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HomeMy WebLinkAbout155 JUNIPER AVE; ; CB021860; Permit12-14-2006 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No:CB02i860 Building Inspection Request Line (760) 602-2725 155 JUNIPER AVCBAD RESDNTL 2042511500 $346,771.00 Sub Type: SFD Lot #: 0 Construction Type: NEW Reference #: 1 Structure Type: SFD 4 Bathrooms: 4 DUERST RES-DEMO EXST1416SF SFD NEW 3854 SF.424 SF GAR.404 SF PATIO/DECK Stat Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: 06/21/2002 CB Applicant: DUERST GARY M&SUSAN L 7084 SEVILLE WAY RIVERSIDE CA 92504 Owner: DUERST GARY M&SUSAN L 7084 SEVILLE WAY RIVERSIDE CA 92504 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1 ,307.32 $0.00 $849.76 $0.00 $0.00 $34.68 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? $0.00 $0.00 $0.00 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (31 05540) PFF (4305540) License Tax (31 041 93) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2,925.00 $0.00 $0.00 $792.61 $0.00 $0.00 $5,909.37 Total Fees:$5,909.37 Total Payments To Date:$849.76 Balance Due:$5,059.61 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." 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 vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has oreviouslv otherwise expired, PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated Da Business Name fatthis address) Address City State/Zip Telephone #Name 6. CONTRACTOR - COMPANY 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 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]}. Name Address State License # License Class City State/Zip Telephone # City Business License # Designer Name Address State License # e; WORKERS* coMpeiisATiON City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q 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. n 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 Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) n 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 one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7. OWNER-BUILDER DECLARATION 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). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The ontractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to the Contractor's License Law). CD I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. 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): 5. I will provide some of the work, b{ of work): PROPERTY OWNER SIGNATURE the following persons to provide the work indicated (include name / address / phone number / type COMPLETE THIS SECTION FOR /Vo£ffCS7D»tJM\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? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? O YES O 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. 8. CONSTRUCTION LENDING AGENCY ! - ' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS ;9. 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 representatives of the CitV 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 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 from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE; File YELLOW: Applicant PINK: Finance /5 ST ~~~p/L/o T-tS \ EsGil Corporation In Partners/tip vJitfi. government for WitiCding Safety DATE: _ MARCH 7. 2003 JURISDICTION: CARLSBAD _ a^ptAN REVIEWER a FILE PLAN CHECK NO.: CB 02-1860 _ SET: " PROJECT ADDRESS: 155 JUNIPER _ PROJECT NAME: DUERST RESIDENCE 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 building 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 Corporation 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 Corporation staff did not 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: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: PLANS DISCARDED AT CITY'S REQUEST. By: KR Enclosures: Esgil Corporation D GA D CM D EJ D PC trnsmtl-dot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 *• (619)560-1468 4 Fax (619) 560-1576 -"~W03-2003 (ION 10:47 AM CITY OF CARSLBAD 1635 Faraday Avenue, Carlsbad CA 92008 Phone: (760) 602- 2700 Fax: (760) 602-8558 FAX NO. 760 602 8558 P. 01 ,/A/ City of Carlsbad Building Department fax PP rroms Scott Bums Fwc Data 3 cc: O For R»vtaw O Pirns* Cairnnwit D Pins* K»ply Q ?!*»• Racycto • Commwits: EsGil Corporation In Partners fiip with government for *Buitting Safety DATE: September 6, 2002 a APPLICANT JURISDICTION: Carlsbad cfPLAN REVIEWER a FILE PLAN CHECK NO.: 02-1860 SET: II PROJECT ADDRESS: 155 Juniper Avenue PROJECT NAME: SFD for Duerst 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 building 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 Corporation 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: Gary Duerst 7084 Seville Way, Riverside, CA 92504 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Gary (M. »-f.) Telephone #: (909) 379-7121 Date contacted^h/^ (by: *=- ) Fax #: Mail \^telephone^ Fax . In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 8/28/02 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 02-1860 September 6, 2002 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 02-1860 PROJECT ADDRESS: 155 Jumper Avenue SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 8/28/02 September 6, 2002 REVIEWED BY: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform 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. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. B. 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. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. 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? QYes QNo Carlsbad 02-1860 September 6, 2002 • PLANS 1. Please make all corrections on the original tracings.as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). This will be checked when all the items below are met. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. No response. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS STRUCTURAL MASONRY DESIGNER-SPECIFIED OTHER 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Carlsbad 02-1860 September 6, 2002 • GENERAL RESIDENTIAL REQUIREMENTS 9. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): Please show on the plans the affected glasses. Window 202B(within 24" from the door edge) was indicated on the schedule as not tempered. This is just an example. a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. • EXITS, STAIRWAYS, AND RAILINGS 10. Floors above the second story shall have not less than 2 exits. Section 1004.2.3.2. The response was to see A3.0 but the same sheet does not show any response to the comment. Exceptions: 1. Occupied roofs may have one exit if such occupied areas are less than 500 square feet and located no higher than immediately above the second story. 2. When the third floor within a unit does not exceed 500 sq. ft., only one exit need be provided. 11. Guardrails (Section 509.1): None shown on sheet A5 as responded. a) Shall have a height of 36". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. Please submit calculations. c) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". 13. Handrails (Section 1003.3.3.6): None shown on sheet A5 as responded. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. c) Ends of handrails shall be returned or shall have rounded terminations or bends. Carlsbad 02-1860 September 6, 2002 • ROOFING 14. Specify roof material and application. Chapter 15. None shown on sheet S-2 as responded. 15. Specify on the plans the following information for the roof materials, per Section 106.3.3: None shown on sheet S-2 as responded. a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. 19. Show roof drains and overflows. Sections 1506.2 and 1506.3. • GARAGE AND CARPORTS 20. Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4. None shown on sheet A3.0 as responded. 21. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2. None shown on sheet S-2 as responded. • CONCRETE AND MASONRY 24. Show floor and roof connections to masonry or concrete walls, per Section 1605.2.3: b) Where wood diaphragms laterally support concrete or masonry walls, the aspect ratio of subdiaphragms are limited to 21/2:1. Section 1633.2.9.4. Please show the extent of the blocking as reflected on detai!2/S-3. • FOUNDATION REQUIREMENTS 26. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. Please comply with the soils engineer's recommendation and provide a final letter stating what was requested previously. 28. The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 1806.6.1: b) Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. This is a code requirement. Carlsbad 02-1860 September 6, 2002 • FRAMING 30. Specify plywood and/or particle board thickness, grade and panel span rating. Table 23-1 l-E-1. Sheet S3 is only showing plywood for the floor. MECHANICAL (UNIFORM MECHANICAL CODE) 31. Show the location, type and size (Bill's) of all heating and cooling appliances or systems. The energy calculations should be compatible with what the plans indicate. 32. Show minimum 30" deep unobstructed working space in front of furnace. Section 307, UMC. Please see item 31 above. 33. Show source of combustion air to furnace, per Chapter 7, UMC. Show the location and size of the combustion air openings.. Please see item 31 above. ELECTRICAL (NATIONAL ELECTRICAL CODE) 35. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Please show the added note on the original drawings. 37. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. NEC Art. 210-52 (e). This receptacle must be GFCI protected. 39. Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. NEC Art. 210-52(d). Please see the interior bathroom on the first floor. • PLUMBING (UNIFORM PLUMBING CODE) 41. Show water heater size, type and location on plans. UPC, Section 501.0. The energy calculations should be revised to reflect the intent of the design of the house. • ENERGY CONSERVATION THE CORRECTION ITEMS 45 - 52 WILL BE CHECKED WHEN THE ENERGY CALCULATIONS IS REVISED TO COMPATIBILITY TO THE INTENT OF THE DESIGN OF THE HOUSE). 45. The window schedule shall clearly describe the required U-factor and solar heat gain coefficient (SHGC) values and demonstrate compliance with the Title 24 energy calculations. Carlsbad 02-1860 September 6, 2002 46. Cloth backed duct tape is no longer permitted to be used as the sole connection for mechanical ducting. Note on the plans that duct tape, as a minimum, meeting the requirements of UL181,181 A, or 181B, shall be used or additional duct attachment devices such as tie wraps or mastic will be required for installing mechanical ducting. 47. Detail or note on the plans: "The return air plenum serving the mechanical equipment must be fully ducted from the equipment to the conditioned space. Drop ceilings, wall cavities and equipment platforms may not be used as plenums." 48. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). 49. Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." 50. Please submit documentation for the R value of the masonry walls. 51. Please show on the sections the recommended R value of the insulation for the roof, walls and the floors. 52. Please have the owner/designer sign the space provided for on the CF-1R form. • MISCELLANEOUS 54. Please use 96 NEC. Not shown on sheet CSI as responded. 55. Please show a detail of the dumbwaiter chase reflecting the required fire protection treatment. 56. Please show complete specifications for the structural elements of the building. 57. Page 4 of the calculations shows RJ1 but not shown on the plans.. Not shown on sheet S-2 as responded. 58. Please show the roof framing system of the stairs to the deck. Please show the size and spacing of the joists. 59. RB/DB-1 & 2 and DB1 & DB2 were shown on the plans but different with the recommendations. There is no structural note as responded. It seems that the plan is still in conflict with the recommended elements. Carlsbad O2-1860 September 6, 2002 60. Please submit calculations for the DJ3 cantilever as reflected on the plans to consider deflection to verify conformance to table 16 D of the 97 UBC. The calculations recommended 2X14 but the plan shows differently. 61. Page 28 of the calculations did not show any recommendation for the pull out effect of the masonry from the diaphragm. No response as no structural notes found. 62. The same page did not show the combined effect of the horizontal and vertical loading to the anchor bolts. Please submit documentation for the holding power of the bolts(2750#) with the ledger from vertical loads perpendicular to the to grain. 63. Please submit documentation for the bolt connection strength to the web of the TJI. None submitted. 65. Per code the hx should be the height of the level in question from the base but, page 27 of the calculations for the vertical distribution of the lateral load is different. Please clarify. This may change the recommendations. Formula were shown but the calculations still show hx as from floor to floor. 66. Please submit a representative calculations how the w(lateral loading shown on page 27 was derived. Please show numerical example to verify the load(w) shown in the calculations. 67. Please submit calculations for the diaphragm and chords of the building. This will be checked when item 65 & 66 were met. 68. Please show how the shear load would be transferred thru the diaphragm openings. a) The roof and floor framing plan shows beams around the openings but only one beam is shown with BN . b) The critical area of an opening to a diaphragm is at the corners of the opening. Please show how the same would be protected. Please submit analysis. 69. Please show how the wall @ the exterior porch in the numerical direction would be laterally supported. No response. 70. If line B is a shear wall, please show how the tributary lateral load would be transmitted to the same shear wall line B.. No response 71. Stud wood shear wall can not carry masonry lateral load. Please see section 2315.2 of the 97 UBC unless justified. . No response Carlsbad 02-1860 September 6, 2002 72. A complete structural plan check when all the items above are met. a) The detail 10/S4 referenced on sheet S2 at the 2nd floor framing plan is not compatible. b) The detail 12/S4 is tagged as stirs detail but, the calculations shows as a response to item 11 b. c) Please show the minimum depth(h) of the lintels. d) The detail 2/S3 indicated the blocking of the joists per plan but not reflected on the framing plans. e) It seems that changes were made(no more wood shear walls). i) Please show how the tributary lateral load to include the shear wall load on the second floor would be transferred to line 1 on the first floor. ii) Please show how the wall to the left of the master's bedroom would be laterally supported. Please see section 1633.2.4 of the 97 UBC. iii) Please submit analysis for the connection of the beam to shear walls along line 2. Please see sections 1633.2.6 and 1633.2.5 of the 97 UBC. iv) It seems that shear walls were selected. Please identify on the floor and roof framing plan the piers with corresponding length to be used as a shear wall. v) Because of item iv) above drag collector is required to transmit the tributary lateral load to the respective shear walls. Please submit calculations to consider sectionl 633.2.6 of the 97 UBC. e) Please submit complete calculations to verify the structural integrity of the walls from the out of plane combined with the vertical and eccentric loading of the system. Please include the walls with concentrated loads and with openings. Any recommendations should be detailed on the plans and cross referenced to the framing plans. 72. Please complete the sheet index. Carlsbad 02-1860 September 6, 2002 CARLSBAD SPECIAL CODE REQUIREMENTS 17. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. 18. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 19. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 20. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet note or detail number, calculation page, etc. 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 in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q The jurisdiction has contracted with Esgil Corporation 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 Corporation. Thank you. Carlsbad 02-1860 September 6, 2002 BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 02-1860 Job Address or Legal Description 155 Juniper Avenue Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad O2-1860 September 6, 2002 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. & Signature Htn Signed 1. List of work requiring special inspection: Q Soils Compliance Prior to Foundation Inspection Q Field Welding n Structural Concrete Over 2500 PSI Q High Strength Bolting O Prestressed Concrete Q Structural Masonry G Designer Specified Expansion/Epoxy Anchors Sprayed-On Fireproofing Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. EsGil Corporation In 'Partnership witfi. government for 'BuiCding Safety DATE: July 5, 20O2 Q APPLICANT JURISDICTION: Carlsbad D PLAN REVIEWER Q FILE PLAN CHECK NO.: 02-1860 SET: I PROJECT ADDRESS: 155 Juniper Avenue PROJECT NAME: SFD for Duerst 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 building 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. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation 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: Gary Duerst 7084 Seville Way, Riverside, CA 92504 Esgil Corporation staff did not 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: Gary" Telephone #: (909) 379-7121 Date contacted: 7[%[si (by:N/A) Fax #: c-lCq 37^ -732-V Mail X/Telephone '^^ Faxt"''ln Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation G GA D MB n EJ D PC 6/25/02 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 •* San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad O2-1860 July 5, 2002 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: O2-1860 JURISDICTION: Carlsbad PROJECT ADDRESS: 155 Juniper Avenue FLOOR AREA: 3854 SQ. FT. STORIES: TWO HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 5, 2002 DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/25/02 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. 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. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 02-1860 July 5, 2002 • PLANS 1. Please make all corrections on the original tracings,as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only wilt not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • STRUCTURAL CONCRETE OVER 2500 PSI • FIELD WELDING • HIGH-STRENGTH BOLTS • STRUCTURAL MASONRY • DESIGNER-SPECIFIED • OTHER 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Carlsbad 02-1860 July 5, 20O2 • FIRE PROTECTION 5. Show locations of permanently wired smoke detectors with battery backup: a) Inside each bedroom. b) Centrally located in corridor or area giving access to sleeping rooms. c) On each story. d) When sleeping rooms are upstairs, at the upper level in close proximity to the stair. e) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. • GENERAL RESIDENTIAL REQUIREMENTS 6. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. 7. Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per Section 1203.3. 8. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms and water closet compartments, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. 9. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Carlsbad 02-1860 July 5, 2002 • EXITS, STAIRWAYS, AND RAILINGS 10. Floors above the second story shall have not less than 2 exits. Section 1004.2.3.2. Exceptions: 1. Occupied roofs may have one exit if such occupied areas are less than 500 square feet and located no higher than immediately above the second story. 2. When the third floor within a unit does not exceed 500 sq. ft., only one exit need be provided. 11. Guardrails (Section 509.1): a) Shall have a height of 36". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. Please submit calculations. c) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". 12. Provide stairway and landing details. Sections 1003.3.3. a) Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. 13. Handrails (Section 1003.3.3.6): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. c) Ends of handrails shall be returned or shall have rounded terminations or bends. • ROOFING 14. Specify roof material and application. Chapter 15. 15. Specify on the plans the following information for the roof materials, per Section 106.3.3: a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. 16. Specify roof slope. Carlsbad 02-1860 July 5, 2002 17. Specify minimum 1/i inch per foot roof slope for drainage or design to support accumulated water. Section 1506.1. 18. Balconies and decks exposed to the-weather and sealed underneath shall be sloped a minimum of % inch per foot for drainage. Section 1402.3. 19. Show roof drains and overflows. Sections 1506.2 and 1506.3. . GARAGE AND CARPORTS 20. Garage requires one-hour fire protection on the garage side of wails and ceiling common to the dwelling. Table 3-B, Section 302.4. 21. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2. 22. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 302.4. 23. Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate aflame or spark. UMC Section 303.1.3, UPC Section 510.1. • CONCRETE AND MASONRY 24. Show floor and roof connections to masonry or concrete walls, per Section 1605.2.3: a) Connections shall resist 200 pounds per lineal foot or the actual design load, whichever is greater (using Allowable Stress Design; otherwise, see Section 1612). b) Where wood diaphragms laterally support concrete or masonry walls, the aspect ratio of subdiaphragms are limited to 2!4:1. Section 1633.2.9.4. c) In Seismic Zones 3 and 4, the value of ap in equation 32-2 shall be 1.5, per Section 1633.2.8.1. d) In Seismic Zone 4, the value of Fp used in Section 1632.2 shall not be less than 420 plf, per Section 1633.2.8.1. e) In Seismic Zones 3 and 4, diaphragm-to-wall anchorage using embedded straps snail have the straps attached to or hooked around the reinforcing steel or otherwise terminated so as to effectively transfer forces to the reinforcing steel. Section 1605.2.3. f) In Seismic Zones 3 and 4, wood elements of the anchorage system shall have a minimum actual net thickness of 21/a inches. Section 1633.2.8. g) Cross grain tension or bending in wood ledgers is not permitted in Seismic Zones 2, 3 and 4. Section 1633.2.9. Carlsbad O2-1860 July 5, 2002 . FOUNDATION REQUIREMENTS 25. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 26. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 27. Show foundation sills to be pressure treated, or equal. Section 2306.4. 28. The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 1806.6.1: a) The minimum nominal anchor bolt diameter shall be 5/8-inch (for Seismic Zone 4 only). Note: This will require a minimum distance from the ends of sill plates to be 4-3/8" (and a maximum of 12"). b) Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. 29. If hold downs are required, note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. • FRAMING 30. Specify plywood and/or particle board thickness, grade and panel span rating. Table 23-II-E-1. • MECHANICAL (UNIFORM MECHANICAL CODE) 31. Show the location, type and size (BTU's) of all heating and cooling appliances or systems. 32. Show minimum 30" deep unobstructed working space in front of furnace. Section 307, UMC. 33. Show source of combustion air to furnace, per Chapter 7, UMC. Show the location and size of the combustion air openings. Carlsbad 02-1860 July 5, 2002 34. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) Manufacturer's name. b) Model name/number. c) ICBO approval number, or equal. d) Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. e) Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 3102.3.8. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 35. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. 36. Note on the plans that receptacle outlet locations will comply with NEC Art. 210-52(a). 37. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. NEC Art. 210-52 (e). This receptacle must be GFCl protected. 38. Note on the plans that bathroom receptacle outlets shall be supplied by a minimum of one 20-ampere branch circuit. Such circuits shall have no other outlets. This circuit may serve more than one bathroom. NEC Art. 210-52(d). 39. Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. NEC Art. 210-52(d). 40. Show at least one wall switch-controlled lighting outlet to be installed in every habitable room; in bathrooms, hallways, stairways, attached garages, and detached garages with electric power; and at the exterior side of outdoor entrances or exits. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. NEC Art. 210(a). • PLUMBING (UNIFORM PLUMBING CODE) 41. Show water heater size, type and location on plans. UPC, Section 501.0. 42. Note on the plans that "Combustion air for fuel burning water heaters will be provided in accordance with UPC Section 507 and Table 5-1". Carlsbad 02-1860 July 5, 2002 43. In the garage, provide an adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. 44. In Seismic Zones 3 and 4, show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5 • ENERGY CONSERVATION 45. The window schedule shall clearly describe the required U-factorand solar heat gain coefficient (SHGC) values and demonstrate compliance with the Title 24 energy calculations. 46. Cloth backed duct tape is no longer permitted to be used as the sole connection for mechanical ducting. Note on the plans that duct tape, as a minimum, meeting the requirements of UL181, 181A, or 181B, shall be used or additional duct attachment devices such as tie wraps or mastic will be required for installing mechanical ducting. 47. Detail or note on the plans: "The return air plenum serving the mechanical equipment must be fully ducted from the equipment to the conditioned space. Drop ceilings, wall cavities and equipment platforms may not be used as plenums." 48. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). 49. Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." 50. Please submit documentation for the R value of the masonry walls. 51. Please show on the sections the recommended R value of the insulation for the roof, walls and the floors. 52. Please have the owner/designer sign the space provided for on the CF-1R form. * MISCELLANEOUS 53. Please show the size and type of the windows and doors on the plans. Egress, Lighting & ventilation and energy will be checked. 54. Please use 96 NEC. Carlsbad 02-1860 July 5, 2002 55. Please show a detail of the dumbwaiter chase reflecting the required fire protection treatment, 56. Please show complete specifications for the structural elements of the building. Please consider the soils engineers recommendation for the concrete. 57. Page 4 of the calculations shows RJ1 but not shown on the plans. 58. Please show the roof framing system of the stairs to the deck. 59. RB/DB-1 & 2 and DB1 & DB2 were shown on the plans but different with the recommendations. 60. Please submit calculations for the DJ3 cantilever as reflected on the plans to consider deflection to verify conformance to table 16 D of the 97 UBC. 61. Page 28 of the calculations did not show any recommendation for the pull out effect of the masonry from the diaphragm. 62. The same page did not show the combined effect of the horizontal and vertical loading to the anchor bolts. 63. Please submit documentation for the bolt connection strength to the web of the TJI. 64. Please show how the V(shear load) and the allowable stress for the wall were derived. 65. Per code the hx should be the height of the level in question from the base but, page 27 of the calculations for the vertical distribution of the lateral load is different. Please clarify. This may change the recommendations. 66. Please submit a representative calculations how the w(lateral loading shown on page 27 was derived. 67. Please submit calculations for the diaphragm and chords of the building. 68. Please show the shear load would be transferred thru the diaphragm openings. 69. Please show how the wall @ the exterior porch in the numerical direction would be laterally supported. Carlsbad 02-1860 July 5, 2002 70. If line Bis a shear wall, please show how the tributary lateral load would be transmitted to the same shear wall line B. 71. Stud wood shear wall can not carry masonry lateral load. Please see section 2315.2 of the 97 UBC unless justified. 72. A complete structural plan check when all the items above are met. CARLSBAD SPECIAL CODE REQUIREMENTS 17. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. 18. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 19. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 20. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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 in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q The jurisdiction has contracted with Esgil Corporation 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 Corporation. Thank you. Carlsbad 02-1860 July 5, 2002 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. O2-1860 Job Address or Legal Description 155 Juniper Avenue Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad 02-1860 July 5, 2002 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. EnglnMr'UArchlUct'i Sail t Signature H*r» Signed 1. List of work requiring special inspection: Q Soils Compliance Prior to Foundation Inspection G Field Welding n Structural Concrete Over 2500 PSI D High Strength Bolting G Prestressed Concrete O Expansion/Epoxy Anchors G Structural Masonry Q Sprayed-On Fireproofing Q Designer Specified ED Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad 02-1860 July 5, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 02-1860 DATE: July 5, 2002PREPARED BY: Bert Domingo BUILDING ADDRESS: 155 Juniper Avenue BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION House Garage Patio/Deck Fireplaces Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 3854 424 404 2 cb Valuation Multiplier 85.00 24.00 12.00 2,000.00 By Ordinance Reg. Mod. VALUE ($) 327,590 10,176 4,848 4,000 346,614 $1,307.32 Plan Check Fee by Ordinance Type of Review: Repetitive FeeRepeats Complete Review D Other i—, Hourly Structural Only Hour Esgil Plan Review Fee $849.76 $732.10 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad Public Works - Engineering DATE: BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: AfUL CB ENGINEERING DEPARTMENT APPROVAL EST. VALUE: DENIAL 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. D A Right-of-Way permit is required prior to construction of the following improvements: Please see ih& attached report of deficiencies marked withrtl. jMake 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: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application D Dedication Checklist HI Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application fj Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: TAN|YA BARROWS City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad. CA 92008 Phone: {760) 602-2773 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (76O) 602-2720 • FAX (760) 602-8562 F:\BUILDING PUWCHECKCKLSTFORM.doc . Rev. 7/1WM BUILDING PLANCHECK CHECKLIST RD3 D SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: D ^A^ North Arrow -Br^Existing & Proposed Structures jQ^Existing Street Improvements J2r Property Lines E: Easements 2. Show on site plan: ight-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service Drainage Patterns . 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. 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 Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second ^--vdwelling units and apartment complexes are an exception. /D/Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: Site address "Assessor's Parcel Number jgal 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 F:\BUILDING PLANCHECK CKLST FORM .doc BUILDING PLANCHECK CHECKLIST ST »ND RD3 D DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply w^th the fpjlowing Engineering Condition^ of approval for ProjectWo.. CH D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. 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 $ 15.000 . 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 Yz" 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: D D D IMPROVEMENT REQUIREMENTS 6a. 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 $ 75.000 . 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 F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST 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: 6b. 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 $310 so we may prepare the necessary Neighborhood 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: D D D 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: D 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent 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. n n n 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). D D D 7b. 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: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST n D D D D D 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8.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, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: Jfc 9.INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10. 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 occurs first. 11. a Required fees are attached Q No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. F:\BUILDING PLANCHECK CKLET FORM.dOC BUILDING PLANCHECK CHECKLIST iST .ND ,RD D • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water FiBUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST * ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. D D D 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. [HDD 13. Additional Comments: F:\BUILDING PLANCHECK CKLST FORM.doc D Address: ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Bldg. Permit No. Prepared by:Date:Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: fif^ _ Sq. Ft/Units: _ ^v Types of Use: _ Sq. FtVUnits: APT CALCULATIONS: List types and square footages for all uses. Types of Use: g>Ff\ _ Sq. Ft/Units: A Types of Use: _ Sq. Ft./Units: EDU's: EDU's: ADT's: ADT's: ' FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1 , reduced Traffic Impact Fee)O NO Q-1.PARK-IN-LIEUFEE FEE/UNIT: PARK AREA &#: X NO. UNITS:=$_ 8- 2. TRAFFIC IMPACT FEE ADTs/UNITS:FEE/ADT:=$ B- a- Br a JF 3. BRIDGE AND THOROUGHFARE FEE ADTs/UNITS: 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: ""5. SEWER FEE EDU's: BENEFIT AREA: EDU's: 6. SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA IS ACRES: «/3> (DIST. #1 DIST. #2 X FEE/ADT: ZONE: X FEE/SQ.FT./UNIT: X FEE/EDU: X FEE/EDU: : HIGH is /LOW X FEE/AC: Q£*/7~ DIST. #3 ) =$ =$ =$ =$ =$ =s ^M/ D 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION F:\FEE CALCULATION WORKSHEET.doc 1 of 2 Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 D D n PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Planner APN: Address Phone (760) 602- Type of Pjpject & Use:. Zoning:.General Plan: Net Project Density: ^Av DU/AC __ Facilities Management Zone: / ^ Remaining net dev acres: •—CFD (in/out) #/#/7 Date of participation: Circle One (For non-residential development: Type of land used created by this permit: ) Legend: X 'tem Complete Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: TYPEDiscretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditons of Aoprpval: ~ /W7W> P]Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES K CA Coastal Commission Authority? YES NO _ NO VT If California Coastal Commission Authority: Contact them at - 31 11 Camino Del Rio North, Suite 200. San Diego CA 92108-1725; (619)521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO _ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: - - Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:^ADMIN\COUNTER\BldgPlnchkRevChktst Inclusionary Housing Fee required: YES X. NO (Effective date of Inclusionary Housing Ordinance - May 21. 1993.) Data Entry Completed? YES NO (A/P/Ds. Activity Maintenance, enter CB3, toolbar, Screens. Housing Fees. Construct Housing Y/N. Enter Fee. UPDATE' Site Plan: D 1- Provide a fully dimensional site plan drawn to scale. Show: North arrow, propert lines, easements, existing and proposed structures, streets, existing stree improvements, right-of-way width, dimensional setbacks and existing topographica lines. n 2. Provide legal description of property and assessor's parcel number. Zoning: D D . 1 Setbacks: Front: Interior Side: Street Side: Rear: Required Required Required Required Shown Shown Shown Shown O D 2- Accessory structure setbacks: Front: Interior Side: Street Side: Rear Structure separation: Q Q 3. Lot Coverage: Reauired Required Required Required Required Required Shown Shown Shown Shown Shown Shown 4. Height:Required Shown OH] 5. Parking: Spaces Required Guest Spaces Required (~1 (~1 Additional Comments_ Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMIN\COUNTER\BldgPlnchkRevChktet Preliminary Geptechnical Report Duerst Residence, 155 Juniper Avenue Carlsbad, California Prepared for: Gary & Susan Duerst 7084 Seville Way Riverside, CA 92504 THA Project No. G02-00156 March 2002 Prepared by: THA TAYLOR-HUNTER ASSOCIATES, INC. 818 Civic Center Drive Oceanside California 92054 TAYLOR-HUNTER ASSOCIATES, INC. geotechnical engineering, geology i, environmental consultants Geotechnical Engineering Geology Environmental Consulting Civil Engineering March 18, 2002 THA Project No. G02-O0156 Mr. Gary Duerst 7084 Seville Way Riverside, CA 92504 818 Civic Center Drive Oceanside, CA 92054 Tel: 760.721.9990 Fax: 760.721.9991 www.taylor-hunter.com SUBJECT: PRELIMINARY GEOTECHNICAL REPORT PROPOSED SINGLE FAMILY RESIDENCE 155 JUNIPER AVENUE, CARLSBAD, CA Dear Mr. Duerst: Taylor-Hunter Associates, Inc. (THA) is pleased to submit this Preliminary Geotechnical Report for the subject property. Our investigation and analyses were performed in general accordance with the City of Carlsbad technical guidelines and our proposal dated February 13, 2002, as authorized by you on February 18, 2002. The results of our investigation indicate that the site is suitable for the proposed development if the recommendations of THA's report are implemented during design and construction of the planned improvements. THA appreciates the opportunity to be of service to you. If you have any questions, please contact the undersigned at (760) 721-9990. Respectfully submitted, TAYLOR-HUNTER ASSOCIATES, INC. Larry R. Taylor, F.E. Principal Engineer TABLE OF CONTENTS Page ONE. INTRODUCTION 1 1.1 GENERAL i 1.2 SITE DESCRIPTION i 1.3 PROJECT DESCRIPTION i 1.4 OBJECTIVE & SCOPE i TWO. FIELD EXPLORATION AND LABORATORY TESTING 4 2.1 FIELD EXPLORATION 4 2.2 GEOTECHNICAL LABORATORY TESTING 4 THREE. SITE AND SUBSURFACE CONDITIONS 5 3.1 SITE CONDITIONS 5 3.2 REGIONAL AND LOCAL GEOLOGY 5 3.2.1 Site Subsurface Conditions 5 3.2.1.1 Undocumented Fill 5 3.2.1.2 Terrace Deposits 7 3.2.1.3 Santiago Formation 7 3.3 GROUNDWATER 7 3.4 FAULTING AND SEISMICITY 7 3.5 GEOLOGIC AND SEISMIC HAZARDS 9 3.5.1 Fault Rupture 9 3.5.2 Strong Ground Shaking 9 3.5.3 Liquefaction 10 3.5.4 Lateral Spreading 10 3.5.5 Seismically-lnduced Settlement 10 3.5.6 Landslides/Slope Failures 12 3.5.7 Tsunamis and Seiches 12 FOUR. GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 13 4.1 EARTHWORK RECOMMENDATIONS 13 4.1.1 Site Clearing. 13 4.1.2 Excavation 13 4.1.3 Subgrade Preparation 14 4.1.4 Fill Material 14 4.1.5 Compaction 14 4.1.6 Site Drainage 15 4.2 FOUNDATIONS AND FLOOR SLABS 15 4.2.1 Shallow Foundations 15 4.2.2 Concrete Slabs-on-Grade 16 4.2.3 Cement Type 16 4.3 RETAINING WALLS 10 4.4 PAVEMENT DESIGN 17 TAYLOR-HUNTER ASSOCIATES, INC. PAGE i THA Project G02-OD156 March 15,2002 4.5 SEISMIC DESIGN 17 4.6 PLAN REVIEW is FIVE. CONSTRUCTION OBSERVATION 19 SIX. LIMITATIONS 20 SEVEN. REFERENCES 21 FIGURES FIGURE i. SITE LOCATION AND VICINITY MAP 2 FIGURE 2. SITE PLAN AND BORING LOCATION MAP 3 FIGURES. GEOLOGIC MAP e FIGURE 4. FAULT LOCATION MAP 8 APPENDICES APPENDIX A - LOGS OF BORINGS APPENDIX B - LABORATORY TESTING DATA TAYLOR-HUNTER ASSOCIATES, INC. PAGE n THA Project G02-00156 March 15. 2002 ONE INTRODUCTION 1.1 GENERAL This report presents the results of an investigation to provide geotechnical design recommendations for proposed single-family residences to be constructed on a lot located at 155 Juniper Avenue in the City of Carlsbad, California (Figure l). Taylor-Hunter Associates, Inc. ("THA") prepared this report for the exclusive use of the owners. Gary and Susan Duerst. This work was performed in accordance with THA's proposal dated February 13, 2002. 1.2 SITE DESCRIPTION The project involves a parcel of approximately 5,750 square feet (0.13 acre) in the City of Carlsbad, California. The parcel is identified as San Diego County Assessor's Parcel Number 2O4-251-15 located at 155 Juniper Avenue. Juniper Avenue borders the project site ("Site") to the northwest. Developed parcels border the Site to the southwest, southeast and northeast. Existing improvements at the Site consist of a single story residence, detached garage, concrete driveway, patio, walkway and landscaping (Figure 2). The ground surface in the immediate vicinity of the site slopes gently down to the west and north. The site is relatively flat, with low retaining walls on the east and west boundaries. i. 3 PROJECT DESCRIPTION We understand that the conceptual project will involve demolition of all of the existing structures at the Site and construction of a new 2-story single-family residence, garage and related improvements. We also understand that the proposed structure will be constructed using an insulating concrete form (ICF) building system with 6-inch cavity block. No preliminary structural design information has been provided to THA at this time. Foundation loads for the structure are expected to be on the order of 2,500 pounds per foot for perimeter footings and less than 20 kips for isolated column loads. Site improvements might also include retaining walls (less than 3 feet in height), surface and subsurface drainage improvements, underground utilities, PCC driveway, landscape and hardscape areas. i .4 OBJECTIVE & SCOPE The primary objective of this investigation was to provide geotechnical design recommendations for the proposed project at the Site. To accomplish this objective, the following tasks were performed: * Visual geologic reconnaissance of the Site and vicinity; * Review of available published information and reports regarding geotechnical, geologic and seismic conditions; * Drilling and sampling of three (3) exploratory borings at site; * Geotechnical laboratory testing of samples retrieved during the field investigation; * Geotechnical engineering evaluation; * Preparation of this report documenting the results, conclusions and recommendations of our investigation. TAYLOR-HUNTER ASSOCIATES, INC. ~~~ ~ — — PAGE! THAPra]9ctG02-00156 March 15, 2002 J-D TopeQiud* C»pywijliJ ® 1999 D*Lamu Yannaul Scale: V.24,000 Figure 1. Site Location and Vicinity Map Duersi Residence, 155 Juniper Avenue, Carlsbad, CA THA Project No. G02-Q0156 Date: March 2002 Drawn by: L. Taylor T/kYLOR-HUNTER ASSOCUT ES,INC. SCALE: 1 inch = 20 feet THA exploratory boring location and number THA-1 Source: Survey by Canyon Land Surveying, Inc. AutoCAD file dated March 2002 Figure 2. Site Plan and Boring Locations Duerst Residence, 155 Juniper Avenue. Carlsbad, CA THA Project No. G02-00156 Date: March 18, 2002 Drawn by: L. Taylor TAYLOR-HUNTER ASSOCIATES, INC. Two FIELD EXPLORATION AND LABORATORY TESTING 2.1 FIELD INVESTIGATION The subsurface exploration program performed for this project involved drilling, logging and sampling of three exploratory borings. The borings were drilled by THA personnel on March 1, 2002. The borings were drilled using a 3-inch O.D. hand auger. Boring locations are shown on Figure 2. Logs of the borings are included in Appendix A of this report. The drilling and sampling operations were performed under the direct supervision of a professional engineer experienced in the performance of geotechnical field investigations. THA's on-site personnel visually classified and logged the materials encountered in the exploratory borings and obtained relatively undisturbed samples and bulk samples at various depths for laboratory testing. The exploratory borings were advanced to depths of approximately 10 feet below existing ground surface. Drive samples were taken at approximately 2-foot intervals in the uppermost 15 feet and 5-foot intervals thereafter. Drive samples were obtained using a 3-inch O.D. by 2.5" I.D. ring-lined Modified California (Mod Cal) split spoon sampler. The samplers were driven using a manual hammer with a 35-pound weight dropping approximately 24 inches. Ring samples obtained using the Mod Cal sampler were placed in plastic bags and then into 6-inch long PVC tubes. The ends of the tubes were then capped and taped. Additional bulk samples from selected depths were placed in plastic bags. All of the borings were backfilled with excavated soils upon completion. 2.2 GEOTECHNICAL LABORATORY TESTING Samples that were obtained during the field investigation were transported to THA's laboratory in Oceanside, CA for geotechnical laboratory testing. The laboratory testing program performed for this investigation included tests to evaluate engineering index properties, expansion potential and compaction characteristics of selected samples. The testing program consisted of the following tests: TEST PROCEDURE Moisture content and density Particle size analysis Maximum dry density/optimum moisture content Corrosion Potential (including pH, soluble sulfate, soluble chloride, minimum resistivity) TEST METHOD ASTM D 22 16 ASTM D 422 ASTMD1557 Cal trans No. OF TESTS 8 1 1 1 All tests were performed in accordance with the applicable ASTM procedures or procedures generally accepted in geotechnical engineering practice. Test results are summarized and presented in Appendix B. TAYLOR-HUNTER ASSOCIATES, INC. THA Project G02-00156 March 15, 2002 PAGE 4 THREE SITE AND SUBSURFACE CONDITIONS 3. i SITE CONDITIONS General conditions at the Site are illustrated on Figure 2 and discussed in the following paragraphs. The Site is at a nominal elevation of approximately 51 feet above mean sea level. The Ground surface in the general vicinity slopes down to the southwest at a nominal gradient of about 5%. There is a relatively level pad at the Site with retaining walls on northeast and southwest property boundaries. The retaining walls are generally less than 2 feet high except for the southeastern corner of the property where retaining walls are up to approximately 7 feet high {Figure a). The maximum vertical relief across the building pad at the Site is less than 1 foot. Surface water flow is generally to the northwest towards Juniper Avenue. It is anticipated that the existing residence, detached garage and most or all of the hardscape at the Site will be demolished to accommodate the planned new construction. It is assumed that all of the existing retaining walls will remain. 3.2 REGIONAL AND LOCAL GEOLOGY The area of investigation lies within the Peninsular Range geomorphic province, an extensive uplifted fault block that occupies the southwestern portion of California and extends southward into Baja California. The site is located within the coastal plain section of this province. In the vicinity of the site, a series of wave cut terraces extend inland from the coast several miles. The Site is situated on the lowest terrace level at an elevation of about 50 feet above mean sea level. The coastal plain is dissected in the vicinity of the Site by the Buena Vista Canyon drainage to the north and Agua Hedionda lagoon to the south. A geologic map depicting geologic units exposed in the immediate vicinity of the Site is shown on Figure 3. The geologic structure of area of investigation is dominated of a system of northwest trending faults including the San Clemente, Palos Verdes/Coronado Bank, Newport-Inglewood/Rose Canyon, Elsinore, and San Jacinto fault zones. All of these faults are believed to have experienced historic or recent movement (within in the past 10,OOO years). Movement along these faults or others can be expected during the lifetime of the project. $.2.1 Site Subsurface Conditions Based on THA's field investigation, the uppermost 10 feet or more of soils underlying the Site consist of undocumented fill and Quaternary age terrace deposits. Our review of available geologic information indicates that the terrace deposits are underlain by Miocene age Santiago Formation deposits. These soils and geologic units are described below. Detailed logs of borings are presented in Appendix A. 3.2.1.1 Undocumented Fill (Qudl) Relatively minor amounts of undocumented fill soils were encountered in THA's borings. The depth of undocumented fill at the Site is estimated to be less than 2 feet below existing grade. The fill soils consist predominantly of dark brown, moist, medium dense sand with silt (SP-SM) and silty sand (SM). TAYLOR-HUNTER ASSOCIATES, INC. PAGE 5 THA Project G02-00156 March 15,2002 Q SIGNIFICANT MAP UNITS Q ! Holocene beach deposits. Unconsolidated . AJ sand. Pleistocene terrace deposits. Subscripts indicate relative level with 1 the lowest (i.e., youngest age). T Eocene Santiago Formation. SCALE: 1:24,000 SOURCE: Geologic Map of the Northwestern Part of San Diego County, California California Division of Mines and Geology 1996 Figure 3. Geologic Map Showing Site location Ouerst Residence, 155 Juniper Avenue, Carlsbad, CA THA Project No. G02-00156 Date: March 2002 Drawn by: L. Taylor TAYLOR-HUNTER ASSOCIATES, INC. .2. 1.2 Terrace Deposits (Q,) Quaternary age terrace deposits were encountered to the maximum depth of THA's exploration, approximately 1 1 feet below ground surface. Where encountered, the terrace deposits are predominantly composed of poorly bedded, poorly indurated, reddish and light brown, moist, medium dense silty sandstone that breaks down to sand with silt (SP-SM) soil. The terrace deposits are estimated to be approximately 20 feet thick in the vicinity of the Site. 3.2.1.3 Santiago Formation (T,,) Although not encountered in THA's borings, Miocene age deposits of the Santiago Formation are believed to underlie the terrace deposits at depths below about 20 feet based on mapped contacts in coastal bluffs located approximately SOO feet to the southwest of the Site. In the general vicinity of the Site, the upper part of the Santiago Formation contains poorly indurated sandstone and silts tone. 3 . 3 GROUND WATER Groundwater was not encountered in THA's borings. Based upon available information, groundwater is expected to be at a depth of 45 to 50 feet below ground surface in the vicinity of the Site. Groundwater is expected to flow towards the Pacific Ocean to the southwest. Seasonal variation of groundwater level may occur, and shallower zones of perched groundwater may occasionally exist beneath the Site. 3.4 FAULTING AND SEISMICITY Figure 4 presents a map illustrating the locations of known regional faults in relation to the site location. The nearest known active faults are the southern extension of the Newport-Inglewood Fault and the northern extension of the Rose Canyon Fault, both of which are part of the Offshore Zone of Deformation located approximately 6.5 kilometers (4 miles) southwest of the Site in the Pacific Ocean. Other active faults located within approximately 50 km (30 miles) of the site include the Coronado Bank Fault Zone, located approximately 33 km to the southwest, the Elsinore Fault, located approximately 38 km to the northeast, and the San Diego Trough Fault, located approximately 49 km to the southwest. The following table summarizes information on the closest nearby active regional faults. Fault Newport-Inglewood Fault Rose Canyon Fault Coronado Banks Fault Elsinore Fault San Diego Trough Fault San Jacinto Fault San Clemente Fault San Andreas Fault Distance From Site (km) 6.8 6.8 33 38 49 78 94 125 Direction SW sw SW NE SW NE SW NE Maximum Credible Earthquake 6.9 6.9 7.4 6.8 >7.0 (?) 6.8 >7.0(?) 7.4 TAYLOR-HUNTER ASSOCIATES, INC. THA Project G02-00156 March 15, 2002 PAGE 7 ."\A "^ -, "°^' SCALE: 1 inch = Approximately 20 kilometers SOURCE: Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, 1999- Figure 4. Fault Location Map Duerst Residence, 155 Juniper Avenue, Carlsbad, CA THA Project No. G02-00156 Date: March 2002 Drawn by: L. Taylor TAYLOR.HUNTER AS S 0 C I ATE S , INC. Recent research (Rivero, et.al., 2000) has suggested that two newly-discovered blind thrust faults, the Thirtymile Bank thrust and the Oceanside thrust, might exist off the coast of Oceanside. These postulated thrust faults have little or no historical record. It has been suggested that the 1986 Oceanside earthquake (Mi 5.3} ruptured as a small part of the Thirtymile Bank thrust. The Thirtymile Bank thrust runs south from Santa Catalina Island, with the closest segment located approximately 5O km (30 miles) southwest from the Site. The Oceanside fault runs south from Laguna Beach in Orange County, with the closest segment located approximately 6 km (4 miles) southwest from the Site. Both extend south to San Diego and possibly beyond the U.S.-Mexico border. The postulated faults are thought to be capable of producing earthquake events with magnitudes up to Mw 7.6 if they are linked with other fault systems. Magnitude 7.4 events on the Thirtymile Bank Fault could have a minimum recurrence interval of about 2,100 years. The largest likely earthquake events on the Oceanside Fault could be on the order of magnitude 7.5 with a recurrence interval of 1,100 to 8,800 years. 3.5 GEOLOGIC AND SEISMIC HAZARDS 3.5.1 Fa ult Rup ture Surface fault rupture is a seismic hazard that can occur during an earthquake when movement along a fault causes surface rupture at the ground surface. Typical horizontal and/or vertical surface displacements along faults during a seismic event can range from less than an inch to tens of feet, and can cause severe damage to structures or utilities. For the purpose of reducing the hazards associated with surface fault rupture, development of property located near the traces of active faults is subject to zoning restrictions stipulated by the Alquist-Priolo Earthquake Fault Zoning Act. Based on a review of available current maps, there are no known active or potentially active faults crossing the site. The site is not within a designated Alquist-Priolo Earthquake Fault Zone. 3.6.2 Strong Ground Shaking Most loss of life and damage to property during an earthquake stems from strong ground shaking. The proximity of the Site to large, active faults (particularly the Newport Inglewood and Rose Canyon Faults) suggests that strong ground shaking could occur at the site during the design life of the project. Two measures are typically used to evaluate the severity of ground shaking: local site intensity and instrumental recordings of ground movement. Both of these measures are dependent on the magnitude of the earthquake, and distance from the causative fault. The ground shaking would tend to be greater as the magnitude increases and the distance from the fault decreases. Local site intensity, recorded in the U.S. using the Modified Mercalli Intensity (MMI) scale, is a subjective measure based on human perception and observed response of civil facilities. Most of north San Diego County could potentially be subjected to a local MMI intensity of up to VII or VIII. Instrumental recordings of ground motion, primarily ground acceleration, measure ground shaking in the horizontal and vertical directions with time. Instrumental recordings are the basis for structural design of buildings per the Uniform Building Code (UBC). The Site is situated in seismic zone 4 (highest) per the UBC, indicating that the highest seismic acceleration forces be used in the design of structures. The TAYLOR-HUNTER ASSOCIATES, INC. THA Project G02-00156 March 15, 2002 expected level of instrumental ground shaking at a location is typically estimated either for (I) a given earthquake scenario (deterministic method), or (2) a given likelihood of occurring (probabilistic method). The results of nationwide probabilistic analyses of ground shaking performed by the U.S. Geological Survey (USGS) and state-wide probabilistic analyses performed by CDMG indicate that peak horizontal ground accelerations corresponding to a 475-year annual return period of approximately O.Sg are expected to occur at the Site. This hazard level (475-year annual return period) is generally consistent with UBC design for normal structures. Based on the most recent fault parameters published by the CDMG, both the Newport-Inglewood and Rose Canyon faults are right lateral strike-slip faults and are considered to be capable of producing a Maximum Credible Earthquake (MCE) of magnitude 6.9. The Maximum Probable Earthquake (MPE) corresponding to a 100-year design life is estimated to be magnitude 6.25. Based on published attenuation relationships (Joyner & Boore, 1988), the peak horizontal ground accelerations at the Site corresponding to the MCE and MPE events on the faults within the Offshore Zone of Deformation are approximately 0.45g and O.SOg, respectively. Repeatable horizontal accelerations for the MCE and MPE events on the RCFZ are expected to be approximately 0.50g and O.SOg, respectively. 3.5.3 Liquefaction When shaken strongly, unconsolidated sandy deposits that are saturated with water can liquefy and form a slurry as a result of an increase in pore pressure and a reduction in stress. This process is called "liquefaction." Slurries have little ability to support the weight of man-made structures or to resist flowing downslope, even on nearly flat ground. Liquefaction may result in sinking, tilt, distortion, or destruction of buildings and bridges, rupture of underground pipelines, and cracking and spreading of the ground surface. Based on the estimated depth to groundwater the consistency of the formational deposits underlying the site as indicated by laboratory bulk density measurements, there is no significant potential for liquefaction at the Site. 3.5.4 La feral Sprea ding Lateral spreading is a phenomenon that may occur during an earthquake event when the presence of a liquefied layer and gravity forces cause the ground to move laterally in a downslope direction. Liquefaction- induced lateral spreading can occur even on nearly flat ground and can result in tilting, distortion, or destruction of structures, rupture of underground pipelines, and cracking and spreading of the ground surface. Because the site and surrounding area are not prone to liquefaction, the risk of lateral spreading is considered to be negligible. 3.5.5 Seismically-Induced Settlement Sei.smically-induced settlement occurs when loose to medium dense deposits of partially saturated granular soils are densitied as a result of strong ground shaking during an earthquake. Seismic settlement of foundations and the ground surface can result in significant property damage. TAYLOR-HUNTER ASSOCIATES, INC. PAGE 10 THA Project G02-00156 March 15. 2002 Based on the depth to groundwater, the consistency of the terrace deposits underlying the Site as indicated by laboratory bulk density measurements and observed conditions, the potential for damaging seismically- induced settlement is considered to be negligible. 3.5.6 Landslides/Slope Failures Landslides or slope failures are an abrupt movement of soil and/or bedrock downhill in response to gravity. Slope failures generally occur when the driving force induced by the weight of the earth materials within a slope exceeds the strength of those materials. Unstable slope conditions can arise from a number of natural and manmade causes, including increased moisture content, earthquakes, over steepening of the slope angle, and loading at the top of the slope. Slope failure can result in damage to property and injury or loss of life. Undersea landslides can cause tsunamis. The Site is situated more than 300 feet to the northeast of the coastal bluff. No other significant slopes are located on or in the immediate vicinity of the Site. Therefore, hazards associated with landslides or slope failures are considered to be negligible. 3.5.7 Tsunamis and Seiches Tsunamis are large, rapidly moving ocean waves triggered by a major disturbance of the ocean floor, which is usually caused by an earthquake but sometimes can be produced by a submarine landslide or a volcanic eruption. These events displace sea water and impulsively generate wave trains. Of greatest concern in southern California is the potential for local fault-generated tsunamis. A tsunamis' size and intensity relates to: the magnitude and depth of the reasonable earthquake; volume, shape and magnitude of any sea floor displacement; and, water depth or the amount of water displaced. Thus, most historically significant tsunamis are generated by seismic thrusting events which occur at oceanic trenches. Tsunamis triggered by thrusting events are capable of inundating hundreds to thousands offeet inland past the typical high-water level and can reach a vertical height onshore 30 to 100 feet or more above sea level. Strike slip earthquake events historically have not caused great tsunamis. In southern California, plate movement is accommodated mainly by strike slip faults; thus, locally generated tsunamis pose little danger. Trans-oceanic tsunamis also have negligible effects in southern California. Van Dorn (1979) attributes low tsunamis heights in southern California with the complex basin-ridge bathymetry of the wide southern California borderland terrace. Essentially, tsunami wave amplitude is diminished by southern California's complex submerged topography. Houston (198O) combined historical data and numerical modeling to predict 100- and 500-year tsunami heights. For the Los Angeles area, predicted 100- and 500-year tsunami heights are 4,2 and 6.0 feet, respectively. In reference to the predicted tsunami height values, it should be noted that (l) the historic tsunami record may not be long enough to allow meaningful extrapolation to future events; (2) the predicted heights are not the maximum creditable heights; and (3) the 100- and 500-year intervals do not specify a time period, rather they represent a probability over time. The Site is situated approximately .500 feet inland from the Pacific Ocean at an elevation of approximately 50 feet above mean sea level. Consequently, the risk of tsunamis impacting the Site is minimal. TAYLOR-HUNTER ASSOCIATES, INC. PAGE 11 THAProjectG02-00156 March 15,2002 Seiches are oscillations and waves generated in an enclosed body of water by seismic shaking. Because there are no closed bodies of water at or near the Site, seiches are not a hazard. No dams or dikes are located within the Site vicinity; therefore, flooding due to a dam or dike failure during an earthquake is not considered a potential hazard. TAYLOR-HUNTER ASSOCIATES, INC. PAGE 12 THA Project G02-00156 March 15. 2002 FOUR GEOTECHNICAL EVALUATION AND RECOMMENDATIONS The proposed project is feasible from a geotechnical engineering standpoint provided that the design recommendations provided in this section are followed. Soil and subsurface conditions at the Site consist predominantly of medium dense silty sand fill soils and medium dense terrace deposits composed mostly of poorly cemented silty sandstone in uppermost 20 feet. Site soils are not expansive. This section provides a general description and evaluation of anticipated ground behavior and geotechnical recommendations for design considerations. 4. i EARTHWORK RECOMMENDATIONS Development of the Site will require a moderate amount of earthwork and grading to achieve final grades. All grading and earthwork should be performed in accordance with the City of Carlsbad Grading Regulations Manual, applicable City grading ordinances and the general guidelines for earthwork summarized in the following sections. 4.1.1 Site Clearing 4.1.1.1 The existing structure, foundations, paving, subsurface utilities and other above-ground and underground structures and utilities within the planned construction area should be removed and all demolition debris should be disposed offsite. All existing vegetation, including root systems, fill, debris and any otherwise unsuitable material within the planned construction area of the site .should be cleared and disposed off-site. 4.1.1.2 All subsurface piping associated with abandoned water, stormwater drainage, and irrigation systems or drainage systems should be removed and disposed of. Care should be taken to verify that all piping connections to water, sewer and drainage systems are properly disconnected and properly capped and/or plugged. 4.1,2 Excavation 4.1.2.1 All areas to receive fill shall be excavated to remove all non-engineered fill, topsoil and other unsuitable materials. Excavations shall be examined by the Geotechnical Engineer to verify that unsuitable materials have been removed and that firm native deposits are exposed in all areas to receive engineered fill. Unacceptable differential movement of shallow foundations (see Section 4.2.1.1) and slabs may result unless the footings are supported on a relatively uniform thickness of engineered fill. The thickness of existing fill at the Site appears to be less than 2 feet below existing grade. Demolition of the existing foundations and underground piping will result in ground disturbance that will likely extend 2 to 3 feet below grade. If the house is to be supported on shallow continuous and spread footings, we recommend that the area beneath the proposed building pad be excavated to a relatively uniform elevation prior to fill TAYLOR-HUNTER ASSOCIATES, INC. PAGE 13 THA Project G02-00156 March 15,2002 placement. The lateral limits of the excavation should be at least 3 feet outside the footprint of the house. The lateral limits may be extended if it is desired to place select fill beneath exterior hardscape areas. We recommend that the base of the excavation should be at least 18 inches beneath the base of planned footings. This will result in an excavation about 3 feet below existing grade. 4.1.2.2 Excavation in the near-surface fill and terrace deposits can be accomplished by conventional earthmoving equipment, or manually in confined areas. Temporary cut slopes and sidewalls for excavations made for removal and replacement of soils beneath slabs may be vertical for a maximum depth (or height) of 5 feet. 4.1.3 Subgra de Prepara tion 4.1.3.1 Soil exposed at the base of the excavations to receive structural fill and in areas to be improved should be scarified to a depth of at least 6 inches, moisture conditioned and compacted to relative compaction of 90 percent as determined by ASTM D1557-78 per the recommendations in Section 4.1.5.1. 4.1.4 Fill Material 4.1.4.1 Based on the information from THA's borings, most of the excavated soil will consist of silty sand with low potential for expansion. This material is suitable for use as structural fill beneath shallow footings and slabs or behind retaining walls. 4.1.4.4 Select fill to be imported for use as structural fill should meet the following criteria: * U.B.C. Expansion Index < 30 > Plasticity Index < 12 > No Organic Material > No rocks larger than 4 inches > Less than 15 percent rock larger than 2-1/2 inches > Less than 25 percent gravel larger than 1/4 inch 4.1.5 Compa c tion 4.1.5.1 Native expansive soils should be compacted to a relative compaction of 90 percent as determined by ASTM D1557-78. Prior to compaction, expansive native soils should be thoroughly mixed and moisture conditioned to bring the moisture content to within 2 percent of optimum moisture content and spread in uniform lifts of less than 8 inches (uncompacted thickness). 4.1.5.2 Select structural fill and backfill below footings and slabs should be compacted to a relative compaction of not less than 90 percent as determined by ASTM D1557-78. Prior to compaction, select fill soils should be thoroughly mixed and moisture conditioned to bring the moisture content to within 2 percent of optimum moisture content and spread in uniform lifts of less than 8 inches {uncompacted thickness). TAYLOR-HUNTER ASSOCIATES, INC. PAGE 14 THA Project G02-00156 March 15, 2002 4-. 1,6 Site Drainage 4.1.6.1 Good surface water drainage is required to minimize the potential for shrinking and swelling of soils, erosion, seepage and soil movement. Final grading of the site must facilitate positive drainage away from foundations to prevent ponding of water and infiltration adjacent to footings and retaining walls. The minimum slope adjacent to structures should be 2 percent. We recommend the use of a local area drain system around the perimeter of the structure to facilitate controlled drainage. The discharge of downdrains from roof gutters should be plumbed directly into the area drain system wherever possible. 4.1.6.2 We recommend that landscape areas not be placed adjacent to the exterior walls of the houses to minimize the potential for irrigation water and surface water to infiltrate below footings and floor slabs. Large trees should not be planted within 10 feet of the house. The use of perimeter subdrains that collect excess surface water infiltration and direct it to drainage structures should be considered if landscaped areas are planned near exterior walls. The use of impervious above- grade planter boxes may also be used. 4.2 FOUNDATIONS AND FLOOR SLABS 4.2.1 Shallo w Founds tions The proposed structures may be supported on shallow spread footings and continuous perimeter footings supported by certified compacted fill placed in accordance with the requirements presented in this report. The following recommendations are based on the assumption that soil conditions are consistent with those encountered in THA's exploratory borings and that the uppermost 3 feet will consist of a relatively uniform thickness of compacted fill derived from site soils. 4.2.1.1 Shallow continuous footings should be founded in compacted select fill and should have a minimum width of 24 inches and minimum embedment of 18 inches below the lowest adjacent grade. Shallow continuous shallow footings should be underlain by at least 18 inches of engineered fill and reinforced top and bottom with at least two No. 4 steel reinforcing bars. Shallow footings founded 18 inches below the lowest adjacent grade may be designed for allowable bearing pressures of 2,000 psf for dead and real live loads. 4.2.1.2 Shallow individual spread footings should be founded in compacted select fill and should have a minimum plan dimension of 30 inches and a minimum depth of 18 inches below the lowest adjacent grade. Shallow spread footings should be underlain by at least 18 inches of engineered fill and should be reinforced top and bottom with No. 4 steel reinforcing bars. Isolated spread footings meeting these requirements may be designed for an allowable bearing pressure of 2,000 psf for dead and real live loads. 4.2.1.3 Allowable bearing pressures for continuous footings and isolated spread footings may be increased by 1/3 for short duration seismic and wind loads. 4.2.1.4 Lateral load resistance may be developed by a combination of passive resistance acting on footing walls and sliding resistance at the base of foundations. For passive resistance, a lateral pressure coefficient (KP) of 2.0 or an equivalent fluid weight of 250 pcf may be used for design. The TAYLOR-HUNTER ASSOCIATES, INC. ~~~ PAGE:')? THAProjeclG02-00156 March 15. 2002 maximum passive resistance used for design should not exceed 2,500 psf For sliding resistance, an allowable friction coefficient of 0.20 may be used for design. 4.2.1.5 We estimate that the long-term maximum settlement for the above bearing pressures may be on the order of 1/2 inch, with maximum differential settlements of less than 1/4 inch in 40 feet. 4.2.2 Concrete Slabs-on-Grade 4.2.2.1 Interior concrete slabs-on-grade should be a minimum of 4 inches thick. The minimum slab reinforcement should consist of No. 3 steel rebars spaced 18 inches on center in both directions and placed in the upper half of the slab with a minimum cover of 1 inch of concrete. Interior floor slabs should be placed over a minimum of 4 inches compacted clean concrete sand, crushed rock or approved site soils with a Sand Equivalent value no less than 30. The sand bedding should be overlain by a minimum 10-mil thick sheet of impermeable vapor barrier, with at least 1 inch of sand between the slab and vapor barrier. Care should be taken to ensure that the vapor barrier is properly constructed and completely sealed at seams and penetrations. 4.2.2.2 Interior slabs should have control joints extending at least 25% of the slab thickness spaced at intervals of no more than 10 feet. Control joints should be constructed using grooving tools (in fresh concrete) or by saw cutting as soon as the concrete is hard enough that the edges abutting the cut don't chip from the saw blade (generally 6-12 hours after finishing concrete). 4.2.2.3 Exterior slabs for patios and walkways should be at least 4 inches thick with minimum reinforcement consisting of 6x6-10 welded wire mesh. The reinforcing steel mesh should be placed in the upper 1/3 of the slab with at least 1 inch of concrete cover. Exterior slabs may be placed directly on a properly compacted subgrade consisting of on-site soils or approved imported fill compacted to at least 90 percent relative compaction. 4.2.3 Cement Type Measured concentrations of soluble sulfates and soluble chlorides and measured minimum resistivity for a representative sample of near-surface site soil (Appendix B) indicate that the site soil is relatively non- corrosive. 3000 psi Type II cement with a water-cement ratio of 0.5 may be specified for footings, slabs, stem walls and other concrete on or below grade. 4.3 RETAINING WALLS Based on the existing site grades, it is anticipated that relatively low (i.e., less than 3' high) retaining walls might be required in some areas to achieve finished grade elevations. All unrestrained retaining structures should be designed as cantilevered retaining walls with free drainage. Perforated drain pipes should be placed at the base of all retaining walls and the zone extending 12 inches behind the wall should be backfilled with crushed rock, with filter fabric placed between the crushed rock and soil. Select fill should be used as wall backfill behind the crushed rock and filter fabric within the active zone behind retaining walls. All unrestrained rigid retaining walls with uniform backfill should be designed using an active earth pressure coefficient (KA) of 0.45 or an equivalent fluid pressure of 58 pcf. If sloping backfill is used, the maximum slope above retaining structures should be 2.5:1 (horizontaLvertical) and an active earth pressure TAYLOR-HUNTER ASSOCIATES, INc! ~~ PAGE 16 THA Project G02-00156 March 15, 2002 coefficient of 0.70 or an equivalent pressure of ,90 pcf should be used for design. Passive resistance should be calculated using a passive earth pressure coefficient (Kp) of 2.O and or an equivalent fluid pressure of 250 pcf. Calculation of passive resistance should ignore the upper 12 inches unless the surface is confined by pavement. 4.4 PAVEMENT DESIGN AC pavements for private driveways intended for light vehicles should be a minimum ^inches of hot-mix AC over 4 inches of Class II aggregate base. Portland cement concrete driveway slabs should have a minimum thickness of 4 inches with minimum reinforcement consisting of No. 3 rebars 18 inches on center in both directions. The reinforcing steel should be placed in the upper 1/3 of the slab with at least 1 inch of concrete cover. PCC driveway slabs should be underlain by at least 2 inches of Class II aggregate base. Subgrade soils beneath driveway pavements, including AC and PCC, should be scarified to a depth of 6 inches, moisture conditioned and compacted per the recommendations in Section 4.1.3. 4.5 SEISMIC DESIGN The proposed structure should be designed to resist seismic loads in accordance with the minimum standards of the 1997 Uniform Building Code (UBC) and 1998 California Building Code (CBC). Seismic design parameters related to site conditions are summarized below. Seismic Zone: Soil Profile Type: Near-Source Factor N»: Near-Source Factor N*: Near-Source Seismic Coefficient C; Near-Source Seismic Coefficient Q: Sc (soft rock site with estimated vs=2,000 ft/sec) 1.0 1.0 0.40 0.56 A recommended design response spectra based on the above values is presented below. 0.0 Recommended Design Response Spectra 0.5 1.0 1.5 2.0 2.5 Period (Seconds) 3.5 4.0 TAYLOR-HUNTER ASSOCIATES, INC. THA Project G02-00156 March 15, 2002 PAGE 17 4.6 PLAN REVIEW We should review the final grading plans and foundation plans to evaluate conformant^ with the recommendations presented in this report and to assess whether additional analyses or recommendations are necessary based on the final design of planned improvements. TAYLOR-HUNTER ASSOCIATES, INC. PAGE 18 THA Project G02-00156 March 15, 2002 FIVE CONSTRUCTION OBSERVATION All earthwork associated with this project should be performed under the observation of a qualified geotechnical engineer from our office to assure that the recommendations presented in this report are followed. Inspection and testing of the following items are of particular importance: t Excavations; > Placement of engineered fill in excavations and trenches; * Excavation bottoms for new spread and strip footings; > Fill placement behind retaining walls. TAYLOR-HUNTER ASSOCIATES, INC. PAGE 19 THA Project G02-00156 March 15, 2002 Six LIMITATIONS The subsurface conditions and engineering evaluation presented in this report were based on the results of a limited field exploration and laboratory testing program. Subsurface conditions are, by their nature, uncertain and may vary from those encountered at specific boring locations, tested in the laboratory, or documented in published documents. The investigation described in this report is limited. A more complete investigation performed at greater cost would provide more accurate and reliable information regarding subsurface conditions and geotechnical characteristics of the site. The findings, conclusions and recommendations presented in this report are based on the current assumed site improvements and estimated foundation loads, which may be subject to change. THA has not been provided with or reviewed any preliminary plans for the proposed improvements at the time this report was prepared. If the improvements vary significantly from those described or conditions change from the stated assumptions presented herein, THA should be consulted to update and modify, as needed, the conclusions and recommendations presented in this report. The findings, recommendations and professional opinions presented in this report were developed in general accordance with generally accepted principles and practices of the geotechnical engineering profession at the time of the report preparation. THA makes no other warranty, either expressed or implied, in fact or by law. This report has been prepared for the exclusive use of Gary and Susan Duerst and their consultants for the subject project. Any reliance by other parties upon the data, conclusions, opinions and recommendations presented herein is at such parties sole risk. TAYLOR-HUNTER ASSOCIATES, INC. PAGE 20 THA Project G02-00156 March 15,2002 SEVEN REFERENCES California Department of Water Resources, 1967. "Ground Water Occurrence and Quality: San Diego Region, Volume I: Text", June 1967. California Division of Mines and Geology, 1992. "Geologic Map of California, Santa Ana Sheet', Scale 1:25O,OOO. California Division of Mines and Geology, 1996. "Geologic Maps of the Northwestern Part of San Diego County, California, Scale 1:24,000. DMG Open-File Report 96-02. California Division of Mines and Geology, 1993. "The Rose Canyon Fault Zone Southern California", DMG Open-File Report 93-02. California Division of Mines and Geology, 1982. "Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California", DMG Open-File Report 82-12. City of Carlsbad, Geotechnical Hazards Analysis and Mapping Study, November 1992. Houston, J.R., 1980. "Type 19 Flood Insurance Study: Tsunami Predictions for Southern California", US Army Corps of Engineers Waterways Experiment Station, Technical Report HL-79-2, 1980. Joyner, W.B. and Boore, D.M., 1988. "Measurement, Characterization and Prediction of Strong Ground Motion", Earthquake Engineering and Soil Dynamics II — Recent Advances in Ground Motion E valuation. Geotechnical Special Publication 20, ASCE, New York, N.Y., pp. 43-102 NCEER, 1996. "Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils", Salt Lake City, Jan. 5-6, 1996 Petersen, M.D. et. al., 1996. "Probabilistic Seismic Hazard Assessment for the State of California", DMG Open- File Report 96-08, USGS Open-File Report 96-706. Van Dorn, 1979. "Instrumentation and Observations," Tsunamis Proceedings of the National Science Foundation Workshorj. TAYLOR-HUNTER ASSOCIATES, INC. PAGE 21 THA Project G02-00156 March 15,2002 APPENDIX A Logs of Borings KEY TO 10G OF BORING Sheet 1 of 2 Date(s) Drilled Logged By Checked By Drilling Contractor Driller Names Drilling Method Type of Drill Rig Diameter of Boring Type of Weight (Ib) Drop (in.) Hammer Type of Sampler(s) Total Depth Drilled (feet) Approx. Surface Elevation (feet) Groundwater First Completion Level (feet bgs) Weather Conditions Backfilled/Converted to well on (date): O. 0)<U <UQ =- .E E IImo Material Description and Notes 0) .bE E o -v siO< FINE SAND WITH SILT (SP/SM), dense, wet, light brown, very fine grained sand, slightly micaceous, clay smear on lower 4" of sample barrel 08:10 [Solid line indicates observed contact between strata, abrupt change in soil type or formations! contact] m [Dashed line indicates inferred contact between strata or general gradational change observed between subsequent samples] SAMPLING METHODS: — Sample obtained using Standard Penetration Test (SPT) sampler. — Sample obtained using lined 3"OD by 2.5" ID Modified California sampler. 08:40 m GROUNDWATER: W Groundwater level observed in borehole© COLUMN DESCRIPTIONS: @ Depth: (2) Sample Type: (3) Sample Number: @ Blow Counts: © SPTN-value: (6) Graphic Log: (7j Material Description: (jy Time: (9} Geologic Attitude: GENERAL NOTES: Soil classification is based on United Soil Classification System (USCS) using visual/manual field methods and laboratory testing data. Includes consistency, moisture, color and grain size. Discriptions apply only to the specific location of the boring at the time it was drilled. May not apply to other locations due to variation of sub- surface conditions or to other times due to natural or manmade changes. Distance in feet below ground surface. Type of soil sample collected at depth interval indicated. See symbols above. Sample identification number. Number of hammer blows per 6-inch increment recorded in field. Equivalent Standard Penetration Test blowcount. Graphic symbols depicting of subsurface material encountered. See page 2 for explanation. Detailed written description of material encountered including USCS designation. Time of day at specified depth. Orientation of bedding observed in field. Additional Notes/Comments: Additional notes or comments based on field personnel observations.TAYLOR-HUNTER A S S 0 C I A T E S , INC. KEY TO LOG OF BORING Sheet 2 of 2 KEY TO GRAPHIC LOG SOIL CLASSIFICATION CHART BASED ON UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) MAJOR DIVISIONS COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS SAND AND SANDY SOILS SILTS AND CLAYS CLEAN GRAVELS LITTLE OR WO FINES GRAVELS WITH FINES APPRECIABLE AMOUNT OF FINES CLEAN SANDS LITTLE OR NO FINES SANDS WITH FINES APPRECIABLE AMOUNT OF FINES LIQUID LIMIT LESS THAN 50 LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS GRAPH SYMBOL & . • & - v ^ Z's'^f-t Vo.'^Q „»- £>-.-'^~^"-'G?;*r&v::?* ;4.&^-*.p- If i'l ^^ ^n M 1 1 III PI PI P Ml 1 ll ^^^^fel^iiiiii^ _-i— --—-——. [-rrr LETTER SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT TYPICAL DESCRIPTION Wall-graded gravels, gravel- sand mixtures, little or no fines Poorly-graded gravels, gravel- sand mixtures, little of no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand- clay mixtures Well-graded sands, gravelly sands, little or no fines Poorly-graded sands, gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mix- tures Inorganic silts and very fine sands, rock flour, silty or clay- ey fine sands or clayey sills with slight plasticity Inorganic clays of low to med- ium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous Of diatomaceous fine sand or silly soils Inorganic clays of high plastic- ily, fat Clays Organic clays of medium to high plasticity, organic silts Peat, humis. swamp soils with high organic contant NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS. TAYLOR.HU NTER A S S 0 C I AT E S, INC. Project Name Duerst Property Project Number G01-00156 Log of Boring THA-1 Location 155 Juniper, Carlsbad, CA Sheet 1 of 1 Drilled' 3/1/02 R\I NBH Checked By LRT Drilling Contractor Driller Names <u <BQ ^- 0 „ 5 — E Cfl --=r~ "^ to moo --J M H ^^ 1 65 (18")' 80(18") j 105(18"! — i 15-: 20- _ 25 — Drilling u . . Total Depth Method Hand Auger Drilled (feet) 10 Type of Approx. Surface Drill Rig Elevation (feet) bu Diameter Groundwater First Completion of Boring 4 Level (feet bgs) na na Type of ' Weight (Ib) Drop (in.) Weather Conditions Hammer Geomatic 35 24 Drizzle, cool Type of Backfilled/Converted to well on (date): Sampler(s) Modified Cal. Split Spoon 3/01/02 % 3 Material Description and Notes Q s I Grass at surface 0' - 2' Dark Brown Silty Sand (SM) moist, fine grain, medium dense, numerous rootlets <1/8" 1 Bulk sample collected from 1' to 4' @ 2' color change to Light Brown, decreasing sift content Decreasing silt content Bulk sample collected from 4.5' to 7' l | Decreasing silt content, increasing density Bulk sample collected from 8' to 9.5' Boring terminated at 10'. 97.5 98.5 Groundwater not encountered. Backfilled with granular bentonite on 3/1/02. Additional Notes/Comments: £ -r " £ti E ^ P£ 6.0 1 9:30 7.5 10:15 10:45 1 j ^^-^_ TAYLOR-HUNTER A S S 0 C I AT E S , INC. geotechnical engineering, geology ond environmental consultants Project Name Duerst Property Project N umber G01 -00156 Location 155 Juniper, Carlsbad, CA Log of Boring THA-2 Sheet 1 of 1 SET Checked By Drilling Contractor Driller " Names NBH LRT ,. _, „Hand AugerDrilling Method Type of Drill Rig Diameter of Boring Type of Hammer Geomatic n_ 4" I Weight (lb)j Drop (in. Total Depth Drilled (feet) b[} First na 35 24 Type of Sampler(s) Modified Cal. Split Spoon Approx. Surface Elevation (feet) Groundwater Level (feet bgs) Weather Conditions Cloudy and cool Backfilled/Converted to well on (date): 3/01/02 Completion na 35 mo oS Material Description and Notes 10 25 58(18") 80(18") EOO (18") Ivy at surface 0' - 2' Dark Brown Silty Sand (SM) moist, fine grain, loose medium dense, numerous rootlets <1/8" Bulk sample collected from 1' to 4' @ 2' color change to Light Brown, slightly moist, Bulk sample collected from 4.5' to 7' Bulk sample collected from 8' to 10' Bulk sample collected from 10'to 11' Boring terminated at 11'. Groundwater not encountered. Backfilled with granular bentonite on 3/1/02. 94.3 4.1 11:15: 93.4 3.4 1 1 :45 96.9 ' 4.7 12:15 Additional Notes/Comments: TAYLOR-HUNTER AS SOCI ATE S , INC.gcotechnkal engineering, geology and environmental consultants Project Name Duerst Property Project Number G01-001 Location 155Juni| °ate{S) 3/1/02Drilled lin'lw £Med NBH Checked By LRT Drilling Contractor Driller Names se Log c ser, Carlsbad, CA ; Method Hand Auger Type of na Drill Rig >f Boring THA-3 Sheet 1 of 1 Total Depth Drilled (feet) 10 Approx. Surface Elevation (feet) 5U Diameter _ ; Groundwater First . Completion of Boring 4" Level (feet bgs) na na Type of Weight (Ib) Drop (in.) Weather Conditions Hammer Geomatic 35 24 Clear and cool Type of Sampler(s) Modified Cal. Split Spoon Backfilled/Converted to well on (date): 3/01/02 .O 8)Q fe.CO of! Material Description and Notes 20 l_25_ 45{18") 75(18") 80(18") Light Brown Silty Sand (SM) moist, fine grain, loose Bulk sample collected from 1' to 4' Decreasing silt content, medium dense Bulk sample collected from 4.5' to 7' Decreasing silt content, increasing density Bulk sample collected from 8' to 10' Boring terminated at 10'. Groundwater not encountered. Backfilled with granular bentonite on 3/1/02. 13:00 96.7 ! 6.6 13:30 99.6 5.8 14:00 Additional Notes/Comments: TAYLOR-HUNTER AS S O C I ATE S , INC. APPENDIX B Laboratory Testing Data o o o Z aT CL <oO .9-l- c O "*m «< ^_J 0) O 01 CO 3a 3 Z) . — ..i « 3?Q.O — O ^ ° w i-Tv C ~^tro ,3? ^, -2 .£ ~ 'o o "2 0 C JZ ,i — 'ID co $; £-i> ^o 5 — c ~ —13 CO *4i o 5 S cg co "CD O •— 3 1to O cg "5. uCO0Q JZ -~. Q. "0tt) 0 Q t- O o> Q.E CO CO d CO_c aCO q CO IO O) COo 2 CO Q "Z. CO ±= 'en c 3oo i—tDQ in CN ••" V Xi— m IO 06O) ino CO CL CO 0CO tnT3cto^. 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CO c 0 .Q JZen TJTJ0 JZD]_J o o' CO CO X 1 ,' , s CO CL CO COco (0TJC COCA "co JZ 3 O^ CO cz o _Q JZCO TJT>0 JZ O) _J o 1 Q. ^JOO to X\~ O UO a;LUi—Z a: O Grain-Size Analysis of Soil (ASTNID 422) THA PROJECT NUMBER: G01-00156 TESTED BY: CPS PROJECT NAME: Duerst DATE: 3/5/2002 100.0 90.0 80.0 70.0 \-Xg ^ 60.0 >- CD o:iu 50.0-z. LL.h- w 40.0Oo:UJ Q. 30.0 20.0 10.0 0.0 1000 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBER HYDROMETER 432 13/43/8 4 40 20 40 100 200 \ \ \ \ 1 1 \ \ \ \ \ \•* ^ .000 100.000 10.000 1.000 0.100 0.010 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND med urn | fine OCLAY Sample Identification D •A O A • tha-1 Sample Identification D •A O A • tha-1 D100(mm) 2.00 D60(mm) 0.55 D30(mm) 0.28 D10(mm) 0.12 Classification Poorly graded SAND with sift Cc 1.2 SYM SP-SM Cu 4.6 LL - % Gravel PL -- %Sand 93.0 PI NP %< No. 200 7.0 % Moisture TAYLOR-HUNTER ASSOCIATES, INC. 135 130 u.riym_j_DRYDENSIT* £n cMoisture-Density Relationship ULSTM D 1557) : : 7* ZERO AIR VOIDS CURV 2.50 ;; ; ES 2.70 ; - '•••-. ' '•• : "• X ..'.\ : '': •• \ '". ^ ••- ' " : V- ! . : .. . J \\ . . 0% 5% 10% 15% 20% 25% MOISTURE CONTENT (%BY WEIGHT) Sample Identification Classification • tha-1 Light brown SAND with silt (SP-SM) A D viawiiiurri uiy Uptimum Density Moisture (Ib/ft3) (%) 125 7.7 PROJECT NAME: THA PROJECT NUMBER: Duerst G01-00156 DATE: TESTED BY: 3/4/2002 Cory Suess TAYLOR-HUNTER ASSOCIATES, INC. ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 TO.TAYLOR HUNTER ASSOCIATES, INC 818 CIVIC CENTER DR. OCEANSIDE, CA. 92054 ATTN: LARRY TAYLOR DATE: 3/11/02 P.O. No. VERBAL Shipper No. tab. No. B 9940 Specification: Material: SOIL ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per Ca. 417 per Ca. 422 per Ca. 643 ppm ppm ohm-cm 7.8 58 111 1 ,986 FORM #2