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Home My WebLink About1380 PUFFIN PL; ; CB970822; PermitOi7 BUILDING PERMIT 05/07/97 17:02 Page 2. of 1 Job Address: 1.380 PUFFIN PL Permit Typo: MISCELLANEOUS Parcel No: 215-820-08-00 Lot#: Valuation: 20,000 Occupancy Group: Ref erence#: CT Description: ENTRY FOUNTAIN GAZEBO,PILASTER & WALLS,VIAGGIO,SEA COUNTRY Permit No: CB970822 Project No: A9400632 Development' No: DEV89028 761 05/7/T 001 01 u2 8 0- IRIVIT 165 - Construction Type: NEW 94-03 Status: ISSUED Applied: 04/08/97 Apr/Issue: 05/07/97 Entered By: IRMA Suite: Appl/Ownr : SEA COUNTRY HOMES 714 718-4700 3 CORPORATE PIA7A STE 100 NEWPORT BEACH CA 92660 *** Fees Required ** - Collected & Credits . -- . - —.— . -- — ................................. Fees: 345.0 •. '> i'.c- '•' Adjustments: - .00 Total Fees: 3.(. , ;'i\ .- Th ,_,- 180.00 — .1 •.• : 165.00 Fee description . Ats. E.?'\t Ext fee Data /-----r- o' - Miscellaneous Fee #2 . •. > 45.00 . - \ 345.00 PLNCK FEE * MrSCELLANEOUS TOT!'. -- 345.00 : \J:11 1 ••// / INCORPORATED \ .' . .•- .. 5 ._— .. (df/) F L APPROVAL DATE 2-T-- CLEPRANCE— CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 CIQ *:k 3qi,5~ FOR OFFICE USE ONLY. PERMIT APPLICATION . PLAN CHECK.NO.7 10 CITY OF CARLSBAD BUILDING DEPARTMENT EST. VAL. 2075 Las Palmas Dr., Carlsbad CA 92009 Plan Ck. Deposit /DY) (760) 438-1161 . Validated By______________________ Date_ lol _ Vt __________ LaROJECTTOMñiTiN_ Addres nclude Bldg Suite #) .. . Busj6Name (at 1his adress) Legal Description ..,J Lot No. bdfrion Name/Number Unit No. Phase No. Total # of units 2.Ic-6Z -2 0. Assessor's Parcel # Existing Use Proposed Use Descriptio ork / . SQ. F)' \ #of Stories # of Bedrooms # of Bathrooms 2. ___ 0 -L-±--- applicant),, . Name Address City State/Zip Telephone # Fax # 3APPUcANTO Contractor O Agent for Contractor Oowns rDAgent for Qwner 7o—Gb—o 16 5— Name Address City State/Zip Telephone # 4R0PER1iY.Q!NNER Name (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 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 is exempt therefrom, and the basis forthe 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 IS5001). Name Address City State/Zip Telephone // State License # . License Class City Business License # Designer Name Address City State/Zip Telephone State License # r6WORKERS bMPENSATION Workers' Compensation Declaration: I hereby 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 as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: - Insurance Company f?!J.._ Policy No. tS b'2_ ' "t Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$ 1001 OR LESS) 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 a jmyre workers' co satio rage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand ____ 01iddltlon_o pensatlon, damages as provided forinSection 3706 of the Labor code, interest and attorney's fees. SIGNATURE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 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). ACont 7m— jo-j ,' I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.7044, Business and Professions Code: The actor'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). 0 I 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. 0 YES ONO I (have I 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 number / 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 / address / phone number / contractors license number): I will provide some of the work, bu I have contracted (hired i t o lowing persons to provide the work indicated (include name / address / phone number / type of work): ..-•' -•1' - . - - PROPERTY OWNER I DATE 7 - 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 - Is the 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. 8TCONSTRUC11ON LENDING AGENCY I hereby affirm that there is a cons =ction le ding agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME 1A'$?.&JL. LENDER'S ADDRESS ___Q__5_dItt _cA. 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 representatives of the Cit' 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 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 Official under the proions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced, 3 Cys fr 7'date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time (Section 106.4.4 Uniform Building Code). APPLICANT'S SIG~ATURE/;~ DATE WHITE: File YELLOW; Applicant PINK: Finance Inspection List Permit#: CB970822 Type: MISC ENTRY FOUNTAIN GAZEBO,PILASTER & WALLS,VIAGGIO,SEA COUNTRY-TAUL Date Inspection Item Inspector Act Comments 5/23/97 61 Footing PY NR 5/20/97 66 Grout PY AP ENTRY CLMNS 5/19/97 66 Grout PY NS 5/16/97 61 Footing PY .AP ENTRY COLUMNS 5/16/97 66 Grout PY AP ENTRY COLUMNS Thursday, March 04. 1999 Page lofl CITY OF CARLSBAD INSPECTION REQUEST PERNIT# C970822 FOR 05/12/97 INSPECTOR AREA DESCRIPTION: ENTRY FOUNTAIN GAZEBO,PILASTER PLANCK# CB970822 & WALLS,VIAGGIO,SEA COUNTRY-TATTLER RD 0CC GRP TYPE: MISC CONSTR. TYPE NEW JOB ADDRESS: 1380 PUFFIN PL STE: LOT: 8 APPLICANT: SEA COUNTRY HOMES PHONE: 714 718-4700 CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: BJN/'BILL/603-8924 INSPECTOR.- SPECIAL INSTRUCT: (f TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS SE960120 SWRSD ISSUED CB961906 RETAIN ISSUED CB961907 COM ISSUED GR960023 GRADING ISSUED CB962122 RETAIN ISSUED 5E970009 SWRSD ISSUED CB970435 MOHO ISSUED SE970055 SWRSD ISSUED CB970965 POOL ISSUED CD LVL DESCRIPTION ACT COMMENTS 61 MA Footing ç1!7 i7' *ic INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS 62 MA Steel/Bond Beam EsGil Corporation Profe.ssionuJfP(an Review Engineers DATE: 4/29/97 L3 RLJCANT JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 97-822 SET: II PROJECT ADDRESS: Sea Country Aviara PROJECT NAME: Sea Country Homes Entry Gazebo & Colonnade The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's AAAAAAAAAA codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. F-1 The check list transmitted herewith is for your information. The plans are being held at Esgil - Cprporation until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: - ) Fax #: Mail Telephone Fax In Person REMARKS: The city set of site and landscape plans must be made a part of the structural plans to make a complete second set._—c4s. By: Chuck Mendenhall Enclosures: Esgil Corporation E GA fl CM 0 EJ D Pc 4/21/97 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 EsGil Corporation Profe.csiona(fP(an Review Enjineers DATE: 4118/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-822 PROJECT ADDRESS: Sea Country Aviara SET:I U APPLICANT I!1 JURIS O PLAN REVIEWER U FILE PROJECT NAME: Sea Country Homes Entry Gazebo and Colonnade . The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *A.AAAAAAA codes. The plans transmitted herewith will substantially comply with the jurisdiction's £AAAAAAAA codes when minor deficiencies identified below are resolved and checked by building department staff. F1 The plans transmitted herewith have significant deficiencies identified on the enclosed checklist and should be corrected and resubmitted for a complete recheck. The remarks below are transmitted herewith for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. Submit 3 sets of revised plan to the city or 2 sets to the city and one set directly to EsGil Corp. 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: 4U o ill Shada. lve Eli Esgil Corporation staff did hot advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted: Bill Shada Telephone #: (760) 603-8924 Date contacted: 41# " (by: I(.4f) Fax #: Mail £Aiephone Fax In Person REMARKS: 1. The landscape plans provided do not include the structural detail and specifications. Submit the structural plans for the gazebo, pilasters and walls for the Sea Country Homes entry area. 2. The structural plans must be signed and sealed by the engineer assuming design responsibility. By: Chuck Mendenhall Enclosures: Esgil Corporation EJ GA 0 CM D EJ 0 Pc 4/10/97 tmsmtidot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-822 PREPARED BY: CM DATE: 4/18/97 BUILDING ADDRESS: Sea country Homes BUILDING OCCUPANCY: U-i TYPE OF CONSTRUCTION: VN BUILDING PORTION BUILDING AREA (ft.2) VALUATION MULTIPLIER VALUE ($) Misc. Walls & Gazebo varies estimate 20,000 Air Conditioning Fire Sprinklers TOTAL VALUE ... 20,000 1991 UBC Building Permit Fee fl Bldg. Permit Fee by ordinance: $ 207.00 1991 UBC Plan Check Fee 0 Plan Check Fee by ordinance: $ 134.55 Type of Review: .• Complete Review D Structural Only 0 Hourly LI Repetitive Fee Applicable El Other: Esgil Plan Review Fee: $ 107.64 Comments: Sheet I of I macvalue.doc 5196 City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: 5 797 PLANHECK NO.: CB 9 7O8c d BUILDING ADDRESS: 273? 4-O2 ,Oft /dS PROJECT DESCRIPTION: 71i j c I)rji /1 ),y J— ASSESSOR'S PARCEL NUMBER: ' ' EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: 11 4IT1I Please see the attached report of deficiencies marked with 0. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: By: Date: By: Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: DateO 7/7 ENGINEERING DEPT. CONTACT PERSON ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Wa .c Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet Name: Michele Masterson City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619)438-1161, ext. 4315 A-4 Plantheck CL BP0001 Fan,, MM.doc Rev.12l2osaO75 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894 9/00 /00 I, ) I 2 ND,/ 3RDI 0 0 BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow D. Property Lines Existing & Proposed Structures E. Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets G. Driveway widths 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course: ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE 0 0 0 5. Project does not comply with the following Engineering Conditions of approval for ProjectNo.______________________________________________________ 0 U 0 6. All conditions are in compliance. Date: W.aspaImasBRARENGWORDlDOCSCHKLSTBuildkig Plancheck Cklst BP000I Form MM.doc Rev. 12126196 - BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 1ST/ 2NDI 3RDI U 0 0 7. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 W x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: / IMPROVEMENT REQUIREMENTS U U 8a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: U U U 8b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $_________________ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: Plantheck Mist BP000I Form MM.doc Rev. 12120196 V ' BUILDING PLANCHECK CHECKLIST 1stf 2nd/ 3rd/ O 0 0 8c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: O 0 0 8d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 0 0 0 9a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 9/ 0 U 9b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: 0 U 0 9c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) U 0 U 9d. No Grading Permit required. MISCELLANEOUS PERMITS U U 0 10. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: Panchock Mist BP0031 Form MM.doc Rev. 12120180 BUILDING PLANCHECK CHECKLIST 1 2` 3id/ U 0 0 A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. U U 0 INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial Waste permit accepted by: Date: 0 0 U NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best • management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever U U occurs first. U 5equired fees are attached • çvNo fees required U 0 U Additional Comments: WLaspaasUBRARYIENGIWORDDOCSCHKIS1BuIJdthg Planthecli dust BP000I Form MM.doc Rev. 12126166 PLANNING DEPARTMENT BUILDING PLAN CHECK RE V I E W C H E C K L I S T Plan Check No. CB I ") 02',7 -z Address Planner i'LFJ (1.1< CI leA) Phone (619) 438-1161, extension APN: . Type of Project and Use: C_- I 7 Zone: I Facilities Management Zone: CFD (in/out) #LU Circle One (if property in. complete SPECIAL TAX CALCULATION WORKSHEET provided by Buildin g — Department.) Legend C . Item Complete 0 Item Incomplete - Needs your action 11 0 Environmental Review Required: YES. NO TYPE DATE OF COMPLETION: '7 3 - ' b Compliance with conditions of approval? If not, state conditions which require ac t i o n . Conditions of Approval Discretionary Action Required: YES V NO TYPE APPROVAL/RESO. NO. 150 DATE 7- PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval' If not, state conditions which req u i r e a c t i o n . Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ If NO, proceed with checklist; if YES, proceed below. Determine status (Exempt or Coastal Permit Required): If Exempt, proceed with checklist; if Coastal Permit required, hold build i n g p e r m i t u n t i l C o a s t a l Permit issued. Coastal Permit Determination Form already completed? YES NO____ If NO. complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: -7-R — 1 t6o Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at m i n i m u m Floor Plans). Complete Coastal Permit Determination Log as needed. El 0 Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing Street improvements, right-of-way width, dimensional setbacks and existing topographical lines. Provide legal description of property and assessor's parcel number. Zoning: "D 0 Setbacks: Front: Required Shown Int. Side: Required Shown Street Side: Required Shown Rear: Required Shown Lot Coverage: Required Shown Height: Required Shown Parking: Spaces Required Shown Guest Spaces Required Shown 0 . Additional Comments________________________________________________ OK TO ISSUE AND ENTERED APPROVAL INTO '1 1 4;& WI ' frL 114j4(.dt&t Geotechnics Iñcorporate.d Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst March 29, 1996 (Revised August 19, 1996) Sea Country Homes, Inc. Project No. 0289-001-00 95 Argonaut, Suite 210 Doc. #6-0087 Aliso Viejo, California 92656 Attention: Mr. James R. Devlin SUBJECT: REPORT OF GEOTECHNICAL INVESTIGATION AND UPDATE Aviara Planning Area 15 Carlsbad, California Gentlemen: The following report presents the findings, conclusions, and recommendations of the geotechnical investigation of the previously graded subject site. In general, our findings indicate that the alluvium within the site is generally wet and dense, and has a low potential for collapse. There were no unusual or special geotechnical conditions apparent in our investigation which would preclude the construction as planned. Proposed grading will create local areas of transitions between cut and fill that should be treated to reduce the potential for differential settlement. A fill proposed for the southeast corner of the site will create a surcharge on the underlying alluvium. Construction in that area may be subject to some delay while consolidation occurs in the alluvium. 1.0 PURPOSE AND SCOPE OF WORK The purpose of our investigation was to evaluate existing conditions at the site as they relate to the proposed residential construction, and to make recommendations regarding foundation design parameters and site preparation. The recommendations contained herein are based on a surface reconnaissance, laboratory testing, and professional experience in the general sitearea. Design values may include presumptive parameters based on professional judgement. Our scope of work was limited to: 9951 Business Park Ave., Ste. B • San Diego California • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 Sea Country Homes, Inc. Project No. 0289-001-00 March 29, 1996 (Revised August 19, 1996) Doc. #6-0087 Page 2 1.1 A review of the available geotechnical reports and geologic literature, site development plans, and aerial photographs of the site and immediate vicinity. A 40-scale map of the site "Substantial Conformance Exhibit 'A", prepared by Lundstrom and Associates was used as abase map for Plate 1, Geotechnical Map. 1.2 A geologicreconnaissance of the surface characteristics of the site. 1.3 A subsurface investigation consisting of the drilling of two exploratory borings with an eight inch diameter flight auger. The subsurface investigation focused on characterizing the behavior of the alluvium left in place beneath the fill. 1.4 Laboratory testing of samples collected in the field in order to assess the compressibility and collapse potential of the alluvium. 1.5 Engineering analysis of field and laboratory data in order to develop our conclusions And recommendations. 11 1.6 Preparation of this report as well as subsequent reviews of foundation and grading plans. 2.0 SITE DESCRIPTION The subject site consists of Aviara Planning Area 15, located in Carlsbad, California. Planning Area 15 was graded between April 20 and November 15, 1989 as a portion of Unit E of the Aviara Development. Our reconnaissance of February 6, 1996 indicated that the site appears to be at the same grade as originally constructed. The site consists of a rough graded pad bound on west and south by 2:1 (horizontal to vertical) descending fill slopes, to the east by natural ascending slopes, and to the north by composite ascending natural and cut slopes. Surface drainage is by sheet flow and concrete lined ditch southward into a large desilting basin. The pad is accessed by Black Rail Court. The site configuration is presented in the Geotechnical Map, Plate 1. The pad has undergone erosion since grading in 1989. A prominent north-south trending erosion gully up.to 6-feet deep is present in the center of the pad. The main, gully has several tributary drainages. The gully empties into the desilting basin. Geotechnics Incorporated - Sea Country Homes, Inc. Project No. 0289-001-00 March 29, 1996 (Revised August 19. 1996) Doc. #6-0087 Page 3 3.0 PROPOSED DEVELOPMENT The proposed development will consist of 16 multifamily, single- and two-story buildings will be built on fine graded pads. There will be between 3 and 4 units per structure. 'Paved streets will provide access. Grading will consist generally of cuts in the southern portion of the site and filling the northern portion to create level pads for the buildings. Slopes up to 25 feet high are proposed at inclinatiobs of 2:1. 4.0 GEOTECHNICAL CONDITIONS Based on our investigation and literature review, the site, is underlain by' fill,' alluvium, Torrey Sandstone, 'and Ardath Shale. 'The approximate extent of each of these units has been delineated previously on the As-Graded Geotechnical Maps, which have-.been adapted for use in this report as the Geotechnical Map, Plate 1. The ,estimated subsurface conditions of the southern portion of the site are shown on Figure 1, Cross Section A-A'. A description of the specific units observed during drilling follows. 4.1 Torrey Sandstone (TO The site is underlain at depth by Torrey Sandstone materials. The formational material, as observed on site, consists of a light yellow brown, fine to medium grained, poorly graded sandstone 'with silt (SP-S,M) which is dry to moist, and dense. This material is nonpiastic, and exhibits little or no expansive, potential. 4.2 Ardath Shale (Ta) The Ardath Shale is exposed in the northeast corner of the site and consists of sandy to silty claystone and siltstone. Grading for access roads and erosion debris have covered this formation. During the original grading of the site and in other locations within the Aviara subdivision, the Ardath Shale was found to be moderately to highly expansive. The expansive soil conditions created by the Ardath Shale will only affect Units 1-3. Ceotechnics Incorporated Sea Country Homes,.lnc. Project No. 0289-001-00 March 29, 1996 (Revised August 19, 1996) Doc. #6-0087 Page 4 4.3 4.3.1 Alluvium (Qal) During grading of PA 15 in.1989, loose dry alluvium was removed to moist dense soil prior to placement of flu. Alluvium was encountered immediately overlying the Torrey Sandstone in both exploratory borings (Plate 1). Alluvium materials, as observed on site, typically consist of a light.brown silty sand (SM) or a sand with silt (SP-SM) which is moist to very moist, -and medium dense. 4.4 Fill Fill material was encountered in both borings to a depth of up tb 37 feet. The composition of the fill material varied from a fine to medium grained silty to a clayey sand (SM to SC). The fill was moist, medium dense, and had a low plasticity. Observation and testing of fill placement was conducted by ICG, Inc. and reported in 1990 (References). 4.5 Groundwater and Seepage No seepage or groundwater was observed during our investigation. However, groundwater may become perched at any elevation within the Soils due to poor surface drainage, irrigation, seasonal rainfall, or a combination of these factors. Based on our observations, it is likely that groundwater could become perched at the interface which exists between the alluvium and the Torrey Sandstone. This should not, however, affect the proposed development. 5.0 GEOLOGIC HAZARDS AND SEISMICITY 5.1 Geologic Hazards The subject site is not located within an area previously known for geologic hazards, nor was evidence of past faulting noted in our investigation. 5.2 Seismicity and Faulting The subject site is located approximately 5.0 miles northeast of the projected offshore trace of the Rose Canyon fault zone. This fault zone is classified as active, and capable of generating a magnitude 6.4 earthquake (maximum Probable event). The estimated Geotechnics Incorporated Sea Country Homes, Inc. Project No. 0289-001-00 March 29, 1996 (Revised August 19, 1996) Doc. #6-0087 Page 5 peak site ground acceleration for such an event is 0.42g. Design of structures should comply with the requirements of the governing jurisdictions, building codes and standard practices of the Association of Structural Engineers of California. Ground-breaking due to active faulting is considered to have a low potential, due to the distance from known active fault traces. 6.0 CONCLUSIONS No geotechnical conditions were apparent during the investigation which would preclude construction of the propoSed subdivision as planned. The as-graded geotechnical conditions described in the referenced report remain applicable to the site. However, some geotechnical 'factors were observed in our investigation which will need to be addressed. Our laboratory analysis indicates that the existing alluvium on site has a very low collapse potential. Based on observations made during grading, as well as our professional experience with similar materials, it appears as though primary consolidation 'of the alluvium is completed. However, secondary compression of the alluvium may still occur, resulting in relatively minor broad settlements. The site contains deep fill. It has our experience that even well documented compacted fills may undergo hydrocompression on the order of 0.2 percent of the fill height. This may result in moderate differential settlements across the length of the proposed structures. The potential for damage resulting from such movement should be mitigated through the use of post-tensioned slab foundations, and thickened and reinforced exterior slabs and sidewalks. A proposed fill in the southeast corner of the site (Unit 31) will apply an additional surcharge to the underlying alluvium. This will trigger primary consolidation in the alluvium and may result in settlement to the newly graded surface. Additionally, settlement may cause deflection of pipelines within the easement. . The on-site soils include both medium dense fill, and dense to very dense sandstone. The proposed development may therefore result in cut/fill transitions within building pad areas. Transitions from sandstone to fill below foundations and slabs are not recommended due to the different settlement characteristics of the materials, and the Cculcchtiic.s IncI)r1mr81cd ' Sea Country Homes, Inc. Project No. 0289-001-00 March 29, 1996 (Revised August 19, 1996) Doc. #6-0087 Page 6 resulting potential for differential movements. Foundations should bear either entirely in formation, or entirely in fill. In areas where proposed building pads will cross a cut/f i l l transition, the cut portion of the pad will need to be overexcavated in .order to pr o v i d e uniform bearing conditions. A relatively deep erosion gully traverses the site, terminating in a debris basin constru c t e d during mass grading. This gully will need to be properly backfitled. In addition, soft sediments which, have accumulated within the debris basin will need to be removed a n d replaced with compacted fill. Expansive soil underlies Units 1-3. The affects of expansive soil on foundations sho u l d be mitigated by removing the soil and replacing it with nonexpansive soil. The ex c a v a t e d clay may be reused as fill provided it is kept 5 feet below finnish grade. 7.0 RECOMMENDATIONS The remainder of this report presents recommendations in detail. These recommend a t i o n s a r e based on empirical and analytical methods typical of the standard of practice i n s o u t h e r n California. If these recommendations appear not to cover any specific feature of the p r o j e c t , please contact our office, for additions -or revisions to the recommendations. The recommendations given in this report, supersede the recommendations given in the referenced as-graded report. 7.1 Plan Review It is recommended that foundation plans (and grading plans, if applicable) be reviewed by Geotechnics Incorporated prior to plan finalization. 7.2 Earthwork Grading and earthwork should be conducted in accordance with the Grading Ordinan c e of the City of Carlsbad, chapter 70 of the Uniform Building Code, and the Stan d a r d Guidelines for Grading Projects attached as Appendix D of this report. The: following recommendations are provided regarding specific aspects of the proposed earthw o r k construction. Where the following recommendations conflict with the Standard Guidelin e s in Appendix D, the following recommendations shall take precedence. Ccotcchiiics Incorporated Sea Country Homes, Inc. Project No. 0289-001-00 March 29, 1996 (Revised August 19, 1996) Doc. #6-0087 Page 7 7.2.1 General: General site preparation should consist of the removal of all deleterious material from within any areas to be developed. Deleterious materials should be removed from the site, and legally disposed. Deleterious material includes vegetative debris, topsoil, and construction debris. 7.2.2 Building Pads: Within the entire building pad area, deleterious material should be removed as discussed above, and the remaining loose .surficial materials should be scarified to a depth of one foot. The Scarified soil should then be compacted in accordance with the recommendations given in Section 7.4. Structures should not be constructed over cut/fill transitions. In areas where a cut/fill transition will exist beneath a structure, we recommend that the cut portion. of a building pad be over-excavated, and then brought back to finish grade with compacted fill. Overexcavation for cut/fill transitions should be performed to a depth of H/2, where.H is defined as the greatest depth of fill underlying the pad. Expansive soil should be removed to a depth of 5 feet below Units 1-3 and be replaced with nonexpansive soil. 7.2.3 Debris Basin: A temporary debris basin was installed during rough grading in the southern corner of the site. Soft sediments have accumulated within the basin since initial construction. All soft sediments within the basin should be removed to a depth where competent material is encountered. The entire excavation should then be brought up to finish surface grade with compacted fill as discussed in Section 7.4. In the event that the existing storm drain pipes within the 'debris basin are to be abandoned, they should be removed and their excavations backfilled with compacted fill in accordance with Section 7.4. 7.2.4 Erosion Gullies: Soft sediments within the erosion gullies should be removed to a depth at which competent material is encountered. The gullies should then be brought up to plan grade with compacted fill in accordance with Section 7.4. Ceotechnics Incorporated Sea Country Homes, Inc. Project No. 0289-001-00 March 29, 1996 (Revised August 19, 1096) Doc. #6-0087 Page 8 7.3 Excavation and Grading Observation Foundation or other site excavations should be observed by Geotechnics Incorporated. Such observations are considered essential to identify field conditions that differ from those anticipated by the preliminary investigation, and to adjust designs to actual field conditions. Recommendations presented in this report are contingent upon Geotechnics Incorporated performing such services. 7.4 Fill Compaction All fill and backfill to be placed in association with site development should be accom- plished at slightly over optimum moisture conditions and using equipment that is capable of producing a uniformly compacted product. The. minimum relative compaction recommended for fill is 90 percent of maximum density based on ASTM D1557. Sufficient observation and testing should be performed by Geotechnics Incorporated so that an opinion can be rendered as to the compaction. achieved. Imported fill sources, if needed, should be observed prior to hauling onto the site to determine the suitability for use. Representative samples of imported materials and on site soils should be tested. by the geotechnical consultant in order to evaluate their appropriate engineering properties for the planned use. Imported soils should have an expansion index of 20 or less. 7.5 Site Drainage Foundation and slab performance depends greatly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. The surface gradient needed to achieve this depends on the prevailing landscape. In general, we recommend that pavement and lawn areas within five feet of buildings slope away at gradients of at least two percent. Densely vegetated areas should have minimum gradients of at least five percent away from buildings in the first five feet. Densely vegetated areas are considered those in which the planting type and spacing is such that the flow of water is impeded. II I . . Geotechnics Incorporated Sea Country Homes, Inc. Project No. 0289-001100 March 29, 1996 (Revised August 19, 1996) Doc.46-0087 Page Planters should be built so that water from them will not seep into the foundation, slab, or pavement areas. Site irrigation should be limited to the minimum necessary to sustain landscapingplants. Should excessive irrigation, surface water intrusion, water line breaks, or unusually high rainfall occur, saturated zones or "perched" groundwater may develop in the underlying soils or bedrock. The residence should be constructed with rain gutters which intercept all roof runoff. Rain gutters should be kept clear of debris. The rain gutters should outlet .to drain lines, which in turn outlet directly to the curb or storm drain. All surface flatwork should be serviced by area drains. Area drains shOuld have a fall of at least 1%, and should outlet to a suitable curb or storm drain system. 7.6 Foundation Recommendations These recommendations are.considered generally consistent with methods typically used in southern California. Other alternatives may be available. The foundation recommendations herein should not be considered to preclude more restrictive criteria of governing agencies or by the structural engineer. The design of. the foundation system should be performed by the project structural engineer,. incorporating the geotechnical pararheters described in the following sections. The following recommendations assume that grading operations are performed as discussed in Section 7.2. Shallow foundations should be suitable for structures founded entirely on fill (Units 1-25, 39-51). Post-tensioned slab foundations should be used for structures founded on fill underlain by alluvium (Units 26-38). 7.6.1 Shallow Foundations on Fill. Units 1-25 and 39-51 Allowable Soil Bearing: [Osf (allow a one-third increase for short-term (wind reismic loads) Minimum Footing Width: 12 inches Minimum Footing Depth: 18 inches below lowest adjacent soil grade Minimum Reinforcement: Two no. 4 bars at both top and bottom in continuous footings. Ceotechnics Incorporated II: ... Sea Country Homes, Inc. Project No. 0289-001-00 I ' March 29, 1996 (Revised August 19, 1996) Doc. #6-0087 Page 10 7.6.2 Post-Tensioned Foundations, Units 26-38 Allowable Soil Bearing: 1,500 psf at slab subgrade (allow a one-third increase for short-term wind or seismic loads) Ym' differential settlement: 1.5 inch 7.6.3 Lateral Loads: Lateral loads against structures may be resisted by friction between the bottoms of footings or slabs and the supporting soil. A coefficient of friction of 0.3 is recommended. Alternatively, -a passive pressure of99jPLftis recommended for the portion of vertical foundation members embeddd into Torrey Sandstone. If friction and passive pressure are combined, the passive pressure value should be reduced by one-third. 7.6.4 Settlement: Settlement resulting from the bearing loads recommended for shallow foundations on sandstone are not expected to exceed one inch and three- fourths of an inch, respectively, for total and differential settlements across the length of.the structure. Deep fill areas underlain by alluvium may experience up to approximately 1.5 inches of differential settlement. 7.7 Conventional Interior On-Grade Slabs Slabs should be designed for the anticipated loading. If an elastic design is used, a modulus of subgrade reaction of 200 kips/ft3 should be suitable. As a minimum, slabs should be at least 5V2 inches in thickness and be reinforced with at least #3 bars on 1 8 inch centers, each way. 7.7.1 Moisture Protection for Slabs Concrete slabs resting on soil ultimately cause the moisture content of the underlying soils to rise. This results fràm continued capillary rise and the ending of normal evapotranspiration. As concrete is permeable, moisture will eventually penetrate the slab unless some protection is provided. To decrease the likelihood of problems related to damp slabs, suitable moisture protection measures should be used where moisture sensitive floor coverings or Ceotechtiics Incorporated Sea Country Homes, Inc. Project NO. 0289-001-00 March 29, 1996 (Revised August 19, 1996) boc. #6-0087 Page 11 other factors warrant. A commonly used moisture protection consists of about four __ • inches of clean sand covered by 'visqueen' plastic sheeting. In addition, two inches of sand are placed over the plastic to decrease concrete curing problems associated with placing concrete directly on an impermeable membrane. It has been our experience that such systems may transmit from approximately 6 to 12 pounds of moisture per 1000 square feet per day. This may be excessive for some applications If more protection is needed, we recommend that the slab be underlain by at least 6-inches of minus 3/4-inch crushed rock, with no plastic membrane. In addition, concrete should have a water to cement ratio no greater than 0.5 and the concrete should be cured for at least 5 days in accordance with guidelines of the American Concrete Institute. On-site quality control should be used to confirm the design conditions. 7.7.2. Exterior Slabs Exterior improvements such as slabs and sidewalks should be constructed directly over soils prepared as discussed in Section 7.2. Exterior.slabs should have a minimum actual thickness of 4 inches, actual thickness, and should be reinforced with at least 6" X 6", W1.4 X:Wi .4 WWF. Crack control joints should be used on all exterior slabs, on a maximum spacing. of five feet for sidewalks, and ten feet each way for slabs. 7.8 Expansive Soils The soils observed during our investigation consisted of fine to medium grained silty to clayey sands (SM-SC), which appear to have a low expansion potential, based on Uniform Building Code criteria. However, representative samples of finish grade materials should be tested after fine grading is completed in order to verify these observations. 7.9 Reactive Soils Because of the likelihood that the sulfate content of the on-site soil or groundwater is sufficient to react adversely with normal cement, we recommend that Type II cement be used in all concrete which will be in contact with soil. Ceotechnics Incorporated . Sea Country Homes; Inc. Project No. 0289-001-00 March 29, 1996 (Revised August 19, 1996) Doc. #6-0087 Page 12 7.10 Earth Retaining Structures Cantilever retaining walls backfihled with on-site soil should be designed for an active earth pressure approximated by an equivalent fluid pressure of 35 thsft3. The active pressure should be used for walls free to yield at the top at least 0.2 percent of the wall height. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 45 lbs/ft3 should be used, based on at-rest soil conditions. The above pressures do not consider sloping backfill1 surcharge loads, or hydrostatic pressures. If these are applicable, they will increase the lateral pressures on the wall and we should be contacted for additional recommendations. Walls should contain an adequate subdrain to eliminate any hydrostatic forces. Alternative wall drain details are shown in Figures 2 and 3. Retaining wall backfill should be compacted to at least 90 percent relative compaction, based onASTM D1557: Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment which could cause distress to walls should not be used. 7.11 Pavement Currently, materials of the Torrey Sandstone, and granular fill soils derived from the sandstone and nearby alluvial soils are exposed at existing grades. New grading of the site will likely changes in soil type at actual street subgade. We are therefore making preliminary recommendations based on an assumed R-Value of 16 for Street "A" and Driveways "0" and "E" at the subject site. Our experience with soils in adjacent areas of the Aviara project indicates that this is a typical worse-case soil condition. Final pavement design should be based on a sampling and testing program of the actual soil exposed at street subgrade after grading. A Traffic Index of 4.5was obtained from Mr. Greg Lundstrom, the project Civil Engineer. Based on the CALTRANS design method and the minimum requirements of the City of Carlsbad, we recommend that the section consist of 4 inches of Asphalt Concrete over 4 inches of Aggregate Base. Note that the minimum Carlsbad street section for a Traffic Index of 4.5 is 4 inches of asphalt over 4 inches of base. This minimum section is applicable for all soils with an R-Value greater than 16. Consequently, these preliminary recommendations should remain- applicable unless subsequent sampling of the site soils Geotechnics Incorporated Sea Country Homes, Inc. Project No. 0289-001-00 March 29, 1996 (Revised August 19, 1996) Doc. #6-0087 Page 13 indicates that pavement subgrade has an R-Value less than 16. Selective grading is suggested to assure that this condition does not occur. Asphalt concrete should conform to Standard Specifications for Public Works Construction, Section 203-6. Type Ill, C2-AR- 4000 asphalt concrete should be used. Aggregate base should conform to Section 26-1 of the CALTRANS Specification for Class II aggregate base or to SSPWC Section 200-2 for crushed miscellaneous base. Aggregate base and the upper 12 inches of subgrade soil should be compacted to at least 95% of ASTM D1557. Asphalt concrete should be compacted to at least 95% relative compaction based on the Hveem density. 8.0 LIMITATIONS OF INVESTIGATION This investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional opinions included in this report. The samples taken and used for testing and the observations made are believed representative of the project site; however, soil and geologic conditions can vary significantly between borings. As in most projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the geotechnical consultant and additional recommendations made, if warranted. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the necessary design consultants for the project and incorporated into the plans, and the necessary steps are taken to see that the contractors carry out such recommenda- tions in the field. 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 or the 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 report is subject to review and should not be relied upon after a period of three years: GEOTECHNICS INCORPORATED Anthony F. n:,!' i' E 40333 VAiE!1RST pENNEERG OF Geotechuics Incorporated 01/25/1994 03:55 619T536-8321 GEOTECHNICS INC. PAGE .02 Geotechnics Incorporated September 16, 1996 Sea Country Homes, Inc. 95 Argonaut, Suite 210 Aliso Viejo, CA 92056 Mthony P. BeWaet Michael P. ImbrigJ,o Project Document No. 6-0602 Attention: Mr. James R. Devlin SUBJECT: ADDENDUM TO RETAINING WALL RECOMMENDATIONS Aviara Planning Area 15 Carlsbad, California References: "Report of Geotechnical Investigation and Update, Aviara Planning Area 15, Carlsbad, California", by Geotechnics Incorporated, Project No. 0298-001-00, Document No. 6-0087, March 29, 1996. Gentlemen: The intent of this addendum is to provide additional recommendations regarding retaining walls at the subject site. The recommendations provided in Section 7.10 of the referenced report remain applicable. However, ills our understanding that 2:1 (honzontal;vertical) sloping backfluis are proposed for retaining walls at the site. Walls with a 2:1 sloping backfill should be designed for an active pressure approximated by a fluid with an equivalent unit weight of 63 pd. This active pressure is applicable only to walls free to yield at the top by at least 0.2 percent of the wall height. In order to develop larger resisting moments, retaining wall footings may be deepened. The recommendations for shallow foundations given in Section 7.6.1 of the referenced report remain applicable to retaining wall footings, with the following modifications. For each additional 1 foot of total embedment below the minimum recommended depth of 2 feet, the allowable bearing capacity may be increased by 500 psf, up to a maximum of 4000 paf. In other words, footings with depths of 2, 3, 4, and 5 feet have allowable bearing capacities of 2500, 3000, 3500, and 4000 psf, respectively. - Please call at your convenience if you should have any questions or comments. GEOTECHNICS INCORPORATED Anthony F. Belfast, P.E. 40333 Principal Distribution: (4) Addressee (1) Mr. Mark Creveling, Simon & Wang Engineering (FAX: 586-6844) (1) Mr. Sharad Patel, VCA (FAX; 978-9926) - 99SIBasfneseParkAve., Ste. 8 San Diego Californja - 92131 Phone (619) 536-1000 • Fax (619) 536-8311 APPENDIX "B" REDUCED PLAN SET #4024 HORIZ FINISH GRADE #4 L 0 32 CENTERED (ALTERNATE HOOKS) ti#4 TOTAL 2 al-w MW I.- TO DAYLiGHT COURTYARD WALL #4- TOTAL 2 II RIISWI — 5 SI.... CS DCIII 11th ..IIt3 I 001011005: Ds.00pT: OC-017R 011151 SET SI 5051 DID I OF 5011111 HSAOWAU. CF 24 I I 511041054 0.51 OLE EAST OF I5ICCI0II OF I IA COSTA aVE. ISIS 5500110 ROSS I I AS BUILT SEE. __. OIP........................ OATE - DAVID.I I I IIVWISNWI. 500505-Oh. ID/ID/SD I MARX L CRIMILIM am MO, OVATION: 13.87 rEff DATUM MaL MSPECMR DATE _I_I I 1 I____ lSiEfli (ITV nIT ('API RAn iISTE1 MAGGIO 0 AVIARA (AWRA PA. 15) NOTES I) SPECIAL INSPECTION NOT REQUIRED. REVISION DESCRIPTION FOOTING DEPTH A LAP 0 BARS v-OAIO< 1-6 #4J 024 r-10 l-rcDAI 3-0 #6J 024 1 2-IT PROJECT PERIMETER WALL 310 - I ARCHITECTURAL SURFACE TREATMENT I SEE LANDSCAPE ARCHI1ECTURAI. 04 - TOTAL 2 04 0 24 HORI! To To b is Torn #40 lB CENTERED IN 6 BLOCK #4016 EACH FACE IX I tLRNP FINISH EACH ODE GRADE - ID 11111 1- - 14 - TOTAL 4 bl I I I ENTRY MEDIAN SIGNAGE WALL 3/4• - ARCHITECTURAL SURFACE TREATMENT (STUCCO) To ( SEE LANDSCAPE ARCHITECTURAL PLANS IhID #' - TO;gJ4 WATERPROOFING 4OIR CENTERED Ti TOTALS RETAINING WALL @ RECREATION AREA 3/4 • II II I Ii H I: r #4 0 24 HORIZ ARCHITECTURAl. SURFACE TREATMENT (STUCCO) s SEE LANDSCAPE ARCHITECTURAL PLANS 04 0 24 CENTERED DESIGN CRITERIA MASONRY: P. - 1.500 psi CONCRETE: Pc 2.000 psi MORTAR. TYPE N OR TYPE 5 (1.600 psi) GROUT: 2.000 p& REINFORCING: Fy 40.000 psi (GRADE 40) OR Fy - 60.000 psi (GRADE 60) GENERAL NOTES: I. SPEGIAL INSPECT1CO4 tWIT REOLARED ALL BLOCK BELOW GRADE OR RETAINING SOIL SHALL BE GROUTED SCUD. BLOCK ABOVE GRADE SHALL BE GROUTED IN CELLS WITH HORIZONTAL OR VERTICALREINFORCING ONLY. BACKFILL MATERIAL SHALL BE COMPACTED TO 90% DENSITY AND SHALL BE INSPECTED AND APPROVED BY THE PROJECT SOILS ENGINEER. FOOTING EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE PROJECT SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL OR CONCRETE. S. THE BOTTOM OF THE FOOTING AND KEY CONCRETE SHALL BE POURED AGAINST UNDISTURBED EXISTING GROUND. S. PREMISE THOROSEAI. WATERPROOFING OR OWNER EQUIVALENT TO BACK FACE OF RETAINED PORTION OF WAU.S. 7. WHEN ONE CONTINUOUS REINFORCING BAR CANNOT BE USED. A LAP SPLICE OF 40-BAR DIAMETERS IS REQUIRED. SUMMARY OF SPECIAL INSPECTION: SPECIAL INSPECTION FOR MASONRY CONSTRUCTION NOT RECUIRED. VERIFY SOIL CONDITIONS ARE SUBSTANTIALLY IN CONFORMANCE WITH THE SOIL INVESTIGATION REPORT. VERIFY FOUNDATION EXCAVATIONS EXTEND TO PROPER DEPTH AND BEARING STRATA. PROVIDE SOIL COMPACTION TEST RESULTS. DEPTH OF FILL. RELATIVE DENSITY (SOIL COMPACTED TO A MINIMUM 90% DENSITY) AND BEARING VALUES. 1L0 I ARCHITECTURAl. SURFACE TREATMENT (STUCCO). SEE LANDSCAPE ARCHITECTURAl. PLANS I LANDMARK PILASTER AND WINGWALL 3/a. - ITr IV* BLOCK 03 TIES #5L TOTAl. 16 SO A CELLSOLID N P HORIZONTAL OPEN VOID WALL REINFORCEMENT INTO p PILASTER AND HOOK I AROUND 03 BAR L SECTION A-A 3/4 - i-a. T CAR - OPEN VOID SECTION B-B 3/C - I-a. 0 NOTES; I) SPECIAL INSPECTION NOT REOUIREO. REVISION DESCRIPTION ARCHITECTURAL SURFACE TREATMENT (STUCCO) SEE LANDSCAPE ARCHITECTURAL PLANS 5 0 24 MAX §5 L 0 24 CENTERED (ALTERNATE HOOKS) A.. _lcJJf— 04 - TOTAL 4 SECTION C-C 3/IT - DITODC DEP50OICTIC [MlCITY OF CARLSBADI] [.ANDISAI1K R PN.RSTRO ETARD OCR WGGIO 0 AWRA (AVIARAPAIS) I I44PR0AtDI U.000 B. BASES IRLS T2..31.87 RE.- 23100 077 -VER DATE] IRMA BY: II IooD B! II DIRECT NB. CT —O3 11004195 III "AS BUILT" T OCROIPT; ST-OT7Ior RORSETWDEST RW DAD -. CA lATH (Sill MR_liAR ICCAlCilI 0.4 Ut! EAST OF INTERSECTION OP IA CROTA AVE, MID 544097 ROAD - DW_ DATE ROCOROD CR11177 OR SIll REGO DAllAS CRTEOED 0! 0*10 RSOTIS..ROPT. 500109-01. 10/iD/RD 15011 L. CR0151190 OCR lID. 39443 017AuS$ 13.17 FRET ORIUR RS( z S ARCHITECTURAL SURFACE TREATMENT (STUCCO) SEE LANDSCAPE ARCHITECTURAl. PLANS I I 1LL a. x C x 16 BLOCK A BARS - VERTICAL AT CORNERS - #3 0 30 A FULL MORTAR JOINT — CONCRETE GROUT ALL CELLS FOOTING ")) ' I #50 18 EACH WAY L__IJ_ EXTEND TOP HORIZONTAL. WALL REINFORCEMENT INTO PILASTER AND HOOK 3_ CUT AROUND 63 BAR ELEVATION SECTION A-A TYPICAL PILASTER DETAILS - I-a. ARCHITECTURAL SURFACE TREATMENT (STUCCO) SEE LANDSCAPE ARCHITECTURAL PLANS GROUT VOID SCUT ALL CELLS NUD PILASTER FOOTING (\_ _rfr) C CLR 1 rç- 93 TIES #3 -TIES 08- — I 97 - TOTAl. 8 CONC. SIDEWALK —i. 2.-a. b 1 — 96 — TOTAL 3 SECTION B-B -. • CA. WAY 3-a. SO. 95L — TOTAL 4 5, ELEVATION GAZEBO COLUMN OPEN VOID-.... I I LANDSCAPE I PLAN I DETAILI I NUMBER I I PILASTER TYPE I PILASTER I HEIGHT I I IC MAX I PILASTER SIZE .1 I FOOTING I WIDTH I .1 I FOOTING I LENGTH I FOOTING I DEPTH I A I 11411 I I I I I5 COLONNADE I C-C I 2-a. SQ. I 3-4• I 3-4* I I-r I 04 - TOTAL 4 I MASONRY I 8-a. I s-a. SO. I 2-0` I 4-a. I •- I04 — TOTAL 4 I 3 I ENTRY GATE I IC-a. I z-a. SO. I 3-6- I 3-C I I 95 — TOTAL 4 I I9 TRANSITION I 7-a. IT. x I-C I I 29-6' 1-a. I #4 - TOTAl. I 2 I REC. AREA ENTRY I C-a. I 2-0* SO. I I 3-C i I-3 I 04 - TOTAL 4 I — A BARS TO BE PLACED AT CORNERS AS BUILT / W\ oOSpr: OC-0379 DID NA ID lAID (TIll LOCATION: 0.4 (lOX EAST Or INTERSECTION OF p WEIA COSTA AVE. ADD 50000V ROAD — EIDJAIY OR SRI DECO PUSIK REVIEWED BY SAID ROARS-BEAT. 519(05-CT. (0/I5 /8 5 BIOS I. DICYSUAC SEC M 35403 O.LVRIWR 13.67 FEET SOlAR OSII. 5PC105 DIR 39-83 NOTES.. ________________________ I) SPECIAL INSPECTION NOT REOUIRED. .... — — — -. ,J REVISION DESCRIPTION ICITY OF CARLSBADI T I E500IIEDVO BYPRIECEOT I rILasT05 D"'03 DOW VIAGGIO 0 AWORA A. (AWAA P ID) FF000551 MOOD B. ((4005 DES 12-01-07 OTT BOWElS Dolt 3(41 BY II PROAICT (IS 05419(5 00 CT 94-0 IF 6 TO BEAM PER PLAN SEE GAZEBO COLUMN" COLUMN/PIPE COLUMN/PIPEDETAILS ON PILASTER DETAILS SHE'\ COLUMN/PIPE ---I- - - — - — - — - 20. 20. CMU COLUMN - TOTAL ' -- To I I I 3-0. FOOTING I /O_••o 2-0. DEEP - TOTAL 4 COLUMN/PIPE -4- ir ________ FOR CONCRETE SliD SEE LANDSCAPE ARCHITECIURAI. PLANS To 13 TIES 0 I I/t O.C. - - TOTAL 4 FINISH GRADE FOUNDATION PLAN 6 x 12 HEADER BELOW Typ 6 x lo A: L 4D TYP IL _,ri- BP I ED. I EO. I ED. ED. I B 'CCU' W/ 5/to M.W. - 3/0. PLYWOOD W/ 84—. END NAIL C 4 O.C. 2 o 6 0 16 O.C.- 0.o STANDARD PIPE- 2 o 6 P.T. t (TIP) - rF 3/to GALVANIZED LAG SCREW (TAP) — STANDARD POE SECTION B-B I' - "-0'NOTE: SEE SECTION A-A FOR ADOTIONAL DETAILS. if TAPE HANGAR 0 EACH END. 6 x 10 ABOVE (fl'P) -V" \ 6 x 12 HEADER BELOW TREWS FRAMING PLAN NOTES: I. VERIFY DIMENSIONS WITH LANDSCAPE ARCHITECTURAl. PLANS. 2. ALL EXPOSED WOOD MEMBERS SMALL BE PRESSURE TREATED. STUCCO PER ARCHITECTUR DETAILS (TAP) COPPER FLASHING EACH WOE TAP 0 HEADERS 2X It CONT F 3/to GALVANIZED LAG SCREW (TAP) /11 F MIN (TAP) ___ 164 END NAIL 0 12 O.C. (TAP) 2 o 6 0 16 O.C. YP) - T"A 30. 0 EACH BEAM LINE 8 o 12 HEADER PER PLAN IDA END NAIL (TIP) 2 a 4 0 16 O.C. FIAT 0 16d- :0 2eCONT— 1/0. t w/.(4) 164 0 12 O.C. PLYWOOD l/t A.S.S SECTION E-E SECTION F-F 1,- I• - TO BEAM (TAP) l/4 A(TVP)OS 5/to M.S. - TOTAL 2 EACH WOE TIP> 3/0.03I/S. ENDVANIZED SAWCI SLOT IN BEAM NOTCH BEAM FOR LAG SCREW (TIP) FOR 1/0. (TAP) LAO SCREW - TOTAL 3 (PREDRILL BENT 1/4 REQUIRED) F MIN CTYP) NOTCH TOP OF BEAM FOR t THICKNESS 7 \ 6 12 HEADER 71- PER ----I--i PLAN 11 : ELEVATION SECTION C-C NOTE ALL PLATES AND BOLTS SHALL BE GALVANIZED. Iemcosao A5 BUILT' DZSCOIPT: CC-0170 lET N SECT DID Cr lORIS ST000WL OF 2C NW O. CA nil liii SlllA I R.A IIP.E EAST Of INTOlSECllON OF _ NW Dolt I IA COSTA ACE. MID 1000Cr COlD I OCECCOS: ORAllY OR 5101 DECO PIJWX RICILSED BC Dolt: I 5OR115RAPT. 501051.01. 10/IN/CS aoox I. ECEAUNG BEE '0 35163 I OLVAlIOTI: 13.67 FEET DM1110 11.53. I jp.T.R colt DoECT CITY OF CARLSBAD EACSOTISAN OTPORIMEOIT I rn GAZ50 DOFAnD FOR W.GcIO IS AAIARA (AVIARA PAN. IS) APPROYM. U.OSO 6. ICI960 DOSES 12-31..D1 Ion 2W5 015 CANSCO DAlY Cdl Ot PROLCT NO. 000RNS 110 II CT94-03 IF C, SECTION 0-0 I. - I•-O• NOTE: SEE SECTION E-E FOR ADDTIONSI. INFORMATION. REVISION DESCRIPTION -1 lrj) Ai1'A \. •• Lb,' Lic;r 1L , _• APPROVALS Dals Plani M Eno m oc 7 4-4 ftv* Fire - Coal _Heall Asso