Loading...
HomeMy WebLinkAbout1372 CYNTHIA LN; ; CB004805; Permit07/18/2001 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:CB004805 Building Inspection Request Line (760) 602-2725 1372 CYNTHIA LNCBAD RESDNTL Sub Type: SFD Lot#: 0 $291,339.50 Construction Type: VN 6 Reference #: 1 Structure Type: SFD 5 Bathrooms: 4 NEW SINGLE FAMILY RESIDENCE Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: ISSUED 12/19/2000 JM 07/18/2001 07/18/2001 SFD 3337 SF, GAR 636 SF, DK 97 SF. COV ENTRY 178SFPIan Check#: Applicant: PLEIN BOB 202 2541 STATE STREET CARLSBAD CA 92008 760-729-7964 Owner: 5008 07/18/01 0002 01 02 CGF- 25552-09 Total Fees: $26,392.59 Total Payments To Date: $840.50 Balance Due: $25,552.09 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 Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,293.08 Meter Size $0.00 Add'l Red. Water Con. Fee $840.50 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $29.13 PFF $1,755.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $2,400.00 Housing In Lieu Fee D5/8 Master Drainage Fee: $0.00 Sewer Fee: $0.00 Additional Fees: TOTAL PERMIT FEES $0.00 $80.00 $1,871.00 $0.00 $5,302.38 $4,894.50 $0.00 $0.00 $432.00 $488.00 $0.00 $210.00 $60.00 $70.00 $0.00 $4,515.00 $0.00 $1,959.00 $193.00 $26,392.59 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of ydwfroject includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/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 capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK . .mi3EST. VAL. Plan Ck. Deposit Validated By \/fa/\. Date r.9 !•>/Address (include Bldg/Suite #)00 Business Name (at this addre \ if I"/ uu I'uy^ J™ i"'"jTr|'..» Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel #Existing Use Proposed Use .Description of Work SO. FT.# of Bedrooms # of Bathrooms Address City State/Zip Telephone #Fax# Name Address State/Zip Telephone # (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 civilpenalty of not more than five hundred dollars [$500]). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: O 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. ffV 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 (c^yiyV ^<vV\W<V "SrtsSjJ^ Policy No. V\POC*O^V» -QOy Expiratjon Data (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1S100] OR LESS) Q CERTIFICATE OF EXEMPTION: 1 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 I hereby affirm that I am exempt from the Contractor's License Law for the following reason: O I as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Q 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, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE 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? Q YES Q NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES O N° 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. HSstjSB8p*>iaSi«i8IFriil«j^i^ '-"I'l la I :l '"' ;;;••'".:•; "'••'• '••'• •"'•'">.'l: " '••;• ; V'.: '.•".-. '.' i". ;',"„••'•.•'• '••'• • • '•" •: .•: : ; '."•'•" -. . ~»-^- '." ""•;•.'W«*i!l^5^UCriTOw^ > > : :.;>:> •i-y.,,. •, ••• ., ••'""• • s.>V: n »,:„ • :-;>;:;,i"": ;:•;•' '"-LA":". ::; .:•:"•" '';! .> -'fea-v J - 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). O<iLENDER'S NAME LENDER'S ADDRESS 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 Citf> 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. EXPIFtATION: 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 City of Carlsbad Bldg Inspection Request For: 06/21/2002 Permit# CB004805 Title: NEW SINGLE FAMILY RESIDENCE Description: SFD 3337 SF, GAR 636 SF, DK 97 SF, COV ENTRY 178SF Inspector Assignment: RGB Sub Type: SFD 1372 CYNTHIA LN Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT PLEINBOB Owner: PACIFIC VIEW DEVELOPMENT Remarks: PM PLEASE Total Time: Phone: 7604197879 Inspector: Requested By: KJOHN Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Associated PCRs Date 05/13/2002 05/10/2002 12/19/2001 12/10/2001 12/05/2001 12/05/2001 12/05/2001 1 1/28/2001 11/28/2001 1 1/27/2001 11/26/2001 1 1/21/2001 11/21/2001 1 1/21/2001 11/21/2001 11/19/2001 Insoection Historv Description 39 Final Electrical 39 Final Electrical 22 Sewer/Water Service 1 8 Exterior Lath/Drywall 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 23 Gas/Test/Repairs 16 Insulation 16 Insulation 16 Insulation 16 Insulation 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers 14 Frame/Steel/Bolting/Welding Act CO NR AP AP AP CO AP NR AP CA CA AP AP AP AP NR Insp RC RC RC RC RC RC RC RC RC RC RC RC RC RC RC RC Comments EMR ARRIVED AT 2:20 - NOBODY ON SITE SEE NOTICE ATTACHED OK TO INSULATE Inspection List Permit*: CB004805 Type: RESDNTL SFD Date Inspection Item 06/21/2002 89 06/21/2002 89 05/13/200239 05/10/2002 39 12/19/2001 22 12/10/2001 18 12/05/2001 17 12/05/2001 18 12/05/2001 23 11/28/2001 16 11/28/2001 16 11/27/2001 16 11/26/2001 16 11/21/2001 14 11/21/2001 24 11/21/2001 34 11/21/2001 44 11/19/2001 14 11/15/2001 14 10/17/2001 13 10/15/2001 13 10/15/2001 15 10/11/2001 83 10/10/2001 83 08/15/2001 11 08/15/2001 12 08/10/2001 12 08/07/2001 22 08/01/2001 21 Final Combo Final Combo Final Electrical Final Electrical Sewer/Water Service Exterior Lath/Drywall Interior Lath/Drywall Exterior Lath/Drywall Gas/Test/Repairs Insulation Insulation Insulation Insulation Frame/Steel/Bolting/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Shear Panels/HD's Shear Panels/HD's Roof/Reroof Roof Sheathing/Ext Shear Roof Sheathing/Ext Shear Ftg/Foundation/Piers Steel/Bond Beam Steel/Bond Beam Sewer/Water Service Underground/Under Floor Inspector Act RGB - RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB RGB AP Rl CO NR AP AP AP CO AP NR AP CA CA AP AP AP AP NR CO AP NR AP NR NR AP AP NR AP AP NEW SINGLE FAMILY RESIDENCE SFD 3337 SF, GAR 636 SF, DK 97 SF, COV Comments FINAL - GMR - ALL SIGNATURES ON CARD PM PLEASE EMR ARRIVED AT 2:20 - NOBODY ON SITE SEE NOTICE ATTACHED OK TO INSULATE MISSING STRAPS, A-35 S, BOLTS, TOO MANY TO LIST OK TO WRAP OK TO COVER NO TRUSS PLANS NO SUPER ON JOB WASTE Monday, June 24,2002 Page 1 of 1 UNSCHEDULED BUILDING INSPECTION DATE -r- INSPECTOR PERMIT # PLAN CHECK # JQR ADDRESS / 3 7 DESCRIPTION CODE DESCRIPTION ACT COMMENTS CO City of Carlsbad Bldg Inspection Request For: 12/04/2001 Permit# CB004805 Title: NEW SINGLE FAMILY RESIDENCE Description: SFD 3337 SF, GAR 636 SF, DK 97 SF, COV ENTRY 178SF Inspector Assignment: RGB Type: RESDNTL Job Address: Suite: Location: APPLICANT PlEINBOB Owner: Remarks: Sub Type: SFD 1372 CYNTHIALN Lot Phone: 0000000000 Inspector: Total Time: 1 8 ll CD Description Exterior Lath/Drywall Act to AP Requested By: KIM Entered By: KAREN Comments #(> Associated PCRs Date 11/28/2001 11/28/2001 11/27/2001 11/26/2001 11/21/2001 11/21/2001 11/21/2001 11/21/2001 11/19/2001 11/15/2001 10/17/2001 10/15/2001 10/15/2001 10/11/2001 10/10/2001 08/15/2001 08/15/2001 08/10/2001 08/07/2001 08/01/2001 Inspection Historv Description 16 Insulation 16 Insulation 1 6 Insulation 1 6 Insulation 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers 14 Frame/Steel/Bolting/Welding 14 Frame/Steel/Bolting/Welding 13 Shear Panels/HD's 13 Shear Panels/HD's 15 Roof/Reroof 83 Roof Sheathing/Ext Shear 83 Roof Sheathing/Ext Shear 11 Ftg/Foundation/Piers 12 Steel/Bond Beam 12 Steel/Bond Beam 22 Sewer/Water Service 21 Underground/Under Floor Act AP NR CA CA AP AP AP AP NR CO AP NR AP NR NR AP AP NR AP AP Insp RC RC RC RC RC RC RC RC RC RC RC RC RC RC RC RC RC RC RC RC Comments OK TO INSULATE MISSING STRAPS, A-35 S, BOLTS, TOO MANY TO LIST OK TO WRAP OK TO COVER NO TRUSS PLANS NO SUPER ON JOB WASTE NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE -oo _ TIME LOCATION /3_72» PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? LJ YES FOR FURTHER INFORMATION, CONTACT PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER EsGil Corporation In Partnership with Government for Building Safety DATE: 05/25/01 D APPICANT JURISDICTION: Carlsbad Q PLANREVIEWER PLAN CHECK NO.: 00-4805 SET: IV Q FILE PROJECT ADDRESS: MS. Map #OO-O5 parcel 3 PROJECT NAME: Pacific View Homes (Plan A & B) 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: According to John at the City roof truss drawings for elevations A & B can be a deferred submittal. ^ C^.- \ By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC LOG tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4> (858) 560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with Government for Building Safety DATE: 05/14/01 Q APPLICANT JURISDICTION: Carlsbad Q PLAN REVIEWER PLAN CHECK NO.: 00-4805 SET: HI a FILE PROJECT ADDRESS: MS. Map #00-05 parcel 3 ^ 7 7 PROJECT NAME: Pacific View Homes (Plan A & B) 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. Hermosa Homes 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. X] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bob Plein Telephone #: (760) 729-7964 Date contacted: 5- 14-w (by:A^ Fax #: (760) 729-5514 Mail Telephone Fax •* In Person REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC LOG tmsmt).dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad OO-4805 05/14/01 NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining problem. 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. • 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: a) 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. b) 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. • STRUCTURAL 18. 12. Provide truss layout for unit A. It appears that the layout shown on manufacturer roof truss package applies to unit B only. The requested information is not submitted. Please provide two sets of revised manufacturer roof truss drawings. 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 Kal Tumalieh at Esgil Corporation. Thank you. EsGil Corporation In Partnership with Government for Building Safety DATE: 01/O4/O1 Q_ABeLl€ANT JURISDICTION: Carlsbad 13 PLAN REVIEWER a FILE PLAN CHECK NO.: 00-4805 SET: I PROJECT ADDRESS: MS. Map #OO-05 Parcel #3 /3"72~ C^ PROJECT NAME: Pacific View Homes (Plan A & B) 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. 1X1 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: 2541 State St. Suite 202, Carlsbad, CA 92008 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: Bob Plein (••M.) Telephone #: (760) 729-7964 Date contacted: r*S~at (by:J^) Fax #: {~760)*?2#-S£m Mail c^Telephonet^ Fax—- In Person REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC 12/21/00 tmsmti.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 ^ (858)560-1468 * Fax (858) 560-1576 Carlsbad OO-4805 01/O4/O1 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: OO-4805 JURISDICTION: Carlsbad PROJECT ADDRESS: MS. Map #00-05 Parcel #3 FLOOR AREA: (3337) Dwelling STORIES: Two (636) Garage, Decks (97) Covered Entry (178) HEIGHT: 26 '- 6" (App. per UBC) REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 12/21/00 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Kal Tumalieh COMPLETED: O1/O4/O1 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 UD list when vou submit the revised plans. Carlsbad OO-4805 O1/O4/O1 • 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: a) 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. b) 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. 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). *L Show on the title sheet all structures, pools, walls, etc, included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Section 106.3.3. Are the site block walls part of this permit if so then provide structural calculation and structural details. 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 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. 5. Please clarify the size and type of window # 22 at bedroom #1. Is a window or a door? 6. Provide stairway and landing details. Sections 1003.3.3. a) Rise may be 8" maximum and run 9" minimum. Carlsbad OO-48O5 01/04/01 7. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of Vi inch per foot for drainage. Section 1402.3. 8. Show drains and overflows. Sections 1506.2 and 1506.3. At decks. 9. Garage requires one-hour fire protection on the garage ceiling common to the dwelling. Table 3-B, Section 302.4.a) Provide 2 layers of 1/2" of type "X" Gyp. Boards for TJi floor joists, per ICBO approval (NER 200) for TJl. • MECHANICAL (UNIFORM MECHANICAL CODE) 10. Provide dryer vent to outside. The maximum length is 14 feet with two90-degree elbows. UMC, Section 504.3.2. • STRUCTURAL 11. 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." 12. Please clarify if the soil report is applicable to both Ms. Map lots 5 and 6. 13. Note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. 14. Specify the slab on grade thickness and reinforcement on plans per soil report. 15. Specify the depth, width and reinforcement of foundation on foundation plan. 16. Show all the required isolated concrete pads on foundation plan. For example at girder truss span. See calculation page 10. 17. Show the design drag loads for all roof drag trusses. 18. Justify the dead load used in design of roof trusses top chords. 19. Provide truss layout for unit A. It appears that the layout shown on manufacturer roof truss package applies to unit B only. 20. Project engineer of record to review manufacturer roof truss drawings. To verify that all drag roof trusses have be design adequately. Additional corrections may follow. Carlsbad 00-4805 01/04/01 21. Cross-reference all calculations to plans. Please number all beams, to allow me to Correctly check structural calculations. For example show where beam (RBM-3) occurs on framing plans. 22. Provide structural calculation for header 4x10 at master bedroom. 23. Specify all required floor joists (TJI) depth and series on framing plans. 24. Provide beam to beam connection detail. Specify the required hangers. For example connection of floor beam FB #1 to FB# 2. 25. Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joist. Section 2320.8.5. 26. Please show in the calculations how the redundancy was determined, per Section 1630.1.1. 27. Show all required shear walls on plans. For example show the required second floor(roof) shear walls along grid line (2 ). Please coordinate between structural calculations and plans. 28. Verify the length of all shear walls shown on plans. Please coordinate between lengths shown on plans and lengths required by structural calculations. For example for second floor (roof) shear wall along grid line 1 for unit B. 29. Provide lateral design for first floor along grid lines 3.1 & 4. 30. Omit Simpson strong wall at second floor (roof) along grid line ( D ). Simpson strong walls are not approved for on raised floors per (ICBO # PFC- 5485). For units A & B. 31. Specify the required A35 spacing for each shear walls type. See section (5/10). 32. Specify the spacing for all stud walls on plans. CITY OF CARLSBAD SPECIAL REQUIREMENTS: 1 Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Truss-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. 2 For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. Carlsbad OO-4805 O1/04/O1 3 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). 4 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). 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 Kal Tumalieh at Esgil Corporation. Thank you. Carlsbad OO-4805 O1/O4/01 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 inspectors) 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 H«TB Signed 1. List of work requiring special inspection: c c Soils Compliance Prior to Foundation Inspection Q Structural Concrete Over 2500 PSI C Prestressed Concrete C Structural Masonry d Designer Specified HI Field Welding High Strength Bolting 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. B. C. 3. Duties of the special inspectors for the work listed above: A. Special inspectors shall check In with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad OO-48O5 01/04/01 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4805 PREPARED BY: Kal Tumalieh DATE: 01/04/01 BUILDING ADDRESS: MS. Map #OO-05 Parcel #3 BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: VN BUILDING PORTION Dwelling Garage Deck Cov. Entry Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA II Valuation (Sq. Ft.) | Multiplier 3337 636 97 178 cb City Est. Bldg. Permit Fee by Ordinance ^ Reg. Mod. VALUE ($) 291,339 291,339 $1,293.08 Plan Check Fee by Ordinance Type of Review: D Repetitive Fee Repeats Complete Review D Other D Hourly Structural Only Hour(s) * $840.50 Esgll Plan Review Fee $168.10 Comments: Plan Identical to plan Check 00-4799 Sheet 1 of 1 macvalue.doc '•A DATE: f/p3/0 ( BUILDING ADDRESS-. BUILDING PLANCHECK CHECKLIST PLANCHECK NO,: 137,3BUILDING PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER:EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted tor review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following Improvements: DENIAL Please sea the^. attached report of deficiencies marked withBT^Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. ~ Date: Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permft Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue. Carlsbad. CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 WWORODOCSVCHKLSTOuMng PtondNcfc OW Form (OwwkMoe RM.71MO BUILDING PLANCHECK CHECKLIST North Arrow Existing & Proposed Structures Existing Street Improvements 'rty Lines E. JTasements Provide a fully dimensioned site plan drawn to scale. Show: F. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service Show on site plan: 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." Existing & Proposed Slopes and Topography ^ \ C. Size, type, location, alignment of existing or proposed sewer and water service *jrj^jJtv (s) that serves the project. Each unit requires a separate service, however, r^ >y j second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. S'4^ Include on title sheet:3.O A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION mwORBDOCfflCHKLSTWuMro PtactackCkM Rrnn (GMMk&doc D D D BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. 4b. All conditions are in compliance. Date: REQUIREMENTSDEDICATION edication 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 Yf 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 jthe Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:Date: MPROVEMENT 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 mWWHWOCfflCWOSTlBi*** Ptandw* CkW fan* (WOCX£. HARVEY T-U-OOldoc BUILDING PLANCHECK CHECKLIST rd D D D 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 $280 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. D D D D D D Neighborhood Improvement Agreement will include the following: 6c.- Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: _ Date: . No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the Citv Inspector prior to occupancy. D D D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 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 apDjroval obtained Prior to issuance of a Building Permit. ding Inspector sign off by:Date: Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) taV.BOMO BUILDING PLANCHECK CHECKLIST 4sr 2ND 3RD D D D 7d -No Grading Permit required. n D Cl 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS / . 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: D D 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 City Engineer prior to issuance of grading or building permit, whichever occurs first.^ . 72) «2 OtQ$Qci 11. (^Required fees are attached Q No fees required WATER METER REVIEW C3 D 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. Rn. T/14WO BUILDING PLANCHECK CHECKLIST ST D D 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 elwefc CUB Fomt (Gm«fc)Joc BUILDING PLANCHECK CHECKLIST -< ST 2ND 3*° 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. D D D 13. Additional Comments: fttWORODOCStCHNATtMUne MMM* CUM fan <G«Mri44oc D J& & Ci ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET stimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: V# ^X Prepared by; ^A EDU CALCULATIONS: s~> fTypes of Use: fr f~ Types of Use: ~~ ADT CALCULATIONS: Types of Use: ftf*} Types of Use: FEES REQUIRED: VH-rCwra. C ^ Bldg. Permit No Date: b/&/fTi Checked by: t 6 List types and square footages for all uses. 7*2. Sq. Ft./Units: Sq. Ft./Units: List types and square footages for all uses. ^ Sq. Ft./Units: Sq. Ft./Units: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1 , reduced . f \j\J\.) Date: EDU's: EDU's: ADT's: ADT's: Traffic Impact Y3Q? | ( Fee) ETtfo 1. PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS--4 2. TRAFFIC IMPACT FEE ADT's/UNITS:X FEE/ADT:I •STBRIDGE AND THOROUGHFARE FEE ADT's/UNITS: T. FACILITIES MANAGEMENT FEE S^ UNIT/SQ.FT.: S 5. SEWER FEE EDU's: 1 Ah&EFIT AREA; IT1 EDU's: (DIST. X ZONE: X X X #1 DIST. #2 DIST. #3 ) FEE/ADT: -$ (S^ I FEE/SQ.FT./UNIT: = $ 0Tf FEE/EDU: l'^7 _$ /^5^ FEE/EDU: =$ /ff 6. SEWER LATERAL ($2,500) . DRAINAGE FEES PLDA_ ACRES: HIGH /LOW FEE/AC:= $ 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION WonnOoctMilllsfonraXFM Catculrton WorfcshMt Iof2 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 WnnflDecs\Mt«fonTM\FM Calcutatton WoifcshMt Rev. 7/14/00 07/18/2001 07:19 FAX 760 438 4178 ENG. INSPECTIONS cmroFCARLseAO GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE a 01 PROJECT INSPECTOR^ PROJECT in M^ OO-Q5".GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE: L N/A" NOT APPLICABLE V- COMPLETE 0 «INCOMPLETE OR UNACCEPTABLE 1stX y/ y/ / K^ ^" V^ /w/A N/ 2nd. 1. SHvvccKC to n»queded lob adequate and toglttNy grouped. 2. Site erosion control measures adequate. a Overa»*Re adequate Jbrheallh,safeft< and welfare of puMc, 4. Letter of request for partial release submitted. 5. 8 tt'X11" site plan (attadmert) showing requested Ws submWed. 6. Compaction report from soils engineer submitted 7. Engineer of WorfccartHtebon of wo* do^ 8. Geologic engineers letter if unusual geologic or cubturteee conditions extol ^ 9. Fiw hydrants within 600 feet of bufldhflcombustiblss and all weather roads access to she. Partal retease of grading for tne above stated tots Is approved for tfw pwpo« of buadtog pern* issuance. Issuance of building permits is stil subject to all normal City requhvment* required pursuant to the butting permtt process. Partial release of the site Is denied tor fte Wtowlng reasons; Construction Managw o OS I PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address 1 VIPlan Check No. CB M%O5 Planner Gieu Fisher ?cx^. V &cc\VXUI\JPhone (760) 602-462^%^ APN: Ln. Type of Project & Use: Zoning: fc-~\ General Plan: CFD fin/nutt Circle One .Date of participation: Net Project Density: DU/AC _ Facilities Management Zone: \ Remaining net dev acres: (For non-residential development: Type of land used created by this permit: ) Legend: |/\l Item Complete Item Incomplete - Needs your action I | Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES _ NO CA Coastal Commission Authority? YES _ NO If California Coastal Commission Authority: Contact them at - 3111 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? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: _ YES NO 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:\ADMlN\COUNTER\BldgPlnchkRevChklst D Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: . - I I 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easemerits, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. XI I I I I 2. Provide legal description of property . Zoning: _£/ 1. Setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required FNv 2. Accessory structure setbacks:„ , \ Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required |J rn mN/I I II I 3. Lot Coverage: Required W I I 4. Height: Required P\VJ ) V I I 5. Parking: Spaces Required < — ^ ( Guest Spaces Required I>v/ _ T Additional Comments aoruo/ rV and assessor's parcel number. pto f Shown ^<O {_& ( Shown (_e f Shown (2-' Shown 7MZ' Shown Shown Shown Shown Shown HO 7o Shown ~*>\~7 r> ~^> O Shown ^<zS J. Shown u Shown ^A o_r^ ir^4r.jnoK- d\rv^r\%inr> ^/ i of <9xG x: 3^O OU° a-3~?-fl( OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H :\ADMI N\CO UNTER\BldgPlnchkRevChklst l/\ DATE / ADR1ANA DRAOUS CONSULTING STRUCTURAL ENGINEERING 2661 BRIGHTON RD., CARLSBAD. CA. 92008 PH. (760)434-4067 FAX (760)434-3367 F \C- JOB NO. BY DATE - FL< 8> 3- DESIGN CRITERIA Building Code :1997 Foundation Soil :2000psf per soil report Concrete :2500 psi Concrete Block :ASTM C90.GRADE N •tiTi It . ii. ii Reinforcing Steel : ASTMA61 5-40 or A61 5^0 as noted ffijP*"^—-* Structural Steel :ASTM A36 Pipe Column : ASTM A53, Grade B Wood Framing Studs :Stud Grade Joists :DF#2 Beams :DF#1 Posts :DF#1 (6x),Stud Grade w ^^Sbf£S3'/IRSf'ffmS NO,CXNU\\ V yp*3/*w Vw«v« GLB : 24F-V4 "V^C/V\V Plywood : P.S. 1-85 Exterior Glue ^S^oTcSt^5s- - *• DESIGN LOADS Lateral Wind : ( CeX Cq)(qs)( 1) Seismic : ZICa/R ROOF K+*f ^T fa'T'^ff**^ fjr 1 t&^r '* Live Loads 16 Trtt/^ <(*) DeadLoads R/FH- Finish 14 H Insulation 1.5 — Sheathing 1.5 '•' Jsts / trusses u/f" +* 4.5 •£,. $ BotL 3 -. MISC. 1.5 D.L(DSf) 26 !6 T-MPrt) f2 3-4-, ***4| y'^^ 18,5 PSF 0.293 FLOOR DECK if*~ 40 60 4 6 1.5 3 3 3.5 3.5 3 8 1.5 1.5 16.5 22 56.5 82 fJoT£ ; f0& -r^p^U^^D TTi-^v^ — / G&G ADRIANA DRAGUS CONSULTING STRUCTURAL ENOMECRMO 2661 BRIGHTON RD. CARLSBAD. CA. 92008 PH (760) 434-4067 FAX (760) 434-3367 f t?u<*t4 A.) -= o yj /?-- /. JOB NO. DATE *7 x // •= C. b& *G^ ADRIANA DRAQUS CONSULTING STRUCTURAL ENGINEERING 2661 BRIGHTON RD. CARLSBAD, CA. 92006 PH (780) 434-4067 FAX (760) 434-3367 a_ - 4^ l.r ft R 1* JOB **- **DATE SH-2. OF J7 ADRIANA DRAGUS CONSULTING STRUCTURAL ENGINEERING 2061 BRIGHTON RD. CARLSBAD. CA. 02008 PH (760) 4344067 FAX (760) 434-3367 JOB NO. DATE SH.4- 1° ADRIANA DRAGUS CONSULTING STRUCTURAL ENOINEERma 2861 BRIGHTON RD. CARLSBAD, CA. 92008 PH (780) 434-4067 FAX (760) 434-3387 JOB NO. BY DATE 1-- £ OF J*78H. fotj* A > >x -it- TM 4 tu«uu.tt..e\>«. ADRMNA DRAGUS CONSULTING STRUCTURAL ENOINBKWNO 2661 BRIGHTON RD. CARLSBAD. CA. 92008 PH (760) 434-4067 FAX (760) 434-3367 JOB NO. " DATE 7~*V- ij. 7. f 7, ADRIANA DRAGUS CONSULTING STRUCTURAL ENOINEERMO 2661 BRIGHTON RD. CARLSBAD, CA. 92006 PH (760) 434-4067 FAX (760) 434-3367 JOB NO. BY_ DATE SH.J • 1 . (if. ot 1 «rU>V£ r; l-z.. ADRIANA DRA6U8 CONSULTING STRUCTURAL ENGINEERING 2W1 BRIGHTON RD. CARLSBAD, CA. «008 PH (760) 434-4067 FAX (760) 434-3367 f=»j2- p A-<S-1 ' C JOB NO. BY *"*-* DATE 1l22~ OF J'? ' r ADRIANADRAGUSCONSULTING f2_v£*; J oeTM'^ F^r*- ^" STRUCTURAL ENGINEERING p A <="-« F*. C- ** 2661 BRIGHTON RD. CARLSBAD, CA. 92006 DATE PH (760) 434^067 FAX (760) 434-3387 8M.1 -rL ^' ~ O. 4X ADRIANADRAGUS CONSULTING fi€^»J OOJ <^C fi»r£. JOB NO. STRUCTURAL ENGINEERING p A &\ F* C- 2061 BRIGHTONRD.CARLSBAD,CA.92008 ' DATE I- PH(760)434-4087 FAX(760)434-3387 SH.J1 o V p. *. +0 t b t& h(tz x j»l.^ £*- 7- ^J( I - - — — p«>ti- ^ * ij L» ' ADRIANA DRAGUS CONSULTING STRUCTURAL ENGINEERING 2661 BRIGHTON RO. CARLSBAD, CA. 92008 PH (760) 434-4067 FAX (760) 434-3367 JOB MO. *2_£ 5 / DATE 7-1* SH.J7-OFJ7 ADR1ANA DRAGUS CONSULTING STRUCTURAL ENOlNEERfNO 2661 BRIGHTON RD. CARLSBAD, CA. 92008 PH (760) 434-4067 FAX (760) 434-3367 JOB MO. BY DATE ~ SH.J3. <7I LJ_J Q U XuC/> c/3 Of CO o CO O. a U# AJ 00 nj 03 cu S Al cu cu ok u CU O 2 m ADRIANA DRAGUS CONSULTING STRUCTURAL ENGINEERING 2661 BRIGHTON RD. CARLSBAD. CA. *2008 PH (780) 434-4067 FAX (780) 434-3387 t-CR) p- ^-JOB NO. BY DATE SH.^ OF_ «.. PL. R «?' -F CO F I* p. ^ v-q" 7-. 1 - V4i, o . 5 W.j -72.S" ADRIANA DRA6U3 CONSULTING STRUCTURAL ENOINEERtNO 2661 BRIGHTON RD. CARLSBAD, CA. 92008 PH (760) 434-4067 FAX (760) 434-3367 <§> / Q &0 / 7, ./ o.1* JOB NO. DATE c, TX p^A ADRIANA DRAQUS CONSULTING STRUCTURAL CNOINEERINO 2681 BRIGHTON RD. CARLSBAD. CA. 92008 PH (760) 434-4067 FAX (780) 434-3387 JOB NO. BY DATE /*• SH. 1 -fax r i* 1, * €>^ C (<• * ADRIANA DRAGUS CONSULTING STRUCTURAL ENOMeCMNO 2M1 BRIGHTON RD. CARLSBAD, CA. 92006 PH (760) 434-4087 FAX (760) 434-3367 -^ ^ <?/. - /. -2^34. ADRIAN A DRAGUS CONSULTING STRUCTURAL ENGINEERING 2661 BRIGHTON RD. CARLSBAD, CA. 92008 PH (760) 434-4067 FAX (760) 434-3367 JOB NO. DATE SH. _ OF BUENA VISTA AVENUE CYNTHIA LANE ADRIANADRAGUS CONSULTING STRUCTURAL ENGINEERING 2661 BRIGHTON RD. CARLSBAD, CA. 92008 PH (760) 434-4067 FAX (760) 434-3367 JOB DATE SH. _ OF -+1 fO ft VM "5" ODD t n f\/ ATV $ ICBO Evaluation Service,'Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601 -3299 ----- ---,- ? A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Copyright © 1998ICSO Evaluation Sarvtes. he. ER-4211 Reissued January 1,1999 Filing Category: FASTENERS—StMl Gussat Plates (066) COMPUTHUS TRUSS PLATES COMPUTRUS, INC. 10370 HENET STREET, SUITE 200 RIVERSIDE, CALIFORNIA 92503 1 & SUBJECT CofflpuTrus Truss Plates for Wood Trusses. 2.0 DESCRIPTION " 2.1 General: .-• . .'.'.-. •';.. .:.';.- .;'••';-... .:,. • .:.,... The CompuTrus Truss Plates am fiat steel plates designed to connect wood truss members. The plates are manufactured from galvanized-steel and come hi various lengths and. widths, and have integral teeth that are designed to laieraBy transmit load .between truss wood members. Plans and caK culations must be submitted to the buikflng official far trusses using truss plates described in this report ; 2.2 Materials: .'" • "-.'. ' ' ••.:'•.;•„';"• '••••-' ;•:-,'"• /,-''./ The CompuTrus truss plat** are punched from Wo. 18 gage . . (0.0454 inch (1.15 mm) bas* metal thickness] and No. 20 gage [0.0375 inch (0.95 mm) base metal thickness) G60-oaK vanlzed sheet steel complying with the mechanical require- merits established In ASTM A 653 SO Grade 33 of higher. . Each plate has 9.4 loath per square Inch of plate; each tooth b approximately V3 Inch (8.5 mm) long and approximately a 106 inch (2.7 mm) wide. The teeth an punched In pairs, with each pair spaced V4 Inch (6.4 mm) on center along the width of the plate, and 0.85 inch (21.6 mm) on center along the length. Alternating rows of teeth are staggemd 0.10 Inch (2.5 mm) from adjacent rows. The "CNT series plates are Identical to the *C" series plates, except that every third row of teeth is omitted. Plates are 0.85 Inch (21.8 mm) In length, and are avails^ > in widths of up to 12 Inches (305 mm), In Vrtnch i (12.7 mm) increments, as required by design. Th» plates are applied lo truss members in pairs; with one plate on each face of each joint using a power press constructed In accordance with the manufacturar*s specifications. See, Figure 4 for.de- tafla of plate dmaraicns. '. . '....; . .-M Allowable Loads: : . " ; Tables 1. 2 and 3 provide allowable lateral loads, tension loads and shear loads, respectively, for the CompuTrus truss plates. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construc- tion. ANSUTPl 1-1995. Acooy of theANSinPl 1-1995 stand- ard must be supplied to the building department when this is requested by tha building official. 2.3.1 Lateral Resistance: Each CompuTrus truss plate must be designed to transfer the required load without ex- ceadlng the allowable toad per square inch oi plate contact area, based on species on the orientation of the teath relative to the toad, *nd on the direction of load relative to grain. De- sign for lateral resistance must be in accordance with Section 11.2,1 of ANSI/TPM-1S96. Table 1 provides allowable lateral -loads for the truss plates. . 2.3.2 Tension Resistance: Each CompuTrus truss plate must be designed for tension capacity, based on the orienta- tion of the truss plate relative to the direction of toad. Design for tension must be in accordance with Section 11^2 of ANSI/TPt 1-1 99S. Table 2 shows allowable tension loads for the truss plates. AddtiqnaHy, the net section of the truss plates for tension Joints must be designed using the alowable tenafle .stress of the metal, adjusted by the truss plate tensile effectiveness ratios shown ki Table 2. - - . Shear Resistance: Each CompuTrus truss pata must . be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSt/TPI 1-1995, Table 3 shows allowable shear toads for the truss plates. Additionally, the net section of the truss plates for heel Joints and other joints involving shear must be designed using the aflowable shear values for the truss plates, adjusted by the shear resistance effectiveness ratios shown In Table 3. ZM Metal Plata Reductions: Several allowable-toad re- duction factors for the metal plates, when they are applicable, must be considered cumulatively In the design of truss plates used in fabricated wood trusses: - • ';..;••. 1. Allowable lateral resistance values for the CompuTrus truss plates must be reduced by a strength reduction fac- - - tor. QR. shown in Table 4, when the plates are Installed in . (umber by means of a single-pass, full-embedment roHer1 system having minimum roller diameters equal to 1 a inch* , eS (457 mm). This reduction does not apply to embed- ment hydraulic-platen presses, multiple roller pnsssc; that use partial embedment followed by fun-embedment rollers, or combinations of partial embedment roller presses and hydrauHc-pfaten presses that feed trusses into a stationary finish rotter press. When trusses are fab- ricated wim slngte^ass roller presses, the calculations ' for the truss design submitted to the bidding department . for approval must specify the minimum ofemeter of the roller press and the appropriate strength reduction factor from thb report . . • 2. Allowable lateral resistance .values for me CompuTrus truss plates must be reduced by 15 percent when tha plates are installed on the narrow face of. truss lumber -•-. members.- ../•••• .• _-.-.-• ._._•• ' 3. Allowable lateral resistance values must be reduced by 20 percent when the CompuTrus truss plates are. installed . *m lumber having a moisture content greater than 19 per- cental the time of truss fabrication. Krolttaiion rtporu of ICBO Evaluation Soviet. /«*« an issutd w/«fr to pntrU* M/urwaawi lu Ctn* A wwiAm a//CBa vtilkjng &* cod* *f9H **»eA »** rVart Is baseiL Evaluation rtpartx an not tab* foajtrval« rtpraentinjt Msthatts or my atktr attributs not vn-f/IcaJQt aMrtsttd mtrasan titdorttmtitt or iwu»«tii- thttiaitfor ustufthfwbjectrtpurL '.'..- • Tklt report is hastd upon liHttp*nd*nt tests or otter ttchnic'al Jot* submiaei by the applicant, TJit tCBtl Kvaltuttian Stnitt. litf^ ttehiticai tuff ha r«v*rw«f /A* l*.tt results antl/ttr aiher data, hm dues not potsets ttxtfaeUltia to utakt M iadtptndtnt vtriptatitta. Thtrt is at warranty by ICJlt) Evaluation Streift. Iae~ nprtss as l« onv "ffadian" tr ttthvr inatitr in lit* ttjntrt ar as to any product tntgrtd by the rrpurc This iliidaimer infludfx, but a not limited to. oHrehantahimy^ pags 1 o* 5 tage 2 of 5 ER-4211 4. Allowable lateral resistance values (or CompuTrus truss plates installed at the heel joint of a fabricated wood truss must be reduced by the heel-joint reduction factor. % as follows: Hfl » 0.85 - 0,05(12tan9 - 2.0) where: 0.65 fih^S 0.85 8 « Angle between lines of action of the top and bottom chords (shown in Figure 3). Where the top chord slopes are greater than 12:12 (100% slope), this heel-joint reduction factor is not applied 2.3.5 Combined Shear and Tension: Each CompuTrus truss plate must be designed for combined shear and tension capacity, based on the orientation of the truss plate relative to the directions of loading. Design for combined shear and ten* slon must be in accordance with Section 11.2.4 of ANSI/TPI 1-1995. . . 2JJ.6 Combined Flexure and Axial Loading: Truss plates designed for axlaUorcas are only permitted as splices In the top and bottom chord when the spaces are within 12 inches (305 mm) of the calculated point ofzero moment Design of truss plates at splices In the top and bottom chord that are not placed within 12 Inches (305 mm) of the calculated point of zero moment must include combined flexure and axial stresses. . 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for he trusses using truss plates described in this report The truss design must show compfianca wfth the code and accepted engineering principles. AKowable loads for tine truss plates may be increased for duration of load in accordance with the code. Calculations must specify the deflection ratio or the maximum deflection tor Rye and total load. For each truss design drawing. th« following information, at a mini- mum, should be specified by the design engineer 1. Truss span, spacing, and slope or depth. 2- Dimensioned location of truss joints. 3. Model, size and dimensioned location of truss plates at each joint 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports, 8. Top and bottom chord Bve and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. ', i 7. Design calculations conforming to ANSl/TPl 1-1995 and any adjustments to lumbar and truss plate allowable val- ues for conditions of use. Z5 Truss Fabrication: Plate connectors shall be Installed by an approved truss fabri- cator that has an approved quality assurance program cover- ing the wood truss manufacturing and inspection process in accordance with Sections 2304.4.4 and 2321.3 of the code and Section 4 of ANSl/TPl 1-1995. The allowable loads rec- ognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses; multiple roller presses that use partial embedment followed by fun-embedment rotters; or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses Into a stationary finish roller press or. If the ad- justment factors given in Table 4 ara used, single-pass rollerpresses. When truss fabricators use single-pass roller presses, the rollers must have minimum-18-inch (457 mm) diameters. Plates embedded with a single-pass, fun-embedment roller press must be preset, before passing through the roller press, by striking at least two opposite comers of each plate with a hammer. 2.6 Identification: The CompuTrus "C" Series plates are embossed with the designation "C-20" or "C-18," for the No. 20 gage or No. 18 gage plates, respectively. For the "CN" series, the No. 20 gage plate is identified by the designation "CN-20" embossed on the plate, and the No. 18 gage plate is identified by the des- ignation "CN-18.". • 3.0 EVIDENCE SUBMITTED Test data in accordance wfth National Design Standard for Metal Plate Connected Wood Truss Construction. ANSl/TPl1-1995.-, 4.0 FINDINGS That the CompuTrus Truss Plates for Wood Trusses da- . scribed In this report comply with the 1997 Uniform Building Code™, sub|act to the following conditions: 4.1 Plans and calculation* are submitted to the build- ing official for the trusses using truss plates de- icrlbad In this report - 4.2 The truss plates are designed to transfer the re- quired loads using tna design formulae In ANSHTPI 1-1995. A copy of the ANSl/TPl 1-1995 standard must be supplied to the building department when this is- requested by the building official. 4.3 The allowable leads for the truss plates comply with this evaluation report 4.4 Truss plates are not permitted to be placed where knots occur in connected wood truss members. 4.5 Truss plates are installed in pairs on opposite faces of truss members. 4.6 Trusses using truss plates described In this report must be fabricated by a truss fabricator approved by the building official, In accordance with Sec- tions 2304.4.4 and 2321.3 of the code. 4.7 Allowable loads shown In the tables of thia report may be Increased for duration of load In accord* ance with the code, 4.8 Overpraised truss platea are not permitted. Over- pressed plates occur when the truss plate la em- bedded Into the lumber more than one-half the plate metal thickness. 4.9 Allowable toads shown In the tables of thia report ara not applicable to truss plates embedded In lum- ber treated with flra-resisUve chemicals. . 4.10 When a one-hour fire-resistive rating is required for trusses using CompuTrus plates, see Evaluation Report ER-1632. This report Is subject to re-examination In two years. CampuTrus, Inc. Manufacturing • Engineering * Computer Syatenu WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences, , 3. 1x3 compression web bracing must be installed where shown +, 4. All lateral force resisting elements such as temporary and permanent bracing, must be • designed and provided by designer of complete structure. CompuTnjs assumes no responsibit- •fty for such bracing. 5. No toad should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design toads be applied to any component 6. CompuTrus has no control over and assumes no, responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CompuTrus . uponrequest GENERAL NOTES, unless otherwise noted: Design to support loads as shown. 2) Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + +. 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment and are for "dry condition" of use. , 6. Design assumes full bearing at all supports shown. Shirn or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center tines coincide with joint centerlines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix *C", see l.C.B.O. R.R. 4211 11. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ga. material is used. All others are 20 ga General Notes: Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by .continuous sheathing. Truss Plats Institute NOT ANSVTPIM995 2 DESIGN RgSPONSJSILrTIES 2.2.1 The Building Designer shali specify the following: 2.1 TRUSS DESIGNER (a) Design loads in accordance with Sec- Truss Designer - is the design professional ' lion 3." '• individual organization having responsibility (b) Truss profile and intended support Ip- for the design of meta! plate connected wood cations.. trusses. This responsibility shall be in (c) Temperature and moisture environment .accordance with the state's statutes and for the intended end use. regulations governing the professional (d) Any special requirements to be consid- registration and certification of architects or ered in the truss design, engineers. Aiso referred to as truss engineer, , . ,'.- s •-: .\--V-'-' ^ :;v ; design engineer, and registered engineer, 2.2.2 As this Standard does not cover the- but hereinafter will be referred to as truss design for the complete structural system of a designer. , " building, the Building Designer shall provide , . ...•••; . . for the-foliowing in the design and detailing of 2.2 BUILDING DESIGNER : tiie building: r : Building Designer-is the design professional (a) Truss deflections ,; i > indMdualororganizationhavlngresponsibirrty (b) Truss movement due to moisture and for overall building design,in accordance with temperature change ' the state's statutes and regulations governing (c) Truss supports and anchorage accom- the professional registration and certification modating horizontal, vertical or other re- of architects or engineers. This responsibility. actions or displacements ; . includes but is not limited to foundation design, (d) Permanent truss bracing to resist wind,, structural member sizing, load transfer, seismic and any other lateral forces act- bearing conditions, and the structure's ingperpendicuiartotheplaneofthetruss compliance with applicable building codes, (e) Permanent lateral bracing as specified Also referred to as registered architect or by the Truss Designer, to prevent buck- engineer, building designer, and registered ling of the individualtruss members due building designer, but hereinafter will be to design loads. , : • referred to as building designer. ;. Truss Plata Institute ANSin*P! 1-1995 Appendix A (Non-Mandatory) MOTE: responsibility for the design of metal plate connected wood trusses. This responsibility shall be in accordance with the state's statues and regulations governing the professional registration and certification of architects or engineers. Also referred to as truss engineer, design engineer, registered .engineer, and engineer, but hereinafter will be referred to as Truss Designer, A.1.2.9 "Truss Design Drawing" shall mean the graphic depiction of an individual Truss prepared by the Truss Designer. A.1.2.10 "Truss Manufacturer" shall mean an individual or organization regularly en- gaged in the manufacturing of Trusses. ' A.1.2.11 "Truss Placement Plan" is the drawing identifying the location assumed for each Truss based on the Truss Manufacturer's interpretation of the Construction Design Docu- ments. . '--'".-- " - AJ2.0 OWNER RESPONSIBILITIES A.2.1 Directly or through its representatives, which may include the Contractor and/or Build- ing Designer (a) review and approve each Truss Design Drawing; (b) review and ap-" prove the Truss Placement Plan; (c) resolve and approve all design issues arising out of the preparation of each? Truss Design Draw- ing and Truss Placement Plan; and (d) coordi- nate the return of each approved Truss De- sign Drawing and Truss Placement Plan to the Truss Manufacturer prior to truss manufactur- ing. ^ A.3.0 BUILDING DESIGNER RESPONSIBILITIES ~^ ~ A.3.1 Design a structure suitable to ensure that the intended function of each Truss is not affected by adverse influences Including, but not limited to, moisture, temperature, corro- sive chemicals and gases; ^•_^_:r^i—--. - A.3.2 Prepare the Construction Design Docu- ments, showing all trussed areas, which must provide as a minimum the following: A.3.2.1 All truss orientations and locations; A.3.2.2 Informationtofullydeterminealltruss profiles; . A.3.2.3 Adequate support of the Truss and ail truss bearing conditions; A.3.2.4 Permanent' bracing design for the structure including the Trusses, except as provided in A.3.4 and A.6.2.12. , A.3.2.5 The location, direction and magni- tude of all dead and live loads applicable to each Truss including, but not limited to, loads attributable to: roof, floor, partition, mechani- cal, fire sprinkler, attic, storage, wind, snow drift and seismic; A.3.2.6 All Truss anchorage designs required to resist uplift, gravity, and lateral loads; A.3.'2.7 Allowable vertical and horizontal de- flection criteria; A.3.2.8 Proper transfer of design loads af- fecting the truss; and ','••' ••. A.3,2.9 Adequate connections between Truss and non-truss components, except as noted in Section A.6.2.9. :' ; V A.3.3 Review and approve the Truss Place-; ment Plan and each Truss Design Drawing for conformance with the requirements and intent of the Construction Design Documents, the effect of each Truss Design Drawing and Truss. Placement Plan on other parts of the structure, and the effect of the structure oh each Truss. - A.3.4 Specify permanent lateral bracing where indicated by the Truss Designer on the tfft&i&JV6&n & ft to & "SBDJiff! ilr* 8 s a.i E |*i-III 3* 1a. I SS1 r | I 1 ft I PcnrwrantWeb Group bl Wood Ihine* (WebMembm} ngura39 Pwrnwnwitbradnglnttiaplamofthemba. ^;•. A DANGER .designates' condition " this safety alert symbol is used to attract your attention! PERSONALSAFE7YIS INVOLyEDrWhen . you see this symbol ^BECOME :A£E^pgmTS^-IK-GOAf*a ^-%i"-%-'^*s%;.^^.^;^-----^l^5^|M?_-.-j MESSAGE. •:•;•-::-:i-::r :^£,£:?:<:^-i:-^^v.l!^?tf;£fe* r,,;CAyTlpN::gA.. _ ,, 5 .^ -jr^...v^. .„,...,,,.,,.. ^, w"c '^fpractfc^otir^^^^r^fB cor^ibr^a]||^^ result In jjerednalinjury^or ^tff.^ .'iwiuii ;;-Vi--.,_,__,.,r-.-»..-.>, -b^«nigetb^stru^ur^.^gg^ - ' r -- I Wd iioi iwaawoynri u i<ai \yivu iciiay .utd-u yatj^ac4%* wsra«A« S**eW!iSi!^) W**BM." SS* "V lW5.'-"1»^5' w»^'?-'=SM*.E.i*li'Ht;>>-n^Miif i>i">? "!-v w '''^Bi*" •M.vEsa^frgJs8^>fe3lpiikfr"gffl^ p^^|fetl|E|t^ret?p^^|^p@g^B^^^^f-v'^"sl^"?^^0^"-W.^p^^^^l@Rfi#aepenp!Beu^nlrt{m|aiidg^2k^i^M^*'M^'»^i^^^^^ K^»M^^Wl^flMW^»fe^«^i» C,emrneptan>'s>,-v.'K^ft-rr ^^^^^Bracing i«e[^i;^(soBy^VVS^^I^^J^Si^|«p TRUSS STORAGE ^^io^ed^h;jpi^terraln^ un^ jaae y§mfc_-- ^.j;"^^".^ ^^.^^A^-a-'v-^ fefe^K^^^^feKV,i^^^dan^&tp^einjss^5^^^^v CAUtlON: Trusses stored hprfepiitally should be ^Upp^aSnblqcWngtopr^g^c^^ bending arid lessen moisture —" x.^.^**&<*- WARNING: Db npt break b«| begihs; Cars should jsee^erc^ed inba movai to avoid *M«ina t r: Trusses stpreo! vertically 'should be braced to'prevent toppling or itipping^. ;^y^fy^ DANGER: Do not store bundles upright unless do riot breakbands until bundles aravciabad in a stable horizontaroosition.'->i'^'--' r RN1NG: Dp not Htt singl feateir than 30* fayL •••-----•• -• ••-•• - ••'' Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set In proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing Is Installed. •*£*<'?fvrfy, :*(M,i-"«*'--i'SHU-ies-'-'SSirifeM!'"-<i«i'•-aclng is BRACING: BUILD1HG EXTERIOR II! I sr^ "S Q Tm« Web Member i \ Bottom Chord Lateral bracing alone .maintains spacing between trusses, but doea not prevent the entire group of trusses from moving together, sideways. . Lateral bracing, together with web diagonal bracing or cross bracing, form triangulatlon for stability. Figure 30- Web member diagonal bracing. Qvgf 32' - 48' Over 48'-60 See a registered professional engineer Continuous Top Chord Lateral Brace Required Attachment Required Top chorda thai are laterally braced on buekle logetherand cause collapMHtheretano diago- nal bracing. Diagonal bracing ahould be nailed to th« underaMa of the tap eriard when puilbw are attached to tha topaid* ol th* top chord. See a registered professional engineer Continuous Top Chord Lateral Brace Required Attachment Required Topchordathatara laterally braced can buckle togetlurandcauaecollipMif there lano diago- nal bracing. Diagonal bracing should be nailed to the twderald* of the top chord when purlins are attached to the top aids of the top chord. Continuous Top Chord Lateral Brace Required Top chorda lhatara laterally braced can buckle togetherand caiiMcollapM if than i»no diago- iw) bracing. Diagonal bradng tottwundwtJdaoftlictopclierdwhwi.purnn*m ittachad to th* topcld* of the tea aherd See a registered professional englneei Afiachment Required Continuous Top Chord Lateral Brace RequiredTop chorda thai am laterally brwt*d cwi buck]* tog*th*r and caiua collapaa If th*r« la no diago- nal bracing. Diagonal tricing thould b* nallvd to tha uitdanld* of tha top chord whan puriln*ar* attached to tha topalda of tha top chord. Attachment Required See a registered professional engineer Continuous Top Chord Lateral Brace Required Top chorda that ara laterally braced ca togethorand eauMColIapw Kthcn l*no diago- nal bracing. Diagonal bracing ahouldlw nailod to th* undaratd* of Iha top chord when purlin* art attached to lh« topald* of tho top chord. Q oCO Q 0 * fflui Sis ^ ">m 3 7S i CSI oz ui ..uj H d.E a ^ QKo ' 4, fl ou- ffi O go»s gB =^E oo 29: n« Puj I-C Q.0.3 u s n f-s i ow w U i o kii i « UJ mpjiflpslliiiiiiniiifiiilliinLfirfiili!!^ r* o o u u. o: Hi IL f nBs\ 111 Ul 21 "w 5*16IP! I N y N.CM CM 0) °P (D CO I. VIs •=i if a1?i**fi1 5 "• 5 w **sifitilIv-M M * H) £ & 8 I • * i IMrit* 1 B i i »t ' '*• « ' S • * fc. 11 fi 6 S If I H U£ OJ Ii-' \ K'S *' Eb 1 »r e N 6z lil ..IU F tb t II s I*P *l tos D-fc e 5. iEQ o N « oz iii ..ILI p £ asi ^ m toU» O BZ V) •I =! < OJu. o oc Q_ o oo cc LUm oo oow CMa> o 5CM O) CO Z> P Q. CO CO CO "SI- CO O aT w •a x B mo > ODC o: o> CO CO CM 00 COCM CM ss °CO O) § x O) 1-06-00i-OfcOOYr3-00-OQl-Q6d!°T-Ja-oo-oo/BC 13-06-OB -SB TD B43-00-00.r-«/6Cr 6-oo-og .SB «/ BC >33-06-00 SB l-QHOri-3-.go-go0-QfcpOCAHTTr0-03rOO STUBw 0-MrflB STUB 0-0&r08 STUB 0-OEFOO CANT J SB M/ BC J 0-0<R)Q CANT 1-06-00 B-06-00 r- -o asm m 3: 31 C-> ru~-ientjii.ijjr\j>-- ".nj — njrururuui trttfitotn^LncTSetnronjSjiuRjrurouify t/> T3 m -D t, r\iPi i—' r~ r° E5 LJI^ —* m ^ CD CJi LTJ U3 jk m c/>CD O>CD in CD 33-06-00 j j SB N/ BC .1 1-OTbT j-06-00 6-04-OB^ 1-OTFODEHOErBO i— -o nCD =c u o Ills3 m ffi g S n '" ? S S S !-• >• O 1-13 s 5 s 33-06-00 ToToo m CD "O CD ru01oi z > enmm m en O-JO SBIHWPl!l! «Wihunh! D-D3-J5 £t(/> (Atu wo oz z M N IV) M (/IN* * •> jk mo o o a-n TI TI tt TIoI t» (A(D-«D ~ * I On N o B TJmriDP)& ui •D OI • OPiO.(0 ww 00 o no o2 Zo n o ui to mta in X X Z Z> » >X X X X M M & tjM t-t O O «-t MN N m m z z. . -n -n -« 3 •n 3 * .t- r A. —u >iI • til ID O 0 « 0 fU Ul -• —o o rv> tu ui in — **• ni- o mD "^5 .. IO (O fu"•J O> Ol Ol « A W IX) ** II I I O)u n> t t iy u) <-<— m ui w e» u -^to m ui ^ en ni -4ui n> w to a 10 "Q w inui A. u n - g mi\) ru (u b) U(D IO *• *- »* __HJ en A o M Ko u> o> u> tu m -j 01 ui ^ ui i\i ** •noI I DM. *- i n*» ** \o to fc eft rt o A o> o> tn D h> IVI M i- enen n)10 ^t •fr-it*o-JHO fS"*![|J|P! I :v e»-j a in*! - "is2g«*ff:?l Isilpi"bSjlH ••*||?5s| • , ?So» «o«&<EA, «=*jar* £• 3- * !.***. firsHI ii& ^ i 0-05-12 r oi- -tmT " tan- u>IB o a ** wa f*^ 01 •Mr* Q. 01. o na 3 m ia a an -j jt a 8 ID O> ZSO *- 03-J X U nlA O) a (u jo X X K X X O ui n. u n> •» r>i • i • i m ^ <aa a>nj ru >oF\) • III i j 3" Pr* 5* P^f3 t°;*S IJ&9iflBfKniI ?nB ?=c Hit «t *? •§!'*IIi*fzisHUiftfsnf 0-05-12 > ^ A AS " '> M >- •-in tk u iuio S8ih ssffS zzro •-< o o « A n o Mz x zo o 01 » -4 C/latH -D O >o z z M Z U*. n ro b m i" _ to t»a m •on i o B r r i- O Or-!?55 ,rrr r i • o-oT-c O O OW __to f r- U O)bl O to k« m a> o Qw u> a a »TI -n m> 3)m IU W C N 01 01 A w n> •-* I ( 1 I I I I VIruh>wr\jfoi\iro"->OlA.UOUAW^x ai o> OB ID mnj ro iu nj*. o a ^Ul lJ) W — X(j O) >* at m x x ac x m3)» ai n> f 1 ' - ' -noXI ;OP ai ento 10 * * *.a ui n ht A. «o w a A.*- to Q id *.to i a**1;, ill1 *t««.LMr I'll nI1! H IF ii (. UI3 na> at MX M0-J5-12FT UIs0 n1 >•«o zgo > *n? m2?r r~Ul IftSSss3) »o11 (Pou> vi"oN O nx o9 D€5> o-* 33 ui i *ffi:. •Tl W »*r »-• A n> iu ru tu tuoi H> e M at uttv 01 a a o M •si *J i. •* A Z f a> on alu w ma •«J Ol CD A U W "•s&ifflftiif cS'ft.53?fr* «-r5'£' filflia' iHSifl8? M$^1 - 2. 5 ol£ * 0-03-15 m m?£« in•o 5o o-H -4A A* IfU ttiO On ogiz z ° u>o ex. (0 V)s0 o — h*A O ui _ T)gsSo o •B X z 2m —• o rc CD o ofcO O Z £x -<-(-« ot-i t-t O o o z; X T) 61 o oX XI O O «-« zZnB **m u" m in i i o at ui in o i 4)7 X X X X s?9 _ S o r * * f fefe IU M M «3 O Sro ** o a 5• I I I IU M N IU^ m ui or<n ffl m m•g M 01 to I MU> hiu x.y -»o -Q»-» & oi •* * * x S am >Ul -Irf=-*.3^H > > i^li^iidllMiSMUSHlHWfHifchiHlj ili i 11*H * it f 1 I i*iffi ! I ' Iij'j1 C U)O nCD •O-H-15 mD 3)PP•0 T>O OB H * om xin ID * _ »-t t/> ru n ruB" I x oO II& > x »-i nowi-t o r-?zs ^2°•H ^ Ia m CO wm .ui S nt —*. ^» ru N* a S<a *j ffl <B 901 01 tno ro ro Z A. U M »* t t I Im ru iu ru u m*. — — oi ato u >4 ruru ^ » ui •*io tn ui *. u fo b. « Ul f :•: Hbl M**!1!! i t 'i i *! !! f rfiiBHH»H»i%M0Hl*tn£K'Ml!Jfa<gS£k ftgif^E;JP-'.^to'x-aii =3fe_ifiN*oS •^—g-s-SSif ™o"IS!*O.B.« C. t/13 nO> tt sfl at». ^ L I^PB *»tes,a-. 4s !•• ^ I JU) B> » Ifl * I O-<to—wowouS"S g 'a 2B iI ° -07 X X r r o on m P M M tl) HU OlIU *- 01 Ul * U IU i* O ffl M- t* -J Ul cp O ID CD O OVI0i a * u) ro M. »-i o a «>D xl >J ** (Uat A.o o .- OlOl IUID "-J ru iu• •a> o w to z X X X X X A o <o ai -^ a> S •4 fc — O)o ui o to oto 01 u in ui ssH -*iftffifffiKii!i i I > • "I ' P 11!! I- B ?* • ' ef U _ I - O* P." "i^nuuiKjgl S?=Sl5? c_ uib nO ft•*. •»I-<D -1O O0-1)3-15 r r- ^m m9 D JB D n c £TJ T)TJ tlO O3) »A AII men to oI OO 31I D Itm r-> o cC t/11) Ul n M TJm o >O Z Z fi Olo m •o010 !or O On i-tz z Ol *• Kl i u n» M x. a o i a n i-» O CD (Dru ino> a r- r- i i i i iru u iu m ru>j ro " ni -sjto u ro u u>a U Ot U (B CD ID (D tO (9 fu m w «y ru0) CT ** Ol O>til bt ft) 14] <j| O) Ul Ik Ul lu " at -fUo00 i ra c. uiSo*z 3"f ••X > zPS0-P3-15 m mX) X)* >-o-H rno oT) IHI o TJ„ * 3 o mn w o ID oSo o ~nu> m •-.!lxS 31m Ho oc -* z a>-* a O> Q Tl >O Z > -1 U)-< n w -o-< -i r- m o >ooo o z z ssso Q n ru z un n u ami" o'ffi?1 ca a i ( *• ** H >J 0) Ul A U ft) •* CD 01 ov tp v> fc U) N — t- m -»i — ro« a o A.o oOJ ED ui A (uS««i ou a> w *. a0 -j 10 A.01 ui o >j *l • f *« M-| BlBl iSfM riJMl M»•} I i 'if ins! $ !i 1 s Ii i na -a cin a"n 0-P3-15 M. _" fl) •-e co oz z ru ru ru o. . * M ru — no O Oo oz zn o o o o xc c c «-r* (* i+ ff * V nm o a •>a r* •o 01Mr* a• o n _ „ o o o o a O o 8 a> ui m t-io o o z*- —• .... o g - ffi O IB roin a at 01 ot b o o o X X X X N M m m• • Tl "Hr i- i~ c « i o o i i ru e ** M-t- (0*- ID r- r-< t -s, -x.- ru o o10 to II • ni •- *• ai *. *. ciu u_ > ft*DOS -JTI "n rri *g> ru Ol CD C• . t-tat a> a)A A mo 5ii_(A I I I IU £<Q ID Ol ±Ul U U) 3u u CD m to a O) (D A. — *«.IB (Q ^4 *. Ulo 4 01 n *> 10o•j « BI * H f* r* I <"-sr«T»«pi > ^ *P?I1*1 iU'HiHlM** t! lfSttrt*J*l,Si?l f;*n;M*Schi i sPiili z »(H03-15 m m9 9S3n 9 X Om Iw IP * _ »-< in ry o M V-* mS3S 2 5 -4-«r?s?§ o n ft > 5 B2aa6 1X1*1IS I O *. ** Uz o e> o ; bob 1-15 511=*!=n SM w o ON N rn m Kr . R a a i ini ni » •3 3 ru —i- n a> w(O U a a O O O) O) S t»om at n ui rw —• lit K&a'* U)01 o Lit IU t* u xiui rao *?;III if! 5 /=• 0-03-15-ft 0 n1 Mo S333M IUS* O0ii ^ •* ^ C- -m.fO IU IU O -n -n -n r- r- r- o a o 7 *-c c c n a C C C M- rr rf fi n n _. — O O O O r* O OI » >iiJf* a tn *~ . x ja ^- — S 2 2 S S w -«j iwCD O O> O O O O I a v- n oi in r r= r rOt OI "^ 11 ^ T|o o bo o iu a» o r rm a>u> u oi a a b b b b a a a o (j (^ IX) gx Z CDO * m o5 'PI O I "t-I en m S * i x> >• *•X X X X oi ID a> oi xni u u iu aOJ (D 01 Ol— Ol niOI ^ OI 0) 33 M. — 3Sto u> mo X X X X O3* u iu *- n iu"• O CO U A. ^ — vl -4 XA OI Ol O 9 IUW OJ O —-J -J *» fcO Ol OI *. -•? « M* «-» 'IH1UI1 pi IjitaiH ill III! C_ </)O nCD Ol 0-03-15 X X X X 11 G>\P -03-15 Ol til A. U W *» X.• i * i H I -iT)i-»I I I I I Iiu ra iu iu n) ruSn> f ** w tS 01a -j -si a ai H«o to +4 *j at o X D 0 CD CD HI ' "5 Ai ru• - Ol O) IU IU w in >* ie A)Ol U P>*w M-*£i tfWiRlfiS^iilJi r-Ssish*Sgo»f.ff*y3 le-i-1?*!*!=S^«.*_i i-38slj.88l E8 Hi-?*!&g&z3*i*ormwiwfrs*.>ifi>& ,jasi&x* **•lf»S»&i 28»*g*a.|B» B UJnW ttZ a 0-03-15 •n •'a a>•o M0 o1 ao za no _r r> >m m5?r ri/i inE c•n -o0 oB B -1 UI IW (1S" 5 S OnO -t-1 •* Ao po M ruo on ogg3- Z ib B inm zuiin o ^ W ua: o o o 2 boo 0 3o?S utVIT *• .> -I IfiO >-" T>m o ftO Z Z • 3) •o m i 1 ut oto m •on i o «s-N N m m tfi *. en M mm D -i -< int-ito — '•j" ' 3 O O I 1 i" (-row V — O CD CD _« a enoat at b) M T{ X Ol CD CD » UI01 IB o <o a *^OVKMOg CD O ID IT O> PI en o> r* *• Q?i" ru i\> in ui « ui n> iu a xen a ui ui ai 01 xiuiuiiDQtguwin o>JM i!iirt M r Mi iiliH •-P i I iii nlf i 'I I i l Ii rt« D-U M U1»W M c. at3 o0) at 0-03-15 33 3)C C(/) t/>(/) U3 o a33 mt-i inm »-«z t-i tnoz zo> -I UI -< X Zo za: mz -i33i-l — n -H XO XIa> >r- zr- GJmZ 3)mZ -ts oCDm >33 -0(/) T3I O> Oz z CT Om .n CD O-< >oO —-i enx —m 33Cfl ^^T» -Dfu u88 (fl (rt (D M *-i -t in in i\>Sg"ninx 0O 939 >•O Oin mIU I- t- Si ** — o to o -o -Dr i~•n -n 01 QI O) b b "o > U *DWOOm i » t-.o S.m n , B g 3 -J i\>r1 *• ura >•• i* ft)a> *•o o — M. »u M M XI (U OT IU U »ui A. n;o i I Ib) ^ L* M (u mU> UI U O ZU) u M ui 8>ID (D 01 O mW ** L* UI S Ul A. U) M — Oi M • • t mtfl (D a) Ol Ior -j ts u <•ig -«i »* 10 tnt- M (1) (O U) (A U)3 T>•fl -n PP iliflf 5 n0 0)° ° ID ss 7ru en i\> o ro o BI Tl >7775ggz z >* •* ** u. —ro ru w o* * * r* Hi ai iy w jy o o b o o s» * . 2SSS2 to to id W <D CD(/) U) T) TJi- r-n -n 01 b o en b b b b b o o o a o >* ** »* fc»a> n a 01 lu 01 en a en o o b b b X x -4 i-r r 0-03-15 N N A m a a imm-~n ~n ar- r io 19 9 O O CD O> in 01 r" r i* run a co * ao,00 » aIO (D*. a glA0) m U C •n fl —tn•^ N. o -4 _< -4 ^ -4 01 A ID N — S a> o m u tJ!CD to a ftin -^ — -j 01ru A. r« A n» ru (D O> O CD HI * u ni »- S• i i i m -Q d) 10 ID tt> cs». to ic ». sbi *«J ^ U CiA CT Ol fe Tn m tn *. u) N — x """ISM. M Ulru ID to ro uitil ** 0) O* fc* tAttn o ro ru a CD 3 o S sS §»iH*:ii fiiUu H>!«li h; if nae1 in 5*n Or03M5rl-o -i rtH g n3 mO ru 5 S5 s*S 2- r .- 5fnto ns r -* -« rSo oT> > (ggW >-«(/>S5Ja z z IU eno m n i o o -O TJ -QF15 SorsiS , 3)^i <n O) o 0 X 01 r- ** kk C - - «-<O O S O 10 IDm x M. H.O -i it *"O10 2 O* J'r* •" f^.w f0."*?ire UMMiM»lfFl8?^iM'Ss;'! 1.5o5iUe»I4s^i i^lUMilwipSS'i*'1 *":*?J:ft8sl2F-»<f5fi* c8Saf-5=5 rx I-r03ri5 U)6" 2-05-15 o o tn tn 01 O) o o Ul Uw w o o (B O77 s^ sfu m Mwo z• • om e O 3DC O31 m> 3) n tn fi£ -8 i A S n 852i/i -i rm m00 I PPf i i 1P i i i•f f Ii !!* IIu • ••! i1 •• ! •» t. i/io ip a*z n D Hn nOr03rl5 oTI TOOm x(A m * _ <*H ui n> o w S 2 \jfu o o — 3™x -oen o a§53 -i X27 n>in x si X Ul>-H U]" 3-01-15 M. (Dm o 2 0) m \\ iii*.fu «; u w aea n> nj ni sU ft) O IU fflo \D -N- 9*«*WPS*a WiiPfo a s 5 -*»—s^mii HH^fBIPfilf flf^H^^Si^! Is.«l5?s»i rfl3rl5 3-01-15 8 w o —p <-H * «-< UI k O O •E-o z g S^ 0.0O T3 O Z x f"' o n Hi-« o r- a: i z ?zogg« n M TJm o >O Z Z A n CD• 33 -o m i -rtr*CD m "s i en ut•n TJ•n -n k- td *w U 9ui (O no 'II1 t I*V!'•*•? ft li.m I;i i' [m MI111Ms*J H 5I! f ii•i i Hr z «•n u 1-07-01.° WoYoT - •- £ggz z 1-07-01 o cc vtUI T3 (ft 53 Ol^g 3> u u n«>. A.o o z o m S 8 a UI 01iu01 Btu m ^S M Z U IU •» WI I I M M. — ) XUo iu in oo * *H in to o i«c " i £ >o otn m o ~i -i i--t o o o£ * T £ o o o> 3) 3>o a o 19 T ~atn tn tn~*\ T] ~n ut atO m -• o 1C U n n Iff Ul M Wa *• i f m *. m5X in tn otil U o o ufl -n m X^s <n a jjM ru ro U UIU W•X -si to U U I U tdfa) O O U O Ohi IO Ul U U W "• ?* r^ " 7* • r* iijaEprFffiftr*??**»! I HiialHI'UiM*!* i i M1i m W< *iitliJh i! ir^i Kiil!''m \m\\ t $r £?ny?t S g 3SJ-O IK * *tt-! ^ffi^3 ? OB f —I * ,.=??£•I'Bift* 535. 1 v 8 f I o aTI CD ~no2 *•a po &n 92 g"ru01 m iin OB * *ta nt n iuoSUIo oppII a n•0 MD" a o — ^o •z o m -Ho oc -to >g?? o og DOMI I ZO Q 0 C 01$EW > -i 5g rn o >a z z »H2S =• n -o ni i * 01o m -on i o x x a _»-* o r r- * a im •?s X S •- o uioro r as <n atu iu • -Jv u. U) US• • » o 111 ! 1,11 i! is - p> $".-*"WGH*&lh*&M\ Liai**?* OT*ittIfi*8?-3"!-ySs.ss=s«3±5.*5fa.»a- ?^s«. l? n oi»>u M—S '•SsS:s*lotia?8-*.*c^siirf? 0-04-01 TJ -0O O9 31 T) 9OX Otn OD *Ul IU O5"II 4-09-13 R-.T) >•> -t inn M -om o >•o z z O O wz x z;§§" V X i- r i i a a o> o> o •* m -H VIM — VI ^•o I01 (n IO Mfr ZG> tr m *»i x I (D •n.3 i * A u xJk 4* M U TI H O O) t- ffl afi?M*l Itfhf*~" 03 t.3.B-« ••« * 55-ft5'^* "^ h =1 ~ _ _^—. ^. c«a •* -"or5U yfr 83ffi-O-W-01 •a 5ssIU IU88II S oxv in5"35in ffit* M> IU M.I I • •(Jl *. U A m oCT T*Ul rr. oa it Ul — ~ ui iu o o a aV*a Dc o3i m> 3) > fl(O Om zi o o IU IV u u b b -04HH x x S t-« Ht ON N m ?r7 o o si Sir- us • 3 ui ui ° • I M I t-l s ' t* I I *- TJ*~ a> a »* »-<(O IU N (Oto iu ru 10iu oi at ru iu OP D> m iu » o ui »* in ui z fu u gi yi (ua> a> o <p a>U 10 O tO fjl* o o o & IfilBPPsW*!%;iwl?ld;i!*~5nS>B._5 £ .£a**C£cess&Kiwsasu81 ll s a &(/]n9 at •n T>0 O33 DIU CU8.8ggz z Ill A I Jto CD * » X 61-i in (U O IU O DS" S 56x> en mOen 85o >ss HCR 5 i Mr* = |^O •"• " *H X X X X MM •si ** mm X) • • zO* CD G) (U M. O O 3) **IU O ~" "*1 Cl UIa ui >• k- I I I IIU >* k- bkw 10 A. *.to *J ** **** u to to CD CD ai CD ft) k- IU IU C• tH(D ID B ID at-4 COID IU -w e O —IU O) <si at U ^ w ru f ** i5 Sf- -s> (O UIW **UI IU mm<i*EifI|itaiT|£i^isUHi HIfiuUitlhl, ilmi ti!!'hl' 5-5J#— E f r- 1-3&B^H||y| fri|£a||i i-fiisiU ESalf-i^>hll| l?s-aNS?r! V's.SoE £= st±|||p £ ?° A£ < S *. ~f~ "• III H"'s i i u« sI I Bi ' ft) IU IU I\J° u>O§£S"onTJ MSn ui mS "t-fc h* l\> •*1O UI » Ol > O O ZX H -< -1PH 1-1 o -4 -4 •D > OS> -H U1n t-imowo z "o •6 ro m o (U5* OQ Hr» X X X X H*"1 M M O ON M m m• • -n -ri r i- u L.UI w. I I (O *-• * O O IB » e bID A •-» >*-i o ru ro M. u. CD aui 01 • •at 01 a ni i i M to M«• !•. A. — O) --. DOB — O)sj -ito TJ Ul A ui nj fT I i M. — iA. •» ui****<D>a>IU tO CO ID m 10 *£f S n- OlOl MU UI U Phsthii :i ? t? kL wlo no> ai 0-04-01 II O fta.a oCO OQ !fn o no oz zo n o o n o o r- rm oen in x -H -•t-l >H O»• a -t Q o oO z >-4 O TJ > ui>•-(«> mowa z j (-> ZIU Z*. n• 2 uo m u " in io m w z oino io z •< *• Z X X X> > > >X X X X 5 1 3 r01- i- t-t M Q Qisj N m m 0 o i im m o o•n -n • .r r- u *-o w1 • ry oM t O O 4 O H- OO A •* —O f- H) W t* ** CD ffiui at • .Ul Ul iu ro i i Mai ro A .K ft•si o 10 w **lu CD 01 w w ui *. u N •• mcW Ul C X). . M 1-1M. M. n cifu o m io -H «*- . w <o ui 01 _u> ffl o o xA u ni *. m X X X * X X TT\3101 ui ^ to rw ** Oi W10 >4 PPS!j* "'Iijll C l/>O nCD 01 0-D4-01 ° 5 taxi o3ui ID u) ru.T5 W z U» n w• 3) •o m i•s- Pmu, n N N m m i- r r- u *• 3D —m ui>• to I I I I I U)» >- >- tu iu 1-1tA *. x o u *•*(B ^ k U 5 -HO ** ** *• *^ O) "O O Q>Ulru ** *-> ru •» f iuo -g -4 **O •-» A OM M « a> •T)o3)i i nui u ru mui ni m en•- u »4 CD -J 01 ui DH I 1 I ClO ru i itu ru iu ui>i M iji ^Ol ^J -ij *- O00 smii i riiMjIII m "ffliiB P2*S«i* j=«'|«5s|'-ttr-3?? «ft"S«pB.i.»r*|wi »H£i*j* M gft[ I i s zu*f a. -o. I I s0-04-01 m mM1/1 in <n 013 uiS"£*• n roA A £ui m O -H 9a cC (A01 5 in N Z tJ». o u• 3) -o m i to 01o m -on i o o o •n -D H •i X X X X> > > 5X X X X §1 -• r6 r co M M O ON N rn ni ' ' ?? r»F. . 0 o i imm- ••n ^ (u u.r r 01 i-ui •-j1 i < ' o a o o to toS&in r r »* nja » CD Ao o ""*••. ro — •-» 01 >» »- M O> CO D TI m ^0 Q> (D Q> m Ul «0 3Jo o ma r1 !» f » !* •• r: f?!6? !J'ri?[ff?!S !| I P!* sSillliKU |l I!1* 3a5«H llI! I r o.* •.- f 1 >r8 • - s " w ~ si ™ 3&iV*ftk Wtf2 "* — • B i SI V II . ft > ••fi U)• -s.N cna> •B\1 0-04-01 M ° o> °oIfl tfi%%•q -o .So nT> *tto to *-i in ro o ruS" £n m i o> oS o x3D in -H -tp o a -i -< r- » •« r- _ 6 X «-t f» O t-l m O A.Z O b Tl Sfi -01 h 5 f * X? >• »X X X X S X -* i~ x S r i- fsl M S S a o i irri m • •TI *»i ru •-»r- r- ut *- a o to tou> A.CD 01 r- r- -4 Nl — ruCD AO O f 01in ^& ai •si W- IDm • S*•«•»- 888 a a £ ^•n Ti m -si»• w 9 w ru S s . S nS 5 01 cn A in ru f « i i i • •ru ro *- ** ru to111 O -Ifc *. O Ol U) 0) O) D> 09 ru •- •* AI m til ^J ^J Ula> ro to a>•n * x x x x S i ui A. u ru *• m fi;rrl!ljfllm TO I 'ilitrii! lill IlitMitiiiillii'H»M*! Hii?r i!ii?i;UI I* li PIIf i1 i P «li'sil fJ*n? »iiMI ii*!H|«» I II! U «i' ' f ? ia- i r1 P -J O tfl»W M-*? 5 no> w m x n(A OD « * i ra-i ui ru o iw o 3)g" £ 3533 ui ma t-i " DOM (Ao m o o T> Tl X X X X MM M n oN N ffl r i • o < i « a -j 01 »* fUa ta uo o: Ul %fc» h» ft ^ Ul QI-- HI 005•n -n m»soIU fU C en bi itI* ik ma u lu M ^• • i -<TJ to at at to mA. Nj -4 *. t-» tu ni f z A. (U IU £ in in j* if a>o ui uo 01 u *•O00U*tn HP*si*8 «^«g* g.otg t'ftCfeshun :4fe 0-D4-01 SB z oS £ 25 -H X I * I ID cn ai to in CB o> o> ni ui iu •-1 ' 'S • i • t w U 111 O _O til <fl O CJo I *lr*i $ t_ O)o nID U2 B?tl)•>.tn 0-04-01 •6 U) IDo H inS B"O553J >U) ffi8„. f ro ** o o a o sl1-4 (A I >-• M. ffl O-W-01 £££?X X X X r r- i a o ini Si ••n "n Ar i- •--* DO M kfe k» fc* "0^ o a *. *-«m ** >• o>ru o a ruO •-» ** O lt> o> n> ni IV) H ED M a N4 -jo *.o »- r* r-• • *^ ^» rua « a> *o o m ui CD *>a u 01 u airu ai ui ai 10 Pft n5"ivl' r=»*rt**£11 ?r! c wio o(D 01 0-04-01 r rin tnc cT> T>•o T>a oU 31u wO Oo Sssz z o o o»TI D ~n "0o -i nim i nO) » * I Qin ru n iu o JDi » >o DOB w m Fo « 5 2S3 X M _ O O HIM o r- i i z> Z O O O 01r- >• ai u-t o a o« »*-I ^ I N ISmztnto g *. ** wZ o o o ?s > -( 01n *-* TJmo*.o z z to o>o m • Ol *• D *- Ulo Hu z v* ID **• ** il if! CD OlZ Ofl v*•s.ro Or04r01KVrouiXOJ i MU) O ru LJIX Li K \ c J a a o uiTI ~n CD ~n T)o -i m-< onH -DMx o nira x. oin n * * i oru n n) o sx n >o o o3> U) ffiOtoS" -• OlOE T) * M es r-?zs-< S o -i a?c ata) en -4 U)•1 UO > nSz zo n 55* IIa r r •H o a w M- O o i imm- ••*i 'n o or* r- iu *- o A. r- i- " M. roa a m it0 oLJ U 1 I m CD ru — t" I iiilifjl,4 — o* *^* * y^V t°r*? ??? PS ??!?'???!"Alg^^JiI IS'i ^<3?ll!i!Tl5-ti»i*llS*sl^i-slHl^inll"!*? a*« USH|qifi^irtlfe*"Ihftsur O Q>T) 3)o n 1Si 1 X Q. m *IA IE * %-j w (u o ruo 5gly luat ~nss OB _ o o o o 10 _. __ _ P r n SS 2 ££i i to n o .5-0-0{- i- i-^i -n -n u r^ z S 2-11-15 0 o o o 01 ot in w 01 tn 01 *. o o b IB r &? 22z z ui toTI T)-n -n .}.£U X)10 n ipli Hi i!•Si*iS8l>31? II 14 tl 0-04-01T i1 m i oO) IB •* * X O-t ui ro o iu o Ic •• x B >o o o oSin m"in 3-10-09 0 >• 0*»» •» OI* *_ O (D ZC) to m GEOTECHNICAL FOUNDATION INVESTIGATION CHESTNUT PROPERTY APN 205-210-09-00 CITY OF CARLSBAD, CA For: HERMOSA CONSTRUCTION COMPANY JULY 26, 2000 By: PACIFIC SOILS ENGINEERING, INC. San Diego, CA (Work Order 400739) Work Order 400739 July 26, 2000 TABLE OF CONTENTS Page INTRODUCTION 1 1.0 SCOPE OF WORK 1 2.0 SITE DESCRIPTION 2 3.0 PROPOSED CONSTRUCTION 2 4.0 GEOLOGIC SUMMARY 3 Table A - UBC (1997) Seismic Parameters 4 5.0 SITE PREPARATION AND COMPACTION 4 5.1 Unsuitable Soil Removals 4 5.2 Existing Site improvements 5 5.3 Grading Compliance 5 5.4 Site Preparation 5 5.5 Removal Excavation Treatment , 5 5.6 Building Pad Overexcavation 6 5.7 Compacted Fill Placement 6 5.8 Soil Material Suitability 6 5.9 Soil Expansion Characteristics 6 5.10 Import Soils 7 5.11 Compaction Testing 7 6.0 PRELIMINARY FOUNDATION DESIGN CRITERIA 7 6.10 Preliminary Foundation Design Criteria 7 6.2 Preliminary Conventional Slab-On-Grade Foundation System 8 Table B - Conventional Foundation Design Parameters 6.3 Retaining Walls 8 PACIFIC SOILS ENGINEERING, INC. Work Order 400739 July 26, 2000 TABLE OF CONTENTS cent. Page 6.3.1 Lateral Earth Pressure Coefficients 8 6.3.2 Other Design Considerations 9 6.3.3 Waterproofing and Drainage Systems 9 6.3.4 Other Appurtenances 9 7.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS 9 APPENDIX: REFERENCES LABORATORY ANALYSES PLATE A - UNIFIED SOILS CLASSIFICATION SYSTEM TABLE I - LOGS OF TEST PITS TABLE II - SUMMARY OF LABORATORY TEST DATA PLATES B-1 AND B-2 - DIRECT SHEAR TEST DATA PLATES C-1 THROUGH C-5 - CHEMICAL ANALYSES (By Others) EARTHWORK SPECIFICATIONS PLATES G-1 THROUGH G-11 -GRADING DETAILS POCKET ENCLOSURE: SHEET 1 OF 1 -TENTATIVE PARCEL MAP PACIFIC SOILS ENGINEERING, INC. PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (858) 560-1713, FAX: (858) 560-0380 HERMOSA CONSTRUCTION COMPANY 2541 State Street - Suite 202 Carlsbad, CA 92008-1964 July 26, 2000 Work Order 400739 Attention: Mr. Bob Plein Subject: Geotechnical Foundation Investigation for the Chestnut Property, APN 205-210-09-00, in the City of Carlsbad, California References: See Appendix Gentlemen: Presented herein is Pacific Soils Engineering, Inc.'s (PSE) geotechnical foundation evaluation for the Chestnut property, APN 205-210-09-00, located in the City of Carlsbad, California. This work was performed in accordance with our proposal dated June 27, 2000 on the authorization of Mr. Bob Plein. The purpose of this investigation is to generally characterize site geotechnical condi- tions as they relate to the proposed construction of four (4) wood frame, residential structures supported by slab-on-grade foundation systems. 1.0 SCOPE OF WORK The following scope of work has been performed during PSE's investigation. 0 Review of published maps and geologic literature. 0 Mark-out and coordination of underground service alert. 0 Excavation, logging and sampling of three (3) exploratory test pits, exca- vated with a John Deere 31OE backhoe with 24 inch bucket (Table I). CORPORATE HEADQUARTERS LOS ANGELES COUNTY RIVERSIDE COUNTY SOUTH ORANGE COUNTY TEL: (714) 220-0770 TEL: (310) 325-7272 or (323} 775-6771 TEL: (909) 676-8195 TEL: (714) 730-2122 FAX: (714) 220-9589 FAX: (714) 220-9589 FAX: (909) 676-1879 FAX: (714} 730-5191 Work Order 400739 Page 2 July 26, 2000 0 Laboratory testing and analyses of bulk samples consisting of: 1) hy- drometer analysis (Table II); 2) remolded direct shears (Table II and Plates B-1 and B-2); 3) compaction characteristics (Table II); 4) expan- sion index (Table II); and 5) chemical/resistivity testing (Plates C-1 through C-5). 0 General discussion of site geology. 0 Limited seismic hazards analysis. 0 Preliminary grading recommendations. 0 Preliminary foundation design recommendations. 0 Preparation of this report and accompanying exhibits summarizing our findings, conclusions and recommendations. 2.0 SITE DESCRIPTION The vacant 1.44 acre parcel is relatively flat with drainage by sheet flow to exist- ing paved streets and associated storm drains. Currently the parcel supports a strawberry farming operation. Existing homes are located to the south, east and west The intersection of Chestnut Avenue and Spanish Way form the north boundary (Sheet 1). 3.0 PROPOSED CONSTRUCTION It is assumed that mass grading techniques will be utilized to create building pads, driveways and surface drainage improvements for support of four (4) resi- dential structures to the grades reflected on enclosed Sheet 1 of 1. It is expected that design cut/fill volumes will entail approximately 3,400 cubic yards of material. It is also understood that the proposed residential wood frame structures will be PACIFIC SOILS ENGINEERING, INC. Work Order 400739 Page 3 July 26, 2000 supported by a slab-on-grade foundation system with shallow foundation ele- ments. Foundation plans should be reviewed for conformance to PSE's recom- mendations prior to construction. 4.0 GEOLOGIC SUMMARYL ~ Although no existing site specific proprietary geotechnical reports were available for PSE's review, published data (Tan and Kennedy, 1996) indicates the site Is underlain by terrace deposits of the Quaternary-age Lindavista Formation. Typi- cally, the Lindavista Formation consists of brown to reddish brown, silty to clayey sands. Tan and Kennedy indicates Santiago Formation cropping out one-half (0.5) of a mile southwest of the site at the Agua Hedionda Lagoon and it is likely that Santiago bedrock underlies the site at depth. Review of the regional geologic information indicates the absence of faulting within/or in immediate proximity of the site. The trace of the Rose Canyon fault is located approximately eight (8) kilometers southwest of the parcel. Owing to the dense character of the Lindavista and underlying Santiago Formation, liquefac- tion potential is very low. Ground shaking from large seismic events generated along offsite faults is possible, as with most areas in the seismically active south- ern California area. For structural design purposes, the parameters presented in Table A should utilized for post-graded lots. The site occurs in seismic zone 4, and therefore the seismic zone factor "Z" is 0.4. These parameters are meant to be consistent with UBC (1997). PACIFIC SOILS ENGINEERING, INC. r Work Order 400739 July 26, 2000 Page 4 TABLE A UBC (1997) Seismic Parameters Soil Profile Type Ca Cv Na Nv Sc 0.40Na 0.56NV 1.0 1.1 Groundwater was not encountered at the time of PSE's subsurface investigation. It is considered unlikely that groundwater will be encountered during grading op- erations or building construction. It is possible that landscape and/or seasonal rainwater will perch over the relatively dense, Lindavista Formation. Based on PSE's general experience, the proposed three (3) foot cap is typically sufficient to allow for mitigation of nuisance water conditions. However, if perched conditions develop near finish grade surface, additional measures, such as the combination of area drains and/or French drains, may be required. 5.0 SITE PREPARATION AND COMPACTION 5.1 Unsuitable Soil Removals As a general guideline, removals will likely be on the order of three (3) feet and should be accomplished over the entire site. Localized areas may re- quire deeper removals and will depend upon conditions encountered dur- ing grading operations. Removal and recompaction should be accomplished for the three backhoe trenches (TP-1 through TP-3) excavated for this study. PACIFIC SOILS ENGINEERING, INC. Work Order 400739 Page 5 July 26, 2000 5.2 Existing Site Improvements To the best of PSE's knowledge, existing underground improvements do not exist within the proposed building envelopes. Underground utility im- provements may exist on the site along Chestnut Avenue. Additionally, residential structures exist on three sides of the subject lot. Given the proximity of the adjacent structures and improvements, care should be taken during grading operations. Accordingly, it should be the contractor's responsibility to protect adjacent improvements in these areas during grading and building construction. 5.3 Grading Compliance Grading should conform to the grading ordinance of the City of Carlsbad and the attached PSE earthwork specifications. Field observations will be required during grading by qualified geotechnical personnel. This should include full time observation and testing of fill soil placement by field tech- nician^) and periodic observation by the soil engineer. 5.4 Site Preparation Prior to grading, the site must be stripped and cleared of existing vegeta- tion, trash, debris and other deleterious materials. These materials should be removed and wasted offsite. 5.5 Removal Excavation Treatment Once removals are completed, the removal excavations should be mois- ture conditioned to optimum moisture or slightly above (ASTM:D 1557-91) and compacted to a minimum of 90 percent relative compaction, prior to placement of compacted fill. PACIFIC SOILS ENGINEERING, INC. Work Order 400739 Page 6 July 26, 2000 5.6 Building Pad Overexcavation Where design grades and/or remedial grading creates a cut/fill transition on a building pad, the cut and shallow fill portions of the pad shall be overexcavated to provide a minimum compacted fill thickness of three (3) feet. Additionally, the undercut shall slope away from the pad a minimum of one (1) percent toward deeper fill areas in order to mitigate perching of subsurface water. 5.7 Compacted Fill Placement Fill should be spread in thin lifts (six to eight inches), the moisture content adjusted to a minimum of optimum moisture or slightly above, and the materials rolled and compacted to a minimum of 90 percent of laboratory maximum density as determined in accordance with ASTM:D 1557-91. Each lift should be treated in a like manner until the desired finish grades are achieved. 5.8 Soil Material Suitability Excavated materials, which are approved by the soil engineer, may be utilized in compacted fill provided that trash, vegetation and other deleteri- ous materials are removed prior to placement. 5.9 Soil Expansion Characteristics The onsite materials are considered to be low expansive in nature. Pre- liminary foundation designs are provided to accommodate this condition. However, as-graded expansive conditions should be confirmed upon completion of grading operations. PACIFIC SOILS ENGINEERING, INC. Work Order 400739 Page 7 July 26, 2000 5.10 Import Soils Import soils, if needed, should have very low to low expansion properties. The soil engineer should be notified at least 48 hours in advance in order to sample, test and approve or disapprove materials from borrow sites. No import materials should be delivered for use on the site without prior approval by the soil engineer. 5.11 Compaction Testing Fill should be tested at the time of placement to ascertain that the required compaction is achieved. 6.0 PRELIMINARY FOUNDATION DESIGN CRITERIA Laboratory testing indicates the existence of onsite materials that are low in ex- pansion potential. Final expansion potential determinations for the subject lots will be dependent on the post-graded soil conditions. For preliminary design purposes, the following conventional slab-on-grade foundation design parame- ters and recommendations are presented. Prior to construction, the foundation plans should be reviewed by PSE. At that time, finalized recommendations/comments will be presented. 6.1 Preliminary Foundation Design Criteria Foundation systems may be preliminarily designed based upon the fol- lowing values. PACIFIC SOILS ENGINEERING, INC. Work Order 400739 Page 8 July 26, 2000 Allowable Bearing: 2000 Ibs./sq.ft. Lateral Bearing: 200 Ibs./sq.ft. at a depth of 12 inches plus 100 lbs./sq.ft. for each additional 12 inches embedment to a maximum of 2000 IbsVsq.ft. Sliding Coefficient: 0.35 Settlement: Total = 3/4 inch Differential = 3/8 inch in 20 feet The above values may be increased as allowed by code to resist transient loading conditions, such as wind or seismic. 6.2 Preliminary Conventional Slab-On-Grade Foundation Systems Conventional foundation systems may be preliminarily designed in accor- dance with section 6.1 and Table B. 6.3 Retaining Walls Foundations with retaining walls may be preliminarily designed in accor- dance with recommendations of paragraph 6.1 and the following: 6.3.1 Lateral Earth Pressure Coefficients Level Backfill Kg = 0.31 Kp = 3.25 K0 = 0.47 Equivalent fluid pressures can be calculated utilizing a soil unit weight of y = 125 lbs./ft.3. PACIFIC SOILS ENGINEERING, INC. Work Order 400739 July 26, 2000 TABLE B CONVENTIONAL FOUNDATION DESIGN PARAMETERS Expansion Potential Soil Category Very Low to Low \ Footinq Depth Below Lowest Adjacent Finish Grade One-Story Interior One-Story Exterior Two-Story Interior Two-Story Exterior 12 inches 12 inches 12 inches 18 inches Footing Width One-Story Two-Story Footina Reinforcement One-Story Two-Story Slab Thickness Slab Reinforcement Under-Slab Requirement Slab Subqrade Moisture 12 inches 15 inches Two No. 4 rebars, one (1) on top, one (1) on bottom. Two No. 4 rebars, one (1) on top, one (1) on bottom. 4 inches (actual) No. 3 rebar spaced 18 inches on center, each way. 2 inches of clean sand over 10-mil Visqueen, underlain with 2 inches of clean sand. Minimum of 110 percent of optimum moisture prior to placing con- crete. Footina Embedment Next to Swales and Slopes If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be embedded such that at least seven (7) feet is provided horizontally from edge of the footing to the face of the slope. Garaqes A grade beam reinforced continuously with the garage footings shall be constructed across the garage en- trance, tying together the ends of the perimeter footings and between individual spread footings. This grade beam should be embedded at the same depth as the adjacent perimeter footings. A thickened slab, separated by a cold joint from the garage beam, should be provided at the garage entrance. Minimum dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and reinforcement should be the same as the structure. Slab thickness, reinforcement and under-slab treatment should be the same as the structure. PACIFIC SOILS ENGINEERING, INC. Work Order 400739 Page 9 July 26, 2000 6.3.2 Other Design Considerations Retaining wall design should consider additional surcharge loads, where appropriate. 6.3.3 Waterproofing and Drainage Systems Cantilever and/or restrained retaining walls should be waterproofed to accommodate the anticipated irrigation water and backfilled with free draining material (SE > 30) to within 18 inches of grade and compacted to project specifications to minimize water marks. Na- tive soils shall be utilized in the upper 18 inches. Drainage systems including, as a minimum, a four (4) inch diameter perforated drain line surrounded by three (3) cubic feet per lineal foot of three- quarters (3/4) inch to one (1) inch crushed rock wrapped with a suitable filter fabric, should be provided to all cantilever and re- strained retaining walls to relieve hydrostatic pressure. 6.3.4 Other Appurtenances PSE can provide geotechnical design parameters and subsurface drainage recommendations for pools, spas, flatwork or other hard- scape improvements upon request. 7.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS 7.1 Positive drainage away from structures shall be provided and maintained. 7.2 Utility trench backfill shall be accomplished in accordance with the pre- vailing criteria of the City of Carlsbad. PACIFIC SOILS ENGINEERING, INC. Work Order 400739 Page 10 July 26, 2000 7.3 Seismic design should be based on current and applicable building code requirements. 7.4 Soluble sulfate concentrations of the foundation material should be deter- mined after grading is complete, when the final distribution of onsite mate- rial is known. Preliminary chemical analyses are presented on Plates C-1 through C-5. Specific recommendations with respect to concrete specifi- cations and cathodic protection should be determined by a corrosion engi- neer. PACIFIC SOILS ENGINEERING, INC. Work Order 400739 July 26, 2000 Page 11 The findings and recommendations contained in this report are based upon the specific excavations and observations as noted. The materials immediately adja- cent to or beneath those observed may have different characteristics and no rep- resentations are made as to the quality or extent of materials not observed. Respectfully submi C. CAMERON Civil Engineer Reviewed by: By: JOWN A. HANSON, CEG 990 Vice President Dist: (6) Addressee CER/JAC/JAH:KR/0000 PACIFIC SOILS ENGINEERING, INC. APPENDIX Work Order 400739 July 26, 2000 REFERENCES ICBO, 1997, Uniform Building Code, Whittier, California: International Conference of Building Officials, 3 volumes. Tan, S. S., and Kennedy, M. P., 1996, Geologic maps of the northwestern part of San Diego County, California: California Division of Mines and Geology, open file re- port 96-02. PACIFIC SOILS ENGINEER IN G, INC. UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS g | i»* $ S £—» "H w "2-? ll 1 "55 -f i * i * w oEO vi tt •> £ J o.a_ o 1 -- J9 | * V) 'M ?^S 9E •£ '3 I?1 8U. *S N i * J o£. s f - 5? c 6 r f} 8 * s jp*~ 2 ¥«lj f! u18 S t S* f * rSUJti -8 - * - ^riJBJ -tgz 5 1^II-V O M *|t|l! °~8 :' We-* *-! * -S — IB' !t S'l 5p5 I^r*^ y to>. OO ^ if)O | ? -sl ° ls= -* s / / £ K 8 l| •* _i ^ *8 - ir 7 F HIGHLY ORGANIC SOILS 3 OUP MBOLS 0 o GW i GP ?GM I' ^-JGC SW SP SM ^5sc ML / / a MH ^CH •/J -*Jz o £= Pt TYRCAL NAMES Well-grod*d grovels, grovel tond matures, littte or re finet Pooi ly - groded gravels, grovel-iond miiluret, littk or no fmet Silty grovels, grovel •sand-iilt matures Cloyey groveli, grovel-sond-iHt miitures Well-graded sands, gravelly tandt, little or no fines Poorly • groded sands, grovetly eandt, little or no finet Slty tonds, sand-sill mixtures Clayey tonds, sand-cloy mixturet Inorganic silts and. fin* sands, rock (tout tilty or cloyey fine sands or clayey tiltt with slight plotlicity ^organic days of bw to medium plasticity, gravelly clays, sandy cloys, silly cloys, leon clays Organic tit* and organic silly cloys of tow plasticity Inorganic lilts, micoceoui or diotomaceous fine tondy or silly toils, elastic tint Inorganic Clays of high plasticity, fol clayt Organic cloys of medium to high plasticity, organic silts Peat and other highly organic soils FIELD IDENTtFiCATION PROCEDURES Wide range groin tiiet and substantial amount i of oil intermediate particle sites Predominately one ue or o range of suet with tome nediote tiiet missing Nonplottk finet or finet with low plait i city (for Jdertti- procedures tee M. below) lattic finet(for identification procedures see CL below) Wide range in grain sites and substantial amounts of oil intermediate particle sizes Pre dominate ly one tiie or o range of some intermediate sizes n»ing tiles with NenploHic fines or fines with tow ptoifieity (for identification proceduns see ML below) Plastic finet (for identification procedures see CL below) IDENTIFICATION PROCEDURES on fraction mailer than No. 40 sieve we Dry Strength {crushing characteristics) None to slight Medium to high Slight tomedium SKght to medium High to very high Medium to high Oilolancy (reaction to shaking ) Quick to sbw None to verytbw Stow Stow to none None None to verystow Readily Identified by color, odor, and frequently by fibrous texture Toughness (consistency near PL) None Medium Slight to medium Slight to medium High Slight to medium spongy, feel BOUNDARY CLASSIFICATIONS Sott potwii") choreelentMt O> t"O lycups vt Qtitqn&tO bj COTdnolicru of gm*> lymtert. PARTICLE SIZE LIMITS SILT OR CLAY SAND RNE MEOUM COAR4 GRAVEL X FINE COARSE l - COBBLES 1 BOULDERS No 2OO Mo 40 M»D No 4 V*n 3" tK "0 US STANDARD SIEVC SIZE CONSISTENCY CLASSIFICATION GRANULAR SCHL CCXES.VE SOIL BEC*OCK MO.STURE CQNp.TIQN QJUER. Very loose Very soft LOOM Soft Moderately dense Firm Soft Medium dense Stiff Moderately hard Dens* Very stiff Herd Very den*« Hard Very hard Th* Unfed Soil QoewfeoMfl Srttw*. Carp* dCflgbwen. US. Anni •feerncd Ucmaranaum No 3-J57, w&jmA I ItocA, V9U. (touted ApnL, r96O) SYMBOLS Dry R- Undisturbed sample Slightty moist B- Bulk sample Moist 2 Groundwater Wet O Groundwater seepage Saturated PACIFIC SOILS ENGINEERING, INC. PLATE A Work Order 400739 July 26, 2000 Work Order 400739 Date Excavated 06/27/00 Excavated by CR Equipment John Deere 31OE w/ 24" Bucket TABLE I LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description TP-1 0.0 - 8.0 SM TERRACE DEPOSIT (Qt): light brown silty, fine to medium sand, dry, moderately dense; common rootlets; visible pores to 1mm; un- common krotovina. @ 2.0 ft. red brown; uncommon rootlets; no krotovina; medium dense, moist; uncommon pinhole porosity; massive. @ 3.5 ft. medium dense to dense, moist to very moist. TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING TP-2 0.0 - 3.0 SM TOPSO1L : dark brown silty, fine to medium sand, moderately dense, moist to very moist; common rootlets. 3.0 - 7.0 SM TERRACE DEPOSIT (Qt): red brown silty, fine to medium sand, medium dense, moist to very moist; massive. TOTAL DEPTH 15.0 FT. NO WATER, NO CAVING PACIFIC SOILS ENGINEER I WE, INC. Work Order 400739 July 26, 2000 LABORATORY ANALYSES The following laboratory tests were performed on representative samples in accordance with the latest standards from the ASTM and the Uniform Building Code (UBC). Compaction Characteristics Laboratory maximum density and optimum moisture content determinations were made in accordance with ASTM Test Method D 1557 utilizing the bulk samples obtained from representative soils and bedrock types to determine their compaction characteristics. Results of these tests are presented in Table II. Direct Shear Determinations Direct shear tests were performed on "undisturbed" samples and samples which were remolded to 90 percent of the laboratory maximum density in accordance with ASTM:D 3080. Prior to testing, the samples were inundated under confinement for approxi- mately 24 hours. Tests were made under various normal loads at a constant rate of strain of 0.05-inch per minute. Shear test data is presented in Table II, Plate B-1 and Plate B-2. Swell Tests Expansion characteristics were determined in accordance with the UBC Standard 18-2. The results are presented in Table II. Hydrometer Analyses Hydrometer grain size analyses were performed on the minus No. 10 sieve portion of the samples in accordance with ASTM:D 422. These tests were used as an aid in soil classification. The results of these tests are shown on Table II. PACIFIC SOILS ENGINEERING, INC. < <o H<0til1- >:TABLE IILABORATOFW.O. 400739u. O & 3 CO MSg£a3ttS|SP*Oz SfSill DJ_*IU11 D£Ozo£<ui"- &zo —«itIU MX iouI 3is*<iaEL £ 11X 0u "£g•o 51?vJ O LH°scs. ? § £•??« g^- i^-oo SMsf Se5" UJM aaz?S< —O(Oo w-'.S-?i^£O.ZM iu iS-.5?<ao§£ g 5to U (_o£zI-3UJ_ Si 1- 1- I»«?«££.£i8 h|s* o z a.z iufe— o _UI|_lss~P|Z£a. o OOJo St*i^t§|Sa° iias »fc o O-a;u(AUla 5M £S ^o £Offi E01i:U«ftoo N O •31^ O O nai oiM V) 5 •5c M £•ft U9 (L»- EacOM«O*• to N ffl!-. - O Oa) e>n S(O "SBa.oi- cHia £en - CLH c *CoCD c1U ow u (0Q. DIRECT SHEAR TESTS REMOLDED @ 90% 1 4 UOU 1 1 1 I I ! 1 1 I I 1 1 | 1 I I I I I I 1 i 1 I 1 1 1 1 1 I 1 t 1 1 1 1 1 1 1 t CN — " " -!«, ,. ^ou - - _ _ __ uj • -- ~ _ •* _:__ ::: co - — uj _: _ :; __:: ~ : w -1 cnn :--!- __ —I --- --— -- 0 - .. — : -_ __. :: : i ~~ ~ 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 NORMAL STRESS Ibs./ft 2 Silty Sand (Qt) SM symbol boring depth (ft.) symbol boring depth (ft.) • TP-1 5.0 m[\K COHESION 0 psf. FRICTION ANGLE 33 degrees DIRECT SHEAR TEST ^9| PACIFIC SOILS ENGINEERING, INC. 5JM 771 5 Convoy Court, S.D. CA92111 B1J (619)560-1713 &al W.0. 400739 PLATE B-1 DIRECT SHEAR TESTS REMOLDED @ 90% 4 000 "" — """""" "" "i::"""" /) f\cn .UUU ,/OU CM ' — ~ OUU ,- 2,250 - :_ -~- -__ ~- ; ::::_.. LJ ""_""_ -_ - " - - CO - ~ - ~ - < l,/OULU " :: z~~- w 1 cnn - --.~~-- -- -II I- - -I- ( OU OUU ocnilOU o - -- - " : - . 1 -- -- - — 0 500 1 ,000 1 ,500 2,000 2,500 3,000 3,500 4,000 NORMAL STRESS lbs./ft 2 Silty Sand (Topsoil) SM symbol boring depth (ft.) symbol boring depth (ft.) • TP-2 1.0 mnK COHESION 0 psf. FRICTION ANGLE 32 degrees DIRECT SHEAR TEST 5gg PACIFIC SOILS ENGINEERING, INC. Sjn 7715 Convoy Court, S.D.CA 921 11 JS9J (619)560-1713 &ai W.0. 400739 PLATE B-2 07/12/00 WED 15:19 FAX 9093701046 Del Mar Analytical 2052 AJIOI AVC.. Irvine. CA 32006 101-1 £. CodeyOf.. Suits A, Ceilon. CA 923W 16525 Sherman Way. Suite C-11. Van Nuys. CAD2406 9461 ClioMpoatce Of.. Su<U 605. Swi Diogo. CA SZ123 9630 Sculh S1SI St.. Sulie B-120. Phoenix. A2 85041- -10S2 FAX (9*3] 2G1-WS (909) 37CM6B7 PAX (M9) 370-1046 (818) 779-lfla FAX (81BJ 779-1W3 (61S) SO&-«96 PAX (6191 505-9605 (480) 785-0043 FAX (100) 785-0851 LABORATORY REPORT Prepared For:Pacific Soils Engineering, Inc. Tn 5 Convoy Court San Diego, CA 92 ill Attention Ron Buckley Project 400739 Sampled: 06/27/00 Received: 06/30/00 Reported: 07/12/00 This laboratory report is confidential and is intended for the sole use of Del Mar Analytical andiis client. This entre report was reviewed and approved Jbr release. CA ELAP Certificate #1169 AZ DHS License #A20062 Mar Analytical, Colton Jeanne Shoulder Project Manager 77;e rmvlixpcrtari onfy to thelampln* teMeJ in the liboraicry. This rtpurt >hul! no' kc reproduced, except in full. Wthum vriticnperm-ulon from Del Mar Analytical. Plate C-1 CJF040J < I of S> 07/12/00 WED 15:19 FAX 9093701046 f. Del Mar Analytical 28K Alien Ave.. iri/lne. CA B2M6 (949) 261-1022 FAX (949) 261-1226 10K E. Crofoy Dr., Suite A, Colion. CA9Z324 (909) 370-1H7 FAX (90fl) 370-1016 16525 ShL-rmnn Way. Sufie C-11, Wan Nuvs. CA 9UOG (&ie) 779-1M4 FAX (6181 776-1W3 94Q* Oiesaoeake Dr. Suite 603, San Diego. C* 92123 (61B) S05-959C FAX (619) SOS-96S9 9B30 Soulll S1*i St.. Suite 0-120. Phaanii. A2 55014 (480) 7SS-OW3 FAX (480) 765-0651 Pacific Soils Engineering, Inc. 77] 5 Convoy Court San Diego, CA921U Attention: Ron Buckley Client Project ID: 400739 Report Number: CJF0401 Sampled: 06/27/00 Received: 06/30/00 \nalyte INORGANICS Report! Method Batch Limit pH Units Reporting Sample Dilution Date Date Data Result Factor Extracted Analyzed Qualifiers Sample ID: C.TF0401-01 (T¥-l@5' - Soil) pH EPA9045C IOGO<33<i NA mg/kg Sample ID: CJF040I-01 (TP-1@5' - Soil) Chloride EPA 300.0 IOG054:: 5.0 ohms/cm Sample ID: CJF0401-01 (TP-1@5( - Soil) Resistivity EPA 120.1 MOD. IOG103K 700 pH Units 7,8 mg/kg 15 ohms/cm 3200 I 7/6/00 7/6/00 1 7/5/00 7/5/00 10 7/10/00 7/10/00 H Sample ID: CJF0401-01 (TP-1@5' - Soil) Soluble Sulfatc EPA 300.0 Sample ID: CJF0401-02 (TP-2®!1 - Soil) EPA 9045C Sample ID: CJF040J-02 (TP-2@1' - Soil) Chloride EPA 300.0 IOG054;. 0,00050 pH Units IOG063e NA mg/kg IOG0542 5.0 0.0058 pH Units 7.5 mg/kg 15 7/5/00 7/5/00 7/6/00 7/6/00 7/5/00 7/5/00 H Del Mar Analytical, Colton feanne Shoulder Project Manager Tht rtsvltspirian anfy to tilt jamplei Ktieti i« the l.tboraiory. TJilx report .thrillnot be reproduced, except in full, wdAoutw^inen^crm sstunjrom Del Mar Analytical. Plate C-2 CJF040J<2 of S> 07/12/00 WED 15:1& FAX 9093701046 Del Mar Analytical IgJUUO 2BS2«lionAve.. Irvinw. CA 92606 (9431261-1022 FAX (943) 261-122D tOX G. Cool9y Dr., Suite A. Ccltoil. CA G232£ (909) 370-4667 PAX (909) 370-104C 16525 snofmnn Way. Sufte C-n, Van Nuys. CA 9240G (31BJ 779-ia" FAX (818) 779-ifl'3 94B4 OiBSBDflBKe Di, Suito 60S, Sert Diege. CA5Z123 (613) 505-S5B6 FAX (619) MS-96BS 9030 SOUlh Slsi Si.. Suite B-120. Phoonk, A2 B5CM4 (430) 7B5-OOfl3 FAX (4«1) 765-0851 Pacifk Soils Engineering, Inc. 7715 Convoy Court SanDiego,CA921U Attention: Ron Buckley Client Project ID: 400739 Report Number: CJF0401 Sampled: 06V27/00 Received: 06730/00 Analytc Method INORGANICS Reporting Sample Dilution Date Date Data Batch Limit Result Factor Extracted Analyzed Qualifiers Sample ID: CJF0401-02 (TP-2@r - Soil) Resistivity cihms/cm EPA 120.1 MOD. IOC103.J 700 ohms/cm 3100 10 7/10/00 7/10/00 Sample ID: CJF0401-02 (TP-2@1' • Soil) SolubU Sulfate EPA 300.0 IOG054:: 0.00050 0.0048 7/5/00 7/5/00 Del Mar Analytical, Colton Jeanne Shoulder Project Manager The results p«r(oh only tn ihcxampia ii*id in the Liboraiory. This rtp&rt tkall not bt repevd\iced, except in full, 11,-nhoul itrHicn perm saton from M Mar Analytical. Plate C-3 CJF0401 <3 of S> 07/12/00 \VED 15:19 FAX 9093701046 Del Mar Analytical •+-»-» P5E1-SD 2852 Allan Axe,, livina. CA 92606 101* E. Cooicy D(., Suite A. COHwi, CA 02324 16525 Sherman W.iy. Suite C-11. Van Nuya. CA BJ40E 918-1 ChcMpoahe Or, Sulie 805. S=n Oiejjo, CA 92123 9930 Soulh Slat Si. Suiic. B-120. Prioenii, A2 850** IB4S) 2CM022 FAX (9«) 2KM226 (909) 370-1667 FAX (909) 37(M<M6 (816) 779-ie« FAX W161 776-1BJ.1 (619) 50S-959G FAX (653) 505-9669 (-180) 785-00*3 FAX (*60] 7a&-0651 Pacific Soils Engineering, 7 71 5 Convoy Court SanDiego,CA92111 Attention: Ron Buckley nc. Client Project ID: 400739 Report Number: CJF0401 gg* gg™ IB^SMB^IStoffl^^^i Hmm& INORGANICS Reporting Analyte Batch: 10 GO 54 2 Extracted: Blank Analyzed: 07/05/00 (I0< Chloride Soluble Sulfatc LCS Analyzed: 07/05/00 (IOGl Chloride Soluble Sulfcle Matrix Spike Analyzed: 07/05/ Chloride Soluble Sulfaic Matrix Spike Dap Analyzed: 0 Chloride Soluble Sulfetc Batch: TO GO 63 6 Extracted: Duplicate Analyzed: 07/06/00 PH Batch: IOG1038 Extracted: Duplicate Analyzed: 07/10/00 Resistivity Result 07/OS/OO 0542-BLK1) ND ND 542-BS1) 45.7 0.00975 (0 aOGOS42-MS1) 53.3 0.0128 Limit 5.0 0.00050 5.0 0.00050 5.0 0.00050 '/OS/00 (IOG0542-MSD1) 52.9 5.0 0.0128 07/06/00 | OC0636-DUF1) 7.80 07/10/00 (IOC1038-DUP1) 3050 0.00050 NA 700 Spike Source VoREC RPD Data U:iits Level Result %R£C Limits RPD Limit Qualifiers nig/kg % ntg/kg 50.0 91.4 90-110 % 0.0100 97.5 90-110 Source: UF1020-02 ng/Vg 50.0 ND 100 80-120 V. 0.0100 0.0026 102 80-120 Source: IJF1020-02 rrg/kg 50.0 ND 99.4 80-120 0.7S3 20 % 0.0100 0.0026 102 80-120 0 20 Source: CJP0401 -01 pll Units 7,8 0 5 Source: UG0015-01 ohiM/cm 3000 1-65 20 Del Mar Analytical, Colton Jeanne Shoulder Project Manager The rutulli ptrlatn Only lathe ftimplu Uffd In the I ibciraKry, ThlsrtfOrt shall not bcrcpmdticed, except in fuH. wlihouf ffrinertptrm.jsXift from /Je( Mot Analytical. Plate C-4 CJF040K4 af5> r * v *'lr ~J . * V-^ > V_ ** t PACIFIC SOILS ENGINEERING, INC. ^EARTHWORKSPECIFICATIONS . 4 ^ ^v> ^ These specifications present generally accepted standards and minimum earthwork requirements for the development of the project These specifications shall be the project guidelines for earthwork except where specifically superceded in preliminary geology and soils reports, grading f plan review reports or by prevailing grading codes or ordinances of the controlling agency. - I. GENERAL A. The contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. B. The project Soil Engineer and Engineering Geologist or their representatives shall provide testing services, and geotechnical consultation during the duration of the project. " ' C. All clearing, grubbing, stripping and site preparation for the project shall be accomplished by the Contractor to the satisfaction of the Soil Engineer. D. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Soil Engineer and to place, spread, mix and compact the ^ fill in accordance with the job specifications and as required by the Soil Engineer. The Contractor shall also remove all material considered by the Soil Engineer to be unsuitable for use in the construction of compacted fill. E. The Contractor shall have suitable and sufficient equipment in operation to handle C. the amount of fill being placed. When necessary, equipment will be shut down temporarily in order to permit proper compaction of fills. : H. SITE PREPARATION A. Excessive vegetation and all deleterious material shall be disposed of offsite as v- required by the Soil Engineer. Existing fill, soil, alluvium or rock materials determined by the Soil Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Where applicable, the Contractor may obtain the approval of the Soil Engineer and the controlling authorities for the project to dispose of the above described materials, or a portion thereof, in C . designated areas onsite. After removals as described above have been accomplished, earth materials deemed unsuitable in their natural, in-place condition, shall be removed as recommended by the Soil Engineer/Engineering Geologist. PACIFIC SOILS ENGINEERINGS, INC. r - Earthwork Specifications ' ' ' Page 2 $><,, Jr + f f f „ •, ,*'* , J - ** r? * •% r <* * ^ * ''to-'V £v* '!#***'*•• "* ^ * < ^ ^"/• » >-- .A^V* ^ < '*" . - V ^ ' * 1 ' iV -, , ^-f * < * ,*,**» -^> * ? *-•*•*, ^ •*,„ j * B <• B. After the removals as delineated in Item EL A above, the exposed surfaces shall be *• * *L * ' C" / ^ * -2"1 * disced or bladed by the Contractor to the satisfaction of the Soil Engineer" The ** ^ prepared ground surfaces shall then be brought to the specified moisture condition, mixed as .required, and compacted and tested as specified.: In areas where it is ^ k~ necessary^to obtain the^approval of the controlling agency;:prior to placing"fill,;it , " 'will be the contractor's responsibility to notify the proper authorities. .; < , V;; ;-•'.;.: C. Any underground structures such as cesspools, cisterns^ mining shafts, tunnels, septic tanks, wells, pipelines or others not located prior to grading are to be L removed or treated in a manner prescribed by the „ Soil Engineer and/or the controlling agency for the project. m. COMPACTED FILLS A. Any materials imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soil Engineer. Deleterious material not disposed of during clearing or demolition shall be removed from the fill as directed by the Soil Engineer. B. Rock or rock fragments less than eight inches in the largest dimension may be utilized in the fill, provided they are not placed in concentrated pockets and the distribution of the rocks is approved by the Soil Engineer. • C. Rocks greater than eight inches in the largest dimension shall be taken offsite, or placed in accordance with the recommendations of the Soil Engineer in areas designated as suitable for rock disposal. D. All fills, including onsite and import materials to be used for fill, shall be tested in the laboratory by the Soil Engineer. Proposed import materials shall be approved prior to importation. V. - _ ;; ... „''',. • . - ... . E. The fill materials shall be placed by the Contractor in layers that when compacted shall not exceed six inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain a near uniform moisture condition and a uniform blend of materials. i '•••-- • • - All compaction shall be achieved at optimum moisture content, or above, as determined by the applicable laboratory standard. No upper limit on the moisture content is necessary; however, the Contractor must achieve the necessary compaction and will be alerted when the material is too wet and compaction c . cannot be attained. PACIFIC SOILS ENGINEERING, INC. r Earthwork Specifications Page 3 F. Where the moisture content of the fill material is below the limit specified by the / Soil Engineer, water shall be added and the materials shall be blended until a uniform moisture content, within specified limits, is achieved , Where the moisture >,"• ^content of the fill material is above ^ materials shall be aerated by discing, blading or other satisfactory methods'until the > moisture content is within the limits specified,' ~ " " 1 < .* ' •" * . G. Each fill layer shall be compacted to minimum project standards, .in compliance with the testing methods specified by the controlling governmental agency and in accordance with recommendations of the Soil Engineer. ^- ; : : ; In the absence of specific recommendations by the Soil Engineer to the contrary, the compaction standard shall be ASTM:D 1557-91. H. Where a slope receiving fill exceeds a ratio of five-horizontal to one-vertical, the fill shall be keyed and benched through all unsuitable topsoil, colluvium, alluvium, or creep material, into sound bedrock or firm material, in accordance with the recommendations and approval of the Soil Engineer. L Side hill fills shall have a minimum key width of 15 feet into bedrock or firm materials, unless otherwise specified in the soil report and approved by the Soil Engineer in the field. J. Drainage terraces and subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency and/or with the recommendations of the Soil Engineer and Engineering Geologist. K. The contractor shall be required to maintain the specified minimum relative compaction out to the finish slope face of fill slopes, buttresses, and stabilization fills as directed by the Soil Engineer and/or the governing agency for the project. This may be achieved by either overbuilding the slope "and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the designated result. L. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm material; and the transition shall be stripped of all soil or unsuitable materials prior to placing fill. The cut portion should be made and evaluated by the Engineering Geologist prior to placement of fill above. M. Pad areas in natural ground and cut shall be approved by the Soil Engineer. Finished surfaces of these pads may require scarification and recompaction. PACIFIC SOILS ENGINEERING, INC. r Earthwork Specifications * Page 4 % , IV. , -;CUT SLOPES A. *< I The Engineering Geologist shall inspect all cut slopes and shall be notified by the Contractor when cut slopes are started -r t '<• B. If, during the course of grading, unforeseen adverse,or potentially adverse geologic conditions are encountered,1 the Engineering Geologist and Soil Engineer shall investigate, analyze and make recommendations to treat these problems C. Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage. D. Unless otherwise specified in soil and geological reports, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. E. Drainage terraces shall be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the Soil Engineer or Engineering Geologist. V. GRADING CONTROL A. Fill placement shall be observed by the Soil Engineer and/or his representative during the progress of grading. Field density tests shall be made by the Soil Engineer or his representative to evaluate the compaction and moisture compliance of each layer of fill. Density tests shall be performed at intervals not to exceed two feet of fill height. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density determinations shall be taken in the compacted material below the disturbed surface at a depth determined by the Soil Engineer or his representative. B. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed over an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements and that lift approved by the Soil Engineer. C. Where the work is interrupted by heavy rains, fill operations shall not be resumed until field observations and tests by the Soil Engineer indicate the moisture content and density of the fill are within the limits previously specified. PACIFIC SOILS ENGINEERING, INC. r ^Earthwork Specifications Page 5 D. During construction, the Contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water The Contractor shall take remedial measures to control surface water and to prevent erosion of graded area until such time as permanent drainage and erosion control measures have been installed. T- I t i. ~ " ,1 t~ S ' E. Observation and testing by the Soil Engineer shall be conducted during the filling , and compacting operations in order that he will be able to state in his opinion all cut and filled areas are graded in accordance with the approved specifications. ^ > F. After completion of grading and after the Soil Engineer and Engineering Geologist have finished their observations of the work, final reports shall be submitted. No further excavation or filling shall be undertaken without prior notification of the Soil Engineer and/or Engineering Geologist. IV. SLOPE PROTECTION All finished cut and fill slopes shall be planted and/or protected from erosion in accordance with the project specifications and/or as recommended by a landscape architect. PACIFIC SOILS ENGINEERING, INC. CANYON SUBDRAIN DETAIL TYPE A PROPOSED COMPACTED FILL ^NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) TYPICAL BENCHING SEE DETAIL ALTERNATE "A" (PLATE G -2 ) NOTE-FINAL 2O' Of PIPE AT OUTLET SHALL BE NON-PERFORATED TYPE B PROPOSED COMPACTED FILL •NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) TYPICAL BENCHING BEDROCK SEE DETAIL ALTERNATE "B"(PLATE G-2 ) NOTE:FINAL eO'OFPtPE AT OUTLET SHALL BE NON-PERFORATED PLATE G-l PACIFIC SOILS ENGINEERING, INC. W.O.. DATE 6 IN. UIN. CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE I PIPE AND FILTER MATERIAL FILTER UATEKIAL^UlN.VOL.OTyrr/LtN.FT. A-l 6 IN. 0 ABS OK PVC PIPE OP APPROVED SUBSTITUTE WITH UIN. BPEKF.,1/4 IN 9 PEP LINEAL FOOT IN BOTTOM HALF Of PIPE. ASTU D27SI, SDR J5 OR AST** D3O34, SDR 35 OR ASTU DI327, SCHD.4O ASTU DI785, SCHD.4O 12 IN. HIM € IN UIN 6 IN.UIN B-l FOR CONTINUOUS RUN IN EXCESS OF5OO FEET USE 6 IN. 0 PIPE 6 IN.MIN. OVERLAP A-2 ALTERNATE Z FILTER MATERIAL WRAPPED IN FABRIC I IN. MAX. GRAVEL WRAPPED IN FILTER FABRIC I tN. MAX.GRAVEL OR APPROVED EQUIVALENT 9 FT /FT. MIRAFI I4O FILTER FABRIC OP. APPROVED EOUIVAL ENT (TYPICAL) 6 IN. UIN. /OVERLAP H *R^ B-2 PROPOSED FINISHED GRADE DETAIL OF CANYON SUBDRAIN TERMINAL FOR ALTERNATES A2 AND B2' NATIVE BACKFILL UIRAFI KO FILTER FABRIC OR APPROVED EQUIVALENT I IN. MAX. OPEN GRADED GRAVEL OR APPROVED EQUIVALENT NON-PEftf 6IN.0MIN PERF 6 IN. ff UIN. PIPE € IN. UtN. OVERLAP ALTERNATE 3 PERFORATED PIPE SURROUNDED WITH FILTER MATERIAL \ Cl^e IN.UIN.\l OVERLAP € IN. UIN. COVER 4 IN. UIN. BEDDING FILTER MATERIAL 9 FT. 4 IN. UIN. BEDDING A-3 — PERFORATED PIPE 6 IN. 0 UIN. -B-3 FILTER MATERIAL SIEVE SIZE PERCENT PASSING I IN.tN. 3/8 IN. NO. 4 NO. 8 NO. 30 NO. 50 NO. ZOO IOO 9Q-IOO 4O-IOO 2S-4O 18-33 3-IS O-7 Q-3 PLATE 6-2 PACIFIC SOILS ENGINEERING INC. W.O. DATE cvt*.?•« % e I1 I** '2 5*««•* 2 f-M£ * 1*1£ w x«. w ^5SX sp;:« oo t o£ o *. *flsilw i &*s* Mi^S|?SEs: S*s°s ^w»£&c?»5 i«O-K)»» x_W. w*> X* s^. o£1 i si1 . ». «*1 ** *^\ *«!1 5&1 0 C L. 1r^ Ii \\w \I\ Jl • \ n *,osce>o ox>%t•coc£ *»e *o£ «: S-c-Sa Stl«-£ ^li-iA. ft S *=• *.«M<^O. Q. •s- t «3 'w "5 <o aeco cr5:-55;* £%3C* ^ -5 -c «i • v.«. v**o&%Sfc^. 5"§ ^** S•o *• 2^ S? »l•«> ci-l 2S-£^ * fcS|?hlo <* Xg «, <x « s $58 I sI SQ. * i|.*iH**• r^ •»!» 5^8lli 1^IS*tt!«7L° SD"1* 9«»o 5 ."»&1t»«» "C* S< c **- 5^_ *.*5;£i13 » &5f**!*-^ i«* «S^s*ss fiS«^x2£S Is 1*"*>»p m+ vc «•%-5 c€6^ 5 iuj S O k IS 0) I o£ww . < Z I-•>£ 6<z Cut Lot 5 min. Unweothered Bedrock Overexcavate and Recompoct Cut-Fill Lot (Transition) 5 min. Compocled Fill WMMMM 3 min. verexcavate and Recompoct Unweolhered Bedrock 'deeper overexcavotion may be required by the soils engineer in steep cut-fill transition areas PACIFIC SOILS ENGINEERING, INC. W. O. DATE. PLATE G-4 co>coo $> ?'> O) O a oefEUJUJ2OUJto_J Oto O u. o OL LU O 3t Selective Grading Detail for Stabilization Fill Unstable Material Exposed in Portion of Cut Slope NOTE-- 1. Subdrains are not required unless specified. 2. "w" shaft be equipment width (15'} for slope heights less than 25 feel. For slopes greater thon 25 feet "w" shall be ^determined by the project soils engineer/geologist. At no time shall "w" be less than H/2. PLATE G-7 PACIFIC SOILS ENGINEERING, INC. W.O. T3 § s COIs! CD CO tuQ: I s ^ o O <3UJo c 0- Uj Q. O a. oo 8o Ch o"3. £o COo 8 ROCK DISPOSAL DETAIL FINISH GRADE CLEAR AREA FOR FOUNDATIONS, UTILITIES AND SWIMMING POOLS 10' or as described by report 03 93. CE> FINISH SLOPS FACE *—J 1 WINDROW 1 (TYPICAL) NOTE: if NECESSARY. OVERSIZED MATERIAL SHOULD BE REMOVED FROM THE 15 FOOT ZONE WITH SPECIAL EOUIPMENTtSUCH AS A ROCK RAKE PRIOR TO PLACING THE NEXT FILL LIFT. TYPICAL WINDROW DETAIL (END VIEW) HORIZONTALLY PLACED COMPACTED FILL GRANULAR SOIL FLOODED. TO FILL VOIDS NOTE: COMPACTED FILL SHALL BE BROUGHT UP AT A HIGHER ELEVATION ALONG WINDROW SOGRANULAR SOIL CAN BE FLOODED IN A "TRENCH CONDITION". PROFILE VIEW Sl=ui=\&=\ii=m^=\UHjuj=niHiiisui^nl^i\(p\u=m^usii!^T'^ PLATE G-IO PACIFIC SOILS ENGINEERING.INC. W.O. DATE t>•Q «> c*l«*: t» fcS<;€ >ts^ tf fe o o :* c . . ^ to. Oto?1-? 5! 5S 8 o -J touG: PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (858) 560-1713. FAX: (858) 560-0380 HERMOSA CONSTRUCTION COMPANY 2541 State Street - Suite 202 Carlsbad, CA 92008-1964 June 1, 2000 Work Order 400729 Attention: Mr. Bob Plein Subject: Geotechnical Foundation Investigation for the 0.8 Acre Cynthia Lane Parcel, APN 156-230-41-00, in the City of Carlsbad, California References: See Appendix Gentlemen: Presented herein is Pacific Soils Engineering, Inc.'s (PSE) geotechnical foundation evaluation for the 0.8 acre Cynthia Lane Parcel, APN 156-230-41-00, located in the City of Carlsbad, California. This work was performed in accordance with our proposal dated May 16, 2000 on the authorization of Mr. Bob Plein. The purpose of this investigation is to generally characterize site geotechnical condi- tions as they relate to the proposed construction of four (4) wood frame, residential structures supported by slab-on-grade foundation systems. 1.0 SCOPE OF WORK The following scope of work has been performed during PSE's investigation. 0 Review of published maps and geologic literature. 0 Mark-out and coordination of underground service alert. 0 Excavation, logging and sampling of three (3) exploratory test pits, exca- vated with a John Deere 410E backhoe with 36 inch bucket (Table I). CORPORATE HEADQUARTERS LOS ANGELES COUNTY RIVERSIDE COUNTY SOUTH ORANGE COUNTY TEL: (714) 220-0770 TEL: (310) 325-7272 Or (323) 775-6771 TEL: {909} 676-8195 TEL: (714) 730-2122 FAX: (714) 220-9589 FAX: (714) 220-9589 FAX: (909) 676-1879 FAX: (714) 730-5191 Work Order 400729 Page 2 June 1,2000 0 Laboratory testing and analyses of bulk samples consisting of: 1) hy- drometer analysis (Table II); 2) remolded direct shears (Table II and Plates B-1 and B-2); 3) compaction characteristics (Table II); 4) expan- sion index (Table II); and 5) chemical/resistivity testing (Plates C-1 through C-5). 0 General discussion of site geology. 0 Limited seismic hazards analysis. 0 Preliminary grading recommendations. 0 Preliminary foundation design recommendations. 0 Preparation of this report and accompanying exhibits summarizing our findings, conclusions and recommendations. 2.0 SITE DESCRIPTION The 0.8 vacant acre parcel is relatively flat with drainage by sheet flow to existing paved streets and associated storm drains. Currently the parcel supports a flower farming operation and existing homes are located to the east and west while Cynthia Lane and Buena Vista Avenue form the south and north bounda- ries. 3.0 PROPOSED CONSTRUCTION It is assumed that mass grading techniques will be utilized to create building pads, driveways and improve surface drainages for support of four (4) residential structures. It is also understood that the proposed residential wood frame struc- tures will be supported by a slab-on-grade foundation system with shallow foun- dation elements. At this time, the foundation plans are not available for review; PACIFIC SOILS ENGINEERING, INC. Work Order 400729 Page 3 June 1,2000 therefore, the geotechnical design values presented herein are preliminary in nature. When complete, foundation plans should be reviewed for conformance to this report. 4.0 GEOLOGIC SUMMARY Although no existing site specific proprietary geotechnical reports were available for PSE's review, published data (Weber, 1982) indicates the site is underlain by terrace deposits of the Quaternary-age Lindavista Formation. Typically, the Lin- davista Formation consists of brown to reddish brown, silty to clayey sands. Weber indicates Santiago Formation cropping out three-quarters (3/4) of a mile northeast of the site at the Buena Vista Lagoon and it is likely that Santiago bed- rock underlies the site at depth. Review of the regional geologic information indicates the absence of faulting within/or in immediate proximity of the site. The trace of the Rose Canyon fault is located approximately eight (8) kilometers southwest of the parcel. Owing to the dense character of the Lindavista and underlying Santiago Formation, lique- faction potential is very low. Ground shaking from large seismic events gener- ated along offsite faults is possible, as with most areas in the seismically active southern California area. For structural design purposes, the parameters pre- sented in Table A should utilized for post-graded lots. The site occurs in seismic zone 4, and therefore the seismic zone factor "Z" is 0.4. These parameters are meant to be consistent with UBC (1997). PACIFIC SOILS ENGINEERING, INC. Work Order 400729 June 1,2000 Page 4 TABLE A UBC (1997) Seismic Parameters Soil Profile Type Ca Na sc 0.40Na 0.56NV 1.0 1.1 Groundwater was not encountered at the time of PSE's subsurface investigation. It is considered unlikely that groundwater will be encountered during grading op- erations or building construction. It is possible that landscape and/or seasonal rainwater will perch over the relatively dense, Lindavista Formation. Based on PSE's general experience, the proposed three (3) foot cap is typically sufficient to allow for mitigation of nuisance water conditions. However, if perched condi- tions develop near finish grade surface, additional measures, such as the combi- nation of area drains and/or French drains, may be required. 5.0 SITE PREPARATION AND COMPACTION 5.1 Unsuitable Soil Removals As a general guideline, removals will likely be on the order of three (3) feet and should be accomplished over the entire site. Localized areas may require deeper removals and will depend upon conditions encountered during grading operations. Removal and recompaction should be accomplished for the three back- hoe trenches (TP-1 through TP-3) excavated for this study. PACIFIC SOILS BNOIISIEERINC3, INC. Work Order 400729 Page 5 June 1,2000 5.2 Existing Site Improvements To the best of PSE's knowledge, existing underground improvements do not exist within the proposed building envelopes. Underground utility im- provements exist on the site along Cynthia Lane and Buena Vista Ave- nue. Additionally, residential structures exist on both sides of the subject lot. Given the proximity of the adjacent structures and improvements, care should be taken during grading operations. Accordingly, it should be the contractor's responsibility to protect adjacent improvements in these areas during grading and building construction. 5.3 Grading Compliance Grading should conform to the grading ordinance of the City of Carlsbad and the attendant PSE earthwork specifications. Field observations will be required during grading by qualified geotechnical personnel. This should include full time observation and testing of fill soil placement by field technician(s) and periodic observation by the soil engineer. 5.4 Site Preparation Prior to grading, the site must be stripped and cleared of existing vegeta- tion, trash, debris and other deleterious materials. These materials should be removed and wasted offsite. 5.5 Removal Excavation Treatment Once removals are completed, the removal excavations should be mois- ture conditioned to optimum moisture or slightly above (ASTM:D 1557-91) and compacted to a minimum of 90 percent relative compaction, prior to placement of compacted fill. PACIFIC SOILS ENGINEERING. INC. Work Order 400729 Page 6 June 1,2000 5.6 Compacted Fill Placement Fill should be spread in thin lifts (six to eight inches), the moisture content adjusted to a minimum of optimum moisture or slightly above, and the materials rolled and compacted to a minimum of 90 percent of laboratory maximum density as determined in accordance with ASTM:D 1557-91. Each lift should be treated in a like manner until the desired finish grades are achieved. 5.7 Soil Material Suitability Excavated materials, which are approved by the soil engineer, may be utilized in compacted fill provided that trash, vegetation and other delete- rious materials are removed prior to placement. 5.8 Soil Expansion Characteristics The onsite materials are considered to be low expansive in nature. Pre- liminary foundation designs are provided to accommodate this condition. However, as-graded expansive conditions should be confirmed upon completion of grading operations. 5.9 Import Soils Import soils, if needed, should have very low to low expansion properties. The soil engineer should be notified at least 48 hours in advance in order to sample, test and approve or disapprove materials from borrow sites. No import materials should be delivered for use on the site without prior approval by the soil engineer. PACIFIC BOILB ENGINEERING, INC. Work Order 400729 Page 7 June 1,2000 5.10 Compaction Testing Fill should be tested at the time of placement to ascertain that the required compaction is achieved. 6.0 PRELIMINARY FOUNDATION DESIGN CRITERIA Laboratory testing indicates the existence of onsite materials that are low in ex- pansion potential. Final expansion potential determinations for the subject lots will be dependent on the post-graded soil conditions. For preliminary design purposes, the following conventional slab-on-grade foundation design parame- ters and recommendations are presented. Prior to construction, the foundation plans should be reviewed by PSE. At that time, finalized recommendations/comments will be presented. 6.1 Preliminary Foundation Design Criteria Foundation systems may be preliminarily designed based upon the fol- lowing values. Allowable Bearing: 2000 Ibs./sq.ft. Lateral Bearing: 200 Ibs./sq.ft. at a depth of 12 inches plus 100 Ibs./sq.ft. for each additional 12 inches embedment to a maximum of 2000 lbs./sq.ft. Sliding Coefficient: 0.35 Settlement: Total = 3/4 inch Differential = 3/8 inch in 20 feet The above values may be increased as allowed by code to resist transient loading conditions, such as wind or seismic. PACIFIC SOILS ENGINEERING, INC. Work Order 400729 Page 8 June 1, 2000 6.2 Preliminary Conventional Slab-On-Grade Foundation Systems Conventional foundation systems may be preliminarily designed in accor- dance with section 6.1 and Table B. 6.3 Retaining Walls Foundations with retaining walls may be preliminarily designed in accor- dance with recommendations of paragraph 6.1 and the following: 6-3.1 Lateral Earth Pressure Coefficients Level Backfill Ka = 0.31 Kp = 3.25 K0 = 0.47 Equivalent fluid pressures can be calculated utilizing a soil unit weight of y= 125 Ibs./ft.3. 6.3.2 Other Design Considerations Retaining wall design should consider additional surcharge loads, where appropriate. 6.3.3 Waterproofing and Drainage Systems Cantilever and/or restrained retaining walls should be waterproofed to accommodate the anticipated irrigation water and backfilled with free draining material (SE > 30) to within 18 inches of grade and compacted to project specifications to minimize water marks. Na- tive soils shall be utilized in the upper 18 inches. Drainage PACIFIC SOILS ENGINEERING, INC. Work Order 400729 June 1, 2000 TABLE B CONVENTIONAL FOUNDATION DESIGN PARAMETERS Expansion Potential Soil Category Very Low to Low I Footina Death Below Lowest Adjacent Finish Grade One-Story Interior One-Story Exterior Two-Story Interior Two-Story Exterior 12 inches 12 inches 12 inches 18 Inches Footina Width One-Story Two-Story Footing Reinforcement One-Story Two-Story Slab Thickness Slab Reinforcement Under-Slab Requirement Slab Subarade Moisture 12 inches 15 inches No. 4 rebars, one (1) on top, one (1) on bottom. No. 4 rebars, one (1) on top, one (1) on bottom. 4 inches (actual) No. 3 rebars spaced 18 inches on center, each way. 2 inches of clean sand over 10-mil Visqueen, underlain with 2 inches of clean sand. Minimum of 110 percent of optimum moisture prior to placing con- crete. Footina Embedment Next to Swales and Slopes If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be embedded such that at least seven (7) feet is provided horizontally from edge of the footing to the face of the slope. Garaaes A grade beam reinforced continuously with the garage footings shall be constructed across the garage en- trance, tying together the ends of the perimeter footings and between individual spread footings. This grade beam should be embedded at the same depth as the adjacent perimeter footings. A thickened slab, separated by a cold joint from the garage beam, should be provided at the garage entrance. Minimum dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and reinforcement should be the same as the structure. Slab thickness, reinforcement and under-slab treatment should be the same as the structure. PACIFIC BOILS ENGINEERING, INC. Work Order 400729 Page 9 June 1,2000 systems including, as a minimum, a four (4) inch diameter perfo- rated drain line surrounded by three (3) cubic feet per lineal foot of three-quarters (3/4) inch to one (1) inch crushed rock wrapped with a suitable filter fabric, should be provided to all cantilever and re- strained retaining walls to relieve hydrostatic pressure. 6.3.4 Other Appurtenances PSE can provide geotechnical design parameters and subsurface drainage recommendations for pools, spas, flatwork or other hard- scape improvements upon request. 7.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS 7.1 Positive drainage away from structures shall be provided and maintained. 7.2 Utility trench backfill shall be accomplished in accordance with the pre- vailing criteria of the City of Carlsbad. 7.3 Seismic design should be based on current and applicable building code requirements. 7.4 Soluble sulfate concentrations of the foundation material should be de- termined after grading is complete, when the final distribution of onsite material is known. Preliminary chemical analyses are presented on Plates C-1 through C-5. These values should be reviewed by a corrosion engi- neer with respect to concrete specification and cathodic protection. PACIFIC BOILS ENGINEER IN 8, INC. Work Order 400729 June 1,2000 Page 10 The findings and recommendations contained in this report are based upon the specific excavations and observations as noted. The materials immediately adja- cent to or beneath those observed may have different characteristics and no rep- resentations are made as to the quality or extent of materials not observed. Respectfullv^submittedj PACIFIC SOU INC. By:/ Reviews Dist: (6) Addressee CER/JAC/JAH:KR/0000 CHA rigmeering Mana PACIFIC BOILS ENGINEERING, INC. Work Order 400729 APPENDIX June 1,2000 REFERENCES ICBO, 1997, Uniform Building Code, Whittier, California: International Conference of Building Officials, 3 volumes. Weber, Harold F., 1982, Recent slope failures, ancient landslides and related geology of the north-central coastal area, San Diego County, California: California Divi- sion of Mines and Geology, open file report 82-12 LA. PACIFIC SOILS ENGINEERING, INC. UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS g .1 -5 & E 0 1 J o o k .2 il 8(A "M 5-i Sii s jM 8e^ ~ i * 1 H * 1 , o° 8*8 , ^~ v t 1" f 5 gig !g J • • u £ slr r* Vis ji**«* M1^ If *i l>1J!5;| jr« [] *!;. il iji.j- ~" ^ u) s i8 ? s£0 g. / / - 1 11£ -J E * w ^r 7 r HIGHLY ORGANIC SOILS ? OUP MBOLS 0 ?<GW 5 GP"i 'i ^GC sw :SP *SM ^sc ML /j CL MH ^CHj 7- * Sw TYPICAL NAMES Well-graded gnweli, grovel tond mixtures, lutk or re hnet Poody-groded grovels, grovel-sand matures, little or no lines Sitty araveli. orovel-tand-tilt miilurn Clayey gfuvelt, grovel-sond-»m miKtures WeH-oroded sondt. gravelly sondt, little or no Vines Poorly • graded sands, gravelly eonds, little or no fine* Silty sands, sand-silt mntures Clayey sandt. tood-ck))r rriiluret tnorgonic silts and fine tonds, rock ftour silty or cloyey fine tondi or cloyey tilts with slight plotticity rxroarK dayt of bw to medium ptothcrty, aravelly ctoyi, sandy cloys, titty clays, lean cloys Organic tits «vJ ergonlc tWy ctoyt «t tow plasticity Inorganic siltt, micaceous or diatomoceout fine eandy or silly toft, elostic •ittt Inofgonic doyt of high plasticity, tot clays Organic cloys of medium to high ptotticity, organic tiltt Peat and other highly organic toil FIELD IDENTIFICATION PROCEDURES Wide range gran tifet and substantial amounts 9) Oil intermediate particle sues Predominately one eiie or o range of diei with tome inlermediott sizes missmg Nonpkntic fines or fines with tow plasticity (tor identi- procedures tee fct betow) PUslic fines (for identificolion procedures uM CL betow) Wide range wi grain sizes and substantial amounts of otl intermediate particle tizei Predominately one sue or a range of tome intermediate tiies missing tiiei with Nonptottic fines or fines with tow plasticity {tar 'identification procedures tee ML betow) Plastic fines (for identification procedures tee CL betow} IDENTIFICATION PROCEDURES on fraction smaller than No. 40 sieve sue Dry Strength (crushing chora c (eristics) None to slight Medium to high Slight tomedium Sftght to High to very high Medium to high Oilatancy (reaction to Shaking) Ouk* to stow None to verystow Stow Stow to none None None to verystow Readily identified by color, Oder, and frequently by fibrous texture Toughness ( consistency mar PL) None Medium Slight to medium Slight to medium High Slight to medium spongy, toel BOUNDARY CLASSIC AT IONS Soft pootumg ctarttctwnTict ol t*"3 9oup» v* dtwgnottd by ctmbnoiioK 0* omv tymboh PARTICLE SIZE LIMITS SILT OR CLAY SAND GRAVEL FINE MEDIUM COARSE FINE COARSE I - COBBLES 1 . - -- * No ZOO tie 4O No» Na4 3/4 r 3* (12 ml US STANDARD SIEVE SIZE CONSISTENCY CLASSIFICATION COHES.VE SO.L BECKOCK MO.STVRg CONP.T Wry loose \*ry soft Loose Soft Moderately dense Firm Medium dense Stiff Dense Very stiff Very dense Hard ^ittanhCelThet Unfetd SoU Qwtvnc0nQfi Syvtajn* Cvrn v OtflfcitMl, U$. Army toftnCtJ Mtmortrtdiim No 3*557. WtM lM0v*,M3. (IMMtf Apil. 1960! BOULDERS ON OTHER SYMBOLS Dry R- Undisturbed sample Slightly moist B- Bulk sample Soft Moist S Groundwoter Moderately hord W«t Q. Groundwater seepage Hard Saturated Vary hard PACIFIC SOILS ENGINEERING, INC. PLATE A Work Order 400729 June 1,2000 Work Order 400729 Date Excavated 05/19/00 Excavated by CER Equipment John Deere 41OE with 36" Bucket TABLE I LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description TP-1 0.0 - 8.0 SM LINDAVISTA FORMATION(Qlv): brown to dark brown, silty, fine sand, slightly moist, moderately dense; common pinhole porosity; common rootlets. @ 1.5 ft. reddish brown to yellowish red, silty, fine to medium sand; trace of clay and coarse sand, moist, moderately to medium dense; massive; structured; structure faces stained with black splotches (magnesium oxide?); common pinhole porosity. SM-SC @ 2.0 ft. dark reddish brown (SYR 3/4 to 4/4), clayey to silty. @ 4.0 ft. uncommon pinhole porosity. SM @ 7.0 ft. mottled dark reddish brown and yel- lowish red, silty, fine to medium sand, very moist, medium dense; massive; no structure. TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING PACIFIC SOILS ENGINEERING, INC. Work Order 400729 June 1,2000 TABLE I cont. LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description TP-2 0.0 - 8.0 SM LINDAVISTA FORMATION (Qlv): brown, silty, fine to medium sand, trace of coarse sand, moist to very moist; uncommon small rusty red sand clasts; massive; structured; structured surfaces stained black (magnesium oxide?). SC @ 1.0 ft. reddish brown to yellowish red, clayey, fine to medium sand, moist to very moist, medium dense; common small rusty red sand clasts; massive; structured; structured surfaces stained black (magnesium oxide?). SM @ 6.0 ft. dark reddish brown, slightly silty, fine to coarse sand, slightly moist to moist, very dense; cemented; massive; no structure. TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING PACIFIC SOILS ENGINEERING. INC. Work Order 400729 June 1,2000 TABLE I cont. LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description TP-3 0.0 - 9.0 SM LINDAVISTA FORMATION (Qlv): brown to dark brown, silty, fine to medium sand, moist to very moist, moderately dense; common root- lets. @ 1.5 ft. brown to dark reddish brown, silty, fine to medium sand, moist to very moist, moderately dense; common pinhole porosity; uncommon rootlets; massive. SM-SC @ 3.0 ft. dark reddish brown, silty to clayey, fine to medium sand, very moist, medium dense; slightly cemented, slightly structured; slight pinhole porosity; some black staining on structured surfaces; very uncommon rootlets. SC @ 4.0 ft. dark reddish brown, clayey, fine to medium sand, very moist, medium dense; massive; no structure; no visible porosity. TOTAL DEPTH 9.0 FT. NO WATER, NO CAVING PACIFIC SOILS ENGINEERING, INC. <Q WUI- £°>_ O CM RA40IU - °_J mofii u.o (0 6gSi^|£ ra D>C UJ w "5 O) oaa. DIRECT SHEAR TESTS REMOLDED @ 90% 4 ooo "~~':-----T.--mmm~ --'"---' --'"-"''. ! !; a- (wu ;"::::::!-_!":: ::^ ._."::::::::;._!:::: :: w <:,<:ou ._.::: ± :::::,__:::: : QJ DC i .'°o .._:::::::::::_:::::. .,.::: : : i :::::::::::::::::::::::::::::::::: , _3E -, ! _» ._-.__: ::: :::: ± :::_: :::::::::: ± ::: ::: ::::::::::: ::± :::.:::: :: is;: ::: :::::::::: ::*__.::::.: : ;:::__:::::: £ ::.::: : ±::. ..::___ :::::::::::: ::± ::._ :: ~ ±.: :: :::::::::::: :± ::. .„ 3 E _ n(I •- -• 0 500 1 ,000 1 ,500 2,000 2,500 3,000 3,500 NORMAL STRESS IbsTft 2 SiltySand "*') SM COHESION 0 psf FRICTION ANGLE 33 de£ 4,000 rees symbol boring depth (ft.) symbol boring depth (1 • TP-1 1.0 .) DIRECT SHEAR TEST H PACIFIC SOILS ENGINEERING, INC. 7715 Convoy Court, S.D. CA 92111 _^__ W.0. 400729 PLATE B-1 4,0 3,7 3,5 3,2 3,0 2,7 eg £ 2,5 «5^,2 CO LU fE 2,0 « 5 1.7LU ' Xw 1,5 1,2 1,0 7 5 2 symbol • DIRECT SHEAR TESTS REMOLDED @ 90% T 1 1 <1 0 500 1 ,000 1 ,500 2,000 2,500 3,000 3,500 4,000 NORMAL STRESS IbsVft 2 Clayey Sand SC-CL COHESION 125 psf. FRICTION ANGLE 32 degrees boring TP-2 depth (ft.) 3.0 symbol boring depth (ft.) DIRECT SHEAR TEST mPACIFIC SOILS ENGINEERING, INC. 7715 Convoy Court, S.D. CA 92111 (619)560-1713 W.0. 400729 PLATE B-2 05/31/00 WED 13:54 FAI 9093701046 •»•»•* PSEI-SD 1^002 Del Mar Analytical »« Alton AV8., Itvtne. CA 92606 (949) 261-1022 FAX (9*8) 261-1226 1014 E. COOtey Or., Suihf A. Cobon, CA 62324 (909) 37W667 FAX (BOB) 570-lOtE 16525 SfwmSfi W:,y. Suits C-11, Van NuyS. CA 92406 (Die) 776-1614 FAX (818) 779-16*3 WE* Chesapeake Or,. Suite BOS. San Ditpo. CA 99129 {616} 505-8590 FAX (61!1) 505-6666 0630 South S1B1 51.. Sullt 8-120. Phevnii. AZ 85044 (480) 7§S-00*3 PAX (460) 7654651 Pacific Soils Engineering, Inc. 7715 Convoy Court San Di ego, CA 92111 Attention: Ron Buckley Client Project TD: 400729 Report Number. CJE0332 Sampled: OS/25/00Received: 05/26/00 Analyte Sample ID; CJE0332-01 (TP-1@1( - Soil) Method INORGANICS Reporting Sample Dilution Date Date Data Batch Limit Result Factor Extracted Analyzed Qualifiers pHUnifc EPA9045C COE26W NA Sample ID: CJE0332-02 (TP- PH ' - Soil) EPA9045C COE26)5 NA pH Units 4.66 6.91 2/26/00 5/26700 5/26/00 5/26/00 Del Mar Analytical, Cotton Jeanne Shoulder Project Manager Plate C-1 Ihe resultspvtoh only in ihetampla KxttJ in the laboratory. This report shall not be reptwhteetJ, except In full, -without ^Kitten pen wsion from l>el Mar Analytical.CJEQ332<2 05/31/00 WED 13:55 FAX 9093701046 ifct uuo Del Mar Analytical 2652 Alton Ave.. Irvine, OAg260S (W9) 281-1022 PAX (949) 261-1228 1014 E. COOIBV Dr., Suite A. COIlOn, CA 92324 (903} SKMWT FAX (90B] 370-10*6 16525 Snsrman Way. Stril* C-n, Van Nuys. CA 9?.*OG (018) 779-1814 FAX (BIB) 779-1843 6404 Chctapnako Dr.. SuitO 60S. Son Dl«]0, CA 92123 18181 505-9596 PAX (C19) 500-9669 9630 South Sist Si, Suite B-120. Phoenix. AZ flSOM (400) 765-0046 FAX (480) 785-0861 Pacific Soils Engineering, Inc.7715 Convoy Court San Diego, CA 92111Auention: Ron Buckley Client Project II): 400729 Report Number: CJE0332 Sampled: 05/25/00 Received: 05/26/00 Analyte Sample ID: CJE0332-01 (TP-1@V - Soil) Chloride INORGANICS Reporting Sample Dilution Date Date Data Method Batch Limit Result Factor Extracted Analyzed Qualifiers mg/kg rag/kg EPA 300.0 IOE30:!2 5.0 8.] ohms/cm ohms/em Sample ID: CJB0332-01 (TP-1®!1 - Soil) Resistivity EPA 120.1 MOD. IOE30::? 700 2200 1 5/30/00 5/30700 1 5/30/00 5/30/00 Sample ID: CJE0332-01 (TP- Soluble Solfatc Sample ID: CIE0332-02 (TP-2@3( - Soil) Chloride EPA 300.0 IOE30:2 0.00050 mg/kg EPA 300.0 10E30:a 5.0 ohms/cm Sample ID: CJE0332-02 (TP-2@3' - Soil) Resistivity 0.0070 1 5/30/00 5/30/00 mg/kg 9.9 1 5/30/00 5/30/00 ohms/cm EPA 120.1 MOD. 10E30--7 700 5400 1 5/30/00 5/30/00 Sample ID: CJE0332-02 (TP-2@3' - Soil) Soluble Sulfate EPA 300.0 IOE30I.2 0.00050 0.0060 1 5/30/00 5/30/00 Del Mar Analytical, Cotton Jeanne Shoulder Project Manager Plate C-2 77** result* pertain unly nt tttc temples Itatd In Ih • lukuruiary. 'JJiis report shall not be rtrtrtiiJuced. aeept ia fuff. without written pat mitxion from Del Mar Analytical CJE0332<3 nti> 10:00 rAA 1^1004 Del Mar Analytical ZflSZ AJton Ave,. Irvina, C* 92806 1011 E, C&ttty Df., Sute A. CtfTOn. CA92324 16526 Sherman Way. Suite C-11, Van Nuye. CA B24D6 9AB4 Chnapoahs Dr., Sulie 60S. San DiftfiO, CA 92123 9S30SOUW 5tSlS!..Sun« B-120, Phccrvx, A2 850« -1022 FAX (8*9) 261-122S 1908) 370-4667 FAX («9) 3VO-10*6 (618) 779-1644 FAX (BIB) 779-1W3 (610) SOS-9596 FAX (GIB) 505-9CI9 (460) 76540O PAX (4fiO] 76S-0651 Pacific Soils Engineering, inc. 7715 Convoy CourtSan Diego. CA 92111 Attention: Ron Buckley Client Project ID: 400729 Report Numbdn CJE0332 Sampled: 05/25/00 Received: 05/26/00 INOFlGANICS Analyte Result Batch: COE26Q5 Extracted: 05/26/00 DuplicjiteADJilyzedt 05/26/00 (COE2605-DUP1) pH 4.46 Reporting Limit NA Vnits p.-I Units Spike Source V.REC Level R«ult V.REC Limits RPD RPD Date Limit Qualifiers Source: CJE0332-01 4,66 4J9 Del Mar Analytical, Cotton Jeanne Shoulder Project Manager Plate C-3 I'hf renittx fterian oaty to thl sample* Icjtetl in tin laboratory. Thix report .ittoil not bt rtprvduemi, etvepf in /ittf, »iitwiK»rilKnptr.MuiunJrtim DdMar jnalyttoal.CJEQ332<4 uo/oi/uu tir.jj 10:00 FAA Del Mar Analytical 2fi£2 Alton Awe.. IrvirM. CA 9260C 1014 E. CoolBy Dr.. 6ulw A. Colun, CA9233A 16S25 Sherman Way. Sulw C-ii. Van Nuys. CA 82406 9464 Oitsapeake Dr.. Suite BOS. San Diago. CA 92123 9630 Souih 51 SI Si., SulTP 8-120, Phwnta. (949) 2C1-1022 PAX (949) SC1-1228 (909) 37CM667 PAX (TO) 370-1046 (816) 779-1844 FAX (8IB) 779-1613 (819) 50&-9S9B FAX (019) 505-9689 (480) Ves-00*3 FAX (WO) 76SW51 Pacific Soils Engineering, Inc. 7715 Convoy CounSan Diego, CA 92111 Attention: Ron Buckley Client Project ID: 400729 Report Number: CJE0332 Sampled: 05/25/00 Received: 05/26/00 INOHGANICS Reporting Annlyte Result Limit Batch: 10E3022 Extracted: 05/30/00 Blank Analyzed: OS/30/00 (IOC3022-BLK1) Chloride ND 5.0 Soluble Sulfote NO 0.00050 LCS Analyzed: 05/30/00 (IOE3022-BS1) Chloride 47.6 5.0 Soluble Sulftie 0.00957 0.00050 Matrix Spike Analyzed: OS/30/00 (IOE3022-MS1) Chloride 54.3 5.0 Soluble Sulhlc 0.0163 0.00050 Matrix Spike Dup Analyzed: 05/30/00 (IOE302J-MSD1) Chloride 55.9 5.0 Soluble Sulfdlc 0.0167 0.00050 Batch: IOE3037 Extracted: 05/30/00 Duplicate Analyzed: 05/30/00 (IOE3037-DUPI) Rcjirtiviry 2200 Units Spike Level Source %REC Result V.REC Limits RPD RPD Limit Data Qualifiers 700 me/leg rag/kg me/kg chnu/em 50.0 0.0100 95.2 95.7 90-110 90-110 Source: CJE0332-01 50.0 8.1 92.4 80-120 0.0100 0.0070 93.0 80-120 Source: CJE0332-01 50.0 8.1 95.6 80-120 0.0100 0.0070 97.0 80-120 Source: CJ £0332-01 2200 2.90 2.42 20 20 20 Del Mar Analytical, Colton Jeanne Shoulder Project Manager 'fh» remit* ptrio* nnty tn the xampttx ttxvl in Mt laboratory. Tflls riport itioll nM be KprtdttCtd. except in full, inthovtivritttnptrmlssisn from Del Mvr Analytical. Plate C-4 CJE0333<S o/6> IfeJUUO Del Mar Analytical 2B52 Alton Ave.. Irwino. 1014 E Cooliy Dr.. Suite A. Conon. 1652S SnermanWay. SulaC-li, van Nuys, CAB2406 8181 Cneaapeaka Dr.. Suite 80S. Sin Diego. CA 92123 9830 South Slit Si., Suite 0-120. PKoenii, (940) 261-1022 FAX <»W) 261-1220 (909) S7(M667 f=AX (908) 370-1046 (SIB) 779-10** FAX (fliei 779-1M3 (C19) S05-959C FAX (019) 5M-9GM («0) 78S-0049 FAX HBO) 765-0851 Pacific Soils Engineering, Inc. 7715 Convoy Court San Diigo.CA 92111 Attention: Ron Buckley Client Project ID: 400729 Report Number CJE0332 Sampled: 05/25/00 Received: 05/26/00 DATA QUALIFIERS AND DEFINITIONS ND AnalyteNOT DETECTED at or above the reporting limh orMDL, if MDL is specified. NR Not reported. RPD Relative Percent Difference Del Mar Analytical, Cotton Jeanne Shoulder Project Manager Plate C-5 The ftnuii* pertain imty to ihe sample* *std In tke laboratory- Tktx rtftart shall not be rcprvduc&f, cxctfHin fuB. without *rUKnpfmixriMjri>*> Del Mar Analytical.CJE0332<6 of6> '*!> j"iI i *8 * -AifiL ft1 It'"1 ! iHi.Jgil PACIFIC SOILS ENGINEERING, INC. EARTHWORK SPECIFICATIONS These specifications present generally accepted standards and minimum earthwork requirements for the development of the project. These specifications shall be the project guidelines for earthwork except where specifically superceded in preliminary geology and soils reports, grading plan review reports or by prevailing grading codes or ordinances of the controlling agency. L GENERAL A. The contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. B. The project Soil Engineer and Engineering Geologist or their representatives shall provide testing services, and geotechnical consultation during the duration of the project. C. All clearing, grubbing, stripping and site preparation for the project shall be accomplished by the Contractor to the satisfaction of the Soil Engineer. D. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Soil Engineer and to place, spread, mix and compact the fill in accordance with the job specifications and as required by the Soil Engineer. The Contractor shall also remove all material considered by the Soil Engineer to be unsuitable for use in the construction of compacted fill. E. The Contractor shall have suitable and sufficient equipment in operation to handle the amount of fill being placed. When necessary, equipment will be shut down temporarily in order to permit proper compaction of fills. n. SITE PREPARATION A. Excessive vegetation and all deleterious material shall be disposed of offsite as required by the Soil Engineer. Existing fill, soil, alluvium or rock materials determined by the Soil Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Where applicable, the Contractor may obtain the approval of the Soil Engineer and the controlling authorities for the project to dispose of the above described materials, or a portion thereof, in designated areas onsite. After removals as described above have been accomplished, earth materials deemed unsuitable in their natural, in-place condition, shall be removed as recommended by the Soil Engineer/Engineering Geologist. PACIFIC SOILS ENGINEERING, INC. Earthwork Specifications Page 2 B. After the removals as delineated in Item II, A above, the exposed surfaces shall be disced or bladed by the Contractor to the satisfaction of the Soil Engineer. The prepared ground surfaces shall then be brought to the specified moisture condition, mixed as required, and compacted and tested as specified. In areas where it is necessary to obtain the approval of the controlling agency, prior to placing fill, it will be the contractor's responsibility to notify the proper authorities. C. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines or others not located prior to grading are to be removed or treated in a manner prescribed by the Soil Engineer and/or the controlling agency for the project, COMPACTED FILLS A. Any materials imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soil Engineer. Deleterious material not disposed of during clearing or demolition shall be removed from the fill as directed by the Soil Engineer. B. Rock or rock fragments less than eight inches in the largest dimension may be utilized in the fill, provided they are not placed in concentrated pockets and the distribution of the rocks is approved by the Soil Engineer, C. Rocks greater than eight inches in the largest dimension shall be taken offsite, or placed in accordance with the recommendations of the Soil Engineer in areas designated as suitable for rock disposal. D. All fills, including onsite and import materials to be used for fill, shall be tested in the laboratory by the Soil Engineer. Proposed import materials shall be approved prior to importation. E. The fill materials shall be placed by the Contractor in layers that when compacted shall not exceed six inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain a near uniform moisture condition and a uniform blend of materials. All compaction shall be achieved at optimum moisture content, or above, as determined by the applicable laboratory standard. No upper limit on the moisture content is necessary; however, the Contractor must achieve the necessary compaction and will be alerted when the material is too wet and compaction cannot be attained. PACIFIC SOILS ENGINEERING. INC. Earthwork Specifications Page 3 F. Where the moisture content of the fill material is below the limit specified by the Soil Engineer, water shall be added and the materials shall be blended until a uniform moisture content, within specified limits, is achieved. Where the moisture content of the fill material is above the limits specified by the Soil Engineer, the fill materials shall be aerated by discing, blading or other satisfactory methods until the . moisture content is within the limits specified. G. Each fill layer shall be compacted to minimum project standards, in compliance with the testing methods specified by the controlling governmental agency and in accordance with recommendations of the Soil Engineer. In the absence of specific recommendations by the Soil Engineer to the contrary, the compaction standard shall be ASTM:D 1557-91. H. Where a slope receiving fill exceeds a ratio of five-horizontal to one-vertical, the fill shall be keyed and benched through all unsuitable topsoil, colluvium, alluvium, or creep material, into sound bedrock or firm material, in accordance with the recommendations and approval of the Soil Engineer. I. Side hill fills shall have a minimum key width of 15 feet into bedrock or firm materials, unless otherwise specified in the soil report and approved by the Soil Engineer in the field. J. Drainage terraces and subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency and/or with the recommendations of the Soil Engineer and Engineering Geologist. K. The contractor shall be required to maintain the specified minimum relative compaction out to the finish slope face of fill slopes, buttresses, and stabilization fills as directed by the Soil Engineer and/or the governing agency for the project. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the designated result. L. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm material; and the transition shall be stripped of all soil or unsuitable materials prior to placing fill, The cut portion should be made and evaluated by the Engineering Geologist prior to placement of fill above. M. Pad areas in natural ground and cut shall be approved by the Soil Engineer. Finished surfaces of these pads may require scarification and recompaction. PACIFIC SOILS EIMBINEBRING, INC. Earthwork Specifications Page 4 IV. CUT SLOPES A. The Engineering Geologist shall inspect all cut slopes and shall be notified by the Contractor when cut slopes are started. B. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the Engineering Geologist and Soil Engineer shall investigate, analyze and make recommendations to treat these problems. C. Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage. D. Unless otherwise specified in soil and geological reports, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. E. Drainage terraces shall be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the Soil Engineer or Engineering Geologist. V. GRADING CONTROL A. Fill placement shall be observed by the Soil Engineer and/or his representative during the progress of grading. Field density tests shall be made by the Soil Engineer or his representative to evaluate the compaction and moisture compliance of each layer of fill. Density tests shall be performed at intervals not to exceed two feet of fill height. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density determinations shall be taken in the compacted material below the disturbed surface at a depth determined by the Soil Engineer or his representative. B. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed over an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements and that lift approved by the Soil Engineer. C. Where the work is interrupted by heavy rains, fill operations shall not be resumed until field observations and tests by the Soil Engineer indicate the moisture content and density of the fill are within the limits previously specified. PACIFIC SOILS ENGINEER I NO, INC. Earthwork Specifications Page 5 D. During construction, the Contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The Contractor shall take remedial measures to control surface water and to prevent erosion of graded area until such time as permanent drainage and erosion control measures have been installed. E. Observation and testing by the Soil Engineer shall be conducted during the filling and compacting operations in order that he will be able to state in his opinion all cut and filled areas are graded in accordance with the approved specifications. F. After completion of grading and after the Soil Engineer and Engineering Geologist have finished their observations of the work, final reports shall be submitted. No further excavation or filling shall be undertaken without prior notification of the Soil Engineer and/or Engineering Geologist. IV. SLOPE PROTECTION All finished cut and fill slopes shall be planted and/or protected from erosion in accordance with the project specifications and/or as recommended by a landscape architect. PACIFIC BOILS ENGINEERING, INC. CANYON SUBDRAIN DETAIL TYPE A PROPOSED COMPACTED FILL ^NATURAL GROUND COLLUVIUM AND ALLUVIUM f REMOVE) ^ &--»—BEDROCK TYPICAL BENCHING SEE DETAIL ALTERNATE "A" (PLATE G~2) NOTE:- FINAL 20' or PIPE AT OUTL ET SHALL BE NON-PERFORATED TYPE B PROPOSED COMPACTED FILL •NATURAL GROUND COLLUVIUM AND ALLUVIUM {REMOVE) TYPICAL BENCHING BEDROCK SEE DETAIL ALTERNATE "B "(PLATE 6-2 ) NOTE:FINAL ZO'OFPlPE AT OUTLET SHALL BE NON-PERFORATED PLATE 6-1 PACIFIC SOILS ENGINEERING, INC. W.O., 6 IN. CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE I PIPE AND FILTER MATERIAL MATERIAL HIN.VOL. A-l 6IN.0ABS OR PVC PIPE OR APPROVED SUBSTITUTE WITH MlN. 8 PERF ,1/4 IN 9 PER LINEAL FOOT IN BOT TOM HALF OF PIPE. ASTM D27SI.SDR350R ASTM D3O34, SDR 35 OR AST* DIS27, SCUD.40 ASTU DIT85, SCMD.4O 12 IN.UIN.- 6 IN 6 IN.MlN B-l FOR CONTINUOUS RUN IN EXCESS OF5OO FEET US£ 8 IN. G PIPE 6 IN.UIN. OVERLAP A-2 ALTERNATE 2 FILTER MATERIAL WRAPPED IN FABRIC I IN. MAX. GRAVEL WRAPPED IN FILTER FABRIC I /At MAX.GRAVEL OR APPROVED EQUIVALENT 9 FT*, MIFtAFI 140 riLT£R FABRIC OP APf>ROV£O EQUIVALENT (TYPICAL) '*7RS 6 IN.UIN. / OVERLAP H 8-2 PROPOSED FINISHED GRADE DETAIL OF CANYON SUBDRAIN TERMINAL FOR ALTERNATES ANDB2' NATIVE BACKFILL UIRAFI HO FILTER FABRIC OR APPROVED EQUIVALENT I IN MAX. OPEN GRADED GRAVEL OR APPROVED EQUIVALENT NON-PERF PERF 6 IN. 6IN.0MIN 0UIH PIPE € IN UIN OVERLAP A-3 ALTERNATE 3 PERFORATED PIPE SURROUNDED WITH FILTER MATERIAL FILTER MATERIAL PERFORATED PIPE € IN. 0 VIN. 6 IN UIN. COVER IN MiN. BEDDING x—^ 4 tN.MIN BEDDING S-3 FILTER MATERIAL SIEVE SIZE PERCENT PASSING UN. 3/4 tN. 3/6 IN. NO. 4 NO. 9 WO. JO NO. SO NO. tOO IOO 90-tOO 40-100 S5-4O 18-33 3-13 O-7 0*3 PLATE G-2 PACIFIC SOILS ENGINEERING INC. W.O. DATE — • £E \\ \\\\\\ $^l.si.6»»n*» >_w ».*» -*« S.J. eSi*. o.S *-**S ? ** *_J Mlw * •»*rfscei* o?«i «. 12 **0°&«s•f^. **"JEt!«s s$&%'5Sj*e IIS5^ ^^ «1*1 E^2 «3si QQ 5 CO ID Uj 8 Q ie Cut Lot 5 min Unweothered Bedrock 'Overexcovote ond Recompod Cut-Fill Lot (Transition) 5 min. Compocled Fill WMMMM/ » -.verexcavate ond Recompoct Unweothered Bedrock 'deeper overexcovotion may be required by the soils engineer in steep cut-till transition oreos PACIFIC SOILS ENGINEERING, INC. W. O. ^_ DATE PLATE G-4 o >N 8 0)"5"> o '55 (75 tl <£iOScQ-Uo"£UJu25u</>u o (0 o U. U< CL L_LJS C5 J: Selective Grading Detail for Stabilization Fill Unstable Material Exposed in Portion of Cut Slope /. Subdrains are not required unless specified. 2. W ' shall be equipment width (15') for slope heights less than 25 feet. For slopes greater than 25feet "w" shall be determined by the project soils engineer/geologist. At no time shall "w" be less than H/2. PLATE G-7 PACIFIC SOILS ENGINEERING, INC. W.O. 1 o QDe>5! to Uj <-> O £ 3 -3 5! §o UJct I p= KUl ^^ 31ki 10 O O OQ Uj ooQ. O 8o t)X) 8 ROCK DISPOSAL DETAIL FINISH GRADE CLEAR AREA FOR FOUNDATIONS, UTILITIES AND SWIMMING POOLS 10' or as described by report FtNISH SLOPE FACE *—' ] WINDROW 1 (TYPICAL) NOTE: IF NECESSARY. OVERSIZED MATERIAL SHOULD BE REMOVED FROM THE IS FOOT ZONE WITH SPECIAL EOUlPMENT§SUCH AS A ROCK RAKE PRIOR TO PLACING THE NEXT FILL LIFT. TYPICAL WINDROW DETAIL (END VIEW) HORIZONTALLY PLACED COMPACTED FILL GRANULAR SOIL FLOODED. TO FILL VOIDS NOTE: COMPACTED FILL SHALL BE BROUGHT UP AT A HIGHER ELEVATION ALONG WINDROW SOGRANULAR SOIL CAN BE FLOODED IN A "TRENCH CONDITION". PROFILE VIEW PLATE G-IO PACIFIC SOILS ENGINEERING,INC. W.O. - DATE J> CS .8f -E ?•* "P ".5 «, a o _ ° £*t 8 fe s*• O63g '5 o10 o. oh. ss 8 SO PACIFIC VIEW DEVELOPMENT Carlsbad Climate Zone 7 Hermosa Homes Plans for this project have been reviewed. The following Title 24 energy report demonstrates compliance with California's Title 24 energy code for new residential projects. Mark Gallant, CEPE Compliance Method - MICROPAS v5.1 August 1, 2000 Haynal and Company, Inc. 425 W. 5th Ave, Ste. 201 Escondido, CA 92025 (760) 743-5408 Contractor's License #649028 City of Carlsbad not is vi» Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not jsstfe any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential:Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Residential Additions: Square Feet of Living Area in SDU Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information; iTRICTS WITHIN THE CITY OF CARLSBAD Srlsbad Unified School Distric 801 PineAve. Carlsbad CA 92009 (729-9291 San Marcos Unified School District 215MataWay San Marcos, CA 92069 (736-2200) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date: 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 6O2-270O • FAX (760) 602-8560 Revised 4/20/00 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))************************************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE •?/>»/ / ';3r/sbad' ^mia 92003 PHONE NUMBER SENT BY: OVERS CHOICE INSURANCE SERV;760 431 5998;JUN-22-01 15:03;PAGE 1/1 Certificate of UabHtty Insurance Date: 0022/01 ProducerEmployer's Choice Insurance Services, IDC. 503 Visu Bella Suite 10 OoeanstdcCa. 92057 License No: OC36879 Ph, 760-431-0947 Fax 760-431-5998 Imored R W INVESTMENTS (DBA) UERMOSA HOMES 2SSI State St Carlsbad, CA, 92008-1624 CocopuyA Company C Coverage* g&rt^»h*UiepoJk^^i^ »fcov* fof*«potiey period indk«Ud, ""l* **nn « oondUoo <rf«ny TOCWot or odk^docuniari vnbfe^wtftoithtdilltu««tffie«»iivyboiMiie dedhythepa]iac»deMil>^here«l»u^ may luvchMa reduced fay pud chimi _ Co Ltr arm PropMty D*m»ge D All Ovncd AiMo» (jirit*e p*M) OAR Owned AulM (Mhertiunl dun Uttttwdl* Form lncMed XX Excluded O*er Policy NWB*» 390000U16- 001 Policy Effective 10/01/00 1U/01/01 Propoty Dunite occ Property D*BHg» AOO Con*w^ OCC B1APD Penoiul li^wry Bodily Injwy (per peryngj Bodily Inptry (per aeradeOL) ?rop«ty Duiuige Bodily t*jwy * Each OeconoicB XWCfttfutory Lhnite QOtber limit ALL oreHATIONS FOR CHESTNUT HOMES! AND PACIFIC VIEW Ctniflotte HolderCITY OF CARLSBAD1«5 FARAWAY AVECARLSBAD. CA 9200S Sfanht My of Ike •fcane fcxufla uriMbebntomnrMraiiUi*KM|»My»»m•*•>«»•»!*»fry•«•»•«• ~*n» Ad oMdMe 1ndfc» UMd iw be M. tat M«« u. and«t* «te» *dl ifflpow me