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HomeMy WebLinkAboutSDP 2019-0009; 2051 PALOMAR AIRPORT ROAD; GEOTECHNICAL INVESTIGATION; 2020-03-02- March 2, 2020 Project 8219-04 We Just Do A Better Job! Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Jonas Anderson Subject: Response to City's Issues of Concern Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Reference: a) Christian Wheeler Engineering - Draft Report of Geotechnical Investigation, Proposed Parking Lot Expansion, 2051 Palomar Airport Roaa Carlsbad, California CWE 2180221.01 dated August 10, 2018; Structural Observation Group, Inc. - Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Road Carlsbad, California Project 8219-04 dated July 18, 2019; Structural Observation Group, Inc. - Infiltration Rates, 2051 Palomar Airport Roaa Carlsbad, California Project 8219-06 dated October 14, 2019; Structural Observation Group, Inc. - Foundation Plan Review, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated December 18, 2019; Structural Observation Group, Inc. - Retaining Wall Design Parameters, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated January 14, 2020; 0 Structural Observation Group, Inc. - Infiltration Rates Update, 2051 Palomar Airport Road Carlsbad, California Project 8219-04 dated January 14, 2020; g) City of Carlsbad - Issues of Concern SDP 2019-0009 (DEV2019- 0157) —2051 Palomar Airport Road dated February 26, 2020. 8941 Atlanta Avc.,#51 L Huntington.Beach, CA 92644-7121 I 714-330!6333 I Fax 9Th764-3939 S~F March 2, 2020 Project 8219-04 WeJustDoA BetterJob! ProjecJ ID: 5DP201?-0(27'? Gto?- o -cx'°I Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Jonas Anderson Cm - Subject: Response to City's Issues of Conck "t(JeO4ND Proposed Mezzanine Construction NGIN°PMNr 2051 Palomar Airport Road Carlsbad, California Reference: a) Christian Wheeler Engineering - Draft Report of Geolechnical Investigation, Proposed Parking Lot Expansion, 2051 Palomar Airport Road, Carlsbaa California CWE 2180221.01 dated August 10,2018; b) Structural Observation Group, Inc. - Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Roaa Carlsbad, California Project 8219-04 dated July 18, 2019; C) Structural Observation Group, Inc. - Infiltration Rates, 2051 Palomar Airport Roa4 Carlsbad, California Project 8219-06 dated October 14, 2019; Structural Observation Group, Inc. - Foundation Plan Review, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated December 18, 2019; Structural Observation Group, Inc. - Retaining Wall Design Parameters, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated January 14, 2020; Structural Observation Group, Inc. - Infiltration Rates Update, 2051 Palomar Airport Road Carlsbad, California Project 8219-04 dated January 14, 2020; City of Carlsbad - Issues of Concern SDP 2019-0009 (DEV2019- 0157) - 2051 Palomar Airport Road dated February 26, 2020. 8941 Atlanta Ave., #518. Huntington Beach, CA 92M(%-7121 I 714-33(-6333 / Fax 877-764-3939 Steelwave March 2, 2020 Project 8219-04 Page 2 Dear Mr. Anderson: This letter provides our geotechnical response to the city's issues of concern dated February 26,2020. 1. Item 1 We reviewed the Precise Grading Plan and Cross Section A-A' showing the location of the proposed infiltration basin and its details. The basin will be constructed 5.8 feet inside from the face of the proposed retaining wall. The bottom of the basin will be about 6 inches below the bottom of the foundation for the retaining wall. The basin on the two sides and on the top will covered with an impermeable membrane. The subgrade soils consist of loose to medium dense Silty SAND/Sandy SILT underlain by Silty SANDSTONE bedrock at a depth of 15 feet below the existing grade. As the vertical permeability rate of any soils is greater than the horizontal permeability, the infiltration basin will drain the water below and away from the retaining wall footing.. Furthermore, the retaining wall will be installed with a subdrain to carry any surface water percolating in the wall backfill to a suitable discharge facility. In our geotechnical opinion, the retaining wall will not experience any surcharge loads from the -infiltration basin. No additional geotechnical recommendations are deemed necessary. 2. Item 2 The infiltration basin detail recommends that perforated detention basin pipes are underlain by compacted Class 1 or 2 materials. Class 1 or 2 material consists of gravel. Once compacted, the gravel will have sufficient voids of the water to percolate in to the ground and the infiltration rate of the compacted gravel is considered to greater the tested natural soils. As a general rule, the basin, the pipes, retaining wall subdrain and the wall backfill should be checked regularly for any leaks which could cause saturation of the backfill and foundation soils. The leaks should be repaired immediately. Steelwave March 2, 2020 Project 8219-04 Page 3 The opportunity to be of service is greatly appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, STRUCTURAL OBSERVATION i K10 AN B. UPASANI 01 an Moh B. Upasaiu Ekp. Date 03/311i.. Principal Geotechnical Engineer 2301 / ! RGE 2301 (Exp. March 31, 202 1) Enclosure: Terms and Conditions City of Carlsbad Issues of Concern dated February 26, 2020 Steelwave March 2, 2020 Project 8219-04 Page 4 TERMS AND CONDITIONS OF AUTHORIZATION Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of services agreed4o between the parties. Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers and/or engineering geologists practicing in this or similar localities. In assisting Client, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding; however, by including the some. the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands, or liability arising out ot or contribute to, by such information. Unless otherwise negotiated in writing, Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against Consultant on account of design defect, error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is lees. Further, Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their part as against the Consultant. In the event the Client fails to obtain a like limitation of liability provision as to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising out of a negligence shaill be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all patties, including the Client shall not exceed ten thousand dollars or charged tees whichever is less. No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or oilier services or by the furnishing of oral or written reports or findings made by Consultant The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subconsultants from and against all claims, damages, liabilities or costs, including reasonable attorney's fees and defense costs, of any nature whatsoever arising from or in connection with the Project to the extent that said claims, damages, liabilities or costs arise out of the work, services, or conduct of Client or Client's contractors, subconsultants, or other third party not under Consultant's control. Client further agrees that the duty to defend set forth herein arises immediately and is not contingent on a finding of fault against Client or Client's contractors, subconsultants, or other third parties. Client shall not be obligated under this provision to indemnify Consultant for Consultant's sole negligence or willful misconduct Client shall grant flee access to the site for all necessary equipment and personnel and Client shalt notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing. If Client is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner's approval to the terms and conditions herein. Should Client fail to obtain the property owner's agreement as required herein, Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant's liability herein. Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not be responsible for damage to any such utilities or installation not so located. a Client and Consultant agree to waive claims against each other for consequential damages arming out of or relating to this agreement. Neither party to this agreement shall assign the contract without the express, written consent of the other party. Consultant agrees to cover all open test holes and place a cover to cony a 200-pound had on each hole prior to leaving project site unattended. Consultant agrees that all test holes will be bacldllled upon completion of the job. However, Client may request test boles to remain open after completion of Consultants work. In the event Client agrees to pay for all costs associated with covering and baekfllling said test boles at sister date, and Client shall indemnify, defend and hold harmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the extent permitted by law. Consultant shall riot be responsible for the general safety on the job or for the work of Client, other contractors and third parties. a Consultant shall be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client's agent and/or contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, failure of Client to make payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant. In the event that either party desires to terminate this contract prior to completion of the project, wntteO notification of such intention to terminate must be tendered to the other patty. In the event Client notifies Consultant of such intention to terminate Consultant's services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as ate necessary to place files in order, to dispose of samples, put equipment in ceder, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client's termination of this Agreement, a termination charge to cover such cost shall be paid by Client. If the Client is corporation, the individual or individuals who sign or initial this Contract, on behalf of the Client, guarantee that Client will perform its duties wider this Contract The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client. Any notice required or permitted under this Contract may be given by ordinary mail at the address contained in this Contract, but such address may be changed by written notice given by one party to the other from time to time. Notice shall be deemed received in the ordinary course of the mail. This agreement shall be deemed to have been entered into the County of Orange, State of California. LIMITATIONS Our findings, interpretations, analyses, and recommendations arc professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not under Consultant's direct control. No other warranty herein is expressed or implied. VA r*V0J0tTC— lu ROUP whiLlY January 14, 2020 We Just Do A Better Job! Project 8219-04 Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Jonas Anderson Subject: Retaining Wall Design Parameters Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Reference: a) Christian Wheeler Engineering - Draft Report of Geotechnical Investigation, Proposed Parking Lot Expansion, 2051 Palomar Airport Road; Carlsbad; California CWE 2180221.01 dated August 10,2018; b) Structural Observation Group, Inc. Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Road; Carlsbad; California Project 8219-04 dated July 18, 2019; C) Structural Observation Group, Inc. - Foundation Plan Review, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad California Project 8219-04 dated December 18, 2019. Dear Mr. Anderson: a) Based on the geotechnical data provided in the referenced report dated August 10, 2018, the following lateral pressures are recommended for the design of cantilever retaining structures where the backfill will consist of on-site soils. Import sandier soils will exert less pressure and should be evaluated separately. LATERAL FORCE SOIL PROFILE Pressure (lb/ft2/ft depth) Active Pressure Level 35 Passive Resistance (ignore upper 1.5 ft.) Level 350 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121/714-330-6333 /Fax: 877-764-3939 I Steelwave January 14, 2020 Project 8219-04 Page 2 Friction coefficient: 0.35. While combining friction with passive resistance, reduce passive by 1/3. These values apply to the existing soil, and to compacted backfill generated from in-situ material. Backfill should be placed under engineering control. Compaction shall include moisture-conditioning/drying as needed to bring the soils too slightly above the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in accordance with ASTM Test Designation D1557. Fill should be compacted in lifts not exceeding 8 inches (loose). Subdrains should be provided behind all retaining walls and other retaining structures. The subdrain pipe should be comprised of 4-inch perforated (perforations facing downward), Schedule-40 PVC pipe. The pipe should be covered in a minimum of one cubic foot per linear foot of 3h-+inch filter rock (no fines), wrapped in Mirafi 140N filter fabric. The installation of all subdrains, including glued pipe connections, joints and finalized outlets, must be observed by the Geotechnical Engineer prior to backfill. The opportunity to be of service is greatly appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, STRUCTURAL OBSERVATION f MOHANB, \c • UPASANI \& Principal Geotechnical Engineer RGE23O1 (Exp. March 31, 202 1) Enclosure: Terms and Conditions Exp. Date O3/31, 'irn 2301 OF Steelwave January 14, 2020 Project 8219-04 Page 3 TERMS AND CONDITIONS OF AUTHORIZATION Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of services agreed-to between the parties. Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers and/or engineering geologists practicing in this or similar localities. In assisting Client, tire Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding; however, by including the same, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands, or liability arising out of, or contribute to, by such information. Unless otherwise negotiated is writing, Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against .Consultant on account of design defect, error, omission, or professional negligence to sum not to exceed ten thousand dollars or charged fees whichever is less. Further. Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a 111cc limitation of liability on their part as against the Consultant. In the event the Client fails to obtain a like limitation of liability provision as to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising out of a negligence shall be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all parties, including the Client shall not exceed ten thousand dollars or charged fees whichever is less. No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings made by Consultant. The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subconsultants from and against all claims, damages, liabilities or costs, including reasonable attorney's fees and defense costs, of any nature whatsoever arising from or in connection with the Project to the extent that said claims, damages, liabilities or costs arise out of the work, services, or conduct of Client or Client's contractors, subeonsultanis, or other third party not under Consultant's control. Client further agrees that the duty to defend set forth herein arises immediately and is not contingent on a finding of fault against Client or Client's contractors, nibconsultants, or other third parties. Client shall not be obligated under this provision to indemnify Consultant for Consultant's sole negligence or willful misconduct. Client shall grant free access to the site for all necessary equipment and personnel and Client shall notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing. If Client is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner's approval to the terms and conditions herein. Should Client fail to obtain the property owner's agreement as required herein. Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation (ces and costs, arising from such failure that exceed that limitation of Consultant's liability herein. Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not he responsible for damage to any such utilities or installation not so located. Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement. Neither party to this agreement shall assign the contract without the express, written consent of the other party. Consultant agrees to cover all open teat boles and place a cover to carry a 200-pound load on each We prior to leaving project site unattended. Consultant agrees that all test boles will be backlilled upon completion of the jab. However, Client may request tent holes to remain open after completion of Consultants work. In the event Client agrees to pay for all costs associated with covering and backfllling said test holes at a later date, and Client shall indemnify, defend and hold harmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the extent permitted by law. Consultant shall not be responsible forthe general safety on the job or for the work of Client, other contractors and third parties. Consultant shall be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client's agent and/or contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, failure of Client to make payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant. In the event that either party desires to terminate this contract prior to completion of the project, written notification of such intention to terminate must be tendered to the other party. In the event Client notifies Consultant of such intention to terminate Consultant's services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment in order, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client's termination of this Agreement, a termination charge to cover such cost shall be paid by Client, If the Client isa corporation, the individual or individuals who sign or initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under this Contract. The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client. Any notice required or permitted under this Contract may be given by ordinary mail at the address contained in this Contract, but such address may be changed by written notice given by one party to the other from time to time. Notice shall be deemed received in the ordinary course of the mail. This agreement shall be deemed to have been entered into the County of Orange, State of California. LIMITATIONS Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not under Consultant's direct control. No other warranty herein is expressed or implied. A LIN om~ IV f;t a N610~ OR We Just Do A Better Job! January 14, 2020 Project 8219-06 Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Gene D. Bark, ALA, LEED Al Vice President - Design & Construction Subject: Infiltration Rates Update 2051 Palomar Airport Road Carlsbad, California Reference: a) Structural Observation Group, Inc. - Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated July 18, 2019; b) Structural Observation Group, Inc. - Infiltration Rates, 2051 Palomar Airport Road, Carlsbaa California Project 8219-04 dated October 14, 2019 Dear Mr. Bark: In October 2019, we conducted percolation testing at the above referenced site located in city of Carlsbad, California to determine the infiltration rates for the proposed on-site storm water disposal system. The results of the testing were provided in the referenced report dated October 14, 2019. We reviewed the DMA Exhibit, Sheet I of 5. The proposed system will be 5 to 7 feet deep and will be constructed in the southwest area of the property near the cul-de-sac of Corte del Nogal. Percolation test, P-3 was conducted near the location of the proposed system. The depth of the test at P-3 was 5 feet and the infiltration rate was 0.49 inch/hour. In our opinion, the installation of the system is feasible provided the factor of safety is used in the design. 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121/714-330-6333 /Fax: 877-764-3939 Steelwave January 14, 2020 Project 8219-06 Page The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, .çESSIO* Structural Observation Group, Inc., . '. MOHAN ' UPASANI ( Exp. Date 03/3CO 1m. PnncipalGeotechmcal Engineer (Exp. March 31, 202 1) Enclosures: Terms and Conditions Steelwave January 14, 2020 Project 8219-06 Page 3 TERMS AND CONDITIONS OF AUTHORIZATION Consultant shalt serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of services agreed-to between the pasties Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers andfor engineering geologists practicing in this or similar localities. In assisting Clt, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding. however, by including the same, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client orany third party, and Client will indemnify Consultant against clainin, demands, or liability arising out of: or contribute to, by such information. Unless otherwise negotiated in writing. Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against Consultant on account of design defect, error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is less, Further, Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study, prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their part as against the Consultant, In the event the aicat fails to obtain a like limitation of liability provision as to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising Out of a negligence shalt be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all parties, including the Client shall not exceed ten thousand dollars or charged fees whichever is less No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings made by Consultant. The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subccnrailtants from and against all claims, damages, liabilities or costs, including reasonable attorney's fees and defense costs, of any nature whatsoever arising from or in connection with the Project to the extent that said claims, damages, liabilities or costs arise out of the work, services, or conduct of Client or Client's contractors, subcomultanls, or other third party not under Consultant's control, Client farther agrees that the duty to defend set forth herein arises immediately and in not contingent on a finding of fault against Client or Client's contractors, subconsultants, or other third parties Client shall not be obligated under this provision to indemnify Consultant for Consultant's sole negligence or willful misconduct. Client shall grant free access to the site for all necessary equipment and personnel and Client shalt notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing. If Client is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner's approval to the terms and conditions herein. Should Client fail to obtain the property owner's agreement as required herein, Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant's liability herein, Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not be responsible for damage to any such utilities or installation not so located, Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement Neither pasty to this agreement shall assign the contract without the express, written consent of the other party. Consultant agrees to cover all open test holes and plane a cover to carry a 200-pound load on each hole prior to leaving project site istattisided. Consultant agrees that all test holes will be backfllled upon completion of the job. However, Client may request test holes to remain open after completion of Consultants work, In the event Client agrees to pay for all costs associated with covering and backfilling said test holes at a later date, and Client shall indemnify, defend and hold harmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the exterd permitted by law, Consultant shall not be responsible for the general safely on the job or for the work of Client, other contractors and third parties. Consultant shall be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client's agent asrdfoi' contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, failure of Client to snake payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant. In the event that either party desires to terminate this contract prior to completion of the project, written notification of such intention to terminate must be tendered to the other party. In the event Client notifies Consultant of such intention to terminate Consultant's services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment is order, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client's termination of this Agreement, a termination charge to cover such coat shall be paid by Client, If tire Client is corporation, the individual or individuals who signor initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under this Contract The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client. Any notice required or permitted under this Contract maybe given by ordinary nrdil at the address contained in this Contract, but such address maybe clanged by written notice given by one party to the other from time to time. Notice straIt be deemed received in the ordinary, course of the mail. This agreement shall be deemed to have been entered into the County of Orange, State of California. LIMITATIONS Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not under Consultant's direct control. No other warranty herein is expressed or implied. tsf 1A OSM NG 618ft ROUb We Just Do A Better Job! October 14, 2019 Project 8219-06 Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Gene D. Bark, AlA, LEED AP Vice President - Design & Construction Subject: Infiltration Rates 2051 Palomar Airport Road Carlsbad, California Reference: Structural Observation Group, Inc. - Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Roa4 Carlsba4 California Project 8219-04 dated July 18, 2019 Dear Mr. Bark: 1. As requested, we have conducted an infiltration test for the proposed on-site storm water disposal system to be constructed at the above referenced site located in city of Carlsbad, California. An approximate location is shown on the Location Map, Figure 1. A geotechnical report was prepared by Structural Observation Group, Inc. in July 2019. The design and the construction recommendations were provided in the referenced report dated July 18, 2019. The purpose of the current study was to determine the infiltration rates for the proposed on-site storm water disposal system. This report is subject to the Terms and Conditions enclosed to this report and incorporated herein by reference. 8941 Atlanta Ave., #5 18, Huntington Beach, CA 92646-7121 /714-330-6333 IFax: 877-764-3939 LOCATION MAPI BASE MAP: USGS 7.5-Minute Topographic Map, Encinitas Quadrangle, 1997 N 0 2000 0 2000 4000 K SC/\l T 11FF OSSE 205 I Palomar Airport Road Carlsbad, California Date: October 2019 Figure No: 1 j) I Be11& I 'j10/):'Project No.: 8219-06 Steelwave October 14, 2019 Project 8219-06 Page 2 2. FIELD EXPLORATION A total of seven borings were drilled and tested throughout the site. One of the borings was excavated to a depth of 30 feet to determine the depth to the ground water. No ground water was encountered. Therefore, the initial screening indicated that the installation of either a 5-foot deep or 20-foot deep infiltration system is feasible for the on-site storm water runoff. The borings were drilled using a truck mounted hollow stem auger drill rig. To prevent caving of the sidewalls during percolation testing, 3-inch diameter perforated pipe and gravel rock were installed in each of the borings. Logs of Borings are enclosed as Figures 2 through 8. The locations of the borings are shown on the Boring Location Plan, Figure 9. 3. PERCOLATION STUDY The borings were thoroughly pre-soaked for a period of 24 hours. The percolation testing was conducted on the next day following the pre-soak. Before the testing started, Borings P-i, P-2, P-4, P-6 and P-7 had no water left from the pre-soak. The Borings P-3 and P-5 had 18 and 44 inches water left from the presoak, respectively. From a fixed reference point, the drop in the water level was measured in 60-minute intervals for all the borings except for Boring P-6. The interval was 5 minutes in P-6. The borings were refilled after every reading. Based on the drop in the water level in the last hour of the test, the infiltration rate was computed. The drop in the water during the last reading period was as follows: Boring No. Depth of Test eet) Drop 1. Date P-i 5 12 inches in one hour October 3, 2019 P-2 20 93 inches in one hour October 3, 2019 P-3 5 11 inches in one hour October 3, 2019 P.4 20 31 inches in one hour October 3, 2019 P.5 5 3 inches on one hour October 3, 2019 P.6 20 7 inches in minutes October 3, 2019 P-7 20 33 inches in one hour October 3, 2019 Global Geo-Engineering, Inc. LOG OF TEST PIT P-I Dulling Method Hollow Stem Irvine, CalifOrnia Geologists and Geotechnical Engineers Date September 26, 2019 Logged By : KBY 2051 Palomar Airport Road Carlsbad, California Diameter of Boring :8" Drilling Company : Cal Pac Dulling Rig Mobile B-61 Project: 8219-06 Sample Type Water Levels Ring y Groundwater Encountered • a Bulk Seepage Encountered !eu C.) ii > 0 CL co DESCRIPTION 93 co M 9 L 0- __ _ - _______ _______ ______ - SM Silts, SAND: fine grained, brown to olive brown, slightly moist, loose • withroots SMIML Silty SAND/Sandy SILT: yellow brown, slightly moist, medium dense FILL CL : Silty CLAY: dark yellow brown, moist, medium stiff RESIDUAL SOIL -. _____ _____ - - _______ - Bottom of Test Pit at 5 feet Notes. No groundwater or seepage encountered 34nch diameter perforated pipe installed; Pipe encased with 3/4-Inch diameter rock 10- 4 15- 20— U 25- I 30- 35-7. Figure 2 Global Geo-Engineering, Inc. LOG OF TEST PIT P-2 Drilling Method Hollow Stem : Irvine, California Geologists and Geotechnical Engineers - Date September 26, 2019 2051 Palomar Airport Road Logged By : KBY Carlsbad, California Diameter of Boring : 8 Drilling Company : Cal Pac Drilling Rig : Mobile B-61 Project: 8219-06 Sample Type Water Levels Ring M Groundwater Encountered CL Bulk Seepage Encountered IL O) - Q () > C.) ) O c • DESCRIPTION -. SM Silty SAND: fine grained, brown to olive brown, slightly moist, loose I with roots SM!ML II I Silty SAND/Sandy SILT: yellow brown, slightly moist, loose to medium dense FILL 7/ Silty CLAY: dark yellow brown, moist, medium stiff CL 5 RESIDUAL SOIL . 4/5/10 /7. • :-.: :.: :: Silty SANDSTONE: fine grained, yellow brown, slightly moist, moderately hard @7 dark yellow brown 101 ----- - @11.5' light yellow brown liI I I I I I I .I 15-I I I I I I I I I I I I SS I I I I I I 20 @23' more Silty, dark yellow to reddish brown 25 SCRIPPS FO Bottom of Test Pit at 25 feet Notes. No groundwater or seepage encountered 1 301 Boring backfifled to 20 feet 3-Inch diameter perforated pipe Installed; Pipe encased with 3/4-inch diameter gravel rock rc V - - Figure3 Global Geo-Engineering, Inc. LOG OF TEST PIT P-3 Drilling Method Hollow Stem : Irvine, California Geologists and Geotechnical Engineers Date Logged By : September 26, 2019 : KBY 2051 Palomar Airport Road Carlsbad, California Diameter of Boring :8" Drilling Company :Cal Pac Drilling Rig Mobile B-61 Project: 8219416 Sample Type - Water Levels Rig L Groundwater Encountered IL Bulk Seepage Encountered if H • _____ a. _____ DESCRIPTION ____ 0 - ______ ______ ______ - SM fl Silty SAND fine grained, brown to olive brown slightly moist loose Silty SAND/Sandy SILT yellow brown slightly moist, loose to medium 1P111 dense SM/ML 1I Il @3' dark yellow brown FILL 5: Bottom of Test Pit at 5 feet: Notes. No groundwater or seepage encountered 34nch diameter perforated pipe Installed; Pipe encased with 3(44nch gravel rock 10- 15- 20- 25- 30- 35- Figure 4 : Global Geo-Engineering, Inc. LOG OF TEST PIT P-4 Dulling Method Hollow Stem Irvine, California Geologists and Geotechnical Engineers Date : September 26, 2019 Logged By KBY 2051 Palomar Airport Road Carlsbad, California Diameter of Boring :8" Drilling Company : Cal Pac Drilling Rug : Mobile 8.61 Project: 8219-06 Sample Type Water Levels 0 CM Ring y_ Groundwater Encountered cc . - Bulk Seepage Encountered 2' . LL 0 w E Cx 0 0 . DESCRIPTION E 32 0 - - SM Silty SAND: fine grained, brown to olive brown, slightly moist, loose Silty SAND/Sandy SILT: yellow brown, slightly moist, loose to medium dense 5. A. SM/ML ; 10- ii A FILL 15- -. .• - - . Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly moist, moderately hard to hard 20- SS ....... 25- ... - -. SCRIPPS FORMA110I • -, 30 Bottom of Test Pit at 30 feet: Notes. No groundwater or seepage encountered Boring backfllled to 20 feet 3-inch diameter perforated pipe Installed; Pipe encased with 351 3/4-Inch diameter gravel rock Figure 5 Drilling Method Hollow Stem Global Geo-Engineéring, Inc. LOG OF TEST PIT P5 Irvine, California Geologists and Geotechnical Engineers Date : September 26, 2019 Logged By : (BY 2051 Palomar Airport Road Carlsbad, California Diameter of Baring :8" 0rI1ng Company : Cal Pao Drilling Rig Mobile 8-61 Project: 8219-06 - I Sample Type Water Levels I Ring I Groundwater Encountered Bulk Seepage Encountered C.) a, 0 - 75 U.. C5 a) > . CL .ü a > a) (5 C/) a) ü a.-, • v SS 1 C.) I 06 DESCRIPTION phaIt Concrete: 3 inches Silty SAND: fine grained, olive brown, slightly moist, loose to medium dense FILL J Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly moist, moderately hard roots encountered predominantly olive gray to gray SCRIPPS FORMATIOI Bottom of Test Pit at 5 feet - Notes. No groundwater or seepage encountered 34nch diameter perforated pipe Installed; Pipe encased with 3144nch diameter gravel rock 30 35 Figure 6 : Global Geo-Engineering, Inc. LOG OF TEST PIT P-6 Drilling Method Hollow Stem Irvine, California Geologists and Geotechnical Engineers Date : September 26, 2019 2051 Palomar Airport Road Logged By : KBY Carlsbad, California Diameter of Boring :8 Drilling Company : Cal Pac Drilling Rig Mobile B-61 Project: 8219-06 Sample Type Water Levels - Ring y Groundwater Encountered a Bulk M Seepage Encountered U- . C.) C.) 0 CL -J DESCRIPTION 0 AsphaltConcrete: 3 inches SM Silty SAND: line to medium grained, olive brown, slighlty moist, loose to medium dense Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly ......moist, moderately hard with Sandy SILTSTONE Interbeds -1 io-I : : :: @10 predominantly olive gray, more Silty I •I _________ 15 Sandy SILTSTONE: dark yellow brown, slightly moist, hard ft if ill 20:1 I I I I SL I I I I I SCRIPPS FO Bottom of Test Pit at 23 feet: 25- Notes. - 1. No groundwater or seepage encountered Boring backfilled to 20 feet 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter gravel rock 30- Figure 7 Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers LOG OF TEST PIT P-7 Drilling Method Hollow Stem : Date : September 26. 2019 Logged By : KBY Diameter of Boring :&I Drilling Company : Cal Pac Drilling Rig Mobile B-61 Project: 8219-06 2051 Palomar Airport Road Carlsbad, California M o.E OL .E.2) w CL U. 0 i Sample Type Ring Bulk Water Levels Groundwater Encountered Seepage Encountered DESCRIPTION 10- 20— _______ _______ _______ - Concrete: 6 inches Silty SAND: fine grained, yellow brown, slighlty moist, medium dense FILL M .. l•:lf:ll Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly .moist, moderately hard with Sandy SILTSTONE interbeds @5' predominantly olive gray @10moreSdtywithSlLTSTONEinterbeds @12' dark yellow brown ________ SS/SL SL Sandy SILTSTONE: dark yellowbrown, slightly moist, moderately hard SCRIPPS FORMATIOI SCRIPPS fill it 111111 tituus fl/fl! 11thu! 111111$ 25- 30- 35- - - Bottom of Test Pit at 23 feet Notes. No groundwater or seepage encountered Boring backfilled to 20 feet 3-inch diameter perforated pipe Installed; Pipe encased with 3/44nch diameter gravel rock FIgure 8 Steelwave October 14, 2019 Project 8219-06 Page 3 c) The computed infiltration rate using a Porchet method was: Boring No. Percolation Rate (inch/hour) - P-I - 0.55 P-2 1.01 P-3 -- 0.49 P4 0.29 P-S - 0.12 P-6 10.7 - P-7__ - - 0.31 d) These rates are calculated using a factor of safety of 1.0. Appropriate factor of safety should be utilized while designing the basin. The opportunity to be of service is sincerely appreciated. if you have any questions or if we can be of further assistance, please call. Very truly yours, Structural Observation Group, in UPASANI __ MohanB. Upaii[ i EXP. Date 03/311~...,rn Principal Gèotechnical Engineei RGE 2301 (Exp. March 31, 202 1) Enclosures: Location Map - Figure 1 Logs of Borings - Figures 2 through 8 Boring Location Plan - Figure 9 Terms and Conditions Steelwave October 14, 2019 Project 8219-06 Page 4 TEEMS AND CONDITIONS OF AUTHORIZATION Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of eeriness agreed-to between the pasties. Consultant will use l'iis professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundetion engineers andier engineering geologists practicing in this or similar localities. In assisting Client, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding. however, by including the same, the Consultant assumes no responsibility for the infcxnration shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result Porn reliance on the infonnation and drawings prepared by others. Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against cities, demands, or liability arising out o1 or contribute to, by such information. Unless otherwise negotiated in writing. Client agrees to limit any and all liability, claim for damages, cost of defense, or eripaisee to be levied against Consultant on account of design defect, error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is less. Further. Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their past an against the Consultant In the event the Client fails to obtain a like limitation of liability provision an to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising out of a negligence shall be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all parties, including the Client shall not exceed teat thousand dollars or charged fees whichever Is lees. No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings made by Consultant. The Client agrees, to the fullest extent permitted by law, to indemnify, defend md hold harmless the Consultant, its officers, directors, employees, agents and subeoratultants Porn and against all claims, damages, liabilities or costs, including reasonable attorney's fees and defense costs, of any nature whatsoever arising from or in connection with the Project to the extent that said clans, damages, liabilities or costs arise out of the work, services, or conduct of Client or Client's contractors, subconsultants, or other third party not rustier Consultant's control. Client fiuther agrees that the duty to defend set forth herein arises immediately and is net contingent on a finding of fault against Client or Client's contractors, ruboonsultants, or other third parties. Client shell not be obligated under this provision to indemnify Consultant for Consultant's sole negligence or willful misconduct, Client shall grant flee access to the site for all necessary equipment arid personnel and Client shall notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise it writing. If Client is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner's approval to the twins and conditions herein, Should Client fail to obtain the property owner's agreement as required herein, Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such ftrlwe that exceed that limitation of Consultant's Milky herein. Client shall locate for Consultant and shall ansunar responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not be responsible for damage to any such utilities or installation not so located. Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement Neither party to this agreement shall assign the contract without the express, written consent of the other party. Consultant agrees to cover all open test holes and place a rover to carry a 200-pirural load on each hole prior to leaving project site unattendet Consultant agrees that all test holes will be backfilled upon completion of the job. However, Client may request test holes to remain open after completion of Consultants work. In the event Client agrees to pay for all costs associated with covering and bacldllling said lest holes at a later date, and Client shall indemnify, defend and hold harmless Consultant for all claims, demands and liabilities arising from his request, excqat for the sole negligence of the Consultant, to the caresS permitted by law. Consultant shall not be rrsponsle for the general safety on the job or for the work of Client, other contractors and third pasties. Consultant shall be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client's agent andor contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, faihare of Client to make payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant In the event that either party desires to terminate this contract prior to completion of the project, written notification of such intention to terminate must be tendered to the oIlier party. in the event Client notifies Consultant of such intention to terminate Consultant's services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment in order, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client's termination of this Agreement, atanuiriation charge to cover such cost shall be paid by Oiaat. If the Client is corporation, the individual or individuals who sign or initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under this Contract. The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client s Any notice required or permitted under this Contract may be given by ordinary mail at the address contained in this Contract, but such address maybe changed by written notice given by one party to the other from time to time. Notice shall be deemed received in the ordinary comae of the marl. This agreement shall be deemed to have been entered into the County of Orange, State of California. LIMITATIONS Our findings, interpretations, analyses, and recommendations axe professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not wader Consultant's direct control. No other warranty herein is expressed or implied. July 18, 2019 We Just Do A Better Job! Project 8219-04 Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Gene D. Bark, AlA, LEED AP Vice President - Design & Construction Subject: Geotechnical Recommendations Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Reference: Christian Wheeler Engineering - Draft Report of Geotechnical Investigation, Proposed Parking Lot Expansion, 2051 Palomar Airport Road Carlsba4 California CWE 2180221.01 dated August 10, 2018 Dear Mr. Bark: 1. iNTRODUCTION In accordance with your request, we are providing you with geotechnical recommendations relating to the construction of the proposed improvements at the subject site located in the city of Carlsbad, California. We reviewed the architectural plans prepared for the proposed improvements. The proposed construction will include a mezzanine supported by either new footings or strengthened existing. footings. Structural plans prepared for the original construction indicate maximum allowable bearing capacity of 3,000 lb/& was used. No subsurface exploration was conducted during the course of preparing this report. However, we presume that the stability of the underlying soils has been assessed and approved in conjunction with the development of the original building. Detailed analysis of the fill settlement was beyond the scope of our work. 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121/714-330-6333 /Fax: 877-764-3939 Steelwave July 18, 2019 Project 8219-04 Page 2 This report is subject to the Terms and Conditions enclosed to this report and incorporated herein by reference. 2. SCOPE The scope of services we provided was as follows: Preliminary planning and preparation; Review of available geologic maps covering the site area; Geotechnical analyses of the field and the laboratory test data; Preparation of a geotechnical report presenting our findings, conclusions and recommendations. 3. SITE DESCRIPTION 3.1 Location The subject property is located along the southeast side of Glencoe Palomar Airport Road in the city of Caisbad, California. Approximately 400 feet x 400 feet square-shaped building was apparently constructed in late 1980s. An approximate location of the site is shown on the enclosed Location Map, Figure 1. - 3.2 Site Conditions The proposed improvements will be constructed inside the existing building. 3.3 GeolOgy 3.3.1 .Regioñàl Geologic Setting The property is located within the northwestern portion of the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges consist of a series of mountain ranges separated by longitudinal, valleys. The ranges trend northwest-southeast and are sub parallel to faults branching from the San Andreas Fault. The Peninsular Ranges extend from the southern side of the Santa Monica Mountains into • Baja, California (CDMG, 1997). LOCATION MAP BASE MAP: I 1 SGS 7.-Minute lopographic Map. San Luis Rey Quadrangle, 1997 N 0 2000 0 2000 4000 R SC\1 I FFE]' 1171) Al Carlsbad, Califoni 2051 Palomar Airport Road 1 111 a Date: July 2019 Figure No: 1f,i,Just Do /1 Belier .Jab! Project No.: 8219-04 J Steelwave July 18, 2019 Project 8219-04 Page 3 3.3.2 Local Geologic Setting Based on our review of the referenced report, the site is underlain by fill soils presumably certified during the development of the building and bedrock of Santiago formation. 3.4 Subsurface Conditions We reviewed the geotechnical investigation report prepared in 2018 for the then proposed expansion of the parking lot. The investigation consisted of excavating one hand dug boring to a depth of 2.5 feet and seven test pits ranging in depth from 1.5 feet 10 feet. All the excavations were conducted outside the existing building. Shallow fill soils, from 0.5 to 3 feet were encountered in all the excavations except in P-2 and P-3. Test Pit P-2 was excavated to a depth of 10 feet. The soils encountered in the test pit consisted of fill soils. No bedrock was encountered in P-2 to the depth explored. No fill soils were encountered in P-3. The bedrock was encountered at the surface elevation. C) The report indicated that the grading for the site development predominantly consisted of cutting down the previous topography to establish the pad elevation. The deeper fill in P-2 was likely- associated with utility french backfill. It is regarded that the building foundations are supported by the bedrock of Santiago formation. 3.5 Potential Seismic Hazards 3.5.1 General The property is located in the general proximity of several active and potentially active faults, which are typical for sites in the Southern California region. Earthquakes occurring on active faults within a 70-mile radius are capable of generating ground shaking of engineering significance to the proposed construction. In Southern California, most of the seismic damage to manmade structures results from ground shaking and, to a lesser degree, from liquefaction and ground rupture caused by earthquakes along active fault zones. In general, the greater the magnitude of the earthquake, the greater the potential damage. Steelwave July 18, 2019 Project 8219-04 Page 4 3.5.2 Ground Rupture The subject property is not within an Earthquake Fault Zone (previously known as an Alquist-Priolo Special Studies Zone). The closest known active fault is the Newport-Inglewood Fault, located at a distance of approximately 6.5 miles west of the project site. Other active fault zones in the region that could possibly affect the site include the Rose Canyon Fault Zone to the southwest, Coronado Bank and San Clemente Fault Zones to the west; the Palos Verdes Fault Zone to the northwest; and the Elsinore, Earthquake Valley, San Jacinto, and San Andreas Fault Zones to the northeast. Due to the distance of the closest active fault to the site, ground rupture is not considered a significant hazard at the site. 3.5.3 Deterministic Seismic Hazard Analysis We utilized the California Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps internet program to calculate the peak ground acceleration (PGA) at the project site location. Using the ASCE 7-10 standard and Site Class D, the PGA at the subject property resulted to be 0.415g. 3.5.4 Liquefaction The project site is not located in a State of California delineated Seismic Hazard Zone for liquefaction potential. A potential for liquefaction is low. 4. CONCLUSIONS AND RECOMMENDATIONS 4.1 General It is our opinion that the site will be suitable for the proposed development from a geotechnical aspect, assuming that our recommendations are implemented during construction. We are of the opinion that the proposed improvements may be supported on the shallow footings founded in the competent soils. We are also of the opinion that with due and reasonable precautions, the proposed construction will not endanger adjacent property nor will construction be affected adversely by adjoining property. Steelwave July 18, 2019 Project 8219-04 Page 5 The earthwork operations should be observed by a representative of a geotechnical engineer. The design recommendations in the report should be reviewed during the grading phase when soil conditions in the excavations become exposed. 4.2 Grading. 4.2.1 Processing of On-Site. oils. At this time, no overexcavation is required below the bottom of the footings, provided the footings are founded in the existing competent soils. The existing subgrade soils below the slab-on-grade are anticipated to be disturbed during the demolition process and should be reworked for a depth of 6 to 8 inches, subject to review during the construction. Wherever structural fills, if any, are to be placed, the upper 6 to 8 inches of the exposed subgrade should be scarified and reworked. Any loosening of reworked or native material, consequent to the passage of construction traffic, weathering, etc., should be made good prior to further construction. The depths of overexcavation, if any, should be reviewed by the Geotechnical Engineer during construction. Any surface or subsurface obstructions, or any variation of site materials or conditions encountered during grading should be brought immediately to the attention of the Geotechnical Engineer for proper exposure, removal or processing, as directed. No underground obstructions or facilities should remain in any structural areas. Depressions and/or cavities created as a result of the removal of obstructions should be backfilled properly with. suitable materials, and compacted. 4.2.2 Máteriäl Selection (for ány'ncw fills) After the site has been stripped of any debris, excavated on-site soils are considered satisfactory for reuse in the construction of on-site fills. Concrete pieces greater than 4 inches in diameter should not be incorporated in compacted fill below slab-on-grade. Steelwave July18, 2019 Project 8219-04 Page 6 4.2.3 Compaction Requirements Reworking/compaction shall include moisture-conditioning/drying as needed to bring the soils too slightly above the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in accordance with ASTM Test Designation D1557. Fill should be compacted in lifts not exceeding 8 inches (loose). 4.2.4 Excavating Cóndifións Excavation of on-site materials may be accomplished with standard earthmoving or trenching equipment. Dewatering is not anticipated. Portions of the demolished structures, if any, should be removed entirely from within the structural areas. Care should be taken not to undermine the foundations to be left in place. 4.2.5 Suli,häte Coñtônt We understand that as a conservative approach the concrete construction will consist of 4,500 psi compressive strength concrete with a maximum water/cement ratio of 0.45. A representative soils sample may be tested during the construction to determine the sulphate content. In the event, the tested sulphate content is less than 0.1 percent, the sulphate exposure may be considered negligible. 4.2.6 Grading Cc ntról All grading and earthwork should be performed under the observation of a Geotechnical Engineer in order to achieve proper subgrade preparation, selection of satisfactory materials, placement and compaction of all structural fill. Sufficient notification prior to stripping and earthwork construction is essential to make certain that the work will be adequately observed and tested. Steelwave July 18, 2019 Project 8219-04 Page 7 4.2.7 Surface Drainage In accordance with Section 1804.3, 2016 CBC, the ground adjacent to the foundation should be sloped away at gradient of 5 percent. If the ground adjacent to the residence is covered with impervious material, the area adjacent to the foundations may be sloped away at 2 percent gradient. 4.3 Slab-on-Grade Concrete floor slabs may be founded on the reworked subgrade. The following recommendations assume the subgrade soils to consist of soils with low expansion potential. These recommendations should be revised if soils with medium to high expansion potential are encountered during the grading operations. A 4-inch thick SAND layer should be placed below slab-on-grade. 10-mil thick plastic vapor barrier is recommended to be installed at the mid height the SAND. It is recommended that #4 bars on 12-inch on center or equivalent, both ways, be provided as minimum reinforcement in slabs-on-grade. Joints should be provided and slabs should be at least 6 inches thick. However, the recommendations from the project structural engineer may be more stringent. The FFL should be at least 6 inches above highest adjacent grade, if feasible. The subgrade should be kept moist prior to the concrete pour. 5.4 Spread Foundations The proposed addition can be founded on shallow spread footings. The minimum criteria are presented below. 5.4.1 Dimensions/Embedment bepths Minimum Width Minimum Embedment (ft) Below Lowest Finished Surface Wall Footings 2.0 2.0 Column Footing 2.0 . 2.0 Steelwave July 18, 2019 Project 8219-04 Page 8 5.4.2 Allowable Bearing Capacity An allowable bearing capacity of 3,000 We may be used for the foundation design. (Notes: These values may be increased by one-third in the case of short-duration loads, such as induced by wind or seismic forces; a Planter areas should not be sited adjacent to walls. In case planter areas are sited next to the walls the footings should be deepened by additional six inches; Footing excavations should be observed by the Geotechnical Engineer to verify the footings are excavated in the competent soils and are in one type of soils; Footing excavations should be kept moist prior to the concrete pour; It should be insured that the embedment depths do not become reduced or adversely affected by erosion, softening, planting, digging, etc.) 4.5 Seismic Coefficients The following table provides the most recent seismic coefficients for the site area calculated in accordance with ASCE 7-10 Standards: ITEM VALUE - Site Longitude (Decimal-degrees) -117.2768 Site Latitude (Decimal-degrees) 33.1229 Site Class C Seismic Design Category D Mapped Spectral Response Acceleration-Short Period (0.2 See) - 5s 1.07 Mapped Spectral Response Acceleration-i Second Period - S1 0.413 Short Period Site Coefficient-F1 1.0 Long Period Site Coefficient F, 1.387 Adjusted Spectral Response Acceleratiox@ 0:2 Sec. Period (Sms) - - 1.07 Adjusted Spectral Response Acceleration @ lSec.Period (Smi) 0.573 Design Spectral Response Acceleration @0.2 Sec. Period (S0,) 0.713 Design Spectral Response Acceleration @ 1-Sec. Period (SDI) 0.382 Steelwave July 18, 2019 Project 8219-04 Page 9 6. LIMITATIONS Soils and bedrock over an area show variations in geological structure, type, strength and other properties from what can be observed sampled and tested from specimens extracted from necessarily limited exploratory borings. Therefore, there are natural limitations inherent in making geologic and soil engineering studies and analyses. Our findings, interpretations, analyses and recommendations are based on observation, and our professional experience; and the projections we make are professional judgments conforming to the usual standards of the profession. No other warranty is herein expressed or implied. In the event, that during if construction, conditions are exposed which are significantly different from those described in this report, they should be brought to the attention of the Geotechnical Engineer. The recommendations included in this report are intended to minimize the potential of distress caused by the underlying soils. However, it should be noted that certain amount of cracking, uplifting and tilting of may be unavoidable and should be anticipated during the lifetime of the proposed structures. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, STRUCTURAL OBSERVATION Upasam Principal Gàotechnical Engineer RGE23O1 (Exp. March 31, 2021) MBU:mbu Enclosures: ( MOHj B. UPASANI Exp. Date o3/31/3J 2301 Location Plan - Figure 1 Terms and Conditions Steelwave July 18, 2019 Project 8219-04 Page 10 TERMS AND CONDITIONS OF AUTHORIZATION Consultant shall saw Client by providing professional counsel and teCIUUCaI advice regarding subsurface conditions consistent with the scope of services agreed-to between the parties. Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers and/or engineering geologists practicing in this or similar localities. In assisting Client, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or biddiag however, by including the annie, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shalt not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands, or liability arising out of, or contribute to, by such information. Unless otherwise negotiated in writing. Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against Consultant on account of design defect, error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever Is less. Further. Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their part as against the Consultant. In the event the Client fails to obtain a like limitation of liability provision as to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractocarising out of a negligence shall be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all patties, including the Client shall not exceed ten thousand dollars or charged fees whichever is less. No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings made by Consultant. The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subconsultants from and against all claims, damages, liabilities or costs, including reasonable attorney's fees and defense costs, of any nature whatsoever arising from or in connection with the Project to the extent that said claims, damages, liabilities or costs arise out of the work, services, or conduct of Client or Client's contractors, subconsultants, or other third pasty not under Consultant's control. Client further agrees that the duty to defend set forth herein arises immediately and is not contingent on a finding of fault against Client or Client's contractors, subconsultants, or other third parties. Client shall not be obligated under this provision to indemnify Consultant for Consultant's sole negligence or willful misconduct, Client shall grant free access to the site for all necessary, equipment and personnel and Client shall notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing. If Client is not the property owner for the subject Project. Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner's approval to the terms and conditions herein. Should Client fail to obtain the property owner's agreement as required herein, Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant's liability herein. Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not be responsible for damage to any such utilities or installation not so located. Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement. Neither party to this agreement shall assign the contract without the express, written consent of the other party. Consultant agrees to cover all open test hales and place a cover to carry a 200-pound load on each hole prior to leaving project site unattended. Consultant agrees that all test holes will be backfllled upon completion of the job. However, Client may request test holes to remain open after completion of Consultants work. In the event Client agrees to pay for all costs associated with covering and backflhling said test holes at a later date, and Client shall indemnify, defend and hold harmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the extent permitted by law. Consultant shalt not be responsible for the general safety on the job or for the work of Client, other contractors and third parties. Consultant shall be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client's agent and/or contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extia work, failure of Client to snake payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant. In the event that either party desires to terminate this contract prior to completion of the project, written notification of such intention to terminate must be tendered to the other party. In the event Client notifies Consultant of such intention to terminate Consultant's services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment in order, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client's termination of this Agreement, a termination charge to cover such coat shall be paid by Client If the Client is corporation, the individual or individuals who sign or initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under this Contract. The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client LIMITATIONS Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not under Consultant's direct control. No other warranty herein is expressed or implied. December 18, 2019 We Just Do A Better Job! Project 8219-04 Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Jonas Anderson Subject: Foundation Plan Review Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Reference: Global Geo-Engineering, Inc. - Geotechnical Recommendations, Proposed Mezzanine Construction; 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated July 18, 2019. Dear Mr. Anderson: a) As required, we reviewed the following plans prepared by Miyamoto dated November 19, 2019 for the proposed construction in the city of Carlsbad, California: Basement Foundation Plan - Sheet S-i .0 1A; Foundation Plan and First Floor Framing Plan - Sheet S1.11A Foundation Plan— Zone C - Sheet S1.11C; Foundation Plan— Zone D - Sheet S1.11D; Foundation Details - Sheet S5.01. The plans and details are in general conformance with the recommendations provided in the referenced geotechnical report. The recommendations provided in the report remain applicable during the construction of the proposed mezzanine. 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121 / 714-330-6333 / Fax: 877-764-3939 Steelwave December 18, 2019 Project 8219-04 Page The opportunity to be of service is greatly appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, STRUCTURAL OBSERVATION GROØ(O. ;(MOHAN B. Mohan B. Upasarn j Exp. Date O3/31/Ir Principal Geotechnical Engineer .. 2301 RGE 2301 6&c, (Exp. March 31, 202 1) Enclosure: Terms and Conditions Email copy to: Miyamoto Ms. Lisa Bridge 4 Steelwave December 18, 2019 Project 8219-04 Page 3 TERMS AND CONDITIONS OF AUTHORIZATION Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of services agreed-to between the parties. Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers and/or engineering geologists practicing in this or similar localities. In assisting Client, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding; however, by including the same, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands, or liability arising Out of, or contribute to, by such information. Unless otherwise negotiated in writing, Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against Consultant on account of design defect, error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is less. Further, Client agrees to notify any constriction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design dcfccis, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their part as against the Consultant. In the event the Client fails to obtain a like limitation of liability provision as to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising out of a negligence shall be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all parties, including the Client shall not exceed ten thousand dollars or charged fees whichever is less. No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of rail or written reports or findings made by Consultant. The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subcoosultants from and against all claims, damages, liabilities or costs, including reasonable attorney's fees and defense costs, of any nature whatsoever arising from or in connection with the Project to the extent that said claims, damages, liabilities or costs arise out of the work, services, or conduct of Client or Client's contractors, subconsultants, or other third party not under Consultant's control. Client further agrees that the duly to defend set forth herein arises immediately and is not contingent on a finding of fault against Client or Client's contractors, subconsultants, or other third pasties. Client shall not he obligated under this provision to indemnify Consultant for Consultant's sole negligence or willful misconduct. Client shall grant free access to the site for all necessary equipment and personnel and Client shall notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing. If Client is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner's approval to the terms and conditions herein. Should Client fail to obtain the property owner's agreement as required herein, Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant's liability herein. Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not be responsible for damage to any such utilities or installation not so located. Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement. Neither party to this agreement shall assign the contract without the express, written consent of the other party. Consultant agrees to cover all open test holes and place a cover to carry a 200-pound load on each hole prior to leaving project site unattended. Consultant agrees that all test holes will be backfllled upon completion of the job. However, Client may request test boles to remain open after completion of Consultants weds, In the event Client agrees to pay for all coals associated with covering and backfillmg said test holes at a later date, and Client shall indemnify, defend and held harmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the extent permitted by law. Consultant shall not be responsible for the general safety on the job or for the work of Client, other contractors and third parties. Consultant shell be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client's agent and/or contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, failure of Client to make payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant. In the event that either party desires to terminate this contract prior to completion of the project, written notification of such intention to terminate must be tendered to the other party. In the event Client notifies Consultant of such intention to terminate Consultant's services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment in order, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client's termination of this Agreement, a termination charge to cover such cost shall be paid by Client. If the Client is a corporation, the individual or individuals who signor initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under this Contract The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client. Any notice required or permitted under this Contract may be given by ordinary mail at the address contained in this Contract, but such address may be changed by written notice given by one party to the other from time to time. Notice shall be deemed received in the ordinary course of the mail This agreement shalt be deemed to have been entered into the County of Orange, State of California. LIMITATIONS Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects iii the work performed by others not under Consultant's direct control. No other warranty herein is expressed or implied. I ;VNNA*-" No rr NION rmft..- Roil. We Just Do A Better Job! June 19, 2020 Project 8219-04 Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Jonas Anderson Subject: Response to City's Issues of Concern Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Reference: Structural Observation Group, Inc. - Retaining Wall Design Parameters, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated January 14, 2020; Dear Mr. Anderson: In addition to the recommendations provided in the referenced report dated January 14, 2020, we require that the footing for the wall should be deepened such that the outer lower corner of the footing is set back 5 feet from the slope face. 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121/ 714-330-6333 / Fax: 877-764-3939 Steelwave June 19, 2020 Project 8219-04 Page 2 The opportunity to be of service is greatly appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, STRU1JAL OBSERVATION GROUP, INC. Mohan . pasani Principal Geotechnical Engineer RGE 2301 (Exp. March 31, 2021) Enclosure: Terms and Conditions Steelwave June 19, 2020 Project 8219-04 Page 3 TERMS AND CONDITIONS OF AUTHORIZATION Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of services agreed-to between the parties. Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers and/or engineering geologists practicing in this or similar localities. In assisting Client, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding; however, by including the same, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands, or liability arising out of, or contribute to, by such information. Unless otherwise negotiated in writing, Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against Consultant on account of design defect, error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is less. Further, Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their part as against the Consultant. In the event the Client fails to obtain a like limitation of liability provision as to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising out of a negligence shall be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all parties, including the Client shall not exceed ten thousand dollars or charged fees whichever is less. No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings made by Consultant. The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subconsultants from and against all claims, damages, liabilities or costs, including reasonable attorney's fees and defense costs, of any nature whatsoever arising from or in connection with the Project to the extent that said claims, damages, liabilities or costs arise Out of the work, services, or conduct of Client or Client's contractors, subconsultants, or other third party not under Consultant's control. Client further agrees that the duty to defend set forth herein arises immediately and is not contingent on a finding of fault against Client or Client's contractors, subconsultants, or other third parties. Client shall not be obligated under this provision to indemnify Consultant for Consultant's sole negligence or willful misconduct. Client shall grant free access to the site for all necessary equipment and personnel and Client shall notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing. If Client is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner's approval to the terms and conditions herein. Should Client fail to obtain the property owner's agreement as required herein, Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant's liability herein. Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not be responsible for damage to any such utilities or installation not so located. Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement. Neither party to this agreement shall assign the contract without the express, written consent of the other party. Consultant agrees to cover all open test holes and place a cover to carry a 200-pound load on each hole prior to leaving project site unattended. Consultant agrees that all test holes will be backfllled upon completion of the job. However, Client may request test holes to remain open after completion of Consultants work. In the event Client agrees to pay for all costs associated with covering and backfllling said test holes at a later date, and Client shall indemnify, defend and hold harmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the extent permitted by law. Consultant shall not be responsible for the general safety on thejob or for the work of Client, other contractors and third parties. Consultant shall be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client's agent and/or contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, failure of Client to make payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant. In the event that either party desires to terminate this contract prior to completion of the project, written notification of such intention to terminate must be tendered to the other party. In the event Client notifies Consultant of such intention to terminate Consultant's services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as are necessary to place filet in order, to dispose of samples, pus equipment in order, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client's termination of this Agreement, a termination charge to cover such cost shall be paid by Client If the Client is a corporation, the individual or individuals who sign or initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under this Contract. The individual or individuals so signing or initialing this Contract warrant that they am duly authorized agents of the Client. Any notice required or permitted under this Contract may be given by ordinary mail at the address contained in this Contract, but such address may be changed by written notice given by one party to the other from time to time. Notice shall be deemed received in she ordinary course of the mail. This agreement shall be deemed to have been entered into the County of Orange, State of California. LIMITATIONS Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not under Consultant's direct control. No other warranty herein is expressed or implied. We Just Do A Better Job! June 10, 2020 Project 8219-04 Steelwave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Jonas Anderson Subject: Pavement Design Recommendations Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Reference: a) Christian Wheeler Engineering - Draft Report of Geotechnical Investigation, Proposed Parking Lot Expansion, 2051 Palomar Airport Road, Carlsbad, California CWE 2180221.01 dated August 10, 2018; b) Structural Observation Group, Inc. - Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated July 18, 2019; C) Structural Observation Group, Inc. - Infiltration Rates, 2051 Palomar Airport Road, Carlsbad, California Project 8219-06 dated October 14, 2019; Structural Observation Group, Inc. - Foundation Plan Review, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated December 18, 2019; Structural Observation Group, Inc. - Retaining Wall Design Parameters, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated January 14, 2020; Structural Observation Group, Inc. - Infiltration Rates Update, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated January 14, 2020; 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121 I 714-330-6333 / Fax: 877-764-3939 Steelwave June 10, 2020 Project 8219-04 Page 2 City of Carlsbad - Issues of Concern SDP 2019-0009 (DEV2019-0157) - 2051 Palomar Airport Road dated February 26, 2020; Structural Observation Group, Inc. - Response to City's Issues of Concern Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated March 2, 2020. Dear Mr. Anderson: This letter provides our preliminary geotechnical recommendations for the proposed pavement at the subject site in the city of Carlsbad, California. The design is based on the subsurface soil conditions determined in 2018 by the previous consultant. We concur with the data provided. 1. Subgrade Soil Properties The typical subgrade soils consist of Silty SAND/Sandy SILT. During the concluding stages of grading, a representative subgrade soils samples should be collected and tested to verify the design R-value. C) Thicker concrete section will be required for traffic greater than T.I. of 5.5. 2. Asphalt Pavement Sections For the following Traffic Indexes, the following asphalt pavement sections are recommended. Location T.I. Asphaltic Concrete (inch) Aggregate Base (inch) Parking Areas 4.5 3.0 8.0 Driveway 5.5 3.0 11.0 3. Concrete Pavement Section For the following Traffic Indexes, the following concrete pavement sections are recommended. Location T.I. Concrete (inch) Aggregate Base (inch) Parking Areas 4.5 6.0 4.0 Driveway 5.5 6.0 4.0 American Concrete Institute report ACI-330R-08 Guide for Design and Construction of Concrete Parking Lots should be used to determine the appropriate requirements for control joint configuration, reinforcing, and dowelling of the construction joints. Steelwave June 10, 2020 Project 8219-04 Page 3 Subgrade Preparation All pavement areas shall be inspected, tested for compaction requirements, reworked where required and approved immediately prior to the placement of aggregate base. Subgrade soils within the upper 12 inches of finished grade shall be moisture-conditioned where necessary, shall be compacted to at least 95 percent relative compaction per ASTM D1557, and shall be free of any loose or soft areas. Base Preparation The base shall consist of Class H 34-inch or approved CMB aggregate base. The base shall be compacted to a minimum of 95 percent relative compaction. The opportunity to be of service is greatly appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, STRUCFR OBSERVATION GROUP, INC. Mohan B. Uasani Principal Geotechnical Engineer ROE 2301 (Exp. March 31, 2021) Enclosure: Terms and Conditions .. .. .. . CD co CD a o a —. —. -- — — — U U 00 UIi 1 h h Ll 19 k q 'flj h 1i1 iffl jill 111 11 HIll liE I 11M1 Ii o: ft ON. "0 HiUQ4I me. ;03 cr h !U ta.I dI h i _fli hliw urn U; .on a S. . a• •i: h ih I Ili e-. ! HU Hi o '., cr an . -o' • a : — j P D d . '. ce . 8' !4 11 lilil UI I !.j I II I14U! ilftHi!I1 'flu ffl ai ro II ilU. q d Eh6 ~* ir OH r 2 00 i L. J ; u cc . 'a'Er a 3e 0 sr IL Fr ! 111 1 U ifi !-_ IHIH iiliII III IEI Ifl 00 i J. D am , . R a a 'ao ao1 •2g.0 ° :- il . fill H J;9 VI ITt i. i 9.2 . Ilia fl Tq g°4a a 01 ZEN low • b. • li u fl h 0S 5 We Just Do A Better Job! July 22, 2020 Project 8219-04 Steel Wave 4553 Glencoe Avenue Marina del Rey, California 90292 Attention: Mr. Jonas Anderson Subject: Response to Third-Party Geotechnical Review (First) Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Reference: a) Christian Wheeler Engineering - Draft Report of Geotechnical Investigation, Proposed Parking Lot Expansion, 2051 Palomar Airport Road, Carlsbad, California CWE 2180221.01 dated August 10, 2018; Structural Observation Group, Inc. - Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated July 18, 2019; Structural Observation Group, Inc. - Infiltration Rates, 2051 Palomar Airport Road, Carlsbad, California Project 8219-06 dated October 14, 2019; Structural Observation Group, Inc. - Foundation Plan Review, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated December 18, 2019; Structural Observation Group, Inc. - Retaining Wall Design Parameters, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated January 14, 2020; 8941 Atlanta Ave., #518, Huntington Beach, CA 92646-7121 / 714-330-6333 / Fax: 877-764-3939 Steel Wave July 22, 2020 Project 8219-04 Page 2 Structural Observation Group, inc. - Infiltration Rates Update, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated January 14,2020; City of Carlsbad - Issues of Concern SDP 2019-0009 (DEV2019- 0157) —2051 Palomar Airport Road dated February 26, 2020. Structural Observation Group, Inc. - Response to City's Issues of Concern, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project 8219-04 dated June 19, 2020; Hetherington Engineering, Inc. - Third-Party Geotechnical Review (First), Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project ID: GR2020-0001/CDP2019-0005 dated June 15, 2020; Hetherington Engineering, Inc. - Third-Party Geotechnical Review (Second), Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California Project ID: GR2020-000I/CDP2019-0005 dated July 15, 2020. Dear Mr. Anderson: This letter provides our response to the two identical third-party geotechnical reviews dated June 15, 2020 and July 15, 2020 for the proposed improvements at the subject property located in the city of Carlsbad, California. The proposed scope includes .a construction of a mezzanine floor inside the existing building constructed with the approval of the city of Carlsbad and supported by the competent soils. Also, three retaining walls are proposed within the existing graded parking lot in order to add additional parking spaces. The grading for the existing parking lot is also conducted under the observation and testing by a qualified geotechnical engineer and approved by the city. 1. Prior Geotechnical Work The Palomar Business Park which includes the subject site was investigated from a geotechnical point of view several times since 1973. We researched the records at the city and obtained the following reports. The reports indicate that they were reviewed by the city and the grading was approved by the city: Woodward - Gizienski & Associates - Preliminary Engineering Geological and Soil Study, Cabot, Cabot, and Forbes Industrial Park, San Diego County, California Project No. 73-198 dated June 18, 1973; Lawney-Kaldveer Associates - Geotechnical Investigation, C. C. & F. Palomar Airport Business Park - Phase I, Carlsbad, California S114-1, S602 dated February 26, 1974; Steel Wave July 22, 2020 Project 8219-04 Page 3 Lawney-Kaidveer Associates - Report of Earthwork Observation and testing Services, C.C.& F. Palomar Airport Business Park - Phase I, Carlsbad, California dated October 11, 1974 (this report was not available at the city); Robert Prate Associates - Geotechnical Investigation, Palomar Business Park —Phase II, Carlsbad, California 218-3, 1822 dated September 19, 1977. 1. Item 1 We were retained in July 2019 to provide design and construction recommendations for the proposed improvements. Also, the plans were submitted to the city in 2019. The report was prepared in accordance to the 2016 California Building Codes applicable at that time. In our opinion, updating the report to comply with 2019 CBC is not deemed necessary. The recommendations provided in the report, except for the seismic coefficients, do comply with the 2019 CBC. The following table provides the most recent seismic coefficients for the site area calculated in accordance with ASCE 7-16 Standards. ITEM . VALUE Site Longitude (Decimal-degrees) -117.2768 Site Latitude (Decimal-degrees) 33.1229 Site Class C Seismic Design Category D Site Modified Peak Ground Acceleration, POAM 0.517g Mapped Spectral Response Acceleration-Short Period (0.2 Sec) - Ss 0.985 Mapped Spectral Response Acceleration-1 Second Period - S 0.359 Short Period Site Coefficient-F8 1.2 Long Period Site Coefficient F 1.5 Adjusted Spectral Response Acceleration @ 0.2 Sec. Period (Sms) 1.182 Adjusted Spectral Response Acceleration @ I Sec.Period (Smi) 0.539 Design Spectral Response Acceleration @ 0.2 Sec. Period (SJ 0.788 Design Spectral Response Acceleration @ i-Sec. Period (SDI) 0.359 Steel Wave July 22, 2020 Project 8219-04 Page 4 2. Item 2 The subject site was investigated from a geotechnical point of view in 2018 by a reputed company, Christian Wheeler Engineering for the then proposed parking lot expansion for the previous owners. The draft report was prepared by a California-registered geotechnical engineer and certified engineering geologist. The site was explored by excavating seven test pits and one hand auger boring. The subsurface conditions consisted of shallow fill soils underlain by Santiago Formation bedrock. We received finalized logs from Christian Wheeler. The logs are enclosed in Appendix A. We requested a signed copy of the final report from Christian Wheeler. However, since then the property was sold and the prior project was abandoned, Christian Wheeler did not complete the report. In our opinion, the geotechnical data remains valid. We concurred with the geotechnical data provided in the report and accepted the responsibility of using it. Subsequently, we explored the site in October 2019, by drilling seven borings, three to 5 feet, two to 23 feet, one to 25 feet and one to 30 feet depth below the existing ground surface. In our opinion, additional subsurface exploration is not necessary. 3. Item The logs of the borings and the boring location plan are enclosed as Figures 2 through 8. 4. Item 4 We reviewed the laboratory test data conducted by Christian Wheeler on the representative samples. As the soil types of the samples tested match with the soils encountered in our borings and as the results are agreement with those expected form the similar samples, we concur and assume the responsibility of the test data. Additional laboratory is not deemed necessary. a) Artificial fill, consisting of Silty SAND and Sandy SILT, was encountered in all of our excavations. The fill material was observed to be generally fine grained, slightly moist to moist and loose to medium dense. The fill encountered within our borings was found to range from 6 inches thick (Boring P-7) to 15 feet thick (Boring P.4). 8219-06 0.1 E I_ C) u.I Iue)Il I> laI 0 25 I a) I E cc I 0 a IU) A? 11- -00 lg I Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers 2051 Palomar Airport Road Carlsbad, California 10 Drilling Method : Hollow Stem LOG OF BORING P-i Date : September 26, 2019 Logged By : KBY Diameter of Boring :8" Drilling Ccimpany : Cal Pac Drilling Rig : Mobile B-61 Sample Type Ring Bulk 0 C/) I a. DESCRIPTION 0 CD cc SM TrF'r Silty SAND: fine grained, brown to olive brown, slightly moist, loose with roots SM/ML Silty SAND/Sandy SILT: yellow brown, slightly moist, medium dense FILL 00 SID Silty CLAY: dark yellow brown, moist, medium stiff RESIDUAL SOIL Bottom of Test Pit at 5 feet: Notes. No groundwater or seepage encountered 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter rock Water Levels Groundwater Encountered Seepage Encountered Figure 2 Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers 2051 Palomar Airport Road Carlsbad, California LOG OF BORING P-2 Date : September 26, 2019 Logged By : KBY Diameter of Boring :8" Drilling Company : Cal Pac Drilling Rig : Mobile B-61 Drilling Method : Hollow Stem Water Levels Groundwater Encountered Seepage Encountered 8219-06 LL H 2-11 a 0 E (0 ô .9? o (l) u' 0- 10 15 30 Sample Type 0 I 0. DESCRIPTION iT 'f Silty SAND: fine grained, brown to olive brown, slightly moist, loose :L with roots SM/ML Silty SAND/Sandy SILT: yellow brown, slightly moist, loose to medium dense FILL 00 Silty CLAY: dark yellow brown, moist, medium stiff CL 7 / / RESIDUAL SOIL - - - Silty SANDSTONE: fine grained, yellow brown, slightly moist, - - - moderately hard - - - @7' dark yellow brown - - - @11.5 light yellow brown SS - - - @23' more Silty, dark yellow to reddish brown - - SCRIPPS/SANTIAGO FORMATION Bottom of Test Pit at 25 feet: Notes. No groundwater or seepage encountered Boring backfllled to 20 feet 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter gravel rock ts to I CL i I Bulk E - 0. Q I Ring C) > Cl) 0 U) Figure 3 Date : September 26, 2019 Logged By : KBY Diameter of Boring :8" Drilling Company : Cal Pee Drilling Rig : Mobile B-61 Sample Type Ring Bulk Water Levels Groundwater Encountered Seepage Encountered DESCRIPTION Silty SAND: fine grained, brown to olive brown, slightly moist, loose Silty SAND/Sandy SILT: yellow brown, slightly moist, loose to medium dense @3' dark yellow brown FILL I C/) a. 0 CI) cc 0 SM/ML Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers 2051 Palomar Airport Road Carlsbad, California 8219-06 LE CL tI CC I l9I.I El.... wi U.I o 0 I a Ia, . . .o' OI > l. . . .o (IiLOI I . i o I Drilling Method : Hollow Stem LOG OF BORING P-3 Bottom of Test Pit at5feet: Notes. No groundwater or seepage encountered 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch gravel rock 11 35 Figure 4 Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnicai Engineers 2051 Palomar Airport Road Carlsbad, California LOG OF BORING P-4 Date : September 26, 2019 Logged By : KBY Diameter of Boring A" Drilling Company : Cal Pa Drilling Rig : Mobile B-61 Drilling Method : Hollow Stem 8219-06 U- D . . E 0 0 - 0) 0 w ° -J I . r E 0 Ce Ce U) 0 U) 0- cc _!2_!2_ cc 0-- 1 - SM DESCRIPTION Silty SAND: fine grained, brown to olive brown, slightly moist, loose Sample Type Ring - . Bulk Water Levels Groundwater Encountered Seepage Encountered Silty SAND/Sandy SILT: yellow brown, slightly moist, loose to medium dense 5- SM/ML 10 - X. FILL 15 - - - - Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly - - - moist, moderately hard to hard 20- SS - - - 25- = = = SCRIPPS/SANTIAGO FORMATION Bottom of Test Pit at 30 feet: Notes. No groundwater or seepage encountered Boring backfilled to 20 feet 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter gravel rock Figure 5 Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers 2051 Palomar Airport Road Carlsbad, California LOG OF BORING P-5 Date : September 26, 2019 Lagged By : KBY Diameter of Boring : 8' Drilling Company : Cal Pac Drilling Rig : Mobile B-61 Drilling Method : Hallow Stem Water Levels Groundwater Encountered Seepage Encountered 8219-06 - a, a, U w — a) a, -ca CL E .9 O (1) LL O ss Sample Type 0 I 0 DESCRIPTION :f I•. sphait Concrete: 3 inches Silty SAND: fine grained, olive brown, slightly moist, loose to medium - - - dense FILL - - - Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly - - - moist, moderately hard - - - @3' roots encountered @4' predominantly olive gray to gray SCRIPPS/SANTIAGO FORMATIOI Bottom of Test Pit at 5 feet: Notes. No groundwater or seepage encountered 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter gravel rock ts 60 I I I Bulk E - a, I 'Ring o U) 0 U) 35 Figure 6 8219-06 0 0 cc 0. - a, E o - a, ILL a, o C2 C.) a, > a, E Ce 32 , Ce Cl) . U' Global GeoEngineering, Inc Irvine, California Geologists and Geotechnical Engineers 2051 Palomar Airport Road Carlsbad, California 5 1 1 Drilling Method : Hollow Stem LOG OF BORING P-6 Date : September 26, 2019 Logged By : KBY Diameter of Boiing :8" Drilling Company : Cal Par Drilling Rig : Mobile B-61 Sample Type Ring Bulk C.) I U) 0 DESCRIPTION .1.: sphalt Concrete: 3 inches SM :1:: Silty SAND: fine to medium grained, olive brown, slightly moist, loose to medium dense FILL - - - Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly - - - moist, moderately hard with Sandy SILTSTONE interbeds SS - - - @10' predominantly ove gray, more Silty Sandy SILTSTONE: dark yellow brown, slightly moist, moderately hard SL SCRIPPS/SANTIAGO FORMA Bottom of Test Pit at 23 feet: Notes. No groundwater or seepage encountered Boring backfilled to 20 feet 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter gravel rock Figure 7 Water Levels M Groundwater Encountered Seepage Encountered 8219-06 I Sample Type I Ring - g. 1Bulk a) . 0 - 0 LI.. (130) a)(D0) () > .c 0) U) 0.. a 0) E ca ô 0 >,-f? - 0)cc U) o U) LL _ O Global Geo-Engineering, Inc. Irvine, California Geologists and Geotechnical Engineers 2051 Palomar Airport Road Carlsbad, California LOG OF BORING P-7 Date : September 26, 2019 Logged By : KBY Diameter of Boring :8" Drilling Company : Cal Pac Drilling Rig : Mobile B-61 Drilling Method : Hollow Stem Water Levels Groundwater Encountered Seepage Encountered DESCRIPTION SM •I• Concrete: 6 inches Silty SAND: fine grained, yellow brown, slightly moist, medium dense - - - FILL - - - Silty SANDSTONE: fine grained, yellow brown to olive gray, slightly - - - moist, moderately hard with Sandy SILTSTONE interbeds = = @5' predominantly olive gray SS 10- - @ more Silty with SILTSTONE u,terbeds SS/SL @12' dark yellow brown - 151 ' Sandy SILTSTONE: dark yellow brown, slightly moist, moderately 1 ff11 hard SL SCRIPPS/SANTIAGO FORMATION Bottom of Test Pit at 23 feet: Notes. No groundwater or seepage encountered Boring backfilled to 20 feet 3-inch diameter perforated pipe installed; Pipe encased with 3/4-inch diameter gravel rock Figure 8 I 35 Steel Wave July 22, 2020 Project 8219-04 Page 5 A 3±-foot thick residual soil layer was encountered below the fill in Borings P-i and P-2, which were excavated at the western corner of the property. The residual soil was noted to consist of dark yellow brown, moist and medium stiff Silty CLAY. Underlying the fill/residual soil is bedrock belonging to the Scripps Formation (Tan, 1986), renamed the Santiago Formation (Tan/Kennedy, 1996). The bedrock encountered in our excavations was observed to consist of fine grained, yellow brown to olive gray, slightly moist and moderately hard to hard Silty SANDSTONE. Dark yellow brown, slightly moist and moderately hard Sandy SILTSTONE was encountered at an approximate depth of 15 feet below ground surface in Borings P-6 and P-7. 6. Item 6 Our review of pertinent geologic maps indicates that bedding planes in the site area generally dip to the southwest and southeast at shallow angles ranging from 5 to 8 degrees. Our review of the test pit logs submitted by Christian Wheeler Engineering indicates no apparent fracturing within the encountered bedrock. The subject property is not located within a State of California delineated Earthquake Fault Zone (EFZ). The closest known active or potentially active fault is the Newport Inglewood-Rose Canyon Fault located at a distance of about 6.4 miles southwest of the project site. Due to the distance of the closest active fault to the site, ground rupture is not considered a significant hazard at the site. We utilized the California Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps internet program to calculate the peak ground acceleration (PGA) at the project site location. The PGA at the subject property resulted to be 0.517g. 7. Item 7 We have reviewed the grading plan prepared by Tait and Associates and the foundation plans prepared by Miyamoto. The plans are in general accordance with our reports. 8. Item 8 We prepared the enclosed Geologic Map, Plate lutilizing the latest grading plan. Steel Wave July 22, 2020 Project 8219-04 Page 6 Item 9 The foundation excavation should be observed by an engineering geologist. The excavations should be probed. The soils are considered competent if the probe does not extend more than one inch in the ground and the excavation depth complies with the recommended depth. Item 10 The shear test yielded a friction angle of 31.6°, cohesion of 300 lb/ft2 and the sample had a wet density of 132 lb/ft3. Using these parameters, the allowable bearing capacity is calculated greater than the recommended value of 3,000 lb/ft2 for a 2 feet wide and 2 feet deep footing. Item 11 The active pressure, passive resistance and the coefficient of friction were provided by Christian Wheeler and were based on the results of the shear tests as reported above. Item 12 The following observation and testing will be required during the construction. Spread footing excavation by a geotechnical engineer or an engineering geologist; Slab subgrade observation by an engineering geologist; Retaining walls footing excavation by a geotechnical engineer or an engineering geologist; Retaining wall construction cuts observation by an engineering geologist; Subdrain observation by a soil technician; 1) Retaining wall backfill compaction testing by a soil technician; Observation and testing of the pavement subgrade and base by a soil technician; Observation and testing of the any fill compaction by a soil technician; Compaction testing of the utility trench backfill materials by a soil technician. Kevin B. Young Principal Engineering Geologist CEG 2253 (Exp. October 31, 2021) Steel Wave July 22, 2020 Project 8219-04 Page 7 The opportunity to be of service is greatly appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, STRUCTURAL OBSERVATION GROUP. INC. .' MOHANS. LJPASAM &. Dale 031311 2301 Mohan B. Upasani Principal Geotechnical Engineer RGE 2301 (Exp. March 31, 202 1) Enclosure: Terms and Conditions Hetherington Engineering, Inc. Review Letter dated July 15, 2020 Logs of Borings (Global Geo, 2019) Logs of Test Pits and Boring (Christian Wheeler, 2018) Laboratory Test Results (Christian Wheeler, 2018) Geologic Map - Figures 2 through 8 - Appendix A - Appendix B - Plate I Steel Wave July 22, 2020 Project 8219-04 Page 8 TERMS AND CONDITIONS OF AUTHORIZATION Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of services agreed-to between the parties. Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers and/or engineering geologists practicing in this or similar localities. In assisting Client, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding; however, by including the same, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands, or liability arising out of; or contribute to, by such information. Unless otherwise negotiated in writing, Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against Consultant on account of design defect, error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is less. Further, Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their part as against the Consultant. In the event the Client fails to obtain a like limitation of liability provision as to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising Out of a negligence shall be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all parties, including the Client shall not exceed ten thousand dollars or charged fees whichever is less. No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings made by Consultant The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subconsultants from and against all claims, damages, liabilities or costs, including reasonable attorney's fees and defense costs, of any nature whatsoever arising flm or in connection with the Project to the extent that said claims, damages, liabilities or costs arise out of the work, services, or conduct of Client or Client's contractors, subconsultants, or other third party not under Consultant's control. Client further agrees that the duty to defend set forth herein arises immediately and is not contingent on a finding of fault against Client or Client's contractors, subconsultants, or other third parties. Client shall not be obligated under this provision to indemnify Consultant for Consultant's sole negligence or willful misconduct Client shall grant free access to the site for all necessary equipment and personnel and Client shall notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing. If Client is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner's approval to the terms and conditions herein. Should Client fail to obtain the property owner's agreement as required herein, Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant's liability herein. Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not be responsible for damage to any such utilities or installation not so located. Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement Neither party to this agreement shall assign the contract without the express, written consent of she other party. Consultant agrees to cover all open test holes and place a cover to carry a 200-pound load on each hole prior to leaving project site unattended. Consultant agrees that all test holes will be backfilled upon completion of the job. However, Client may request test holes to remain open after completion of Consultants work. In the event Client agrees to pay for all costs associated with covering and backfilling said test holes at a later date, and Client shall indemnify, defend and hold harmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the extent permitted by law. Consultant shall not be responsible for the general safety on the job or for the work of Client, other contractors and third parties. Consultant shall be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client's agent and/or contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, failure of Client to make payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant In the event that either party desires to terminate this contract prior to completion of the project, written notification of such intention to terminate mint be tendered to the other party. In the event Client notifies Consultant of such intention to terminate Consultant's services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment in order, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client's termination of this Agreement, a termination charge to cover such cost shall be paid by Client. If the Client is a corporation, the individual or individuals who sign or initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under this Contract. The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client Any notice required or permitted under this Contract may be given by ordinary mail at the address contained in this Contract, but such address may be changed by written notice given by one party to the other from time to time. Notice shall be deemed received in the ordinary course of the mail. This agreement shall be deemed to have been entered into the County of Orange, State of California. LIMITATIONS Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not under Consultant's direct control. No other warranty herein is expressed or implied. HETHERINGTON ENGINEERING INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY July 15, 2020 Project No. 9130.1 Log No. 21039 City of Carlsbad Land Development Engineering 1635 Faraday Avenue Carlsbad, California 92008-7314 Attention: Ms. Tecla Levy Subject: THIRD-PARTY GEOTECHNICAL REVIEW (SECOND) Proposed Mezzanine Construction 2051 Palomar Airport Road Carlsbad, California Project ID: GR2020-0001/CDP2019-0005/SDP2019-0009 References: Attached Dear Ms. Levy: In accordance with your request, Hetherington Engineering, Inc. has provided third-party geotechnical review of References 1, 3, 4, 7 and 8. We understand that the Consultant has relied on a "Report of Geotechnical Investigation, Proposed Parking Lot Expansion...", by Christian Wheeler Engineering, dated August 10, 2018. This report is stamped Draft and is not signed or stamped by the authors and is therefore unacceptable for reliance by the Consultant. We further understand that the report is not a part of the submittal package. The Consultant should obtain a final copy of the report signed and stamped by the authors or respond to the following comments as previously requested. REVIEW OF GEOTECHNICAL REPORT Due to the age of the "Geotechnical Recommendations..." (Reference 1), the Consultant should provide an updated geotechnical report addressing the plans, and provide updated seismic, grading and foundation recommendations consistent with the 2019 California Building Code, as necessary. (Second Request) The Consultant should perform site specific subsurface exploration including a description of investigative and sampling methods. (Second Request) The Consultant should provide boring/test pit logs including soil/bedrock descriptions with depth, type and depth indicated for sampling, groundwater conditions, etc. (Second Request) The Consultant should perform laboratory testing and provide the referenced test method. (Second Request) 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 • Fax (760) 931-0545 www.hetheringtonengineering.com THIRD-PARTY GEOTECHNICAL REVIEW (SECOND) Project No. 9130.1 Log No. 21039 July 15, 2020 Page 2 The ConsUltant should provide a description of geologic units encountered in the subsurface exploration (i.e. fill, bedrock) including depth, thickness, etc. (Second Request) The Consultant should provide the geologic structure of bedrock (bedding, fracturing, faulting, etc.). (Second Request) The Consultant should review the project grading and foundation plans, provide any additional geotechnical recommendations considered necessary, and confirm that the plans have been prepared in accordance with the geotechnical recommendations provided in the geotechnical reports. (Second Request) The Consultant should provide a geotechnical map/plot plan utilizing the latest grading plan for the project to clearly show (at a minimum) a) existing site topography, b) proposed structures/improvements, o) proposed finished grades, d) locations of the subsurface exploration, e) geologic contacts, and f) remedial.grading limits, etc. (Second Request) The Consultant should describe what is meant by competent soils for the support of shallow footings. (Second Request) The Consultant should provide the basis for the recommended bearing capacity of 3000- pounds-per-square-foot. (Second Request) The Consultant should provide the basis for the recommended allowable passive pressure, coefficient of friction and active pressure. (Second Request) The ConsultaRt should provide a list of the recommended geotechnical observations and testing during grading and construction. (Second Request) The opportunity to be of service is sincerely, appreciated. If you have any questions regarding this review, please contact this office at your convenience. Sincerely, INC. Civil Engineer 30488 /11 - Professional Geologist 3772 Il A. Bo( 7.) Geotechnical Engineef{ N0.391 ertified Engineering Geologist 1153 (expire 3/31/22) W Oate *)e1 fied Hydrogeologist 591 (expires 3/31/22) HETHERINGTON ENGINEERING, INC. THIRD-PARTY GEOTECHNICAL REVIEW (SECOND) Project No. 9130.1 Log No. 21039 July 15, 2020 Page 3 Distribution: 1-via e-mail (Tec1a;LevycarIsbadca.gov) 1-via e-mail (Tim .CarrolIcar1sbadca.gov) 1-via e-mail (Cecilia Fernandez@carlsbadca gay) HETHERINGTON ENGINEERING, INC. REFERENCES "Geotechnical Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California", by Structural Observation Group, Inc., dated July 18, 2019. "Infiltration Rates, 2051 Palomar Airport Road, Carlsbad, California", by Structural Observation Group, Inc., dated October 14, 2019. "Foundation Plan Review, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California", by Structural Observation Group, Inc., dated December 18,, 2019. "Retaining Wall Design Parameters, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California", by Structural Observation Group, Inc., dated January 14, 2020. "Infiltration Rates Update, 2051 Palomar Airport Road, Carlsbad, California", by Structural Observation Group, Inc., dated January 14, 2020. "Response to City's Issues of Concern, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California", by Structural Observation Group, Inc., dated March 2, 2020. "Pavement Design Recommendations, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California', by Structural Observation Group, Inc., dated June 10, 2020. "Response to City's Issues of concern, Proposed Mezzanine Construction, 2051 Palomar Airport Road, Carlsbad, California", by Structural Observation Group, Inc., dated June 19, 2020. Project No. 9130.1 Log No. 21039 HETHERINGTON ENGINEERING, INC. Project 8219-04 Appendix A Logs of Test Pits and Boring (Christian Wheeler, 2018) LOG OF TEST PIT P-1 Sample Type and Laboratory Test Legend Cal Drive Ring Direct Shear 504 Soluble Sulfacs Con Consolidation SA Sieve Analysis El Expansion Indes IIICollapse — :r: SUMMARY OF SUBSURFACE CONDMONS (based on Unified Soil Classification System) 'U••UUUUUIIUIUIWUII • I IUUI I I1UUUUUUUUUUUUUUUUUUIIUIIUIIIIUIIUU LJr z=iu•uIflUuuuIIIIIm Iu I; __ iRU•àiiàil uua'w..IuuUuUUUuuIuiiurnuUIIununm. iUlii liii UI Ii UI I iliiUUiUUiiUUiUUUU•ii IIIU•lUU•UUUUUUUUUUUUUU ••UUUUUUUUUUUUUUUUUUU iiIlUiiiiU IlilUllilU iUi III UIiUI Ulill iai••....i•i.ua.us.i...ii.irn iul•IUU.UUU.UU....U.UUli..i.uiui.nU. i.i. u ON iiirn MI iUItIIUUUUUUUUUUU..UUUUUIuUnUrnIuuIUu uuium IIR 11 lUlilU MIIUUZUUUUUUUUUUUi.Ui .aI5IIIIIIIUIIIIIII 111 0 Mimi 0 IllUl ON JIIUII.I MINUEND IUIU MM T~st pit • ,., . UUUUUUUUIIUI U NONNIUiIUI IUIIU•UUUUUIUUUUUUUIUUUUUIIUII I UI UIIUIIU IUIIUUI•UUUUUUUUUUUUUIUUUI UIIUI I UI UIIUIIU UI UIU•UUUUUIUUUUUIUUUUUI UIIUI I UIIUIIUIIUI 1 UUUUUUUUUUUUUUUUUUUUUI UIIUI I UIIUIIUI UI UI ••UUUUUUUUUUUUUUUUUI UIIU I UIIUIIUI U UUIUIU UUUUUUUUUUUUUUUUUUU UIIU UIIMINIM UIUIUU UUUUUUUUUUUUUUUUU UIUU UIIUIIUI U UIUI RIIUIUU U IN U • UUUUUUUUUUUUUUUUU UUUUUUUUUUUUUUUUU UIU Elm I 1111011111110101111I UIIUIIUIU UIUIIUIU Ulill RUIUI UI U UI UUUUUUUUUUUUUUUUUI UUUUUUUUUUUUUUUUUI Ullilli MINIM IN II Ull UJIUIU IU UUUUUUUUUUUUIUUUUIIUIIUIIIIUIIUIIUIIU !I U UUUUUUUUUUUUUUUUU IIli]IIIIl iUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUI UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUI Symbol Itgend Groundwater Level Durin Groundwater vel After JIi fr S~page -; IApparent PROPOSED PARKING IMPROVEMENTS 2051 PALOMAR AIRPORT ROAD 'Thu ________ WHEaER lti'EPW'i CHRISTIAN LOG OF TEST PIT P-2 Sample Type and Laboratory Test Legend 1 Ql M —P CK Chunk _'10.ii1:T DR Drive Rieg S4 SI: ST Shelby Tube .. I plinicify L DS Direct Shear l So S=pk- Density Date Logge& 9/3/18 Equipment: Hand tools Logged By: DJF Auger Type: N/A Existing Elevation: 295.0 feet Drive Type: NIA Finish Elevation: Unknown Depth to Water N/A SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) .uiu Eli i•••m••.mm..•u•m1 ____ ii IIUIIITII uiiumnauiau I uaimi, U.!'IULU•ll••••lUll.li aaiiiiiim••i••ui•uiii II ii IlliUlill mmii i uimiJ iaummimmaimu•muuiuiu I aiim i iIIiiiE3URlllliUR I 11111 I I .aula. uaalulaal•Uuu•lul••u i ian ii i I • ii aim ii i uiu ui muuim•uiiuuiiuim• i ii ii an nail i miii. .muiul ii '•• iiami••iimiim•mi• m•aauumummmam••mu i I miami iiiii a a I i maui mmmi i iium mu uuuauuuuumamaummun miii a m umam miia• ma auuuuuuumiuiuuuuum iii u a ia .miia• iiimi ma Ii a•uii••u•uu•i•uuuui u•mm•uuuu•uauumuna ma au I am i miiu. a m•um•u•mmumuu•u•uia ma .UuI II uuummUum•l••u•ul• mamiaumu I I iii Ii IiT UI UU W, .,,,. • at I : mmauauum ii 11111111 II liii i I ii iiuuiiuui•i•iauiui I II I II I lull. .11.11l.uull.I.UI I I I I I II huh .hl.UUUUuU.lUIuUU I I I I I • lull. mmiii a.mumulu.ul.iuiu.i hl•llll•U•l•lU•l I I I I I I I I I I i I Elm. amuiuuiuiuuiaauuua i mm imui ii I 111111 IUIIUUIUIUUUIUUUIU I liii II • iuui•a a•uuuuuuuuuuiu•uiu I liii II .___!!!_IllUUUUUUUlIIIII __ i.iiumuuuuuuuimmummuuuuuuuuuuuuuuuuuu• aumuaaamuaivaaauaauuumuamuumm•muuu•uum. Symbol Ixgend I DATE- PARKING IMPROVEMENTS ___AUGUST __________________ LOG IS) TEST PIT l - Sample Type and Laboratory Test Lnend Cal Modified California Smpkr CK Chunk SFr Standard penetration Teit DR Drive Ring ST Shelby Tube MD Mas Density DS Direct Shm SO4 Soluble Sulfues Con Consolidation SA Sieve Anah-sis El Expansion Index HA Hydrometer R-Val Resistance Value SE Sand Equivalent Chi Soluble Chlorides lal plasticity Index Res pH & Resiscivity CP Collapse potential SD Smpk Density Date Logge(h 8/3/19 Equipment: Hand tools Logged By: DJF Auger Type.- NIA Existing Elevation: 295.0 feet Drive Type: N/A Finish Elevation: Unknown Depth to Water N/A SUMMARY OF SUBSURFACE CONDMONS (based on Unified Soil Classification System) Melillo I*1I*1I1IS1I*I1I1I I IIUii•Ul•U•••UIUUUUl•IUUIIlILIIiISflSflSH aiuuciium•uuuuiiuiuui••i•nmiimiiiimuuauiuii .IIR. ti I iIUIINU E=•UU••U•••U 'aaiuuiu••am•uuuuuuuu•u•iuiuumuisuuuimuusuimui iuni1•mi•iu•ii••uuiiiuusiiauiauiiimiumuimuirn uiuiiui•••iiuuu•iuuui•ii•ii•uisuiuimuiuui•iurn muiuuuui•••iu•uuu••u•uu•uuisiimiiiimiisuiaii iuiuuiu•umuiiuu•u•u••ui••ii•iiaiiuumuusiisiirn ........u••i•uu•iiimuiiumiisiiaiirn ui•iiu•iui•••u•uuuuuuuiuuusuisiiiisiimnuuirn aiuiiuiuiuu•i••u•••••••••••iiauimiuiusiumiuim iiuii•u•uu•••u•••••uu•uu••iiaiimiiiiaiimiimiim aiuiiuuauui••u•••u••uuuu•uuisiimiiuiaiimiimiisi sui•uirn uiuii••im•u•••i•u••uu••u•uimuimiiii•iiiimiisi uiauu••imu••••••••••••••i•iusiimiuivai11 1I RUIUiIU•USUU•iiUR••Ui••U•IISiIUlIiiUiiIUiISI uiuuiu••a•••uu•••uu•••u•iiimuiau iuuu•uuuuuu•••iuiu•u•uiuuiiiui•uuuuumu•uu•uuuu•iiimiirn i•••su•uuu•u•uu•iuuiuiiiuiusiiuumiii•ii uiuuiui•mi•uu•••••i••uuuuuuumui•iiuimiiaiisuu 11U1I1 uumuuuuuiuuuuu•••iu•iumuumuiiumiiauiaiu RUIUII uu•mi•im••uuaiisium Symbol Legend Groundwater Level During DrMq Groundwater Level After Drilling Appa.rent Seepage (rmks Present) PROPOSED PARKING LOT IMPROVEMENTS 2051 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA CHRISTIAN WHEELER Non-Representative Blow Count I.yi 2180221.01 .u, LOG OF TEST PIT P-4 Simple Type and Laboratory Tot Lelend Cal MocifiedCalifamisSmPter CK Chunk SFT StancW&PenctrzionTei DR Drive Ring ST Shelby Tube MD Mae Dersity DS Direct Shear SO4 Soluble q-lfz Con 6itsolicbsion SA Sieve AfflOh-Sh M Expansion todes HA Hydrometer R-Val ResinanctValue SE Sand Equivalent Chl Soluble Chlodda - P1 Plasticity fralex Res pH & Resistivity Date Logged. 8/3/18 Equipment Hand tools Logged By: DJF Auger Type: N/A Existing Elevation: 278.0 feet Drive Type. N/A Finish Elevation: Unknown Depth to Water N/A loll MINE SUMMARY OF SUBSURFACE COND171ONS (based on Unified Soil Classification System) M I MCC= I • IiIir • .1•1 uaiu I smaamiiuiu•iu•i•ii I, . . • u UURUUIRURNIIUUUUII III II 11111 II I uuuuuiuuu•uiuuui u 9. .p • aiai••i•i•uiisi in i ii u iium .101,700 00 uuaiauuuau•uumauuuiuu mi uII.III.I.II.IIIII III III I I I I INN • .11_u..m illi .................I iiiiii•iiiii•iiii li II I II I i ........i........ a ii uiui u u••uuu••uumuui a ii RJIUI aliul UI UI UUIUU•UUUUU•UU•UI 1111 1111 I II II II lulu ii .................I I I II .11.1 Nil.. lI1l U iu II I .................i UUU•UU•UUUUU•UIUII ..IU.U.........U.Ii I I II I • iN IS ii III ml ii uiu . i i a i .UIIUISI u..i..UU.Ui....i.l iau• ..U..iU.U..U.UU.I I I .1iui• I iuiuusui•ui••iuui•i I I I uiu ii m••iu•iiisiu•u•un am n•i a miiuu. I•iii••••u•••••ii iii 111111 muiai• IUU•U•••••UUU••••Ul UUUUUUI••IUUUUUUlI IS I S S liii IlILLIl I I MMM msssssssuuussuausuussuiusuuuuuuisuu Symbol Legend Groundwater Level During Drilling Groundwater Level After Drilling ApparentSeepage No Sample Recovery -T Count PROPOSED PARKING LOT IMPROVEMENTS 2051 PALOMAR AIRPORT ROAD CARLSBAD, CALEFORNIA - OF1 DATE: AUGUST JOB NO.: 2180221.01 fl' LOG OF TEST PIT P-5 Sartiple Tylx and Laboratory Tat Legend ';. 1ALL, - huLl DS D irect Density Date Logged. 8/3/18 Equipment Hand tools Logged BY: DJF Auger Type: N/A Existing Finish )[I1I SUMMARY OF SUBSURFACE CONDITIONS (band on Unified Soil Classification System) !II imple IiiiIi:NNIII11II IBM IIiIIIII1 1119 IUU 111 i Ill au I o_i. ••i••aiauim I ii I.. . .., ••iuiiuiii• I II 11 III 'l U iiii•• ili••illI•IUiUUiiIS u•iuui•imu a p I I II I i • iai u iu•u•u•ivaiuu•uu lUll 1111 il1uid U i••ia•ia•auuuui mi ii ii uul•• i i. a.u•uiuuuuuui••i• I•Il mm I uiai p b. uuauu•uu••aiuuuuuuaiva ii ii I UU11ll ui U ii•ui•iuia•ivaii ai•iuuaaaaaaa••a•iiiiis $11.1 PSI SI I 111111 I.fl.I I! 111111 • 1111•i it ter a at 4 iaii•i............i.i i•uiiuii•iiiuuui•i e1UU1UUURUI 11 I II Ii I all.. i••uiiuiiuii•u•iiiui iaiu. m••iiiii•ii•iuuu•aii • • • ia.•i ••uauiuuiiuiiiiii ii • iii Pill UI •••i••ii•ii•uiuii UI I I II I Uulal ill ii•i•u•uu••ui•ui I I II I 11111 III ui..........•uuui I I II I I Null ilillill NI i••u•i•a•uiuuuui iuu.........i..i I I I I I I I Ulallal UU•••iUUUUUUUI••U I SI SI uulafla ..u.i.ui...i... I III IISI milUll ______UIUIUIIIIUUIIIIUII ••IUUUUUIUUUUUUU•l ISlIlISI !!!!_ I II SI ......................................l Symbol Itgend Groundwater Level After Drilling Apparent Seepage PROPOSED PARKING ILs( IMPROVEMENTS CARLSBAD, CALEFORNIA WHEMEP, l'J')CHRISTIAN I'Liu AUGUST ZsH: S ISIS) TEST PIT Sample Type and Laboratory Tat ILVnd __ -. SIFT Standard DR Drive Rin ST Sht4by Tube DS Men Sher i D Mar Sand Plasticity L Con Consolidati l SD Sansple Density Logged By: DJF Auger Type- Existing Elevation: 295.0 feet Drive Finish Elevation: Unknown Depth to Type:J Date Logged. 8/3/18 Equipment: Hand tools oil SUMMARY OF SUBSURFACE CONDMONS (based on Unified Soil Classification System) M111111 09 will § I RUN N - I I II MMUMMIMMMM iiii 1I' sisiiuiii•u••ui•iiiil sI•uua I is a I iui a maamsiiiii••iuu•uui•i i••Isu is. •• ••ss•siaiia•uuui•iiau a••••a•• ui Pu uuu•i••s•u•uuumuiisiisiiiisi iii 'III iiIidI1_'".'''_11111111111 U IH.1I.ii.I • I. I uiiuuuuiuiu••iuurn __555555• I i III in 1111111 iuuiuu II mu II U5•ii•i•URUUUI•i•l uu.•.•i..i...uunau I u Ill iii 1151111 ulauuaui • • iuu•• i_i.. uuuuuuuuiu•••uu•i u•i••s•usuuu•••• i••• liii 11111 11111111 i • mu ui maauusuuiuuui..i. i iii iimuu mu ii uuuuuuui•uuiuui• I in is I I 1.1 Imu•• I ••u•uuuuuuuasuuui ••i••i•ui••i••ssuui I i in nail ii I • aiiuiiu• anaauu•••ui••i•iu • ii • • uimui•i i••iu aauausuuuiuu I I II II aiim si mu s..............uu i••u•u•uuuaivauu u • i I i ii ii ii ii I UI. maim ii uu uuiis•iu•u•••u•uuuuuu iui•sus•usuuuusuuu I ii II i I ii ii I i 1111.1 I!!! II SL. 5••••U••Ull•••l• 5I•••5•l5••l•••S S S I II I I_!LL!L! II I ! .nasuasss•auuuumuuuuuu•••u•u•••uuuuuuuu ..............................m.......l Symbol Ugend Groundwater Level During Drilling Groundwater Level After Dril ling Apparent Seepage No Sample Recovery -T Count PROPOSED PARKING IMPROVEMENTS 2051 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA F ENCINEERINC DATE. AUGUST 2018 CHRISTIAN WHEELER JOB NO.: 2180221.01 lip LOG OF iiwii Sample Type and Laboratory Test L4:,_-cnd SFT Standard Penetration Teit DR Drive Ring Sr Shelby Tubc MD Max Detsity DS Direct Shear SO4 Soluble Sulfazes Con Consolidation itSA Sieve ollapse L - Date Logged: 9/3/19 Equipment: Hand tools Logged By: DJF Auger Type Existing Finish Elevation: Unknown Depth I Drive :L SHODSU MMARY OF SUBSURFACE CONDMONS I -Milli • IL'IIINIIIIIIIEUEIRII IIII1Ii1iI1iTfIiii i iui JIEi EM r!Iiiiu:u:i ••isi•ii••i•i••s 11111 Sill i NMI, siimi :iLiil i•m.u.a..u...u..u..s ..Il !ii!iiiiiii • 1.1 iii• U ii••i•ii•••iu•i• ........ I IN 11111 11511 • ui uu ui••u•uis•uiuuiu I nail ml liii III UI SURUUUUUIIUUIIUUII I I II I 11511 • Iauu.0 1.1151. muiu•ai•uamu•i•aaa .UUaaI.aallllm...i i ii II • I hun iii ui.. u...............i.i in ii iii • lull.. u••imaaaaiuu•iiii iiii II liii lullUl iu loommoommommommommi .u...............urnn....m•....a......I iii UiU UlI i iui• i ii u iiai • m Mimi IN m•••u••u••ua••a•ii IiU•U•UUUUU•UUUUUUIISI im liii Ii II I 511.flUU uuuuu•••uuuuiuia•iiiuu I_IIUILULUIIIUUIILIII!!L_I!!LJ!_ILH!.. liii Ii II II iu•iamumau•a•u•mu•iuu••••aa•ai•auaui uauuuuuaa•uuiuuau•uuuua•uumauamaauaurn. Symbol Ugend Ground : Ground Apparent Seepage PROPOSED PARKING 2051 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA _________________ PThI_SMS1*1.H:JOB NO.: - Non-Representative ____________________________________________________________________________________________ LOG OF HAND AUGER HA-1 Sample Type and Laboratory Test Legend Cal Modified ' chunk ST Shelby Tube MD him Density Os Direct Shear SA Sieve Analysis El Eapanoon Indra HA Hydrometer R-Val Resistance Value SE Sand Equivalent Chl Soluble Chlorides P1 plasticity Index Res pH&Resistivity CP Collapse Poceuiial SD Sample Density SO4 bleSulfatci Can Consolidation Date Logged:- 8/3/18 Equipment: Hand tools Logged By: r j Auger ype- A Existing Elevation: 295.0 feet Drive Type N/A Finish Elevation: 295.0 feet Depth to Water: N/A 0 ç • SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) U . U -- -- ii Atifiial till (afY: Light 4:~F yllosh-bro, in Unei,SLD-h-D -fihls ——----— dmp to zdoist, loos, vey fliie- td iz -- i -- i -- 11 I I Moist, medium dense. I 1—tt I I I I I I I 1 + +1+ - - - - SM - Sntiao Viry rnritLfrdere; F'orntioq .ry'Cine Qci'): Light yellowish -brown to light grayish -white, moist, -- - -- - -- - -- -- - - Test pit terminated at 2.5 feet. -- -3.5—-- -- -- --- -- -- -4.5—-- ---------- --- -- --- -- -- --- im i-ta EHH ~ — — I T I I 1±11 Note's: — Symbol Legend Groundwater Level During Drilling 1! Groundwater Level After Drilling fl Apparent Seepage No Sample Recovery -- Non-Representative Blow Count (rocks present) PROPOSED PARKING LOT IMPROVEMENTS 2051 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA CHRISTIAN WHEELER. ENGINEERING DATE: AUGUST 2018 JOB NO.: 2180221.01 BY: SRD APPENDDC A-S Project 8219-04 Appendix B Laboratory Test Data (Christian Wheeler, 2018) miuuuuumiiiiiuuiuuiiuuutiviiuuiu___ IIIIuIuIiIIuIuI1;:!!uIuIIuhuuuuIImIIII_i IIIIUUUiHIIIIIIIIiIIIUIIIllhIIi1IIiIII111 IiIIIllUIiHhlIII1IiIILIIItIIIIIIIUI1tRII1IUI1U1 ft1IUIULIHIIIIIIIiIflhII1!IflhIIII1IIiIfJIIl1UI lIIIIIURIIIIIIIIIIIIIIIIIIIIUIUIIDIIUIAIIIIHIIHIIU SIEVE ANALYSIS HYDROMETER ANALYSIS U.S Std. [;5=.t. SAMPLE MINUS #4 SAMPLE Stirt Ttmc Datc Hydrometer No.: Sieve I %Pass. Wt.Ret %Re. %Pas Time I Ipsc]Reading1TcmpF I CorrecL'jj4%Pau.' - _______ MENU ME NOME Roqg;wmm 1~~ MEMO NOME 091 mosolom komom KEEMSEENERIAMW MEMO WEEMMMMMMMMMMMOMMMMMMMMEMILUMMENmummwmwmmmm mmmmmmmmmmmmmmmmmmmmmmmmummmmmammammwmwmmm mmmmmmmmmmmmmmmmmmmmmMMMMKNMEMMEOMNmmummom • k• •l U •• •••UUI•U••LUU U. UUUUUU wiii u UL U U U U UUU•UUUU UR U UUUUUUUUUU IPA UU• U U k U U UUU UN• M012 IRECT SHEAR DATA SHEET CHRISTIAN WHEELER ENGINEERING Project Name: Date: Project No.: 21aZ2 I P.R. #: Br: 5 Sample No --- -- ---- -----> F5-60,75- Mm Dens + Opt Moist j e Ifs V (5 Remold Natural I k Saturated Remold Natural Saturated Remold Natural l - Saturated Remold Natural Saturated Wet Wt. +Ring 201 . Ds Wt. +Ring 113 Ring 11 *1 Drv\Vr. Water Wt. I Moisture Content Dry Density Weight 1k Horizontal Deflection (inches) P.R. Dial Vertical Deflection P.R. Dial Vertical Deflection P.R. Dial Vertical Deflection P.R. Dial Vertical Deflection 0.000 0 I 15 0 (2.5 / y c 0.010 Il L! (o c- 0.020 f ___ / l / 0 2 / c7 0.030 lI V 121 152. 0.040 1I (00 /30 153 0.030 v--! (DC. t3l 0.060 (t 01 I/41 I( /t3 155 0.070 'H IlC 11.0 13 IT çc 0.080 I',Z. 2c,(. 0.090 bc II Vo zz.o 0.100 tD %31 37- 23I ic 0.110 'ID I'S 0.120 lQr 11L1 11`1 zco 0.130 113 i'O 131 2516 0.140 loS 1l2. 11-it ill 1 20 0.150 10L.( III Ift 2(.2 15*5 0.160 IO1. 110 Icil 130 263 icc 0.170 101 I D9 191 130 7-6 ,/çç 0.180 lol I91 1 ,10 1 24 /56 0.190 10 130 2,S 155 0.200 101 ILl 10 z. Failure Stress Speed Remarks JOB NAME Parking Lot Imp. IJOB NO. 2I1,1022IISAMPLE: P5@0.754 - IREcEI'D 1COMPLETED by: JB/JB R-VALUE TEST ASTM D2844 GRADING ANALYSIS CALCULATIONS & RESULTS Expan'.aon hack Number I 2 3 Description: Yellowish brown silty sand VElGI'lT FOR 2W' SI'ECIMEN 9/5/18 9/5/18 9/5/1 Al = (2.5/I-I) x W1 = Date Tested 'If a 25% retained on 3/4", then scalp over 1". Compactor Air Pressure psi 350 350 350 I' RCENT PASSING - I-I = Test Height W1 =Test Weight Initial Moisture 7.7 7.7 7.7 1 Sieve As 'S 'S % mdiv. X Corn. )•j c;l\VEL EQUI\'ALENl', G Oil 145 131) Thicknes(ft) x Cf = Water Added ml Size Reccived Ret 1'ass Adi %Ret. 12 Wits. 14.4 13.0 117 •I•= - - - - - Percent Water Added % Subbase 22.1 20.7 19.4 T+4 - - - - - Moisture at Compaction % Base 0.33 1.1 ((.36 1104 11162 1061 1-4= - - - - - Net Weight of Briquette g urlace 0.25 2.5 0.63 2.62 2.52 2.51 - - - - Briquette Height in Total ((.58 0.99 104.6 105.8 107.3 , 1" - - - - I)ensitv pcf Estimatcd Total GI= 1.70 40 27 15 3/4" - - 11)0 - - TRAFFIC INDEX, TI I' at 1,()01) Pounds psi 89 50 30 1 /2" Either Given or 1 •I•1 - 45 I'll at 2,0(M) Pounds psi 4.51) 3.911 3.31) 31W' - - - - - l)isplacement turns Aasurned t be 4.5 23)) 1 293 401 #4 - - - - - liv Exudation (il) Exudation Pressure psi It-Value by Exudation 31 59 77 .4 - - - - 1164 By Expansion 55 33 59 77 - - - - - AtEui1ibriutaT. '55 Corrected ft-Value 0.0(10(1 0.(8)17 (1.0038 Spec. Ezpansiiin Dial Reading Expansion Pressure (1) psi 1) 74 165 - - - - - (1)4.33 x Dial Rending x 111,0(11) 0.57 11.35 0.19 - - - - - Stabilnmeter Thickness (2) (2)I0.18)32(Il)(l(1I)-II/Gr (1.111) 1 0.57 1.27 - - - - Expansion Thickness (3) (3)=(Dial Readings IIP,(00)/31) EXPANSION 1'ItESSUlW CHART EXUDAflON PRESSURE CIIAI(T 16 IllIllIllillil lilt IllitlIli 11111 liIitlL4-tiI ::: -. 22 IIII1I III I iiittiiiii 1111 111111 hI : IIIIIIIIIfIIII IIIIIIII III._I_ No III 111 11 1 1 1 'ItillilIl £ IIIIIIItIII1I liii IllIllIll --- .. :-2 1 liii 111111111 . IIIIIIIIIIIIII 1111 II11.-Iftt !I ' i ' lilllhllllll 1hhIIlIIII,IfJlIiJl!IIItf,I1II( '° Ii 1111 tpIi1 , °I-IIIIIIIIII.I1-I--Fi1I1III 30 I! II1III!II!uhhII!1: IIIIIj!IIl11itl1II: 5'i Thi . 7t$I 6 Oil asi ao 491 4(0 390 759) M. au IS) U'I 9$ It it 40-1 •0 06 list a 6.2 ii 4 26 CoverI1iicknes by Expansion Pressure (fr) Exudation Pressure (psi) Design 'hliickiivss (I) to l'revenr I)isplaceinent (Ii) = 0.4 R-Vnlue © 3(11) psi = 60 --------------- -------------- -------------- ------------- E. Ga---------------------------- : --------------- --------------- = E - _: E:_---------- ---------------..5 _:zz - E ------------ ---------------------------- _- -;_ DENSITY FROM SUBMERGED WAX SAMPLES CHRISTIAN WHEELER ENGINEERING Project Name: Padclng Lot Project # 2180221 Date: .8/10/2018 W. BC Sample Number P3@1 P4@ 1.5 P5@1.5 P53 P6@2 Weight of Sample (Gm) 1136.3 425.3 710.0 461.8 692.6 Weight of WaxedSample (Gm) 1161.8 431.0 718.3 467.9 704.9 Submerged Weight of Waxed Sample (Gm) 537.2 208.9 342.6 234.1 338.2 Volume of Wax Sample (Gm) 614.6 224.1 375.7 233.8 368.7 Weight of Wax 15.5 5.7 8.3 6.1 12.3 Specific Gravity of Wax 0.89 0.89 0.89 0.89 0.89 Volume of Wax 17.4 6.4 9.3 6.9 13.8 H.Volume of Sample . 597.2 217.7 366.4 228.9 352.9 Specific Gravity of Sample 1.90 1.95 1.94 2.03 1.96 Wet Density 118.7 121.9 120.9 127.0 122.5 K.Wet Weight + Pan 740.0 651.4 623.3 667.8 652.6 LDry Weight +Pan . 721.4 605.1 828.7 579.1 590.3 Weight of Moisture 18.6 56.3 94.6 88.7 62.3 Pon Weight 109.3 109.7 110.2 110.1 109.2 0. Dry Weight 612.1 495.4 418.5 469.0 481.1 P. Moisture Content 3.0 11.4 22.6 18.9 12.9 0. Dry Density 115.2 109.5 98.6 106.8 108.4 DENSITY FROM SUBMERGED WAX SAMPLES CHRISTIAN WHEELER ENGINEERING Project Name: Park I,I. _Project IS: 21 to 2.2. l Date: ?//0 /1 T By: 3 e_i )fl/,_S 25 P5 I Sample Number 92St? -:/(O.O A.Weightof Sample(Gm) B.WeightofWaxedSample(Gm) 2. 3 /z. Submerged Weight of Waxed Sample (Gm) -- Volume of Wax Sample (Gm) - E Weight ofWax -- F Specific Gravity of Wax 0 89 089 - l - 089 J - 089 1 089 Volume of Wax ---------------- .......-..-.--.----- .. -----------i------.- ..........1 Volume of Sample ,-.-------- - - -----..-------- ------ -------- l.Specilic Gravity of Sample en- -• ---- ------------- .----- -- ......1................ .. -------------. ------ J. Wet Density . / K:wet Weight + Pan ----- (o.1 ,73 Dry Weight + Pan -- - ._..___.. ... --- ---. - -. -' Weight of Moisture N, Pan Weight .-_-----.--.--------.-------. ---1r Dry Welght 1:. Moisture Content ; ----- -- -. -- -. -- __ 0. Dry Density GEOLOGICMA- U N 475952 W - - 5 'q 58 - -- - . .- - -. ILA Y, 4 Tsaj :r5! ±-:i'\ - 'T' TP7AK , _ P-6 i - I - 23' I Ii MAN (N P-7 APPROXIMATE BORING LOCATION, 23' SHOWING TOTAL DEPTH (GLOBAL GEO-ENGINEERING 2019) TP-7 APPROXIMATE TEST PIT LOCATION, 31 SHOWING TOTAL DEPTH (CHRISTIAN WHEELER 2018) O HA-i APPROXIMATE HAND AUGER BORING LOCATION, 2.5' SHOWING TOTAL DEPTH (CHRISTIAN WHEELER 2018) I H rl p ................... ... H) - ..................................T .. T 1 H I 1HJ1.It co TP-4 N , _ - -- - ---- ----------- T77- / '13"T ........... ..... ...... ------ . ........ - -- ------ CD 1,n a ---- --------------- k" I > Ts a - I / iii -j Il A 0, IN L / 104~ 67____ / I - - -'N - - N 475952" W - - .... -i '-R55.00 \\\ A=259'02708" Qaf ARTIFICIAL FILL OVER Tsa SANTIAGO FORMATION Tsa SANTIAGO FORMATION GEOLOGIC CONTACT 40 0 40 80 I I I I I SCALE FEET