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1855 ARTEMISIA; ; CBC2019-0111; Permit
Print Date: 05/19/2022 Job Address: 1855 ARTEMISIA, CARLSBAD, CA Permit Type: BLDG-Commercial Parcel #: 2150200700 Valuation: $55,569.92 Occupancy Group: B/si #of Dwelling Units: Bedrooms: Bathrooms: PERMIT REPORT (3ity of Carlsbad Permit No: CBC2019-0111 Status: Closed - Finaled Work Class: New Track #: Applied: 03/08/2019 Lot #: Issued: 09/08/2020 Project #: DEV14060 Finaled Close Out: 07/23/2021 Plan #: Construction Type:V-B Orig. Plan Check #: Inspector: PBurn Plan Check #: Final Inspection: 07/23/2021 Project Title: POINSETTIA 61 Description: TREVISO (POINSETTIA 61):392 SF POOL BUILDING & RESTROOM (POOL & SPA UNDER CBC2020-0194) Applicant: Property Owner: LENNAR HOMES LENNAR HOMES OF CALIFORNIA INC ALAN CHIK 15131 ALTON PKWY, # UNIT 365 15131 ALTON PKWY, #365 IRVINE, CA 92618-2385 IRVINE, CA (949) 204-4628 (949) 204-4628 FEE AMOUNT FIRE Haz Mat Storage Chem Class <10 Chemicals $485.00 FIRE Plan Review Per Hour - Office Hours $265.20 WATER SERVICE CONNECTION 1.5" DISPLACEMENT (P) $18,636.00 WATER TREATMENT CAPACITY 1.5' Displacement $441.00 SDCWA SYSTEM CAPACITY 1.5" Displacement $15,903.00 WATER METER FEE 1.5' Displacement (P) $632.00 SEWER BENEFIT AREA FEES - J $2,078.00 SEWER CONNECTION FEE (General Capacity all areas) $982.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL $71.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $45.00 BUILDING PERMIT FEE ($2000+) $432.58 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 STRONG MOTION-COMMERCIAL $15.56 BUILDING PLAN CHECK FEE (BLDG) $290.40 5B1473 GREEN BUILDING STATE STANDARDS FEE $3.00 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $60.00 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 Total Fees: $40,760.74 Total Payments To Date: $40,760.74 Balance Due: $0.00 Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue I Carlsbad, CA 92008-7314 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov (city of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check c1 13 C.2..o C? -0? IJ Est. Value 5•5 c?, 2_ PC Deposit Date ...1-845-Artemsia Job Address Suite: APN: Tenant Name: Lennar (Pool Building) CT/Project #: Lot #:________ Occupancy: R-3 Construction Type: V-B Fire Sprinklers: yes no Air Conditioning: yes / no BRIEF DESCRIPTION OF WORK: Construction of Pool Building/Rest Room LI Addition/New: 392 New SF and Use, New SF and Use, Deck SF, Patio Cover SF (not including flatwork) LI Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use O Pool/Spa: SF Additional Gas or Electrical Features? Solar: KW, Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No LI Plumbing/Mechanical/Electrical Only: LI Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: Lennar (Alan Chik) Name: Lennar Address: 15131 Alton Parkway, Suite 365 Address: 15131 Alton Parkway, Suite 365 City: Irvine State:CA Zip: 92691 City: Irvine State:CA Zip: 92691 Phone: (949) 204-4628 Phone: (949) 204-4628 Email: Alan.Chik@Lennar.com Email: Alan.Chik@Lennar.com DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: KTGY (Chris Texter) Name: Lennar Communities, Inc Address: 17911 Von Karman Ave., Suite 200 Address: 15131 Alton Parkway, Suite 365 City: Irvine State: _CAZip: 92614 City: Irvine State:CA Zip: 92691 Phone: (949) 851-2133 Phone: (949) 349-8002 Email: jfigueras@ktgy.com Email: Architect State License: C 25901 State License: 71fl2 Bus. License:_BL0S1239643 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its Issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carisbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: Ihearby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of tne Labor Code, for the performance of the work which this permit is issued. 1711 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Policy No. Expiration Date: o Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 370601 the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: L]AGENT DATE: (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that/am exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O lam exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following p son (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the wor th,conta/VecV t have hired t allowing person to coordinate, supervise and provide the major work (include name I address! phone / contractors' license number): S. I will provide some of the work, bu the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: IAGENT DATE: 9/8/20 CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No lathe applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to Comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA EXPIRATION: Every permit issued by the by such permit is not commenced within: after the work is commenced for a period APPLICANT SIGNATURE: rnnht is required for excavations over 5'D' deep and demolition or construction cf structures over 3 stories in height. ificial underth provisions of this Code shall expire by limitation and become null and void if the building or work authorized from the d I such permit or if the building or work authorized by such permit is suspended or abandoned at anytime t (Sett' I.4.4 Uniform Building Code). 9/8/20 DATE: 1635 Faraday Ave Carlsbaii, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdiARcarIsbadca.gov B-i Page 2 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: / hearby affirm under penalty of perjury one of the fallowing declarations: IJ I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. IN I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Old Republic Insurance Co. Policy No. MWC3 1414800 Expiration Date: 09/01/2019 o Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: L']AGENT DATE: (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: 10 I, as owner of the property or my employees.with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 01 am.exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes 0 No I (have /- have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address/phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name faddress / phone! contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: LIAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING. SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 73 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 73 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5,0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Officl under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days fraTh t datep'?uJt permit or if the building orwork authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 d(s (XI 6AJUnifortn Building Code). APPLICANT SIGNATURE: DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@CarlsbadCa.gov B-2 Page 2 of 2 Rev. 06/18 DocuSign Envelope ID: 98EE4B3B-22 16-4357-8D87-A1366DQCECC6 LENNAM April 9, 2019 City of Carlsbad 1635 Faraday Ave. Carlsbad, California 92008-7314 RE: AUTHORIZATION LETTER To Whom It May Concern: This letter hereby authorizes Alan Chik, Project Manager for the Lennar California Coastal Division, to act on behalf of Lennar Homes of California, Inc. as a representative on applications and permits relating to the Treviso (Poinsettia 61) community in the City of Carlsbad. Thank you for your consideration in this matter. If you have any questions regarding this information, please do not hesitate to contact me at (949) 349-8002. Sincerely, DocuSigned by: 4E3CB8F04O4E495... Jeremy Parness Division President Lennar Homes of California, Inc. 15131 Alton Parkway • Suite 365 • Irvine, CA 92618 • 949-349-8000 LENNARCOM Permit Type: BLDG-Commercial Application Date: 03/08/2019 Owner: LENNAR HOMES OF CALIFORNIA INC Work Class: New Issue Date: 09/08/2020 Subdivision: Status: Closed - Finaled Expiration Date: 10/06/2021 Address: 1855 ARTEMISIA IVR Number: 17552 CARLSBAD CA Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency July 21, 2020: No 1. Outstanding correction items for pool building and bathroom areas and cabana areas. Informed superintendent Jesse regarding correction items. BLDG-Plumbing Final July 23, 2020: Yes Outstanding correction items for pool building and bathroom areas and cabana areas-approved. B-59 waste management form received-filed in city Records. Pool house building, bathroom areas, and open beam patio structure, per structural engineer's plans and detail specifications - approved. BLDG-Mechanical Final July 23, 2020: Yes Outstanding correction items for pool building and bathroom areas and cabana areas-approved. B-59 waste management form received-filed in city Records. Pool house building, bathroom areas, and open beam patio structure, per structural engineer's plans and detail specifications - approved. BLDG-Structural Final July 23, 2020: Yes Outstanding correction items for pool building and bathroom areas and cabana areas-approved. B-59 waste management form received-filed in city Records. Pool house building, bathroom areas, and open beam patio structure, per structural engineer's plans and detail specifications - approved. Public community pool house restroom, ADA compliant, per architectural plans and detail specifications - approved. BLDG-Electrical Final July 23, 2020: Yes Outstanding correction items for pool building and bathroom areas and cabana areas-approved. B-59 waste management form received-filed in city Records. Pool house building, bathroom areas, and open beam patio structure, per structural engineer's plans and detail specifications - approved. Friday, February 25, 2022 Page 4 of 4 Permit Type: BLDG-Commercial Application Date: 03/08/2019 Owner: LENNAR HOMES OF CALIFORNIA INC Work Class: New Issue Date: 09/08/2020 Subdivision: Status: Closed - Finaled Expiration Date: 10/06/2021 Address: 1855 ARTEMISIA IVR Number: 17552 CARLSBAD, CA Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 05124/2021 05/24/2021 BLDG-Electric Meter 158034-2021 Passed Paul Burnette Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/19/2021 07/19/2021 BLDG-Fire Final 162117-2021 Passed Adalmira Maldonado Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 07/21/2021 07/21/2021 BLDG-Final Inspection 162467-2021 Failed Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency July 21, 2020: No 1. Outstanding correction items for pool building and bathroom areas and cabana areas. Informed superintendent Jesse regarding correction items. BLDG-Plumbing Final July 21, 2020: No 1. Outstanding correction items for pool building and bathroom areas and cabana areas. Informed superintendent Jesse regarding correction items. BLDG-Mechanical Final July 21, 2020: No 1. Outstanding correction items for pool building and bathroom areas and cabana areas. Informed superintendent Jesse regarding correction items. BLDG-Structural Final July 21, 2020: No 1. Outstanding correction items for pool building and bathroom areas and cabana areas. Informed superintendent Jesse regarding correction items. BLDG-Electrical Final July 21, 2020: No 1. Outstanding correction items for pool building and bathroom areas and cabana areas. Informed superintendent Jesse regarding correction items. 07/23/2021 07/23/2021 BLDG-Final Inspection 162694-2021 Passed Tony Alvarado Complete Friday, February 25, 2022 Page 3 of 4 Permit Type: BLDG-Commercial Application Date: 03/08/2019 Owner: LENNAR HOMES OF CALIFORNIA INC Work Class: New Issue Date: 09/08/2020 Subdivision: Status: Closed - Finaled Expiration Date: 10/06/2021 Address: 1855 ARTEMISIA IVR Number: 17552 CARLSBAD CA Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 03/29/2021 03/29/2021 BLDG-84 Rough 153662-2021 Passed Paul Burnette Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 04/08/2021 04/08/2021 BLDG-82 Drywall, 154513-2021 Failed Tim Kersch Reinspection Incomplete Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not ready. No BLDG-17 Interior Lath-Drywall No BLDG-18 Exterior Lath and No Drywall BLDG-23 Gas-Test-Repairs No 04/09/2021 04/09/2021 BLDG-82 Drywall, 154593-2021 Passed Paul Burnette Complete Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior Lath-Drywall Yes BLDG-18 Exterior Lath and Yes Drywall BLDG-23 Gas-Test-Repairs Yes 05/17/2021 05/17/2021 BLDG-33 Service 157481-2021 Failed Paul Burnette Reinspection Incomplete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency No Friday, February 25, 2022 - Page 2 of 4 Building Permit Inspection History Finaled ('sity of Carlsbad Permit Type: BLDG-Commercial Application Date: 03/08/2019 Owner: LENNAR HOMES OF CALIFORNIA INC Work Class: New Issue Date: 09/08/2020 Subdivision: Status: Closed - Finaled Expiration Date: 10/06/2021 Address: 1855 ARTEMISIA IVR Number: 17552 CARLSBAD CA Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/15/2020 09/15/2020 BLDG-21 138160.2020 Passed Paul Burnette Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-22 Sewer/Water 138159.2020 Passed Paul Burnette Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/23/2020 11/23/2020 BLDG-11 144500.2020 Passed Paul Burnette Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG 12 Steel/Bond 144501-2020 Passed Paul Burnette Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/13/2021 01/13/2021 BLDG-15 Roof/ReRoof 148219-2021 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/16/2021 02/16/2021 BLDG-13 Shear 150597-2021 Passed Paul Burnette Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/10/2021 03/10/2021 BLDG-23 152447-2021 Passed Paul Burnette Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/23/2021 03/23/2021 BLDG-84 Rough 153330-2021 Failed Paul Burnette Reinspection Incomplete Combo(14,24,34,44) Friday, February 25, 2022 Page 1 of 4 DATE: 6/04/2020 JURISDICTION: CARLSBAD EsGilV/0 A SAFEbutCornpary /APPLICANT URIS. PLAN CHECK #.: CBC2019-01 11 SET: III PROJECT ADDRESS: 1855 ARTEMISIA PROJECT NAME: TREVISO (POINSETTIA) POOL BLDG. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: ALAN CHIK Date contacted: 6fqh0(bI) Mail Telephone Fax In Person iI1 REMARKS: By: Bert Domingo for Au EsGil 5/21/2020 Telephone #: 949-204-4628 Email: alan.chikClennar.com Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 DATE: 3/07/2020 ASAE!bU!OL /APPLICANT PLI JURIS. JURISDICTION: CARLSBAD PLANCHECK#.: CBC2019-0111 SET: II PROJECT ADDRESS: 1855 ARTEMISIA PROJECT NAME: TREVISO (POINSETTIA) POOL BLDG. El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: ALAN CHIK Telephone #: 949-204-4628 Date contacted: 3191 b3z) Email: alan.chikIennar.com Mail Telephone Fax In Person REMARKS: By: Bert Domingo for Ali Enclosures: EsGil 2/19/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2019-01 11 3/07/2020 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0111 PROJECT ADDRESS: 1855 ARTEMISIA CONSTRUCTION = V-B; STORIES = ONE; HEIGHT = 13'; SPRINKLERS = YES; AREA = 692; TRELLIS = 400; OCCUPANCY = B/SI DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 2/19/2020 3/07/2020 REVIEWED BY: Bert Do FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD CBC2019-01 11 3/07/2020 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? Ll Yes Q No PLANS On Sheet PB-1, specify the trellis members size and spacing. Structural plans refer to architectural plans & vice versa. No response The 24" strike edge distance is measured on the pull side of the door adjacent to the sink on detail 2/PB-1. Fig. ii B-404.2.4.1 (a). No response STRUCTURAL Please dimension the mm. embedment of the longitudinal reinforcement from the CMU pier into the footing to show adequate development length on detail 18/SD2. No response Please provide section through the CMU pier and the flag pole footing to depict the outline of the longitudinal reinforcement as well as the lateral ties. See detail 18/SD2. No response Please provide structural calculations for the piers, flag pole footings & trellis members, as shown on the structural plans. No response The City Policy requires that their Special Inspection Agreement Form be completed and returned to the City prior to the permit being issued. No response MISCELLANEOUS Please provide Mechanical and Energy design plans with the next submittal. ii. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGil. Thank you. CARLSBAD CBC2019-01 11 3/07/2O2O [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0111 PREPARED BY: Bert Domingo DATE: 3/07/2020 BUILDING ADDRESS: 1855 ARTEMISIA BUILDING OCCUPANCY: B/Si; V-B BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier restroom! pool 692 Reg. Mod. VALUE ($) bldg trellis 400 Air Conditioning Fire Sprinklers TOTAL VALUE 55,570 Jurisdiction Code cb By Ordinance 1007 I mr c 1997 UBC Plan Check Fee V Type of Review: 121 Complete Review o Structural Only D_Repetitive Fee Repeats O Other Hourly EsGil Fee Hr. @ * $260.88 Comments: Sheet 1 of 1 EsGilV/0 A SAFEbuttCompany DATE: MAR. 20, 2019 JURISDICTION: CARLSBAD U APPLICANT U JURIS. PLAN CHECK#.: CBC2019-0111 PROJECT ADDRESS: 1855 ARTEMISIA SET: I PROJECT NAME: TREVISO (POINSETTIA) POOL BLDG. LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the juripsdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LIII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: El EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: ALAN CHIK Telephone #: 949-204-4628 Date contacted: (by: ) Email: alan.chik@lennar.com Mail Telephone Fax In Person El REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 3/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2019-0111 MAR. 20, 2019 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0111 PROJECT ADDRESS: 1855 ARTEMISIA CONSTRUCTION = V-B; STORIES = ONE; HEIGHT = 13'; SPRINKLERS = YES; AREA = 692; TRELLIS = 400; OCCUPANCY = B/SI DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 3/12 MAR. 20, 2019 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD CBC2019-01 11 MAR. 20, 2019 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? IJ Yes El No PLANS Please specify the scope of work under this permit on the cover sheet. 5. Please label Sheet CG-1 in the plan package, as per Sheet Index. For the work under this permit, on Sheet AO-0I, please indicate the type of construction = V-B; Stories = One; Height = 13'; Sprinklers = Yes, or No (pick one); Areas: Pool Building = 692; Trellis = 400-s.f. Please provide a site plan showing the location of the pool building and its distance to adjacent structures and to property lines. On Sheet PB-I, specify the trellis members size and spacing. Structural plans refer to architectural plans & vice versa. The 24" strike edge distance is measured on the pull side of the door adjacent to the sink on detail 2/PB-1. Fig. IIB-404.2.4.1(a). Please provide a door schedule with the sizes, types, elevations, hardware, HC accessibility notes, as related to the new doors under this permit. Show the required attic ventilation on the plans. Show "area required" and "area provided." The net free ventilating area shall not be less that 1/1 50th of the area of the space ventilated. Section 1203.2. Show location of attic access with a minimum size of 20"x30", unless the maximum vertical headroom height in the attic is less than 30". Section 1209.2. Revise the interior elevation details on Sheet PB-3, to show no fixtures within 12" above grab-bars, as shown. Section 11 B-609.3. STRUCTURAL Please dimension the mm. embedment of the longitudinal reinforcement from the CMU pier into the footing to show adequate development length on detail 18/SD2. Please provide section through the CMU pier and the flag pole footing to depict the outline of the longitudinal reinforcement as well as the lateral ties. See detail 18/SD2. CARLSBAD CBC2019-0111 MAR. 20, 2019 Please provide structural calculations for the piers, flag pole footings & trellis members, as shown on the structural plans. The City Policy requires that their Special Inspection Agreement Form be completed and returned to the City prior to the permit being issued. MISCELLANEOUS Please provide Plumbing, Electrical, Mechanical and Energy design plans with the next submittal. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. at EsGiI. Thank you. CARLSBAD CBC2019-0111 MAR. 20, 2019 [DO NOT PAY- THIS IS NOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0111 PREPARED BY: ALl SADRE, S.E. DATE: MAR. 20, 2019 BUILDING ADDRESS: 1855 ARTEMISIA BUILDING OCCUPANCY: B/Si; V-B BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier restroom! pool 692 Reg. Mod. VALUE ($) bldg trellis 400 Air Conditioning Fire Sprinklers TOTAL VALUE 55,570 Jurisdiction Code cb By Ordinance 1007 I PC n..;1,4;- D-.;+ P- 1997 UBC Plan Check Fee V Type of Review: El Complete Review o Structural Only Repetitive Fee Repeats El Other Hourly EsGil Fee Hr. @ * Comments: Sheet 1 of 1 ff887 C) SINCE / 1 9 6", A TRUSTED PARTNER IN INNOVATION, QUALITY & SERVICE STRUCTURAL CALCULATIONS Treviso Pool Building Carlsbad, San Diego, CA Gouvis Job No.: 64951 06/26/2019 Developer: Lennar Homes of California Architect: KTGY Group, Inc. 64238 Exp. &3O/19 I V 949.752.1612 15 Studebaker Irvine, CA 92618 Huan Nguyen, Director C64238 Exp. Date 6/30/2019 The attached calculations are valid only when bearing original or electronic signature of Huan Nguyen, Hereon. - - - Page1of264 www.gouvisgroup.com Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam - PAGE: JOB NO.: 64951 wMK *. [ic DATE: 08/24/2018 G - consulting group, inc. CLIENT: Lennar Homes of California (513) SHEAR WALL SCHEDULE 2016 CALIFORNIA BUILDING CODE (1), (3) SILL PLATE CONNECTION 1/4"0x6" SDS 1/4"04" SDS SHEAR EDGE FIELD ALLOWABLE FRAMING CLIPS A35's, PANEL SHEATHING NAILING NAILING SHEAR 16d's SCREWS SCREWS LS50's OR LTP4's TYPE (8) (COMMON) (COMMON) (PLF) SINKER LSL & DF LVL (5),(6) (9) RIM BOARD RIM BOARD A - 3/8' APA rated 8 d's @ 6" D.C. 8 d's @ 12' O.C. - 260 -'(7) @6' D.C. @ 16' O.C.@ 14' O.C. @ 16" O.C. 220 3/8" APA rated 8d's @ 4" O.C. 8d's @ 12" O.C. - 380 (7) @4" O.C. @12" O.C. @10" D.C. @12" O.C. (4) (2) 320 3/8" APA 8 d's 8 d's 490 _- (7) (10) (10) (10) (10) (4) (2) rated @3' O.C. @ 12" D.C. 410 @ 3" O.C. @ 8" O.C. @ 7" O.C. @ 8" O.C. 3/8" APA 8 d's 8 d's 640 - (7) (10) (10) (10)1 (10) (4) (2) rated @ 2' O.C. @ 12" O.C. ,- 530 @ 2" O.C. @ 6" O.C. @ 5" O.C. @ 8" O.C. L\ 15/32" APA 10 d's 10 d's (10) 2 ROWS (10) (10) (10) (4) (2) rated Structural I @2" O.C. @ 12" O.C. 870 STAGG. @ 5" D.C. @4" O.C. @6" D.C. @3"O.C. ______ (1) SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. (2) PROVIDE 3' NOMINAL DR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. (3) STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. (4) PERIODIC SPECIAL INSPECTION IS REQUIRED. (5) USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.). (6) USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. 1(7) ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24' O.C. MAX. '(8) SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C. FOR DOUBLE SIDED SHEAR PANELS: USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE USE ONLY 1/4"04" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES A&A SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING, FOR TYPES/\ ,A\&L\. REV. 12/19/2016 GOUVIS consulting group, inc. DESIGN CRITERIA: Code: 2016 CBC Wind Exposure: C, Speed = 110mph Seismic Design Category : D, S= 1.08, S1= 0.42, S0=0.770, S010.442, Rx 6.5, Ry =6.5 Maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, 8X Beams and Headers: No.1 or Better 2X Joists and Rafters: No. 2 or Better Plates and Blocking: Standard Grade or Better Studs: Stud Grade or Better Mud Sills: Pressure Treated Utility Grade or Better Parallam PSL Beams and Headers: Grade 2.OE DF, Fb= 2900 psi(MIN), Fv= 290 psi(MIN) Versa-Lam LVL Beams and Headers: Grade 2.OE, Fb= 2900 psi(MIN), Fv= 285 psi(MIN) TimberStrand LSL Beams and Headers: Grade 1.55E, Fb= 2325 psi(MIN), Fv= 425 psi(MIN) TimberStrand LSL Rim Board and Headers: Grade 1.3E, Fb= 1700 psi(MIN), Fv= 425 psi(MIN) Glu-Lam Beams and Headers: 24F-V4, DF/DF, 1.8E, Fb= 2400(T)/1850(B) psi (MIN), Fv= 265 psi(MIN) N/A EXTERIOR WALL (WALL_E): DL= 15 INTERIOR WALL (WALL-1): DL = 10 PRIMARY ROOF (ROOF_P) Pitch: 4 K= Increase for pitch: 1.05/12 Typ. Truss @ 24" 0/C x K 2.53 Plywood(1/2") x K 1.63 1/2" Gyp. Board 2.20 Conc. Tile x K 10.54 sprinkler: 1.00 Misc: 2.10 Snow Load: 0.00 Dead Load: 20.00 Live Load: 20.00 Job :64951 Plan :POOL-8D Version: 6.72 () IL IT P POOL RE ROO RFTE () () ROOF SHEAR WALL LAYOUT POOL BUILDING __ H (JE Gouvlsengiileering consulting group, inc. GOUVIS LJ Job :64951 consulting group, inc. SECTION 1 - DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 12.3 B = 47.0 L = 23.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 14.3 WIDTH = 29.0 DEPTH = 23.3 PLATE HT.: 1-FLR = 10.0 ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICENTS: Kd=0.85, K= 1.00, G = 0.85, Gc= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, U => YES WIND HEIGHT (Fl): 15 20 25 30 40 50 WALL PRESSURE wP (PSF): 24.7 25.65 26.42 27.09 28.18 29.08 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Hip Roof W=29 L11.5 Windward -15.09 15.09 55.85 25.67 4966 2283 Hip Roof W=29 L=11.5' LeeWard 55.85 25.67 -15.09 15.09 4966 2283 Over Hang W=29 L3' 0 0 0 0 1322 1322 WIND LOAD: ROOF = 98.55 = 0.6 x 164.25 PLF (MAX.) UPLIFT AVE. = 10.02 PSF MAX TOTAL = 98.55 PLF SEISMIC PARAMETERS: Ss= 1.08 S 0.42 Fa= 1.07 F0= 1.58 R=6.50 SITE CLASS:D S0 2F8S5/3 =0.769 S012F0Si/3 =0.442 SocD Ie=1.00 k =1.00 V= 5osxIxW/1.4 xR= 0.0845W ROOF: DL ROOF = 20.00 x 763.00 /29.00 = 526.21 PLF DL EXT WALL = 15.00 x 58.00 x 5.00 / 29.00 = 150.00 PLF DL INT WALL = 10.00 x 20.00 x 5.00 / 29.00 = 34.48 PLF SHEAR = 0.0845 x (526.21 + 150.00 + 34.48) = 60.05 PLF SHEAR ROOF= 60.05 x 710.69 x 10.0 /7107 = 60.05 PLF (78.07 PLF 1) ROOF: 98.55 PLF WIND GOVERN ROOF DIAPHRAGM: V = 98.55 PLF ALIGN MAX SHEAR= 98.55 x 29.00 / (2 x 23.25) = 61.46 PLF USE: 15/32' CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 611. 611,12" 0. C. CHORD FORCE= 98.55 x 29.00 2 / (8 x 23.25) = 445.58 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" a C. (STANDARD CONSTRUCTION) SECTION 1 - DIRECTION T BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 12.3 B = 47.0 L = 23.0 SECTION DIMENSION (FT): BASE HI = 0.5 HEIGHT = 13.0 WIDTH = 23.3 DEPTH = 29.0 PLATE HI.: 1-FLR = 10.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICIENTS: Kd0.85, K 1.00, G = 0.85, GcF ±0.18, w = 1.00, q= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, U => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (PSF): 20.86 21.81 22.58 23.24 24.34 25.24 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Gable W23.25' L=14.5' Windward 27.94 48.05 24.2 4.09 5840 3127 Gable W23.25' L14.5' Lee Ward 24.2 4.09 27.94 48.05 5840 3127 Over Hang W23.25' L=0.5' 0 0 0 0 177 177 WIND LOAD: ROOF = 93.86 = 0.6 x 156.43 PLF (MAX.) UPLIFT AVE. = 10.55 PSF MAX TOTAL = 93.86 PLF SEISMIC PARAMETERS: Ss 1.08 S1 = 0.42 Fa= 1.07 F= 1.58 R2=6.50 SITE CLASS:D Sos=2F2S/3 =0.769 SD12FVS1/3 =0.442 SDcD Ie1.00 k1.00 V= SDSX I x W / 1.4 x R= 0.0845W ROOF: DL ROOF = 20.00 x 763.00 / 23.25 = 656.34 PLF DL EXT WALL = 15.00 x 46.50 x 5.00 / 23.25 = 150.00 PLF DL INT WALL = 10.00 x 35.00 x 5.00 / 23.25 = 75.27 PLF SHEAR = 0.0845 x (656.34 + 150.00 + 75.27) = 74.50 PLF SHEAR ROOF= 74.50 x 881.61 x 10.0 / 8816 = 74.5 PLF (96.85 PLF(')) ROOF: 93.86 PLF WIND GOVERN ROOF DIAPHRAGM: V = 96.85 PLF ALIGN MAX SHEAR= 96.85 x 23.25 / (2 x 29.00) = 38.82 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 12" D.C. CHORD FORCE= 96.85 x 23.25 2 / (8 x 29.00) = 225.65 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" D.C. (STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Version: 6.72 GOUVISE consulting group, inc. I lL_ROOF Wind: 1429 29.oOft Seismic: 871 Wind: 1429(LB) Seismic: 1292(LB) = 1.3 * (871 + 123) Job :64951 Plan:POOL—BD 10.00 Strap (E) 000 I_r A 2333 -847 Drag Force Analysis A: Simpson 5T22 (11921-13) ALT (10) #16 sinker per top plate splice Design Analysis WALL 1 1st Floor ON GRID I Exterior Direction: L Location: (0.00,23.33) Total Length = 23.33 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 1429 / 23.33 = 61 plf Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1429 I 8.00 = 179 plf (Flexible) Max. Drag = 847 lbs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 0.862' :5 0.020 x 120.00 = 2.400' Use TYPE I Design Report: Loads: Wall 150 00 p1f 15x 1000 Overturn Analysis Uplift(T) Down(C) Panel GA b = 8.00 h = 10.00 Net length = 8.00 Left Side: T = 1453 LB C = 1958 LB STHD10I4x4 Right Side: T= 1453 LB C= 1958 LB STHD10/4x4 Use STHDI0/4x4 on both ends w/(3) 5/8"x 12 " Anchor Bolt (@40 0. C. max) (p = 1.3) Version 6.72 GOUVIS811191MOKUP69 consulting group, inc. 1 L_ROOF 29.0011 Wind: 1429 Seismic: 871 Job :64951 Plan:POOL—BD Wind. 1429(LB) Seismic: 1280(LB) = 1.3 *(871 + 114) 11000 Strap (E) 0.00 A 2334 -939 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 2 1st Floor ON GRID 2 Exterior Direction: L Location: (29.00,23.33)' Total Length = 23.34 ft Total panel Length = 8.00ft (Net Length 8.00ft) Shear Diaphragm = 1429 / 23.34 = 61 plf Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1429 I 8.00 = 179 plf (Flexible) Max. Drag = 939 lbs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 0.851 :5 0.020 x 120.00 = 2.400 Use TYPE I Design Report: Loads: Wall 150.00 plf 15x 1000 Overturn Analysis Uplift(T) Down(C) Panel nA b = 8.00 h = 10.00 Net length = 8.00 Left Side: T= 1453 LB C = 1958 LB STHD10/4x4 Right Side: T = 1453 LB C = 1958 LB STHD10I4x4 Use STHDI0!4x4 on both ends w/(3) 5/8x 12 Anchor Bolt (@40 0. C. max) (p1.3) Version. 6.72 GOUVIS[ consulting group, inc. 1T—ROOF Wind: 1079 23.00ft Seismic: 857 Job 64951 Plan POOL—BID Wind: 1079(LB) Seismic: 1321(LB) = 1.3 *(857 + 159) _H H HWiI II II_IlUl f.1.Z.I,I&1,1.II1,l,1, lii 11000 0 Strap (E) 911 0.001 A1 2900 2000 2800 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL A 1st Floor ON GRID A Exterior Direction: T Location: (0.00,0.00) Total Length = 29.00 ft Total panel Length = 8.00ft (Net Length 8.00ft) Shear Diaphragm = 1321 /29.00 = 46 pIt Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1321 / 8.00 = 165 plf (Flexible) Max. Drag = 911 lbs Max panel deflection: AM = (4.0/1.00)xs x 1.4 = 0.885"s 0.020 x 120.00 = 2.400" Use TYPE I Design Report: Loads: Wall 15000 p/f" 15x 1000 Overturn Analysis Uplift(T) Down(C) Panel b = 8.00 h = 10.00 Net length = 8.00 Left Side: T = 1382 LB C = 1817 LB STHD1 0/4x4 Right Side: T= 1382 LB C= 1817 LB STHD10/4x4 Use STHDI0/4x4 on both ends w/(3) 5/8"x 12" Anchor Bolt (@40" 0. C. max) (p = 1.3) Version: 6.72 GouvIsengneerkw consulting group, inc. I IT—ROOF Wind: 1079 23.00ft Seismic: 857 Job :64951 Plan :POOL—BD Wind: 1079(LB) Seismic: 1341(LB) = 1.3 *(857 + 175) 6.00 2.0 H675 1146 2.71 110 .00 Strap (E) I Hold down 0.00 .____,or .._. A 28.92 8,00 -657 Drag Force Analysis A: Simpson ST22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL B 1st Floor ON GRID B Exterior Direction: T Location: (0.00,23.33) Total Length = 28.92 ft Total panel Length = 6.75ft (Net Length= 6.75ft) Shear Diaphragm = 1341 / 28.92 = 46 pIt Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1341 /6.75 = 199 pIt (Flexible) Max. Drag = 657 lbs Max panel deflection: AM = (4.0/1.00)xs x 1.4 = 1.176":5 0.020 x 120.00 = 2.400' Use TYPE I Design Report: Loads: wall 150.00 plf= 15x 10.00 Overturn Analysis Uplift(T) Down(C) Panel b = 6.75 h = 10.00 Net length = 6.75 Left Side: T = 1777 LB C = 2181 LB STHD10/4x4 Right Side: T = 1849 LB C = 2181 LB HTT5/4x4 (*) (1) w/ DBL BLK'G Use STHDI0/4x4 @ L. and Use HTT5/4x4 (I) @ R. w/(3) 5/8"x 12"Anchor Bolt (@32' O.C. max) (p = 1.3) * User refered Version: 6.72 (I) Hold down Inside of panel (0) Hold down Outside of panel Jo 3/1112019 GOUVIS corisiiltmg group, inc. PAGE: JOB NO.: 64951 DATE: 08/24/2018 CLIENT: Lennar Homes of California (513) CBC20I9-01 11 GOUVIS engineering consulting group, inc. DESIGN CRITERIA: Code: 2016 CBC Wind Exposure: C, Speed = 110mph Seismic Design Category : D, S= 1.08, Sr= 0.42, S05 0.770, SD10.442, Rx 6.5, Ry =6.5 Maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better 6X, 8X Beams and Headers: No.1 or Better 2X Joists and Rafters: No. 2 or Better Plates and Blocking: Standard Grade or Better Studs: Stud Grade or Better Mud Sills: Pressure Treated Utility Grade or Better Parallam PSL Beams and Headers: Grade 2.OE DF, Fb= 2900 psi(MIN), Fv= 290 psi(MIN) Versa-Lam LVL Beams and Headers: Grade 2.OE, Fb= 2900 psi(MIN), Fv= 285 psi(MIN) TimberStrand LSL Beams and Headers: Grade 1.55E, Fb= 2325 psi(MIN), Fv= 425 psi(MIN) TimberStrand LSL Rim Board and Headers: Grade 1.3E, Fb= 1700 psi(MIN), Fv= 425 psi(MIN) Glu-Lam Beams and Headers: 24F-V4, DF/DF, 1.8E, Fb= 2400(T)/1 850(B) psi (MIN), Fv= 265 psi(MIN) N/A EXTERIOR WALL (WALL_E): DL = 15 INTERIOR WALL (WALL-1): DL = 10 PRIMARY ROOF (ROOF_P) Pitch: 4 K = Increase for pitch: 1.05/12 Typ. Truss @ 24" 0/C x K 2.53 Plywood(1/2") x K 1.63 1/2' Gyp. Board 2.20 Conc. Tile x K 10.54 sprinkler: 1.00 Misc: 2.10 Snow Load: 0.00 Dead Load: 20.00 Live Load: 20.00 Job :64951 Plan :POOL—BID Version: 6.72 01M 10 " CLG. C Co El inmoo- CONE RES POOL N REM GOUVIS consulting group, inc. IL 01 ROOF SHEAR WALL LAYOUT POOL BUILDING Job :64951 GOUVIS engineering Plan consulting group, inc. SECTION 1 - DIRECTION L BLDG DIMENSION (FT): BASE HT = 0.5 HEIGHT = 12.3 B = 47.0 L = 23.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 14.3 WIDTH = 29.0 DEPTH = 23.3 PLATE HT.: 1-FLR = 10.0 ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSUREC COEFFICENTS: K4 =0.85, K= 1.00, C = 0.85, Gc= ±0.18, w = 1.00, qh= 22.35PSF INTERPOLATION: L/B => YES, h/L => YES, 8 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (PSF): 24.7 25.65 26.42 27.09 28.18 29.08 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Hip Roof W29' L11.5' Windward -15.09 15.09 55.85 25.67 4966 2283 Hip Roof W=29 L=11.5' LeeWard 55.85 25.67 -15.09 15.09 4966 2283 Over Hang W29' L=3 0 0 0 0 1322 1322 WIND LOAD: ROOF = 98.55 = 0.6 x 164.25 PLF (MAX.) UPLIFT AVE. = 10.02 PSF MAX TOTAL = 98.55 PLF SEISMIC PARAMETERS: S 1.08 S1 ' 0.42 F8 1.07 F0 1.58 R,=6.50 SITE CLASS:D Sos=2FaSsI3 0.769 5D12F051/3 =0.442 SDcD Ie1.00 k =1.00 Vm SDSX IxW/ 1.4x R= 0.0845W ROOF: DL ROOF = 20.00 x 763.00 / 29.00 = 526.21 PLF DL EXT WALL = 15.00 x 58.00 x 5.00/29.00 = 150.00 PLF DL INT WALL = 10.00 x 20.00 x 5.00 / 29.00 = 34.48 PLF SHEAR = 0.0845 x (526.21 + 150.00 + 34.48) = 60.05 PLF SHEAR ROOF= 60.05 x 710.69 x 10.0/7107 = 60.05 PLF (78.07 PLF') ROOF: 98.55 PLF WIND GOVERN ROOF DIAPHRAGM: V = 98.55 PLF ALIGN MAX SHEAR= 98.55 x 29.00 / (2 x 23.25) = 61.46 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w/8d COMMON NAILS AT 6", 6", 120. C. CHORD FORCE= 98.55 x 29.00 1/ (8 x 23.25) = 445.58 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" 0. C. (STANDARD CONSTRUCTION) SECTION 1 - DIRECTION T BLDG DIMENSION (FT): BASE HTO.5 HEIGHT m12.3 B=47.0 L=23.0 SECTION DIMENSION (FT): BASE HT = 0.5 HEIGHT = 13.0 WIDTH = 23.3 DEPTH = 29.0 PLATE HI.: 1-FLR = 10.0' ASCE 7-10 DIRECTIONAL PROCEDURE WIND PARAMETERS: WIND SPEED = 110MPH WIND EXPOSURE = C COEFFICIENTS: K,=0.85, K= 1.00, G = 0.85, G 9= ±0.18, w = 1.00, q= 22.35PSF INTERPOLATION: UB => YES, hIL => YES, 8 => YES WIND HEIGHT (FT): 15 20 25 30 40 50 WALL PRESSURE wP (PSF): 20.86 21.81 22.58 23.24 24.34 25.24 ROOF ELEMENT WDIR+ WDIR- OWDIR+ OWDIR- UDIR+ UDIR- Gable W=23.25' L=14.5' Windward 27.94 48.05 24.2 4.09 5840 3127 Gable W=23.25' L=14.5' LeeWard 24.2 4.09 27.94 48.05 5840 3127 Over Hang W=23.25' L0.5' 0 0 0 0 177 177 WIND LOAD: ROOF = 93.86 = 0.6 x 156.43 PLF (MAX.) UPLIFT AVE. = 10.55 PSF MAX TOTAL = 93.86 PLF SEISMIC PARAMETERS: 5r 1.08 Sim 0.42 F5 1.07 F5 1.58 R.,=6.50 SITE CLASS:D S09m2Fe Ss/3 =0.769 501 2F551/3 =0.442 Soc D Ie1.00 k =1.00 V= SDSX IxW/ 1.4x R= 0.0845W ROOF: DL ROOF = 20.00 x 763.00 / 23.25 = 656.34 PLF DL EXT WALL = 15.00 x 46.50 x 5.00 / 23.25 = 150.00 PLF DL INT WALL = 10.00 x 35.00 x 5.00 / 23.25 = 75.27 PLF SHEAR = 0.0845 x (656.34 + 150.00 + 75.27) = 74.50 PLF SHEAR ROOF= 74.50 x 861.61 x 10.0 / 8816 = 74.5 PLF (96.85 PLF")) ROOF: 93.86 PLF WIND GOVERN ROOF DIAPHRAGM: V = 96.85 PLF ALIGN MAX SHEAR= 96.85 x 23.25 / (2 x 29.00) = 38.82 PLF USE: 15/32" CDX RATED UNBLOCKED 32/16 w18d COMMON NAILS AT 6". 6", 12" O.C. CHORD FORCE= 96.85 x 23.25 1 / (8 x 29.00) = 225.65 LBS SPLICE WI MIN. (5) 16d SINKER NAILS EACH SIDE OF SPLICE AT 8" 0. C. (STANDARD CONSTRUCTION) (1) Load from Diaphragm Only Version. 6.72 Job :64951 GOUVIS engineering Plan consulting group, inc. I 1L—ROOF Wind: 1429 29.00ft Seismic: 871 Wind: 1429(LB) Seismic: 1292(LB) = 1.3 * (871 + 123) 110.00 Strap (E) A 2333 1.50 9.50 -847 Drag Force Analysis A: Simpson ST22 (11921-13) ALT (10) #16 sinker per top plate splice Design Analysis WALL 1 1st Floor ON GRID I Exterior Direction: L Location: (0.00,23.33) (p = 1.3) Total Length = 23.33 ft Total panel Length = 8.00ft (Net Length= 8.00ft) Shear Diaphragm = 1429 / 23.33 = 61 plf Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1429 I 8.00 = 179 plf (Flexible) Max. Drag = 847 lbs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 0.862 S 0.020 x 120.00 = 2.400 Use TYPE I Design Report: Loads: wall 150.00 plf= 15x 1000 Overturn Analysis Uplift(T) Down(C) Panel M b = 8.00 h = 10.00 Net length = 8.00 Left Side: T = 1453 LB C = 1958 LB STHD10/4x4 Right Side: T = 1453 LB C = 1958 LB STHD10/4x4 Use STHD10l4x4 on both ends w/(3) 5/8x 12Anchor Bolt (@40 O.C. max) Version: 6.72 GOUVIS engineering Job :64951 Plan:POOL—BD consulting group, inc. iL_ROOF I Wind: 1429 29.00ft Seismic: 871 Wind: I429(LB) Seismic: 1280(LB) = 1.3 * (871 +114) 10.00 Strap (E) 0.00 A 23.34 -939 Drag Force Analysis A: Simpson 5T22 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL 2 1st Floor ON GRID 2 Exterior Direction: L Location: (29.00,23.33) (p = 1.3) Total Length = 23.34 ft Total panel Length = 8.00ft (Net Length= 8.00ff) Shear Diaphragm = 1429 / 23.34 = 61 plf Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1429 / 8.00 = 179 plf (Flexible) Max. Drag = 939 lbs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 0.851":5 0.020 x 120.00 = 2.400 Use TYPE 1 Design Report: Loads: Wall 150.00 plf= 15x 10.00 Overturn Analysis Uplift(T) Down(C) Panel b = 8.00 h = 10.00 Net length = 8.00 Left Side: T = 1453 LB C = 1958 LB STHD10/4x4 Right Side: T = 1453 LB C = 1958 LB STHD10/4x4 Use STHD10/4x4 on both ends w/(3) 5/8"x 12"AnchorBolt (@40" O.C. max) Version: 6.72 GOUVIS engineering consulting group, inc. 1T_ROOF Wind: 1079 23.00ft Seismic: 857 Job :64951 Plan :POOL-13D Wind: 1079(LB) Seismic: 1321 (LB) = 1.3 *( 857 + 159) I I I I 110.00 600 200 400 200 400 20 600 Strap (E) 911 000 2900 2000 28.00 Drag Force Analysis A: Simpson ST22 (11921-13) ALT (10) #16 sinker per top plate splice Design Analysis WALL A 1st Floor ON GRID A Exterior Direction: I Location:(0.00,0.00) (p = 1.3) Total Length = 29.00 ft Total panel Length = 8.00ft (Net Length= 8.00ff) Shear Diaphragm = 1321 / 29.00 = 46 plf Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1321 /8.00 = 165 plf (Flexible) Max. Drag = 911 lbs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 0.885 0.020 x 120.00 = 2.400 Use TYPE 1 Design Report: Loads: Wall 150.00 plf= 15x 10.00' Overturn Analysis Uplift(T) Down(C) Panel b = 8.00 h = 10.00 Net length = 8.00 Left Side: T= 1382 LB C= 1817 LB STHD10/4x4 Right Side: T = 1382 LB C = 1817 LB STHD10/4x4 Use STHDI0/4x4 on both ends w/(3) 5/8"x 12" Anchor Bolt (@40' 0. C. max) Version. 6.72 GOUVIS engineering consulting group, inc. iT_ROOF Wind: 1079 230011 Seismic: 857 Job :64951 Plan TOOL—BD Wind: 1079(LB) Seismic: 1341(LB) = 1.3 * (857 + 175) 6.00 2.0d'6.75 I 11.46 2.71 Strap (E) I Hold down 0.001 A 26.92 6.00 -657 Drag Force Analysis A: Simpson S122 (1192LB) ALT (10) #16 sinker per top plate splice Design Analysis WALL B 1st Floor ON GRID B Exterior Direction: T Location: (0.00,23.33) Total Length = 28.92 ft Total panel Length = 6.75ft (Net Length= 6.75ft) Shear Diaphragm = 1341 / 28.92 = 46 plf Use (4 A35) or (3 LS50) Along Line of Shear Panel or for Framing Clips Spacing See S.W. Schedule Design Wall Shears = 1341 / 6.75 = 199 plf (Flexible) Max. Drag = 657 lbs Max panel deflection: AM = (4.0/1.00) x As x 1.4 = 1.176":5 0.020 x 120.00 = 2.400 Use TYPE 1 Design Report: Loads: Wall 150.00 plf= 15x 10.00' Overturn Analysis Uplift(T) Down(C) Panel G b = 6.75 h = 10.00 Net length = 6.75 Left Side: T = 1777 LB C = 2181 LB STHD10/4x4 Right Side: T = 1849 LB C = 2181 LB HTT5I4x4 (*) (I) WI DBL BLK'G Use STHD10I4x4 @ L. and Use HTT5/4x4 (I) @ R. w/(3) 5/8"x 12" Anchor Solt (@32" CC. max) (p = 1.3) 110.00 User refered Version: 6.72 (I) Hold down Inside of panel (0) Hold down Outside of panel I I I GROUP I DELTA I / REPORT OF GEOTECHNICAL INVESTIGATION / POINSETTIA 61 DEVELOPMENT / CARLSBAD, CALIFORNIA Prepared for LENNAR HOMES 25 Enterprise, u,te 300 Aliso Viejo, California 92656 I I Ii I ,-,.Preparedby N GROUP DELTA CONSULTANTS,iNC.- 9245 Activity Road, Suite 103 San Diego, California 92126 Project No. 5D412 - I Novembei CBC20I9-0111 1855 ARTEMISIA TREVISIO (POINSETTIA 61): NEW POOL BUILDING/REST ROOM I I I GROUP DELTA November 20, 2014 I Lennar Homes 25 Enterprise, Suite 300 I Aliso ViejoçCälifoTi2656 Attention: Mr. Andrew Han I I SUBJECT REPORT OF GEOTECHNICAL INVESTIGATION Poinsettia' 61 Developmnt Carlsbad, California \ I Mr. Han: I W are pleased to submitthis preliminary geotechnical investigation for the proposed Poinsettia 61 development in Carlsbad, California. The development will include mass grading for 140 residential I ,/lots with associated streets, retaining walls, and underground utilities. A future bridge is also proposed for the site. Specific conclusions regarding the potential geotechnical constraints at the site, and geotec4cal rcommendations for grading, foundation, retaining wall and pavement I design are provided in the following report. / \ I We appreciate this opportunity to be of continued professional service. Feel free to contact the office with any questions or comments, or if you needanything else. I GROUDELTA CONSULTANTS I I Matthew A. Fagan, G.E. 2569 N James C. Sanders, C.E.G. 2258 N - -•. - 7 Senior Geotechnical Engineer Senior Engineeling Geologist N I Distribution: (1) Addressee, Mr. Andrew Han (an?'ew.han@lennar.com) E&S/o Exp. 12-31-15 060LOCUST OFC OF Report of Geotechnical Investigation Poinsettia 61 Development Lennar Homes GDC Project No. SD412 November 20, 2014 Page i TABLE OF CONTENTS 1.0 INTRODUCTION............................................................................................................1 1.1 Scope of Services ...................................................................................................... 1 1.2 Site Description ........................................................................................................2 1.3 Proposed Development ............................................................................................ 2 2.0 FIELD AND LABORATORY INVESTIGATION ....................... . ............................................. 2 3.0 GEOLOGY AND SUBSURFACE CONDITIONS...................................................................3 3.1 Santiago Formation ..................................................................................................4 3.2 Young Alluvial Deposits ............................................................................................4 3.3 Fill .............................................................................................................................5 3.4 Groundwater ............................................................................................................ 5 4.0 GEOLOGIC HAZARDS .................................................................................................... 4.1 Ground Rupture ........................................................................................................ 5 4.2 Seismicity .................................................................................................................. 6 4.3 Liquefaction and Dynamic Settlement.....................................................................6 4.4 Landslides and Lateral Spreads ................................................................................6 4.5 Tsunamis, Seiches and Flooding...............................................................................7 5.0 CONCLUSIONS..............................................................................................................8 6.0 RECOMMENDATIONS ................................................................................................. 10 6.1 Plan Review ............................................................................................................10 6.2 Excavation and Grading Observation.....................................................................10 6.3 Earthwork...............................................................................................................10 6.3.1 Site Preparation .......................................................................................... 10 6.3.2 Compressible Soils ...................................................................................... 11 6.3.3 Expansive Soils ............................................................................................ 11 6.3.4 Building Areas.............................................................................................11 6.3.5 Fill Compaction ........................................................................................... 12 6.3.6 Bulk/Shrink Characteristics ........................................................................12 6.3.7 Surface Drainage ........................................................................................12 6.3.8 Subsurface Drainage ......................................... . .......................................... 13 N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page ii I 6.3.9 Slope Stability.............................................................................................13 6.3.10 Temporary Excavations..............................................................................15 I 6.4 Preliminary Foundation Recommendations ..........................................................15 6.4.1 Post-Tension Slab Foundations ..................................................................15 I 6.4.2 Settlement .................................................................................................. 16 6.4.3 Lateral Resistance.......................................................................................16 I 6.4.4 Slope Setback .............................................................................................16 6.4.5 Seismic Design ............................................................................................16 I 6.5 On-Grade Slabs.......................................................................................................17 6.5.1 Moisture Protection for Slabs ....................................................................17 I 6.5.2 Exterior Slabs .............................................................................................. 18 6.5.3 Expansive Soils............................................................................................18 I 6.5.4 Reactive Soils ............................................................................................... 19 6.6 Earth-Retaining Structures ..................................................................................... 19 6.7 Preliminary Pavement Design ................................................................................19 6.7.1 Asphalt Concrete........................................................................................20 1 6.7.2 Portland Cement Concrete.........................................................................20 6.7.3 Interlocking Concrete Paver Blocks............................................................20 1 6.8 Pipelines .................................................................................................................21 6.8.1 Thrust Blocks ..............................................................................................21 1 6.8.2 Modulus of Soil Reaction............................................................................21 6.8.3 Pipe Bedding...............................................................................................22 7.0 LIMITATIONS..............................................................................................................22 8.0 REFERENCES...............................................................................................................22 [1 I I I Aoftw MOUP DEL—TA N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. S0412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page iii LIST OF TABLES Table 1 2013 CBC Acceleration Response Spectra (Site Class C) Table 2 2013 CBC Acceleration Response Spectra (Site Class D) LIST OF FIGURES Figure 1A Site Location Map Figure lB Site Vicinity Plan Figure 2A Rough Grading Plan (North) Figure 213 Exploration Plan (North) Figure 2C Rough Grading Plan (South) Figure 2D Exploration Plan (South) Figure 3A Regional Geologic Map Figure 313 Regional Topography Figure 3C 100-Year Floodplain Figure 3D Tsunami Inundation Map Figure 4A Regional Fault Map Figure 4B Local Fault Map Figure 5 Lot Transition Details Figure 6 Canyon Subdrain Details Figure 7 Slope Grading Details Figure 8 Buttress Details Figure 9 Wall Drainage Details LIST OF PLATES Plate 1 Geotechnical Map LIST OF APPENDICES Appendix A Field Exploration Appendix B Laboratory Testing Appendix C Slope Stability Analysis ft DUF DD..T1 N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc I I REPORT OF GEOTECHNICAL INVESTIGATION POINSETTIA 61 DEVELOPMENT LENNAR HOMES 1.0 INTRODUCTION The following report presents the results of our geotechnical investigation for the proposed Poinsettia 61 development in Carlsbad, California. The property is located roughly two miles east of Interstate 5 at the eastern terminus of Poinsettia Lane, as shown on the Site Location Map, Figure 1A. The planned development will be located in both the northern and southwest portions of the property, as shown on the Site Vicinity Plan, Figure lB. The preliminary rough grading plans for the site are presented in Figures 2A and 2C. Aerial photographs showing the approximate locations of the borings we conducted for this study are provided in Figures 2B and 21). Our investigation was performed to provide an overview of the general geotechnical constraints to site development, and provide geotechnical recommendations for mass grading and the preliminary design of the proposed structures, pavements and surface improvements. The recommendations presented herein are based on our subsurface exploration, laboratory testing, engineering and geologic analyses, and previous experience with similar geologic conditions. 1.1 Scope of Services This report was prepared in general accordance with the provisions of the referenced proposal (GDC, 2014b). In summary, we provided the following scope of services. A geologic reconnaissance of the surface characteristics of the site and a review of the pertinent reports referenced in Section 8.0. A subsurface exploration of the site including 19 exploratory borings, 2 percolation tests, and 11 test pits. The approximate exploration locations are shown on the Geotechnical Map, Plate 1. Logs of the explorations are provided in Appendix A. Laboratory testing of soil samples collected from the borings and test pits. Laboratory tests included sieve analysis, Atterberg Limits, Expansion Index, pH, resistivity, soluble sulfate and chloride, maximum density, optimum moisture, direct shear and R-Value. The laboratory test results are presented in Appendix B. Engineering analysis of the field and laboratory data to help develop preliminary recommendations for site preparation, remedial earthwork, slope stability, foundation, pavement and retaining wall design, soil reactivity, and site drainage and moisture protection. Our slope stability analyses are shown in Appendix C. Preparation of this report summarizing our findings, conclusions and geotechnical recommendations for site development. DLJF DD...Ttt N:\Projects\SD\S0412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc I I I I Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page MM 1.2 Site Description — The subject site consists of a 61.4 acre parcel located southeast of the intersection between I Poinsettia Lane and Cassia Road, as shown on the Site Location Map, Figure 1A. The western edge of the site, and the central portion of the eastern edge of the site are bordered by existing residential developments. Most of the site is currently undeveloped, and the native chaparral was I recently burned by a wildfire. The development will be primarily located in the northern portion of the site, within an area that was previously used for agriculture. A small 17 lot subdivision is also proposed in the southwest corner of the site, as shown on the Site Vicinity Plan, Figure lB. A new bridge is also proposed to extend Poinsettia Lane across the existing canyon through the site. The site configuration is shown on the Exploration Plans (although these aerial photographs were I taken before the 2014 wildfire). A review of historic aerial photographs indicates that the 2:1 (horizontal to vertical) slopes along Poinsettia Lane were cut in 2010 to depths of 30-feet below the I natural grades. The remaining portions of the site contain the remnants of previous agricultural operations, including a variety of fences, unpaved roads, irrigation lines and structures. Much of the agricultural equipment was burnt, and will need to be removed from the site prior to grading. Site drainage flows to the south within a natural canyon, as shown in Figures 3A and 3B. A natural ridgeline crosses the site from the northeast to the southwest, as shown in Figure 3B. The top of I the ridgeline is roughly coincident with an unpaved road at the site. Elevations along the ridgeline range from a high of about 305 feet above mean sea level (MSL) along the northern edge of the site, down to a low of about 260 feet MSL in the southwest portion of the development. The site I slopes down from the ridgeline to a low of about 200 feet MSL in the northwest corner of the site, and to a low of about 210 feet MSL in the southeast corner of the northern development area. ' Much of the perimeter of the property is currently surrounded by fences. 1.3 Proposed Development I We understand that site development will likely include the construction of 140 one or two-story wood-framed multi-family residential units. Various surface improvements are also anticipated, I including asphalt concrete and paver block streets, Portland cement concrete sidewalks, and a variety of associated subsurface utilities. Extensive cut and fill grading, and numerous retaining walls will be needed to attain finish grades for the planned development. The preliminary rough i grading plans for the site are also shown on the Geotechnical Map, Plate 1. 2.0 FIELD AND LABORATORY INVESTIGATION The field investigation included a geologic reconnaissance of the site, the drilling of 19 exploratory borings, and the advancement of 11 exploratory test pits. The field investigation was conducted I between October 27th and November 4th, 2014. The maximum depth of exploration was approximately 60 feet below grade. The approximate locations of the explorations are shown on the Exploration Plans and Geotechnical Map. Logs of the explorations are provided in Appendix A. I I DLJP DE3-11S N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 3 Soil samples were collected from the borings for geotechnical testing and analysis. The I geotechnical testing program included gradation analysis to aid in material classification using the Unified Soil Classification System (USCS). Tests were conducted on relatively undisturbed ring I samples to help estimate the in-situ dry density and moisture content of the various soils. Direct shear tests were conducted on the ring samples to aid in soil strength characterization. R-Value tests were conducted on bulk samples to aid in preliminary pavement section design. Index tests I were also conducted on the bulk samples to help evaluate the soil expansion potential and corrosivity. The laboratory test results are presented in Appendix B. Two falling head percolation tests were also conducted as part of our field investigation. The tests were located in cut areas where retention basins are proposed, as shown on the Geotechnical Map, Plate 1. Note that several other retention basins are also proposed in portions of the site that are currently inaccessible to the drilling equipment, or in areas where deep cuts or fills will be needed to reach basin subgrade elevations. Percolation tests were not conducted in those areas at this time. Additional percolation testing may be conducted once these basins are rough graded. For the percolation tests, 6-inch diameter holes were drilled to depths of 5 or 10 feet below grade. The boreholes were then filled with water, and the water surface drop was measured repeatedly at 15 to 60 minute time intervals. The percolation test data is presented in Figures A-20 and A-21 in Appendix A. The field percolation tests indicate that the unsaturated formational sandstone at the site may initially take water at a rate of about 5 to 7 minutes per inch. Once the dense fine-grained sandstone becomes saturated, the infiltration rate drops to zero. We anticipate that the compacted fill soils proposed for the site will absorb more water than the dense sandstone that will be prevalent throughout the cut portions of the site. However, we recommend that all basins be lined with an impermeable HDPE or PVC membrane to reduce the potential for slope instability. 3.0 GEOLOGY AND SUBSURFACE CONDITIONS The site is located within the Peninsular Ranges geomorphic province of southern California. The Peninsular Ranges are characterized by a series of northwest trending mountain ranges separated by valleys, with a coastal plain that includes subdued landforms. The mountain ranges are underlain primarily by Mesozoic metamorphic rocks that were intruded by plutonic rocks of the southern California batholith, while the coastal plain is underlain by subsequently deposited marine and nonmarine sedimentary formations. The entire site is underlain at depth by the Eocene-age Santiago Formation (Map Symbol Tsa). As observed on site, this formation generally consists of a massive fine-grained silty sandstone that contains beds of claystone. The bottom of the canyon in the northeastern portion of the site is filled with deep alluvial sediments that are characterized by loose to medium dense, poorly consolidated silty and clayey sand. Shallow groundwater was encountered within the alluvium. The general geology in the site vicinity is shown on the Regional Geologic Map, Figure 3A. The geologic conditions at the site are shown in more detail on the Geotechnical Map, Plate 1. The various materials we encountered in our subsurface investigation are described in detail below. I A ISR13UP DELTA N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 4 3.1 Santiago Formation The Santiago Formation underlies the entire site at depth. As observed in our borings, the Santiago Formation primarily consists of silty or clayey sandstone (SM or SC). The sandstone is generally massive and relatively flat-lying. The sandstone is typically very light gray or light yellow brown in color, fine grained, and moderately cemented with a few strongly cemented layers. Over 100 I Standard Penetration Tests (SPT) were conducted within the formation during our subsurface investigation. The corrected SPT blow counts (1\160) within the formation were generally well above 50, and averaged 119. This indicates a very dense condition for the sandstone. The Santiago Formation at the subject site contains several continuous beds of lean to fat claystone (CL or CH), with a variable amount of fine-grained sand. These claystone beds were typically 1 t 4 I feet thick, although thinner claystone beds were observed within several borings. The claystone is olive or reddish brown in color, with a medium to high plasticity, and is moderately indurated. Two distinct claystone beds were encountered in our explorations with basal elevations of about 226 and 265 feet (MSL). Two additional sheared claystone beds were previously encountered by others in large diameter borings at elevations of about 235 and 245 feet MSL (Geocon, 2006). These claystone beds may be continuous across the site, and will adversely impact cut slope stability. The I location and extent of these claystone beds should be evaluated during grading. I Laboratory tests conducted on samples of the sandstone from the Santiago Formation collected during our subsurface investigation indicate that it is generally nonplastic to low in plasticity, with a negligible soluble sulfate content, and a very low to low expansion potential. By comparison, the I claystone within the formation is very highly expansive, with a severe soluble sulfate content. The formational materials are all acidic and severely corrosive to metals, with a saturated resistivity typically below 1,000 ohm-cm, and a chloride content of 0.1 to 0.2 percent. Laboratory tests also I indicate that the formational materials have an in-situ dry density that typically varies from about 98 to 115 lb/ft3 and averages 107 lb/ft3, with an average moisture content of 11 percent. 1 3.2 Young Alluvial Deposits Young alluvial deposits (Qya) cover the eastern portion of the site, as shown on the Geotechnical I Map, Plate 1. Alluvium was encountered in Borings B-4, B-7, B-13, B-14, TP-7 and TP-8. The alluvium was over 20 feet deep in some areas. As observed in our borings, the alluvium primarily I consisted of fine to medium grained, silty or clayey sand (SM or SC). The alluvium was generally moist, although saturated conditions were encountered at depths of 9 to 10 feet below grade in Boring B-14 and Test Pit TP-7. Corrected Standard Penetration Test blow counts (N60) within the alluvium ranged from 7 to 22, and averaged 14, indicating a loose to medium dense condition. Our analyses indicate that the alluvial deposits are moderately compressible, susceptible to liquefaction, and unsuitable for the direct support of new fill or foundation loads. Laboratory tests indicate that the sandy alluvium has a very low expansion potential, and a negligible soluble sulfate content. The alluvium is highly corrosive to buried metals. 0401C GROUP DD...T1 N:\Projects\SD\50412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 I Lennar Homes Page 5 3.3 Fill - Undocumented fill soils associated with the ongoing agricultural operations exist throughout much I of the property. Undocumented fill soils were observed in Borings B-9, B-13, and Test Pit TP-5, TP-8 and TP-9. The undocumented fill contains a substantial amount of trash, cans, vegetation, burnt equipment and demolition debris that should be removed from the site during grading. The I undocumented fill throughout the site is considered to be loose and compressible. Compacted fill soils were also encountered in the northwestern portion of the property in Borings I B-i, B-5 and B-6. These fills were documented during placement, as described in the referenced report (Geocon, 2006). The compacted fill soils we encountered generally had corrected SPT blow counts (N60) above 25, indicating a medium dense to dense condition. The compacted fill is I considered suitable for the support of new fill loads. Laboratory tests indicate that the fill has a low expansion potential, and a negligible sulfate content based on common criteria. 3.4 Groundwater The sandstone throughout the site was generally moist, with in-situ moisture contents ranging I from about 7 to 15 percent. Significant quantities of groundwater seepage are not anticipated during excavations within the Santiago Formation. However, the alluvium within the eastern canyon drainage is saturated at 5 to 10 feet above the geologic contact with the underlying I sandstone. Heavy groundwater seepage was observed in Boring B-14 and Test PitTP-7, which were both located within this canyon. Remedial excavations along the southern edge of the northern I development area may encounter heavy groundwater seepage. Note that groundwater levels may also fluctuate overtime due to-changes in rainfall, site irrigation, or broken subsurface utility lines. I' 4.0 GEOLOGIC HAZARDS The site is located within a broad zone of northwest trending faults including the Rose Canyon, I Coronado Banks, San Diego Trough and San Clemente faults to the west, and the Elsinore and San Jacinto faults to the east, as shown on the Regional Fault Map, Figure 4A. The nearby active faults are shown in more detail in Figure 4B. Geologic hazards at the site will generally be associated with I the potential for strong ground shaking due to an earthquake on the Rose Canyon fault zone. Each potential geologic hazard is described in more detail below. 4.1 Ground Rupture Ground rupture is the result of movement on an active fault reaching the ground surface. The I nearest known active faults are located within the Rose Canyon fault zone about 91/2 km west of the site, as shown on the Local Fault Map, Figure 4B. The Rose Canyon is a right-lateral strike-slip fault zone believed to be capable of producing an earthquake with a characteristic moment magnitude I (Mw) of between 6.8 and 7.2. However, the site is not located within an Alquist-Priolo Earthquake Fault Zone. Consequently, ground rupture is not considered to be a substantial geologic hazard. Li 1 DLJP DELT4% N:\Projects\SD\S0412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 6 4.2 Seismicity The northern portion of the site is located at latitude 33.1106° north and longitude 117.2767° west. The United States Geologic Survey (USGS) has developed an interactive website that provides Next Generation Attenuation (NGA) probabilistic seismic analyses based on the site location and shear wave velocity (USGS, 2009). Using an estimated shear wave velocity of 365 m/s based on our previous experience in the site vicinity, the USGS data suggests that the peak ground accelerations with a 2, Sand 10 percent probability of exceedence in a 50 year period are 0.45g, 0.32g and 0.25g, respectively. These risk levels are often referred to as the Maximum Considered, Upper Bound and Design Basis Earthquakes, respectively. 4.3 Liquefaction and Dynamic Settlement Liquefaction involves the sudden loss in strength of a saturated, cohesionless soil (sand and non- plastic silts) caused by the build-up of pore water pressure during cyclic loading, such as that produced by an earthquake. This increase in pore water pressure can temporarily transform the soil into a fluid mass, resulting in sand boils, settlement and lateral ground deformations. Typically, liquefaction occurs in areas where there are loose to medium dense sands and silts, and where the depth to groundwater is less than 50 feet from the ground surface. In summary, three simultaneous conditions are required for liquefaction: Historic high groundwater within 50 feet of the ground surface Liquefiable soils such as loose to medium dense sands Strong shaking, such as that caused by an earthquake Shallow groundwater was encountered within the loose alluvial soils along the eastern edge of the northern development area. Our analyses indicate that the potential does exist for liquefaction of the alluvium due to the design basis earthquake. However, we have recommended that the alluvium be completely excavated, dried or mixed with drier soil, and replaced as a dense compacted fill prior to site development. Assuming that the alluvium is excavated and compacted in accordance with our recommendations, the potential for liquefaction to adversely impact the proposed development is considered to be low. 4.4 Landslides and Lateral Spreads The site is located in an area where landslides are relatively common. Sheared claystone was encountered within the Santiago Formation during development of an adjacent community (Geotechnics, 2001). Sheared claystone was also observed within the large diameter borings that I were down-hole logged by others at the site (Geocon, 2006). Consequently, test pits were excavated in selected portions of the site to search for landslides. No evidence of existing landslides ' was observed. Continuous drive samples were also collected from the borings at the elevations of the anticipated claystone beds. Four locally continuous claystone beds were encountered in the explorations at basal elevations of about 226, 235, 245 and 265 feet MSL. 1. I A GROUP DELTA N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 7 Slope stability analyses were conducted using the program SLOPE/W at the nine cross section I locations shown on the Rough Grading Plans, Figures 2A and 2C. The geology of each section was characterized using the general geotechnical conditions encountered in the nearby subsurface I explorations, as well as our previous experience with similar geologic conditions. Laboratory tests were used to characterize the shear strength of the various geologic materials we encountered at the site, as shown in Appendix B. Our slope stability analyses are presented in Appendix C. Our analyses indicate that the proposed 2:1 (horizontal to vertical) cut and fill slopes at the site should possess an adequate factor of safety against deep-seated failure (FS>1.5) for the planned heights. However, several buttressing excavations, keyways, liners and subdrains will be needed. The presence of the highly fissured claystone beds within the formation creates the potential for future slope instabilities. Consequently, buttress fills are recommended for the northern cut slope, and deepened keyways are recommended for the planned fill slopes. Complete removal of the alluvium is recommended beneath the planned retaining walls within the eastern canyon drainage, in order to reduce the potential for settlement and failure of the wall during an earthquake. This may require dewatering of the alluvium. Any proposed retention basins located near the top of a fill slope should be lined with an impermeable HDPE or PVC membrane to reduce the potential for seepage related slope instability. Finally, a subdrain and outlet should be constructed at the bottom of the remedial excavations in the eastern canyon. The precise location and extent of the recommended buttresses and subsurface drainage improvements should be considered subject to revision based on the geologic conditions observed by Group Delta during site grading. 4.5 Tsunamis, Seiches and Flooding The site is not located within a FEMA 100-year flood zone or a dam inundation zone, as shown in Figure 3C. The site is not located below any lakes or confined bodies of water. Therefore, the potential for earthquake induced flooding at the site is considered to be low. The site is located about 21/2 miles from the Pacific Ocean, as shown in Figure 3D. The proximity to the ocean suggests that the potential may exist for damage in the event of an earthquake induced tsunami. However, the California Emergency Management Agency's Tsunami Inundation Map indicates that the water surface runup from a tsunami would not extend beyond the eastern end of Batiquitos lagoon (an elevation of about 35 feet MSL), as shown in Figure 3D. The subject site is located more than 200 feet above mean sea level (MSL). Given the elevation of the site, the potential for damage due to a tsunami is also considered to be remote. I GROUP DE1...T1 N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 8 5.0 CONCLUSIONS The planned development appears to be feasible from a geotechnical perspective, provided that appropriate measures are implemented during construction. Several geotechnical conditions will need to be addressed during mass grading of the site. Loose, compressible undocumented fill and alluvial soils cover much of the site. These materials are susceptible to settlement under increased loads, or due to an increase in moisture content from site irrigation or changes in drainage conditions. Consequently, these materials should be completely removed and replaced as compacted fill in areas which will be subjected to new fill or structural loads. Remedial grading recommendations are contained in the following section of this report. Excavation and compaction of the alluvium within the eastern canyon will be difficult to achieve due to shallow groundwater. Dewatering will be required. A dewatering contractor should be consulted to develop a specific dewatering plan. It may be possible to collect the groundwater, and use it for the fill compaction operations. Note that even with dewatering wells, perched seepage zones may remain within the alluvium. The excavated alluvial soils will need to be dried back to a moisture content suitable for placement as compacted fill. Exploratory test pits were excavated in the southwest portion of the site in an area that was previously identified by others as potentially containing a landslide (Geocon, 2009ab). No evidence of existing landslides was observed in our exploratory test pits or borings. The unusual topographic expression in the southwest portion of the site appears to be related to differential erosion of the formational sandstone and claystone materials. Future irrigation of the development will introduce significant quantities of water into the underlying soil. This creates the potential for seepage to develop at the faces of slopes and at the geologic contact between fill and formation. Our percolation tests indicate that the formational materials at the site have a very low infiltration rate once they become saturated. Subsurface canyon drains and slope drains are recommended for those areas where the potential for seepage exists. Retention basins should be lined with an HDPE or PVC membrane to reduce the potential for seepage related slope instability. Development of the subdivision will result in numerous cut/fill transitions within the future building pad areas. In order to reduce the potential for distress associated with differential settlement, all building pads should be graded so that structures will not straddle cut/fill transitions. This may be accomplished by over-excavating the cut portion of the building pads so that foundations will bear entirely on compacted fill. Consideration may also be given to over-excavating cut pads to ease future foundation and utility excavations. I A DLJF DD...TL N:\Projects\SD\50412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 9 Excavations within the Santiago Formation are expected to generate predominately granular soils with very low to low expansion potential. However, excavations within the claystone portions of the Santiago Formation will produce very highly expansive material. Heave may occur if the expansive soils are placed or left within pavement, foundation, or slab subgrade. Consequently, selective grading should be conducted so that highly expansive materials are not left near finish grade throughout the site. In general, excavations at the site should be achievable using standard heavy earthmoving equipment. Some excavations within the Santiago Formation may generate large blocks of strongly cemented sandstone that may require extra effort to break down to a size suitable for incorporation into compacted fill. The saturated alluvium within the eastern canyon will require special handling and drying prior to replacement as compacted fill. It has been our experience that deep fills, even if well compacted, will undergo some settlement over time. The amount of settlement is related to the fill depth, and the amount of surface irrigation and subsequent groundwater infiltration. For lots underlain by more than 30 feet of compacted fill, special foundation recommendations may be needed. Laboratory tests indicate that the near surface soils at the site primarily consist of silty and clayey sand (SM and SC) with a very low to low expansion potential. However, highly expansive clays do exist at the site, within relatively thin claystone beds in the Santiago Formation. Additional Expansion Index testing should be conducted during grading operations to confirm that the upper four feet of fill soil placed beneath each structure consists of a very low expansion sandy material (Ek20). Additional remedial excavations will be recommended if expansive clays are encountered near finish pad grades. Laboratory tests indicate that the on-site soils are acidic, may present a severe potential for sulfate attack, and are very corrosive to buried metals. Additional testing should be conducted during mass grading of the site to determine the corrosion potential of the finish pad soils. Typical corrosion control measures should also be incorporated into the design. A corrosion consultant may be contacted for specific recommendations. There are no known active faults located beneath the subject site, and the potential for ground rupture to adversely impact the development is remote. Other geologic hazards that may impact site development are primarily associated with the potential for strong ground shaking from an earthquake on the Rose Canyon fault zone. The shaking hazard may be mitigated by structural design in accordance with the applicable building code. Borings B-12 and B-16 were conducted near the planned abutments for the future Poinsettia Lane bridge. Additional limited access borings should be drilled at the planned bent locations once they are established. A Preliminary Foundation Report should be prepared to aid in the bridge foundation design. I A GROUP D9...T1 N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 10 6.0 RECOMMENDATIONS The remainder of this report presents recommendations regarding earthwork construction and the preliminary design the proposed structures and improvements. These recommendations are based on empirical and analytical methods typical of the standards of practice in southern California. If these recommendations do not to cover a specific feature of the project, please contact our office for additions or revisions. 6.1 Plan Review We recommend that the foundation and grading plans be reviewed by Group Delta prior to construction. We anticipate that substantial changes in the development may occur from the preliminary design concepts used for this investigation. Such changes may require additional geotechnical evaluation, which may result in substantial modifications to the remedial grading recommendations provided in this report. 6.2 Excavation and Grading Observation Foundation and grading excavations should be observed by Group Delta Consultants. During grading, Group Delta Consultants should provide observation and testing services continuously. Such observations are considered essential to identify field conditions that differ from those anticipated by this investigation, to adjust designs to the actual field conditions, and to determine that the remedial grading is accomplished in general accordance with the recommendations presented in this report. Our recommendations are contingent upon Group Delta Consultants providing these services. Our personnel should perform sufficient testing of fill and backfill during grading and improvement operations to support our professional opinion as to compliance with the compaction recommendations. 6.3 Earthwork Grading and earthwork should be conducted in general accordance with the applicable local grading ordinance and the requirements of the current California Building Code. The following recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on the conditions observed by Group Delta Consultants during grading. 6.3.1 Site Preparation General site preparation should begin with the removal of deleterious materials from the site. Deleterious materials include existing structures, improvements, trees, vegetation, trash, cans, burnt equipment, contaminated soil and demolition debris. Existing subsurface utilities that are to be abandoned should be removed and the excavations backfilled and compacted as described in Section 6.3.5. Alternatively, the abandoned pipes may be grouted with a two-sack sand-cement slurry under the observation of Group Delta Consultants. I A GROUP DELTA N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 11 6.3.2 Compressible Soils The undocumented fill and alluvium at the site is compressible and susceptible to liquefaction, and should be completely excavated and replaced as a uniformly compacted fill in all areas that will be developed. Removal of the alluvium within the eastern canyon is recommended in order to reduce the potential for distress to the future retaining walls and buildings in that area. As a minimum, remedial excavations should include any alluvium which may adversely impact the stability of proposed fill slopes along the southern edge of the northern development area. In general, all alluvium within the area described by a 1:1 (horizontal to vertical) plane extended down and out from the toe of the planned fill slopes should be excavated and replaced as a compacted fill. Removals should expose competent sandstone as determined by our personnel during grading. In general, alluvium and fill removals are anticipated to be on the order of 5 to 10 feet deep, although removals of 25 feet or more will be needed in the eastern canyon. The removed soil that is free of deleterious material may be replaced as a uniformly compacted fill to the proposed plan elevations. It should be noted that dewatering may be needed to complete the remedial excavations, and that much of the alluvium will have a very high moisture content, and will require drying or mixing with drier soils prior to inclusion in compacted fills. 6.3.3 Expansive Soils Soil heave may cause differential movement of foundations, slabs, flatwork, and other improvements. Figure B-2 summarizes the expansion index testing conducted at the site. In general, the sandstone of the Santiago Formation, the existing fill and alluvium are considered to have a low expansion potential (Ek50), whereas the formational claystone is very highly expansive. One to four foot thick claystone beds were encountered within the Santiago Formation with basal elevations of approximately 226, 235, 245, and 265 feet above mean sea level (MSL). Remedial grading for expansive soils should be anticipated for cut lots near these elevations. I In order to reduce the potential for differential movement, we recommend that highly expansive soils not be left in cuts or placed in fills near finish grade. In areas where excavations expose highly expansive claystone near finish grade, we recommend that these materials be over-excavated to a 1 minimum depth of four feet below finish pad grade. The expansive material should be placed in deeper fills, and replaced with a compacted sandy fill soil with a low expansion potential. Samples of the soils used to cap each lot should be tested during grading to confirm the low expansion potential. The actual extent of the over-excavations needed at the site may be better delineated in the design development phase, once 40-scale grading plans become available. 6.3.4 Building Areas I Residential structures should not straddle cut/fill nor deep fill transitions, due to the potential for adverse differential settlement. Typical transition conditions are depicted in Figure 5. These conditions include lots with cut/fill transitions, as well as transitions between shallow and deep fills. I I A GROUP DEI_...T1 r'4:\Projects\SD\5D412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 12 The approximate locations of the cut/fill transitions at the site are shown on the Geotechnical Map, Plate 1. Our recommended lot remediation measures are shown in Figure S. For both cut/fill and deep fill transition conditions, we recommend that remedial earthwork consist of excavating the formational materials beneath the building pad, and replacing them as uniformly compacted fill. The depth of the recommended over-excavation should be equal to a depth of H/2, where "H" is equal to the greatest depth of fill underlying the proposed structure. The depth of the over- excavation should not be less than 3 feet, and does not need to extend deeper than 10 feet below pad grades. Note that the over-excavation should extend at least 10 feet horizontally beyond the proposed building envelopes. The over-excavated building pads should be brought back to plan grade with compacted fill prepared as recommended in Section 6.3.5. 6.3.5 Fill Compaction All fill and backfill should be placed at slightly above optimum moisture content using equipment that is capable of producing a uniformly compacted product. The minimum recommended relative compaction is 90 percent of the maximum dry density based on ASTM D1557. Sufficient observation and testing should be performed by Group Delta Consultants so that an opinion can be rendered as to the compaction achieved. Rocks or concrete fragments greater than 6 inches in dimension should not be used in structural fill. Imported fill sources should be observed prior to hauling onto the site to determine the suitability for use. In general, imported fill materials should consist of granular soil with less than 35 percent passing the No. 200 sieve based on ASTM C136 and an Expansion Index less than 20 based on ASTM D4829. Samples of the proposed import should be tested by Group Delta in order to evaluate the suitability of these soils for their proposed use. During grading operations, soil types may be encountered by the contractor that do not appear to conform to those discussed within this report. Group Delta should be notified to evaluate the suitability of these soils for their proposed use. 6.3.6 Bulk/Shrink Characteristics We estimate that cuts in the Santiago Formation will bulk on the order of 5 to 10 percent when they are placed as compacted fill. However, excavations within the alluvium and undocumented fill may shrink on the order of 5 to 15 percent when excavated and replaced as compacted fill. It should be noted that the bulking and shrinking potential of soil can vary considerably based on variability in the in-situ density of the material. 6.3.7 Surface Drainage I Slope, foundation and slab performance depends greatly on how well surface runoff drains from the site. This is true both during construction and over the entire life of the structure. The ground I surface around structures should be graded so that water flows rapidly away from the structures and tops of slopes without pond ing. The surface gradient needed to achieve this may depend on the prevailing landscape. I I GROUP 00...T1 N:\Projects\SD\50412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc I I I I I I I U U I I I I I Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 13 Planters should be built so that water will not seep into the foundation, slab, or pavement areas. If 1 roof drains are used, the drainage should be channeled by pipe to storm drains, or discharge at least 10 feet from buildings. Irrigation should be limited to the minimum needed to sustain landscaping. Should excessive irrigation, surface water intrusion, water line breaks, or unusually I high rainfall occur, saturated zones or "perched" groundwater may develop within the soil. 6.3.8 Subsurface Drainage In order to reduce the potential for a variety of moisture-related problems, we recommend that a subdrain be constructed at the bottom of the remedial excavation within the alluvial canyon located along the eastern edge of the northern development area. The approximate location of the canyon subdrain is shown on the Geotechnical Map, Plate 1. Typical canyon subdrain details are provided in Figure 6. All subdrains should be connected into permanent outlets such as a storm drain, brow ditch or a natural drainage course. If drains are outlet onto natural ground, a permanent headwall should be constructed around the outlet to reduce the potential for damaging or clogging the subdrain pipe. Note that the location and extent of all subsurface drainage improvements should be considered subject to revision based on the geologic conditions observed by the Group Delta Consultants during grading. Our experience with the longterm performance of slopes on a graded site suggests that seepage may develop in time at any level within a slope face given substantial upslope irrigation. Where geologic conditions conducive to creating a perched water condition are observed during grading, recommendations for buttressing stabilization fills will be made, as discussed in Section 6.3.9. However, seepage may occur in areas where prediction is impossible, especially with high slopes in excess of 15 feet. These seepage problems are usually addressed if and when they occur, and mitigation typically involves the construction of subdrains at the toe of the slope in question. However, it may be difficult to construct these subdrains after the residences are occupied. Consideration should therefore be given to the construction of subdrains at the toe of all slopes in excess of 15 feet in height in order to decrease the incidence of moisture related problems. Alternatively, rather than constructing slope toe drains during mass grading, provisions for construction of these drains at a later date may be considered. Construction of storm drain laterals and easements at regular intervals throughout the site would aid in the future installation of these subdrains on an as-needed basis. 6.3.9 Slope Stability Various new cut and fill slopes are propsoed throughout the site. We recommend that permanent cut and fill slopes be inclined no steeper than 2:1 (horizontal to vertical). Fills over sloping ground should be constructed entirely on prepared bedrock. In areas where the ground surface slopes at more than a 5:1 gradient, it should be benched to produce a level area to receive the fill. Benches should be wide enough to provide complete coverage by the compaction equipment during fill placement. Typical slope construction and benching details are presented in Figure 7. I A GROUP DD...TL N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 14 In order to characterize the behavior of the various geologic materials we encountered on site, I representative samples were transported to our laboratory for direct shear testing. The results of these tests are presented in Figures B-5.1 through B-5.16 in Appendix B. Based on these results, ' conservative shear strength parameters were estimated for use in the slope stability analyses. Our analyses were conducted using the program SLOPE/W, and are presented in detail in the figures of Appendix C. The cross section locations are shown in the Rough Grading Plans, Figures 2A and 2C. I As discussed previously, four locally continuous claystone beds were encountered at the site. These claystone beds may daylight in several of the planned cut slope faces. We anticipate that groundwater from future irrigation may collect on these claystone beds and migrate to the faces of the slopes. Our stability analyses suggest that the presence of the fissured claystone may also result in shallow slope failure. We recommend that a buttress fill be constructed wherever these claystone beds daylight in cut slopes. As a minimum, a buttress should be constructed for the entire cut slope proposed along the northern edge of the site. This buttress may be constructed by extending a 1:1 temporary cut slope from elevation 285 feet down to below the claystone bed at 264 feet, as shown in Appendix C. Typical details for the proposed buttress are shown in Figure 8. I The buttress should contain a continuous backdrain, as shown in Figure 8. Note that the drainage panel coverage within the seepage zone, the depth of the keyway below the claystone beds, and the precise location of the outlets should be determined in the field by Group Delta Consultants. If I heavy groundwater seepage or unanticipated geologic conditions are encountered during grading, additional recommendations may be warranted. In general, all slopes are subject to some creep, whether the slopes are natural or man-made. Slope creep is the very slow, down-slope movement of the near surface soil along the slope face. The degree and depth of the movement is influenced by soil type and the moisture conditions. This movement is typical in slopes and is not considered a hazard. However, it may affect structures built on or near the slope face. We recommend that settlement-sensitive structures not be located within 5 feet of the top of the slopes without specific evaluation by Group Delta Consultants. All slopes constructed at the site may also be susceptible to surficiat slope failure and erosion given substantial wetting of the slope face. The surficial slope stability may be enhanced by providing proper site drainage. The site should be graded so that water from the surrounding areas is not able to flow over the tops of the slopes. Diversion structures should be provided where necessary. Surface runoff should be confined to gunite-lined swales or other appropriate devices to reduce the potential for erosion. It is recommended that slopes be planted with vegetation that will increase their stability. Ice plant is generally not recommended. We recommend that vegetation include woody plants, along with ground cover. All plants should be adapted for growth in semi-arid climates with little or no irrigation. A landscape architect should be consulted in orderto develop a specific planting palate suitable for slope stabilization. I A GROUP DD—TA N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 15 6.3.10 Temporary Excavations Temporary excavations are anticipated throughout the site, such as for the removal of the existing deleterious materials, trenches for the proposed utilities, and the construction of the stabilization fills and buttresses. All excavations should conform to Cal-OSHA guidelines. Temporary slopes at the site should be inclined no steeper than 1:1 (horizontal to vertical) for heights up to 30 feet. Higher temporary slopes should be evaluated by Group Delta on a case by case basis during grading operations. Temporary excavations that encounter seepage or other potentially adverse conditions should also be evaluated by the geotechnical consultant on a case-by-case basis during grading. Remedial measures may include dewatering, shoring and flattening the temporary slope. 6.4 Preliminary Foundation Recommendations The design of the foundation system should be performed by the structural engineer, and should incorporate the geotechnical parameters provided in the as-graded geotechnical report prepared after site grading is completed. We anticipate two general design conditions at the site, based on the remedial grading recommendations we have provided. The design of foundations on lots underlain by sandstone or shallow fill will be controlled by the expansion potential of the near surface soils. Because of the selective grading we have recommended, we anticipate that soils having an expansion index of no greater than 50 (very low to low expansion) will be present in the foundation influence zone for these structures. The second design condition is expected to include lots having deep fill, or a steep change in fill depth across the building area. In general, deep fills are considered to be those in excess of 30 or 40 feet. The design of structures on these lots may be controlled by the potential for differential settlement. Higher relative compaction (93 percent) may be used on the deeper portions of the fills to help reduce the settlement potential. Based on the anticipated soil conditions, the potential for settlement, and the expected magnitude of the new structural loads, we anticipate that the lightly loaded residential structures at the site may be supported by post-tensioned slab foundations. Preliminary post-tension slab foundation design parameters are provided below. 6.4.1 Post-Tension Slab Foundations Provided that remedial grading is conducted per our recommendations, most of the residential lots at the site will be underlain by compacted fill with a low expansion potential (El<50). The following preliminary post-tension slab foundation design parameters are considered applicable to buildings that will be underlain by such conditions. Note that these recommendations should be considered preliminary, and subject to revision based on the conditions observed by Group Delta Consultants during grading of the site. The final foundation design parameters should be provided in the as- graded geotechnical report after the site is graded. I DUP DD...TL N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Center Lift: 9.Ofeet Edge Lift: 4.8feet Center Lift: 0.7 inches Edge Lift: 1.0 inches Moisture Variation, em: Differential Swell, ym: 1 Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 El Lennar Homes Page 16 Preliminary Post-Tension Slab Design Parameters: Allowable Bearing 2,000 psf at slab sub grade I 6.4.2 Settlement Provided that remedial grading is conducted as recommended, total and differential settlement of the proposed structures is generally not expected to exceed one inch and %-inch in 40 feet, respectively. However, more settlement may occur on deep fill lots. The potential for settlement should be better defined in the as-graded geotechnical report after the site is rough graded. 6.4.3 Lateral Resistance Lateral loads against structures may be resisted by friction between the bottoms of footings and slabs and the soil, and passive pressure from the portion of vertical foundation members embedded into fill or formational materials. A coefficient of friction of 0.35 and a passive pressure of 300 psf per foot of depth may be used. 6.4.4 Slope Setback As a minimum, all foundations should be setback from any descending slope at least 8 feet. The setback should be measured horizontally from the outside bottom edge of the footing to the slope face. The horizontal setback may be reduced by deepening the foundation to achieve the recommended setback distance projected from the footing bottom to the face of the slope. Note that the outerfew feet of all slopes are susceptible to gradual down-slope movements due to slope creep. This will affect hardscape such as concrete slabs. We recommend that settlement sensitive structures not be constructed within 5 feet of the slope top without specific review by Group Delta. 6.4.5 Seismic Design The proposed structures should be designed in general accordance with the seismic provisions of the 2013 California Building Code (CBC) for a Seismic Design Category D. Based on the findings of our subsurface explorations at the site, it is our opinion that a 2013 CBC Site Class C will apply to many of the residential lots. The USGS mapped spectral ordinates Ss and Si equal 1.075 and 0.415, respectively. For a Site Class C, the acceleration and velocity coefficients Fa and Fv equal 1.000 and 1.386, and the spectral design parameters SDS and Sin equal 0.717 and 0.383. The peak ground acceleration from the design spectrum may be taken as 40 percent of SDS or 0.287g. The preliminary 2013 CBC Design and MCE Spectra for Site Class C are shown in Table 1. I A GR13UP DE3_T1 N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc I 1 I Li I I I U 1 I I I I I I Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 17 Many of the lots located along the eastern edge of the site, and the northwest portions of the northern development area will be underlain by more than 30 feet of compacted fill. For these lots, a 2013 CBC Site Class D will likely apply. For a Site Class D, the acceleration and velocity coefficients Fa and Fv equal 1.070 and 1.585, respectively, and the spectral design parameters SDS and SD1 equal 0.767 and 0.439, respectively. The peak ground acceleration (PGA) for the 2013 CBC Design Spectrum may be taken as 40 percent of SDS or 0.307g. The preliminary 2013 CBC Design and MCE Spectra for Site Class D are shown in Table 2. 6.5 On-Grade Slabs On-grade slabs should be designed by the project structural engineer. Building slabs should be at least 5% inches thick, and should be reinforced with at least No. 3 bars on 18-inch centers, each way. Slab thickness, control joints, and reinforcement should be designed by the structural engineer and should conform to the requirements of the current CBC. The site soils are anticipated to be predominately granular with a low expansion potential. However, expansive clay soils, if present, have the potential to swell or shrink in response to changes in moisture. These volume changes can result in damage to slabs and hardscape. If expansive soils are encountered during grading, new slabs-on-grade may need to be thickened, heavily reinforced or post-tensioned, or additional stiffener beams may be added. Alternatively, two to four feet of non-expansive soils (Ek20) may be placed directly beneath the heave sensitive concrete slabs on-grade. 6.5.1 Moisture Protection for Slabs Concrete slabs constructed on grade ultimately cause the moisture content to rise in the underlying soil. This results from continued capillary rise and the termination of normal evapotranspiration. Because normal concrete is permeable, the moisture will eventually penetrate the slab. Excessive moisture may cause mildewed carpets, lifting or discoloration of floor tiles, or similar problems. To decrease the likelihood of problems related to damp slabs, suitable moisture protection measures should be used where moisture sensitive floor coverings, equipment, or other factors warrant. R The most common moisture barriers in southern California consist of two inches of clean sand covered by 'visqueen' plastic sheeting. Two inches of sand are placed over the plastic to decrease I concrete curing problems. It has been our experience that such systems will transmit approximately 6 to 12 pounds of moisture per 1000 square feet per day. The architect should I review the estimated moisture transmission rates, since these values may be excessive for some applications, such as sheet vinyl, wood flooring, vinyl tiles, or carpeting with impermeable backings that use water soluble adhesives. Sheet vinyl may develop discoloration or adhesive degradation I due to excessive moisture. Wood flooring may swell and dome if exposed to excessive moisture. The architect should specify an appropriate moisture barrier based on the allowable moisture transmission rate for the flooring. This may require a "vapor barrier" or a "vapor retarder". Li I I A GROUP DD_..T1 N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 18 The American Concrete Institute provides detailed recommendations for moisture protection systems (ACI 302.111-04). ACI defines a "vapor retarder" as having a minimum thickness of 10-mu, and a water transmission rate of less than 0.3 perms when tested per ASTM E96. ACI defines a "vapor barrier" as having a water transmission rate of 0.01 perms or less (such as a 15 mil StegoWrap). The vapor membrane should be constructed in accordance with ASTM E1643 and E1745 guidelines. All laps or seams should be overlapped at least 6 inches or per the manufacturer recommendations. Joints and penetrations should be sealed with pressure sensitive tape, or the manufacturer's adhesive. The vapor membrane should be protected from puncture, and repaired per the manufacturer's recommendations if damaged. The vapor membrane is often placed over 4 inches of granular material. The materials should be a clean, fine graded sandy soil with roughly 10 to 30 percent passing the No. 100 sieve. The sand should not be contaminated with clay, silt, or organic material. The sand should be proof-rolled prior to placing the vapor membrane. Based on current ACI recommendations, concrete should be placed directly over the vapor membrane. The common practice of placing sand over the vapor membrane may increase moisture transmission through the slab, because it provides a reservoir for bleed water from the concrete to collect. The sand placed over the vapor membrane may also move prior to concrete placement, resulting in an irregular slab thickness. When placing concrete directly on an impervious membrane, it should be noted that finishing delays may occur. Care should be taken to assure that a low water to cement ratio is used and that the concrete is moist cured in accordance with ACI guidelines. 6.5.2 Exterior Slabs I Exterior slabs and sidewalks should be at least 4 inches thick. Crack control joints should be placed on a maximum spacing of 10-foot centers, each way, for slabs, and on 5-foot centers for sidewalks. The potential for differential movements across the control joints may be reduced by using steel 1 reinforcement. Typical reinforcement for exterior slabs would consist of 6x6 W2.9/W2.9 welded wire fabric placed securely at mid-height of the slab. 1 6.5.3 Expansive Soils The near surface soils observed during our field investigation primarily consisted of silty and clayey I sand with a very low to low expansion potential based on common criteria (El<50). The Expansion Index (El) test results are shown in Figure B-2. It should be noted that thin beds of highly expansive claystone do exist throughout the site. If claystone is encountered near finish grade in building or heave sensitive improvement areas, the upper two to four feet of clayey soil should be excavated and replaced with a very low expansion sandy material (Ek20). Additional expansion index testing should be conducted during mass grading of the site. I I Aoaww GROUP D9..T1t N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 19 6.5.4 Reactive Soils In order to assess the sulfate exposure of concrete in contact with the site soils, samples were tested for water-soluble sulfate content, as shown in Figure B-3. The test results indicate that some of the on-site soils may present a severe potential for sulfate attack based on commonly accepted criteria. In order to assess the reactivity of the site soils with respect to buried metals, the pH, resistivity and soluble chloride contents of selected soil samples were also determined, as shown in Figure B-3. The tests suggest that the on-site soils are severely corrosive to buried metals. The sulfate content of the finish grade soils should be determined during mass grading. Typical corrosion control measures should be incorporated in the project design. These measures include providing the minimum clearances between reinforcing steel and soil as recommended in the building code, and providing sacrificial anodes (where needed) for buried metal structures. A corrosion consultant may be contacted for specific recommendations. 6.6 Earth-Retaining Structures Backfilling retaining walls with expansive soil can increase lateral pressures well beyond normal I active pressures. We recommend that retaining walls be backfilled with soil that has an Expansion Index of 20 or less. Much of the on-site soil appears to meet this criterion. Retaining wall backfill I should be compacted to at least 90 percent relative compaction based on ASTM D1557. Backfill should not be placed until the retaining walls have achieved adequate strength. Heavy compaction equipment, which could cause distress to the walls, should not be used. For wall design, an I allowable bearing capacity of 2,000 lbs/ft2, a coefficient of friction of 0.35, and a passive pressure of 300 psf per foot of depth is recommended. Cantilever retaining walls with level granular backfill may be designed using an active earth pressure approximated by an equivalent fluid pressure of 35 lbs/ft3. The active pressure should be used for walls free to yield at the top at least 1/2 percent of the wall height. Walls that are restrained so that such movement is not permitted, or walls with 2:1 sloping backfill, should be designed for an at-rest earth pressure approximated by an equivalent fluid pressure of 55 lbs/ft3. These pressures do not include seepage forces or surcharges. All retaining walls should contain adequate backdrains to relieve hydrostatic pressures. Typical wall drain details are shown Figure 9. 6.7 Preliminary Pavement Design Alternatives are provided for asphalt concrete, Portland cement concrete, or paver blocks. In each case, the upper 12 inches of pavement subgrade be scarified immediately prior to constructing the pavements, brought to optimum moisture, and compacted to at least 95 percent of the maximum dry density per ASTM D1557. Aggregate base should also be compacted to 95 percent of the maximum dry density. Aggregate base should conform to the Standard Specifications for Public Works Construction (SSPWC), Section 200-2. Asphalt concrete should conform to Section 400-4 of the SSP WC and should be compacted to at least 95 percent relative compaction. ft I DLJP DE3..T1 N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 20 6.7.1 Asphalt Concrete Asphalt concrete pavement design was conducted in general accordance with the Caltrans Design Method (Topic 608.4). R-Value tests were conducted on samples collected during the investigation in general accordance with CTM 301. The test results are presented in Figures B-6.1 through B-6.6. The tests indicated subgrade R-Values ranging from 15 to 32. Traffic Indices of 5.0 through 9.0 were assumed for preliminary design purposes. The project civil engineer should review these Traffic Indices and determine which apply to the various streets proposed for the development. Based on the minimum R-Value of 15 from our testing, and an assumed range of Traffic Indices for streets within the City of Carlsbad, the following preliminary pavement sections would apply. PAVEMENT TYPE (CITY OF CARLSBAD) TRAFFIC INDEX ASPHALT SECTION BASE SECTION Local Street 5.0 4 Inches 6 Inches Collector Streets 6.0 4 Inches 10 Inches Industrial Streets 7.0 4 Inches 13 Inches Secondary Arterial 8.0 5 Inches 15 Inches Prime Arterial 9.0 5 Inches 18 Inches 6.7.2 Portland Cement Concrete Concrete pavement design was conducted in general accordance with the simplified design procedure of the Portland Cement Association. This methodology is based on a 20-year design life. For design, it was assumed that aggregate interlock would be used for load transfer across control joints. The subgrade materials were assumed to provide "low" support based on the R-Value testing. Based on these assumptions, and using the same traffic indices presented previously, we recommend that the PCC pavement sections at the site consist of at least 6 inches of concrete placed over 6 inches of compacted aggregate base. For heavier traffic areas (Traffic Index of 8.0 to 9.0), 7 inches of concrete over 6 inches of aggregate base is recommended. Crack control joints should be constructed for all PCC pavements on a maximum spacing of 10 feet, each way. Concentrated truck traffic areas, such as trash truck aprons and loading docks, should be reinforced with number 4 bars on 18-inch centers, each way. 6.7.3 Interlocking Concrete Paver Blocks Interlocking concrete paver blocks may be used in portions of the site. Interlocking concrete paver block design was conducted using Technical Specification No. 4 of the Interlocking Concrete Pavement Institute (ICPI) as a guideline. The paver blocks were assumed to be roughly equivalent to an equal thickness of asphalt concrete. For our design, we have assumed that the paver blocks will have a minimum nominal thickness of 80 mm, and will be placed over an average of 1 inch of bedding sand. The recommended paver block aggregate base sections are shown below. I DUP DELTA N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 21 PAVEMENT TYPE TRAFFIC INDEX PAVER SECTION BASE SECTION Cul-de-Sacs 5.0 80 mm / 1" Sand 8 Inches Residential Streets 6.0 80 mm / 1" Sand 12 Inches Residential Collectors 7.0 80 mm / 1" Sand 15 Inches The paver blocks should be installed in general accordance with the product manufacturer's recommendations. Once the aggregate base has been compacted, and the concrete edge restraints are in place, bedding sand should be screeded in an even layer over the base. The bedding sand should be at least % inch thick, but should not exceed 1'/2 inches in thickness. The use of more than 11/2 inches of bedding sand may result in undesirable settlement of the paver blocks. The paver blocks should be placed over the bedding sand, and vibrated into place using a high frequency plate compactor. The joint sand should then be swept over the payers and into the joints, and compacted. Typically, 4 to 6 passes with a compactor would be used to seat the interlocking paver blocks. The bedding sand should conform to the gradation requirements of ASTM C33. lCPl specifications indicate that the bedding sand should be "...as hard as practically available." We recommend that bedding sand be used with a durability exceeding 30 when tested in general accordance with ASTM D3744. A separate joint sand should be used which is finer than the bedding sand, and which conforms to the gradation requirements of ASTM C144. 6.8 Pipelines The development will include a variety of pipelines such as water, storm drain and sewer systems. Geotechnical aspects of pipeline design include lateral earth pressures forthrust blocks, modulus of soil reaction, and pipe bedding. Each of these parameters is discussed separately below. 6.8.1 Thrust Blocks Lateral resistance for thrust blocks may be determined by a passive pressure value of 300 lbs/ft2 per foot of embedment, assuming a triangular distribution. This value may be used for thrust blocks embedded into compacted fill soils as well as formational materials. 6.8.2 Modulus of Soil Reaction The modulus of soil reaction (E') is used to characterize the stiffness of soil backfill placed along the sides of buried flexible pipelines. For the purpose of evaluating deflection due to the load associated with trench backfill over the pipe, a value of 1,500 lbs/in2 is recommended for the general conditions, assuming granular bedding material is placed around the pipe. I 4ii!Ih GR13UP D9...TL N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 - Lennar Homes Page 22 I 6.8.3 Pipe Bedding - Typical pipe bedding as specified in the Standard Specificationsfor Public Works Construction may I be used. As a minimum, we recommend that pipes be supported on at least 4 inches of granular bedding material such as minus %-inch crushed rock or disintegrated granite. Where pipeline or trench excavations exceed a 15 percent gradient, we do not recommend that open graded rock be I used for bedding or backfill because of the potential for piping and internal erosion. For sloping utilities, we recommend that coarse sand or sand-cement slurry be used for the bedding and pipe zone. The slurry should consist of a 2-sack mix having a slump no greater than 5 inches. 1 7.0 LIMITATIONS I This report was prepared using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in similar localities. No warranty, express or implied, is made as to the conclusions and professional opinions included in this report. The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether due to natural processes orthe work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of - practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this I report is subject to review and should not be relied upon after a period of three years. I 8.0 REFERENCES - American Society for Testing and Materials (2006). Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08 Soil and Rock (I); Volume 04.09 Soil and Rock (II); Geosynthetics, I ASTM, West Conshohocken, PA, Compact Disk. I Anderson, J. G., Rockwell, T. K., Agnew, D. C. (1989). Past and Possible Future Earthquakes of Significance to the San Diego Region: Earthquake Spectra, Vol. 5, No. 2. pp 299-335. I APWA (2006). Standard Specifications for Public Works Construction, Section 200-2.2, Untreated Base Materials, Section 400-4, Asphalt Concrete: BNI, 761 p. I Boore, D.M. and G.M. Atkinson (2008). Ground-Motion Prediction Equations for the Average Horizontal Component of PGA, PGV & 5% Damped PSA at Spectral Periods between 0.01s I and 10.0s, Earthquake Spectra, V.24, pp. 99-138. Bowles, J. E. (1996). Foundation Analysis and Design, 5th ed.: McGraw Hill 1175 p. I I 1 GROUP DD...TL N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.cfoc Report of Geotechnical Investigation GDC Project No. SD412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 23 California Department of Conservation, Division of Mines and Geology (1992). Fault Rupture Hazard Zones in California, Aiquist-Priolo Special Studies Zone Act of 1972: California Division of Mines and Geology, Special Publication 42. California Department of Transportation (2009). Caltrans ARS Online (V2.3.06), Based on the Average of (2) NGA Attenuation Relationships, Campbell & Bozorgnia (2008) & Chiou & Youngs (2008) from http://dap3.dot.ca .gov/ARS Online! Campbell, K.W. and V. Bozorgnia (2008). NGA Ground Motion Model for the Geometric Mean I Horizontal Component of PGA, PGV and PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01s and lOs, Earthquake Spectra, V.24, pp. 139-172. Chiou, B. and R. Youngs (2008). An NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, Earthquake Spectra, V.24, pp. 173-216. Geocon Incorporated (2006). Soil and Geologic Reconnaissance, the Bridges at Poinsettia, Carlsbad, California, Project No. 07381-32-02, dated June 22. Geocon Incorporated (2007). Update Soil and Geologic Reconnaissance, the Bridges at Poinsettia, Carlsbad, California, Project No. 07381-32-03, dated May 25. Geocon Incorporated (2009a). Limited Soil and Geologic Reconnaissance, Poinsettia Lane Bridge, The Bridges atAviara, Carlsbad, California, Project No. 07381-32-04, dated March 11. Geocon Incorporated (2009b). Update Geotechnical Report, Pontebello, Carlsbad, California, Project No. 07381-32-03, dated May 22. Geotechnics Incorporated (2001). Geotechnical Investigation, Aviara Community Park, Carlsbad, CA, Project No. 0669-001-00, October 12. Group Delta Consultants (2013). Geotechnical Investigation, Tabata Development, Project No. SD365, dated March 4. Group Delta Consultants (2014a). Preliminary Geotechnical Information, Carlsbad Poinsettia Development, Project No. EN015, dated February 6. Group Delta Consultants (2014b). Proposal for Geotechnical Investigation, Poinsettia 61 Development, Carlsbad, California, Proposal No. 5014-107, dated October 15. International Conference of Building Officials (2013). 2013 California Building Code. I A GR13UP DD...TZt N:\Projects\SD\5D412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc Report of Geotechnical Investigation GDC Project No. 5D412 Poinsettia 61 Development November 20, 2014 Lennar Homes Page 24 Jennings, C. W. (1994). Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions: California Division of Mines and Geology, Geologic Data Map Series, Map No. 6. I Kennedy, M. P., and Tan, S. S. (2005). Geologic Map of the San Diego 30'x60' Quadrangle, California: California Geologic Survey, Scale 1:100,000. Pradel, D. (1998). Procedure to Evaluate Earthquake Induced Settlements in Dry Soils, Geotechnical I Journal, Vol. 124, No. 4, pp. 364 to 368. Southern California Earthquake Center (1999). Recommended Procedures for Implementation of DMG SP 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, I University of Southern California, 60 p. I Southern California Earthquake Center (2002). Recommended Procedures for Implementation of DMG SP117, Guidelines for Analyzing and Mitigating Landslide Hazards in California, University of Southern California, 110 p. 5 United States Army Engineer Waterways Experiment Station (1974). Tsunami Prediction for Pacific Coastal Communities, Hydraulics Laboratory, Vicksburg. United Stated Geological Survey (2009). Earthquake Hazards Program, Based on Three NGA Relationships, Boore & Atkinson (2008), Campbell & Bozorgnia (2008) & Chiou & Youngs 1 (2008) from http://egint.cr.usgs.gov/deaggint/ ` 2008. Wesnousky, S. G. (1986). Earthquakes, Quaternary Faults, and Seismic Hazard in California: Journal of Geophysical Research, v. 91, no. B12, p. 12587-12631. I Youd, T.L. et al. (2001). Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 4, April. Youd, T.L.; Hansen, C.M. and Bartlett, S.F. (2002). Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement. Journal of Geotechnical and Geoenvironmental 1 Engineering, Volume 128, No. 12, December 2002, pp. 1007-1017. Youngs, R.R. and Coopersmith, K.J. (1985). Implications of Fault Slip Rates and Earthquake I Recurrence Models to Probabilistic Seismic Hazard Estimates, Bulletin of the Seismological Society of America, vol. 75, no. 4, pp. 939-964. I I I A GROUP DELTA N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc 11 [1 I I TABLES I 1 F, I I I 'I I Fi I I I I - - - am = - -.= M - on on P -0 11111111111114 M TABLE I 2013 CBC ACCELERATION RESPONSE SPECTRA (SITE CLASS C) GDC PROJECT NO. 5D412, Poinsettia 61 Development Site Latitude: 33.1106 Site Longitude: -117.2767 - - S5= S1= Site Class= F,= F,= TL S= S,a= S0 = S5 = ;= T5 1.075 g = short period (02 sec) mapped spectral response acceleration MCE Site Class B (CBC 2010 Fig. 1613.5(3) or USGS Ground Motion Calculator) g = 1.0 sec period mapped spectral response acceleration MCE Site Class B (CBC 2010 Fig. 1613.5(4) or USGS Ground Motion Calculator) = Site Class definition based on CBC 2010 Table 1613.5.2 = Site Coefficient applied to S to account for soil type (CBC 2010 Table 1613.5.3(1)) = Site Coefficient applied to S1 to account for soil type (CBC 2010 Table 1613.5.3(2)) sec = Long Period Transition Period (ASCE 7.05 Figure 22.16) = site class modified short period (0.2 sec) MCE spectral response acceleration = F x S. (CBC 2010 Eqn. 16-36) = site class modified 1.0 sec period MCE spectral response acceleration = F, x S (CBC 2010 Eqn. 16-37) = site class modified short period (0.2 sec) Design spectral response acceleration = 2/3x S (CBC 2007 Eqn. 16-38) = site class modified 1.0 sec period Design spectral response acceleration = 2/3 x SMI (CBC 2007 Eqn. 1649) sec = 0.2 Sol/Sre = Control Period (left end of peak) for ARS Curve (Section 11 A.5 ASCE 7-05) sec = 501'5re = Control Period (right end of peak) for ARS Curve (Section 11.4.5 ASCE 7-05) 0.415 C 1.000 1.386 8.00 IL - 1.075 0.575 0.717 0.383 0.107 0.535 - U I- 0 Q. - T (seconds) Design MCE 1.0 0 j < i . 0 A .•t 0.0 0.0 Sa (g) Sa (g) 0.000 0.287 0.430 0.107 0.717 1.075 0.535 0.717 1.075 0.600 0.639 0.959 0.700 0.548 0.822 -Design -'--MCE 0.800 0.479 0.719 - - 1.2 -- - -- 0.900 0.426 0.639 1.000 0.383 0.575 - 1.100 0.349 0.523 1200 0.320 0.479 1.300 0.295 0.442 1 0.8 -- -I-- - -- -- 1.400 0.274 0.411 1.500 0.256 0.383 0-6 - 1.600 0.240 0.359 1.700 0.226 0.338 1.800 0.213 0.320 1.900 0.202 0.303 2.000 0.192 0.288 -- 2.100 0.183 0.274 2.200 0.174 0.261 2.300 0.167 0.250 -__ _ 2.400 0.160 0.240 2.500 0.153 0.230 2.600 0.147 0.221 2700 0.142 0.213 0.198 - 2.800 0.137 0.205 2.900 0.132 3.000 0.128 0.192 - - - - - . . . 3.100 0.124 0.186 3.200 0.120 0.180 -- .-.- 3.300 0.116 0.174 3.400 0.113 0A64 0.169 3,500 OA10 0.5 1.0 1.5 Period (seconds) 2.0 2.5 3.0 3.5 4.0 3*600 0.107 0.160 3.700 0.104 0.155 3.800 0.101 0.151 3.900 0.098 0.147 4.000 0.096 0.144 4.000 0.096 0.144 - - - - rr 1M MOMIM - --- - - - __J WNIIIIINI TABLE 2 2013 CBC ACCELERATION RESPONSE SPECTRA (SITE CLASS D) GDC PROJECT NO. 513412, Poinsettia 61 Development Site Latitude: 33.1106 Site Longitude: -117.2767 - Q. - - S= S1 Site Class= F= F= I. S= SF41 S= Si T0= T5 1.075 g = short period (0.2 sec) mapped spectral response acceleration MCE Site Class B (CBC 2010 Fig. 1613.5(3) or USGS Ground Motion Calculator) g = 1.0 sec period mapped spectral response acceleration MCE Site Class B (CBC 2010 Fig. 1613.5(4) or USGS Ground Motion Calculator) = Site Class definition based on CBC 2010 Table 1613.5.2 = Site Coefficient applied to S to account for soil type (CBC 2010 Table 1613.5.3(1)) = Site Coefficient applied to S to account for soil type (CBC 2010 Table 1613.5.3(2)) sec = Long Period Transition Period (ASCE 7-05 Figure 22-16) = site class modified short period (0.2 sec) MCE spectral response acceleration = F x S (CBC 2010 Eqn. 16-36) = site class modified 1.0 sec period MCE spectral response acceleration = Fx S1 (CBC 2010 Eqn. 16-37) = site class modified short period (0.2 sec) Design spectral response acceleration = 2/3 x S (CBC 2007 Eqn. 16.38) = site class modified 1.0 sec period Design spectral response acceleration = 2/3 x SMI (CBC 2007 Eqn. 16-39) sec = 0.2 Sm'Scc = Control Period (left end of peak) for ARS Curve (Section 11.4.5 ASCE 7-05) sec = SDI/Sre = Control Period (right end of peak) for ARS Curve (Section 11.4.5 ASCE 7-05) 0.415 D 1.070 1.585 8.00 Q. - 1.150 0.658 0.767 0.439 0.114 0.572 - Z U o T (seconds) Design MCE 1.0 j j cc 0.8 - < J ts . I > rL (-- A 02 0.0 0.0 Sa (g) Sa (g) 0.000 0.307 0.460 0.114 0.767 1.150 0.572 0.767 1.150 - 1.2--- 0.600 0.731 1.096 0.700 0.626 0.940 -Design -=MCE 0.800 0.548 0.822 0.900 0.487 0.731 1.000 0.439 0.658 --- -- 1.100 0.399 0.598 1.200 0.365 0.548 1.300 0.337 0.506 1.400 0.313 0.470 1.500 0.292 0.439 - - - 1.600 0.274 0.411 1.700 0.258 0.387 1.800 0.244 0.365 1,900 0.231 0.346 2.000 0.219 0.329 2.100 0.209 0.313 2.200 0.199 0.299 2.300 0.191 0.286 %. 2.400 0.183 0.274 2.500 0.175 0.263 2.600 0.169 0.253- 2.700 0.162 0.24.4 2.800 0.157 0.235 2.900 1 0.151 0.227 3.000 0.146 0.219 0.212 - - - - - - - - - 3.100 0.141 3.200 0.137 0.206 .- . . - - 3.300 0.133 0.199 3.400 0.129 0.193 3.500 0.125 0.188 0.5 1.0 1.5 Period (seconds) 2.0 2.5 3.0 3.5 4.0 3600 0.122 0.183 00 0.119 0.178 00 0.115 0.173 00 V4.000 0.112 0.169 0.110 0.164 00 0.110 0.164 FIGURES I I I U I I I I I GROUP DELTA CON ULTANTS - INC . PROg6NUMBER Ts 412 9245 ACTIVITY ROAD, SUITE 103 NUMBER SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes 1A .4 NO SCALE SITE LOCATION MAP .-- - d •s ."5 ....._ •'j i.i -amas,aL-n 1 1 - llIiir.. . l '. -'• W '-'R -• • I - - • 1.k :' - I. —. '1,... - • P / I :-- .. . . ...*.-. 'I. 01 kk ..ç.. 411, aft ! * . - Moll *s-" 10, . ,. 000 PROJECT NAME lit fri OCUMENTNUM GROUP DELTA DIEGO. Poinsettia Ti" 'TI ' / )IL __ — A NO SCALE EXPLANATION: B-19 4 Approximate location of exploratory boring (TD—Total Depth). P24 Approximate location of percolation test. A A' Approximate location of cross section. I I I I 1 I I I I I I I I I I I I I I A' B' IC ,w •.•;••,y I : TV I ta .': -.- B-2 .: RB -.4 40 N At 44 I . ...::.. . :. -. - NO SCALE EXPLANATION: -- ; Approximate location of exploratory boring ---'n T - • . - - . (TD-Total Depth). Approximate location of percolation test. A ESRCLJFO DTA II GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412 9245 ACTIVITY ROAD, SUITE 103 A Poinsettia 61 Development FtGURE NUMBER N DIEGO, CA 92126s3&1: ER I I I I I I I I I I I I I I I I I I I ( 00 JIM are Cr EXPLANATION. ¶ 19 ;ox±te location of exploratory boring (TD-Total Depth). i' G4 -1 P.2 4 a B-11 I i s ( I ) \ 1L Approximate location (TD-31' ii /\J.) ' of percolation test. I (TD_42,)? Approximate location I / ' of cross section. 13RCHJF DELTA GROUP DELTA CONSULTANTS, INC. PROJECTNUMBER ENGINEERS AND GEOLOGISTS SD412 9245 ACTIVITY ROAD, SUITE 103 DOCU ENTINUMBER —SAN DIEGO, CA 92126 (858) 536-1000 1M PROJECT NAME 4-0188 Poinsettia 61 Development FIGURE NUMBER t1I NO SCALE ROUGH GRADING PLAN / * , I wr : I'T •' ; 7' \ t!W1 40 Fm YEN IL ' 4 Aj * 1' - 14 Vt : I - V .: . ::1:. WIN. I I • £ / ________ -. • is Tsa - Qya ya /) Tsa l ie - Tsa Qvop1011 - Qvop101, 5, kL I Tsa Tsa Qvop1011 Tsa 33 )Qya ( EXPLANATION: %KAdW Fu.d.0 (mldr E.cru-P4.nacd by Woock*ut md Ponoe O'MS) for Eaccc deposift of .soiwc%*em sania AumlaIna Tbci we .h disthicthc p.m. A haul m5ulbem tI* con.èMs or buff md bi*nWi.pay. mautw co.nc-guimcd. poorly .orled wkosk mmnda$omc and cngksmiem*c (au000c spenemily ptcdonUn.dng). In iooie eu die built mmsbgr Is o'.es1ain by irmy and IsThah-pay Isall and p.pg) central member dint coosIa or iofl. mcdMzm-grltncti e cratety well-imoncd a*o'uc %andiitrnc %.r, aid p.r.ik d.p.iMi. lIsts IS tusldd$. to worb ED Plutui.cvu.I-.Mo.Ity poorly wllcd. momkiaiciy p.crm...abk. veddnh-brou& m*er1inrred lmndlmc. buck. tollaww and coikn iii dupometi cot poaad of Mitalon.. an,mhlonc and con— i poraSt d.pn.l. taut 2-4 .udhMrd bu Il e . ' 1"'k4iS.un.)—Mo.rly poorly ionomL modrramdy puon..bk. ttddth-bros& inkillospacd uzraisfllne. bcadi. estw6iw and coftuvnd dqio.ds conu.cd of nitaianc. .iduuic and .11111410-10 %ou.g .11uIlt fl.od plus dapodut Hoist.., ,d too Pkko)-M.m*h poort' nanhmLalcd, pBIoth incd. penneltmk flood $un ikpo.il' M.*.i.dlntrntary sad awrinelcank racks uadtild.d (%kisaskI-Lo.rask *Jft.cntchhs laciest nietascdimcniar rms.hs icuMitwwrak, iiand*9n5 ant wk*Nie) Walaytwd ant mtlted a*b mctasvkas.c rock. conu,4mg or tk,ss. mif. and %CCIlshc N £ GREXJF DELTA A GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD. SUITE 103 - - - DOCUMENT NUMBER SAN DIEGO, CA 92126 (958)536-1(9)0 PROJECT NAME - 14-0188 Poinsettia 61 Development - FIGURE NUMBER (ennar Homes 3A NO SCALE REGIONAL GEOLOGIC MAP 33 -Orlo 41, -' f).. T6a'-- • --- . • ...\ - -- - — -i $ ___••\ '---/ JI -. .•-• i-' . - •-. . -. ( ,. :. 2Zi 2. ( 25.-• ~1 Po F ',,. IL .. • , is Fp k mow F / API • _jj i'S.. F ' H 1. • .,J I •., 7 -•j/ . .6# .. . I'.. - ?flO4ub Cre ek UI'"-' --. •jL/- .. .," - —' - £- EXPLANATION: Approximate topographic contours of the site in 1978 (feet). REFERENCE: National Geographic Holdings (2001). TOPO!, County of San Diego, Encinitas Quadrangle, Map Level 5. NGROUP DELTA - A GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 NT NUM 9245 ACTIVITY ROAD, SUITE 103 DOCUMEBER SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME 14-01 88 Poinsettia 61 Development FIGURE NUMBER Lennar Homes 313 NO SCALE REGIONAL TOPOGRAPHY : Ponseftia -T Park 74 %as Camino Dc Las Ondas .;! Dasy4,- rn 4- IV Four Sawons AltI b' ••j Aura C) .5 Goff Club I '6 i'?' •. '4 La R An Ne& IDUP DO-T,& EXPLANATION: GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 DOCUMENTNUMBER Approximate location of the FEMA/DWR 100-Year Floodplain - SAN DIEGO, CA 92126(858)536-1000 I PROJECT NAME 14-0188 - - Poinsettia 61 Development FIGURE NUMBER Lennar Homes 3C REFERENCE: California Emergency Management Agency (2013). County of San Diego, Encinitas Quadrangle, FEMA Flood Plains and California Specific Flood Areas. NO SCALE 100-YEAR FLOODPLAIN Poinsettia Paf r Camino DetasOndas tt. - - isa 0\s4 _ 9 010 I •' I - 1 ' - law iR 1i 4$ IIWAVIara$PkY 7 ] FourS.esons — I Avsara it Gol Club il 0*1 _ Lz F As EXPLANATION: 0 Approximate location of the recommended CEMA Tsunami Evacuation Area REFERENCE: California Emergency Management Agency (2013). County of San Diego, Encinitas Quadrangle, CEMA Tsunami Response Emergency Planning Zone. NGROUP DT A GROUP DELTA CONSULTANTS. INC PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412 9245 ACTIVITY ROAD, SUITE 103 - DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-1IXI0 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER Lennar Homes 3D NO SCALE TSUNAMI INUNDATION MAP - - - - - - - - - - - - - - - - - - - OD OcDr ø€DbO Q.i'Gr wccr-1 z — / -/ - -, ( / /fit h iJID '-D JI1Q ((/)/I/ i CD 0 g2 qU II > , 4 CO) 06 ID 3Cn3 D3 CC' cnS"5 CL oi ;;r ol : [p* ID COL HI ID- );111 ftI:(11 1tg 4 Cl To / / _--z / 0 6M /i'( CUD cl a o MCO 20 CD // - //(\ : \• / \ i 4i I 4Z; \ ) , / .- - / // /; / / - /' ./ \._—• / S j rz 52, /' I > Ø/;•.. / 7 /f / > .);;;o- z / / i/I i ./ •. /, / -4 . ..... Qa ) Points 1l \' Camp PendIet&(7 I Marine Corps \' '\ Base \ 6r d.*d 00 ~ 'Opt r \ 'Ur q •': iv Sa'on SanLiis ( - Valley / - city Rey C an \ Ce rder \ \ Cad Md\' Marcos ) re a E 1214; m hicUW \ O\ \ 527m E scondido p,, :. \ %= 34m.) R amona 1' Al I " 0 C ardi ftsy -t he ( jDI Ii C 0 Staw Pk. I 11 ' \ 475 m.f 4;) .4 4m"%, DeIwiar f- '_ -. 1 ow / J. ' flCh0 if 'LaJ Pine Winter :15 : •64I lb!,, ardens T ° 'J Alpine Cive1\ 4 '\t FlvePcIif •- NetcnaI I and \ I \ Fonat &dL N eA IDUP DELTA EXPLANATION: GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412 A 9245 ACTIVITY ROAD. SUITE 103 Approximate location of active faults with evidence of historic displacement within the last 200 years. DIEGO, CA 92126 (658) 53 JECT NAME 6-1IXI0 PROJECT DOCUMENT NUMBER 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes 413 Approximate location of active faults with indications of displacement within the last 11,700 years. NO SCALE LOCAL FAULT MAP Ii I I I TYPICAL CUT/FILL TRANSITION TYPICAL DEEP FILL TRANSITION F I I I I 2% SLOPE ;--.---- OVER-EXCAVATE TRANSITION \ TOADEPTH OF H/2 FEET (3 FEET MINIMUM) - FILL FORMATION - - - MAXIMUM' FILL DEPTH (H) 2% SLOPE OVER-EXCAVATE TRANSITION --TOA DEPTH OF H/2 FEET (10 FEET MAXIMUM) MAXIMUM -J FILL DEPTH (H) FILL FORMATION - I I I I I I I I I I NOTES Structures should not cross cut/fill nor deep fill transitions, due to the potential for adverse differential movement. For building pads underlain by both cut/fill and deep fill transitions, the cut portion of the pads should be over-excavated to a depth of H/2, where H is equal to the greatest depth of fill beneath the building. Over-excavations should extend at least 3 feet below pad grade, and do not need to extend more than 10 feet below pad grade. Over-excavations should extend at least 10 feet beyond the perimeters of the building foundations, including any isolated column footings. I I I I I F . SUBDRAIN LENGTH (feet) PIPE DIAMETER SIZE (inches) first 100 4 (optional) 100-500 4 500-1000 6 > 1000 8 (or 2-6") Example: Subdrain length is 800 feet. From 0 to 100 feet pipe is optional, from 100 to 500 feet pipe is 4", and from 500 to 800 feet pipe is 6". APPROVED FILTER ,- FABRIC 12-INCH MINIMUM OVERLAP 4" .. ..,-. . 24" MINIMUM MINIMUM OF 9 CUBIC FEET PER LINEAR FOOT OF APPROVED DRAIN MATERIAL PVC PERFORATED PIPE V SHOULD BE BETWEEN (SEE TABLE FOR SIZE) 60 TO 90 DEGREES I CANYON SUBDRAIN DETAILS = — <IllI I" 1l lh\ N \ \ Compacted Fill REMOVE UNSUITABLE \ \ / \N / TYPICAL BENCHING MATERIAL COMPETENT FORMATIONAL MATERIAL INCLINE TOWARD DRAIN —l:lIlII SEE DETAILS BELOW I I TYPICAL SUBDRAIN DETAIL OPTIONAL V-DITCH DETAIL MINIMUM 9 CUBIC FEET PER LINEAR FOOT OF 7 APPROVED DRAIN OO° MATERIAL APPROVED FILTER - FABRIC 12-INCH MINIMUM OVERLAP OQ OO O O f occ'c( PVC PERFORATED PIPE 24" MINIMUM (SEE TABLE FOR SIZE) NOTES I I I I I I The need for perforated pipe and pipe diameter to be determined by geotechnical consultant based on field conditions. Perforated pipe should outlet through a solid pipe to a free gravity ouffall. Perforated pipe and outlet pipe should have a fall of at least 1%. Filter fabric should consist of Mirafi 140N, Supac 5NP, Amoco 4599, or similar approved fabric. Filter fabric should be overlapped at least 12-inches. Drain material should consist of minus 1 1/2-inch, minus 1-inch, or minus 3h-inch crushed rock. Subdrain installation should be observed by the geotechnical consultant prior to backfilling. I I I I FINISH FILL SLOP FINISH FILL SLOPE 4' TYPICAL FINISH CUT SLOPE NATURAL SLOPE 1W IYI'It#kL 4' TYPICAL FILL OVER CUT SLOPE FILL OVER NATURAL SLOPE SURFACE OF FIRM FORMATION SURFACE OF Fl FORMATION I I I I I I I I I I I I I I I I I I I 15' MINIMUM (INCLINED 2% MINIMUM INTO SLOPE) 15' MINIMUM (INCLINED 2% MINIMUM INTO SLOPE) NOTES Where the existing ground surface slopes at more than a 5:1 gradient, benches should be constructed to provid level areas for fill placement. Benches should be wide enough to provide complete coverage by the compaction equipment. 7 COMPOSITE PANEL DRAIN FABRIC SIDE FACING SEEPAGE (COVERAGE DETERMINED IN THE FIELD BY THE GEOTECHNICAL CONSULTANT) 4_flh Jill 4" DIAMETER PERFORATED PVC /=lIU till RECONSTRUCTED FILL i Jill Jill Jill li1 WITH MINUS 3/4" CRUSHED ROCK SLOPE PER PLAN --Jill Jill WRAPPED IN FILTER FABRIC Jill JillI Jill / (1 CUBIC FT ROCK PER LINEAL FT)Jill 4"11 Jill == Jill / .Jill F IIII Jill / - - / "Jill 2 FOOT Jill Jill MIN. 2 Jill liii liii fill tIll fill = fill 1 TEMPORARY BACKCUT 2-INCHES OF CRUSHED ROCK COMPACTED FILL ~Ill Jill (1:1 GRADIENT MAXIMUM) BELOW PERFORATED PIPE BUTTRESS 111 Jill Jill Jill Jill Jill SEEPAGE OR Jill SHEARED ZONE fill I I I —2% SLOPE Jill Jill liii lilt 1111 till 1111 I==till till 1111 liii 1111 llll lilt till 1111 llll lilt lilt tIll till 1111 lIlt 1111 1111 liD Ill = 1111 =[ill IM 1111 1111 = Ill]= iii = liii = liii = fill IM 1111 1111 1111 1111 iii liv Jill Ill] fill 4 Jill "I Jill KEYWAY WIDTH AS DETERMINED BY THE GEOTECHNICAL CONSULTANT (15 FEET MINIMUM) Li NOTES Drainage panels should consist of prefabricated geocomposite drain such as Mirafi G100N, JDrain 400 or similar. Filter fabric should consist of spun bond, needle punched geosynthetic such as Mirafi 140N, Supac 4NP or similar. Splices in panels should be as recommended by the manufacturer. Interlocking type panels should be overlapped at least 6 inches. Non-interlocking type should overlap at least 12 inches. Subdrains should outlet by a solid 4 inch PVC pipe to a storm drain system or suitable surface outlet. Perforated pipe and outlet pipe should have a fall of at least 1 percent. 1 I I I I I I I I F~ I I I 1 I I I I I ROCK AND FABRIC ALTERNATIVE DAMP-PROOFING OR WATER- PROOFING AS REQUIRED DAMP-PROOFING OR WATER- PROOFING AS REQUIRED N PANEL DRAIN ALTERNATIVE I 1 I I I I iiiiV. C.OMPACTED. .BACKFILL. .......... -fill Ill MINUS 3/4-INCH CRUSHED ROCK ENVELOPED IN FILTER FABRIC (MIRAFI I40NL, SUPAC 4NP, OR IU APPROVED SIMILAR) 4-INCH DIAM. PVC . PERFORATED PIPE \: .: .• GEOCOMPOSITE .• : : PANEL DRAIN . ....... ... = III = COMPACTED 12-INCH A krILL MINIMUM •. I CU. FT. PER LINEAR FOOT OF WEEP-HOLE MINUS 3/4-INCH CRUSHED .. . .. ALTERNATIVE ROCK ENVELOPED IN . FILTER FABRIC ...... .. '/ /A 4-INCH DIAM. PVC .. // I PERFORATED PIPE .. . WEEP-HOLE ALTERNATIVE 1 I I 1 I I I I NOTES Perforated pipe should outlet through a solid pipe to a free gravity outfall. Perforated pipe and outlet pipe should have a fall of at least I %. As an alternative to the perforated pipe and outlet, weep-holes may be constructed. Weep-holes should be at least 2 inches in diameter, spaced no greater than 8 feet, and be located just above grade at the bottom of wall. Filter fabric should consist of Mirafi 140N, Supac 5NP, Amoco 4599, or similar approved fabric. Filter fabric should be overlapped at least 6-inches. Geocomposite panel drain should consist of Miradrain 6000, J-DRain 400, Supac DS-15, or approved similar product. Backfill should consist of granular soil with an Expansion Index of 20 or less, and 35 percent or less passing the No. 200 sieve. PLATES - L / -- L V LV - -- - - - ----V I - — - — /__._____ - - ---. - B-8 ---- /'\ 4 - —i S / NV B-4 V - - - V TP-8 V / O8GTP-9 V V \Qva V V V V I - B-19/7 V 1 f / I * / / / / 4 1 N I \\ Qya 1 / / r / N TP-7 / 1/ /4 ,i ,LI :, V / •V -V _1VVV__V__. / VV/ / —_VV---c/ ____VV , /1' / / 11 1 / / I i / /7 / / — / 7 / 'V 06GB4 I / / 4 / / — 1 Ts a / // i , 'V - /V -' VV II V - jVV\iV; - O8GTP13 / 7 / / I - I GTP-1O 1 99GTP-11 Tsa / / / / 1' / I / / 4 / // ,.l hhhhht\ I V' '" / V I /V 'V V V , I / I 4 ( : 7/ r / " ,\ FlU\ \ ) )H'\74/91// /// ' V V O8GTP-14 /\ 4VI " V V -- V 7 1 I ill f' H 99GTP-3 1 - / 1 / Qy a // Ts a / / 7 / I * \ \ \ --- -- - 1/ V V - - V / V / \ / / / / / / I / jo / H-- H Tsa ' \ )y TP\ 4, V - V I V / - - - ?• • '4 V \ I! ' '' ' / - - V - - - - - '- V V V V O8GTP-8 7 V \ -'V - * \ - / ' // - - / V - - -- - -' -'V * I TP-9 / •rltt V' /1 / , V I - 'V \ N N / / / N V '\ '4 V V \\ 'V ' /77__ \ / I I "\ \\ / 99GTP-1 V - / Qya V/ / / - V I \ //// P 2 o8GTP;/ 4/ / Qya 'V / 'V / / 1/( -- : - - - ' - - - V \ 7 N // I + // 'V N N / /'V/ ' / - \7\ \\ / / fill / / / / / N - - * - - "N 7 •B12 Cut / / // / N - - / V ' , $ // V - -- // \\ H' H' V V / / - 'V''''' \\/\ - 'V 'V '" // '4 / // -V - /' / -' ,' 06G'B-1 'V' ' - ' / 7 ' - / / ,H /// // / / / / - / / / / - - * / / N /H' 0 - / / / I II / - ' / ' - ' V'V (,--1 isa -' f / / V / / / / 4 / / 'V 'V - Ts a 'V I - \ \\ \ \\\\ / \ / 4 / / / / - -. / :' - , 'V ' 71 ,- - - - ' - / \ / ' V V - - V V -V - '' / I 'i/ \\ ./ - ---- — ( ,/ V ' V / V V V 4 ' -V ' - 1, / — () VV 7 \ I I ' V V 'V V ' -/7/ ' - V -- 4 ' 'V 1 - 7 — -- / ' ' V V 7 'V / /,z/ , — \ 4 1 / \\ \ // / -' ' - ' /'7, 7' // N \'\\\ - ' / - -- / / / / // /4 'V -' "- / 7 "V / 4 / \ 4 / \ \ \ I V 1 - I 7 / // 7 \ I >4 — — 7 \ 1 / \ \ \jI f //'V (________ /// l 0 / I V-IVV-.--j ____) VI\//// -- H -- - - B-1O - - - I-,--_ - ,, Fill // V /7/ I * tI Tsa , / - - - V V - V V - I / V N '' V - - - //// TP-3 ----/7 O8GTP-3 —L _/ 7 -, 7 '1 - •' V -. -V B 17 - - -- V V - V - / 7'! - - ' - - V - - - V B-1 5 / / - TP-4 + - - V V -. - - / V - V.--- / -- - V - V--V V -- .._Cc,1 / I I 'I - - I / V - - V - -V V - I T ' - - ,/i -- - fill -- --------------------------------------------------------------- I ,\ /1 ____ - cut 1 V , - V 'N - fd - V - - / / '\ \ - - - V ' cut - - - - V "S ,/ \ I Fill - V - V -- - - - - - II 4 V - - - - V 1s a - - - V - - - - - - -- I - - ' /;/4 -- L --: L'L V ---V -V-VV- -- i/I // / I *- V - - - - -:. - - V - N V -- - - -1' 1 - I V V - s - - -V - - 1' V - V II - V / V - V - - V : --- -\ V 0 1 V - V I 0 / --- - I - --- I cut - ,// V - - 'I-' - '\\ \ '7 7 II P/ - V 7'! -, ' I - - 4 / ' - - /.B18 - - Tsa /1 /Isa V / " / ' r- /11 V — - ----V V -' V -- \\I - - I - - - V A A '' ,_ 250 — Explanation Santiago Formation, circled where buried Approximate location of large diameter boring conducted by others (Geocon, 2006) *06GB4 199GTP-1 I O8GTP-14 Approximate location of exploratory test pit conducted by others (Geocon, 1999) Alluvium, circled where buried Fill, circled where buried, 'u" where undocumented fill 9 Approximate location of hollow stem boring (GDC, 2014) TP-I1 Approximate location of exploratory test pit (GDC, 2014) SCALE: 1" = 50' Approximate location of exploratory test pit conducted by others (Geocon, 2008) - - ? e . S cut fill Approximate location of geologic contact (dotted where buried, queried where uncertain) Approximate location of daylight with cut and/or fill indicated P-2 Approximate location of percolation test (GDC, 2014) Approximate location of proposed canyon subdrain, barbs in direction of flow Reference: 1418ASite.dwg, provided by O'Day Consultants, Inc, 2014. 6 RD U p GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SD412 ___________________ DOCUMENT NUMBER SAN DIEGO, CA 92126 (855) 536-1000 DELTA 14-0188 PROJECT N AME Poinseftia 61 Development Lennar Homes _____________________________________________________________________ PLATE NUMBER I GEOTECHNICAL MAP APPENDIX A FIELD EXPLORATION APPENDIX A FIELD EXPLORATION Field exploration included a visual and geologic reconnaissance of the site, the drilling of 19 exploratory borings and 2 percolation holes, and the excavation of 11 exploratory test pits. The subsurface investigation was conducted by Group Delta Consultants personnel between October 27th and November 4th, 2014. The maximum depth of exploration was about 60 feet below surrounding grades. The approximate locations of the borings, percolation holes, and test pits are shown on the Exploration Plans. Logs describing the subsurface conditions we encountered are presented in Figures A-i through A-32, immediately after the Boring Record Legends. The 19 exploratory borings and 2 percolation holes were advanced by Pacific Drilling Company using both a track mounted limited access drill rig (the Fraste), and a truck mounted all-wheel drive drill rig (the Wolverine). Drive samples were collected by the Fraste and Wolverine rigs using automatic hammers with average Energy Transfer Ratios (ETR) of 83 and 82 percent, respectively. Disturbed samples were collected from the borings using a 2-inch outside diameter Standard Penetration Test (SPT) sampler. Less disturbed samples were collected using a 3-inch outside diameter ring lined sampler (a modified California sampler). These samples were sealed in plastic bags, labeled, and returned to the laboratory for testing. For each sample, the number of blows needed to drive the sampler 12 inches was recorded on the logs. The field blow counts (N) were normalized to approximate the standard 60 percent ETR, as shown on the logs (N60). Bulk samples were also collected from the borings at selected intervals. The boring logs are presented in Figures A-i through A-19. Logs of the percolation test boreholes are shown in Figures A-20 and A-21. The ii exploratory test pits were advanced by West-Tech Contracting using a John Deere 510D backhoe with a 24-inch wide bucket. The test pit excavations were logged by our project geologist. Bulk samples were collected from the test pits at selected locations for laboratory testing. The test pit logs are provided in Figures A-22 through A-32. Both the boring and test pit locations were determined by visually estimating, pacing and taping distances from landmarks shown on the Exploration Plans. The locations shown should not be considered more accurate than is implied by the method of measurement used and the scale of the map. The lines designating the interface between differing soil materials on the logs may be abrupt or gradational. Further, soil conditions at locations between the excavations may be substantially different from those at the specific locations we explored. It should be noted that the passage of time may also result in changes in the soil conditions reported in the logs. I DUP DE3_T4 N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc HOLE IDENTIFICATION Holes are identified using the following convention: H - YY - NNN Where: H: Hole Type code VY: 2-digit year NNN: 3-digit number (001-999) Hole TvDe Code and Descriotion Hole Type Description A Auger boring (hollow or Solid stem, bucket) R Rotary drilled boring (conventional) RC Rotary core (self-cased wire-line, continuously-sampled) RW Rotary core (self-cased wire-line, not continuously sampled) P Rotary percussion boring (Air) HO Hand driven (1-Inch soil tube) HA Hand auger. o Driven (dynamic cone penetrometer) CPT Cone Penetration Test o Other (note on LOTB) SOIL IDENTIFICATION AND DESCRIPTION SEQUENCE Refer to Section identification Components I Group Name 2.5.2 3.2.2 . 2 - Group Symbol 2.5.2 3.2.2 11 • Description Components 3 Consistency of Coheve Soil 2.5.3 3,2.3 • Apparent Density 4 of Cohesionless 2.5.4 Soil 5 Color 6 Moisture 2.5.6 percent of Proportion of Soil 257 . ' 32.4 . o Particle Size 2.5.8 2.5.8 • o Particle Angularity 2.6.9 Particle Shape 2.5.10 Plasticity ((or fine- 2,5.11 326 grened soil) a Dry Strom9th (for 2812 0 fina.raInod soil) . 10 Dllatoncy (for fine. 2513 0' grained soil) 11 Toughness (for 2514 fine-grained soil) ' 12 Structure 2.5.15 - 0 13 Cementation 2,5.16 _____ • - Percent 01 Cobbles and 2.5.17 5 14 Buiders Description of Cobbles and 2.518 5 Boulders 15 Consistency FIeld Test Result ' Additional Comments Describe the soil using descriptive terms in the order shown Minimum Reauired SeQuence: USCS Group Name (Group Symbol); Consistency or Density; Color; Moisture; Percent or Proportion of Soil; Particle Size; Plasticity (optional). = optional for non-Caltrans projects Where aoolicable: Fr--- Cementation; % cobbles & boulders; RC Description of cobbles & boulders; Consistency field test result I 1 REFERENCE: Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010). Description Sequence Examples: SANDY lean CLAY (CL); very stiff; yellowish brown; moist; mostly fines; some SAND, from fine to medium; few gravels; medium plasticity; PP=2.75. Well-graded SAND with SILT and GRAVEL and COBBLES (SW-SM); dense; brown; moist; mostly SAND, from fine to coarse; some fine GRAVEL; few fines; weak cementation; 10% GRANITE COBBLES; 3 to 6 inches; hard; subrounded. Clayey SAND (SC); medium dense, light brown; wet; mostly fine sand,; little fines; low plasticity. GROUP SYMBOLS AND NAMES I Synde Group Names Graphic I Symbo Group Names N--~'~ooz. Wel.gra4sd GRAVEL. LeanCLAY GW GRAVEL *4. SAND tw av w.W4.gmd.d / L L.a.. CLAY w,g, GRAVEL BANDY lean CLAY Puady graded GRAVEL OP jean ci . vtyjeancy PNIMyg*d.d GRAVEL SAND GRAVE.LLY lean CLAY *4. SAND wed.grad.d GRAVEL mthsILr I I / - SILTY CLAY • GW.GM W4.grad.d GRAVEL *0I SILT and SAND J I / / / CL.ML SILTY DAY *4. SAND EL1Y CLAY *4. GRAVEL SANDY SILTY CLAY SANDY strf CLAY w* GRAVEL GW-GC Wdad•d GRAVEL *4. CLAY (p. SILTY Wall ad"GRAVEL anN ClAY sad SAND TY CLAYandSAND) / GRA LLY SILTY CLAY I GRAVELLY SILTY CLAY *4.SAND o __ SLT Poo4y Waded GRAVEL. _. I - SILT OP-GM SILT . SAND o Poa.h. graded GRAVEL *4. SILT and SAND I I ML SILT *4. GRAVEL SANDY SILT *4, GRAVEL SANDY SILT- GRAVEL *41 CLAY w Ali AV) o ad GRAVEL *4i CLAY and SAND 4CLAYand$ANO) GRAVELLY SILT j - GRAVELLY SILT vAh SAND SIV( GRAVEL ORGANIC lea. CLAY Till GM 5 ORGANIC l.a.. CLAY s4l SAND $LV( GRAVEL *4. SAND J CL ORGANIC I.... CLAY *4, GRAVEL SANDY ORGANIC lean CLAY - CLAYEY GRAVEL SANDY ORGANIC lean CLAY with GRAVEL GC CLAYEY GRAVEL *4. SANG GRAVELLY ORGANIC le.nCt.AY GRAVELLY ORGANIC lean CLAY wit. SAND - stvl. CLAYEY GRAVEL IT) - ORGANIC SILT GC-GM ORGANIC $LTW4,SAND SILTY, CLAYEY GRAVEL *4, SAND I)" \ ot. ORGANIC 5ILT *4, GRAVEL SANDY ORGANIC SLIT SANDY ORGANIC SILT with GRAVEL W4.910ded SAND : SW GRAVELLY ORGANIC SILT • . - WnI.g.ad.d BAND *4. GRAVEL GRAVELLY ORGANIC SILT *4. SAND Pua.lyg.ad.dSAND - F. CLAY Poody graded SAND *41 GRAVEL FM CLAY *41 GRAVEL. - - / CH SANDY leICLAY w.,ad.d SAND *9. SiLT a SANDY to CLAY *4. GRAVEL SW.SM CLLAVELLY(p( CLAY Wed-graded SAND .10 SILT and GRAVE). - GRAVELLYZa. CLAY *4. SAND Wa44ed.4 SAND *9. CLAY (or SILTY CLAY) Masbe SILT SW-SC W.Sp.adml SANO**I. CLAY and GRAVEL ad CLAY..7. Epada SILT *0, SAND SILT GRAVEL WM - and GRAVEL)EWW MN SANDY .U4.cSILT SANDY .Ie9.c SLT4. GRAVEL Powly Waded SAND *9. SILT SP$M GRAVELLY eea9.c SILT Poodyg.ad.d SAND *9.511 and GRAVEL - GRAVELLY eANba SILT wdh SAND Peedl'grad.d SAND n41 CLAY (o SILTY CLAY) ORGANIC ad CLAY SP$C Pbq ad SAND *9, CLAY and GRAVEL 'I) ' ORGANIC (el CLAY o,II. SAND jqd ,) ON ORGANIC 1* CLAY wit GRAVEL SANDY ORGANIC (III CLAY SILTY SAND ) SANDY ORGANIC Is. CLAY all, GRAVEL. • SM GRAVELLY ORGANIC IN CLAY • i SILTY SAND s.th GRAVEL ) GRAVELLY ORGANIC Cal CLAY *dh SAND • CLAYEYSAND - ORGANIC .lwac SILT yc;N. SC OGANIC4LMACSILT*ithSANO CLAYS? SAND *9. GRAVEL ON ORGANIC 04"t SILT AWN GRAVEL SANDY flask ELASTIC SILT IJl1? - SILTY, CLAYEY SAND SANDY ORGANIC ManNa SILT *4. GRAVEL SC-SM GRAVELLY ORGANIC elap.ac$L1 SILTY. CLAYS? SAND *0 GRAVEL - GRAVELLY ORGANIC aIaa.cSILT w4 SAND • • ORGANIC SOd. LN IA PT PEAT ouou ORGANIC SOd. with SAND ORGANIC 505. *4, GRAVEL 1*110? ORGANIC Sot. SAND? ORGANIC SOIL 091. GRAVEL - C068L55 COBBLES .4 BOULDERS SOW. - BOULDERS =ORGANIC GRAVELLY ORGANIC SOIL *4. SAND FIELD AND LABORATORY TESTING C Consolidation (ASTM D 2435) CL Collapse Potential (ASTM 05333) CP Compaction Curve (CTM 216) CR Corrosion, Sulfates, Chlorides (CTM 643. CTM 417; CTM 422) Cu Consolidated Undrained Tneldal (ASTM 04767) DS Direct Shear (ASTM 03030) El Expansion index (ASTM 04829) M Moisture ContOnt (ASTM 02216) OC Organic Content (ASTM 0 2914) P Pem.esbddy (CTM 220) PA Particle Size Analysis (ASTM 0422) P1 Liquid Limit, Plastic Limit. Plasticity Index (AASHTO 789, AASHTO 190) P1 Point Load Index (ASTM D5731) PM Pressure Meter R R-Value (CTM 301) SE Sand Equivalent (CTM 211) SG Specific Gravity (AASHTO 7100) SL Shrinkage Limit (ASTM 0427) SW Swell Potential (ASTM 0 4548) UC Unconfined Compression • Soil (ASTM 02163) Unconfined Compression - Rock (ASTM D 2938) UU Unconsolidated Undrained Thexiel (ASTM 0 2850) UW tjnit Weight (ASTM 04767) SAMPLER GRAPHIC SYMBOLS Standard Penetration Test (SPT) Standard California Sampler Modified California Sampler (2.4" ID, 3" OD) [I] Shelby Tube [II] Piston Sampler [flu NX Rock Core 1] 1-40 Rock Core Bulk Sample Other (see remarks) DRILLING METHOD SYMBOLS Auger Drilling Rotary Drilling Dynamic Cone [,fl or Hand Driven 0 Diamond Core WATER LEVEL SYMBOLS First Water Level Reading (during drilling) Y Static Water Level Reading (after drilling, date) REFERENCE: Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010). Ma*tr$i Oww In mattd Ill cbseved ki the thi cm be wateIyted POW ift ma1Mcsnnoi be ecstedefttlft b ow" ls fS aus.(IIsIt3UonsoI t)*dr*ind methods, oi(/lodi Maf.rtgl& es rmt adwacmttgtta I CONSISTENCY OF COHESIVE SOILS Description Shear Strength (tsf) Pocket Penetrometer, PP Torvane, TV, Vane Shear, VS. Measurement (6sf) Measurement (tsf) Measurement (is!) Very Soft Less than 0.12 Less than 0.25 Less than 0.12 Less than 0.12 Soft 0.12-0.25 0.25-0.5 0.12-0.25 0.12-0.25 Medium Stiff 0.25-0.5 0.5-1 0.25-0,5 0.25-0.6 Stiff 0.5-1 1-2 0.5-1 0.5-1 Very Stiff 1-2 2-4 1-2 1-2 Hard Greater than 2 Greater than 4 Greater than 2 Greater than 2 APPARENT DENSITY OF COHESIONLESS SOILS Description SPT Ne (blows 112 inches) Very Loose 0-5 Loose 5-10 Medium Dense 10-30 Dense 30-50 Very Dense Greater than 50 PERCENT OR PROPORTION OF SOILS Description Criteria Trace Particles are present but estimated to be less than 5% Few 5-10% Little 15-25% Some 30-45% Mostly 50-100% CEMENTATION Description Criteria Weak Crumbles or breaks with handling or little finger pressure. Moderate Crumbles or breaks with considerable finger pressure. Strong Will not crumble or break with finger pressure. REFERENCE: Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010), with the exception of consistency of cohesive soils vs. N60. CONSISTENCY OF COHESIVE SOILS Description SPTNo (blows/Il kitties) VttySoft 0-2 Soft 2-4 Medium Stiff 4-9 StIff 8.15 VcsyStlff 15.30 Hard Gmater than 3O nøS.ei9 £ie. Ne. OolbNesNbe..ogteOeew.e.w "mob CNe So4e iNe Itpt .0dO.N*caee MitOI MOISTURE Description Criteria Dry No discemable moisture Moist Moisture present. but no free water Wet Visible tree water PARTICLE SIZE Description Size (in) Boulder Greater than 12 Cobble 3-12 Gravel Coarse 314-3 Fine 1/5-314 Sand Coarse 1/16-1/5 Medium 1/64 -1/16 Fine 1/300-1/64 Silt and Clay Less than 1/300 Plasticity Description Criteria Nonplastic A 141-in, thread cannot be rolled at any water content Low The thread can barely be rolled and the lump cannot be formed when drier than the plastic limit. Medium The thread is easy to roll and not much time is required to reach the plastic limit. The thread Cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit High It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit. • 'JrcIINL, NLUlL) ILennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-01 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/3/2014 11/3/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Truck Rig (Wolverine) - 6 21 226 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs, Drop: 30 in. (Automatic) ETR - 82%, N - 82/60 * N 1.37 * N z d zw -_. Qo - z .L , I 0 iii Z ..J Wii. -Z(O o z — Liii- 0 a. 0- Ul w o a. 0 DESCRIPTION AND CLASSIFICATION < Cl) Z WQ ca 9 00 0 - Cl) • —225 61 FILL: SILTY SAND (SM); brown; moist; mostly fine PA iib; some fines; nonplastic. CR El :: (0% Gravel; 73% Sand; 27% Fines) X .• • - S-2 8 12 25 SILTY SAND (SM); dense; light gray; moist; mostly fine 13 . : SAND; little to some fines; nonplastic. • —220 R-3 10 18 38 35 12.5 111 : 20 : - —10 10— : x • —215 S-4 10 12 22 30 CLAYEY SAND (SC); dense; light brownish gray; moist; 10 .,x mostly fine SAND; little to some fines; nonplastic. -15 - 14 pr :. 1 SANTIAGO FORMATION:SILTY SANDSTONE (SM); - 210 R-5 15 20 50 46 13.7 116 30 :. . : dense; light gray with orange staining; moist; mostly fine - - . . SAND; little to some fines; nonplastic. —20 - 20 - II S-6 20 100 137 Very dense. —205 50 - - - Total Depth: 21 feet - No groundwater encountered GROUP DELTA CONSULTANTS , INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-I 0 A San r Diego, 1 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL II '' -' CONDITIONS ENCOUNTERED. • • BORI NG RECORD ILennar PROJECT NAME PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-02 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/30/2014 10/30/2014 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger I TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 36 282 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR - 82%, N 0 - 82/60 * N 1.37 * N z d zw-_. Qo - z . I .2 z LU J i—Zo e Z— W O DESCRIPTION AND CLASSIFICATION < Cl) z?j 3 B ° >- ° 0 Cl) 00( SANTIAGO FORMATION: SILTY' SANDSTONE • — B-i PA (SM); very dense; light yellowish to orangish brown; 00( El .. moist; mostly fine SAND; little fines; nonplastic. • —280 S-2 13 53 72 (0% Gravel 76% Sand 24% Fines) — 24 29 — R-3 16 60 120 109 9.9 109 5:.... Very light gray. —275 10 — — 10 21 - t Very light greenish gray. —SA 105 144 60 • —270 18 . . Increase in moisture. S-5 34 84 115 S6 24 43 93 127 50 —15 15— - _________________________ — SANDY FAT CLAYSTONE (CH); light greenish gray; B7 / moist; mostly fines; some fine SAND; Imedium to high plasticity; orange staining. • —265 17 . - >< — S-8 60 120 164 - ------------------------- :. . .•.: . SILTY SANDSTONE (SM); very dense; very light — . . : : greenish gray; mostly fine SAND; little fines; nonplastic. —20 — R-9 50 100 91 9.7 109 DS 20— . I : Some fines. —260 GROUP DELTA CONSULTANTS,, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-2 a A Diego, 92 126 S a ' II r' PRESENTED IS SIMPLIFICATION OF THE ACTUAL IJ CONDITIONS ENCOUNTERED. 'BORING RECORD 11-ennar I PROJECT NAME PROJECT NUMBER I BORING Poinsettia 61 Development SD412 B-02 SITE LOCATION I START I FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/30/2014 10/30/2014 I 2 of 2 DRILLING COMPANY DRILLING METHOD ' I LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH (ft) l GROUND ELEV (ft) I DEPTHIELEV. GROUND WATER (ft Truck Rig (Wolverine) - 6 I 36 I 282 I I N/A / na SAMPLING METHOD NOTES Hammer 140 lbs., Drop: 30 in. (Automatic) ETR 1.37* N Z 2 _.. W CL Q z Zwj' 00— i z co Z - 2- a: Fn a:ci, W -.i W -J a- I- I- z.— W 3 WI- '(1) I I- 10 a-0 < DESCRIPTION AND CLASSIFICATION a- W -J a. < Wu)Q ZLLJ J o J 0I- a- a 0 0 W < Cl) C1ca a) a: 0 0 SANTIAGO FORMATION: SILTY SANDSTONE - . . . (SM); very dense; light yellowish to orangish brown; moist; mostly fine SAND; some fines; nonplastic. —255 : —30 - ' 31 30—.:.: . - N R-10 75 150 137 10.0 111 DS - . —250 35 Sil 36 120 164 35 . Very light gray to white. 60 —245 - Total Depth: 36 feet - - No groundwater encountered —40 - 40- -240 —45 - 45- -235 - , IN GROUP DELTA CONSULTANTS C. THIS SUMMARY APPLIES ONLY AT THE LOCATION THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-2 b San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. I BORING RECORD IlLennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-03 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/30/2014 I 10/30/2014 1 of 3 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHJELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 1 59.75 303 Y N/A I na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N — 82/60 * N — 1.37 * N z W o ZW F Qo— z ! 2 z i-z - 8 DESCRIPTION AND CLASSIFICATION a. LLJ F a. 0I - CL W (J) SANTIAGO FORMATION: SILTY SANDSTONE - B-i PA . (SM); very dense; light yellowish gray with orange - R . . . stains; moist; mostly fine SAND; some fines; nonplastic. S-2 12 55 75 . (0% Gravel; 65% Sand; 35% Fines) —300 /\ 21 34 - R-3 50 100 91 8.4 92 . —295 . —10 10— S-4 19 29 79 108 50 —290 15 - R-5 36 150 137 6.8 102 DS 15 Yellow patches. - - 75 . • —285 . .•: —20 - S-6 120 164 2025 — :. : : .I Orange staining. - >< —280 GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE SUBSURFACE CONDITIONS MAY DIFFER AT OTHER 9245 Activity Road ' Suite 103 LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-3 a S a ' Diego, A 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL II CONDITIONS ENCOUNTERED. I 1] I II I I I I I I I BORING RECORD PROJECT NAME I PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 B-03 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/30/2014 I 10/3012014 2 of 3 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 59.75 1 303 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N60 - 82/60 * N - 1.37 * N w 0 W o z Qo— -ZCD z LU - 0 q 99— 8 , LU DESCRIPTION AND CLASSIFICATION LU c W < 9 9 0)- (I) SANTIAGO FORMATION: SILTY SANDSTONE - . . : . (SM); light yellowish gray; moist; mostly fine SAND; some fines; nonplastic. - —275 -.30 - R-7 50 100 91 9.3 95 DS 30 - Light gray with orange spots. —270 x S8 18 31 77 105 S-9 46 ----- • - X 12 62 85 . / I' greenish gray moist; mostly fines; some SAND; high 21 PI PA f/ plasticity. (0% Gravel; 37% Sand; 63% Fines) -- -. —265 41 . - . >< s-io 27 120 164 . SILTY SANDSTONE (SM); very dense; light gray with • - 60 . .. . • orange spots; moist; mostly fine SAND; some fines; - nonplastic. -40 - R-11 50 100 91 10.3 102 DS 40- . Very light gray to white with orange spots. —260 - 45 - 45 LLJ _255 - .1 GROUP DELTA CONSULTANTS,, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER Activity Road' Suite 103 LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-3 b S a ' Diego, A92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL t II CONDITIONS ENCOUNTERED. BORING RECORD11-ennar PROJECT NAME I PROJECT NUMBER I BORING Poinsettia 61 Development SD412 B-03 SITE LOCATION I START FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/30/2014 I 10/30/2014 3 of 3 DRILLING COMPANY I DRILLING METHOD I LOGGED BY I CHECKED BY Pacific Drilling I Hollow Stem Auger TSL MAF DRILLING EQUIPMENT I BORING DIA. (in) TOTAL DEPTH (ft)I GROUND ELEV (ft) I DEPTHIELEV. GROUND WATER (ft Truck Rig (Wolverine) I 6 I 59.75 I 303 I Y N/A / na SAMPLING METHOD NOTES Hammer 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N82J60*N 1.37* N W 0.0 z — . dl)0 W Z LU —j —ZCD ' o W t5 w Er I Cl) I 0. 0. 0. '— u I—w0 -D. -. < DESCRIPTION AND CLASSIFICATION Ui c —J w < U) Qi— 0. W () — — co CL 50 100 91 11.8 98 DS — SANTIAGO FORMATION: SILTY SANDSTONE . . (SM); very light gray with orange; moist; mostly fine SAND; some fines; nonplastic. • —250 —55 — 55— — S-13 23 100 137 . Light gray. 50 — S-14 43 200 273 . . Little fines. >< 100 — —245 42 . . . >< S-15 75 150 205 >'( — S-16 34 100 200 273 —60 — 60— • — . Total Depth: 59% feet No groundwater encountered • —240 —65 — 65- -235 —70 — 70- -230 - GROUP DELTA CONSULTANTS., INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-3 c San Diego, CA 92126 PRESENTED IS SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. 0 x z 0 0 0 -J C-) 0 0 ____ • • • BORING i)NU IlLennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-04 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/31/2014 1 10/31/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 20.5 1 248 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N - 82/60 * N - 1.37 * N Z W . o Zwj' Qo— z w w 0 Z I-Z(O -Ix co w a. ' fL DESCRIPTION AND CLASSIFICATION LLI F I O ALLUVIUM: SILTY SAND (SM); medium dense; light - B-i PA . gray to orangish brown; moist; mostly fine SAND; some • - R . . j. fines; nonplastic. R-2 23 21 11.6 104 (0% Gravel 66% Sand 34% Fines) —245 10 13 _5 - Very light brown. - )<S3 10 14 • —240 . —10 50 99 - R-4 100 91 7.7 -- . SANTIAGO FORMATION: SILTY SAND (SM); very dense; very light gray; moist; mostly fine SAND; little fines; nonplastic. • —235 . • —15 15— - 43 ., . Very light greenish gray. S-534 109 149 . .• 75 .:. Light gray with yellow staining; some fines. - —230 . 1 - 20 - 50 20 ,. : Light greenish gray; increase in moisture content; little R-6 100 91 9.6 90 - . . fines. - Total Depth: 20% feet —225 - No groundwater encountered GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION , OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-4 San Diego, A 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL I' CONDITIONS ENCOUNTERED. 0 (0 x z 0 0 0 -J C.) 0 0 BORING RECORD PROJECT NAME PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 B-05 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/3/2014 1 11/3/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL MAF DRILLING EQUIPMENT BORING DIA. (in) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 TOTAL DEPTH (ftT 223 20.75 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR - 82%, N60 - 82/60 * N - 1.37 * N . z 0 0 Z i-D 2: - DESCRIPTION AND CLASSIFICATION w < 9 ö >. °— (0 — : FILL: SILTY SAND (SM); orangish brown; moist; B—i PA mostly fine to coarse SAND; little fines; nonplastic. • — : :. (0% Gravel; 73% Sand; 27% Fines) • — 220 ' R-2 15 1 35 32 13.4 110 — ------------------------- .. .; CLAYEY SAND (SC); dense; light gray and light • — 10 yellowish brown; moist; mostly fine SAND; some fines; low plasticity. 5— ./. Medium dense; light gray with orangish brown and dark • — )<s3 16 22 brown. • —215 —10 1 10 • — I R-4 15 90 82 15.7 117 — 50 SANTIAGO FORMATION: SILTY SANDSTONE — . . (SM); very dense; light gray and light brown with orange . .. . staining; moist; mostly fine SAND; some fines; nonplastic. —210 . —15 15— S5 10 35 85 116 50 —205 —20 — R-6 40 75 150 137 9.6 109 20— s.. . •. Light gray. — — - Total Depth: 20% feet No groundwater encountered —200 GROUP DELTA CONSULTANTS , INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE SUBSURFACE CONDITIONS MAY DIFFER AT OTHER 9245 Activity Road Suite 103 LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-5 A 0 1 S a r Diego, '' r -, i PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME I PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 B-06 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/3/2014 11/3/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAE DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 21 247 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR - 82%, N - 82/60 * N - 1.37 * N 2 Cl DESCRIPTION AND CLASSIFICATION 00( ELL CLAYEY SAND (SC); light brown; moist; mostly - B1 7/ fine SAND; some fines; low plasticity. CR (0% Gravel, 52% Sand, 48% Fines) • —245 xS-2 - 18 25 El R 10 /2. SANTIAGO FORMATION: CLAYEY SANDSTONE - 10 - .,,//: (SC); very dense; brown and light gray; moist; mostly • - R-3 50 100 91 16.3 112 /' fine SAND; some fines; low to medium plasticity. • —240 . x . S-4 14 31 42 1SILTY SANDSTONE (SM) with thin interbeds of SANDY • - 12 . . lean CLAYSTONE (CL). SANDSTONE (SM); dense; 19 .. . light gray with trace dark gray grains and orange - —235 :. : . stanining; moist; mostly fine SAND; some fines; nonplastic. CLAYSTONE (CL); gray; moist; mostly fines; • - .. : .• some fine SAND; medium plasticity. —15 - R-5 50 100 91 10.9 110 15 — :..:. Very dense; very light gray. • —230 . —20 - 31 20— - >< S6 75 150 205 : • —225 Total Depth: 22 feet - No groundwater encountered THIS SUMMARY APPLIES ONLY AT THE LOCATION GROUP DELTA CONSULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-6 S a ' Diego, eg" 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL II ¼), CONDITIONS ENCOUNTERED. BORING RECORD IlLennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-07 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/30/2014 I 10/30/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Truck Rig (Wolverine) - 6 21.5 260 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, NRfl - 82/60 * N - 1.37 * N z CL o Qo- Z w 0 z I—ZCD . 2 w :_.. - CL w 0. U) 0 DESCRIPTION AND CLASSIFICATION W ...i W <co .< W_j ...j - >. w 0 U) • — ALLUVIUM: CLAYEY SAND (SC); medium dense; B1 PA ..//'moderately brown to dark grayish brown; dry to moist; • — PI CR mostly fine SAND; little to some fines; low plasticity. S-2 13 26 36 El (0% Gravel; 81% Sand; 19% Fines) — 13 ... 13 255 5 • — R-3 12 15 28 26 7.2 113 DS 13 SILTY SAND (SM); medium dense; moderate brown; dry to moist; mostly fine SAND; little fines; nonplastic. -10 —250 10 -Light yellowish brown; few to little fines. x - 10 14 —15 —245 15— . — 6 . .. : Orange staining. — R-5 11 24 22 6.1 107 DS 13 - -20 —240 20 — - • - >(S6 12 16 - Total Depth: 211/2 feet — No groundwater encountered - GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-7 S a' Diego, A 9212 6 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL '' CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME I PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 6-08 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/31/2014 10/31/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger I TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 20.5 255 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N — 82/60 * N — 1.37 * N Z wQ a Qo— z a) - 0 - t z w I—Z0 wi-. I CL o W DESCRIPTION AND CLASSIFICATION W < >.— 0 — a (0 CL a SANTIAGO FORMATION: SILTY SANDSTONE - B-i PA . .• . (SM); very dense; very light greenish brown; moist; —CR . : mostly fine SAND; little fines; nonplastic. S-2 60 33 120 164 El (0% Gravel; 80% Sand; 20% Fines) -5 -250 5 20 - Very light greenish gray. • - >(S3 65 89 37 - 10 -245 R-4 21 120 109 17.3 110 10 — SILTY SANDSTONE with lean CLAY (SM); very dense; 60 very light greenish gray with orange spots; moist; mostly - : :.• : : fine SAND; some fines; nonplastic to low plasticity; increase in moisture content. -15 -240 15- 21 100 137 : SILTY SANDSTONE (SM); very dense; very light - 50 :. greenish gray with yellow and orange staining; moist; mostly fine SAND; some fines; nonplastic. - 20 - 235 50 20 - : : Very light yellowish brown; little fines; increase in R-6 100 91 10.1 94 . . moisture content. - Total Depth: 201/2 feet — No groundwater encountered - GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-8 S a ' Diego, A eg 9212 6 PRESENTED IS SIMPLIFICATION OF THE ACTUAL II U r' CONDITIONS ENCOUNTERED. BORING RECORD ILennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-09 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/3/2014 11/3/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Truck Rig (Wolverine) - 6 21 221 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR — 82%, N — 82/60 * N — 1.37 * N a; a) z 0 o. 0 z Z Qo I.— ZcD Z w _05 z x U 8 DESCRIPTION AND CLASSIFICATION UI —LUW o >-- 01— 3 < Cl) (I) W W co 00 _220 fjJ: SILTY SAND (SM); medium dense; very light B-I PA . : gray to orangish brown; moist; mostly fine SAND; some • - ....:.;. fines; nonpiastic. 5 14 19 I • - x S-2 8 CLAYEY SAND (SC); medium dense; grayish brown; moist; mostly fine SAND; little fines; low plasticity. Brown little to some fines 1215 R-3 15 14 10.1 111 - 1 - SANTIAGO FORMATION: SILTY SANDSTONE • 210 20 30 90 123 60 . . . (SM); very dense; very light gray with yellow staining; - . :. moist; mostly fine SAND; some fines; nonplastic. —15 - R-5 75 150 137 -- -- 15— ... :. No recovery. • —205 . 20 20— 1: >< - 5-6 17 100 137 Orange staining. —200 -50 - Total Depth: 21 feet - No groundwater encountered GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-9 San Diego, A 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL " CONDITIONS ENCOUNTERED. I I I I I I 1 I I I I I I-a I BORING RECORD PROJECT NAME PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 B-10 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/3/2014 1 11/3/2014 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUNDWATER (ft] Truck Rig (Wolverine) 6 31.5 1 268 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR - 82%, N - 82/60 * N 1.37 * N ° , DESCRIPTION AND CLASSIFICATION 0. 00( SANTIAGO FORMATION: CLAYEY SANDSTONE • - B-i PA (SC); dense; light gray with light yellowish brown; moist; PI CR mostly fine SAND; some fines; low plasticity. >(( S-2 26 36 El R (0% Gravel; 58% Sand; 42% Fines) • —265 . 14 - R-3 20 Very dense; very light gray with orange staining. 50 100 91 11.*5 112 —260 - 10- /• Very light gray and orange; fine to medium SAND. - - S-4 12 19 39 53 :/ - ------------------------- 7: 20 SILTY CLAYEY SANDSTONE (SM-SC); very dense; - • - gray and light orangish brown; moist; mostly fine SAND; some fines; low plasticity. —255 -15 - - is- .. - ------------------------- - H R-5 13 66 60 30.5 93 CLAYEY SANDSTONE (SC) moderately bedded with • - 31 . /./ laminated layers of light yellowish fine SILTY SAND • - . : /•/ (SM); very dense; dark brown; moist; mostly fine SAND; - some fines; low to medium plasticity. —250 . -20 - . 20- / Trace crystalized material. - x S-6 15 39 53 21 1245 GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION , OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road ' Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-10 a SUll CA 92126 Diego, PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD 11-ennar PROJECT NAME I PROJECT NUMBER 'BORING Poinsettia 61 Development SD412 B-10 SITE LOCATION START I FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/3/2014 11/3/2014 I 2 of 2 DRILLING COMPANY I DRILLING METHOD I LOGGED BY I CHECKED BY Pacific Drilling I Hollow Stem Auger TSL MAF DRILLING EQUIPMENT I BORING DIA. (in) I TOTAL DEPTH (ft) I GROUND ELEV DEPTHIELEV. GROUND WATER (ft Truck Rig (Wolverine) I 6 I 31.5 I 268 Y N/A / na SAMPLING METHOD NOTES Hammer 140 lbs., Drop: 30 in. (Automatic) ETR fl.82%,N82/60*N 1.37 * N ) z 0 W a- >- 0 Z IZ(O 2: LU LU LLJ -J a- .. U) IL o -. _ 2 _ - Z -W- w 5 o.I-- XCI) ] (l) w .? - I— a-0 < DESCRIPTION AND CLASSIFICATION CL LU LU -j a- W 9 co 9 o M >oi- a- LU a ct 0 - - < U) U) IrIL 0 IPA R-7 60 120 109 16.7 109 — ... SANTIAGO FORMATION: SILTY SANDSTONE . . (SM); very dense; light gray and orange staining; moist; mostly fine SAND; some fines; nonplastic; trace crystalized material. • —240 : .. — Interbedded with CLAYEY SANDSTONE (SC); very -30 — — 30 - • dense; thin layers of gray and orangish brown; moist; mostly fine SAND; some fines; low plasticity. — x 20 30 80 109 :. 50 • —235 Total Depth: 31% feet No groundwater encountered -35 — 35- -230 -40 — 40- -225 -45 — 45- -220 GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-10 b San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD ILennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-Il SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/3/2014 11/3/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger I TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH)ELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 20.5 246 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N60 - 82/60 * N - 1.37 * N z IL dQo - z w .2 2 W z W I-Z(D _j o of -. z — Ct) W}— Q w I-. w o DESCRIPTION AND CLASSIFICATION O W < (I) W X Co 9 ö XCL 0- (I) 0 • 245 SANTIAGO FORMATION: SILTY SANDSTONE Bi PA (SM); light brown to light gray with orange stains; moist; mostly fine SAND; some fines; nonplastic. - R-2 75 35 150 137 10.6 119 ..... (0% Gravel; 69% Sand; 31% Fines) 5- • —240 S-3 29 28 69 95 :• 40 - Brown. —10 - - 25 . 10 - _________________________ /7 —235 H R-4 60 120 1u i.i 10'. /./ CLAYEY SANDSTONE (SC); very dense; layered dark - brown, brown, orangish brown; moist; mostly fine SAND; • - some fines; low to medium plasticity; trace crystalized material. _15 32 15- - _________________________ - 230 >< S-5 120 164 :. : 1 SILTY SANDSTONE (SM); very dense; light brownish . . . gray; moist; mostly fine SAND; some fines; nonplastic; trace crystalized material. Very light gray. -20 - R-6 50 100 91 11.0 100 20- —225 - Total Depth: 201/2 feet No groundwater encountered IN GROUP DELTA CONSULTANTS C. , THIS SUMMARY APPLIES ONLY AT THE LOCATION THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-I I S a ' Deg" A 0 1 PRESENTED IS SIMPLIFICATION OF THE ACTUAL '' I -/ CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME I PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 B-12 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/4/2014 1 11/4/2014 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft] Truck Rig (Wolverine) 6 50 242 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR - 82%, N60 - 82/60 * N - 1.37 * N z o Zj Qo- z LU ' 0 Z CD 8 a. DESCRIPTION AND CLASSIFICATION < (1) LU Co 9 0- LU (I) SANTIAGO FORMATION: SILTY SANDSTONE - B-i PA ... . . (SM); very dense; very light gray with yellow staining; 22 . •. .. moist; mostly fine SAND; some fines; nonplastic. -240 S-2 17 100 137 (0% Gravel 62% Sand 38% Fines) - 40 60 R-3 35 150 137 8.0 118 I. Light yellowish gray. - -235 -10 _ 10 - S-4 38 120 164 Very light gray. 60 -230 J. . -15 - R-5 60 120 109 10.0 96 15- • -225. -20 - S-6 50 100 137 20 - : : Light yellowish gray. >< • -220 GROUP DELTA CONSULTANTS,, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-12 a S a " A 92126 I."eg" PRESENTED IS SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME I PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD-412 B-12 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/4/2014 1 11/4/2014 2 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHJELEV. GROUND WATER (ft Truck Rig (Wolverine) - 6 50 242 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs. Drop: 30 in. (Automatic) ETR 82%, N60 82/60 * N 1.37 * N Z 0 ZW' Qo- z 2 z -ZD - LL 8 IL . DESCRIPTION AND CLASSIFICATION LU 9 0- a - w - < a a 75 15T 131 - - . SANTIAGO FORMATION: SILTY SANDSTONE - . . (SM); very light gray with yellow staining; moist; mostly fine SAND; some fines; nonplastic. • —215 - 30- - ><s-875 150 205 • —210 - 75 - 35 R-9 150 137 8.2 96 —205 J. . -40 - 30 40- - - >< s-io 75 150 205 . :1: :•: —200 : R-11 100 - 45 200 182 13.2 103 ..:. Light yellowish gray; mostly fine to medium SAND; • - . increase in moisture content. - • —195 . - .. Total Depth: 50 feet - . No groundwater encountered - - 50S-12, 100 137 GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION , OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-12 b San Diego, CA 9212 6 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL '' CONDITIONS ENCOUNTERED. BORING RECORD ILennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-13 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/31/2014 10/31/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Truck Rig (Wolverine) - 6 21 215 Y N/A/ na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N - 82160 * N - 1.37 * N z 0 wa. 0 z 2°- I-D 2 z w () DESCRIPTION AND CLASSIFICATION CL 1 FILL: SILTY SAND (SM); medium dense; brown; - B-i PA . . moist; mostly fine to medium SAND; little fines; - CP . nonplastic. S-2 9 12 (0% Gravel 75% Sand 25% Fines) - .. . ALLUVIUM: SILTY SAND (SM); medium dense; dark -.5 —2 10 5 - . . . : brown with orange staining; moist; mostly fine SAND; - R-3 17 15 10.4 103 some fines; nonplastic. —10 —205 10— - :2 Very light gray and light yellow. - >(s4 10 14 —15 —200 1521 — - R-5 60 120 109 13.3 109 . SANTIAGO FORMATION: SILTY SANDSTONE (SM); very dense; very light gray with yellow staining; moist to wet; mostly fine SAND; some fines; nonplastic. -20 —195 23 20 — - >< S-6 75 150 205 - Total Depth: 21 feet L No groundwater encountered GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION , OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-I 3 ' A 92126 San PRESENTED IS A SIMPLIFICATION OF THE ACTUAL UI UI CONDITIONS ENCOUNTERED. BORING RECORD ILennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-14 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/31/2014 1 10/31/2014 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Truck Rig (Wolverine) - 6 26 212 Y 10.0 / 202.0 SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N60 - 82/60 * N - 1.37 * N z W o Qo— Z ' 0 z WLi — ZO -.. corn We-. -. 10 w -CL 0 x DESCRIPTION AND CLASSIFICATION < u 9 o' 0) CL ALLUVIUM: SILTY SAND (SM); loose to medium - B-i PA . . dense; light yellow brown with orange staining; moist; CR El •. ... mostly fine SAND; little fines; nonplastic. -210 : 5 2 5 7 . . (0% Gravel; 71% Sand; 29% Fines) 3 2 : :.. : : Interbedded with thin beds of CLAYEY SAND (SC); - . greenish gray; moist; mostly fine SAND; some fines; low plasticity. - 5 - :.: :• Medium dense; light yellowish brown to orangish brown; R-3 11 10 14.9 82 . . mostly fine SAND; trace medium SAND; increase in - - . : :. moisture content. • -205 —10 - 10 )K 1 S4 2 9 12 SILTY SAND (SM); loose to medium dense; light brown • - . . with orange staining and very thin layers of light gray; 5 . .. saturated; mostly fine to medium SAND; little fines; • 200 : : . nonplastic. -15 - is- Loose. - - R-5 10 N ... 9 -- . S . . . No recovery. 6 - • -195 S1 - 20 - 20 ll FiTgrayworange y. - staining; wet; mostly fine SAND; some fines; low • - x S-6 29 40 . .•>7./: plasticity. .:. . SANTIAGO FORMATION: SILTY SANDSTONE • -190 26 . .. . (SM); very dense; light gray; moist; mostly fine SAND; little fines; nonplastic. GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION , OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road' Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-14 a S a" Diego, CA 0 1 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL II UI -, CONDITIONS ENCOUNTERED. BORING RECORDILennar PROJECT NAME I PROJECT NUMBER I I BORING Poinsettia 61 Development SD412 B-14 SITE LOCATION I START I FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/31/2014 10/31/2014 2 of 2 DRILLING COMPANY DRILLING METHOD I LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT I BORING DIA. (in) I TOTAL DEPTH (ft)I GROUND ELEV (ft) I DEPTHIELEV. GROUND WATER (ft Truck Rig (Wolverine) I 6 I 26 I 212 Y 10.0 / 202.0 SAMPLING METHOD NOTES Hammer 140 lbs ,Drop: 30 in. (Automatic) ETR N60 1.37* N Z W a. COO— Zwj Z W .2 2_ >- LU z Lii —J Li. PZ D Fn o Ix n—. Z — cr U) WI— _ 10 AT a- i—u _j -a.l—w I- LU 5 I U) I- DESCRIPTION AND CLASSIFICATION a- LU w —J LU Q < ()LLJ Wc zW_J 0 —i 0 > 01— a. cr 0 - - U) - C) C) - - " 50 00 91 - 18.0 - 113 - - . SANTIAGO FORMATION: SILTY SANDSTONE (SM); very dense; light gray; moist; mostly fine SAND. —185 Total Depth: 26 feet Groundwater @ 10 feet —30 - 30- -180 —35 - 35- -175 —40 - 40- -170 —45 - 45- -165 GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-14 b San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. I BORING RECORD IlLennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-15 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/31/2014 1 10/31/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger I TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 21 259 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs , Drop: 30 in. (Automatic) ETR 82%, N60 — 82/60 * N 1.37 * N z W CL0 ZWj' Qo Z w .? I 2 - LU z LU I=z LL o - WI- IØ a. w — a. W(ci0 a. 0 c DESCRIPTION AND CLASSIFICATION LU —i < < U) Zuj 0 —i - >- I .OI— LU a - CO .1- SANTIAGO FORMATION: SILTY SANDSTONE — B-i PA -: (SM); light reddish brown; dry; mostly fine SAND; some R .• : fines; nonplastic. (0% Gravel; 73% Sand; 27% Fines) )( /' — S-2 8 19 26 CLAYSTONE with SAND (CL); very stiff; greenish gray; 10 // moist; mostly. fines; few fine SAND; low to medium plasticity; moderately indurated. —255 22 — • — R-3 60 120 109 10.5 115 DS - ------------------------- : •:.'- : -1 SILTY SANDSTONE (SM); very dense; light gray and yellow; moist; mostly fine SAND; trace medium SAND; little to somefines; nónplastic. —250 10 - >< — S 100 137 ::: Very light gray; fine SAND; some fines. 50 —245 .. —15 — R-5 35 150 137 8.1 97 15- : Yellow staining. N 75 —240 0 .•. -20 — — 20— S-6 30 100 13750 — Total Depth: 21 feet — No groundwater encountered —235 0 GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road' Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-15 San Deg' A 0 1 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL au '' ' '. CONDITIONS ENCOUNTERED. I LI I a I 11 Li Ll I i I. I BORING RECORD ILennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD-412 B-16 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/4/2014 1 11/4/2014 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Truck Rig (Wolverine) - 6 50 253 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N — 82/60 * N — 1.37 * N 8 CL CL DESCRIPTION AND CLASSIFICATION W < Z 9 0- CI) a PAVEMENT: Six inches of ASPHALT CONCRETE. - 15 inches of AGGREGATE BASE. - B-i PA 20 P1 . f SANTIAGO FORMATION: CLAYEY SANDSTONE • -250 S-2 33 75 103 CR (SC); very dense; very light gray with yellow staining; 42 moist; mostly fine SAND; some fines; low plasticity. - (0% Gravel; 71% Sand; 29% Fines) - R-3 30 120 109 11.7 115 - Slight inci-easein moisture content. H -245 - -10 10- X s _ 30 75 103 45 -240 -15 - 15- H 1 R-5 37 120 109 11460 8.7 - -235 ./ - ------------------------- — SANTIAGO FORMATION: SILTY SANDSTONE . •. . (SM); very dense; very light gray with yellow staining; moist; mostly fine SAND; some fines; nonplastic. -20 20- >( 1 S-6 20 26 3612 14 THIS SUMMARY APPLIES ONLY AT THE LOCATION GROUP DELTA CONSULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-16 a San Diego, CA 0 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL II - j CONDITIONS ENCOUNTERED. 0 () >< z 0 0 0 -J 0 O 0 BORING RECORD IlLennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-16 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 11/4/2014 1 11/4/2014 2 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Truck Rig (Wolverine) 6 50 1 253 Y N/A I na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 82%, N60 - 82/60 * N - 1.37 * N z o Zuj Qo— z LJ. ' Q Z -UD 1 C) DESCRIPTION AND CLASSIFICATION W < >- o'- - - U) 60 120 109 11.8 96 SANTIAGO FORMATION: SILTY SANDSTONE (SM); very dense; very light gray with yellow staining; moist; mostly fine SAND; some fines; nonplastic. • —225 s-a 30 150 205 30— . Layer of orangish brown with trace fine GRAVEL. >< 75 • —220 - R-9 50 100 91 19.2 107 . . . Light gray; slight increase in moisture content. —215 . .: - s-jo 50 100 137 40- • —210 - R11 60 120 109 45 :. I.:: Orange staining; increase in fines content. • —205 - . Total Depth: 50 feet - - . • .: No groundwater encountered S-12 50 120 164 GROUP DELTA CONSULTANTS , INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-16 b S a ' eg' A 0 1 PRESENTED IS SIMPLIFICATION OF THE ACTUAL 1 L' CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME I PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 B-17 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 10/27/2014 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Limited Access Rig (Fraste) - 6 30.5 241 Y N/A l na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR - 83%, N - 83/60 * N - 1.38 * N ° DESCRIPTION AND CLASSIFICATION B 9 - 0I a. LLI w (0 Cn CL Er CO • 240 00( SANTIAGO FORMATION: SANDY LEAN B-i PA CLAYSTONE (CL); very light gray to greenish gray with P1 orange stains; dry to moist; mostly fines; some SAND; low to medium plasticity. • - x 9S-2 17 24 . / (0% Gravel; 40% Sand; 60% Fines) 7. 1 R3 28 50 100 92 7.9 116 DS SANDSTONE with SILT (SP-SM); very dense; very light • —235 ... orangish brown; moist; mostly fine to medium SAND; - trace to few fines; nonplastic. —10 - 10 -..'. - 16 . Very light gray; moderately interbedded with thin beds of —230 . . : :: CLAYSTONE (CL); light greenish gray with dark orange .. :. :. SAND; moist; mostly fines; low plasticity. I )x(S-5 20 18 38 52 20 • 14 66 91 7 - / \, . —15 14 15— orange; moist; mostly fines; little SAND; low plasticity. - S7 6 66 91 —225 .... I SANDSTONE with SILT (SP-SM); very dense; very light ••.••.. orangish brown; moist; mostly fine to medium SAND; S-8 13 82 113 .. trace to few fines; nonplastic. - 32 50 - >< • - S-9 15 120 166 60 - —20 - 20— .:•:: - —220 . ... - GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-17 a Suii Diego, 'eg" A 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORDILennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 B-17 SITE LOCATION I START FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 I 10/27/2014 I 2 of 2 DRILLING COMPANY DRILLING METHOD I LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH (ft) l GROUND ELEV (ft) I DEPTHIELEV. GROUND WATER (ft Limited Access Rig (Fraste) 6 I 30.5 I 241 I Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 83%, N60 _.83/60*N 1.38 * N Z wa- 0 . Q.... z Cl)LL 0 p z WI— I(9 a- 2 w _1 a- a- I- (/) W(n W '(1) o'- I I a a-0 < o DESCRIPTION AND CLASSIFICATION W - < < U) zW_J 0 J o > W Q - - C/)a. R-lO 60 120 110 8.9 95 DS —215 SANTIAGO FORMATION: SANDSTONE with SILT (SP-SM); very dense; very light gray and dark orangish brown; moist; mostly fine to medium SAND; trace to few — fines; nonplastic. —30 — 50 30 —... S-1 100 138 1 —210 Total Depth: 30% feet — No groundwater encountered —35 — 35- -205 —40 — 40- -200 —45 — 45- -195 THIS SUMMARY APPLIES ONLY AT THE LOCATION GROUP DELTA CONSULTANTS., INC. OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-17 b San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME PROJECT NUMBER 1 BORING Lennar Poinsettia 61 Development SD412 B-18 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/28/2014 I 10/28/2014 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAE DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Limited Access Rig (Fraste) 6 41.5 273 IL N/A / na SAMPLING METHOD NOTES Hammer: 140 Ibs, Drop: 30 in. (Automatic) ETR 83%, N - 83/60 * N - 1.38 * N Z W o Zwj' 20— Z w , 0 Z I-Z Of > 0 LU ' DESCRIPTION AND CLASSIFICATION o w < Z0 0 Cl)CL 0 00( SANTIAGO FORMATION: CLAYEY SANDSTONE - B-i PA : (SC); very dense; light gray to orange brown; moist; PI CR mostly fine SAND; few to little fines; nonplastic. S-2 15 38 52 El (0% Gravel; 57% Sand; 43% Fines) • —270 17 21 - R-3 26 60 120 110 10.3 116 Light gray. —265 10 I x . 1 - s- 13 59 10- 81 SANDSTONE with SILT (SP-SM); very dense; light gray - 26 . .. with orange staining; moist; mostly fine SAND; trace to :2 few fines; nonplastic. • —260 —15 - 15- R-5 25 50 100 92 6.0 112 Fewfines. - —255 —20 - - 20- - — — — — — — — — — — — — — — — — — — — — — — — — — )( - S-6 14 37 51 SILTY SANDSTONE (SM); very dense; very light - 17 . . greenish gray with yellow and dark orange staining; 20 . . moist; mostly fine SAND; some fines; nonplastic. - —250 . GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-18 a S a' " I II Di ego, ...' J. 'j PRESENTED IS SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. PROJECT NAME PROJECT NUMBER BORING BORING RECORD Lennar Poinsettia 61 Development I SD412 B-18 SITE LOCATION START I FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/28/2014 10/28/2014 2 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Limited Access Rig (Fraste) 6 41.5 273 Y N/A I na SAMPLING METHOD NOTES Hammer: 140 lbs, Drop: 30 in. (Automatic) ETR - 83%, N 83/60 * N 1.38 * N z d zuJ . Qo— z w : : C) I ! 1; DESCRIPTION AND CLASSIFICATION CL - - - 28 60 120 110 134 116 - - :1 SANTIAGO FORMATION: SILTY SANDSTONE - . : (SM); very dense; very light gray; moist; mostly fine SAND; few to little fines; nonplastic. S8 20 56 77 25 31 1 100 200 1184 I S_10 1 15 1 80 1 110 35 45 30 : SANDSTONE with SILT (SP-SM); very dense; very light gray with dark orange spots; moist; mostly fine to medium SAND; trace to few fines; nonplastic. 35— •. SILTY SANDSTONE (SM); very dense; light greenish gray and light yellowish brown; moist; mostly fine SAND; trace dark gray SAND; few to little fines; nonplastic. Light gray with orange staining; moderately interbedded AA • . . with thin beds of CLAYSTONE (CL); very stiff; light greenish gray with orange; mostly fines; some fine . SAND; low plasticity. Total Depth: 41% feet No groundwater encountered 45 I THIS SUMMARY APPLIES ONLY AT THE LOCATION I I THIS DELTA CONSULTANTS, INC. IOFTHIS BORINGANDATTHETIMEOF DRILLING. I FIGURE I I SUBSURFACE CONDITIONS MAY DIFFER AT OTHER I I 9245 Activity Road, Suite 103 ILOCATIONS AND MAY CHANGE ATTHIS LOCATION I I WITH THE PASSAGE OF TIME. THE DATA I A-18 b I San Diego, CA 92126 'PRESENTED IS A SIMPLIFICATION OF THE ACTUAL I CONDITIONS ENCOUNTERED. I I • .. • '• RECORD DLJl-cII'J, I1,L1NU ILennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development SD412 8-19 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 1 10/27/2014 10/27/2014 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft] Limited Access Rig (Fraste) 6 31.5 270 Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs. Drop: 30 in. (Automatic) ETR — 83%, N60 83/60 * N — 1.38 * N z . 0 Z 1j' Q- Z g 6) 0 Z — Z)D - - DESCRIPTION AND CLASSIFICATION W < Z 9 01— a. Co .- :.. SANTIAGO FORMATION: SILTY SANDSTONE • - B-i PA .. . . (SM); dense to very dense; very light gray; moist; mostly • - R fine SAND; few fines; nonplastic. S-2 10 34 47 (0% Gravel 57% Sand 43% Fines) - 14 20 -5 —265 : Very dense. - R-3 34 62 57 11.0 98 . . — 28 .. .. Light yellowish brown. -10 —260 18 10- . . :•:Very light gray. Z S-4 28 80 58 30 -15 —255 21 15- - R-5 60 120 110 7.0 105 DS -20 —250 - - • — >(S623 54 75 20 18 31 GROUP DELTA CONSULTANTS,, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-19 a 92 126 A PRESENTED S a ' Di ego, IS SIMPLIFICATION OF THE ACTUAL '' '' CONDITIONS ENCOUNTERED. BORING RECORD11-ennar PROJECT NAME I PROJECT NUMBER I BORING Poinsettia 61 Development SD412 B-19 SITE LOCATION I START I FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 10/27/2014 I 2 of 2 DRILLING COMPANY DRILLING METHOD I LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH GROUND ELEV (ft) I DEPTHIELEV. GROUND WATER (ft Limited Access Rig (Fraste) 6 I 31.5 I 270 I Y N/A / na SAMPLING METHOD NOTES Hammer: 140 lbs., Drop: 30 in. (Automatic) ETR 830k, N60 - 83/60*N_. 1.38 * N z a zw2 Oo— z .? Q >- Z W iZD al —cn LL o -.. Cl) z— QC/) WI- 10 I I- o_ W W -J a. a. F- CO WCl)0 : o I- '5 w o. I F-W I F- o OQ < DESCRIPTION AND CLASSIFICATION W - W < < ci zW_J - o >. 01- W 0 C!) — R-7 22 100 92 14.0 113 . . SANTIAGO FORMATION: SILTY SANDSTONE (SM); very dense; very light gray with orange stains; 60 : . . . moist; mostly fine SAND; few fines; nonplastic. — -30 —240 30- • — x S8 17 53 73 30 Total Depth: 31% feet — No groundwater encountered -35 —235 35- - -40 —230 40 - -45 —225 45— GROUP DELTA CONSULTANTS., INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-19 b San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. I I I I I I I El I I H I I I [j I Li I I I I I I I I I I I I I I BORING RECORD PROJECT NAME S I PROJECT NUMBER I BORING Lennar Poinsettia 61 Development SD412 P-I SITE LOCATION I START FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/31/2014 I 10/31/2014 I 1 of I DRILLING COMPANY I DRILLING METHOD I LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Auger TSL I MAF DRILLING EQUIPMENT I BORING DIA. (in) I TOTAL DEPTH (ft) I GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Truck Rig (Wolverine) I 6 I 5 I 247 I Y N/A / na SAMPLING METHOD NOTES Hammer 140 lbs ,Drop: 30 in. (Automatic) ETR 2%N60 2/60*N 1.37* N z W 0 z , o z z <<.... '-u U o z— WF— IC, —J -j CL — U) W %3 (I) I DESCRIPTION AND CLASSIFICATION CL W w —J a- 2 < W()0 ZW_1 0 > O— 0 Ui Q C, < U) U)a. W cr CO. co X SANTIAGO FORMATION: SILTY SANDSTONE (SM); light gray; moist; mostly fine SAND; little fines; nonplastic. —245 Hole cleaned out to 5' with hand auger. Gravel added to bottom prior to filling with water. 5:.:.: See Figure A-20b for percolation test data. - - . - Total Depth: 5 feet —240 - No groundwater encountered -10 — 10- -235 -15 — 15- -230 -20 — 20- -225 THIS SUMMARY APPLIES ONLY AT THE LOCATION GROUP DELTA CONSULTANTS,, INC. OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-20 a San Diego, CA 92126 PRESENTED IS SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FALLING HEAD PERCOLATION TEST FIELD DATA SHEET Storm Water Infilitration Project Name: Lennar Poinsettia Job No.: SD412 Tested By: GMS Test Hole No: P-i Date Drilled: 10131/2014 Date Tested: 10/31/2014 Drilling Method: 6" Hollow-Stem Auger Depth of Hole as Drilled: 5 Depth Before Test: 4'6' Depth After Test: 4-6- Reading Number Time Time Interval (mm.) Initial Depth of Water Final Depth of Water (ft.) Change in Water Level Rate 1 8:16 0:15 4.00 4.04 8:31 0.50 6:00 2 8:31 0:15 4.04 4.04 8:46 0.00 0:00 3 8:46 0:30 4.04 4.04 0.00 0:00 4 9:16 0:30 4.04 4.04 9:46 0.00 0:00 5 9:46 0:29 4.04 4.04 0.00 0:00 10:15 6 10:15 0:30 4.04 4.04 0.00 0:00 10:45 7 10:45 1:00 4.04 4.04 11:45 0.00 0:00 8 11:45 1:00 4.04 4.04 12:45 0.00 0:00 9 10 11 12 13 14 15 16 Document No. 14-0188 I Awkwow" GROUP DD—TA PERCOLATION TEST DATA (P-I) Project No. SD412 I FIGURE A-20b I 0 0 z 0 0 0 -J C-) O 0 BORING RECORD11-ennar PROJECT NAME I PROJECT NUMBER I BORING Poinsettia 61 Development SD412 P-2 SITE LOCATION I START I FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10131/2014 10/31/2014 I 1 of 1 DRILLING COMPANY I DRILLING METHOD LOGGED BY I CHECKED BY Pacific Drilling I Hollow Stem Auger I TSL MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) l GROUND ELEV (ft) DEPTH!ELEV. GROUND WATER (ft Truck Rig (Wolverine) I 6 I 10 I 235 I Y N/A / na SAMPLING METHOD NOTES Hammer 140 lbs., Drop: 30 in. (Automatic) ETR _82%,N60 82/60*N. 1.37 * N z ::zo .2 Q >- z <<.... I- _. -. w- - :1:0 a- w a- a- I-. (I) 2 -OD. W - t w I- 0 DESCRIPTION AND CLASSIFICATION W -J W 2 < < Z W J 0 J 0 CL 0 Co CL 0 — SANTIAGO FORMATION: SILTY SANDSTONE . . (SM); light gray; moist; mostly fine SAND; little fines; nonplastic. -.5 —230 • - . : . : :•. Hole cleaned out with hand auger to 9'. Gravel added to • — . . . . bottom prior to saturating the borehole. -10 —225 See Figure A-21 b for percolation test data. 10- - Total Depth: 10 feet — No groundwater encountered —15 —220 15- -20 —215 20— GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-21 a San Diego, CA 92126 PRESENTED IS SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FALLING HEAD PERCOLATION TEST FIELD DATA SHEET Storm Water Infilitration Project Name: Lennar Poinsettia Job No.: SD412 Tested By: GMS Test Hole No: P-2 Date Drilled: 10/31/2014 Date Tested: 10/31/2014 Drilling Method: 6" Hollow-Stem Auger Depth of Hole as Drilled: 10 Depth Before Test: 8'2' Depth After Test: 8' Reading Time Initial Final Change in Rate Number Time Interval Depth of Water Depth of Water Water Level (mm.) (ft.) 1 9:00 0:15 7.50 7.75 3.00 5:00 9:15 _________ ________ 2 9:15 0:15 7.08 7.33 3.00 5:00 9:30 _______ 3 9:30 0:15 7.33 7.58 3.00 5:00 9:45 4 9:45 0:15 5.50 6.08 7.00 2:08 10:00 5 10:00 0:15 6.08 6.25 2.00 7:31 10:15 6 10:15 0:15 6.25 6.42 2.00 7:31 10:30 7 10:30 0:15 6.42 6.58 2.00 7:31 10:45 8 10:45 0:15 6.58 6.75 2.00 7:31 11:00 9 11:00 0:15 5.50 5.75 3.00 5:00 11:15 10 -11 - 0:15 5.75 6.17 5.00 3:00 11:30 11 0:15 6.17 6.33 2.00 7:31 11:45 12 11:45 0:15 6.33 6.42 1.00 15:02 12:00 13 12:00 0:15 6.42 6.46 0.50 6:05 12:15 14 12:15 0:15 6.46 6.46 0.00 0:00 12:30 15 12:30 0:15 6.46 6.46 0.00 0:00 12:45 16 12:45 0:15 6.46 6.46 0.00 0:00 13:00 Document No. 14-0188 GROUP DELTA PERCOLATION TEST DATA (P-2) Project No. SD412 FIGURE A-21 b 1 1 I I I I I I I I I I I I I I I I BORING RECORD11-ennar PROJECT NAME I PROJECT NUMBER I BORING Poinsettia 61 Development SD412 TP-01 SITE LOCATION START FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road I 10/27/2014 I 10/27/2014 I 1 of 1 DRILLING COMPANY DRILLING METHOD I LOGGED BY CHECKED BY West-Tech Test Pit JCS I MAF DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH (ft) l GROUND ELEV (ft) I DEPTHIELEV. GROUND WATER (ft Backhoe 24 I 6 I 225 1 N/A /na SAMPLING METHOD NOTES Shovel - 24" Wide Trench Excavation . Z 0 W a. 0 z IZCD z W -J a. - cr.i o ,. U)'-O.F-W ZWF- w ') ' ' I- 10 0 DESCRIPTION AND CLASSIFICATION a. W W a. < o zw_J o o > o'- < Cl) SANTIAGO FORMATION: SILTY SANDSTONE - . . (SM); light brown; moist; mostly fine SAND; little fines; nonplastic; moderately cemented. Light yellowish brown. -5 —220 5 -:.: Total Depth: 6 feet - - No groundwater encountered -10 —215 10- -15 —210 15- -20 —205 20 - GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-22 San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. 0 Cl) 0 z 0 0 0 0 a 0 BORING RECORD11-ennar PROJECT NAME I PROJECT NUMBER I BORING Poinsettia 61 Development SD412 TP-02 SITE LOCATION I START FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road I 10/27/2014 I 10/27/2014 I 1 of 1 DRILLING COMPANY DRILLING METHOD I LOGGED BY I CHECKED BY West-Tech Test Pit JCS MAF DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH (ft) l GROUND ELEV (ft) I DEPTHELEV. GROUND WATER (ft Backhoe 24 I 6 I 231 I Y N/A /na SAMPLING METHOD NOTES Shovel - 24" Wide Trench Excavation W a- 0 z - W z -J <<— W U-I- 0 X -. F5 ZW1- 0:c' I( 0 w!t. a- o W I- 0 DESCRIPTION AND CLASSIFICATION W O _i W < < zw_J -J o > 01-a. 0 Cl) 0 • —230 SANTIAGO FORMATION: SILTY SANDSTONE (SM); light brown to yellowish brown; moist; mostly fine SAND; little fines; nonplastic. -1717-(M47 T 1 B-i PA CLAY; little SAND; high plasticity. - P1 DS 5 - • —225 El brown; moist; mostly fine SAND; little fines; nonplastic. - Total Depth: 6 feet - No groundwater encountered -10 - 10- • —220 -15 - 15 - -215 -20 - 20- • —210 GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-23 San Diego, CA 92126 PRESENTED IS SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD ILennar PROJECT NAME I PROJECT NUMBER BORING Poinsettia 61 Development S0412 TP-03 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 1 10/27/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY West-Tech Test Pit I JCS MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Backhoe 24 10 235 1 N/A/na SAMPLING METHOD NOTES Shovel 24' Wide Trench Excavation - Z w 0 0— Z w - .2 2ii: z FZCD 8 DESCRIPTION AND CLASSIFICATION 9 - OF a. a. SANTIAGO FORMATION: SILTY SANDSTONE - (SM); light brown to yellowish brown; dry to moist; mostly fine SAND; little fines; nonplastic; moderately to • - : .. : : . strongly cemented; stained layers. -5 —230 5 -10 —225 10- - Total Depth: 10 feet - No groundwater encountered —15 —220 15- -20 —215 20- THIS SUMMARY APPLIES ONLY AT THE LOCATION GROUP DELTA CONSULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-24 S 'meg" CA 0 1 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL L" CONDITIONS ENCOUNTERED. BORING RECORD 11-ennar NAME I PROJECT NUMBER I I BORING Poinsettia 61 Development SD412 TP-04 SITE LOCATION I START I FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 10/27/2014 I 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY I CHECKED BY West-Tech Test Pit I JCS MAE DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH (ft) I GROUND ELEV (ft) I DEPTH/ELEV. GROUND WATER (ft Backhoe 24 I5 240 I T N/A/na SAMPLING METHOD NOTES Shovel 24" Wide Trench Excavation z W 0 00 W Q >- Ui z W .J Z(D <<- I- I- Z-- WI- 10 (L (JJ CL a.I- 2 0 Wo0 wo VW) is < -O DESCRIPTION AND CLASSIFICATION Ui -i Ui < Z 0 >- 01- 0 W Q 0 0 SANTIAGO FORMATION: SILTY SANDSTONE - . . (SM); light brown to yellowish brown; dry to moist; • - mostly fine SAND; little fines; nonplastic; moderately :.. : . cemented. -5 -235 5: - Total Depth: 5 feet - No groundwater encountered —10 -230 10- -15 -225 15- -20 -220 20 - - GROUP DELTA CONSULTANTS., INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-25 San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. 1 I I I Ii I I I I I I I I I I I I I Li BORING RECORD ILennar PROJECT NAME PROJECT NUMBER I BORING Poinsettia 61 Development I SD412 TP-05 SITE LOCATION I START I FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road I 10/27/2014 10/27/2014 I 1 of 1 DRILLING COMPANY DRILLING METHOD I LOGGED BY I CHECKED BY West-Tech Test Pit JCS MAF DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH (ft) I GROUND ELEV (ft) I DEPTHELEV. GROUND WATER (ft Backhoe 24 8 I 237 I Y N/A /na SAMPLING METHOD NOTES Shovel — — 24" Wide Trench Excavation Z W a 0 z q> 0 >- I—W W z -J E..ZD << F-C/ U. 0 n—. z- 5 WE— 1(1) , I S2 I a. w a- a. — Wc10 LQ W E-W I— 0 DESCRIPTION AND CLASSIFICATION W < < (I) zW_J 0 o > QI— (- Cl) — FILL: SILTY SAND (SM); dark brown to brown; moist; . . mostly fine to medium SAND; little fines; nonplastic; . . concrete fragments, trash, debris. —235 : : — SILTY SAND (SM); dark brown to brown; moist; mostly : . ••. fine to medium SAND; little fines; nonplastic, no trash. —5 — 5—:::: —230 .• . SANTIAGO FORMATION: SILTY SANDSTONE (SM); light brown; moist; mostly fine SAND; little fines; — • . nonplastic; moderately cemented. — Total Depth: 8 feet —10 — 10— No groundwater encountered —225 —15 — 15- -220 —20 — 20- -215 GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION , OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-26 San Diego, CA 92126 PRESENTED IS SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME I PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 TP-06 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 1 10/27/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY West-Tech Test Pit I JCS I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHELEV. GROUND WATER (ft Backhoe 24 15 250 Y N/A /na SAMPLING METHOD NOTES Shovel 24" Wide Trench Excavation .? Z 0 . a Z ZW' Qo- F-Z z LU w DESCRIPTION AND CLASSIFICATION F LU - °'LU 1 SANTIAGO FORMATION: SILTY SANDSTONE - . . (SM); light brown to yellowish brown; moist; mostly fine to medium SAND; little fines; nonplastic; moderately • - .: . : :. cemented; massive, few iron oxide stained beds; occassionally strongly cemented zones -2' thick. -5 —245 -10 —240 10- -15 —235 15 - Total Depth: 15 feet - No groundwater encountered -20 —230 20 - - GROUP DELTA CONSULTANTS., INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-27 S a ' Diego, A 92126 PRESENTED IS SIMPLIFICATION OF THE ACTUAL II CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 TP-07 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 10/27/2014 1 of I DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY West-Tech Test Pit JCS I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH)ELEV. GROUND WATER (ft Backhoe 24 14 227 Y 9.0 / 218.0 SAMPLING METHOD NOTES Shovel 24" Wide Trench Excavation a; z W o 0 r. Z _O- Z . 2 z i-Z0 - 8 DESCRIPTION AND CLASSIFICATION - 0'a. o W < (1 0 CD ALLUVIUM: SILTY SAND (SM); loose; brown to light - . . . brown; dry to moist; mostly fine to medium SAND; few fines; nonplastic. • —225 . •: . — 5_:::::..: —220 . —10 - 10 - SILTY SAND (SM); loose; brown to light brown; . . : saturated; mostly fine to medium SAND; few fines; nonplastic. —215 Caving. —15 - 15— Total Depth: 14 feet - . Groudwater @ 9 feet • —210 —20 - 20- -205 GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road ' Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-28 Sa '' IThegt A 0 1 PRESENTED IS SIMPLIFICATION OF THE ACTUAL '' I.,' CONDITIONS ENCOUNTERED. . • r I k RECORD tUFlIN' iL)NU 11-ennar PROJECT NAME PROJECT NUMBER BORING Poinsettia 61 Development SD412 TP-08 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 I 10/27/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY West-Tech Test Pit JCS I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Backhoe 24 14 238 Y N/A/na SAMPLING METHOD NOTES Shovel 24" Wide Trench Excavation z o Q Z Oo— .2 2 z I-ZD CL W DESCRIPTION AND CLASSIFICATION a. F 9 0 I- tr ca 1 fjJ: SILTY SAND (SM); loose; light brown; dry to - moist; mostly fine to medium SAND; few fines; nonplastic; trash and debris. • —235 :. ALLUVIUM: SILTY SAND (SM); loose; light brown; dry to moist; mostly fine to medium SAND; few fines; nonplastic -. • —230 10 - 10 • —225 1 SANTIAGO FORMATION: SILTY SANDSTONE .. . : (SM); light brown; moist; mostly fine SAND; little fines; nonplastic. —15 - 15— Total Depth: 14 feet - No groundwater encountered • —220 —20 - 20 - -215 GROUP DELTA CONSULTANTS,, IN THIS SUMMARY APPLIES ONLY AT THE LOCATION . OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road ' Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-29 San Diego, A 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME PROJECT NUMBER BORING Lennar Poinsettia 61 Development SD412 TP-09 SITE LOCATION START FINISH SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 10/27/2014 1 of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY West-Tech Test Pit I JCS I MAF DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft Backhoe - 24 14 215 Y N/A /na SAMPLING METHOD NOTES Shovel 24" Wide Trench Excavation z w o a 20 - z ) 0 Z -ZD LL _ DESCRIPTION AND CLASSIFICATION 5 a W < 9 9 >-.-- 0I - 1 SILTY SAND (SM); light brown; dry to moist; - .. . mostly fine to medium SAND; little fines; nonplastic; • - :.: concrete fragments, trash, debris. -5 -210 5_.•::: -10 -205 10- SANTIAGO FORMATION: SILTY SANDSTONE - . . . (SM); light brown; moist; mostly fine SAND; little fines; nonplastic. -15 -200 15- Total Depth: 14 feet - No groundwater encountered -20 -195 20- GROUP DELTA CONSULTANTS,, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-30 San Diego, A 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL '' " CONDITIONS ENCOUNTERED. BORING RECORD ILennar PROJECT NAME PROJECT NUMBER I I BORING Poinsettia 61 Development SD412 TP-10 SITE LOCATION I START FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road I 10/27/2014 J 10/27/2014 1 of 1 DRILLING COMPANY DRILLING METHOD I LOGGED BY I CHECKED BY West-Tech Test Pit JCS MAF DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH (ft) l GROUND ELEV DEPTHIELEV. GROUND WATER (ft Backhoe 24 I 4 I 210 I Y N/A /na SAMPLING METHOD NOTES Shovel - - 24" Wide Trench Excavation Z W 0 z ci) 0 LU Z -j — ZID U) . -j 0- D_ ci UJ ° cr ___ w c• I— LU I- DESCRIPTION AND CLASSIFICATION 0 LU —J LU < .( o W Z Q of a _ o'-CL (I) SANTIAGO FORMATION: SILTY SANDSTONE - .. . (SM); light brown; dry to moist; mostly fine SAND; little fines; nonplastic; moderately cemented. -5 —205 • 5- Total Depth: 4 feet - No groundwater encountered -10 —200 10- -15 —195 15- -20 —190 20- GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-31 San Diego, CA 92126 PRESENTED IS SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. BORING RECORD PROJECT NAME I PROJECT NUMBER I I BORING Lennar Poinsettia 61 Development 8D412 TP-11 SITE LOCATION I START I FINISH I SHEET NO. Southeast of Cassia Road at the Terminus of Poinsettia Road 10/27/2014 10/27/2014 I I of 1 DRILLING COMPANY DRILLING METHOD LOGGED BY I CHECKED BY West-Tech Test Pit I JCS MAF DRILLING EQUIPMENT BORING DIA. (in) I TOTAL DEPTH (ft) l GROUND ELEV (ft) I DEPTHIELEV. GROUND WATER (ft Backhoe 24 I 4 I 204 I Y N/A /na SAMPLING METHOD NOTES Shovel - - - 24" We Trench Excavation z 0 W >- 0 z Z(D z .2? W —J <<-.- Qi_c,, I-. U) ' U. a D ZWF- W -o.I-- , 0 w I- I( DESCRIPTION AND CLASSIFICATION 0. W —J 0 -j 0-a. o >. 01- W <LLJ U) SANTIAGO FORMATION: SILTY SANDSTONE (SM); light gray; dry to moist; mostly fine to medium SAND; little fines; nonplastic; moderately cemented. • —200 —5 —. 5-. Total Depth: 4 feet — No groundwater encountered • —195 —10 — 10 - -190 —15 — 15- - —185 —20 — 20- -180 GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION , OF THIS BORING AND AT THE TIME OF DRILLING. FIGURE 9245 Activity Road, Suite 103 SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA A-32 San Diego, CA 92126 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. LABORATORY TESTING APPENDIX B LABORATORY TESTING Laboratory testing was conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions and in the same locality. No warranty, express or implied, is made as to the correctness or serviceability of the test results, or the conclusions derived from these tests. Where a specific laboratory test method has been referenced, such as ASTM or Caltrans, the reference only applies to the specified laboratory test method, which has been used only as a guidance document for the general performance of the test and not as a "Test Standard". A brief description of the various tests performed for this project follows. Classification: Soils were classified visually according to the Unified Soil Classification System as established by the American Society of Civil Engineers. Visual classification was supplemented by laboratory testing and classification using ASTM D2487. The soil classifications are shown on the boring logs in Appendix A. Particle Size Analysis: Particle size analyses were performed in general accordance with ASTM D422, and were used to supplement visual soil classifications. The test results are summarized in Figures B-1.1 through B-1.21. Atterberg Limits: ASTM D4318 was also used to determine the liquid limit and plasticity index of selected soil samples. The Atterberg Limits were used to refine the soil classifications as shown in Figures B-1.4, B-1.7, B-1.8, B-1.9, B-1.11, B-1.17, B-1.18, B-1.19 and B-1.21. Expansion Index: The expansion potential of selected soil samples was estimated in general accordance with the laboratory procedures outlined in ASTM test method D4829. The test results are summarized in Figure B-2. Figure B-2 also presents common criteria for evaluating the expansion potential based on the expansion index. PH and Resistivity: To assess the potential for reactivity with buried metals, selected soil samples were tested for pH and minimum resistivity using Caltrans test method 643. The corrosivity test results are summarized in Figure B-3. 1 DUP DE1—T1 N:\Projects\SD\50412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc FJ APPENDIX B LABORATORY TESTING (Continued) I Sulfate Content: To assess the potential for reactivity with concrete, selected soil samples were tested for water soluble sulfate. The sulfate was extracted from the soil under vacuum using a 10:1 I (water to dry soil) dilution ratio. The extracted solution was tested for water soluble sulfate in general accordance with ASTM D516. The test results are also presented in Figure B-3, along with common criteria for evaluating soluble sulfate content. Chloride Content: Soil samples were also tested for water soluble chloride. The chloride was I extracted from the soil under vacuum using a 10:1 (water to dry soil) dilution ratio. The extracted solution was then tested for water soluble chloride using a calibrated ion specific electronic probe. The test results are also shown in Figure B-3. Maximum Density/Optimum Moisture: The maximum density and optimum moisture content of selected soil samples were determined using ASTM D1557 (modified Proctor). The results were corrected for over-size material using ASTM D4718. The test results are summarized in Figure B-4. Direct Shear: The shear strengths of selected samples of the on-site soils were assessed using direct shear testing performed in general accordance with ASTM D3080. The individual shear test results are shown in Figures B-5.1 through B-5.14. The shear test results for ten samples of sandstone from the Santiago Formation that were collected from the subject site as a part of this investigation are summarized in Figure B-5.15. The shear test results for four samples of the claystone of the Santiago Formation that we recently tested from a nearby site are shown in Figure B-5.16 for reference (GDC, 2013). R-Value: R-Value tests were performed on selected samples of the on-site soils in general accordance with CTM 301. The test results are shown in Figures B-6.1 through B-6.6. I GROUP DD_.T4 N:\Projects\SD\50412 Lennar Poinsettia Geotechnical lnvestigation\14-0188\14-0188.doc — — __ No w 0= M M M __ __ U.S. Standard Sieve Sizes 100 #Q#Q#iOO 1i200 90 ----- ___ 80 .270 E60 ___ u5O 50 ----- ___ ----- a. 40 30 27 20 10 - - - - - - —O% Gravel - 73% Sand -+ - - - ______ - 27% Fines—* 01111111 I 1 I 1 11111 1 I I III:Ii I 111111 I 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: SM ATERBERG LIMITS BORING NO: B-i LIQUID LIMIT: SAMPLE DEPTH: 0 - 5 DESCRIPTION: SILTY SAND PLASTIC LIMIT: PLASTICITY INDEX: Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. 5D412 0,Lx- FIGURE B-1.1 U.S. Standard Sieve Sizes ioo 3 #0#0 #100 #200___ 90 88 80 270 60 50 U- 40 42 ___ 20 10 —O% Gravel 76% Sand - ; 24% Fines* : 0 I I I I I I I 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL I SAND d SAMPLE UNIFIED SOIL CLASSIFICATION: SM ATERBERG LIMITS BORING NO: B-2 LIQUID LIMIT: SAMPLE DEPTH: 0'-5- DESCRIPTION: SILTY SAND PLASTIC LIMIT: PLASTICITY INDEX: I Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. SD412 FIGURE B-1.2 == mm — — _ _ — — MM MM == wow = U.S. Standard Sieve Sizes 100 3' 1W 3/4' 3/8" #4 #30 #0 #100 #200 90 80 70 2' a, 50 ci) 40 I- ci 30 20 10 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE FINE COARSE I MEDIUM I FINE SILT AND GRAVEL SAND CLAY SAMPLE UNIFIED SOIL CLASSIFICATION: SM AUERBERG LIMITS BORING NO: 8-3 LIQUID LIMIT: SAMPLE DEPTH: 01-5. DESCRIPTION: SILTY SAND PLASTIC LIMIT: PLASTICITY INDEX: Project No. SD412 GROUP DELTA SOIL CLASSIFICATION Document No. 14-0188 FIGURE B-1.3 E60 57 41 1 , I I 4—O%Gravel,65%Sand- 35% Fines---* I 0 - - - - - - 11 I - II I I - -- I I I - - - - - - - - =11 U.S. Standard Sieve Sizes 3/4" 3/8 #4 #100 #200 Hvdrometer 100 - _1W - - _#5Q_ .80 P 70 a) L03 I ____ ____ ____ - 50 LL 40 30 ------- ___ ----- ___ ___ ___ 20------ ----25~—. - i 10 ------ -. - — — - *--0% Gravel 37% Sand — — - _____ - 63% Fines--+ 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: CH ATERBERG LIMITS BORING NO: B-3 LIQUID LIMIT: 50 SAMPLE DEPTH: 37' DESCRIPTION: SANDY FAT CLAY PLASTIC LIMIT: 19 PLASTICITY INDEX: 31 Document No. 14-0188 GROUP DELTtt SOIL CLASSIFICATION Project No. 5D412 00~offx4hw- FIGURE B-1.4 -- M M M =1 M M M IM -- M _ U.S. Standard Sieve Sizes 100 " 11/2 I4" RIg" #16 #0 #50 #100 #20() 90 80 70 50 CD 2 40 30 20 10 0 - 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND d I 64~014vhw SAMPLE BORING NO: B-4 SAMPLE DEPTH: 01-5. UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SILTY SAND AUERBERG LIMITS LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: Project No. 5D412 A SOIL CLASSIFICATION Document No. 14-0188 GROUP DELT FIGURE B-1.5 Ip J4 - - - - - - —O% Gravel i I - 66% Sand -+ - I I I i I II I_I I I I I - I - I - I II 34% Fines-3 II I U.S. Standard Sieve Sizes 100 3" 11,4 3/4" 3/8 4 , #8 #16 #0 #0 #100 #200 90 80 70 .2 150 2 40 30 20 10 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND - 14LV SAMPLE BORING NO: B-5 SAMPLE DEPTH: 0'-5- UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SILTY SAND AUERBERG LIMITS LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: Document No. 14-0188 GROUP DELT SOIL CLASSIFICATION DELTA SOIL Project No. 5D412 FIGURE B-1.6 E60 i—O%Gravel 73% Sand 4- 27%Fines- M — —. — — — - — __ Ui _ I- - _ — -- 11 U.S. Standard Sieve Sizes 100 3 11 4" 3/8 #4 1 #30 #50 #100 #200_j ç Is 90 80 67 E60 LL 50 40 111111 ___ 11111 ___ 111111 II!-3aIL 11111 ___ ___ 30 20 24 10 +-0%Gravel 52% Sand 48% Fines--+ - 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: SC AUERBERG LIMITS BORING NO: B-6 LIQUID LIMIT: 39 SAMPLE DEPTH: 0'-5- DESCRIPTION: CLAYEY SAND PLASTIC LIMIT: 16 PLASTICITY INDEX: 23 Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION 4 . Project No. SD412 L FIGURE B-1.7 MM MM m mm mm mm.m lIT NI MM 11 UI U.S. Standard Sieve Sizes 100 3" 41/2 3/4O 3/8 _4 4 I 10 ##Q #100 #200_ir1rQrnrit__ 90 80 1 N -- Ilk 78 ___ a) 60 ci) LL 50 40 Q. 30 20 10 - - - - - - - 4-0% Gravel - 81% Sand - - - - ______ - 19% Fines—* 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND d SAMPLE UNIFIED SOIL CLASSIFICATION: SC ATERBERG LIMITS BORING NO: B-7 LIQUID LIMIT: 25 SAMPLE DEPTH: 01-5. DESCRIPTION: CLAYEY SAND PLASTIC LIMIT: 18 PLASTICITY INDEX: 7 Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. SD412 OLV FIGURE B-1.8 U.S. Standard Sieve Sizes 3" 1%" 3/4" 3/8" #4 . ,..#16 #30 #50 #100... #200 100 90 80 CD > CD C U- 50 C CD 1 a) 30 20 10 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND d SAMPLE BORING NO: B-8 SAMPLE DEPTH: 0 - 5' UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SILTY SAND ATERBERG LIMITS LIQUID LIMIT: NP PLASTIC LIMIT: NP PLASTICITY INDEX: NP I A Document No. 14-0188 GDUF DELTA SOIL CLASSIFICATION Project No. SD412 FIGURE B-1.9 bg - - - - - —O% Gravel - 80% Sand - - 0 20% Fines— - - - - == - ii :-. - - - -J M - LI U.S. Standard Sieve Sizes " '2" 3/4" I8 #8 - #16 #0 #0 #100 ft200 100 90 80 70 .2 ci) >' 60 C 50 U- C 20 10 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND d I . liii I I I I OoLkw- SAMPLE BORING NO: B-9 SAMPLE DEPTH: 0'- 5' UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SILTY SAND AUERBERG LIMITS LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: I Project No. 5D412 A SOIL CLASSIFICATION Document No. 14-0188 GROUP DELT FIGURE B-1.10 — O%Gravel 66% Sand 34% Fines-- 0 we on an —. — -. — - — U.S. Standard Sieve Sizes 3' 1W' 3/4" 3/8" #4 #8 #16 #Q0 Ann #50 #100 #200 Hydrometer 90 80 70 CD LL 50 40 I- ci) 30 20 10 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE FINE COARSE I MEDIUM I FINE SILT AND GRAVEL SAND CLAY I - - 4Lx- SAMPLE BORING NO: B-b SAMPLE DEPTH: 0.-5. UNIFIED SOIL CLASSIFICATION: SC DESCRIPTION: CLAYEY SAND ATERBERG LIMITS LIQUID LIMIT: 30 PLASTIC LIMIT: 19 PLASTICITY INDEX: 11 ProjeCtNo.SD412 GROUP DELTA SOIL CLASSIFICATION Document No. 14-0188 FIGURE B-1.11 \ 21 - - - - - - 4—O% Gravel • - - 58% Sand -+ - - 42% Fines--+ ti 0 - — — — — __ -I 11 —no '-iim om ii U.S. Standard Sieve Sizes 100 ' 11/2 I4'_318' 0 4 nr#16 #O #co #100 #200 90 80 70 50 40 30 20 10 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE MEDIUM I FINE. SILT AND CLAY GRAVEL SAND d SAMPLE UNIFIED SOIL CLASSIFICATION: SM ATTERBERG LIMITS BORING NO: B-li LIQUID LIMIT: SAMPLE DEPTH: 0' -5' DESCRIPTION: SILTY SAND PLASTIC LIMIT: PLASTICITY INDEX: Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. 5D412 FIGURE B-1.12 82 >, 60 61 41 --O% Gravel 'iii I 69% Sand 4- liii I I I I I - - 31% Fines -4 U.S. Standard Sieve Sizes 3 '-----1-O #30 #50 #100 #200__ 100 90 80 -- 79 .70 a) LL 50 ci 40 Q. 30 20 10 —O% Gravel 62% Sand ____________ 38% Fines— _____ ; 0 1 I I III I I I I 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE MEDIUM I FINE SILT AND CLAY GRAVEL SAND d SAMPLE UNIFIED SOIL CLASSIFICATION: SM ATERBERG LIMITS BORING NO: B-12 LIQUID LIMIT: SAMPLE DEPTH: 0'-5- DESCRIPTION: SILTY SAND PLASTIC LIMIT: PLASTICITY INDEX: Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. SD412 FIGURE B-1.13 mom —Mw— fwma gwl — i__i — _li ow wo wa s" U.S. Standard Sieve Sizes 100 " 11/ 3/4 318' #4 0 4^416 #30 #50 #100 #200 -- 90 80 -c 70 50 LL ci 40 30 20 10 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND I II 04vm1w SAMPLE BORING NO: B-13 SAMPLE DEPTH: 0'— 5' UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SILTY SAND AUERBERG LIMITS LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. SD412 FIGURE B-1.14 ,---- 771-11-ik I. it 47 - - - - - - +-0% Gravel 'iii I 75%Sand4-* - - - - - - - - - - - - - 25%Fines-* - — —Mw on — -m — — — —MW OMM0 0110 U.S. Standard Sieve Sizes 3" 1%" 3/4" 3/8 #4 #R #.iS - - #0 #0 #100 #70() 100 90 80 70 .2' a, > ci) C 50 LL C ci, 0 40 j5 30 20 10 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters SE FINE COARSE I MEDIUM I FINE SILT AND CLAY L±!GRAVEL SAND 29% Fines- 4Lx- SAMPLE BORING NO: B-14 SAMPLE DEPTH: 0 - 5' UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SILTY SAND AUERBERG LIMITS LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. SD412 I FIGURE B-1.15 [i - 0% Gravel iii III 0 71%Sand+-. no 111W ii— i. am, - M ru-u 00 - M. - low ,- - ri U.S. Standard Sieve Sizes 100 " 11/2 3/4" 3/8' Q ,.#16 - #30 #50 #100 #200 90 80 0) 70 60 1. ci) C 50 it C ci) C) i5 20 10 0 -- -- 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND Ilii III I ____ OLV I SAMPLE I BORING NO: B-15 SAMPLE DEPTH: 0'-,5' UNIFIED SOIL CLASSIFICATION: SC DESCRIPTION: CLAYEY SAND AUERBERG LIMITS LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. SD412 FIGURE B-1.16 111111 __ j liii __ iii __ 111ll __ 111111 __ 67 ----- :HHH ______ ______ _______ H iHiE. 30 J-1 - - - - - II , - 4-0% Gravel - 73% Sand 27% Fines—' i:~— - - - - — ' — — — — w — — on UT J= — — — am MI U.S. Standard Sieve Sizes 100 -s" -- I4" 3/8" #4 #3 #16 #0 #co #100 200 90 70 .2 CD >'60 CD 50 a) 40 I.-- a) 30 20 10 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: SC ATTERBERG LIMITS BORING NO: B-16 LIQUID LIMIT: 33 SAMPLE DEPTH: 2' -5' DESCRIPTION: CLAYEY SAND PLASTIC LIMIT: 19 PLASTICITY INDEX: 14 A GROUP DELTA SOIL CLASSIFICATION Document No. 14-0188 Project No. SD412 FIGURE B-1.17 _.5 -.__•_ 80 iq 48 a- 4—O% Gravel 29% Fines--+ ,71% Sand 4-* - - - - - . - - - , Won - * - - - 1-I, - U.S. Standard Sieve Sizes 3/4""fiR #aO #50 #100 4200_j..-i 100 90 80 270 ___ iii liii iiiii •___ 111111 ___ ___ ___ 60 iii liii iiiii•___ ___ ___ 50 .___ L e40 a) 30 6 o 20 fill 10 4-0% Gravel 40% Sand - 0% Fines- 0 II I Iii I I I I I 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND d SAMPLE UNIFIED SOIL CLASSIFICATION: CL ATERBERG LIMITS BORING NO: B-17 LIQUID LIMIT: 47 SAMPLE DEPTH: 0'- 5' DESCRIPTION: SANDY LEAN CLAY PLASTIC LIMIT: 16 PLASTICITY INDEX: 31 Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. SD412 0,Lx- FIGURE B-1.18 - - - '. —1 - W1 0" .— an = '- - i - U.S. Standard Sieve Sizes " '2" 3/4" 3/8" #4 #8 #16 #O ,, #50-- #100 #200 H'dror'eter 100 90 80 .70(Dc I- a) C i: 50 C C 40 CD 30 20 10 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND GRAVEL SAND CLAY SAMPLE UNIFIED SOIL CLASSIFICATION: SC ATERBERG LIMITS BORING NO: B-18 LIQUID LIMIT: 34 SAMPLE DEPTH: 0'- 5 DESCRIPTION: CLAYEY SAND PLASTIC LIMIT: 15 PLASTICITY INDEX: 19 Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. SD412 FIGURE B-1.19 : 1111111 ___ jill liii ___ i iii 111111 ___ ___ 64 > ci) 43 CD 0 111111 ___ 11111 ___ 111111 ___ LlIIii ___ 111111120 -0% Gravel .57%Sand4- 43% Fines I I I I 11111111 I I Hillil I No an on — Mo. on, — — No : we am an U No U.S. Standard Sieve Sizes 3" 1W 3/4" 3/8" #4 #30 - #50 #100 #2 flO 100 90 80 70 60 a) 50 LL a) 30 20 10 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE MEDIUM I FINE SILT AND CLAY GRAVEL SAND I OLV SAMPLE BORING NO: B-19 SAMPLE DEPTH: 0'-5- UNIFIED SOIL CLASSIFICATION: SM DESCRIPTION: SILTY SAND AUERBERG LIMITS LIQUID LIMIT: PLASTIC LIMIT: PLASTICITY INDEX: Document No. 14-0188 GROUP DELTA SOIL CLASSIFICATION Project No. 5D412 FIGURE B-1.20 77 40 13 +-0% Gravel 43%Fines—* 0 57% Sand 4-* - MM — am — — — am -"M " Mwomp we mo m U.S. Standard Sieve Sizes 3'1W3I4"3/8 16 #30_#50_#100 #200Hyhrnr 100 _#4_ 90 80 ---- -- ____ - ------- ____ .70 a) a) P 40 4O 5 30 20 10 *--0% Gravel 18% Sand 82%Fines- 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters COARSE I FINE COARSE I MEDIUM I FINE SILT AND CLAY GRAVEL SAND d SAMPLE UNIFIED SOIL CLASSIFICATION: CH AUERBERG LIMITS BORING NO: TP-2 LIQUID LIMIT: 76 SAMPLE DEPTH: 4 DESCRIPTION: FAT CLAY WITH SAND PLASTIC LIMIT: 25 PLASTICITY INDEX: 51 Document No. 14-0188 GROUP DELT!. SOIL CLASSIFICATION Project No. SD412 FIGURE B-1.21 EXPANSION TEST RESULTS (ASTM D4829) SAMPLE DESCRIPTION EXPANSION INDEX B-i @ 0'— 5' Fill: Brown silty sand (SM). 13 B-2 @ 0'— 5' Santiago Formation: Light yellow brown silty sandstone (SM). 0 B-6 @ 0'— 5' Fill: Light brown clayey sand (SC). 48 B-7 @ 0'— 5' Alluvium: Brown clayey sand (SC). 0 B-8 @ 0'— 5' Santiago Formation: Light olive brown silty sandstone (SM). 0 B-10 @ 0'— 5' Santiago Formation: Light yellow brown clayey sandstone (SC). 12 B-14 @ 0'— 5' Alluvium: Brown silty sand (SM). 10 B-iS @ 0'— 5' Santiago Formation: Light gray clayey sandstone (SC). 22 TP-2 @ 4' Santiago Formation: Olive brown fat claystone (CH). 154 EXPANSION INDEX POTENTIAL EXPANSION 0to20 Very low 21 to 50 Low 51 to 90 Medium 91 to 130 High Above 130 Very High Document No. 14-0188 DUP DD—TA LABORATORY TEST RESULTS Project No. SD412 FIGURE B-2 CORROSIVITY TEST RESULTS (ASTM D516, CTM 643) SAMPLE pH RESISTIVITY [OHM-CM] SULFATE CONTENT [%] CHLORIDE CONTENT [%] B-i @ 0'- 5' 7.4 930 <0.01 0.18 B-6 @ 0'- 5' 4.1 370 0.38 0.20 B-7 @ 0'- 5' 6.5 730 <0.01 0.11 B-8 @ 0'- 5' 5.9 1,870 <0.01 0.11 B-10 @ 0'- 5' 5.4 690 0.02 0.18 B-14 @ 0'- 5' 4.6 1,560 0.01 0.18 B-16 @ 2'- 5' 5.6 1,620 <0.01 0.19 B-18 @ 0'- 5' 5.7 490 0.02 0.15 SULFATE CONTENT (%J SULFATE EXPOSURE CEMENT TYPE 0.00 to 0.10 Negligible - 0.10 to 0.20 Moderate II, lP(MS), IS(MS) 0.20 to 2.00 Severe V Above 2.00 Very Severe V plus pozzolan SOIL RESISTIVITY GENERAL DEGREE OF CORROSIVITY TO FERROUS 0 to 1.000 Very Corrosive 1,000 to 2,000 Corrosive 2,000 to 5,000 Moderately Corrosive 5,000 to 10,000 Mildly Corrosive Above 10,000 Slightly Corrosive CHLORIDE (Cl) CONTENT GENERAL DEGREE OF 0.00 to 0.03 Negligible 0.03 to 0.15 Corrosive Above 0.15 Severely Corrosive Document No. 14-0188 E3ROUP DELTA LABORATORY TEST RESULTS Project No. SD412 FIGURE B-3 MAXIMUM DENSITY & OPTIMUM MOISTURE (ASTM D1557) MAXIMUM OPTIMUM SAMPLE ID DESCRIPTION DENSITY MOISTURE [Ib/ft3] B-13 @ 0'— 5' Fill: Dark brown silty sand (SM). 120 11% Agw4w GROUP DD..TL LABORATORY TEST RESULTS Document No. 14-0188 Project No. 5D412 FIGURE B-4 6000 5000 IL 4000 co U' 3000 2000 LU 1000 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN [%] Peak Strength Test Results —40 Degrees, 100 PSF Cohesion 5000 • Ultimate Strength Test Results —36 Degrees, 100 PSF Cohesion 4000 IL Cl) Cl) Cl) 3000 I- Cl) W 2000 1000 I 1000 2000 3000 4000 5000 6000 NORMAL STRESS [PSF] SAMPLE: B-2 @ 20' Santiago Formation: Light olive gray silty sandstone (SM). STRAIN RATE: I 0.0040 IN/MIN I (Sample was consolidated and drained) PEAK 4)' 40 ° C' 100 PSF IN-SITU Yd 108.5 PCF w, 9.7% ULTIMATE 36 100 PSF AS-TESTED 108.5 PCF 21.6% I P 41146 DUF DELTA DIRECT SHEAR TEST RESULTS Document No. 14-0188 Project No. SD412 FIGURE B-5.1 6000 5000 0. 4000 Cl) 3000 1000 I 2000 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN [%] 6000 Peak Strength Test Results —33 Degrees, 400 PSF Cohesion 5000 Ultimate Strength Test Results —33 Degrees, 100 PSF Cohesion _ 4000 U. Cl) co CL CO) UJ 3000 ac CO) 4 W 2000 1000 0_____ 0 1000 2000 3000 4000 5000 6000 NORMAL STRESS [PSF] SAMPLE: B-2 @ 30' PEAK ULTIMATE 'Santiago Formation: I •' 33 0 I 33 I Light yellow brown silty sandstone (SM). I C 400 PSF I 100 PSF I IN-SITU AS-TESTED _________ STRAIN RATE: 10.0030 lN/MlN I 'Id 111.4 PCF I 111.4 PCF (Sample was consolidated and drained) w, 10.0 % I 19.7 % Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. 5D412 0%LX%W411- FIGURE B-5.2 I I I I 1 I I I I I I I I I I I I I 4000 - LL 3000 1 Cl) U) 2000 U) Ui I 1000 -~7~ . ......... . ........................ 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN (%] 4000 Peak Strength Test Results 3500 —40 Degrees, 50 PSF Cohesion - Ultimate Strength Test Results 3000 37 Degrees, 50 PSF Cohesion - 2500 CL zz U) Cl) Ix 2000 I— U) /- 1500 1000 500 0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-3 @ 15' PEAK ULTIMATE 'Santiago Formation: I 40 ° I 37 ° Ell Light yellow brown silty sandstone (SM). 50 PSF I 50 PSF I IN-SITU AS-TESTED STRAIN RATE: 1 0.00 IN/MIN I 'Yd 102.2 PCF I 102.2 :PCF I (Sample was consolidated and drained) w, 6.8 % 21.2 Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. SD412 FIGURE B-5.3 I I I I L I I 1 I I L] I I I I I I I I 4000 I-I U- cL 3000 Cl) 2000 U) I— ZOO 1000 Ui I U) _____ 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN (%] 4000 Peak Strength Test Results 3500 —36 Degrees, 200 PSF Cohesion - Ultimate Strength Test Results 3000 36 Degrees, 150 PSF Cohesion - 2500 IL (a 2000 U) U) 1500 I U) 1000 500 0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-3 © 30' PEAK ULTIMATE 'Santiago Formation: I •' 1 36 0 I 36 0 I Light gray silty sandstone (SM). I C' 200 PSF I 150 PSF I IN-SITU AS-TESTED STRAIN RATE: I 0.0040 IN/MIN I Yd 1 94.8 PCF I 94.8 PCF (Sample was consolidated and drained) w, 9.3 % 22.3% I Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. 5D412 FIGURE B-5.4 I I I I D I 1 J I I I I I I I I I I 4000 U. a. 3000 U) Cl) W 2000 CO) 000 Ui I CO) 0 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN [%] 4000 Peak Strength Test Results 3500 —37 Degrees, 150 PSF Cohesion - Ultimate Strength Test Results 3000 —35 Degrees, 150 PSF Cohesion - LL 2500 IL LU U) U) 2000 I- U) 1500 I CO) 1000 500 0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-3 @ 40' PEAK ULTIMATE Santiago Formation: I ' 37 0 I 35 0 ILight gray silty sandstone (SM). I C' 150 PSF I 150 PSF I IN-SITU AS-TESTED STRAIN RATE: I 0.0040 IN/ I 102.0 PCF I 102.0 PCF (Sample was consolidated and drained) w, 10.3% I 23.5% Document No. 14-0188 A79PNIOW41 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. SD412 FIGURE B-5.5 I I I [1 I I I I I ri I I I I I I I I 1 6000 5000 CL 4000 U) 3000 2000 UJ ioo: ___ _____ _____ ___ ___ 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN [%] Peak Strength Test Results —34 Degrees, 300 PSF Cohesion Ultimate Strength Test Results 34 Degrees, 200 PSF Cohesion __ 4000 LL U)0. U) U) ow 3000 I— Cl) w 2000 1000 I 1000 2000 3000 4000 5000 6000 NORMAL STRESS [PSF] SAMPLE: B-3 @ 50' Santiago Formation: Light gray silty sandstone (SM). STRAIN RATE: I 0.0040 IN/ I (Sample was consolidated and drained) PEAK 4I 340 C' 300 PSF IN-SITU 'Id 97.6 PCF W, 11.8% ULTIMATE 0 200 PSF AS-TESTED 97.6 PCF 23.3% 074116WI-11 GROUP DELTA DIRECT SHEAR TEST RESULTS Document No. 14-0188 Project No. SD412 FIGURE B-5.6 4000 U. CL 3000 2000 i000 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN [%] 4000 Peak Strength Test Results 3500 —41 Degrees, 50 PSF Cohesion Ultimate Strength Test Results 3000 38 Degrees, 0 PSF Cohesion I• I .I LL 2500 IL () CO) UJ 2000 I— U) LU 1500 I Cl) 1000 I 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-7 @ 5 PEAK ULTIMATE Alluvium: 41 ° 38 0 Brown clayey sand (SC). C, 50 PSF 0 PSF IN-SITU AS-TESTED STRAIN RATE: I 0.0030 IN/ I r 'Yd 113.0 PCF 113.0 PCF (Sample was consolidated and drained) I w, 7.2% 18.2% Document No. 14-0188 04916WO-11 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. SD412 FIGURE B-5.7 4000 '-I U- 3000 eL - - U) CO) 2000 CO) w I Cl) 0 1000 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN [%] 4000 R Peak Strength Test Results 3500 —36 Degrees, 150 PSF Cohesion - Ultimate Strength Test Results 3000 36 Degrees, 50 PSF Cohesion - -I 2500 (L IZ CO) 2000 CO) U) 1500 I CO) 1000 500 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-7 @ 15' PEAK ULTIMATE 'Alluvium: I 36 0 I [ 36 0 ILight yellow brown silty sand (SM). I C' 150 PSF 50 PSF I IN-SITU AS-TESTED _________ STRAIN RATE: I 0.0040 IN/MIN I 'Id 106.6 PCF I 106.6 PCF (Sample was consolidated and drained) w 6.1 I 20.1 °1 Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. SD412 074914C, FIGURE B-5.8 1 I I I I U I I I I I I I I I I I [1 4000 I-I LL eL 3000 U) LM U) 2000 000 1000 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN [%] 4000 Peak Strength Test Results 3500 - —33 Degrees, 200 PSF Cohesion Ultimate Strength Test Results 3000 - —32 Degrees, 100 PSF Cohesion 2500 IL U) U) 2000 I— U) 1500 I U) 1000 ON 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-13 @ 0'-5' PEAK ULTIMATE ffl: Brown silty sand (SM). 4? 33 0 32 ° Remolded to 90% Maximum Optimum. C' 200 PSF 100 PSF IN-SITU AS-TESTED STRAIN RATE: I 0.0040 IN/ I 'Id 108.4 PCF 108.4 PCF (Sample was consolidated and drained) w,, 11.1 % 20.4% Document No. 14-0188 0PAINVOW411; DUP DELTA DIRECT SHEAR TEST RESULTS Project No. SD412 L FIGURE B-5.9 4000 U. a. 3000 2000 1000 ri 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN (%] 4000 R Peak Strength Test Results 3500 —36 Degrees, 700 PSF Cohesion Ultimate Strength Test Results 3000 33 Degrees, 100 PSF Cohesion LL 2500 Co Co LU 2000 I- Co 1500 Co 1000 500 I 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-IS @ 5 PEAK ULTIMATE Santiago Formation: Sandstone with 36 0 33 0 thin greenish gray claystone laminae (SC). C' 700 PSF 100 PSF IN-SITU AS-TESTED STRAIN RATE: 1 0.0040 IN/ I Id 115.4 PCF 115.4 PCF (Sample was consolidated and drained) WC 10.5% 18.4% Document No. 14-0188 A GROUP DELTAN DIRECT SHEAR TEST RESULTS Project No. SD412 FIGURE B-5.10 5000 LL 4000 IL 3000 UJ 2000 LU ioo: 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN (%1 Peak Strength Test Results —45 Degrees, 200 PSF Cohesion Ultimate Strength Test Results 38 Degrees, 0 PSF Cohesion 4000 LL U) U) U) LU 3000 I- U) W 2000 1000 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-17 © 5' Santiago Formation: Light yellow brown silty sandstone (SM). STRAIN RATE: I 0.0040 IN/ I (Sample was consolidated and drained) PEAK +1 450 C' 200 PSF IN-SITU Yd 116.1 PCF wc 7.9% ULTIMATE 38 0 0 PSF AS-TESTED 116.1 PCF 16.7% Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. 5D412 FIGURE B-5.11 4000 F-, LI. -a 3000 co Cl) 2000 WW CO) Ui I Cl) 1000 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN (%J 4000 Peak Strength Test Results 3500 —34 Degrees, 350 PSF Cohesion - Ultimate Strength Test Results 3000 —33 Degrees, 300 PSF Cohesion - I- 2500 0. -a CO) WW I- 2000 CO) 1500 I 1000 500 0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-17 @ 25' PEAK ULTIMATE ISantiacio Formation: I ' ° 1 I 33 0 I Light gray silty sandstone (SM). I C' 350 PSF J I 300 PSF I IN-SITU AS-TESTED STRAIN RATE: I 0.0030 IN/ I Yd 94.7 PCF 1 I 9.7 PCF I (Sample was consolidated and drained) w 8.1 % J I 12.2% Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. SD412 00410-1 FIGURE B-5.12 I I I I I I I I I 1 Li I 1 I I I 1 4000 U. cL 3000 CO) U) 2000 CO) 1000 w I CO) . . . . . . . _______________ J 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN [%] 4000 Peak Strength Test Results 3500 —36 Degrees, 200 PSF Cohesion - Ultimate Strength Test Results 3000 —36 Degrees, 50 PSF Cohesion - 5 2500 IL CO) 2000 U) CO) LU 1500 I CO) 1000 500 - 0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: B-19 @ 15' PEAK ULTIMATE 'Santiago Formation: I 4? 36 0 I 36 0 I ILight gray silty sandstone (SM). I C' 200 PSF I 50 PSF I IN-SITU AS-TESTED STRAIN RATE: I 0.0030 IN/ I r Yd 105.2 PCF I 105.2 PCF I (Sample was consolidated and drained) w,, 7.0% 20.2% I I Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. SD412 07491YARWO111 FIGURE B-5.13 I I I 11, I I 1 [1 I I I I I 4000 U- 3000 2000 ioo: LU 0.0 2.0 4.0 6.0 8.0 10.0 STRAIN [%] 4000 Peak Strength Test Results 3500 —24 Degrees, 0 PSF Cohesion - Ultimate Strength Test Results 3000 19 Degrees, 0 PSF Cohesion - LT 2500 ul 2000 1500 I U) 1000 500 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SAMPLE: TP-2 @ 4' PEAK ULTIMATE Santiago Formation: 24 0 19 Olive brown fat claystone (CH). C' 0 PSF 0 PSF IN-SITU AS-TESTED STRAIN RATE: I 0.0003 IN/ I Yd 89.6 PCF 89.6 PCF (Sample was consolidated and drained) w, 32.7% 32.7% Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST RESULTS Project No. SD412 0411wo- FIGURE 8-5.14 6000 Ultimate Values m Peak Values ;1oIsTiu -Ultimate Strength —Peak Strength 4000 2000 U 1000 1000 2000 3000 4000 5000 6000 NORMAL STRESS [PSF] SANTIAGO FORMATION (Tsa) A summary of ten direct shear tests on PEAK ULTIMATE samples of the intact sandstone from the Santiago Formation at the site, including 35 ° 33 silty and clayey sandstone (SM and SC). C' 150 PSF 100 PSF Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST SUMMARY Project No. SD412 FIGURE B-5.15 Ultimate Values O Peak Values —Ultimate Strength —Peak Strength Cl) U) LU 2000 I— U) w 1500 1000 500 0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] SANTIAGO FORMATION (Tsa) A summary of four direct shear tests on PEAK ULTIMATE samples of the intact claystone from the Santiago Formation in Carlsbad, including 24 0 23 both lean and fat claystone (CL and CH). C' 300 PSF 200 PSF Document No. 14-0188 GROUP DELTA DIRECT SHEAR TEST SUMMARY Project No. 5D412 470400 FIGURE B-5.16 4000 3500 BORING NO.: B-3 SAMPLE DATE: 10/30/14 BORING DEPTH: 0'- 5' TEST DATE: 11/6/14 SAMPLE DESCRIPTION: Yellow brown silty sand (SM) LABORATORY TEST DATA TEST SPECIMEN A COMPACTOR PRESSURE B INITIAL MOISTURE C BATCH SOIL WEIGHT D WATER ADDED E WATER ADDED (D*(100+B)/C) F COMPACTION MOISTURE (B+E) G MOLD WEIGHT H TOTAL BRIQUETTE WEIGHT I NET BRIQUETTE WEIGHT (H-G) J BRIQUETTE HEIGHT K DRY DENSITY (30.3*I/((100+F)*J)) L EXUDATION LOAD M EXUDATION PRESSURE (1112.54) N STABILOMETER AT 1000 LBS 0 STABILOMETER AT 2000 LBS P DISPLACEMENT FOR 100 PSI Q R VALUE BY STABILOMETER R CORRECTED R-VALUE (See Fig. 14) S EXPANSION DIAL READING T EXPANSION PRESSURE (S*43,300) U COVER BY STABILOMETER V COVER BY EXPANSION 1 2 1 3 4 5 190 150 120 0.1 0.1 0.1 1200 1200 1200 100 111 124 8.3 9.3 10.3 8.4 9.3 10.4 2010.6 2010.3 2011.8 3063.1 3068.7 3085.5 1052.5 1058.4 1073.7 2.41 2.46 2.52 122.1 119.3 116.9 5842 4300 3430 466 343 274 36 48 54 81 110 122 4.38 4.53 5.02 36 20 13 34 20 13 0.0017 0.0009 0.0003 74 39 13 0.71 0.86 0.93 0.57 0.30 0.10 [PSI] [%] [G] [ML] [%] [%] [G] [G] [G] [IN] [P CF] [LB] [PSI] [PSI] [PSI] [Turns] [IN] [PSF] [FT] [Fl] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.49 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 15 R-VALUE BY EXPANSION: 40 R-VALUE AT EQUILIBRIUM: 15 *Note: Gravel factor estimated from required AC pavement section using C1301, Part 6.13.2. Document No. 14-0188 Op4excW-1 ERDUP DELTA R-VALUE TEST RESULTS Project No. SD412 FIGURE 13-6.11a I III BORING NO.: B-4 SAMPLE DATE: 10/31/14 BORING DEPTH: 0'- 5' TEST DATE: 11/6/14 I SAMPLE DESCRIPTION: Yellow brown silty sand (SM) LABORATORY TEST DATA TEST SPECIMEN A COMPACTOR PRESSURE B INITIAL MOISTURE C BATCH SOIL WEIGHT D WATER ADDED E WATER ADDED (D*(100+B)IC) F COMPACTION MOISTURE (B+E) G MOLD WEIGHT H TOTAL BRIQUETTE WEIGHT I NET BRIQUETTE WEIGHT (H-G) J BRIQUETTE HEIGHT K DRY DENSITY (30.3*I/((100+F)*J)) L EXUDATION LOAD M EXUDATION PRESSURE (1112.54) N STABILOMETER AT 1000 LBS 0 STABILOMETER AT 2000 LBS P DISPLACEMENT FOR 100 PSI Q R VALUE BY STABILOMETER R CORRECTED R-VALUE (See Fig. 14) S EXPANSION DIAL READING T EXPANSION PRESSURE (S*43,300) U COVER BY STABILOMETER V COVER BY EXPANSION 1 2 3 4 5 220 140 260 0.1 0.1 0.1 1200 1 1200 1200 120 132 105 10.0 11.0 8.8 10.1 11.1 8.8 2098.8 2112.3 2100.4 3139.8 3112.4 3129.9 1041.0 1000.1 1029.5 2.43 2.36 2.38 117.9 115.6 120.5 3784 2980 7434 302 238 593 40 47 30 88 105 63 4.36 4.87 4.10 32 21 48 29 20 44 0.0010 0.0003 0.0022 43 13 95 0.72 0.81 0.57 0.33 0.10 0.73 I I I I I I I I I [PSI] [%] [G] [ML] [%] [%] [G] [G] [G] [IN] [PCF] [LB] [PSI] [PSI] [PSI] [Turns] [IN] [PSF] [Fl] [Fl] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.58 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 29 R-VALUE BY EXPANSION: 41 R-VALUE AT EQUILIBRIUM: 29 *Note: Gravel factor estimated from required AC pavement section using CT30I, Part 6.13.2. Document No. 14-0188 ERDUP DELTA R-VALUE TEST RESULTS Project No. 5D412 FIGURE B-6.2a I I I I I I I' 4 Cover Thickness byStabilometer[FT] 0 0 C: < CD 70 CD rr -I 00 CD CL 8 o CD cn 0 . o 0 0) (0 - 0 0 0 0 0 0 0 0 0 0 , I 0 ri-vaiUe BORING NO.: B-6 SAMPLE DATE: 11/3/14 BORING DEPTH: 0'- 5- TEST DATE: 11/19/14 SAMPLE DESCRIPTION: Light brown clayey sand (SC) LABORATORY TEST DATA TEST SPECIMEN A COMPACTOR PRESSURE B INITIAL MOISTURE C BATCH SOIL WEIGHT D WATER ADDED E WATER ADDED (D*(100+B)/C) F COMPACTION MOISTURE (B+E) G MOLD WEIGHT H TOTAL BRIQUETTE WEIGHT I NET BRIQUETTE WEIGHT (H-G) J BRIQUETTE HEIGHT K DRY DENSITY (30.3*I/((100+F)*J)) L EXUDATION LOAD M EXUDATION PRESSURE (L/12.54) N STABILOMETER AT 1000 LBS 0 STABILOMETER AT 2000 LBS P DISPLACEMENT FOR 100 PSI Q R VALUE BY STABILOMETER R CORRECTED R-VALUE (See Fig. 14) S EXPANSION DIAL READING T EXPANSION PRESSURE (S*43,300) U COVER BY STABILOMETER V COVER BY EXPANSION 1 2 1 3 4 5 220 170 120 6.6 6.6 6.6 1200 1200 1200 100 119 140 8.9 10.6 12.4 15.5 17.2 19.0 2108.7 2111.4 2108.1 3169.3 3142.7 3135.3 1060.6 1031.3 1027.2 2.41 2.40 2.46 115.5 111.1 106.3 8350 5055 3348 666 403 267 34 46 53 86 110 124 3.43 3.73 4.35 39 23 14 38 22 14 0.0086 0.0044 0.0014 372 1 191 1 61 0.59 0.74 0.82 2.87 1.47 0.47 [PSI] [%] [G] [ML] [%] [%] [G] [G] [G] [IN] [PCF] [LB] [PSI] [PSI] [PSI] [Turns] [IN] [PSF] [Fl] [Fl] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.68 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 16 R-VALUE BY EXPANSION: 16 R-VALUE AT EQUILIBRIUM: 16 *Note: Gravel factor estimated from required AC pavement section using CT301, Part 6.13.2. Document No. 14-0188 6RDUP DELTA R-VALUE TEST RESULTS Project No. SD412 FIGURE B-6.3a M _I__:T: - M - _ _ - - _ _ _ Sample B-6 @0'- 5' R-Value at Equilibrium: 16 3.0 100 2.5 90 80 70 60 0 50 ELI 30 20 0.5 10 I - .1... .. .. .1.. .. .. . .U. . .1.... ..I0 0.5 1.0 1.5 2.0 2.5 3.0 800 700 600 500 400 300 200 100 0 Exudation Pressure [psi] Cover Thickness by Expansion [FT] Document No. 14-0188 GROUP DELTA COVER AND EXUDATION CHARTS Project No. SD412 olivw FIGURE B-6.3b BORING NO.: B-10 SAMPLE DATE: 11/3/14 BORING DEPTH: 0'-5' TEST DATE: 11/19/14 SAMPLE DESCRIPTION: Light yellow brown clayey sand (SC) LABORATORY TEST DATA TEST SPECIMEN A COMPACTOR PRESSURE B INITIAL MOISTURE C BATCH SOIL WEIGHT D WATER ADDED E WATER ADDED (D*(100+B)/C) F COMPACTION MOISTURE (B+E) G MOLD WEIGHT H TOTAL BRIQUETTE WEIGHT I NET BRIQUETTE WEIGHT (H-G) J BRIQUETTE HEIGHT K DRY DENSITY (30.3'1/((100+F )*J)) L EXUDATION LOAD M EXUDATION PRESSURE (L/12.54) N STABI LOMETER AT 1000 LBS 0 STABILOMETER AT 2000 LBS P DISPLACEMENT FOR 100 PSI Q R VALUE BY STABILOMETER R CORRECTED R-VALUE (See Fig. 14) S EXPANSION DIAL READING T EXPANSION PRESSURE (S*43,300) U COVER BY STABILOMETER V COVER BY EXPANSION 1 2 3 4 5 100 160 350 3.0 3.0 3.0 1200 1 1200 1200 1 150 125 105 12.9 10.7 9.0 15.9 13.7 12.0 2098.6 2113.1 2112.1 3228.8 3213.6 3177.7 1130.2 1100.5 1065.6 2.65 2.54 2.43 111.5 115.4 118.6 1976 3742 7797 158 298 622 65 44 23 138 96 42 5.82 5.05 4.18 6 25 63 6 25 63 0.0007 0.0025 0.0064 30 108 277 0.86 1 0.69 1 0.34 0.23 1 0.83 1 2.13 [PSI] [%] [G] [ML] [%] [%] [G] [G] [G] [IN] [PCF] [LB] [PSI] [PSI] [PSI] [Turns] [IN] [PSF] [Fl] [FT] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.74 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 24 R-VALUE BY EXPANSION: 22 R-VALUE AT EQUILIBRIUM: 22 *Note: Gravel factor estimated from required AC pavement section using CT301, Part 6.13.2. Document No. 14-0188 GRDUP DELTA R-VALUE TEST RESULTS Project No. 5D412 FIGURE B-6.4a Cover Thickness by Stabilorneter [FT] 13 0 CD C 0 ul 0 U) (A 0) 0' a CO CL 0 Cn In 3 CD 0• 0) 0 0 00 - N.) () 01 0) - 0) 0 - 0 0 0 0 0 0 0 0 0 0 0 R-Value BORING NO.: B-15 SAMPLE DATE: 10/31/14 BORING DEPTH: 0'- 5' TEST DATE: 11/18/14 SAMPLE DESCRIPTION: Dark yellow brown clayey sand (SC) LABORATORY TEST DATA TEST SPECIMEN A COMPACTOR PRESSURE B INITIAL MOISTURE C BATCH SOIL WEIGHT D WATER ADDED E WATER ADDED (D*(100+B)/C) F COMPACTION MOISTURE (B+E) G MOLD WEIGHT H TOTAL BRIQUETTE WEIGHT I NET BRIQUETTE WEIGHT (H-G) J BRIQUETTE HEIGHT K DRY DENSITY (30.3*I/((100+F)*J)) L EXUDATION LOAD M EXUDATION PRESSURE (U12.54) N STABILOMETER AT 1000 LBS 0 STABILOMETER AT 2000 LBS P DISPLACEMENT FOR 100 PSI Q R VALUE BY STABILOMETER R CORRECTED R-VALUE (See Fig. 14) S EXPANSION DIAL READING T EXPANSION PRESSURE (S*43,300) U COVER BY STABILOMETER V COVER BY EXPANSION 1 2 3 4 5 110 150 195 3.9 3.9 3.9 1200 1 1200 1200 157 142 130 13.6 12.3 11.3 17.5 16.2 15.2 2108.6 2114.3 2100.3 3189.6 3194.8 3137.4 1081.0 1080.5 1037.1 2.52 2.49 2.39 110.6 113.2 114.2 1932 4047 5015 154 323 400 63 59 37 137 113 84 1 4.73 4.40 4.15 8 19 35 8 19 33 0.0002 0.0011 0.0020 9 48 87 0.99 0.87 0.72 0.07 0.37 0.67 [PSI] [%] [G] [ML] [%] [%) [G] [G] [G] [IN] [PCF] [LB] [PSI] [PSI] [PSI] [Turns] [IN] [PSF] [Fr] [Fl] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.49 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 17 R-VALUE BY EXPANSION: 35 R-VALUE AT EQUILIBRIUM: 17 *Note: Gravel factor estimated from required AC pavement section using CT30I, Part 6.13.2. A Document No. 14-0188 ESRE3UF2 DELTA R-VALUE TEST RESULTS Project No. 5D412 FIGURE B-6.5a 4k Cover Thickness by Stabilometer [FT] 10 13 0 0 C CD I 00 1 CL T. CE m CA m 0 o f . C) 0 o -4 00 CO - 0 0 0 0 0 0 0 000 0 0 n , I 0 ri-vamUe BORING NO.: B-19 SAMPLE DATE: 10/27/14 BORING DEPTH: 0'- 5' TEST DATE: 11/6/14 SAMPLE DESCRIPTION: Light gray brown silty sand (SM) LABORATORY TEST DATA TEST SPECIMEN A COMPACTOR PRESSURE B INITIAL MOISTURE C BATCH SOIL WEIGHT D WATER ADDED E WATER ADDED (D*(100+B)/C) F COMPACTION MOISTURE (B+E) G MOLD WEIGHT H TOTAL BRIQUETTE WEIGHT I NET BRIQUETTE WEIGHT (H-G) J BRIQUETTE HEIGHT K DRY DENSITY (30.3*I/((100+F)*J)) L EXUDATION LOAD M EXUDATION PRESSURE (1112.54) N STABILOMETER AT 1000 LBS 0 STABILOMETER AT 2000 LBS P DISPLACEMENT FOR 100 PSI Q R VALUE BY STABILOMETER R CORRECTED R-VALUE (See Fig. 14) S EXPANSION DIAL READING T EXPANSION PRESSURE (S*43,300) U COVER BY STABILOMETER V COVER BY EXPANSION 1 2 3 4 5 200 320 170 4.7 4.7 4.7 1100 1 1100 1100 121 108 132 11.5 10.3 12.6 16.2 15.0 17.3 2009.3 2006.3 2011.8 3032.2 3024.4 3038.1 1022.9 1018.1 1026.3 2.43 2.40 2.48 109.7 111.8 106.9 3775 5110 2948 301 407 235 33 25 50 75 50 104 5.20 4.75 5.99 35 54 18 33 52 18 0.0004 0.0029 0.0000 17 126 0 0.65 0.47 0.80 0.13 0.97 0.00 [PSI] [%] [G] [ML] [%] [%] [G] [G] [G] [IN] [PCF] [LB] [PSI] [PSI] [PSI] [Turns] [IN] [PSF] [Fl] [Fl] TRAFFIC INDEX: 5.0 GRAVEL FACTOR: 1.64 UNIT WEIGHT OF COVER [PCF]: 130 R-VALUE BY EXUDATION: 32 R-VALUE BY EXPANSION: 43 R-VALUE AT EQUILIBRIUM: 32 *Note: Gravel factor estimated from required AC pavement section using CT30I, Part 6.13.2. Document No. 14-0188 07490XVID1,11, GROUP DELTA R-VALUE TEST RESULTS Project No. SD412 FIGURE B-6.6a I I i i I APPENDIX C Lr SLOPE STABILITY ANALYSES 1 Li I I I I I I I I APPENDIX C SLOPE STABILITY ANALYSES Slope stability analyses were conducted using the program SLOPE/W at the nine cross section locations shown on the Rough Grading Plans, Figures 2A and 2C. Spencer's Method of Slices was used for all of the analyses. Spencer's method satisfies both force and moment equilibrium. All of the critical failure surfaces were optimized. The geology of each section was characterized using the general geotechnical conditions encountered in the nearby subsurface explorations, as well as our previous experience with similar geologic conditions. Our slope stability analyses for Cross Sections A-A' through I-I' are presented in Figures C-i through C-9, respectively. Laboratory tests were used to approximate the lower bound shear strengths of the various geologic materials encountered at the site for use in the slope stability analyses. Direct shear tests were conducted on relatively undisturbed samples of the on-site soils in general accordance with ASTM D3080. The shear test results were presented in Appendix B. Based on these test results and our previous experience with similar soils, the sandstone of the Santiago Formation was estimated to have an peak shear strength that generally exceeds 350 with 150 lb/ft2 cohesion, as shown in Figure B-5.15. The intact claystone of the Santiago Formation was estimated to have an ultimate shear strength that generally exceed 23° with 200 lb/ft2 cohesion (see Figure B-5.16). The remolded claystone of the formation was estimated to have a residual friction angle of 19° with zero cohesion, as shown in Figure B-5.14. A shear strength of 32° with 100 lb/ft2 was selected for the compacted fill soil, using remolded samples at 90 percent relative compaction (see Figure B-5.9). Three cases were evaluated for each cross section: temporary, static and seismic stability. Our temporary stability analyses indicate that the temporary 1:1 cut slopes that will be needed to complete the recommended remedial earthwork and construct the proposed buttresses and retaining walls should possess an adequate factor of safety for a temporary sloping condition (FS~!1.2) as shown in Figures C-1.1 through C-9.1. Our static stability analyses indicate that the proposed 2:1 slopes and retaining walls should possess an adequate factor of safety against long- term deep-seated failure (FS2:1.5) as shown in Figures C-1.2 through C-9.2. Our seismic stability analyses indicate that the proposed slopes should generally experience less than 1 inch of lateral deformation given the design level peak ground acceleration of 0.31g presented in Table 2 for a Site Class D. Seismic slope deformations of this magnitude would generally be considered tolerable. The seismic stability analyses are summarized in Figures C-1.3 through C-9.3. £ GROUP DELTA N:\Projects\SD\SD412 Lennar Poinsettia Geotechnical Investigation\14-0188\14-0188.doc A tDUP GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412 9245 ACTIVITY ROAD, SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-10 14-0188 PROJECT NAME Poinsettia 61 Development OGuRE NUMBER Lennar Homes C-1.1 320 310 300 w 270 Tsa - Claystone (23°, 200 PSF 260 Tsa - Sandstone (35°, 150 PSF) 250 NOTES The static Safety Factor for Section A-A' is approximately 1.2 for the temporary, 34-foot high 1:1 cut slope (FS-1.2). The static Safety Factor for the temporary 1:1 cut slope is less than 1.2 for failures within the fissured claystone (if present). CROSS SECTION A-A' 320 1.02 310 300 w 270 260 H- Fissured CIaystore (19* Tsa - Sandstone (35°, 150 PSF) 250[ NOTES The static Safety Factor for Section A-A' is approximately 1.2 for the temporary, 34-foot high 1:1 cut slope (FS-1.2). The static Safety Factor for the temporary 1:1 cut slope is less than 1.2 for failures within the fissured claystone (if present). e~x, , DUP DB..TA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 - - DOCUMENT NUMBER PROJECT NAME 14-0188 - Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-1.1 CROSS SECTION A-A' A DUP DrLLTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412 9245 ACTIVITY ROAD, SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126(858)536-1000 14-0188 PROJECT NAME Poinsettia 61 Development - FIGURE NUMBER Lennar Homes C-1 .2 320 1.50 310 H- 300 Fill (32°, 100 PSF) w 270 260 H 250 NOTES The static Safety Factor for Section A-A' is approximately 1.5 for the proposed slope configuration with a retaining wall (FS-1.5). The static Safety Factor for the proposed 2:1 cut slope remains above 1.5 for failures within the fissured claystone (if present). CROSS SECTION A-A' Sandstone (35°, 150 PSF) A IDUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME DOCUMENT NUMBER 14-0188 Poinsettia 61 Development FIGURE NUMBER - Lennar Homes C-1.2 CROSS SECTION A-A' 1.53 320 310 270 L 260 300 Fill (32°, 100 PSF) Fic,irr1 (lwfnnA (O fl PF Tsa - Sandstone (35°, 150 PSF) F- 5! 290 L 0 CU 280 W 1:1 Cut 2501T' NOTES The static Safety Factor for Section A-A is approximately 1.5 for the proposed slope configuration with a retaining wall (FS-1.5). The static Safety Factor for the proposed 2:1 cut slope remains above 1.5 for failures within the fissured claystone (if present). The analysis assumes that a 1:1 temporary excavation is cut down from elevation 285 feet on the slope to the base of the retaining wall backcut. 300 p 5E4 290 0 C', 280- w 270 Fill (32°, 100 PSF) dstone (35°, 150 PSF) A GROUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SO4 12 9245 ACTIVITY ROAD, SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-1000 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-I .3 320 L 1.00 . 310 Tsa - Claystone (23°, 200 PSF) 260 Tsa — Sandstone (350, 150 PSF) 250 NOTES The yield acceleration under seismic loading for Section A-A is approximately 0.32g, which exceeds the seismic demand for the site of 0.31 g (see Table 2) The seismic slope deformation is estimated to be less than 1 inch for the 0.31g seismic demand associated with the 2013 CBC design spectrum. CROSS SECTION A-A' 320 310 1.26 Tsa - Sandstone (350, 150 PSF) 270 Fissured Claystone (19°, 0 PSF) 260 Tsa - Sandstone (350,150 PSF) 250 - TT w -.-. .'-..-- NOTES 1) The static Safety Factor for Section B-B' is approximately 1 .3 for the proposed 2:1 cut slope with fissured claystone (FS> 1.2). A rzRmAn GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-1000 DOCUMENT NUMBER PROJECT NAME 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-2.1 CROSS SECTION B-B' 250 7. :;•-:. C -- C . ............ - 320 310 1.36 300 p LL 0 - 280 w Tsa - Sandstone (350, 150 PSF) 270 Fissured Claystone (19°, 0 PSF) 260 Tsa — Sandstone (35°, 150 PSF) NOTES The static Safety Factor for Section B-B' is less than 1.5 with the critical failures on the fissured claystone encountered in Boring B-3. A stabilization fill should be constructed to improve the static Safety Factor to 1.5. A 15-foot wide (minimum) buttress keyway is recommended. rDUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 MBER SAN DIEGO, CA 92126 (858) 536-1000 U U PROJECT NAME 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes - C-2.2 CROSS SECTION B-B' 320 - 310 1.55 300 Fill (320,,, 100 PSF) w 270 Tsa - Sandstone (35°, 150 PSF) ~ I ~ /L Buttress Keyw&y (15 Feet Minimum) Fissured Cystone(i9°, 0 PSF) 260 250 Tsa - Sandstone (35°, 150 PSF) NOTES The static Safety Factor for Section B-B' is less than 1.5 with the critical failures on the fissured claystone encountered in Boring B-3. A buttress or stabilization fill should be constructed to improve the static Safety Factor to 1.5. A 15-foot wide (minimum) buttress keyway is recommended. The buttress should contain adequate drainage, including a continuous panel drain as shown in Figure 8. A GROLN= DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 (858) 536-10 DOCUMENT NUMBER 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-2.2 CROSS SECTION B-B' cDUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 - DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-11810 PROJECT NAME 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes -- C-2.3 CROSS SECTION B-B' 320 310 - - 1.00 300 290 - C: 77 Fill (32°, 100 PSF) 280 000 - / Tsa - Sandstone (350, 150 PSF) 270 Fissured caystone(19°, 0 PSF) Buttress Keyway 260 H (15 Feet Minimum) Tsa - Sandstone (350, 150 PSF) 250 NOTES The yield acceleration under seismic loading for Section B-B' with the recommended 15-foot wide buttress is approximately 0.21g. The seismic slope deformation with the recommended buttress is about 1 inch, which is generally considered to be tolerable. w 250 240 230 220 isting Fill (32°, 100 PSF) Tsa - Sandstone (35°, 150 PSF) 210 1'5O5) 14-0188-D3.1 .gsz NOTES The static Safety Factor for Section C-C' is above 1.2 for the temporary condition (prior to fill slope construction). The new fill slope should be keyed into the existing fill. The fill keyway should be observed by Group Delta Consultants prior to fill placement. GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 - DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-1000 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-3.1 CROSS SECTION C-C' 280 LL 0 Co 260 1.64 250 Fill (32°, 100 PSF) 240 230 H 220 isting Fill (32°, 100 PSF) Tsa — Sandstone (35°, 150 PSF) 210 I I .J, 14-0188-D3.2.gsz NOTES The static Safety Factor for Section C-C' is above 1.5 for the proposed 25-foot high 2:1 fill slope. The new fill slope should be keyed into the existing fill. The fill keyway should be observed by Group Delta Consultants prior to fill placement. A GRCLJFa GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD. SUITE 103 SAN DIEGO, CA 92126 (858) 536-1G0 DOCUMENTNU BER PROJECT NAME 14-0188 Poinsettia 61 Development FIGURE NUMBER -- Lennar Homes - - C-3.2 CROSS SECTION C-C' WE L 270 LL Co 260 1.00 En I . 250 Fill (32°, 100 PSF) 240 230 220—E 210 isting Fill (32°, 100 PSF) Tsa - Sandstone (35°, 150 PSF) 14-0188-D3.3.gsz NOTES The yield acceleration under seismic loading for Section C-C' is approximately 0.27g. The estimated seismic slope deformation under the 0.31g seismic demand is less than 1 inch, which is generally considered to be tolerable. DUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 - SAN DIEGO, CA 92126 (858) 536-1030 DOCUMENT NUMBER PROJECT NAME 14-0188 Poinsettia 61 Development - FIGURE NUMBER Lennar Homes C-3.3 CROSS SECTION C-C' LL 220 0 > .,ln w 200 Alluvium 190 Tsa - Sandstone (350, 150 PSF) 250 240 230 H 4.76 NOTES The static Safety Factor for Section D-D' is above 1.2 for the temporary condition (prior to fill slope construction). The new fill slope should be keyed into formational materials. The fill keyway should be observed by Group Delta Consultants prior to fill placement. [SROLA= DELTA GROUP DELTA CONSULTANTS, INC. - PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 NUMBER DOCUMENT SAN DIEGO, CA 92126 (858) 536-1(8)0 140188 PROJECT NAME Poinsettia 61 Development - FIGURE NUMBER Lennar Homes C-4.1 CROSS SECTION D-D' WMI 230 Alluvium 200 raRcLA= DB...T GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412 9245 ACTIVITY ROAD, SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 53& 1000 I 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-4.2 250 240 Fill (32°, 100 PSF) NOTES The static Safety Factor for Section D-D' is above 1.5 for the proposed 2:1 fill slope configuration (FS>1 .5). The new fill slope should be keyed into formational materials. The fill slope keyway should be at least 15-feet wide. Any alluvium that may exist beneath the toe of the fill slope should be excavated during keyway construction. CROSS SECTION D-D' 1.39 . 240 250 1 Fill (32°, 100 PSF) 230 w 200 190 NOTES The static Safety Factor for Section D-D' is below 1.5 for the temporary condition with the basin full of water and 2-feet of freeboard (FS-1.4). The stability of the proposed fill slope should be improved by providing a PVC or HDPE liner for the proposed basins. A CDUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 - NUMBER DOCUMENT SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME 14-0188 - Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-4.2 CROSS SECTION D-D' 190 :1 230 w All------- 200 DUP DELTA GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS L SD4 12 9245 ACTIVITY ROAD, SUITE 103 DOCUMENTNUMBER N DIEGO, CA 92126(898) 536-1000 14-0188 PROJECT Poinsettia 61 Development FIGURE NUMBER Lennar Homes C4.3 250- 1.00 S 240 Fill (32°, 100 PSF) NOTES The yield acceleration under seismic loading for Section D-D' is about 0.27g. The seismic slope deformation is estimated to be less than 1 inch for the 0.31g seismic demand. The stability of the proposed fill slope should be improved by providing a PVC or HDPE liner for the proposed basins. CROSS SECTION D-D' 230 w 200 190 260 250 Ii 3.71 240 Ts - (Thwsfnn (2° 200 PSF NOTES The static Safety Factor for Section E-E' is above 1.2 for the temporary condition (prior to fill slope construction). Complete alluvium removals should be conducted beneath the retaining wall. The removal bottom should be observed by Group Delta prior to fill placement A 13RDLM= DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 - DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-100k 14-0188 PROJECT NAME Poinsettia 61 Development FJCURE NUMBER Lennar Homes C-5.1 CROSS SECTION E-E' Alluvium (36°, 50 PSF) 200 Iwo 15-Foot Keyway 260 250 L . 1.43 240 n --- Tsa - Claystone (23°, 200 PSF) 230H LL 220 L 1:1 Temporary Cut Slope 210- NOTES The static Safety Factor for Section E-E' is above 1.2 for the temporary condition, during the recommended remedial excavations. The new fill slope should be keyed into the existing sandstone. The fill keyway should be observed by Group Delta Consultants prior to fill placement. All alluvium within 10-feet of the retaining wall foundation should be excavated and replaced as compacted fill. A CDUP DELTA GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD. SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-1000 14-0188 PROJECT NAME Poinsettia 61 Development -- FIGURE NUMBER Lennar Homes C-5.1 CROSS SECTION E-E' 1:1 Temporary Cut Slope Alluvium (36°, 100 PSF) 190 Tsa - Sandstone (35°, 150 PSF 15-Foot Keyway w 260 250 1.35 Tsa - Claystone (23°, 200 PSF) 240 230 NOTES The static Safety Factor for Section E-E' is above 1.2 for the temporary condition, including the 1:1 temporary excavation within the alluvium The new fill slope should be keyed into the existing sandstone. The fill keyway should be observed by Group Delta Consultants prior to fill placement. All alluvium within 10-feet of the retaining wall foundation should be excavated and replaced as compacted fill. A EDLIP DELTA GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS S0412 9245 ACTIVITY ROAD. SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME 14-0188 Poinsettia 61 Development - - FIGURE NUMBER Lennar Homes C-5.1 CROSS SECTION E-E' IDUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-5.2 CROSS SECTION E-E' 1.52 Tsa - Claystone (23°, 200 PSF) 250 - 240 230 18-Foot High Wall Alluvium (36°, 50 PSF) 10 Feet H i u-ruuL I'\tyWdy ) U NOTES The static Safety Factor for Section E-E' is above 1.5 for the proposed retaining wall and 2:1 fill slope (FS-1.5), assuming the wall is internally stable. The retaining wall foundations should be deepened as necessary to attain adequate global stability (FS>1 .5). All alluvium within 10-feet of the retaining wall foundation should be excavated and replaced as compacted fill. 6WLN0IQ*"- GROUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD. SUITE 103 SAN DIEGO, CA 92126 (858) 536-1I3? DOCUMENT NUMBER 14-0188 PROJECT NAME Poinsettia 61 Development FUTURE NUMBER Lennar Homes C-5.2 260 . 1.52 Tsa — Claystone (23°, 200 PSF) 250 240 230 18-Foot High Wall M 10 Feet Alluvium (36°, 50 PSF) Tsa - Sandstone (35°, 150 PSF 15-Foot Keyway 190 NOTES The static Safety Factor for Section E-E' is above 1.5 for the proposed retaining wall and 2:1 fill slope (FS-1.5), assuming the wall is internally stable. The retaining wall foundations should be deepened as necessary to attain adequate global stability (FS>1 .5). All alluvium within 10-feet of the retaining wall foundation should be excavated and replaced as compacted fill. CROSS SECTION E-E' 250 240 401 P7 200 "sIll 260 p 1.36 Tsa - Claystone (23°, 200 PSF) NOTES The static Satety Factor for Section E-E' is below 1.5 for the temporary condition with the basin full of water and 2-feet of freeboard (FS-1.4). The stability of the proposed fill slope should be improved by providing a PVC or HDPE liner for the proposed basins. A rDUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 - SAN DIEGO, CA 92126 (858) 536-1000 14-0188 DOCUMENT NUMBER PROJECT NAME Poinsettia 61 Development -- FIGURE NUMBER Lennar Homes C-5.2 CROSS SECTION E-E' 260 . 1.00 Tsa - Claystone (23°, 200 PSF) 250 240 230 200 tone (350, 150 PSF 190 NOTES The yield acceleration for the slope is about 0.37g, which exceeds the seismic demand of 0.31g. Seismic deformation should be less than 1 inch. The stability of the proposed fill slope should be improved by providing a PVC or HDPE liner for the proposed basins. c0LJP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS S0412 9245 ACTIVITY ROAD. SUITE 103 - DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-1000 PROJECT NAME 14-0188 Poinsettia 61 Development - - FIGURE NUMBER Lennar Homes C-5.3 CROSS SECTION E-E' - 14.35 Ui 200 190 230 250 240 I I NOTES The static Safety Factor for Section F-F' is above 1.2 for the temporary condition (prior to fill slope construction). Complete alluvium removals should be conducted beneath the proposed slope. The removal bottom should be observed by Group Delta prior to fill placement. A IDUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412 9245 ACTIVITY ROAD. SUITE 103 DOCUMENT NUMBER SAN DIEGO. CA 92126 (858)536-1030 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER LennarHomes C-6.1 CROSS SECTION F-F' 2E 24 23 20 19 NOTES the static Safety Factor for Section F-F' is above 1.5 for the proposed 2:1 fill slope (FS>1.5). In order to complete the remedial excavation of the loose, saturated alluvium, dewatering will be necessary. IDUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD. SUITE 103 SAN DIEGO. CA 92126 (858) 536-1000 DOCUMENT NUMBER PROJECT NAME 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-6.2 CROSS SECTION F-F' 250 240 230 w 200 WK Im NOTES The static Safety Factor for Section F-F' remains above 1.5 with groundwater levels back at current elevations (FS>1 .5). The alluvium should be completely removed to within 5 feet of the toe of the planned 2:1 fill slope. A IDUP DELTA GROUP DELTA CONSULTANTS, INC PROJECT NUMBER ENGINEERS AND GEOLOGISTS I SD412 9246 ACTIVITY ROAD, SUITE 103 H DOCUMENTNUMBER SAN DIEGO, CA 92126(858)536-1030 14-0188 PROJECT NAME Poinsettia 61 Development - FIGURE NUMBER Lennar Homes C-6.2 CROSS SECTION F-F' 25 24 23 20 19' NOTES The yield acceleration for Section F-F is approximately 0.25g, which is less than the seismic demand of 0.31g. The seismic slope deformation is estimated at less than 1 inch for the 0.31g seismic demand from the 2013 CBC. A CDUP DELTA GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD. SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (85E) 536,1000 j1 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-6.3 CROSS SECTION F-F P7 230 WK 260 - 250 240 5.06 Fissured Claystone (19°, 0 PSF) Tsa - Sandstone (35°. 150 PSF Tsa — Sandstone (35°, 150 PSF) NOTES The static Safety Factor for Section G-G' is above 1.2 for the temporary condition (prior to fill slope construction). The new fill slope should be keyed into competent formational materials. The keyway should be observed by Group Delta prior to fill placement. 4 13RCLA= DELTA GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 ET BR SAN DIEGO, CA 92126 (85$) 536-1000 DOCUN N RUM PROJECT NAME - 0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-7.1 CROSS SECTION G-G' 230 LL C 0 CD > 21 w 200 240 260 250 The static Satety Factor for Section G-G' is above 1.5 for the proposed 2:1 fill slope configuration (FS>1 .5). The new fill slope should be keyed into competent formational materials. The keyway should be at least 15-feet wide. A GRCLAM DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 - DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-10 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-7.2 CROSS SECTION G-G' 240 - 230 200 Im 260 . 1.00 250 L NOTES The yield acceleration under seismic loading for Section G-G' is about 0.28g. The seismic slope deformation is estimated to be less than 1 inch for the 0.31g seismic demand. A GRICUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126)858) 536-1000 DOCUMENT NUMBER PROJECT NAME - 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-7.3 CROSS SECTION G-G' 3.30 . 260 250 240 230 200 190 NOTES The static Safety Factor for Section H-H' is above 1.2 for the temporary condition (prior to fill slope construction). The new fill slope should be keyed into competent formational materials. The keyway should be observed by Group Delta prior to fill placement. A DUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD412 9245 ACTIVITY ROAD, SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-1000 14-0188 PROJECT NAME Poinsettia 61 Development FJGURE NUMBER Lennar Homes C-8.1 CROSS SECTION H-H' w 190 260 2.18 S 250 Fissured Claystone (19°, 0 PSF) 240 - - 230 I "Sandstone (350, 150 PSF) Tsa - Sandstone (35°, 150 PSF) 651 - '.'.MOM B. NOTES 1 he static Safety Factor for Section H-H' is above 1.2 for the temporary condition (prior to fill slope construction). The new fill slope should be keyed into competent formational materials. The keyway should be observed by Group Delta prior to fill placement. A GRCLA= DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 - DOCUMENT NUMBER SAN DIEGO, _CA92126 (658)536-1000 - PROJECT NAME 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-8.1 CROSS SECTION H-H' uJ I, 190 230 15-Foot Keyway 260 1 - 1.56 250 240 H NOTES The static Safety Factor for Section H-H' is above 1.5 for the proposed 2:1 fill slope configuration (FS>1 .5). The new fill slope should be keyed into competent formational materials. The keyway should be at least 15-feet wide. A 13ROLN= DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO. CA 92126(858) 536-1(9)0 - PROJECT NAME NU DOCUMENT BER 14-0188 Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-8.2 CROSS SECTION H-H' 240 T 230 I' WK 13RCK-W DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER I ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 -DOCUMENT NUMBER I SAN DIEGO. CA 92126 (858) 536-0 PROJECT NAME 14-0188 Poinsettia 61 Development I FIGURE NUMBER Lennar Homes C-8.3 260 1.00 250 NOTES The yield acceleration under seismic loading for SectionH-H' is about 0.22g. The seismic slope deformation is estimated to be about 1 inch for the 0.31g seismic demand. CROSS SECTION H-H' 46.51 270 260 250 240 RK 200 NOTES 1) I he static Safety Factor for Section I-I' is above 1.2 for the temporary condition (prior to cut slope construction). e1t DUP DELTA GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER I ENGINEERS AND GEOLOGISTS SO4 12 9245 ACTIVITY ROAD, SUITE 103 - DOCUMENT NUMBER I SAN DIEGO, çA92126 (858)536-1000 - PROJECT NAME 14-0188 I Poinsettia 61 Development OGURE NUMBER 1 Lennar Homes C-9.1 CROSS SECTION I-I' 2 2 2 PA 2( NOTES The static Safety Factor for Section I-I' is well above 1.5 for the proposed 2:1 cut slope (FS>1.5). The cut slope should be observed by Group Delta Consultants to determine if additional claystone beds are present. Additional buttress recommendations may be provided if additional claystone beds are encountered. GROUP DELTA CONSULTANTS, INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD, SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536-1000 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER Lennar homes C-9.2 CROSS SECTION I-I' GROUP DELTA CONSULTANTS. INC. PROJECT NUMBER ENGINEERS AND GEOLOGISTS SD4 12 9245 ACTIVITY ROAD. SUITE 103 DOCUMENT NUMBER SAN DIEGO, CA 92126 (858) 536.1000 14-0188 PROJECT NAME Poinsettia 61 Development FIGURE NUMBER Lennar Homes C-9.3 CROSS SECTION I-I' 1.00 270 260H 250 r— zE Fissured Claystone (19°, 0 PSF) Tsa - Sandstone (35°, 150 PSF) N Tsa - Sandstone (35°, 150 PSF) Tsa - Sandstone (35°, 150 PSF) 200 NOTES The yield acceleration under seismic loading for Section I-I' is above 0.52g. The seismic slope deformation is estimated to be negligible for the 0.31g seismic demand. NCIN, INDUSTRIAL WASTEWATER DISCHARGE PERMIT WAMEWATER 03/08/2019 SCREENING SURVEY Date__________ Business Name Lennar Street Address 1845 Artmesia Email Address Alan.Chik@Lennar.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling Painting / Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting/ Forming Pesticide Manufacturing / Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching I Milling Research and Development Film /X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap! Detergent Manufacturing Industrial Laundry Waste Treatment! Storage SIC Code(s) (if known): Brief description of business activities (Production I Manufacturing Operations):______________ Rec. center pool building/swimming pool Description of operations generating wastewater (discharged to sewer, hauled or evaporated): NA Estimated volume of industrial wastewater to be discharged (gal I day): NA List hazardous wastes generated (type/ volume): NA Date operation began/or will begin at this location: June 2020 Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: Site Contact RiFk Kuj,k Title Construction Manager Signature AK A& Phone No. (949) 279-1354 ENCINA WASTWATER AUTHORITY, 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 SAN DIEGO REGIONAL I OFFICE USE ONLY uw~:- HAZARDOUS MATERIALS IPLAN RECORDID# CHECK #___________________ QUESTIONNAIRE BPDATE Business Name Business Contact Lennar Alan Chik Telephone # (949) 204-4628 Project Address City State Zip Code I APN# 1845 Artemsia Carlsbad CA 92011 I Mailing Address 15131 Alton Parkway, Suite 36ty Irvine State CA Zip W18 Plan File# Project Contact Applicant E-mail Telephone # Alan Chik A1an.Chik@Lennar.com (949) 204-4628 rhe following questions represent the facility's activities, NOT the specific project description. idicate by circling the item, whether your business will use, process, or store any ous materials, it any ot me items are must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, S Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) EX El Is your business listed on the reverse side of this form? (check all that apply). 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 Will your business use an existing or install an underground storage tank? 0 El Will your business store or handle Regulated Substances (CalARP)? 0 El Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). If the answer to any of the Diego, CA 92123. 0 CaIARP Exempt Date Initials El CalARP Required Date Initials El CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 aDcdcomo(ät.sdcountv.ca.pov (858) 586-2650). [*No stamp required if Qi Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one buiIding on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO 0 Will the project disturb 160 square feet or more of existing building materials? 0 LXI Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. El U (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? El U (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdaDcd.orclllnfo/facts/permits.Ddf) for typical equipment requiring an APCD permit. U 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: Brjefly describe proposed project: Rec. center pool building /swimming pool j.ec. center pool building /swiming pool I declare Al under&enaltY of perjury that to the best of my knowledge and belief are true and correct. 03 , 08 ,, 2019 an W'1 . Name of Owner or Authorized Agent Signre of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:______________________________________________________________________ BY: DATE: / I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTYHMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division CFD (if annexed) PFF SCHOOL APTS. Yes Yes Yes ACCESS STRUCT Yes, only on structures used No ,J Yes, all additions of COMM/IND exclusively by a business, apts., condos, - any size. HOA'S, i.e., pool buildings, laundry rooms etc. Poll- RESIDENTIAL No No Yes, if 500 sf. or greater COMM/IND Yes Yes Yes (new construction) Yes, only if the TI changes the use of Yes, only if the TI changes the use Yes, only if the TI adds TI an area to one of greater impact. Ex.: of an area to one of greater impact. new space Ex.: mezzanine warehouse to office... shell to restaurant. Ex.: warehouse to office... shell to restaurant. NON PROFIT Yes No. They must supply either their CA Send letter non-profit number or, if a Church, a letter stating that the new building (area) will be used exclusively for the purposes of worship or accessory to that (office). A church school or private school collecting tuition must be registered itself as a non-profit and show proof. MOBILE HOMES Yes, if the site is new Yes, if the site is new ($1150) Yes, if the site-is new RESIDENTIAL Yes Yes Yes (new construction) No, if fees were paid previously No, if fees were paid previously Yes REBUILD i Yes, f fees were never paid Yes, if fees were never paid MODULAR Yes Yes Yes 2DU Yes Yes Yes Addition/Alteration No No Yes, if 500 sf. or greater 45 PERMIT REPORT Print Date: 02/25/2022 Job Address: 1855 ARTEMISIA, CARLSBAD, CA Permit Type: BLDG-Permit Revision Parcel #: 2150200700 Valuation: $55,569.92 Occupancy Group: B/Si #of Dwelling Units: Bedrooms: Bathrooms: Permit No: PREV2020-0101 Status: Closed - Finaled Work Class: Commercial Permit Revis Track #: Applied: 07/07/2020 Lot #: Issued: 09/08/2020 Project #: DEV14060 Finaled Close Out: 02/25/2022 Plan #: Construction Type:V-B Orig. Plan Check #: CBC2019-0111 Inspector: Plan Check #: Final Inspection: Project Title: POINSETTIA 61 Description: TREVISO (POINSETTIA 61): DEFERRED TRUSS CALCS Applicant: Property Owner: LENNAR HOMES LENNAR HOMES OF CALIFORNIA INC ALAN CHIK 15131 ALTON PKWY, # UNIT 365 15131 ALTON PKWY, # 365 IRVINE, CA 92618-2385 IRVINE, CA (949) 204-4628 (949) 204-4628 FEE AMOUNT MANUAL BLDG PLAN CHECK FEE $131.25 BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 Total Fees: $166.25 Total Payments To Date: $166.25 Balance Due: $0.00 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov IN 0 PLAN CHECK REVISION OR Development Services CAW of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number cbc2019-0111 Plan Revision Number /2.O2.00IO Project Address 1855 Artemsia General Scope of Revision/Deferred Submittal: Deferred Truss Caics Qyç Poc t< CONTACT INFORMATION: Name Alan Chik Phone 949-204-4628 F Address 15131 Alton Parkway, Suite 365 City Irvine Zip 92618 Email Address Alan.Chik@Lennar.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: I Plans OR Calculations Soils El Energy F1 Other 2.. 3. Describe revisions in detail List page(s) where each revision is shown Deferred Truss Caics Does this revision, in any way, alter the exterior of the project? El Yes iNo Does this revision add ANY new floor area(s)? El Yes Uj No Does this revision affect any fire related issues? Lii Yes R No is this a complete set? £Signature Alan Chik Yes LI No Ogftally 49710 by 441 0111 I ON: 24.3cm, dc.L,n,lal000. 03cL,nnar, ou.Callfomla, ou.709041,Jo. ou=AVJ-DCOI. ou=OC Use,,, 47,04,. GnU. ema11=4iae.Cflik@I,nnar.000 / Oat,: 20200707003014 -0707 Date 7/7/20 1635 Faraday Avenue, Carlsbad, CA 92008 Ph,-760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuiltCompany DATE: 7-14-2020 JURISDICTION: Carlsbad / Q\QI PLAN CHECK #.: cbc2019-0111 (PREV2020-011) PROJECT ADDRESS: 1855 Artemsia PROJECT NAME: Pool House- Truss Submittal APPLICANT / ET: I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: 711qb0 (bfl/1) Email: Mail Telephone Fax In Person LII REMARKS: By: Erich A. Kuchar, P.E. Enclosures: Approved Set EsGil 7-9-2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad cbc2019-01 11 (PREV2020-0101) 7-14-2020 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: cbc2019-0111 (PREV2020-0 101) PREPARED BY: Erich A. Kuchar, P.E. DATE: 7-14-2020 BUILDING ADDRESS: 1855 Artemsia BUILDING OCCUPANCY: B/ S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Roof Truss Submittal Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb 1 By Ordinance 1997 UBC Building Permit Fee 1997 LJBC Plan Check Fee Type of Review: r Complete Review fl Structural Only r Repetitive Fee Repeats r r * Based on hourly rate r Other Ire Hourly EsGil Fee V 11Hr. @ * $105.00 V 131 Sheet 1 of 1 Treviso Pool Building 6/25/2020 FAB RI CATO RS PREV2020-01 01 1855 ARTEMISIA TREVISO (POINSETTIA 61): DEFERRED TRUSS CALCS DEV14060 2150200700 CBC20I 9-0111 7/7/2020 PREV2020-01 01 N) h Al 140 FL DRAG LOAD rn —1 j di r I II ;i;:!iiiihiJ r U h i i 140 FL DRAG LOAD I A2 jp r A3 1500 DRAG LOAD A2 ci A4 A5 A5 A2 / 0 LUMBER SPECIFICATIONS TC: 204 OF #2 BC: 2x4 DF #2 WEBS: 204 OF #2 TC LATERAL SUPPORT 0= 12"OC. SON. BC LATERAL SUPPORT 0= 12"OC. SON. Staple or equal at non-structural vertical members Coon). Unbalanced live loads have been comsiclererl for this design. This design prepared from computer input by Spates Fabricators (2C) TRUSS SPAN 23- 4.0 kOND. 2: 140.00 PLF SEISMIC LOAD. I LOAD DURATION INCREASE = 1.25 SPACED 24.0 O.C. Design 'onto"' to main wicdforme-cesisticg system end components and claddisg criteria. LOADING LL( 20.0)501) 17.0) ON TOP CHORD = 37.0 POP Wind: 110 mph h-15ft, TCDL-OD.2,DCDL-4.2, ASCE 7-10 DL ON BOTTOM CHORD = 7.0 PIP (All Heights) Enclosed, Cot.2, Ecp.C, MWFRS(Dir( TOTAL LOAD = 44.0 POP load dorattan factor-l.H, Truss designed for wind loads LIMITED STORAGE 0061 NOT APPLY DOE TO THE SPATIAL is the plane of the truss only. REQUIREMENTS OF CRC 3016 NOT BEING MET. BOTTOM CHORD CHECKED FOR OOPSF LOVE LOAD. TOP Note: Outlonhec truss ' Upper top mtrcrds requcre same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as structural top chord. C onsect with M-305 min typical 36cc (ues). k cte: Truss desigm —quires in .... I bearing wall for anti re an U.N. k.. CST: TC:0.64 BC:0.14Web:0.20 I Design checked for a 300 lb c cncentrated Imp chord lice load per IBC 2011 due to main tms000m wer hers 11-08 11-08 which in non-concurrent wE th other lion loads. 7 1 6-04 5-04 5-04 6-04 12 4.00 r M-5x7 5 0" - 6 7 0 <-R4-5x5- 81-3x5 M-3x5(S) M-3x5 M-3x5 M-3x5 6-04 5-04 5-04 6-04 10-00 13-04 <PL: 9-00-12 23-04 Truss: Al DATE: 6/24/2020 SEQ. : K7925252 TRANS ID: LINK IN 4~1 C 70068 EXP. 9=342O I ..J 1* WARNINGS: Budder and erection contractor slroaW be advised of an General Notes and Warnings before constractron eemmences. 204 compression web bracing must be installed where sheen a. Additional temporary bracing to insure stability during carrstr0000n she responsibility of the elector. Additional permanent bracing at the overall struclare is the respansfoilily at the building designer. No Wad should be applied to any component until after all bracing and fasteners are complete and at no time should any Wads greater than design toads be applied to any component. B. CompuTrus has no control over and assumes no respons:biflty, for the fabrication, handling, shipment and installation of components. 6. This design is tarnished subject to the limitations sat faith by Tpte5vTCA in sCsI, copies of which wilt be furnished upon request. MiTek USA, lee.lCompaTrus Software 7.7,O-BP2)1 L)-E GENERAL NOTES, unless otherwise noted: This design is based only upon the parameters shown and is for an indloiduat building component. appticabil:ly of design parameters and proper incorporation of component is the responsibility of the building designer. Des:gn assumes the top end b000m chords to be laterally braced at 2' o.c. and at IS' ac. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywelt(BE). 25 Impact bridging or lateral bracing required where sHown 00 Installation of truss is the respons:b:Iity of the respective contractor. B. Design assumea trusses are to be used ina non.corrosseensironment. and are for 'do condition" of use. Design assumes fun bearing at all supports shown. Nh:m or wedge if necessary. Design assumes adequate drainage is provided. S. Plates shall be located on both faces 01 truss, and placed so their center lines coincide with pint center lines. 9. Digits indicate sac of plate In inches. 1 O. For bas:c connector plate designsatues see ENR.f31 1, NOR-ieee MiTch) JOB NAME: Treviso Pool Building - Al Scale: 0.3557 June 24,2020 LUMBER SPECIFICATIONS TC 204 OF Bl&BTR BC: 2n4 OF 112 WEBS: 204 OF 112 TO LATERAL SUPPORT AX 12"OC. SON. NC LATERAL SUPPORT <= 12"OC. SON. LETENS: 1-06-05 1-06-05 TRUSS SPAN 23- 40" LOAD DURATION INCREASE = 1.25 SPACED 24.0 O.C. LOADING LL) 20.I)+SL( 17.0) ON TOP CHORD = 37.0 PS)' DL ON BOTTOM CHORD = 7.0 PoE TOTAL LOAD - 44.0 POE LIMITED STORAGE IDES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CRC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-08 This design prepared from computer input by Spates Fabricators )JC) CBC2056/IBC2015 MAX MEMBER FORCES IWR/DDFBS/Cql.DS 1- 2=( -152) 0 1- 8=(H) 5762 5- 2=(-1973) 2- 3=(-1947) H 8- 9-(0) 1292 3- 8=) -271) HR 3- 4=(-1739) 0 9- 7-(0) 1762 N- 4=) 0) 429 4- 5(-5739) 0 4- 9( 5) 429 5- 6=)-1947) S 9- 5=) -271) HR 6- 7=) -152) 0 6- 7=(-1973) BEARING MAX VERY MAX HOBO ORG REQUIRED RRS LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0 0/ 1027V -45/ 450 5.50" 1.10 IF ) 625) 23'- 4.0" 0/ 1027V 0/ OH 5.50" 5.15 OF ) 6251 BEG 11 01- RI" 5.10 DE/ 1.69 HE/ 1.61 OP) ERG 11 231- 4.0" 1.10 DE/ 5,69 HE/ 1.61 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TLAX/245 MAX LL DEFL = -0.138" 11 11- 8.0" Allowed = 0.747" MAX DL DEFL = -0.173" 9 15- 6.7" Allowed - 1.121" MAX TL DEFL = -0.307" 9 15'- 8.0" Allowed 5.121" SEASONED LIMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.173" MAX HORIZ. LL DEFL = 0.024" @ 22'- 10.5" MAX HORIO. TL DEFL - 0.051" 9 22'- 10.5" 11-08 1-05-13 4-04-03 5-10 5-10 4-04-03 1-05-13 'I .c 7 7 11 , 7 12 12 4. Do :::M-4x4 M-4x4 "34,55 Design conforms to main windforce-mnniyting nystom and nnrnpooentn and cladding critec uo. 110 mph, ln15ft, TCDL10.2,BCDL4.2, ASCE 7-10, (All Heights), Enclosed, Ca1.2, Eup.C, MHFRO (DiF), load ducotior fontnr-1.6, Truss designed fnr wind loads in the plane of the truss only. 4un CSI, TC:0.IIBC:0.550eb:0.20 I Design checked for a 300 lb nonnentrated top chord live load per IBC 2HSS doe to coin t000nno workers which is oon-nonnurrent with other live loads. 7-09-05 7-09-05 7-09-05 ,1. 10-00 13-04 <PL:10-00-12 23-04 Truss: A2 DATE: 6/25/2020 SEQ. : K7930006 TRANS 113: LINK WARNINGS: sake, and erection contractor should be adcisad of an General Notes and Warnings before constructian commences. 204 compression Web bracing must be installed Where shown,. oddOional temporary bracing to insure stability during construclon S the respoeslbll,tr of the erector. Additional permanent brodeg of the ovemli structure is Me responsibility store building designer. No load should be applied to any component until after an brasing and fasteners ore complete and at no time should any bads greater than design beds be applied to any component. S. EompuTroo has no control aver and assumes no responsibility for the fabrication, handling, shipment and installation Or components. This design is hirnbbed subject to the limitations sal torllr by TPWitECH in BURl, copies or strict, well be furnished upon request. MiTek USA, lnCiCOmpuTtUs Software 7.7 S-5P2)IL).E GENERAL NOTES. unless othereasa noted: t. This design is based only upon the parameters shown and is for an individual building component. Applicability or design parameters and proper incorporation of component is the responsibility of the Building designer. Design assumes the top and bosom chords lobe laterally braced at 2' o.c. and step s.c. respecthety unless braced throughout their length by centieuous Sheathing such as payweed shealhinglTrl sector dryssofi(eE). 20 Impact bridging or lateral bracing required Where shown 00 0. lnslallotion of truss is the responsibility ot the respecthecaflttactor. Designassueestussas are to ho used inanorres6eersirenment. and are for 'dry condition' of use Design assumes rut bearing at all suppoBs sheen. Shinn or Wedge it necessary. Design assumes adequate drainage is provided. Pta tea shall be boated on both faces 01 cross. and Placed Se their oenter lines coincide oath islet center lien. 5. Digits indicate scoot plate in inches. CO. For basic connector plate design values ace ENR.t3r t. ESR.t980 (MiTek) FESSI NG C70068 :EXR 9-30-2020 I -17 1* June 25,2020 JOB NAME: Treviso Pool Building - A2 Scale: 0.2682 JOB NAME: Treviso Pool Building - Neule, 0.2682 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss I. Builder and ere000n contractor should be aduised 01311 General Notes and Warnings before construction ....-a.. I. This design is based only upon the pananneters shown and is for an indsidual building component. Apponebility of design parameters and proper A3 2. 204 eompnessisn web loading must be installed winere gleaner inearporaOon of component is the respons:b:Iay 01 the building designer. I. Adddional temporary bracing to ensure stability during construction Design assumes the top and boson chords to be laterally boned or is the responsibility of I he enecton. Additional permanent bracing of 2 on, and atlUo.c. respectively unless braced throughout their length by continuous sheathing such as plywood shealhing)TE) andlon dryuosll)bE). DATE: 6/25/2020 the o-11 structure is the ncap ons:b:lih of the building designer. 20 Impact bridging or lateral bracing required whereshown o V ' : K7930007 4. No load should be applied to any component until after at bracing and lestailaten of sOs is the responsibility 01 the respective contractor. fasteners are complete and at no line Should any loads greater than N. Design assumes tnissas are to be used lea norr-carrosse environment. TRANS ID LINK condition' design load, b applied to any component. fa of use. S. C-puTrus has no control o,,r and -me, no p bitytoth 5 Design me. fufl bearing tl supports shown.uhm or wedge if tabrioalon, handling, shipment and installation of components. 7 Design assumes adequate drainage is prruided. 8. This design is furnished subject to the limitations sat forth by s. Plates shall be located on both faces 01 tress. and placed so their center TPVuVrEA in BESt, copies of osinicln 15111 be furnished upon request, lines coincide with joint center lines. MiTelu USA, )nc.(CempoTews Software 7.7.0.SP2(IL)-E Digits indicate 500 of plate in inches. For base connector plate designuatues we ENR.131 1. ESe.Tg5W (MiTek) r ING 70068 EXP. 9-30=2020 I 1* 1.1 June 25,2020 This design prepared from computer input by Spates Fabricators (JC) LUMBER SPECIFICATIONS TRUSS SPAN 23- 4.0" C0C2016/IBC2015 MAX MEMBER FORCES 4WR/DDFBO/Cq=1.00 TC: 204 OF #1&BTR LOAD DURATION INCREASE 1.25 2=) -153) 0 1- 8=(-446) 1972 1- 2=(-1979) 2 BC: 204 IF d2 SPACED 24.0' O.C. 3)-1954) 0 8- 9=)-323) 1459 3- 8=) -301) 136 WEBS: 2x4 OF 92 4=)-1746) 0 9- 7=)-434) 1993 8- 4( -53) 460 LOADING 5(-1758) I 4- 9( -44) 485 TO LATERAL SUPPORT 5= 12"OC. ION. LL) 20.I)+DL) 17.0) ON TOP CHORD = 37.0 PSF 6=(-1983) I 9- 5( -316) 128 BC LATERAL SUPPORT <= 1206. ION. DL ON BOTTOM CHORD - 7.0 PSF 7=) -143) 0 6- 7=)-2538) S TOTAL LOAD = 44.0 PSF LETINS 1-06-05 1-06-I5 ADDL: XC UNOF LLhDL= 30.0 PLF 20- 10.0" TO 23'- 4.0" V BEARING MAX VERT MAX OORZ BBS REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I'- 1.1" 0/ 0029V -1500/ 15I0H 5.52" 1.10 OF ) 625) REQUIREMENTS OF CBC 2216 NOT BEING MET. 23'- 4.2' Il 110111 -1500/ 15020 5.52' 1.17 IF ) 625) BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP ERG 18 0'- 0.0" 1.10 DP/ 1.69 sF1 1.61 OPF AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ERG 18 23'- 4.0" 1.57 DP/ 1.81 Rr/ 1.73 SPF VERTICAL DEFLECTION LIMITS: LLL/361, TLL/246 MAX LL DEFL = -0.138" 9 11'- 8.0" Allowed - 0.747" MAX DL DEFL -0.172" 18 7'- 9.3" Allowed 1.121" MAX TL SIFt = -0.304" 0 11- 8.0" Allowed - 1.121" SEASONED LUMBER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON IL DEFL)- 0.232" MAX 00011. LL DEFL 0.024" 18 I'- 5.5" MAX HURTS. TL DEFL = -0.052" 9 U'- 5.5" FOND. 2: 1500.00 LBS SEISMIC LOAD. j 11-08 11-08 1 1' 1 Design conforms to main wi sdforce-rnsi Otisg 1-05-13 4-04-03 5-10 5-10 4-04-03 1-05-13 1' system and components and cladding criteria. 1'f 1' Wind: 110 mph, h=55ft, TCDt=10.2,RCDL4.2, ASCE 7-10, 12 8'8-4x5 12 (All Heights), EscleNed, Cat.2, Eep.C, MWFRI)Dir) 4.00 =° 4.00 lead duration farter=l.6, 4 0' Trues designed for wind leads in the plane of the cross only. j COO: TC:O.gl BC:0.56 Hnb:I.2I.l Design checked fee a 320 lb concentrated top 'ho rd lime lead per IBC 2015 due to maistesusre workers which is nes-050carnest with ether line leads. 7-09-05 7-09-05 7-09-05 10-00 13-04 <PL:10-00-12 23-04 LUMBER SPECIFICATIONS TC: 204 OF #l&BTR; 204 OF #2 Ti BC: 204 OF #2 WEBS: 204 IF 92 TC LATERAL SUPPORT RA 12"OC. VON. IC LATERAL SUPPORT 0= 12CC. SON. LETINS: 1-00-00 1-00-00 TRUSS SPAN 23- 4.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL) 20.0)*DL) 17.0) ON TOP CHORD - 37.0 PSF IL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQUIREMENTS OF CRC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. This design prepared from computer input by Spates Fabricators (JO) CUC2016/IRC2015 MAX MEMBER FORCES 4WR/DIFBO/Cq-1.00 2=) 0) 141 1- 9-)-325) 0 1- 2=) -57) 30B 3-) 0) 401 9-10=) 0) 621 3- 0-) -370) 20 4) 0) 443 10-11-) 0) 671 H- 4-(-1453) U 5=) -991) 16 11- 8=) 0) 1403 4-10-) I) 178 6=(-1432) 0 10- 5) -33) 107 7=(-1568) I 5-11=) 0) 551 8=) -413) 0 11- 6-) -294) 59 7- 8=)-1475) 0 BEARING MAX VENT MAX 8000 BIG REQUIRED BOG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 0.0" -142/ 158V -45/ 456 5.50' 0.07 IF ) 621) 3'- 7.5" 0/ 1282V 0/ OH 5.50' 1.28 OF ) 625) 23'- 4.0" 0/ 865V 0/ ON 5.50" 8.92 OF ) 625) DOG 8 01 - 0.0" 0.17 IF/ 0.26 HF/ 0.25 SPF RHO 8 3- 3.5" 1.28 DF/ 1.96 HF/ 1.88 SPF BRG 9 23- 4.0" 0.92 OF/ 1.42 HF/ 1.36 SPF 0-11-13 :1 11-08 11-08 1' 'I 2-01-15 4-03-02 4-03-02 5-10 4-10-03 0-11-1! 12 12 4.00 Och" 84-4x5 Iioc FULL BEARINGlJts:1.9,B I VERTICAL DEFLECTION LIMITS: LL=L/360, TLL/240 MAX IL DEFL = -0.096" 8 17'- 6.6" Allowed = 0.647" MAX IL DEFL = -0.119" @ 17'- 6.6" Allowed = 0.971" MAX TL DEFL = -0.215" 9 17'- 6.6" Almond - 0.971" SEASONED LIMIER IN DRY SERVICE CONDITIONS RECOMMENDED CAMBER (BASED ON DL DEFL) 0.119" MAX HORIZ. LL DEFL = 0.013" 9 22'- 10.5" MAX 50001. TI DEFL = 0.127" 9 22- 10.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, 615ft, TCDLI0.2,BCDL4.2, RICE 710, (All Heights), Enclosed, Cet.2, 100Cr MWFRS(Din) load duration fantnr-1.6, Truss designed for wind loads in the plane of the trueb only. k.. CST: TC:0.88 SC:0.41Heb:0.53I Design checked for e 300 lb 0 oncentrated lop chord live load pot III 2015 due to moist enunco workers which is non-cnoourrontwi th other live macin. 3-03-08 6-07 6-08-12 6-08-12 11-08 11-08 <PL:10-00--12 23-04 Truss: A4 DATE: 6/25/2020 SEQ. : K7930008 TRANS ID: LINK WARNINGS: 1, gulf der end erection coetroctot shoulo be adulsod of alt General Notes aed Wareregs betote caestt0000n oonmee005. 204 compressioe Web bracing must be installed where show,0. Additional temporary bracing to iesure stability duong coesterct,oe io the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, so load should be applied toaey component until after alt bracing and festesets are complete and also lime shone any loads greater than design loads be applied to any component. N. CoepuTrus has no control over and assumes eo cespsesib:lty for the fabr:cauon, handleg, shipment and installation of comp oeeeis. 6. This design is furnished subject to the limitations set Brfh by TPI,WTCA Is SCSI. copies of whirls will be Boreished upon request. MiTek USA, Inc ICompuTras Software 7.7.0-5P2(IL).E GENERAL NOTES, unless otherwise noted: I. This design :s based only upon the parameters shown and is for aeindividual building ceepeneet. Hpplicobiluy of design parameters and proper incorporation of campoeert is the respoes:b:lty of the buildilro designer. 2. Design assumes the top and b000m chords to be laterally braced 01 2', and at 19 o,c. respectively unless braced throughout their length by nontinueos Sheathing such as plywood sheathieg)TC) aedlor dryaall)BC). 3. 20 Impact bridging or let erat bracing required where showe Os 4. installation of truss is the responsibility of the respective contractor. S. Design assumes trusaaa are to be used he eoro.coroostueeenironment, and are for dg coedit'me" of use. Design assumes full basHeg at all supports shown, shim or eoeage it necessary, Design assumes adequate drainage is provided. B. Platen shalt be located on both Noes of truss, and placed so their center liees coirrcloe with joint center 5. D'ftils indicate size Of plate in inches. to. For basic connector plate design values see ESR-f 31, ESR.f 988 (MiTch) (\NG \ I-f C 70068 \6 k EXP. 9-30-2020 -. X civil_ CACA\*US June 25,2020 JOB NAME: Treviso Pool Building - A4 Scale: 0.2306 JOB NAME: Treviso Pool Building - AS Scale: 0.2357 WARNINGS: GENERAL NOTES, Unless othenose noted: I. Bull or and erection contractor should be advised Wall General Notes t. This design is hosed only upon the parameters shown and Is for ae:ed'sidual Truss and Wethings before construction commences. budding component. Applicability of design parsmetersand proper A5: 2. 204 ceepression web bracing ease be installed where straw,, Incorperatier of cempenent is the respoesibility at the building designer. 3. Additional temporary bracIng to Insure stabilen daring construction Beaten 055uees Oct08 and bosom chords to be laterally braced or is the tesporrsiBikty of he stealer. Additional Permanent bracing Of 2' e r. and at ID on, respeetbely ueEss braced throughout their Eegth by continuous slreathieg each as plyossod s0eathieglTE) end/or drneealllecl. DATE: 6/25/2020 the overall strsctare is lIre responsiBility 00cc building designer, 20 Impact bridging or lateral b/acing required where shown SEQ. K7930009 No load shoutol be applied to any onilhonent until after all bracing and! 4. Installation of muss is the r-P-sibildy or the respectinve contractor. lesions re are -plete and at no time should any load, great,, the, Design assmnas trusee, are to be ,ad in , non,co-siv, mir .... ni, TRANS ID LINK design d b applied any to ,rccoBlt pp 0 hove Ohm wedgeI responsibility t Design- fabrication, handling, shipment and installatioe of components. Design assumes adequate drainage is provided 6. This design is furnished subject to the limitations set toHh by 8. plates shall be located on both Bees at truss, and placed so their renter TPl,WTCA in 8101, copies of which will be furnished upon request. lines coincide with joint raster lines, 5. Digits indicate size of plate in inches. MiTek USA. lec.ICorspsTrns Software 7.7.0.IP2(1L).E 18. Fe, bONn concerto, plate dealgecelues see EBO.131 I. EBO.I588 (MiTch) ,oESS1 ING O,tN 0 C70068 * ••J 'j 1* June 25,2020 This design prepared from computer input by Spates Fabricators (JC) LUMBER SPECIFICATIONS TO: 2n4 DF 4158TH: 2n4 OF 62 TB BC: 2n4 OF 62 WEBS: 2n4 OF 92 TO MAX PURLIN SPACING 44"OC. 000. BC MAX PUBLIO SPACING 72"OC. ION. LUTING: 1-06-05 1-06-05 TRUSS SPAN 23'- 4.0" LOAD DURATION INCREASE = 1.25 (Non-Rep) SPACED 27.0" O.C. LOADING LL) 20.0)cDL) 17.0) ON TOP CHORD - 37.0 PSF DL ON BOTTOM CHORD - 7.0 PSF TOTAL LOAD 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CRC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2016/IBC2E15 MAX MEMBER FORCES 4WR/DSF80/Cq1.00 2=) 0) 117 1- 9=(-407) H 1- 2=) -23) 432 3=) 0) 497 9-10-) I) 913 3- 9=) -418) 22 4) 5) 533 10-11-) I) 976 9- 4=)-1661) 0 5=(-1106) 19 BS- H-) 0) 1579 4-10) H) 207 6=(-1612) I 50- 5=( -46) 113 7=(-1752) 0 5-11=) 0) 627 8-) -128) 0 11- 6=) -331) 67 7- 8=)-1792) I BEARING MAX VERT MAX 60HZ HOG REQUIRED RHO LENGTH LOCATIONS REACTIONS REACTIONS SIDE INCHES (SPECIES) 0- 0.0" -181/ 181V -51/ 51H 5.50' 0.19 DF ) 025) 3'- 3.5" 0/ 5456V 0/ 50 5.50 1.45 OF ) 625) 23'- 4.0" 0/ 971V 0/ ON 5.50' 1.04 DF ) 625) BRG 9 0'- 0.0" 0.19 DF/ 0.30 HF/ 0.28 SPF RHO 9 3'- 3.5" 1.45 OF/ 2.24 HF/ 2.14 SOP RHO 9 23'- 4.0" 1.04 OF! 1.60 HF/ 1.52 SPF 11-08 11-08 1-05-11-07-15 4-03-02 4-03-02 5-10 4-04-03 1-05-13 1 11, 1 1' 1 1 7 '1 12 12 4.85 CU°" M-4x5 t4.00 IPR0010X POLL REARING:Jts:l,9,8 1 VERTICAL DEFLECTION LIMITS: LLL/360, TLL/240 MAX IL DEFL -0.086" H 17'- 6.1" Allowed = 0.647" MAX IL DEFL = -0.107" 9 17- 6.6" Allowed = 0.971" MAX TL DEFL = -0.192" 9 17'- 6.6" Allowed = 0.971" SEASONED LUMBER IN SHY SERVICE CONDITIONS RECOMMENDED COMBER (BASED ON DL DEFL)- 0.107" MAX HORIZ. LL DEFL = 0.014" 9 22'- 18.5" MAX HORIZ. TL DEFL 0.031" 6 22- 10.5" Design conforms to main windfcrce-resi stiog system and components and cladding criteria. Wind: 110 mph, h15ft, TCDL10.2,OCDLI.2, ASCE 7-10, (All Heights), Enclosed, Cot.2, Ecp.C, MWFRS)Dir), load duration factor=1.6, Trans designed for wind loads in the place of the truss only. kIHO CSI: TC:1.EI BC:0.51Web:0.67 1 Design checked for a 300 lb concentrated top chord lice load per IBC 2015 due to maintenance war kors which is non-concurrent with cthor lice loads. 3-03-08 6-07 6-08-12 6-08-12 ,1. 11-08 11-08 <PL:10-00-12 23-04 vw tIm MiTek USA, Inc. Typical _x4 L-Brace Nailed To 2x_ Verticals W/lOd Nails spaced 6' o.c. Vertical Stud SECTION B-B 4-0" O.C. MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY DIAGONAL BRACE I MT 1.50 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. MAY 2, 2017 NOTCHED 2X4 TOP CHORD OF DRAG GABLE TRUSS SPATES GABLE (SPATES FAB.) 1 OF 3 AiTk I IQA 1- Vertical Stud - (4)- 16d Nails -. DIAGONAL CE 16d Nails Spaced 6" o.c. (2)- tOd Nails into 2x6 26 Stud or - 2x4 No.2 of better - Typical Horizontal Brace Nailed To 2x_ Verticals SECTION A-A w/(4)-10d Nails 2 Stud 12 PROVIDE 2x4 BLOCKING BETWEEN THE FIRST Varies to Common Truss TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) - 1 O NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)- 1 O NAILS. (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOO /D 3x4 = SHEATHING TO 2x4 STD DF BLOCK * - Diagonal Bracing ** - L-Bracing Refer Roof Sheathing— \\ / Refer to Section A-A to Section B-B 24" Max X NOTE: I 1-3' 1. MINIMUM GRADE OF NO. 1 & BTR MATERIAL IN THE TOP AND BOTTOM CHORDS. (2)-110 NA (2) - lOd NAILS 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND i WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. 7 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. / 4. 'L" BRACES SPECIFIED ARE TO BE FULL LENGTH. USE 2x4 DF STUD OR NO.1 & BTR WITH ONE ROW OF lOd NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / rus s @ 24" o.c. DIAPHRAM AT 4-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A // 2DIAGONAL BRACE SPACED 48" O.C. 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL // ATTACHED TO VERTICAL WITH (4) -16d BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace (REFER TO SECTION A-A) if needed " BL ATTACH TO VERTICAL STUDS WITH (4) lCd NAILS THROUGH 2x4. at 1/3 point. / \ JAI1.S AND ATTACHED TO 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 11360. 21 9. DO NOT USE FLAT BOTTOM CHORD GABLES NE) TO SCISSOR BLOCKING WITH (5) - lOd NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TYPE TRUSSES. End Wall HORIZONTAL BRACE 10. NAILS DESIGNATED lCd ARE (0.131" X 3") AND (SEE SECTION A-A) NAILS DESIGNATED 16d ARE (0.131" X3.5') Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4DFNO.1 &Btr 120.0. 5-6-12 7-1-12 9-0-0 11-1-8 16-8-4 2x4 DF NO.1 & Btr 16" O.C. 5-0-0 6-6-0 8-2-2 10-0-0 15-0-0 2x4 DF NO.1 & Btr 24' O.C. 4-5-0 5-8-2 7-1-14 8-10-0 13-3-0 E- Diagonal braces over 6-3' require a 2x4 T-Brace attached to one edge. Diagonal braces over 12-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 1 O nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE7-10 115 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND CLADDIN CONNECTION OF BRACING IS BASED ON MWFRS. S&332 EXP. 6/30/2020 J 'V V 1/ L ?(JcT\ø' \'-/J 10/25/2019 VERTICAL MEMBERS, PLATE SIZES AND LOCATIONS ARE PER INDIVIDUAL TRUSS DESIGN. *MAXIMUM STUD SPACING = 16' 0. THESE PLATE SIZES AND LOCATIONS ARE PER INDIVIDUAL TRUSS DESIGN. COMMON NOTCHED 2X4 TOP CHORD OF DRAG GABLE TRUSS SPATES GABLE MAY 2, 2017 (SPATES FAB.) 2 OF 3 MiTek USA, Inc. THIS IS A SPECIFIC DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. ALL NOTES BELOW MUST APPLY TO TRUSS FOR THIS DETAIL TO BE ACCEPTABLE TRUSS IS STUDDED AT 16"oc. THE NOTCH FOR THE 4x2 OUTLOOKER MUST BE CUT WITH CARE TO ENSURE A TIGHT FIT BETWEEN MiTek USA, Inc. THE OUTLOOKER AND THE NOTCH. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. THERE ARE NO KNOTS UNDER THE NOTCH AREA OR WITHIN 1" OF THE SIDES OF THE NOTCH. THE ROOF AND SIDE ARE SHEATHED WITH MINIMUM 7/16' 24/16 SPAN RATED PLYWOOD OR OSB. THIS DETAIL IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. ALL CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3-1/2" WIDE X 1-1/2" DEEP NOTCH IN TOP CHORD 24" O.C. AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. THESE PLATE SIZES AND LOCATIONS ARE PER INDIVIDUAL TRUSS DESIGN. ROOF TRUSS CRITERIA MAXIMUM SPAN: 50' SPACING = 24" O.C. PITCH BETWEEN 3/12 AND 12/12 LOADING: 20-17-0-10 (MAX) DURATION FACTOR :1.25 ALL MEMBERS: 2x4 DF #1&BTR BEARING: CONTINUOUS STUD SPACING :16" O.C. CATEGORY II BUILDING ASCE7-10 - 115 MPH MAX. ALL MEMBERS: MIN. 2x4 OF #1 &BTR LION ON INDIVIDUAL TRUSS DESIGN TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ffLj S&332 EXP. 6/30/2020 J . II '$> '?UCT\ \. \-/1 12 10/25/2019 MAY 2, 2017 ]Standard Gable End Detail (SPATES FAB.) SPATES GABLE Milek USA, Inc. flU MiTek USA, Inc. ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD @ 24" o.c. HORIZONTAL ACE \ 2x6 DIAGONAL BRACE SPACED 48' O.C. (SEE SECTION A R \ ATTACHED TO VERTICAL WITH (4) -16d (0.131"X3.5") NAILS AND ATTACHED Roof Sheathing— \ TO BLOCKING WITH (5) - lOd (0.131' X 3") NAILS. 1-3" Max. 4 IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS I / 7 NAIL DIAGONAL BRACE TO -PURLIN WITH TWO 16d (3.5"0.131") NAILS \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH / TWO 16d (0.131" X 3.5") NAILS EACH. FASTEN PURLIN / /TO BLOCKING W/ TWO 16d(0.131"X3.5') NAILS (MIN) \ / PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES _SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2)-1Od (0.131"X3') NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - lOd (0.131" X 3') NAILS. CEILING SHEATHING i... L..•.. ..T. - Diag. Brace at 1/3 points if needed End Wall BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X - SCABS TO THE FACE OF EACH VERTICAL SCAB MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTI NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98,02,05),150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF lOd (0.131" X 3") NAILS SPACED 6" O.C. - FOR WIND SPEEDS 120-150 MPH (ASCE 7-98,02,05),150-190 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF lOd (0.131" X 3') NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAC ALL BRACING METHODS SHOWN ON PAGE 1 Al VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAA / BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM ~N CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN GABLE TRUSS IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD GABLE TRUSS 32 rEXR 6/30/2020 \, 1/ '?U' -// 10/25/2019 L S INLAYED STUD MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE rv1 MITek USA Inc MlTek USA, Inc Page 1 at 1 MAXUI1 UM TRUSS WEB FORCE (bs.)(Seo note 7) SPACE BAYSIZE 24°OC. 48O.C. 72 CC. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B c A1 B IC1 D C j D ,ia 188 1886 2529 3143 lA3 4715 4715 7074 12 11 1342 1572 1572 2368 - 144' 1150 1247 1247 2021 i78 358 iso 1006 11 79 1179 18 894 1048 1548 1672 Jff J71 j 1886 1886 2e29 441 201.0.1805 943 94 1414 Day size sI all be maasrad In Ixwoon IN oa.nters of pairs 01 diaqonal. GENERAL NOTES TYPE BRACING MATERIALS I DIAOCNAI,BRACRIG a hPCUiKPbTO trimsENMECOIJULATIVEIATERM. BFIACIFFmCEMOINE POOF AN CfILING OFAVHRAOK TFII O1N IS TOSS DESIGNED hA OULIF sb WIC FSSIOWA_ 1 X t 11W. 45 SR t Tr-4EtCIJLTiO%S 1SF EFOR LI,FRL !POF CaIlfl1NI3 2C OF fliF WEB FORCE A L 2IASDNt. AO1I3 MAt84fL tffljsruE 94rVz S'2t1 PI) .3Mc8O9 8FIIt1.AS T'* LATFAL IISAQF MA'ERIAI., PIPD 5I-IAL_Oc IN5ThUSD SUC,4A IdMaIER! i4 fF IITERs1C1S WEE IM 5255 X4 ft2 SAB (DF. HF 5PF AT .PflO)I 4! 15170 1122$ AND SHALl, PS VA LED AT EACH 5N5 12 SF011 INIES 0W5 TILJS5 MrN 255 SIlII2A'lPOI 4 9f 013 E-!2fE3r3' DIZOtRE 4E11Sr$AN03-nEç2 I1l PQE 35855020. 4, CONNECT LATERAL 55502 TO ESCI'l TRUES WJrH 28d l0,11 511, AILS FOR t,4 LATERSI. 8RkQES, 2 Gui !82 I'5)tl,NLSPOR .4E2, ATEfl2L 525020 MID 9,10d 0.314' I '0R30IAT2I2L SF15003 B 2 X3 #3, VD, OONST ISPF, OF. HR. OR SO) ti. LA1A5A0IUL08FCORT5UOJ3 NIP SI vim ØAT tcGrFTIeu'uçE FOR coiriuuiry 2, FOR AMITIONAL. OP2SE50I2l}55IOR NSTAI.IJ.TIOIJ OF SMCPEL ON2ULT C '' OP. SO) D 49 I D11A11Y15AOIG uir yy FLA £011 520T111) W0013 211555550 * IJlDE TO 3000 RPACTCEFOR KF110LP10 F1STALLV'G S 5550215011 METAL 'L51 F.CCR2V6D 4Q20 Tfl5155S JCE4 LY211000050 qv Sf000 Tf2JSSCOUPIC. 0-55125105 sits tFAIS& SLATS IE8rlljrr bctrv, nnd vX01921419 0 2 X L 113 OR BETTOR (SP F. PS, 11F, OR 32) ?. I1EFE5 To SPEOIFC TRUES 0221311 ERSWINa FOIl W EB F'EFWEP FORCE , rcOVL.ArP0 VALL, I13 ARE IMSED ON A SQL I 52 FOR STABILIZERS: FOR A9P5C1I3 OF 24' 0.0 0tl,Y, &IIIEX 51 551122W TRUSS URS.C1FG SYSFEEISCRN 15 SLSSII'TJIFD FOR F/ 5, C SN YER'CNQ 1A4T119IA DIAQCNSLBRACING FOR 5IIZ2RS ARE TO CS P5051090 (T 5155115 INDIC57. E 3 ABCISL WHERE 0151*11550 V 8RA030 3 RECJ 11180 51 PITCH 1150550, SOSFJIIJZEP! W.V BE REPLACED WITH WWI) 10012115. 0111 TSRILIZSW Specified Continuous Rows of Lateral Bracing Web Size 2 2x3or2x4 - 2x4 1-Brace 2x4 I-Brace 2x6 2x6• 1-Brace 2x6 I-Brace 2x8 12XB 1-Brace S&332 i6 Ph EXP. 6/30/2020 1 1) OFcpUY11/O1/2O19 Wf Nails March 4, 2013 TBRACE 1 I-BRACE DETAIL Si 1-BRACE Milek USA, Inc. Page 1 of 1 r\/—IOEj Note: 1-Bracing / -Bracing to be used when continuous lateral bracing Is Impractical I Brace il Brace must cover 9011/6 of web Length LV _U1 Note: This detail NOT to be used to convert T-Brace I I-Brace Milek USA, Inc. webs to continuous lateral braced webs. __________________ Nailing Pattern T-Brace, size Nail Size all Spacing 1x4or1x6 10d 810.0. 2x4 or 2x6 or 2x8 16d 8' oc. Note: Nail along entire length of 1-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Nails Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing [Web Size 1 2 2x3 or 2x4 1x4 () T-Brace 1x4 () I-Brace 2x6 1x6 () T-Brace 2x6 I-Brace 2x8 2x8 1-Brace 2x8 1-Brace Brace Size for Two-Ply Truss I-Brace I-Brace / I-Brace must be same Species and grade (or better) as web member. () NOTE: If SP webs are used In the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X bracing material, use IND 45 'far T-Brace/l-Braci For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 'for I Bracell Brac Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4. 2x4 1-Brace 24 I-Brace 2x6 2x6 T-Brace 26 i-Brace 2x8 2x8 1-Br8ce 2x8 i-Brace T-Brace/ I-Brace must be same species and grade (or better) as web member. WE Nails August 10, 2010 = r\/1m == ri7rnLi Milek USA, Inc. T-BRACE / -RACE DETAIL WITH 2X BRACE ONLY I ST - T-BRACE 2 1 MTck Us, Ine. Page 1 of 1 Note: f-Bracing I i-Bracing to be used when continuous lateral bracing Is impractical. i-Brace / 1-Brace must cover 90% of web length. Note: This detail NOT to be used to convert f-Brace I i-Brace webs to continuous lateral braced webs. Nailing Pattern 1-Brace size Nail Size - Wall Spacing 2x4 Or 2x6 or 2x8 lOd 6' O.C. Note; Nail along entire length of T-Brace fl-Brace (On Two-Ply's Nail to Both Plies) Neils Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3or2x4 2x4 1-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 1-Brace MI-Brace Brace Size for Two-Ply Truss S&332 Nails —., Wer 1 I-Brace *EXP.6I30I202030I2O20*1 Nails7 11/01/2019 V way JANUARY t 2009 L-BRACE DETAIL ST - L-BRACE c= MMAt us, Inc. Page 1 of I Muck USA, Inc. Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4or6 lOd 8. ox. 2x4 6 or 16d 8'oc. Note: Nail along entire length of L-Brace (On Two-Plys Nail to Both Plies) Nails Note: L-Bracing to be used when continuous lateral bracing is impractical. Lbrace must cover O% of web length. LBrace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 23or24 14 26 - I x6 I 20 2x8 O:REc'r SUBSTITUTION NOT APLlCABLE. LBrace Size for Two- Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2*3 or 20 2*4 2*6 2*6 2*8 2*6 DIRECT SUBSTITUTION NOT APLICABLE S&332 \1 lo OIJ#1 EXP. 6/30/2020 1*11 V\j0, \V, wCty1r 11/01/2019 L-Brace must be same species grade (or better) as web member. JANUARY 1, 2009 SCAB-BRACE DETAIL I ST - SCAB-BRACE Milek USA Inc. Page 1 ot 1 FV-1110 =11 MiTek USA, Inc. Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or 1-Brace) is impractical. Scab must cover full length of web +/- S. THIS DETAIL I$ NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED, APPLY 2x_ SCAB TO ONE FACE OF WEB WITH 2FOWSOF 10d(3X0131') NAILS SPACED S'O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB, MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-O' \\,\)\ 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE 0F* Nails Section Detail Scab-Brace Web S6332 EXP. 6/30/2020 Scab-Brace must be same species grade (or better) as web member. UCT' 11/01/2019 FEBRUARY 14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEY1 rn® NFrok USA Inc- =1011 RIDGE BOARD GABLE END, COMMON TRUSS (SEE NOTE 06) OR GIRDER 11USS Mirek USA, Inc. - - - - v ----- g: I VALLEY PLATE = \ SEE NOTE 94) - Hi VALLEY RAFTERS (SEE NOTE(8 (SEE NOTE P2} ' LlST PLAN RUSSrYPICAL POST (24 OC.) - GABLE EMD,COPL1MONrrRUSS rLMI'J ttj I IL)1'J TRUSS MUST GENERAL SPECIFICATIONS BE SHEATHED NOTE 48'0.C. MAXIMUM POST SPACING WITH EASE TRUSSES EcCTED (NSTALLED), APPLY SHEATHING TO TOP GI4OROF SUPPORDN (BASF, TFIJSSES. LIVE LOAD 30 PSF MAX) BRACE BOTTOM CHORD AND WEB P/EMBERS PER TRUSS OESIOrIS. DEAD LOAD 15 PSF (MAX) a DEFINE VALLEY RGE BY RUNNING A LEVEL STRING FROM 714FE INTERSECTING RIDGE OF ASCE 798, ASCE 702 SCE 7-05 90 MPH (MWFRS) ThE (s) GABLE EN), (b.) GIRDER TRUSS OR (c.) OOVMOM TRLISS TO THE ROOF SHEATHING ASCE7-10 115 MPH (MWFRS) 4. INSTALL 2 x 4 VALLEY PLATES, FASTEN TO EACH SUPPORTING TRUSS WITH (2) IE (3.51, X 131) NAILS. 6, SET 2%6 #2 RIDGE BOARD SUPPORT WITH 2 x POSTS SPACED 1' D.C. BEVEL BOTTOM OF FASTEN POST ro ROOF SHEATHING WiTH 13) lEd 3 X .131'(TOE-NAILS. P05110 SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4)10613" 13E)NAILS. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD, MAXIMUM RAFTER SPACING IS 24' OC.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH( 3) 10 (3.5' K.131") TOE-NAILS. RIL FASTEN VALLEY RAFTER TO VALLEY PLATE WITH f 3116d (35' )C.131 ) TOE-NAILS. SUPPORT THE VALLEYRAFTERS WITH 2 x 4 POSTS 46" 0.0 (OR LESS) ALONG EACH RAFTER, Aa INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN OM PLAN AWING ALU ( POSTS S 6 32 çT1 ' WITH TRUJSSES BELCW. FASTEN VALLEY RiPTER to POST WITH 14) 1O(3' X ,I31)NAELS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH 2 1 lEd [3,5'X.131") NAILS. EXP. 6/30/2020 6 POSTS SHALL BE 2 x 4 92 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN * YEL..OW PINE. POSTS EXCEEDING 75" SHALL EE INCREASED 104 K 4 OR BE P116-ASSEMBLED (21 PLY 2 s 4's FASTENED TOGETHER WITH 2 ROWS OF IOi MAIL$8 D.C.. tOF C 1/01/2019M This detail is applicable for trusses with chord and web sizes using 24 and larger dimension lumber. FEBRUARY 14:2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 E11 ® =Eli GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. MITek us, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD 65 PSF (MAX) TO EXCEED 48 O.C. SPACING 0.01, INC 1,15 ASCE 7-98, ASCE 7.02 ASCE 7-05 (MWFRS) 11,0 MPH WIND ASCE 7-10(MWEIRS) 140 MPH WIND BASE TRUSSES VALLEY TRUSS TYPICAL —i TYPICAL 24 0-C.) (24 o.C. H JL VALLEV TRUSS TYPICAL END,COMMON TF - - (24'0C.) OR GIRDER TRUSS IS 12 II BEVEL VALLEY BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS TRUSS A TOE - NAIL VALLEY TO TOE- NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ EASE TRUSS W/ W/ USP PT? OR 2) I6dTOE NAILS 2) 16d TOE NAILS EQUIVALENT DETAIL A (BASE TRUSSES SHEATHED) INSTALL BASE TRUSSES. DETAIL B (NO SHEATHING) DETAIL C (NO SHEATHING) DETAIL 1, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES, DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24 0.C.(. 3, INSTALL VALLEY TRUSSES 24 O.C. MAXIMUM AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN OPAWI'JGS, ALL NAILS TO BE (0.131'X 3-112) NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMRER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEYTRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12112 PITCH ii1 S6332 cI EXP. 6/30/2020 J* oEIc' 11/01/2019 USS FRAMING DETAILS WHERE HIP TERMINATION POINT DOES NOT MEET WITH COMMON TRUSS. RIDGE SE1 EN SPE ON 94 COMMON I TRUSS - EXTENDED END JACK END JACK SETBACK FROM END WAU. AS SPECIFIED ON ENGINEERING EXP. 6/30/2020 J -I OF CP¼L\1 11/01/2019 2x4LATERALBRACING AS SEC1CN F-A SPECIFIED ON ENGINEERING COMN TRUSS7 [1 - -i SHAPED BLOCK - AHAPEDBLCCK //ZROOSS BIOC7KIi BLOCK I —HIP CROSS RAFTER 2 Vertical ot c,,- typical FILE NO: CALF NP DETAIL DATE: 07123108 REF: 25.15-1 C30013/311C2012 CBC2O16 SEQ: S151508 III? TRUSS See Engneemuç for DeiLs S6332 11I H Cc 0 0 D Iw ._ 43 - C) I ER ER co m ui CD II VO ca C'- ii! S BI 2? -a: z 0 >= o- - '4) — lO I'-0 CN '-- -'C o 20 u. W P uO j = w LI. 0 tr DETAIL FOR COMMON AND END JACKS f MII/COR 8 -20psf I 7/912015 PAGE MM LOACINO (b) SPACING TCLL 200 Plater, Increase ICOL 160 IumI.er Increase BOLL 0.0 Rp bMSS Incr -Cpi--1D,0_________________ MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2x4 DF-LNO1&BTR BOICHORD 2x4 OF-LNo.1&BIR I BRACING I MITek Industries, Inc. I:2 I TOP CHORD Sheathed. I Corona Ca. YES ROT CHORD Rigid ceiling directly applied. LENGTH OF I)(P1EID14 AS cjSjGN IEQ'D 200" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22 LONG 2X4 SCAB CENTERED AT SPLICE WtSAME LUMBER AS'OP CHORD ATTACH TO-ONE FACE WI (11"X3,0" MIN) NAILS C 3'0.C, 2 ROWS -2OO .. ---- NOTE: TOP CHORD PITCH: 3112-0/12 BOTTOM CHORD PITCH: 012-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "211 MIN, SPACING= 24" O.C. / I SUPPORT AND CONNECTION BY OTHERS O 2-16d COMMON WIRE / (01620IA. X 3.S) LOT TOE NAILS SUPPORTS SHALL BE PROVIDED / 4O OC. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 160 COMMON RE 0162"OlA, X 35 LGTt TOE NAILS COMM. W12 Gd CO MMON WiRE 10, 62OIA X 3.5 LOT) TOENAILS 5.0.0 SlIT. 2-0-0 I - / CONN W/1 16d COMMON WIRE (0.16 D& * 3,$LDT) TOENAILS ZJ BOTTOM CHORD LENGTH MAY Be 2'-0' M- 3x3 OR A BEARING BLOCK, CONN, we 1d COMMOM WIRE 1d2O X 1 S LOT TOE NAILS OR SEE DETAIL MII1SAC-7 FOR PRE65UR56L0CK1N0 INFO. VE NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. /IL S&332 EXP. 6/30/2020 J 'i'UCT'SQ It OFCp3\ A W/IMO Y.r4f ,fr.i prrit?, a,II 1W.tP M7C ON 1II/I IMLVI1ILt) &VI' ?.4O.Jdfl 77I RR& (i C4an cD1d of use 0* .I'r1 M.L C0f310 'oft, IH oai5rr bood oNy upon per IDqDVICWfl. and Is Of cnl/ldU bUdirig ri'pOfiouI. Acutllly oldesign perou'crIeo and ocp r I neraffl cI OfI3O0.1 Is fe300ul3IMIV of bt$dlng deulanf not SD flC, !Qiu1 $l Is, Ic IzjIc'c ceo I IndVdjal fyOb meri'ibu 3nI. ,ddIIancu Intxrury I aoitu I ii/,JrO I0blIIIyd..dflQ Qrl3Irid on l lIe reip.crdbiII ot Il u 8rDce. 4ddlariciI pirriruc.rit briuclriç d lire oveQII iucijre Is Iris iesponilblilri at Ilc IUlc1m dcrsrir. Fo isiisrol QuIckruCo recaudng tOIoaLori, cNOIy conIol, so-ae. dotvQri. 'rocIIOn arid b!OcI. eOnrrjil ANSI/SM QUDJIISV CdiSo 0049 and SCSI I IluildInD CoinarnonI 5alN InFrmcis Of0IQb0 from huts Pleli hitI1ulo 583 COftOfiI CuriO, %dkQri. 10/25/2019 11 Hip No, 1 truss 3-lcd ' Mg Mi k PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8-OAT HIP NO. 1 WITH CEILING LOAD OF lOpsf 3-Il I, j, Bottom chord of Hip 2-0 octypical T No. ltruss NOTE; Attach 2x4 Doug Fir pressure block to bottom chord of hip no.1 with 4-16d nails. Bottom chords of end joints are attached with 3-1Od nails at each end of Ire pressure block. FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 R 7/1 7/1 4 kJ CBC2013/IBC2012 CBC2016 SEQ: S5480564 S6332 EXP. 6/30/2020 1 1) OFCA 'hhI'Oh1'2O19 /m puTr us. Inc Custom Software Engineering Manufacturing Plate Pitch 0 0 © 2.82-3.00 M-3x8 M-3x5 M-3x8 3004.50 M-3x8 M-3x5 M-3x8 4.50.6.00 1 M-3x6 M.3x5 M-3x8 Extensions must be supported every 4-0-0 max. Extensions maybe plated as shown for additional length. Use M-3x8 plate for 2x4 lumber, M-5x8 for 24. 12 2 .82-6.00..- Deflection Criteria: Live Load = L1240 Dead Load = U180 I Cantilever j Vanes with pitch 0- Do not overcut ripped chords. § - Shim all supports solid to bearing Refer to Max Setback R=347#max. W=1.5min. 4 over2supports 0, R=694#max. W=1.5m1n. Lumber Grades TC LL/DL Max Setback IC LLIDL Max Setback] SPF165OF(1.5E) 20[7=27# 8-8-0 2014= 34# SPF2100F(1.8E) 20/7 = 27# 8-10-0 20/14 = 34/f 84.0 Note: Max Setback is from Inside of bearings. /oF ESS,0 FILE NO: Hip Rafter-2x6(1 .25) SEQ: 2787668 C 2009/CBC 2010 CBC 2016 Note: I Conventional framing is not the responsibility of the truss designer. I _ZWV 30~1270-20 1~- I plate manufacturer nor the truss fabricator.Framers erecting I I trusses are cautioned to seek the advice of a local, professional I engineer regarding conventional framing. 5/5/2020 Section A-A (bottom view) Ladder Frame Between trusses with 2x4 at 48' o.c. 11/01/2019 24' 1 24' L 21' L 30' dear [ 21' 1 24' L Zr Secten A-A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 R 7/17114 MJ C8C2013118C2012 CBC2016 SEQ: S5480563 LcUD S6'332 •6)bn DIc3 EXP. 6/30/2020 1* OF C ALTERNATE FRAMING DETAIL AROUND 30" ACCESS LJJL1 MiTek USA, Inc. TYPICAL ROOF TRUSS LAYOUT I 24' L 24' L 24' 1 24' 1 24" 24' L 24' NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) 12 3 to 6L1 RS - ROOF SHEATHING TO BE CONTINUOUS M-2x4 OVER JOINT. SHEATHING TO OVERLAP A MINIMUM OF 12" OVER JOINT. MINIMUM LUMBER SPECIFICATIONS (DF ONLY) TC: 2x4 DF 42 BC: 2x4 DF #2 WEBS: 2x4 DF STD/STUD TC LATERAL SUPPORT <= 12°OC. UON. E21-0" ipping required as shown. ttom section of truss with and top section with 2-16d o stripping. Strippingspaced maximum. Connections are l loads only. 4-0" max PIGGYBACK TRUSS SPAN UP TO 16'- 0.0 LOAD DURATION INCREASE = 1.25 MAXIMUM WIND SPEED = 110mph, MAX MEAN ROOF HEIGHT = 20ft. MAX. SPACING = 24.0" O.C. CATEGORY II, BUILDING EXPOSURE B or C ENCLOSED STRUCTURE, GABLE END ZONE LOADING ASCE 7-10, DURATION OF LOAD INCREASE = 1.60 LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF TOTAL WAD = 36.0 PSF NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. 16-0" max 4-0" max 4-0" max '1 1' M-4x4 M-2x4 4-0" max 12 J 3 to 6 M-2x4 M-2x4 RS I To ** ** M-2x4 M-2x4 /'N M-2x4 ** ** OF TOP CHORD AT STRUCTURAL TRUSS BELOW JOB NAME: STANDARD CAP TRUSS Truss: cIAP P DE TAIL Notes Additional temporary bracing to insure stability daring construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any toads greater than design toads be applied to any component. CompuTros has no control one, and assumes no responsibility for the fabrication, handling, shipment and installation of components. ft. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSt, copies of which will be furnished upon request. Milek USA, Inc./CompuTrus Software +7.5.2.2F(1L)-Z GENERAL NOTES, unless otherwise noted: This design is based only upon the parameters shown and is for an individual building component. Applicability ntdesign parameters and proper incorporation at component is the responsibility of the building designer. Design assumes the top and bottom chords to be laterally braced at 2' nc. and at 10' nc. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 2o Impact bridging or lateral bracing required where shown -r Installation of truss is the responsibility of the respective contractor. Design assumes trusses are to be used in a non-corrosive environment. and are for "dry condition" of use. Design assumes full bearing at all supports shown. Shim or wedge if necessary. Design assumes adequate drainage is provided. ft. Plates shall be located an both faces of truss, and placed so their center lines coincide with joint center hoes. Digits indicate size of plate in inches. For basic connector plate design values see ESR-1311, ESR-1 988 (MiTek) 5/5/2020