0 -3.97405 300.047 300.047 48 0.181784 21.4619 65.3943 Qop1 202 30 127.467 179.775 -38.4957 0 -38.4957 239.843 239.843 49 0.181784 12.9894 65.7677 Qop1 202 30 109.818 154.883 -81.6097 0 -81.6097 162.378 162.378 50 0.181784 4.357 66.1467 Qop1 202 30 87.3296 123.166 -136.544 0 -136.544 60.9605 60.9605 15/19 Thursday, August 24, 20233738-SD Ocean View Interslice Data Global Minimum Query (bishop simplified) - Safety Factor: 1.36184 Slice Number X coordinate [ft]Y coordinate - Bottom [ft] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [deg] 1 75 306.353 0 0 0 2 75.1017 306.489 -14.5682 0 0 3 75.2034 306.627 -29.4922 0 0 4 75.3051 306.766 -44.7398 0 0 5 75.4068 306.908 -60.2771 0 0 6 75.5085 307.052 -76.0688 0 0 7 75.6102 307.198 -92.0774 0 0 8 75.7119 307.346 -108.264 0 0 9 75.8136 307.497 -124.586 0 0 10 75.9154 307.65 -141 0 0 11 76.0171 307.805 -157.46 0 0 12 76.1188 307.963 -173.916 0 0 13 76.2205 308.124 -190.317 0 0 14 76.3222 308.287 -206.606 0 0 15 76.4239 308.453 -222.726 0 0 16 76.5256 308.622 -238.613 0 0 17 76.6273 308.795 -254.199 0 0 18 76.729 308.97 -269.414 0 0 19 76.8307 309.149 -284.18 0 0 20 76.9324 309.331 -298.415 0 0 21 77.0341 309.516 -312.03 0 0 22 77.1358 309.706 -324.929 0 0 23 77.2375 309.899 -337.007 0 0 24 77.3392 310.097 -348.153 0 0 25 77.4409 310.299 -358.243 0 0 26 77.5426 310.506 -367.145 0 0 27 77.6443 310.718 -374.711 0 0 28 77.7461 310.934 -380.78 0 0 29 77.8478 311.157 -385.175 0 0 30 77.9495 311.385 -387.698 0 0 31 78.0512 311.62 -388.13 0 0 32 78.1529 311.861 -386.226 0 0 33 78.2546 312.11 -381.708 0 0 34 78.3563 312.366 -374.263 0 0 35 78.458 312.631 -363.533 0 0 36 78.5597 312.906 -349.106 0 0 37 78.6614 313.19 -330.504 0 0 38 78.7631 313.486 -307.165 0 0 39 78.8648 313.795 -278.424 0 0 40 78.9665 314.118 -243.479 0 0 41 79.0682 314.457 -201.351 0 0 42 79.1699 314.815 -150.819 0 0 43 79.2716 315.194 -90.3256 0 0 44 79.3733 315.6 -17.828 0 0 45 79.4743 316.034 -10.8875 0 0 46 79.5752 316.507 11.8498 0 0 47 79.6762 317.033 55.3667 0 0 48 79.7771 317.631 127.952 0 0 49 79.8781 318.342 245.324 0 0 50 79.9791 319.272 446.944 0 0 51 80.08 321.526 0 0 0 16/19 Thursday, August 24, 20233738-SD Ocean View Global Minimum Query (spencer) - Safety Factor: 1.41272 Slice Number X coordinate [ft]Y coordinate - Bottom [ft] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [deg] 1 75 306.824 0 0 0 2 75.1875 307.058 -17.6661 -15.8995 41.9872 3 75.375 307.294 -34.9212 -31.4291 41.9872 4 75.5624 307.532 -51.7183 -46.5465 41.9872 5 75.7499 307.772 -68.0095 -61.2086 41.9872 6 75.9374 308.014 -83.7462 -75.3715 41.9872 7 76.1249 308.259 -98.8786 -88.9907 41.9872 8 76.3123 308.506 -113.356 -102.021 41.9874 9 76.4998 308.755 -127.127 -114.415 41.9874 10 76.6873 309.007 -140.139 -126.125 41.9872 11 76.8748 309.261 -152.339 -137.105 41.9872 12 77.0622 309.518 -163.671 -147.304 41.9872 13 77.2497 309.778 -174.079 -156.671 41.9872 14 77.4372 310.04 -183.506 -165.156 41.9873 15 77.6247 310.304 -191.895 -172.705 41.9871 16 77.8121 310.572 -199.184 -179.265 41.9871 17 77.9996 310.842 -205.313 -184.781 41.9871 18 78.1871 311.115 -210.219 -189.197 41.9872 19 78.3746 311.391 -213.837 -192.454 41.9873 20 78.562 311.67 -216.103 -194.493 41.9873 21 78.7495 311.952 -216.949 -195.254 41.9872 22 78.937 312.237 -216.305 -194.675 41.9873 23 79.1245 312.525 -214.101 -192.691 41.9872 24 79.3119 312.816 -210.264 -189.238 41.9873 25 79.4994 313.111 -204.719 -184.247 41.9872 26 79.6869 313.409 -197.387 -177.648 41.9872 27 79.8744 313.711 -188.143 -169.329 41.9873 28 80.0618 314.016 -176.882 -159.194 41.9872 29 80.2493 314.325 -163.518 -147.166 41.9872 30 80.4368 314.638 -147.962 -133.165 41.987 31 80.6243 314.955 -130.123 -117.111 41.9873 32 80.8117 315.275 -109.908 -98.9176 41.9873 33 80.9992 315.6 -87.2208 -78.4988 41.9872 34 81.181 315.919 -110.674 -99.6065 41.9872 35 81.3628 316.242 -131.092 -117.983 41.9873 36 81.5446 316.569 -148.399 -133.559 41.9872 37 81.7263 316.901 -162.517 -146.266 41.9873 38 81.9081 317.237 -173.374 -156.036 41.9871 39 82.0899 317.577 -180.897 -162.808 41.9873 40 82.2717 317.923 -185.022 -166.52 41.9872 41 82.4535 318.273 -185.689 -167.12 41.9872 42 82.6353 318.629 -182.845 -164.561 41.9873 43 82.8171 318.989 -176.453 -158.808 41.9873 44 82.9988 319.356 -166.487 -149.838 41.9872 45 83.1806 319.728 -152.94 -137.646 41.9872 46 83.3624 320.105 -135.831 -122.248 41.9872 47 83.5442 320.489 -115.21 -103.689 41.9872 48 83.726 320.88 -91.1677 -82.0509 41.9872 49 83.9078 321.277 -63.8435 -57.4591 41.9872 50 84.0895 321.68 -33.4429 -30.0986 41.9872 51 84.2713 322.092 0 0 0 17/19 Thursday, August 24, 20233738-SD Ocean View Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.41036 Slice Number X coordinate [ft]Y coordinate - Bottom [ft] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [deg] 1 75 306.824 0 0 0 2 75.1875 307.058 -21.7522 -2.09851 5.51047 3 75.375 307.294 -41.822 -8.05315 10.8993 4 75.5624 307.532 -60.2645 -17.3481 16.0593 5 75.7499 307.772 -77.1392 -29.4681 20.9075 6 75.9374 308.014 -92.5079 -43.9058 25.3898 7 76.1249 308.259 -106.433 -60.1672 29.4797 8 76.3123 308.506 -118.974 -77.7754 33.1734 9 76.4998 308.755 -130.19 -96.2742 36.4826 10 76.6873 309.007 -140.134 -115.229 39.4297 11 76.8748 309.261 -148.856 -134.231 42.0426 12 77.0622 309.518 -156.399 -152.893 44.3505 13 77.2497 309.778 -162.801 -170.856 46.3829 14 77.4372 310.04 -168.095 -187.785 48.1668 15 77.6247 310.304 -172.306 -203.37 49.7269 16 77.8121 310.572 -175.455 -217.332 51.0856 17 77.9996 310.842 -177.557 -229.415 52.2617 18 78.1871 311.115 -178.622 -239.397 53.2722 19 78.3746 311.391 -178.658 -247.086 54.1308 20 78.562 311.67 -177.668 -252.325 54.8497 21 78.7495 311.952 -175.657 -254.996 55.4385 22 78.937 312.237 -172.63 -255.022 55.9051 23 79.1245 312.525 -168.59 -252.366 56.2556 24 79.3119 312.816 -163.542 -247.036 56.4948 25 79.4994 313.111 -157.488 -239.074 56.6254 26 79.6869 313.409 -150.42 -228.553 56.6495 27 79.8744 313.711 -142.277 -215.507 56.5673 28 80.0618 314.016 -132.991 -199.998 56.3776 29 80.2493 314.325 -122.476 -182.114 56.0782 30 80.4368 314.638 -110.604 -161.926 55.6649 31 80.6243 314.955 -97.1938 -139.492 55.1324 32 80.8117 315.275 -82.0146 -114.868 54.4735 33 80.9992 315.6 -64.785 -88.1286 53.6797 34 81.181 315.919 -127.501 -167.797 52.7705 35 81.3628 316.242 -187.201 -237.14 51.712 36 81.5446 316.569 -217.221 -263.421 50.4905 37 81.7263 316.901 -223.994 -258.492 49.0897 38 81.9081 317.237 -222.021 -242.215 47.4908 39 82.0899 317.577 -220.542 -225.783 45.6728 40 82.2717 317.923 -221.975 -211.473 43.6121 41 82.4535 318.273 -225.144 -197.676 41.2831 42 82.6353 318.629 -228.1 -182.475 38.659 43 82.8171 318.989 -229.209 -164.784 35.7133 44 82.9988 319.356 -227.207 -144.308 32.4212 45 83.1806 319.728 -220.966 -121.299 28.7645 46 83.3624 320.105 -209.283 -96.4117 24.7344 47 83.5442 320.489 -190.717 -70.6901 20.3374 48 83.726 320.88 -163.426 -45.6331 15.6012 49 83.9078 321.277 -124.974 -23.3379 10.5777 50 84.0895 321.68 -72.0502 -6.74021 5.3444 51 84.2713 322.092 0 0 0 18/19 Thursday, August 24, 20233738-SD Ocean View Discharge Sections Entity Information External Boundary X Y 0 240 120 240 120 293 120 314.6 120 315 120 315.6 120 325 91 323 79.653 321.468 75 320.6 75 315.6 75 315 75 314.6 75 306.35 71.5 306.35 71.5 302.35 70 302.35 70 306.35 67 306.35 63.5 309.83 0 309.83 0 293 Material Boundary X Y 0 293 120 293 Material Boundary X Y 75 315.6 120 315.6 19/19 Thursday, August 24, 20233738-SD Ocean View