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Home My WebLink About2784 JAMES DR; ; CB033605; Permit07-02-2004 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: PAUL DOOLEY 3840 GARFIELD ST 92008 760 434-6756 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB033605 Building Inspection Request Line (760) 602-2725 2784 JAMES DR CBAD RESDNTL 1561425000 $271,742.00 1 Sub Type: SFD Lot #: 0 Construction Type: VN Reference #: Structure Type: SFD Bathrooms: 4 DOOLEY RES- 3037 SF.440 SF GAR Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 12/23/2003 MEL 06/30/2004 06/30/2004 Owner: 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 $1,076.32 Meter Size $0.00 Add'l Reel. Water Con. Fee $699.61 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $27.17 PFF $0.00 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 $3,420.00 Housing InLieu Fee D3/4 Housing Credit Fee $854.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $160.00 $2,004.00 $0.00 $4,945.70 $4,565.27 $0.00 $0.00 $460.60 $519.40 $0.00 $189.00 $70.00 $79.00 $0.00 $4,515.00 $0.00 $0.00 $927.00 $0.00 $24,512.07 Total Fees: $24,512.07 Total Payments To Daje-: $10,842.61 Balance Due: $13,669.46 PLANS IN STORAGE ATTACHED 5799 07/02/04 0002 1366? -46 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which von have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired, PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. ^< EST. VAL.7V Plan Ck. Deposit Validate* Date £7?. 06/30/04 OOP? 01 fl3 Business Name (aj this address)Address (include Bldg/Suite #) Subdivision Name/NumbLegal Description J- PrWoswlUW/ -J3 'JUVi JjAssessor's Parcel # Description of Work ^Ptt)Stiji#$f^ State/Zip Telephone #Name - \AiiM St City State/Zip Telephone # City 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 Codel or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). 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: n I have and wil' 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. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) C] CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000). in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATUREDATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: n 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). J5J 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 contractors} 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 "SECTIONFQfrAfO##isMra^ "'.','" •'.::: •".r 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? L~H YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? [D YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. #Ii;eiQNs*RU^^ o ^aj^rrM^ ; - -/..-'. .; •'••••-••• ' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS 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 City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comrryanegd for a j^rioiJ of 180_days.(SecttorU06.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance City ol Carlsbad Final Building Inspection Dept: Building/Engineering/ Planning CMWD St Lite Fire PlanCheck#: ^-^—-^^ Date: 08/01/2005 Permit #: CB033605 - Permit Type: RESDNTL Project Name: DOOLEY RES- 3037 SF,440 SF GAR Sub Type: SFD Address: 2784 JAMES DR Contact Person: CAROLYN Phone: 7608158748 Sewer Dist: CA Water Dist: CA Lot:0 Inspected By: Inspected By: Inspected By: Date Inspected: _£l Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: City of Carlsbad Bldg Inspection Request For: 08/01/2005 Permit* CB033605 Title: DOOLEY RES- 3037 SF,440 SF GAR Description: Inspector Assignment: PY Type: RESDNTL Sub Type: SFD Job Address: 2784 JAMES DR Suite: Lot 0 Location: APPLICANT PAUL DOOLEY Owner: DOOLEY PAUL W&CAROLINE F Remarks: PM PLEASE Total Time: Phone: 7608158748 Inspector: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: CAROLYN Entered By: CHRISTINE Act Comment Associated PCRs/CVs Inspection History Date Description 04/11/2005 82 Drywall/Ext Lath/Gas Test 03/30/2005 84 Rough Combo 03/23/2005 84 Rough Combo 03/02/2005 13 Shear Panels/HD's 03/02/2005 14 Frame/Steel/Bolting/Welding 03/02/2005 24 Rough/Topout 02/16/2005 23 Gas/Test/Repairs 02/02/2005 11 Ftg/Foundation/Piers 02/02/2005 22 Sewer/Water Service 02/02/2005 32 Const. Service/Agricultural 02/01/2005 11 Ftg/Foundation/Piers 11/04/2004 15 Roof/Reroof 08/04/2004 11 Ftg/Foundation/Piers 07/23/2004 21 Underground/Under Floor 07/22/2004 21 Underground/Under Floor 07/21/2004 21 Underground/Under Floor Act Insp Comments AP PY AP PY CO PY SEE NOTICE ATTACHED AP PY WC PY WC PY PA PY OK TO COVER - NEED PRESSURE TEST PA PY DRY PACK @ COLUMN AP PY AP PY TPPB CA PY PA PY SEE NOTICE AP PY AP PY DONE ON 7/22 AP PY CO PY UNCOVER FITTINGS, SEE ATTACHED NOTICE City of Carlsbad Bldg Inspection Request For: 03/23/2005 Permit* CB033605 Title: DOOLEY RES- 3037 SF.440 SF GAR Description: Inspector Assignment: PY Type: RESDNTL Sub Type: SFD Job Address: 2784 JAMES DR Suite: Lot 0 Location: APPLICANT PAUL DOOLEY Owner: Remarks: Phone: 7608158748 Inspector: Total Time: CD Description 14 Frame/Steel/Bolting/Weiding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Requested By: CAROLYN Entered By: CHRISTINE Act Comment Associated PCRs/CVs Inspection History Date Description Act Insp Comments 03/02/2005 13 Shear Panels/HD's 03/02/2005 14 Frame/Steel/Bolting/Welding 03/02/2005 24 Rough/Topout 02/16/2005 23 Gas/Test/Repairs 02/02/2005 11 Ftg/Foundation/Piers 02/02/2005 22 Sewer/Water Service 02/02/2005 32 Const. Service/Agricultural 02/01/2005 11 Ftg/Foundation/Piers 11/04/2004 15 Roof/Reroof 08/04/2004 11 Ftg/Foundation/Piers 07/23/2004 21 Underground/Under Floor 07/22/2004 21 Underground/Under Floor 07/21/2004 21 Underground/Under Floor AP PY WC PY WC PY PA PY OK TO COVER - NEED PRESSURE TEST PA PY DRY PACK @ COLUMN AP PY AP PY TPPB CA PY PA PY SEE NOTICE AP PY AP PY DONE ON 7/22 AP PY CO PY UNCOVER FITTINGS, SEE ATTACHED NOTICE CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE LOCATION y TIME PERMIT NO.OS ^o fcvt/kgou^JUAA^i *y?C3> &AA^ <P&]tfjifiv»\-4> df\«/d/ FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FUFtTHER INF.ORMlTION, CONTACT _^_^_ CODE ENFORCEMENT OF City of Carlsbad Bldg Inspection Request For: 02/02/2005 Permit* CB033605 Title: DOOLEY RES- 3037 SF,440 SF GAR Description: Inspector Assignment: PY Type:RESDNTL Sub Type: SFD Job Address: 2784 JAMES DR Suite: Lot 0 Location: APPLICANT PAUL DOOLEY Owner: Remarks: Phone: 7608158748 Inspector: Total Time: CD Description 11 Ftg/Foundatlon/Plers 22 Sewer/Water Service Requested By: CAROLYN DULEY Entered By: CHRISTINE Act Comment PA- Associated PCRs/CVs Date 11/04/2004 08/04/2004 07/23/2004 07/22/2004 07/21/2004 Inspection History Description Act Insp Comments 15 Root/Reroof 11 Ftg/Foundation/Piers 21 Underground/Under Floor 21 Underground/Under Floor 21 Underground/Under Floor PA PY SEE NOTICE AP PY AP PY DONE ON 7/22 AP PY CO PY UNCOVER FITTINGS, SEE ATTACHED NOTICE City of Carlsbad Bldg Inspection Request For; 11/04/2004 Permit# CB033605 Title: DOOLEY RES- 3037 SF,440 SF GAR Description: Inspector Assignment: PY Type: RESDNTL Sub Type: SFD Job Address: 2784 JAMES DR Suite: Lot 0 Location: APPLICANT PAUL DOOLEY Owner: Remarks: Phone: 7608158748 Inspector: Total Time: CD Description 15 Roof/Reroof Act Comment Requested By: CAROLINE DULY Entered By: CHRISTINE Associated PCRs/CVs Inspection History Date Description Act Insp Comments 08/04/2004 11 Ftg/Foundation/Piere AP PY 07/23/2004 21 Underground/Under Floor AP PY DONE ON 7/22 07/22/2004 21 Underground/Under Floor AP PY 07/21/2004 21 Underground/Under Floor CO PY UNCOVER FITTINGS, SEE ATTACHED NOTICE CITY OF CARLSBAD BUILDING DEPARTME DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE ^J /!/ > FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FURTHER INFORMATION, CONTACT YES PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For; 07/21/2004 Permit# CB033605 Title: DOOLEY RES- 3037 SF,440 SF GAR Description: Type: RESDNTL Sub Type: SFD Job Address: 2784 JAMES DR Suite: Lot 0 Location: APPLICANT PAUL DOOLEY Owner: Remarks: Inspector Assignment: Phone: 7608462154 Inspector: Total Time: CD Description 21 Underground/Under Floor Act Comment Associated PCRs/CVs Requested By: PAUL Entered By: CHRISTINE Inspection History Date Description Act insp Comments CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE ,,(760)602-2700 1635 FARADAY AVENUE TIME LOCATION^. PERMIT NO. I—1FOR INSPECTION CAtl (760) 602-2725. RE-INSPECTION FEE DUE? L_J YES FOR FURT/HEBOWroRMATION, CONTACT _______ PHONE CODE ENFORCEMENT OFFICER B7/28/2B.B4 13i33____7b0r721-9851 FORESIGHT DEV. PAGE 31 07/29/2064 17:33 7697211949 THOMPSON LAND SVYS PAGE 91/01 Z7?y J&**^ ^ 2615 Fim Mountain Or I HOMPSON Oceanskte, CA 92054 GPS Specialist (790) 721-1649 Ph. LAND Property Surveys..ALTA's. Maps (702-552-2702) Fax Construction Layout .As-Builts (700) 717-3848 Cell SURVEYS Ucenae LS7133 Email: UeurveysOooK.net July 27. 2004 CltyofCariftbw! Budding Department Re; Private residence. Paul and Carolina Dootey 27B4JameeDr.1Cartebad 92008 To Whom H May Concern: I hereby certify that I, or someone under my direct supervision laid out end staked the sideline* of th* Dooley hou*e, at 2784 James Dr. The layout was in accordance wtth proper eetbecto, both side and front, per Carlsbad ordinances A fotiowup check of the formed foundation shows compliance with the staking, Michael S. Thompson US7133 EsGii Corporation In Partnership with government for (Building Safety DATE: 06/21/04 a APEUCANT Q JCJRIS^ JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 03-3605 SET: HI PROJECT ADDRESS: 2784 James Drive PROJECT NAME: SFD/Detached Garage for Dooley Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation D GA ' D MB D EJ D PC (P) 06/14/04 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * SanDiego, California 92123 4- (858)560-1468 4- Fax (858) 560-1576 EsGil Corporation In (Partnership tvitH government for fBuibfing Safety DATE: 05/24/O4 Q LURli JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O3-3605 SET: II PROJECT ADDRESS: 2784 James Drive PROJECT NAME: SFD/Detached Garage for Dooley Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X] 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. XI The applicant's copy of the check list has been sent to: Paul & Caroline Dooley 3840 Garfield Street Carlsbad, Ca. 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. ><J Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Paul & Caroline Dooley Telephone #: (760) 434-6756 Date contacted: 3 lav /^(by: ^ ) Fax #: (760) 434-3718 Mail'-^Telephone Fax^ In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation D GA D MB Q EJ D PC 05/17/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 03-3605 05/24/04 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2784 James Drive DATE PLAN RECEIVED BY ESGIL CORPORATION: 05/17/04 REVIEWED BY: Ray Fuller _ PLAN CHECK NO.: 03-3605 SET: II DATE RECHECK COMPLETED: 05/24/04 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 03-3605 05/24/04 The items listed below are from the previous list. These remaining items have not been adequately addressed. The remarks in bold are to emphasize the remaining problem. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Final sets of plans and any new calculations to be stamped and signed by engineer and /or architect of record also. 9. Could not determine how FAU is to be accessed as shown on A-3? FAU closet on A-3 to be noted to be 12" wider than unit and as direct access to bedroom . Unit should be turned so access comes from hallway. 10. Please verify all detail bubbles are completed and correctly referenced. Still applies. See A-3 at front of bedroom 1, Section 3 on A-7 at patio cover etc. 20- Please provide the truss calculations for this project. Truss numbers to be on the plans or truss layouts to be stamp/signed by truss engineer and review stamps placed on layouts by engineer of record reflecting that bearing points, point loads and axial loads have been reviewed for compliance with plans. Truss numbers to be on the plans or truss engineer to stamp and sign layout. Please have truss calculations revised so that parapet walls are shown and review stamp to be signed by engineer of record? 22. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required per page 18 of the soil report). Not provided. Carlsbad 03-3605 05/24/04 24. Could not locate this note on the foundation plan. 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: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." There was no response to the following items and could not locate how some of them were addressed. 26. Specify length of all shear panels at their respective locations. Appear to be missing for example at lower roof plan in various areas. Verfiy details are referenced where required i.e. how maximum aspect ratio of 2 to 1for shear panels is meant i.e. size and number of blocks, strap type and size at window/door openings. Provide strong wall details and reference to the plans. 8. Show size, embedment and location of hold down anchors on foundation plan. The foundation plan to reflect location of all hold downs, anchor bolts spacing for shear walls. Strong wall template #'s etc. 32. Specify how obtaining the required minimum 1/4 inch per foot roof slope for drainage i.e. ripping, sleepers, slope framing etc. If ripping, note maximum taper cut (8" or 7 1/i") and calculations to reflect this and if sleepers detail attachment to floor joist. 36. Could not locate notes on G.N. with this submittal. Does structural observation still apply? If so note stages to be inspected i.e. foundation, shear walls, framing etc. 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. • 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 Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In (partnership witfi government for <Bui&{ing Safety DATE: 01/06/04 JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: 03-3605 SET:! PROJECT ADDRESS: 2784 James Drive PROJECT NAME: SFD/Detached Garage for Dooley Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. Xj 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: Paul & Caroline Dooley 3840 Garfield Street 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: Paul & Caroline Dooley (V.M) Telephone #: (760) 434-6756 Date contacted: / /7/o^(by: Pv ) Fax #: (760)434-3718 Mail -""Telephone <^-"Fax In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation D GA D MB D EJ D PC 12/26/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 • Fax (858) 560-1576 Carlsbad 03-3605 01/06/04 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 03-3605 JURISDICTION: Carlsbad PROJECT ADDRESS: 2784 James Drive FLOOR AREA: Dwelling 3037 Garage 440 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/23/03 DATE INITIAL PLAN REVIEW COMPLETED: 01/06/O4 STORIES: 2 HEIGHT: 21 ft per UBC DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/26/03 PLAN REVIEWER: Ray Fuller 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 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 03-3605 01/O6/04 » Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Final sets of plans and any new calculations to be stamped and signed by engineer and /or architect of record also. Calculations provided were not stamped and signed. 2. Could not locate the listing numbers /name etc for exterior fireplace shown on A-2. Please verify that fireplace is listed for exterior use as generally will require to be stainless steel to prevent corrosion. 3. Window 11 to be tempered as appears to be less than 2 ft to door Q at rear entry on A-2. 4. Show or note that doors may open to the exterior only if the exterior landing is not than more than one inch lower than the door threshold. Section 1003.3.1.6 See door Q on A2 for example. 5. Window 10 to be tempered as well as 19and 20 or note to be 18" above floor level? 6. It is unclear from A2 if windows 2and 3 are to be butted. Engineer reflects a TS column to support beams. 7. Please verify that any window within 18" of floor to be tempered or less than 9 sq ft. 8. Please show high and low combustion air for water heater and FAU on sheet A-2. 9. Could not determine how FAU is to be accessed as shown on A-3? 10. Please verify all detail bubbles are completed and correctly referenced. Carlsbad 03-36O5 01/O6/04 23. Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. 24. 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." 25. Reference all details to all applicable places on the plans and cross out or delete those that do not apply i.e. the handrails/guardrails etc. 26. Specify length of all shear panels at their respective locations. Appear to be missing for example at lower roof plan in various areas. Verfiy details are referenced where required i.e. how maximum aspect ratio of 2 to 1for shear panels is meant i.e. size and number of blocks, strap type and size at window/door openings. 27. Please verify all details are correctly referenced and that all shear locations are reflecting a detail showing shear extending to floor/roof sheathing. Detail to include edge nailing of roof diaphragm to members below. Minimum 2 details may be required i.e. if and when shear walls are perpendicular to roof framing/trusses (blocking panels) and when shear walls are parallel to roof framing members. 28. Show size, embedment and location of hold down anchors on foundation plan. 29. Show support for all point loads i.e. size of members supporting girder trusses and beams with large spans. Check that foundation is adequate to support point loads. 30. Detail and reference TS to foundation and how wood members are to be attached i.e. welded studs. Note size and spacing. 31. Show or note on plans that all rake walls are to be ballooned framed where applies. 32. Specify how obtaining the required minimum % inch per foot roof slope for drainage i.e. ripping, sleepers, slope framing etc. If ripping, note maximum taper cut and calculations to reflect this and if sleepers detail attachment to floor joist. 33. Could not locate some of the joist size i.e. type 2 above living room as noted on lower floor plan. Carlsbad 03-36O5 O1/06/04 34. Plans should reflect sheet numbers so can reference to them. 35. Plans need to be reviewed by designer of record, stamp and signed showing that details and floor plans match calculations which in turn show a complete vertical and lateral load path to the foundation. Appears to be too many items that need to be reviewed. Structural to be rechecked completely at resubmittal. 36. 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 Yes Per soils report • STRUCTURAL OBSERVATION Yes Per notes on G.N. • CITY OF CARLSBAD REQUIREMENTS 37. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. 38. 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 Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. 39. 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). 40. 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). 41. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). 42. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. Carlsbad 03-3605 01/06/04 • 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 a • 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 Ray Fuller at Esgil Corporation. Thank you. CITY OF CARLSBAD POLICIES AND PROCEDURES NUMBER: 91-46 - EFFECTIVE: 5/24/91 SUPERSEDES: SUBJECT: Gas Piping -Island Kitchen Cooktop SECTION: BUILDING DEPARTMENT - PURPOSE: POLICY: To establish an approved method for gas piping to an island cooktop, The drawing shown below is approved for this use. NOTES: 1. ALL SLEEVES TO BE SCH. 40 ABS 2. GAS PIPING BELOW SLAB T-0 BE FACTORY WRAPPED EXCEPT FITTINGS MAY BE PRIMED AND FIELD WRAPPED 3. ALL UNDERGROUND PIPING TO BE INSTALLED AT THE TIME OF UNDERGROUND PIPING INSPECTION SCREENED VENT OPENING (H* 3-X2- TEE 3"CLEAN OUT CA GAS PIPING .APPROVED SEALANT 2" SAN. TEE Vf 2" ABS RISER 3" ABS RISER .•' I o. ^ 6",M1N. 3" ABS Initiated By:Approved By: Carlsbad 03-3605 01/06/04 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-3605 PREPARED BY: Ray Fuller DATE: 01/06/04 BUILDING ADDRESS: 2784 James Drive BUILDING OCCUPANCY: R3 Ul TYPE OF CONSTRUCTION: VN BUILDING PORTION Dwelling Garage Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA { Sq. Ft.) 3037 440 CB Valuation Multiplier Per City Est. By Ordinance Reg. Mod. VALUE ($) 271,742 . 271,742 $1,076.32 Plan Check Fee by Ordinance Type of Review: LJ Repetitive Fee Repeats Complete Review D Other ,—, Hourly Structural Only Hour Esgll Plan Review Fee $699.61 $602.74 Comments: Sheet 1 of 1 macvalue.doc DATE: BUILDING BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: CB PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please seekthexattached report of deficiencies marked witrUafMake 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: Date: Date:By: FOR OFFICIAL USE"QKIiV ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: " : : Date: Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit 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 92QQ8 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 H:\WORttDOCSVCHKLSTtBuMing Pbncheck Octet Form (Generic).doc </ BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow xisting & Proposed Structures isting Street Im^cpvements Property Lines Easements & Adjacent Streets Driveway widths- Existing or proposed sewer lateral J Existing or proposed water service Existing or proposed irrigation service S" 2. Show on site plan: B, C. n 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 positivfe drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography ^ Size, type, location, alignment of existing or proposed sewer ana welervice (s) that serves the project. Each unit requires a separate service, however, dwelling units and apartment complexes are an exception. ewer and water laterals should not be located within proposed driveways, per —- ^standards. Si>^_j£ ^>e^-^^<- V.c^— *<-jA. \ 5 3. Inclu 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 mwORD\DOCS\CHKLSTOuHdlng Planctwck CWst Forni (Genwfc).doc BUILDING PLANCHECK CHECKLIST ST . A™> 3rd DISCRETIONARY APPROVAL COMPLIANCE D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. _ D D D 4b.A" conditions are in compliance. Date: DEDICATION REQUIREMENTS .\n D D 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 1 8.40.030.nQ 'M Qv Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 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 WWORD\DOCS\CHKLST\Buiding Plancheck CkW Form (RIDDLE - HARVEY 7-1!-00).doc BUILDING PLANCHECK CHECKLIST ST 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 $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. D D D D D D Future public improvements required as follows: 6c. Enclosed please find your Future Improvement Agreement, agreement signed and notarized to the Engineering Department. Please return Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. [3 Cl d -®( (X 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 approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) HAWORD\DQCS\CHKLSTOuHdlng Ptancheck Ckltl Form (Generic 7-14-00).doc BUILDING PLANCHECK CHECKLIST •iST D oND D 3RD n n n n n n n n n n 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. 9. 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: 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.NPPES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occursfiPSl. 11. a Required fees are attached Q No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used, • All single family dwelling units received "standard" 1" service with 5/8" service. H:\WORIW)OCS\CHKLSTia*llng Plandwcfc CWst form (Generic).** BUILDING PLANCHECK CHECKLIST 1ST >ND >RD n • 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 T, and potable water is typically a circled "W". The irrigation service should look like: STA 1+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 H:\WOREWOCS\CHKLST\BuHfeig PttncMck CUM Fonn (GMWftC) Joe A ST oND 3RD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled water is available) these irrigation 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: H:\WORD\DOCSVDHKLSTBLjWng Ptondwdt CWjt Forni (G«M(1e),<toe ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Imate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. C/ C^-t^-y Or Bldg. Permit No. j9 3 J@ (} 5 ^\ Date: //G^<ff/0 / Checked by: Address: Prepared by: ( AEDU CALCULATIONS: List types and square footages for all uses. Types of Use: <^I>ir< Sq. Ft/Units: . Types of Use: Sq, Ft/Units: Date: APT CALCULATIONS: List types and square footages for all uses. Types of Use: ^ 1 i"^ Sq. Ft/Units: Types of Use: Sq. Ft/Units: EDU's: EDU's: ADT's:, ADTs: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) H'RO ^ . PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS: 2. TRAFFIC IMPACT FEE ADPs/UNITS:/X FEE/ADT:O tI a f\ABRIDGE AND THOROUGHFARE FEE (DIST.#1 DIST. #2 ADTs/UNITS: X FEE/ADT: 04. FACILITIES MANAGEMENT FEE ^ UNIT/SQ.FT.: "'S. SEWER FEE EDU's: ( feaf^FITAREA: EDU's: ZONE: I X FEE/SQ.FT./UNIT: Q^)f~iX FEE/EDU: AC* / X FEE/EDU: =$. DIST. #3 =$^_ . SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA : HIGH /LOW ACRES: __ X FEE/AC: 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE =$. =$ IRRIGATION 1of2 F:\FEE CALCULATION WORKSHEET.doc 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. 2of2FAFEE CALCULATION WORKSHEET.(JOC Rev. 7/14/00 ,02/19/2004 07:45 FAX 17604384178 CITY OF CARLSBAD I > CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT PROJECT in GRADING PERMIT MO 6* LOTS REQUESTED FOR RELEASE N/As NOT APPLICABLE ^-COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE 1st 2nd. 1. Sfte access to requested lots adequate and logically grouped 2. Site erosion control measures adequate. 3. Overall stt» adequate for health, safety and welfare of pubBc, 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 5. 8V^"X11"stteplan{attachmem)srKJWingfBquest9dk^submWed. 6. Compaction report fromsolte engineer submitted. (If sods report has been submitted with a previous partial release, a tetter from soils engineer referencing the soils report and identifying specific tots for release lots shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) Is graded to within a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter If unusual geologic or subsurface conditions exist 9. Fully functional fire hydrants within 500 feet of buBding combustibles and an all weather roads access to site is required. £TpartiaI release of grading for the above stated lots is approved tor the purpose of butlolng permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. O Partial release of the site is denied for the following reasons; Project Inspector Date It-s Construction Manager Date 35.29' (N 5574'IB' E 42.491 1-04 FD. 2' LP. W/ DISK WRKED "IS 3338' S SHTM" W 0.02' t FD. I' LP. W/ W {S 55-2/00'* 0.12* «3) /WRKED IS J33T PERPU 13625 N 55-2/00" E 140.4/ 120.72' N 557/00' E 126.15' T 3 M42-4D 8,611.07 sq. ft. N SST/OO" E 135.5T PUBUC SEWER EASEUEKTGMNTEQ HEHEON PARCEL 2 APN 8,669.37 sq. ft. V FB. V+" LP- "/ D tftRKED IS 4368*PER PU 16987 PARCEL Sir*33 Z7 8,628.26 sq. ft. 20' PUBLIC DHWUE EASEMENT GWWED HEREON. H 557/00" E 1M.92' M 55-2/00* E 6000' * 12,422.67 sq. ft GROSS S 9.029.86 sq. ft. NET fc y"OJ55*Q5X!-2i;6«r :-317.00> *f\l-t >^ 38-96' i^M 34'24'46* W "R u 76.18' -^ N 55^/00" E 200.99' COOE ESTABLISHED A CH GENERAL PLAN T EXCEED THE GROWTH PTER 21.90. THE UNO HIM (0-4 DWELLWC UMTS HO SCALE n n n n n n Plan Check No. CB Planner APN: "7S6Vft^ PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address Greg Fisher Phone (760) 602-4629 Type of Project & Use: Zoningina: Y/ - I ) (in/out) ff Net Project Density:.DU/AC General Plan: CFD (in/out) ff_Date of participation: Facilities Management Zone: Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: ^_^^__^_^^_ .) Legend: ^1 Item Complete f~l Item Incomplete - Needs your action Environmental Review Required: YES NO __ TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. ^_^_ YES NO TYPE 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 CA Coastal Commission Authority? YES_ N0_ NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES_ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log ff: NO n n 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. 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!) H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 d ,-,,_,D LJ n D D D IZ1 IZ1 Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right- of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES -< NO 2. Project complies YESy<T NO Zoning: 1 . Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure Front: Interior Side: Street Side: Rear: Structure separation Required Required Required Required Required setbacks: Required Required Required Required : Required a?. / """7tn . /. / / ?. '/7 '« — — - x *> — • *T ' //~k /Shown C7 U Srfown 5T o ^ Shown " — ~ Shown /3 ' Shown Shown /(J@ Shown 3 Shown '"" Shown *T ' Shown ~7//~li 3. Lot Coverage: 4. Height: 5- Parking: Required Required Spaces Required Shown Shown Shown Vp'l (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments paces provided rrejgfjon \parking 6ejrectiQn #2 - Is therepuduca Miuviueu auy '^yi'iicu un ane rtmsdun use per ^Mcmngr ^. i .*t*t. \j^*Lic^-ii'-in -ttt. — is mcic any propos&d^roof mounteo^trtHnment assoj^a*etr-"w1tri this building permTt?^-4i-soT''Will the ' ?mgpt-^5e^scr>ened by an existinqparapet iwall or is new screening material required? se see the attached handouls^tor^xarnples. ^^^^ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 JOJU&L t / y I_^^^^:^A^j5<^ ±h±-£d&l*LJ&l^¥rL£4Sh^^ :_Tk }^ce^ -fe MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS (Revisions) Project: Dooley Residence 2784 James Drive Carlsbad, California 92008 Prepared for: Caroline Dooley Caroline F. Dooley Architect 2979 State Street, Suite A Carlsbad, California 92008 Project No.: 04081 Date: September 13, 2004 335 15th Street San Diego, California 92101 Tel. (619) 531.0757 * Fax. (619) 531.0758 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEETNO CHECKED BY SCALE OF, DATE_ STRUCTURAL REVISIONS a REVISION #1 Provide one-line lateral design @ master bedroom per new 6'x 2'window along line "2". L=5'+5.5' = 10.5ft. At= 260 sq. ft F= (260sq. ft)(6.5 psf) = 1,690 Ibs. v= F/L- 1,690 lbs/10.5 ft. = 161 plf < 260 plf * See mark ups provided. Type "1" shearwall okay a REVISION #2 Revise short corner TS steel columns @ living room & master bath shower to wood posts. See mark-ups provided. D PRODUCT 207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.OF. CALCULATED BY. CHECKED BY SCALE DATE. DATE. 0 PROOUCTW7 JOB. MIKE SURPRJENAiNT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY. CHECKED BY SCALE DATE. DATE. D PRODUCT 207 HIKE SURPRENWT t ASSO Fax: 1-619-531-0758 tor 25 2005 11. OS a- mat/002 t ' MIKE SURPRENttT t ffiSO FaK;1-819~53l-075B tor 25 2005 11:06ani PQD2/OQ2 MIKE SUBFRENANT ftAUOCLUTO MLOUMBW. MIKE & ASSOCIATES Consulting Structural Engineers JOB. •:,HPTT"-!O OAUX'LATEC ,JV _ CHECKED 3Y SCALE r Qte/J PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO CALCULATED BY CHECKED BY SCALE **- SHEAR PANEL PER PLAN EH WALL PER PLAN BTM. PLATE u/ ATTACH, PER SHEARLUALL SCHED. FLOOR SHEATHING PLAN CLIP S.LU. SCHED. LSL RIM BOARD- EH SHEAR PANEL- PER PLAN TJI BLK'G • 24* o/c. ("WHERE MECH. DUCT IS DEEPER THAN FLOOR JOIST BLK'G MAT BE OMITTED; JOIST PER PLAN SHEAR TRANSFER DETAIL PRODUCT 207 TV MIKE SURPRENANT ; & ASSOCIATES 2? Consulting Structural Engineers JOB. SHEET NO. CALCULATED BY. CHECKED BY SCALE f\ -OF,t — DATE. DATE. RIM 2x BLK'G iu/ A35 * 16' O.C NOTE: ALL CRICKETS AND PARAPET WALLS ARE TO BE VERIFIED LU/ ARCH. DUGS. FOR LOCATIONS AND HEIGHTS. ROOF SHEATHING PER PLAN ROOF RAFTERS PER PLAN H/4' : 12' RIPJ 31 MAX. NOTCH SHEAR PANEL PER PLAN CANT. PER PLAN C4'-0' MAX.; STUD UJALL PER PLAN SHEAR TRANSFER DETAIL D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO..2- CALCULATED BY. CHECKED BY SCALE DATE, DATE. /S" NOTE; ALL CRICKETS AND PARAPET WALLS ARE TO BE VERIFIED UJ/ ARCH. DLU3S. FOR LOCATIONS AND HEIGHTS. 2x BLK'G in/ A35 * 16' O.C 2x6 RIM ROOF SHEATHING PER PLAN ROOF RAFTERS PER PLANn/4': 12- RIP; 3' MAX. NOTCH CANT. PER PLAN C4'-0' MAXJ HEADER PER PLAN CONNECTION DETAIL PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS Project: Dooley Residence 2784 James Drive Carlsbad, California 92008 Prepared for: Caroline Dooley Caroline F. Dooley Architect 2979 State Street, Suite A Carlsbad, California 92008 Project No.: 04081 Date: May 13, 2004 335 15th Street San Diego, California 92101 Tel. (619) K31. JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY. CHECKED BY SCALE DATE, DATE, TABLE OF CONTENTS PAGE 1. PROJECT SCOPE 2- 2. DESIGN CRITERIA SUMMARY 3 3. DESIGN LOADS 4" 4. VERTICAL ANALYSIS: A. HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.) B B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) \l& 5. LATERAL ANALYSIS: A. SEISMIC/WIND LOADS if B. LATERAL LOAD DISTRIBUTION 1ft C. LATERAL LOAD-RESISTING DESIGN: I. SHEARWALL DESIGN H H. CANTILEVERED STEEL COLUMN ELEMENTS HI. STEEL MOMENT FRAMES —— D. REDUNDANCY FACTOR VERIFICATION 6. FOUNDATION DESIGN: A. CONTINUOUS FOOTINGS B. SPREAD FOOTINGS <5\ C. RETAINING WALLS D. SPECIAL SYSTEMS I. GRADE BEAMS n. DEEPENED PIERS 7. SCHEDULES A. SHEARWALL SCHEDULE B. HOLD DOWN SCHEDULE C. SIMPSON STRONGWALL SCHEDULE D. SPREAD FOOTING SCHEDULE PRODUCT 207 MIKE SURPRHNANT & ASSOCIATES •j£igvT Consulting Structural Engineers JOB. SHEET NO. CALCULATED BY. CHECKED BY SCALE DATE. DATE. SPREAD FOOTING SCHEDULE SYMBOL <s><s><s> <8> <8> SIZE AND REINFORCEMENT 24' SQUARE X /0 " DEEP 30" SQUARE X/e ' DEEP 36' SQUARE X /d ' DEEP 42" SQUARE X /0 " DEEP 48" SQUARE X/£ ' DEEP W/ (2) 8 4 EACH WAY W/ (3) 8 4 EACH WAY W/ (4; « 4 EACH WAY W/ (5; 8 4 EACH WAY W/ (6.) 8 4 EACH WAY JOB.•/g&l MIKE SURPRENANT SHEET NO 2^_ OF & ASSOCIATES Consulting Structural Engineers CHECKED BY DATE. SCALE PROJECT SCOPE Provide vertical & lateral load calculations for a proposed approximate 3,000 sq. ft. two-story residence and a detached 440 sq. ft. garage to be constructed at 2784 James Drive Carlsbad, California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of a combination of conventional stick-frame and roof trusses, floor framing to be manufactured plywood "I"-joists, and the foundation system to consist of concrete slab-on-grade with deepened perimeter footings. These calculations have been prepared for the exclusive use of Caroline Dooley for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. PRODUCT 207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY^ CHECKED BY SCALE OF DATE DATE GOVERNING CODE: CONCRETE: MASONRY: MORTAR: GROUT: REINFORCING STEEL: STRUCTURAL STEEL: WELDING: SAWN LUMBER: MOISTS: MICROLLAMS/ PARALLAMS/ TEVfBERSTRAND GLULAMS: SOIL: DESIGN CRITERIA SUMMARY 2001 C.B.C. f c = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C90, f m = 1500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C270, f c = 1800 PSI, TYPE S ASTM C476, f c = 2000 PSI ASTM A615, Fy = 40 KSI FOR #3 AND SMALLER ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) ASTM A992, Fy = 50 KSI (ALL *W SHAPES, ONLY) ASTM A36, Fy = 36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy = 35 KSI (STRUCTURAL PIPES) E70-T6-TYP. FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 1997 UBC. TrusJoist MacMillan - ICBO PFC-4354 (TJI & TJI/PRO MEMBERS) TrusJoist MacMillan - ICBO PFC-4354 - (LVL/PSL/LSL MEMBERS) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) EXISTING NATURAL SOIL VALUES PER UBC TABLE 18-I-A SOIL CLASSIFICATION - SOILS REPORT BY: DATED: ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE (CANTILEVER) ACTIVE SOIL PRESSURE (RESTRAINED) PASSIVE SOIL PRESSURE COEFFICIENT OF FRICTION PSF PCF PCF Z_S~> PCF JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY. CHECKED BY SCALE OF DATE, DATE. ROOF DEAD LOAD: ROOFING MATERIAL SHEATHING RAFTERS/C J (or) TRUSSES . . INSULATION DRYWALL OTHER (ELEC, MECH., MISC.) TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: FLOOR DEAD LOAD: FLOORING FINISH LT WEIGHT CONCRETE ( in.).... SHEATHING JOISTS DRYWALL OTHER (ELEC., MECH., MISC.) TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: EXTERIOR WALL STUDS DRYWALL INSULATION EXTERIOR FINISH OTHER TOTAL LOAD: INTERIOR WALL STUDS DRYWALL OTHER TOTAL LOAD: DESIGN LOADS CASEl MATERIAL: ^OILT-J? SLOPE: XA * \^- 5i* PSF 1.5 4 0 1.5 2.5 0.5 / 5 .0 PSF itf .0 PSF 3 5 .0 PSF FLOOR MATERIAL: £/r-*peT~ 4-c? PSF 2.0 3.5 2.5 3.0 / 5 .0 PSF ** .0 PSF <?5 -0 PSF FINISH: SrtfCCO 1.0 PSF 2.5 1.5 /0.Q 1.0 /(. .0 PSF CASEH PSF 1.5 4.0 1.5 2.5 .0 PSF .0 PSF .0 PSF DECK PSF 2.0 3.5 2.5 3.0 .0 PSF .0 PSF .0 PSF 1.0 PSF 2.5 1.5 .0 1.0 .0 PSF 1.0 PSF . 5.0 1.0 7,o PSF PRODUCT 207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY, CHECKED BY SCALE DATE. DATE. LEVEL:£00 1 HORIZONTAL MEMBER DESIGN •- MEMBERS: ££n/n<> LABEL:£B-I D UNIFORM LOAD D POINT LOAD (CE OK CUSTOM LO ADC- W (l°/f-3. Va<* • ^ pi =l A USE: ( ALT: " ^x \X ^ **f ^ % \~" " SPAN= A'^ FT. ?( ,. NTERED) U> , JO (SHh DIAGRAM) r~~ "" . -^ /7<;pLP / L / /O1 " ' (c-Vi)-s-/o2f/-i> R, = 16 f"7 Ibs R== 2«^<*^ Ibs VMAX = ^-Xj^" Ibs E = Itoo ksi MMAX= ^7X0 ft-lbs IREQ-D = ^£>^ in4 GRADE: & 1 C: 7/<P> GRADE: -^St- C: ("•£-= 3-.o ) LABEL:/?B-2- D UNIFORM LOAD D POINT LOAD (CE B^ CUSTOM LOADH W f"/3 ^y*^ Pi = USE:__^ ALT: _/\ • ' *-. SPAN= /5,9 FT. -— 1tc'J/ NTERED) _^^- " MU (Stiti DIAGRAM) — *=^,._ f\ S\ J S s R, = yc? 3> Ibs RD = 1 4r<O^> Ibs VMAX = | fc?^ Ibs E = Z»«= o ksi MMAX= 41*7^ ft-lbs IREO-D = \|4- in4 1ft GRADE: /»*- C: GRADE: C: LABEL:RB-3 D POINT LOAD (CE D CUSTOM LOADB Pi = P — USE: ALT: -A'" / SPAN= II. 5 FT. NTERED) SG (SHE DIAGRAM) - "' ^ /Jl_^-pLF ^ ^1 * x R, - ~7<5"7 Ibs R» - 7« 7 Ibs VMAX 7 <? "7 Ibs E = I (a oo ksi MMAX- 2oj-0 ft-lbs IREO-D - S3 in4 GRADE: #2- C: GRADE: C: PBOQUCT207 JOB. MIKE SURPRENANT &A CC/~VT ATTDCf\.JJ\J\^if\.i Jjo Consulting Structural Engineers RHFFTNn CALCULATED 8Y DATE. fifiAl F LEVEL: RooF MEMBERS: £ £^ M S ?"" 'I LABEL: £-&~4- SPAN= 2<>. 5 FT. r D JOINT LOAD (CENTERED) W '/ i liK'lJUSlUM LOADING (Shfc DIAGRAM) " F 1 w^ if *4 C. £\ 1 * ^C^^'I ^v l"li/l / * * j> y P, = R, = 5fe4fc Ibs R»= 34S VMAX= 3((»4H* Ibs E = "2-Co ., MMAX- 2 1, 5*° ft-lbs IREO-D - " USE: S/*X \T GRADE: f3U C: ALT: 4^AX \7- GRADE: ^LB 2>f-/tC: ST"t> (6--l.ft^ LABEL: ^> "> SPAN= T- « FT. H^UNIPORM LOAD (A-', _— " D POINT LOAD (CENTERED) U CUS'lUM LOADING (.SEE DIAGRAM) ^~" Pi = P, - R, - /^5f~ Ibs R»- n I VMAX = /^ 2. T Ibs E = 2^. MMAX= <S>°\ 1"° ft-lbs IREO-D = - 1ISF- (^" 6 A )®i5 GRADE- fl5o& C: K - . ALT: GRADE: C: Ds Jr T- •r|i\rgr-6'v/T. LABEL: SPAN= FT. D UNIFORM LOAD D POINT LOAD (CENTERED) LJ CUS'RJM LOADING (.SEE DIAGRAM) Pi = P, - R,.- Ibs R-- VMAX- Ibs E - MMAX= ft-lbs IREQ-O = USE: GRADE: C: ALT: GRADE: C: ^ *6 ibs * ksi 7<*& in4 S / tr IDS 9Q0 ksi - in4 , / Ibs ksi in4 PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.OF, CALCULATED BY. CHECKED BY SCALE DATE. DATE. LEVEL: AJO/* MEMBERS: 7?£Hfc^$ LABEL: #M SPAN= 5"* 5 FT. ET^ UNIFORM LOAD D POINT LOAD (CENTERED) LJ CUSTOM LOADING (Skt DIAGRAM) " " w fa~s )£ae. ^r =,Z-5.pLP- / P! =p? = R, = 1 4 4 V ibs VMAX= 14-4 f Ibs MMAX= 1^*^ ft-lbs USE: 4X6> GRADE: ^^ C: ALT: £, X £> GRADE: 4^2- C: LABEL: PH'"2- SPAN= /3,5 FT. H^UNIFORM LOAD ^/p- D POINT LOAD (CENTERED) LJ CUS'IXJM LOADING (SHE DIAGRAM) Pi =p, = R, = Y Y-5 ibs VMAX = j *l 7 Ibs MMAX= 4O3>0 ft-lbs USE: 6x8 GRADE: W" / C: ALT: GRADE: C: LABEL: £ K~3 SPAN= ^^ FT. B^UNIPORM LOAD D POINT LOAD (CENTERED) LJ CUS"1XJM LOADING (SEE DIAGRAM) Pi = P7 - R,,- 402-T Ibs VMAX = 4° ?- T~ Ibs MMAX- \UVOO ft-lbs USE: C. >M 1- GRADE: =^ I C: ALT: SV^/H- GRADE: D5*- C:7 RD= I 444 Ibs E = 1 Ur-)C=> ksi IREO-D s 2"^ in4 Ml. RD= /f/7 Ibs E = /6cO ksi IREO-O = /2-/ in4 RD= 4« 2- V Ibs E = lfe>«« ksi IHEO'D = ^ t-T in4 PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO..fe CALCULATED BY, CHECKED BY SCALE . DATE. DATE. LEVEL: F<-°° ^ MEMBERS: Be-»*-*> LABEL: -F&~l SPAN= & FT. B^UNIFORM LOAD D POINT LOAD (CENTERED) Pi =P, = R,= 25(6 ibs VMAX= 2.5 /<* Ibs , 7 MMAX= 5*3^ ft-lbs USE: J>'2_>X\I ^ GRADE: f5 U C: ALT: GRADE: C: LABEL: f B ' *- SPAN= / ^ FT. C4«T= f ' P( PI (UNIFORM IX)AP ' D^POINT LOAD (CENTERED) Wi J IJ CUSTOM LOADING (SEE DIAGRAM) ^ P, = R.= ^^'^Ibs , ,1-r, MMAX- /2^5«> ft-ibs USE: ^ ^ A " & GRADE: ?St- C: ALT: GRADE: C: LABEL: PS '3 SPAN= /f/5 FT. H^UNffORM LOAD D POINT LOAD (CENTERED) LJ CUS'lUM LOADING (StH DIAGRAM) ^_^—_ wU , 1 //- VMAX= /72.4" Ibs , ._ MMAS- 34 f^ ft-lbs USE: ^/2-A M ^ GRADE: ^7i- C: ALT: GRADE: C: s E = 2^o« ksi IREO'D = "7 *— in4 / ° R - /76o E = Zoeo ksi IREO'D = ¥^^? in* ft' / If M , / / f E = 7-e?o<3 ksi IREO'D = /2V in4 PRODUCT 207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF_ DATE DATE LEVEL: f*oo£- MEMBERS: B^*»S LABEL: f&- f SPAN* ' ° FT. H^UNIPORM LOAD D POINT LOAD (CENTERED) LJ CUS'lUM LOADING ^bk DIAGRAM) ™ f? fir..» ) f/> V, )f3S,o ) = 3 3 4 }L F-Wi=C'/''1' / v '*-/* ' 7 W2 =Pi = P7 = R, = /77« lbs VMAX= /77<? Ibs .. ..-,. MMAX= f?2<2 ft.lbs USE: 3/^^11^ GRADE: p5U C: ALT: GRADE: C: LABEL: Ft ~ 5 SPAN- / 3 FT. . D ^POINT LOAD (CENTERED) W | l*T CUS'lUM LOADING (SHE DIAGRAM) ^-7» F- 1 w (?,- )/«. ^y^o^^X^^ff/7r^ , Iwl&J)^ f Y' * Pi =p. = R, = ink ibs VMAX= 77 fO lbs ,r. MMAX= .P*??/0 ft.lbs USE: > /f * /' "fe GRADE: f S U C: ALT: 3'Xilf 1 f GRADE: -Z>S<- C:"~~ J LABEL: r&-b SPAN= /^-^ FT. Pi i D POINT LOAD (CENTERED) <' ' IU^ CURIUM LOADING (SHb DIAGRAM) L""' xv ^r^-0)- ff*t*f ' * *Wi ~ L ^*/l ' -* / ? ' ^ 7 5 ' ^ ?:^^-3 ;- ^;^f M4^ Fi-l.frt-t)Hk£rt-Vt®/ RL = _^2j_Ibs VMAX= ^«9^| lbs - MMAX= 3o/f-« ft-lbs USE: *5 '/Hf 1 1 vfi GRADE: f 5 L C: ALT: GRADE: ' C: ^/ RD=: /77« lbs E = 2°oo ksi IREO-D = && in4 Wu S S RD= 77^ ibs E = 2-o «e ksi IREO'D = 575 in4 ?J_ ^, // RD= ^^^ lbs E = J.ooo ksi IREO'D = 5 5& in4 PRODUCT 207 MIKE SURPKENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO..\o OF. CALCULATED BV_ CHECKED BY SCALE DATE. DATE. LEVEL: FL-e>a}~ MEMBERS: $ €^*^> LABEL: Fl'l SPAN= /5.5 FT. IT I D POINT LOAD (CENTERED) LH" CUS'lUM LOADING (SEE DIAGRAM) ~ " """" T w c*?jr/fr'*0 ~ /^* ^*~ -3^- x x PI ^ 1 fo5 t-t^ P7 = -7 07 tiJ R, - /£ 7° ibs VMAX = r 7 7 r lbs MMAX = /d, ooo ft-lbs USE: 3/2-Vll x& GRADE: f^1- C: ALT: GRADE: C: LABEL: f&- $ SPAN= /*.5 FT. P.' / n IfNTPORMlXlAn _ '^ D ^POINT LOAD (CENTERED) (O , liT CUS i OM LOADING (SEE DIAGRAM) ' ^2= D fn-i )t /'feY55'0 i^ft)0^t a)t't%X^ ^"^ " pi = j?? fFB-iM^-^5^^^ R.= ^?3^ ibs VMAX= f 7.3 / lbs , MMAX- /^ 5?tf ft-lbs USE: ^'1-/l'y/fe GRADE: >> L, C: ALT: GRADE: ' C: LABEL: r&-1 SPAN= / 2- FT. ft IT! TfNIPOPMI/^AP . I.. D POINT LOAD (CENTERED) lik CUS'lOM LOADING iSEH DIAGRAM) i |l P^ - R, - 3W lbs VMAX- 6>f77 lbs , _ MMAX- /B"7OO ft_ibs USE: S/'fXlr'^ GRADE: p5 ^ C: ALT: GRADE: C: ' i^ t~>l Ix 3. J X RD= /95"f ibs E = .Z*3*:"3 ksi IllEO'D = 2-»3 in4 ft. ' x x IREQ-D = f T 7 in4 tU, x X RP= ^*?/l lbs E = 2*>oo ksi IREO'D = T/^ in4 PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.u OF. CALCULATED BY. CHECKED BY SCALE DATE_ DATE. LEVEL: F^ooA MEMBERS: &&*/*$ ^ H C/VoFfc- LABEL: Fb-l* SPAN= /&. 5 FT. 5.5 '4*^ r. f .'1 n UNIFORM LOAD if D POINT LOAD (CENTERED) UK'CUSIXJM LOADING (SEb DIAGRAM) 'a w te'YftO — /?^pLF ./ / wU 3l5>' P, = R,= 29-55 ! VMAX- /36s) 1 U;,/ s bs R0 = ^ ^ *- Ibs bs E = 2«oo fcsi ( -, MMAX= ^<^O ft-lbs IREO-D = 73 in4 USE: i/tVll "*S GRADE: ?$ L C: ALT: GRADE: C: LABEL: f&' II SPAN= //. 5 FT. <-**r= y' ? D POINT LOAD (CENTERED) ,. Ly^CUS'lUM LOADING (SEH DIAGRAM) ' ^ P! = RfrC^B-J*3) '2 ' P, = R. = 3<S7) i U^/ bs RD= /55!3 Ibs VMAX- / 9 6? Ibs E - 2e»« ksi MMAX= 4&~5& ft-lbs InEO'D = 7l in4 USE: 3> /2- X l\ /xfe> GRADE: f^L C: ALT: GRADE: C: LABEL: f*-\ SPAN= ®/S FT. B^ UNIFORM LOAD D POINT LOAD (CENTERED) LJ UUS1UM LOADING (SbH DIAGRAM) p — ss VMAX- 20 1 3 Ibs E - /£<^> ksi MMAX= &&t^ ft-lbs IHEO-D = //Cf in4 USE: 4*1 "2- GRADE: *\ C: ALT: 6 X 1 0 GRADE: * 1 C: PRODUCT 207 MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Title : DOOLEY RESIDENCE Dsgnr: J.G. Description : Scope: Rev: 560100User KW-0603057, Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software Steel Beam Design Job n 04081 Date: 12:07PM, 4 MAY 04 Page 1 f:\projects\folders\Q1 -misc\01-misc_pro)ecls\ Description RB-5 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements ') Steel Section : C8X11. 5 Pinned-Pinned Center Span 20.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Trapezoidal Loads #1 DL @ Left 0.052 DL @ Righl 0.090 | Summary 1 LL @ Left 0.071 ST @ Left LL @ Right 0.120 ST @ Right Using: C8X1 1 .5 section, Span = 20.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned. Lu = 0.00ft, LDF = 1.250 Actual Allowable Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/Fv Force & Stress Summary Maximum Max. M -i- 8.91 k-ft Max. M - Max. M @ Left Max. M @ Right Shear ©Left 1.63k Shear® Right 1.92k Center Defl. -0.678 in Left Cant Defl 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000ft Reaction @ Left 1 .63 Reaction @ Rt 1.92 8.914 k-ft 14.670 k-ft 13.125 ksi 21.600 ksi 0.608 : 1 1.925k 25.344k 1.094 ksi 14.400 ksi 0.076 : 1 Fy 36.00ksi Load Duration Factor 1 .25 Elastic Modulus 29, 000.0 ksi kffl Start ft k/ft End 20.000 ft Beam OK Static Load Case Governs Stress Max. Deflection -0.678 in Length/DL Defl 764.1 : 1 Length/(DL+LL Defl) 354.1 : 1 1 «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Onlv <S> Center (5>. Center (SB Cants @ Cants 4.13 8.91 -0.00 -0.00 0.76 1 .63 0.89 1.92 -0.314 -0.678 -0.678 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.76 1.63 1.63 0.89 1.92 1.92 k-ft k-ft k-ft k-ft k k 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in k k Facalc'dperEq.E2-1,K*L/r<Cc I Beam Passes Table B5.1. Fb per Eq. F1-1, Fb = 0.66 Fy Section Properties Depth Width Web Thick Flange Thickness Area C8X11.5 8,000 in 2. 260 in 0.220 in 0.390 in 3.38 in2 Weight l-xx i-yy S-xx S-yy 11.48#/ft r-xx 32.60 in4 r-yy 1.32in4 8.150in3 0.782 in3 I 3.106 in 0.625 in MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Rev: 560100User: KW-0603057. Vef 5.6.1. 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software Title : Job # Dsgnr: Date: 4:26PM, 4 MAY 04 Description : Scope : Timber Beam & Joist f,projeC^0ider^i-.ni,Sc\oi-mSw 'j Description 2X ROOF JOIST Timber Member Information Timber Section Beam Width in RJ-1 2x10 @16"O 1.500 Beam Depth ini 9.250 Le: Unbraced Length ftl 0.00 Timber Grade Fb - Basic Allow psi Douglas Fir - Larch 875.0 Fv - Basic Allow psi 95.0 Elastic Modulus ksn 1,600.0 Load Duration Factor Member Type Repetitive Status 1.250 Sawn Repetitive Center Span Data Span ft Dead Load #/ft 14.50 20.00 Live Load #/ft 27.00 Results Ratio = 0.5008 Mmax @ Center in-k @X= ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 14.82 7.25 692.9 1,383.6 Bending OK 33.0 118.8 Shear OK Reactions @ Left End DL Ibs LL Ibs Max. DL+LL Ibs @ Right End DL Ibs LL Ibs Max. DL+LL Ibs 145.00 195.75 340.75 145.00 195.75 340.75 Deflections Ratio OK Center DL Defl in L/Defl Ratio Center LL Defl in L/Defl Ratio Center Total Defl in Location ft L/Defl Ratio -0.126 1,384.6 -0.170 1,025.6 -0.295 7.250 589.2 Calculations are designed to 1997 NDS and 1997 UBC Requirements RJ-2 2x12 @ 16" 1.500 11.250 0.00 Douglas Fir • Larch, 875.0 95.0 1,600.0 1.250 Manuf/Pine No 15.50 20.00 27.00 0.4894 16.94 7.75 535.3 1,093.8 Bending OK 28.5 118.8 Shear OK 155.00 209.25 364.25 155.00 209.25 364.25 Deflection OK -0.091 2,039.3 -0.123 1,510.6 -0.214 7.750 867.8 !ta \ | | j r Business TJ-Beam(TM) 6-10 Serial Number 7003005810 FLOOR JOIST (FJ-1) 117/8"TJI®230@12lfo/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 7 !2 -20' 3" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 403 /151 / 0 / 555 N/A N/A N/A A3: Rim Board 2 Timberstrand 3.50" Hanger 407 /153 / 0 / 559 N/A N/A N/A H1: Top LSL Beam Mount Hanger -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,H1: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope * Species 2 H1: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A N/A Other 1 Ply1 1/4" x 11 7/8"0.8ETJ- Strand Rim Board® None DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 543 543 2682 Design -543 543 2682 0.408 0.560 34 Control 1655 1157 4015 0.494 0.988 30 Control Passed (33%) Passed (47%) Passed (67%) Passed (L/582) Passed (L/423) Passed Location Rt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria: STANDARD(LLL/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: DOOLEY RESIDENCE OPERATOR INFORMATION: JUAN GARCIA MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Phone: (619)531-0757 Fax : (619) 531-0758 JUAN@MSAENG.COM Copyright © 2003 by Trus Joist, a. Weyerhaeuser Business TJI®, TJ-BeanKB and Timber Strand® are registered trademarks of Trus Joist. e-I Joist™, Pro™ and Tj-Pro1" are trademarks of Trus Joist. Fr \Projects\Folders\01-Misc\01~Misc Projects\2004 Jobs\Dooley-04081 \FJ-1. snts i Business TJ-Beam(TM) 6.10 Serial Number 7003005810 FLOOR JOIST (FJ-2) 117/8"TJl®230<©16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED A <\ ' /I IP1 — . .. f Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead — SUPPORTS: 1 Timberstrand LSL Beam 2 Timberstrand LSL Beam Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 3.50" Hanger 427/160/0/587 3.50" Hanger 427 /160 / 0 / 587 Ply Depth Nailing Depth N/A N/A N/A N/A N/A N/A Detail Other H1: Top Mount Hanger None H1: Top Mount Hanger None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H1: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H1: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A N/A 2 H1: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A N/A DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Deft (in) TJPro Maximum 565 565 2179 Design -565 565 2179 0.207 0.284 39 Control 1655 1460 4015 0.385 0.771 30 Control Passed (34%) Passed (39%) Passed (54%) Passed (L/895) Passed (L/651) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: DOOLEY RESIDENCE OPERATOR INFORMATION: JUAN GARCIA MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DtEGO, CA 92101 Phone:(619)531-0757 Fax : (619) 531-0758 JUAN@MSAENG.COM Copyright © 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ-Beam® and Timberstrand® are registered trademarks of Trua Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. F:\Projects\FoldersMn-Mi3c\01-Misc_Projects\2004 Jobs\Dooley-040ai\FJ-2.sins MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Rev; 560100User KW-0603057. Ver 5.5.1. 25-Oct-2002 (c)1 983-2002 ENERCALC Engineering Software Description STEEL COLUMN @ General Information Steel Section TS4X4X1/4 Column Height 9.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined Title : Dsgnr: Description : Scope : Steel Column DINING Job* Date: 10:35AM, 6 MAY 04 Page 1 f:\projeclstf old ers\01-misc\01-misc_pro|ects\ '• Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements ' Fy - 46.00 ksi Duration Factor 1.000 Elastic Modulus 29,000.00 ksi X-X Unbraced 9.000 ft Y-Y Unbraced 9.000 ft X-X Sidesway : Sway Allowed Y-Y Sidesway : Sway Allowed Kxx 1.000 Kyy 1 .000 Loads i Axial Load- Dead Load 3.50 Live Load 3.50 Short Term Load | Summary I k Ecc. for X-X Axis Moments k Ecc. for Y-Y Axis Moments k Section : TS4X4X1/4, Height = 9.00ft, Axial Loads: DL= 3.50, LL = 3.50, ST = 0.00k Unbraced Lengths: X-X = 9.00ft, Y-Y = 9.00ft Combined Stress Ratios Dead Live DL + LL AISC Formula H1 - 1 AiSC Formula H1 - 2 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1 , K*Ur < Cc YY Axis : Fa calc'd oer Ea. E2-1. K*L/r < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx:Allow[F3.1I fb : xx Actual Fb:yy: Allow [F3.1] fb : yy Actual Analysis Values 0.000 in 0.000 in Column Design OK Ecc. = O.OOOin DL + ST + fLL if Chosen) 0.0499 0.0499 0.0999 0.0999 | Dead Live DL + LL DL + Short 19.52 ksi 19.52 ksi 0.97 ksi 0.97 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi F'ex: DL+LL 29,314 psi Cm:x DL+LL 0.85 F'ey : DL+LL 29,314 psi Cm:y DL+LL . 0.85 Fex: DL+LL+ST 29,314 psi Cm:x DL+LL+ST 0.85 F'ey : DL+LL+ST 29,314 psi Cm:y DL+LL+ST 0.85 Max X-X Axis Deflection O.OOOin at 0.000ft Max Y-Y Axis Deflection Section Properties TS4X4X1/4 Depth 4.00 in Width 4.000 in Thickness 0.250 in Weight 12.19#ffi Area 3.59 in2 19.52 ksi 19.52 ksi 1.95 ksi 1.95 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 27.60 ksi 27.60 ksi 0.00 ksi 0.00 ksi 1 Cb:x DL+LL 1.75 Cb:y DL+LL 1.75 Cb:x DL+LL+ST 1.75 Cb:y DL+LL+ST 1.75 O.OOOin at 0.000ft 3 l-xx 8.22 in4 l-yy 8.22 in4 S-xx 4.110in3 S-yy 4.110in3 r-xx 1.51 3 in r-yy 1.51 3 in JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.OF. CALCULATED BY. CHECKED 8Y SCALE DATE. DATE. LATERAL ANALYSIS / DESIGN (SEISMIC / WIND LOADS) AREA: Seismic: V = (2.5 C- 1/ R) W. - (Governs) 1.4 (ASD) Seismic Zone 4 Z = O . 4* Soil Profile= Sfc N,= 1 . 0 Wind: P = CeCqqsI Method 2- hm,.=_ft C.= 0.4+ I = 1.0 (Standard Occupancy) R= 4.5 Wt = Total Seismic Dead Load BASE SHEAR: V= <?.f75w. (ASDLoad) (Assume p = 1.0, Verification to Follow) Exposure j Basic Wind Speed 7 ° mph Cc = g/72- . UBC Table 16-G Cq = />3 UBC Table 16-H qs = /2fU psf Iw = 1.0 (Non-Essential Facility)p = ce cq q, i = y/-e> psf ROOF WEIGHT: Diaphragm =f-t Exterior Wall Weight = Interior Wall Weight = )( ' )( rZ )( 7.Q ) ' Total Weight (Tributary to Diaphragm) = FLOOR WEIGHT: Diaphragm =-^ft A 33. Exterior Wall Weight = L Interior Wall Weight = (/C** )( /*~)(.~! '*) ^ | V 4^0= Total- Weight (Tributary to Diaphragm) = FLOOR WEIGHT: Diaphragm = Exterior Wall Weight = Interior Wall Weight = , Total Weight (Tributary to Diaphragm) = TOTAL DEAD LOAD, Wt = .LBS LBS ,LBS .LBS .LBS .LBS .LBS .LBS .LBS .LBS .LBS LBS BASE SHEAR, V - O<\T? Wt = UNIT SHEAR, v = V / Area (Applies to single level structures only) =. /Z 4,67 6 LBS Zl.&lB LBS — PSF 0 PRODUCT 207 '-TljVa^^ MIKE SURPRENAMT iA ~yj, l t\V^ V ^S c ACC*~"~r ""-•-• SHFFTND VO HP .^Ar11 \ I Abac n*i \^^. Consulting Sen -«_!.«. J.JLO iccural Engineers T.AI rni ATED BY QATF CHECKED BY OATF SfiAl F LATERAL LOAD DISTRIBUTION DIAPHRAGM LEVEL ( W k* ROOF ^-5, ^ ^!_FLOOR 7^, | FLOOR - •HK hx wx hx ^ ^Wyjhia S w, hj A vx = (Fps /A) (ft) fk-ft) S ws hi (Ibs) (ft2) (psf) / O -. . •— -9 , , -! J e_ . -i ^-- y = /'X "W/ 7 ft^,£- 4- /s7— // 3 r~^ / / 5'Q £ ^ (.**' lo -]°\\ . 4& /o,4~73 2,^0-0 J-, & (.7*76 vl^ /£57,<f i.oo V= 2/6/0 ibs ' ISHEARWALL DESIGN LATERAL LOADS] WIND LOAD = PRESSURE (P) x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR K) x DIAPHRAGM DEPTH (d) ROOF DIAPHRAGM: N-S: WIND: P II, & SEISMIC: v, (*,'* E-W: . WIND: P U> ** SEISMIC: vx £> A= ^75^ fft2^ fpsflx S.^ fft) = i 5 fplft fpsf)x Zo fft) = /30 fplfi SH)STMc_ GOVERNS =T9 fft)- -iS fpsftx 2.^ fft) = /^3 fplft 5 e^S^ 1C- GOVERNS LEVEL DIAPHRAGM: A = 2, Z&O (ffi N-S: WIND: P /AC SEISMIC: v. 4& E-W: WIND: P //*© SEISMIC: v, t. & <^,o r*.//*^ ^.uum-e- (psf) x 2- ( fft) = /» / fplft ^et S M 1 C. GOVERNS fpsf) x / 0 fft) = // 6 fplft fpsftx 2.7 fft) = /3o fplft _SE75MIC_ GOVERNS LEVEL DIAPHRAGM: A = fft2) N-S: WIND: P SEISMIC: v. E-W: WIND: P SEISMIC: v. fpsf) x fft) = fplft fpsf) x fft) = fplft GOVERNS fpsf) x (ft) = fplft fosftx fft) = fnlft GOVERNS ^Ss^jp* MIKE SURPRENANT ,U > '[I ot AM<^M_,lAlll3 •"^U—i^H Consulting Structural Engineers"sL^jji" \ ! 0^*1 \& *gLj ^SHFFTNO \. 1 OF -*^^ CALCULATED RY RATE r,HFrKFn BV nATE SRAl F SHEARWALL DESIGN Z Story Shearwalls N"^ Direction Unit Lateral Load, v = (s*^ Gridline (3 ( 13s \f~ Tributary Area (This Level): V_" Xa. J( "2. C Lateral Load (This Level): Lateral Load (Level Above): ShearwalKs) Length. L = Unit Wall Shear, v = R/L = / <*« plf Shearwall Type: (1 f Overturning: L = ft. Uolift = Holdown Anchor Type: i — i Gridline £ Tributary Area (This Level): 2.1 ? Lateral Load (This Level): Lateral Load (Level Above): ShearwalKs) Length. L = Unit Wall Shear, v = F^L = 2. (3 olf Shearwall Tvpe: <J_^ Overturning:. L = / r ft. Uplift = (2./3Jf )"". 1 C (1 )C~? <o Holdown Anchor Type: rj-\ Gridline P s^ . Tributary Area (This Level): V/"Vi- )( l ^ Lateral Load (This Level): Lateral Load (Level Above): ShearwalKs) Length. L - Unit Wall Shear, v = FJL == / f V plf Shearwall Type: \_|_P Overturning: L = ft. Uolift « Holdown Anchor Type: i — i -i- 2°t°» -1*1 + /" - —Total Load (All Levels), F, * / ? f f /?.5> ft. Okay by Inspection Lbs K«**0- ^2^ 0^ - — J Total Load (All Levels). F, = ^16-5 /*• ft- Okav by Inspection ) t] "7 *" / 5 2^ Lbs O )t- (^xl)Cn ^ 3^0 2 1 $5• — Total Load (All Levels). F, = 2- / * ^ )1& ft. I^Ukay by Inspection Lbs b psf sq.ft. Lbs Lbs sq.ft. Lbs Lbs sq.ft. Lbs Lbs Lbs PRODUCT 207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF DATE DATE 2- Story Shearwalls Gridline = / Tributary Area (This Level"): ( fc^X Lateral Load fThis Level): Lateral Load ("Level Above): Shearwallfs) Length. L = Unit Wall Shear, v = F./L = / 3 *3 Shearwall Tvpe: \lf Overturning: L = Uolift=: Holdown Anchor Type: i — i /^J"^ Direction Unit Lateral Load, v = ^ • -^ psf L)fn)-f- (^4/O(jO- 311- sa.ft. 2o 4 I Lbs — Lbs Total Load f All Levels'). F, = 2* 4 I Lbs /S,5 ft. L plf ft. v okay by Inspection Lbs Gridline F Tributary Area fThis Level): ( Lateral Load fThis Level): Lateral Load (Level Above): Shearwallfs) Length. L = Unit Wall Shear, v = F./L = && & Shearwall Type: <J_J Overturning: L = 6*5' Uolift= f^oY"^)-.0 Holdown Anchor Type: rr-i Gridline Tributary Area (This Level): Lateral Load fThis Level): Lateral Load (Level Above): Shearwall(s) Length. L = Unit Wall Shear, v = F./L = Shearwall Tvpe: { f Overturning: L = •* - Uolift = Holdown Anchor Type: i — i ^-^LXlfc ) ' Z~° sa.ft. /2<&<y Lbs Lbs Total Load f All Levels'). FT = /3<=>o Lbs ^.5- ft. plf ft. Okay by Inspection ltmit.«D6'-?'2-* /37^ Lbs/ sa.ft. Lbs Lbs Total Load f All Levels'). F, = Lbs ft. plf ft. Okay by Inspection Lbs PRODUCT 207 MIKE SURPKENANT & ASSOCIATES Consulting Structural Engineers JOB. SHPFTNO r AI n it ATFn RY r.HPPKPn RV W.AIF at\ nF - — i-4r nATF OATP Z-* Storv Shearwalls t- * Gridline / q 2- / . •>. /- Tributarv Area (This Level! L* ^ H ^ Lateral Load ("This Level): Lateral Load (Level Above! ShearwaiKsl Length. L = Unit Wall Shear, v = F./L = / 3 °l plf Shearwall Type: ( 1 f Overturning: L = ft. Uplift =: Holdown Anchor Type: i — i ^/Direction Unit Lateral Load, v = £.5» psf * ) ^(^^-X 't) + v5£)(n)-f(2>2_/(ll J - 7/6> sq.ft. 4C> f © Lbs — Lbs Total Load ( All Levels! F,= fkf0 Lbs 33,^ ft. '•""""^Okay by Inspection Lbs Gridline 2 , x Tributarv Area (This Level! (. ^^- ^k Lateral Load (This Level! Lateral Load (Level Above! ShearwalKs") Length. L = Unit Wall Shear, v = F,/L = / / ? plf Shearwall Type: ( 1 f Overturning: L = ft. Uplift = Holdown Anchor Type: i — i 3* )- 3fo sa.ft 22.1° Lbs Lbs Total Load (All Levels! F.= 2_2_|O Lbs/&t5 ft. K^ Okay by Inspection Lbs Gridline \ /-^ry y , . ^ Tributary Area (This Level! VTXz- /. 1* Lateral Load (This Level! Lateral Load (Level Above): Shearwall(s) Length. L = Unit Wall Shear, v = F,/L = / 6 / plf Shearwall Tvpe: ( 1 f Overturning: L = ft. Uolift = Holdown Anchor Type: i — i ) " "L 1 -0 sa. ft. /34> Lbs - — Lbs Total Load (All Levels! F, = /3 lo> Lbs 0*5 ft. txOkay by Inspection Lbs PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. . Story Shearwalls Direction Unit Lateral Load, v = (* ,^ psf Gridline 5 Tributary Area (This Level): fcateral Load (This Level): _ Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = Shearwall Type: Overturning: L = Uplift = Total Load (All Levels), Fx = "7 ft. ft. Holdown Anchor Type: i—r Gridline U Tributary Area (This Level):. Lateral Load (This Level): _ Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = F/L =Pif Shearwall Type: Overturning; Uplift = _ L = •?« -? ft. Holdown Anchor Type: Gridline Tributary Area (This Level): Lateral Load (This Level): _ Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = FX/L =plf Shearwall Type:o Overturning: Uplift = L =ft. Holdown Anchor Type:D . Okay by Inspection Lbs Total Load (All Levels), Fx = ft. Okay by Inspection Lbs Total Load (All Levels), Fx= ft. Okay by Inspection Lbs . sq. ft. .Lbs .Lbs Lbs .sq.ft. .Lbs .Lbs Lbs . sq. ft. .Lbs .Lbs Lbs PRODUCTS JOB. ^Mj^^8 MIKE SURPRENANT Ijf^Y^f & ASSOCIATES ^*! \r°^ ., O)nsultine Structural Engineers ' Storv Shearwalls fJ- 't? Gridline A (~i\/ V Tributary Area (This Level): \*"71* ;( 13 Lateral Load (This Level): Lateral Load (Level Above): Shearwallfsl Length. L = , Unit Wall Shear, v = F./L = ^ plf Shearwall Tvpe: (J_p Overturning: L = ft. Uplift » Holdown Anchor Type: i — i Gridline & (~y^S ">/ \ Tributary Area (This Level): V *"^2- I '3 ) Lateral Load fThis Level): Lateral Load (Level Above): ShearwalKs) Length. L = Unit Wall Shear, v = F./L = 2 0 "7 olf Shearwall Type: (^f Overturning: L= m^ ft.upiift=T?6Tjn)-.iu^/^)Ci5(o)-i- Holdown Anchor Type: [-71 Cridline ^- „ . . /*2 V V Tributary Area (This Level): ^ ^i-A^4' Lateral Load (This Level): Lateral Load (Level Above): ShearwalKs) Length, L = Unit Wall Shear. v = F,/L = 2-OC. plf Shearwall Type: \2.f Overturning: L= M,5> ft. Uplift = (^06X17. 5)-.*IEOV*Y 15 Holdown Anchor Type: rr-i -^ fiHEFTMn ^^ OF ^^ CALClll ATPn HY HATP CHEPKPn RY HATP fiPAlP Direction Unit Lateral Load, v = T - S> psf )~ -- /^£> sq.ft. "7 / ^ Lbs — Lbs Total Load (All Levels'). F. = 7) V> Lbs /3 ft. ^ Okay by Inspection Lbs •^-C^4/i)^^u ) ~ 4C,2_ sq.ft. 2 Z/ 3 Lbs / 7 f f Lbs . Total Load f All Levels). F, = 4 J S ^ Lbs Okay by Inspection . e. ^)(7-°)-hnXl0.o)l *^'/i* ^J Lbs -^ l.oooLi> 1J>5 RB?i> ) 1~ (H){/1,)~ 35^ sa.ft. ) (a &0 Lbs ^*I S3 Lbs Total Load (All Levels). F, = 46& 5 Lbs/7. > ft. Okay by Inspection . >*>} ^(\ SjfT.o )3 * ''72. "*" ZS/^Lbs PRODUCT 207 MIKE SURPRENANT Consulting Structural Engineers r.u n n ATPH RY naTF ' Story Shearwalls Gridline D « ^ / v * Tributary Area (This Level): I 2° JC Lateral Load (This Level): Lateral Load (Level Above): f 2 Shearwall(s) Length. L - Unit Wall Shear, v = F./L = SOO Shearwall Tvpe: (3fr Overturning: L = T . ^uplift- (s" ui ) - .1 Holdown Anchor Type: rrn Gridline &. 1 Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length. L = Unit Wall Shear, v = P,/L = / 50 Shearwall Type: (J_f Overturning: L = Uplift = Holdown Anchor Type: i — i M"3 Direction Unit Lateral Load, v = TiO pgf' 1 A 'Va-)( //t J — ^O \ sq.ft. /#-£^ Lbs ? 1 4 5 )f ^*^/\1. ) * 33OT Lbs Total Load f All Levels). F, = 4 ~7 5 2- Lbs *7,5 ft. Pif ft. Okav bv Inspection rCc1)f7,o^3 ^'^/i-"1" ^23 | Lbs I>HU5 \ ^)(ZZ ) ~ 2 3 j Sq. ft. X/»7 Lbs — Lbs Total Load (All Levels). F, = // 9 °f Lbs ft. pif ft. |X" Okay by Inspection Lbs Gridline EM /._.,. v ,, Tributary Area (This Level): V / Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length. L = Unit Wall Shear, v = FJL = J5& Shearwall Type: (3^ Overturning: L = f Uolift= (456)^ )- - Holdown Anchor Type: rj~i V I \1 J " V V2_ JV*H ) - Z 43> sq. ft. y /^^ Lbs •Z<3 f 1 Lbs Total Load (All Levels). F,= 5 2o7 Lbs "I ft. pif ft. Okay by Inspection ^ Lft}(l<*)3 "XZ- "*• 3c[2.t Lbs 4>f)P^ PRODUCT 207 MIKE SURPRENANT Consulting Structural Engineers r.u.rA\\ ATFH BY OF_ DATE DATE STJUF 1 Storv ShearwaUs H" - Gridline F / , Tributary Area (This Level): ^^2- A1* Lateral Load (This Level!: Lateral Load (Level Above): Shearwall(s! Length. L = Unit Wall Shear, v = F./L = ^ 5 ^ plf Shearwall Type: ( I f Overturnins: L= © ft. upiift= f255Y°n -.iCfiW.o1 Holdown Anchor Type: rri — f— - — Gridline H , Tributary Area fThis Level!: I * *>^ J Lateral Load (This Level!: Lateral Load (Level Above): Shearwall(s) Length. L = Unit Wall Shear, v = F,/L = / ^ 5> plf Shearwall Type: ( 1 f Overturning: L = ft. Uplift = Holdown Anchor Type: i — i Gridline -H (T_\S \f Tributary Area (This Level): l*"XV ) { I Lateral Load (This Level): Lateral Load (Level Above): ShearwalKs") Length. L = Unit Wall Shear, v = FVL = 3*3 plf Shearwall Type: <W^ 5 bJ Z^t 1 1 Overturning: L = ~~~ ft. Uplift^ Holdown Anchor Type: r/A * Direction Unit Lateral Load, v = t"1 *•* psf )v(^2_lCa^)- /5f- sq.ft. 7 >1 Lbs / 3 oo Lbs Total Load (All Levels!. F, = Z<33*\ Lbse ft. __^ Okay by Inspection I J T * /7 77 Lbs 2. Z<-1- so. ft. /267 Lbs — Lbs Total Load (All Levels). F, = / 2 ^ 7 Lbs T.5> ft. *^ Okay by Inspection Lbs 0=- 25*- sa.ft. /It 0 Lbs — Lbs Total Load (All Levels!. F, = / 2. / « Lbs f ft. i ^S/M^SOfs/ £T£0*f ^ ^AttS Okay by Inspection ~"~~ Lbs ^(CJL t*t\rt\Jft PRODUCTS SURPRENANT & ASSOCIATES Consulting Structural Engineers SHFFTNO r AI n n ATPR nv DATE. DATE. RPAI F 1 Storv Shearwalls Gridline ^L Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FX/L = Shearwall Type: (j_J Overturning: L = Uplift = Holdown Anchor Type: Gridline T~ Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = F,/L = Shearwall Type: \ 1 f Overturning; L = Uplift = T2I5)H Holdown Anchor Type: Gridline ^ Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FX/L = Shearwall Type: \3f Overturning: L =uoiift- (mip Holdown Anchor Type: £"- W Direction Unit Lateral Load, v = ^.6 psf (^A-X^O -t-V/Uf'O i~(z %-}(*&} - TO, so. ft. 3 (,7 1 Lbs l^ffe Lbs Total Load ( All Levels^ F, = &3Z5 Lbs 57.5 ft. / f 5" olf ft. *^ Okay by Inspection Lbs D (ziX Vifi. \ = -7^°l &V^ X2- A **• ) j ' ' s<^ "' /^35 Lbs /3C.5 Lbs Total Load ( All LevelsXF.= 26oO Lbs /3 ft. 2/5> plf ^ ft. Okay by Inspection )-.1C(1jtlt.«}j* +*=-" / f /7 Lbs B i>Hb^T Cz5i)(»3)i-(l5iyi6) ' 356 sa.ft. l~ll& Lbs /3^5 f 22-'° = 5 575 Lbs Total Load f Alt Levels'). F,= 52 ^ 3 Lbs /O ft. S'Zl plf / ^ ft. Okav by Inspection f)- /76f Lbs 0 ptijfc D PRODUCT207 SURPRENANT & ASSOCIATES Consulting Structural Engineers .JOB SHEET NO. CM rm ATFO sv DATE. DATE. STAIP 1 Storv Shearwalls N~$ Gridline ^ , Tributarv Area (This Level): I z '/2_ ) Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length. L = Unit Wall Shear, v = FJL = 1-3 "2. ptf Shearwall Type: ( 1 f Overturning: L = .5^ > ft.upiift= (23*-n \ •*- Holdown Anchor Type: rrrj Gridline "1 /-, , Tributary Area (This Level): ^ " /*• Lateral Load (This Level): Lateral Load (Level Above): Shearwallfs) Length. L = Unit Wall Shear, v = F./L = 2O 2. pif Shearwall Type: (\_f Overturning: L = £» ft. Uplift= (iol-^r^ )- Holdown Anchor Type: nri N Gridline ^ ,. Tributary Area (This Level): I c 3^4- X ' Lateral Load fThis Level): Lateral Load fLevel Above): Shearwall(s) Length. L = Unit Wall Shear, v = F./L = *7 1- pif Shearwall Type: (Of Overturnine: L = ft. Uplift = Holdown Anchor Type: i — i A 0' Direction Unit Lateral Load, v = ~* v osf Czf)^ C7lA)Oi)- 573 so. ft. //?€» Lbs /22.t Lbs Total Load (All Levels). F. = 3 O \ ~2~ Lbs /3 ft. Okay by Inspection ^o€S® Lbs i. )U^-)^ 252. sa.ft. /1/G Lbs — Lbs Total Load f All Levels). F, = / 2 / ^ Lbs (* ft. Okay by Inspection /&!& Lbs ^ &-O~ 25"2- sa.ft. / 2 t O Lbs — Lbs Total Load f All Levels). F, = / 2 / * - Lbs 17 ft V^Ukay by Inspection Lbs PRODUCT 207 MIKE SUKPRENANT Consulting Structural Engineers JOB, RHFFT MO &h OF.L. r.Airui ATFDRV DATE. DATE, SHAI F ^fgg>( REDUNDANCY FACTOR CALCULATION (UBC 1630.1.1) FLEXIBLE DIAPHRAGM WITH WOOD STRUCTURAL PANEL SHEARWALLS Vmax = lw = F = 2-' Aa = 2- Lbs (Total lateral load at Gridline .> '") ft (Total Sum of Lengths of Shearwalls at Gridline) Lbs (Story Shear) sq.ft. (Ground Floor Area of Structure) CALCULATIONS: max fmax = 20 max K 2.0 1.0 OKAY MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOS. SHEET NO. CALCULATED BY. CHECKED BY SCALE DATE. DATE. FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = CONTINUOUS FOOTINGS psf (Per Design Criteria) Wr > *\ J/ / L / h ^ MARK: Ftg. Width (b) =.ft. = ASBP (b) = Depth of Ftg. (h) i ft. plf USE: _r2~" WIDE \ I 2~ " DEEP. WITH # f TOP & BOTTOM MARK: CF-2 Ftg. Width (b) = _ft. Depth of Ftg. (h) = WALLOW = ASBP (b) =_ ft. plf USE: /2~- " WIDE x » DEEP. WITH 2- #TOP & BOTTOM WMAX @ Gridline WMAX @ Gridline WMAX @ Gridline WMAX @ Gridline -Plf USE: CF- USE: CF- USE: CF- USE: CF- JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY. CHECKED BY SCALE DATE. DATE. CONTINUOUS FOOTINGS - MAX POST LOADS 2h (ft.) MARK: CF-1 PMAX = ASBP(b)(2h) = /.So o ~3. h (ft.) LBS. MARK: CF-2 PMAX = ASBP(b)(2h) = MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.. CALCULATED BY, CHECKED BY SCALE OF_ DATE DATE SPREAD FOOTINGS - MAX. ALLOWABLE CONCENTRATED LOADS MAX MARK: P PMAX = ASBP(b)2 = bffi.1 LBS. h (ft.) USE: 24" SQUARE x / # " DEEP WTTH (2) # 4 EACH WAY @ BOTTOM MARK:P-2 PMAX = ASBP(b)2 =LBS USE: 30" SQUARE x /& " DEEP WITH (3) # 4 EACH WAY @ BOTTOM MARK:P-3 = ASBP(b)2 =LBS. USE: 36" SQUARE x /& " DEEP WITH (4) # 4 EACH WAY @ BOTTOM PMAX =ASBP(b)2 =>3 7 5 LBS. USE: 42" SQUARE x /0 " DEEP WTTH (5) # 4 EACH WAY @ BOTTOM MARKrP-5 PMAX =ASBP(b)2 =LBS. USE: 48" SQUARE x /0 " DEEP WTTH (6) # 4 EACH WAY @ BOTTOM MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO..OF. CALCULATED BY, CHECKED BY SCALE DATE. DATE, SCHEDULES MIKE SURPRENANT& ASSOCIATESConsulting Structural Engineers JOB.SHEET NO.CALCULATED BY_CHECKED BYSCALE DATE_DATE. © I ©®©© .-IP © ©©©©© ©© MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO. CALCULATED BY. CHECKED BY SCALE DATE. DATE. HOLD-DOWN SCHEDULE 4x POST W MSTC40 FLR-To-FLR HOLD-DOWN 4x POST W ttSTC52 FLR-To-FLR HOLD-DOWN 4x POST W/ MSTC66 FLR-To-FLR HOLD-DOWN 4x POST W/ MSTC78 FLR-To-FLR HOLD-DOWN ' An POST W/ CT1STI4 FLR-To-FLR HOLD-DOWN (34' END LENGTH * (74) l&d TO EA. POST,) 4x POST W 01ST12 FLR-To-FLR HOLD-DOWN (451 END LENGTH * (\00) 16d TO EA. POST) 4x POST W/ STUDS HOLD-DOWN At POST W STUDIO HOLD-DOWN 4x POST W STHDI4 HOLD-DOWN 4x POST W PHD2 ON SSTBI6 AB. 4x POST W/ PHD5 ON SSTB24 A.B. 4x POST W PHD6 ON SSTB26 A.B. 4x POST W PHD8 ON SSTB26 A.B. 4x POST W/ HD8A ON SSTB2S A.B. 4x POST W/ HDIOA ON SSTB2B A.B. 4x POST W/ HDI4A ON SSTB34 A.B. NOTES= 1) HOLD DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 2) DEEPEN FOOTINGS TO PROVIDE 3" MIN. CONCRETE COVER WHERE HOLD DOWN ANCHORS ARE LONGER THAN THE FTG DEPTH. 3; USE (Rj; OPTION ON STHD HOLD-DOWNS FOR RAISED WOOD SUB-FLOOR CONDITION. REV. JAN. 2001 D PRODUCTS JOB.*fgftl MIKE SURPRENANT& ASSOCIATES Consulting Structural Engineers DATE. DATE. ST-AIP SIMPSON STRONGWALL REV. SEP. B SWfcxl-feHD SUC2x1-4 SUB2xl-6 Gt SU22x&-4 5UJ24xS SUB2x8 SUMSxS N SUJISxS 5UI32x3 SUM3x<3 V SUM8xl0 LU 5UJ24xl2x6 X SUB2xi2x6 SlW8xl2x6 SIMPSON STRONGUJAU FOOTNOTES: 'APPLY TO ALL; (T) ICBO ' PFC-548B ® FOR SINGLE POUR APPLICATIONS, USE SSTB28 HOLDOUN ANCHOR BOLTS AND 5/81 x C1 fMINJ MUDSILL ANCHORS. © FOR TWO-POUR APPLICATIONS, USE SSTB34 HOLDOUN ANCHOR BOLTS AND 5/81 x W (MJO MUDSILL ANCHORS. © PLACE ALL ANCHORS USING A 5TRONGWALL TEMPLATE APPROPRIATE FOR THE APPLICATION AND LENGTH Or WALL FOR EXTERIOR APPLICATIONS, USE 'SUIT TYPE TEMPLATES FOR INTERIOR APPLICATIONS, USE 'SlUTI1 TYPE TEMPLATES FOR PANEL FORM APPLICATIONS, USE 'SUflPr1 TYPE TEMPLATES © USE AIL PROVIDED HARDWARE FOR ANCHORAGE TO FOUNDATION. @ USE PROVIDED SCRB1B AND SHIM (IF PROVIDEDJFOR CCWECT1CN TO DBL TOP PLATE. © FOR GARAGE PORTALS, CONNECT 4XG fMINJ HEADER AT TOP CF WALL WITH PROVIDED SCREWS, PROVIDED WST STRAP WITH f 10; (0d COMMONS, AND PANEL EXTENSION WITH Kd COMMONS • 3' o/e. fVERTJ ^ 4' o/c. fHORIZJ © NO HOLES, NOTCHES, CUTS, OR OTHER MODIFICATIONS SHALL BE MADE TO THE STRCNGUWLL IN ANY CASE EXCEPT AS PERMITTED BY SIMPSON STRCNS-TIE, INC AND ICBO REPORT. ® -FF DENOTES RAISED FLOOR OPTION OF STRONGUJALL REASE MAKE NOTE OF THIS WHEN ORDERING MATERIALS. ALL -RF MODEL 3TRONGU1ALLS SHALL USE A SIMPSON TUD 1/8-1' MOT SUPPLIED^ AT EACH HOLDCUN ANCHOR PRODUCT 207 War-28-0! 02:63pm Fron-Pini Tru Lumber U/11/2BW IS; 16 8057724370 780MWZI DEADLINES CNQINEPtlN T-080 P.001/001 F-814 PAGE 92 ROSEBURC Tg: Whom R May Oonc«m. «« AoMbuv tWP PTOdueto w 'Bqu*l w MtW to TW»Jote EWP rwlMMd «od compwd thi itangth <Fb) trtd rtmwM (O> Viluti ^ both than TftjoJoM IWP ^ Mtar rtrangth or flimn«M. Thwtfor* w v* oonfttftffl In mr oont*^W«M'Kqi«jprD^«fr-.«r^cwbQK^ftijWtr product* In All. one* nrttfvnof Ihf wbta below and KUKtorai •upporD Slnofftly. John rwitary R«0loml ewp nOrtw.fCW 91700 Allowed Substitution OCEANSIDE TRUSS in Roof and Floor 1=1 * COMMERCIAL * RESIDENTIAL * * ROOM ADDITIONS * * COMPETITIVE PRICING * * FREE AND PROMT ESTIMATES * L 2847 Industry Street Oceanside, CA 92054 60/722-7696 Fax 760/722-0438 Carnpulrus, Inc. Manufacturing • Engineering • Computer Systems WARNINGS: 1. Read all Genera! 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. CompuTrus assumes no responsibil- ity for such bracing. 5. No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads 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 upon request, GENERAL NOTES, unless otherwise noted: I. 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. Shim 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 lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211 II. 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. 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E-e-ou oU H co [d «3to t-l X co co •J -9 U Mssj -3 00-90-1 rt 03" 2W "^ ' — • i - &*£ o>2 ~ s I ^sd TJ-S • ; = S fi *• 5^,15 If I .U - = o> mca U W - O<3~ 2-7 ^ j£^<^ COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS July 27, 2004 Caroline Dooley 2979 State Street, Suite A Carlsbad, CA 92008 Subject: Plan Check 03-3605 Lot 4, CT 98-16 2784 James Drive Carlsbad, California References: Please see page 3 NOTICE OF FOOTING EXCAVATION OBSERVATION 1) The footing excavations for the proposed residence and garage have been observed by this firm. 2) The footing excavations are founded into compacted fill deposits with an expansion potential in the low range. 3) The footing excavations are approved by this firm, provided all loose deposits are removed from the base of the excavation prior to pouring concrete. The footing excavations were not reviewed for compliance with structural plans and location. 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 Coast Geotechnical July 27, 2004 W.O. P-421064 Page 2 4) At the time of our observation, foundation forms, slab sand blanket and Visqueen were in place. As per our on-site discussion with Caroline Dooley, Project Architect and Superintendent, she stated that she had observed the slab subgrades and utility trench backfill and was responsible for approving these construction aspects. If you have any questions regarding this report, please contact our office. Reference to our Job No. P-421064 will help expedite a response to your inquiry. Respectfully submitted COAST GEOTEC Mark Burwell, C Engineering Geolo ENGINEERING GEOLOGIST J Coast Geotechnical July 27, 2004 W.O. P-421064 Page 3 REFERENCES 1) FOUNDATION PLAN REVIEW Plan Check 03-3605 Lot 4, CT 98-16 2784 James Drive Carlsbad, California Prepared by Coast Geotechnical Dated June 9, 2004 2) RESPONSE TO CITY OF CARLSBAD Building Plan Check Item 2A Plan Check 03-3605 Lot 4, CT 98-16 2784 James Drive Carlsbad, California Dated June 9, 2004 3) ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated January 7, 2004 4) GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12,2001 5) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS June 9, 2004 Caroline Dooley 2979 State Street, Suite A Carlsbad, CA 92008 Subject: FOUNDATION PLAN REVIEW Plan Check 03-3605 Lot 4, CT 98-16 2784 James Drive Carlsbad, California References: 1) ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated January 7, 2004 2) GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12,2001 3) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 ^% ^%M Coast Geotechnical June 9, 2004 \V.O. P-421064 Page 2 Dear Ms. Dooley. As requested, we have reviewed the project foundation plans, Sheets S-3 and SD-5, prepared by Caroline Dooley, Architect, and observed that she has, in general, included the recommendations presented in our Preliminary Geotechnical Investigation and Rough Grading Report, (Job Nos. P- 304099 and G-304099). COMMENTS 1) Placement of additional fill should be observed and tested by a representative of the geotechnical engineer. 2) All fill should be compacted to a minimum of 90 percent of the laboratory maximum dry density, 3) All footings should be founded the designed depth below the lowermost adjacent subgrade into approved compacted fill deposits. Coast Geotechnical June 9, 2004 \V.O. P-421064 Page3 LIMITATIONS The findings and opinions presented herein have been made in accordance with generally accepted professional principals in the fields of engineering geology and geotechnical engineering. No warranty is expressed or implied, If you have any questions regarding this letter, please contact our office. Reference to our Job No. P-421064 will help expedite a response to your inquiry. Respectfully submitt COAST GEOTEC ^ciW Vithaya Si Geotechnical Engirf Mark Burwell, C. Engineering Geolo 03- CAROLINE F. DOOLEY July 27,2004 Paul and Caroline Dootey 3840 Garfield St. Carlsbad, CA 92008 Subject: Plan check 03-3605 Inspection of footing trenches, building pad and utility trenches 2784 James Drive Carlsbad, CA 92008 Dear Mr. And Mrs. Dooley, I have inspected the above mentioned property and have found that the footing and utility trenches and the building pad have been prepared in accordance with the recommendations of the Preliminary Geotechnical Investigation dated September 23, 1999 and the Geotechnical Update Letter dated January 7, 2004, both prepared by Coast Geotechnical. Respectfully, Caroline F. Dooley Architect 2979 STATE ST. SUITE A, CARLSBAD, CA 92008 TEL/FAX: 760.434.371 8 COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS June 9, 2004 Caroline DooJey 2979 State Street, Suite A Carlsbad, CA 92008 Subject: RESPONSE TO CITY OF CARLSBAD Building Plan Check Item 2A Plan Check 03-3605 Lot 4, CT 98-16 2784 James Drive Carlsbad, California Reference: ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated January 7, 2004 Dear Ms. Dooley: This letter is in response to the city of Carlsbad's concern regarding surface drainage directed along the narrow side-yard area of the proposed structure. In order to reduce potential seepage or saturated ground conditions in foundation subsoils, a concrete apron is proposed along the northern side yard area. The concrete apron will direct drainage to the south. The concrete apron should be protected from water migrating under the pavement section, If you have any questions, please do not hesitate to contact our firm. Sincerely COAST Mark Burwell, ( Engineering Geolo 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS January 7, 2004 Brooks A. Worthing BA Worthing, Inc. 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 Subject: ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California References: 1)GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12,2001 2) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 Dear Mr. Worthing: In response to your request, we have performed field observations and testing during the rough grading phase on the above referenced property. The results of our density tests and laboratory testing are presented in this report. This report covers the rough grading of the five (5) residential lots. Additional reports will be required for street improvements and utility trench backfill which are currently under construction. 779 ACADEMY DRIVE • SOLANA BEACH. CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 Coast Geotechnical January 7, 2004 \V.O. G-304099 Page 2 Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. The control of drainage from lot development is essential to the future performance of proposed residential structures. If you have any questions, please do not hesitate to contact us at (858) 755-8622. This opportunity to be of service is greatly appreciated. Respectfully COAST .'QJ Engineering Vithaya Geotechnica! ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared for: Brooks A. Worthing BA Worthing, Inc. 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 January 7, 2004 W.O. G-304099 Prepared by: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 Coast Geotechnical January 7, 2004 VV.O. G-304099 Page 4 INTRODUCTION This report presents the results of our observations and field density testing on the subject property during rough grading. The project included the removal and recompaction of soil and weathered terrace deposits, and the placement of fill materials in five (5) residential lots. The approximate locations of field density tests are shown on the enclosed Grading Plan, prepared by Land Space Engineering. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-91. Field density tests were performed in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil type used as compacted fill on the site, is summarized below: Maximum Dry Density Optimum Description (p.c.f) Moisture (%) Soil Type Tan to brown silty, fine and medium-grained sand 127.8 10.2 A GEOTECHNICAL CONDITIONS The property is underlain at shallow depths by Pleistocene terrace deposits. The terrace deposits are underlain at depth by Eocene-age sedimentary rocks which have commonly been designated as the Santiago Formation on published geologic maps. The terrace deposits are covered by residual soil. Coast Geotechnical January 7, 2004 W.O. G-304099 PageS DISCUSSION The grading contractor on this project was Mike Warner Grading. Grading was performed from January to April 2003. The following is a discussion of the general grading operations, as they were performed on the project. 1) All surface deleterious material was removed in the residential lots, prior to removals. 2) The soil and weathered terrace deposits were removed in the five (5) residential lots and stockpiled. The removals extended to a depth of approximately 2.0 to 3.5 feet below grade and generally extended to within 2.0 lateral feet from the property line. 3) Stockpiled soils were generally mixed and placed in loose lifts of approximately 6.0 inches, moistened to about optimum moisture content and compacted. Compaction was accomplished by track and wheel rolling with a Caterpillar 963 and 613 loaders, and a D-4 dozer. 4) Additional soils needed to achieve pad grade were generated on-site, predominantly from the proposed street, James Drive. Minor imported sandy deposits were also used. 5) The depth of fill on each of the residential lots is approximately 3.5 to 4.0 feet. Coast Geotechnical January 7, 2004 W.O. G-304099 Page 6 6) Based on our experience and laboratory testing, the fill deposits have a potential expansion in the low range. CONCLUSIONS AND RECOMMENDATIONS 1) Based on selective testing, the fill was placed to a minimum of 90 percent of the laboratory maximum dry density as suggested by our test results. 2) The soil parameters recommended in the referenced Preliminary Geotechnical Investigation for foundations and slab design remain valid. However, seismic design parameters have been updated as indicated below. Seismic Design Parameters (1997 Uniform Building Codel Soil Profile Type - SD Seismic Zone - 4 Seismic Source - Type B Near Source Factor (Nv) -1.1 Near source Acceleration Factor (NJ - 1.0 Seismic Coefficients Design Response Spectrum Ts = 0.612 T0 = 0.122 Nearest Type B Fault Newport-Inglewood 5.4 miles Coast Geotechnical January 7, 2004 W.O. G-304099 Page? 3) The following pavement section is recommended'for the proposed driveways: 3.0 inches of asphaltic paving or 4.0 inches of concrete on 4.0 inches of select base (Class 2) on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials. Class 2 base materials should have a minimum R-value of 78 and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum dry density. The pavement section should be protected from water sources. Migration of water into subgrade deposits and base materials could result in pavement failure. 4) We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. Imported or on-site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent footings. This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adj acent footing. This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another. Coast Geotechnical January 7, 2004 W.O. G-304099 PageS 5) Positive site drainage should be maintained at all times. Water should be directed away from foundations and not allowed to pond or seep into the ground or migrate under concrete flatwork or pavement sections. 6) A copy of the residential plans should be submitted to this office for review, prior to construction. Additional recommendations may be necessary at that time. 7) All the recommendations in the referenced Preliminary Geotechnical Investigation which are not superseded by this report remain valid and should be implemented during the construction phase. Coast Geotechnical January 7, 2004 W.O. G-304099 Page 9 LIMITATIONS This office assumes no responsibility for any alterations made without our knowledge and written approval, subsequent to the issuance of this report. All areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction. It should be noted that density (compaction) testing is conducted on a very small volume of the fill. The intent is to provide an opinion, based on selective testing and observation during fill placement. This study has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party. This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechnical. Enclosures: Table I Grading Plan FIELD AND LABORATORY TEST RESULTS TABLK I Field Dry Density and Moisture Content (Swimming Pool Backfill) Date 02/04/03 02/04/03 02/04/03 02/05/03 04/22/03 04/22/03 04/22/03 Test No. 1 2 3 4 5 6 7 Test Location Lot Lot Lot Lot Lot Lot Lot 4 4 5 3 1 2 1 Height Of Fill Approx . 3.0' 2 2 2 4 4 3 .0' .0' .0' .0' .0' .0' Moisture Content o,"5 9 10 11 10 8 9 9 .8 .9 .0 .0 .9 .1 .2 Dry Relative Density % fpcf ) Compaction 122.3 96 121 119 118 116 115 115 .1 .5 .9 .7 .5 .6 95 94 93 91 90 90 Soil Type A A A A A A A G-304099 COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS January 7, 2004 Brooks A. Worthing BA Worthing, Inc. 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 Subject: ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California References: 1)GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12,2001 CJ 2) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 Dear Mr. Worthing: In response to your request, we have performed field observations and testing during the rough grading phase on the above referenced property. The results of our density tests and laboratory testing are presented in this report. This report covers the rough grading of the five (5) residential lots. Additional reports will be required for street improvements and utility trench backfill which are currently under construction. 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 Coast Geotechnical January 7, 2004 W.O. G-304099 Page 2 Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. The control of drainage from lot development is essential to the future performance of proposed residential structures. If you have any questions, please do not hesitate to contact us at (858) 755-8622. This opportunity to be of service is greatly appreciated. Respectfully submi COAST GEOTEfiffi^AL MarkBurwell, C. Engineering 762 / 'l*u i_ Pifn 1P-3i'Vithaya Singhaneti RE. fcxp'\V¥r >Geotechnical Engineer ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared for: Brooks A. Worthing BA Worthing, Inc. 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 January 7, 2004 W.O. G-304099 Prepared by: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 Coast Geotechnical January 7, 2004 W.O. G-304099 Page 4 INTRODUCTION This report presents the results of our observations and field density testing on the subject property during rough grading. The project included the removal and recompaction of soil and weathered terrace deposits, and the placement of fill materials in five (5) residential lots. The approximate locations of field density tests are shown on the enclosed Grading Plan, prepared by Land Space Engineering. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-91. Field density tests were performed in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil type used as compacted fill on the site, is summarized below: Maximum Dry Density Optimum Description (p.c.f) Moisture (%) Soil Type Tan to brown silty, fine and medium-grained sand 127.8 10.2 A GEOTECHNICAL CONDITIONS The property is underlain at shallow depths by Pleistocene terrace deposits. The terrace deposits are underlain at depth by Eocene-age sedimentary rocks which have commonly been designated as the Santiago Formation on published geologic maps. The terrace deposits are covered by residual soil. Coast Geotechnical January 7, 2004 W.O. G-304099 Page 5 DISCUSSION The grading contractor on this project was Mike Warner Grading. Grading was performed from January to April 2003. The following is a discussion of the general grading operations, as they were performed on the project. 1) All surface deleterious material was removed in the residential lots, prior to removals. 2) The soil and weathered terrace deposits were removed in the five (5) residential lots and stockpiled. The removals extended to a depth of approximately 2.0 to 3.5 feet below grade and generally extended to within 2.0 lateral feet from the property line. 3) Stockpiled soils were generally mixed and placed in loose lifts of approximately 6.0 inches, moistened to about optimum moisture content and compacted. Compaction was accomplished by track and wheel rolling with a Caterpillar 963 and 613 loaders, and a D-4 dozer. 4) Additional soils needed to achieve pad grade were generated on-site, predominantly from the proposed street, James Drive. Minor imported sandy deposits were also used. 5) The depth of fill on each of the residential lots is approximately 3.5 to 4.0 feet. Coast Geotechnical January 7, 2004 W.O. G-304099 Page 6 6) Based on our experience and laboratory testing, the fill deposits have a potential expansion in the low range. CONCLUSIONS AND RECOMMENDATIONS 1) Based on selective testing, the fill was placed to a minimum of 90 percent of the laboratory maximum dry density as suggested by our test results. 2) The soil parameters recommended in the referenced Preliminary Geotechnical Investigation for foundations and slab design remain valid. However, seismic design parameters have been updated as indicated below. Seismic Design Parameters (1997 Uniform Building Code) Soil Profile Type - SD Seismic Zone - 4 Seismic Source - Type B Near Source Factor (Nv) -1,1 Near source Acceleration Factor (NJ -1.0 Seismic Coefficients Ca - 0.44 Cv-0.67 Design Response Spectrum Ts = 0.612 T0 = 0.122 Nearest Type B Fault Newport-Inglewood 5.4 miles Coast Geotechnical January 7, 2004 W.O. G-304099 Page? 3) The following pavement section is recommended for the proposed driveways: 3.0 inches of asphaltic paving or 4.0 inches of concrete on 4.0 inches of select base (Class 2) on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials. Class 2 base materials should have a minimum R-value of 78 and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum dry density. The pavement section should be protected from water sources. Migration of water into subgrade deposits and base materials could result in pavement failure. 4) We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. Imported or on-site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent footings. This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing. This canbe accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another. Coast Geotechnical January 7, 2004 W.O. G-304099 Page 8 5) Positive site drainage should be maintained at all times. Water should be directed away from foundations and not allowed to pond or seep into the ground or migrate under concrete flatwork or pavement sections. 6) A copy of the residential plans should be submitted to this office for review, prior to construction. Additional recommendations may be necessary at that time. 7) All the recommendations in the referenced Preliminary Geotechnical Investigation which are not superseded by this report remain valid and should be implemented during the construction phase. Coast Geotechnical January 7, 2004 W.O. G-304099 Page 9 LIMITATIONS This office assumes no responsibility for any alterations made without our knowledge and written approval, subsequent to the issuance of this report, All areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction. It should be noted that density (compaction) testing is conducted on a very small volume of the fill. The intent is to provide an opinion, based on selective testing and observation during fill placement. This study has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party. This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechnical. Enclosures: Table I Grading Plan FIELD AND LABORATORY TEST RESULTS TABLE I Field Dry Density and Moisture (Swimming Pool Backfill] Date 02/04/03 02/04/03 02/04/03 02/05/03 04/22/03 04/22/03 04/22/03 Test No. 1 2 3 4 5 6 7 Test Location Lot 4 Lot 4 Lot 5 Lot 3 Lot 1 Lot 2 Lot 1 Height Of Fill Approx . 3.0' 2.0' 2.01 2.0' 4.0' 4.0' 3.0' Moisture Content % 9.8 10.9 11.0 10.0 8.9 9.1 9.2 Content ) Dry Density 122.3 121.1 119.5 118.9 116.7 115.5 115.6 Relative o,"5 Compaction 96 95 94 93 91 90 90 Soil Type A A A A A A A G-304099 COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS September 23, 1999 Brooks A. Worthing BA Worthing, Inc. 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 RE: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Dear Mr. Worthing: In response to your request and in accordance with our Proposal and Agreement dated August 16, 1999, we have performed a preliminary geologic and soils engineering investigation on the subject site for the proposed minor subdivision. The findings of the investigation, laboratory test results and recommendations for site development and foundation design are presented in this report. From a geologic and soils engineering point of view, it is our opinion that the site is suitable for the proposed development, provided the recommendations in this report are implemented during the design and construction phases. If you have any questions, please do not hesitate to contact us at (858) 755-8622. This opportunity to be of service is appreciated. Respectfully submittejfjf COAST 1".- ", j L< f \ • '' " \\« \MarkBurwell, C.E^ ^ Engineering Geologi^ ^V " •QLOGi^"1 x'; y Geotechnical 779 ACADEMY DRIVE * SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared For: Brooks A. Worthing BA Worthing, Inc. 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 September 23,1999 W.O. P-304099 Prepared By: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 TABLE OF CONTENTS VICINITY MAP INTRODUCTION 5 SITE CONDITIONS 5 PROPOSED DEVELOPMENT 5 SITE INVESTIGATION 6 LABORATORY TESTING 6 GEOTECHNICAL CONDITIONS 8 CONCLUSIONS 11 RECOMMENDATIONS 12 A. GRADING 12 B. BUILDING PADS-REMOVALS/RECOMP ACTION 12 C. TEMPORARY SLOPES/EXCAVATION CHARACTERISTICS 13 D. FOUNDATIONS 14 E. SLABS ON GRADE (INTERIOR AND EXTERIOR) 15 F. SETTLEMENT CHARACTERISTICS 15 G. SEISMIC CONSIDERATIONS 15 H. UTILITY TRENCH 16 I, PRELIMINARY PAVEMENT DESIGN 16 J. DRAINAGE 17 K. GEOTECHNICAL OBSERVATIONS 18 L PLAN REVIEW 18 LIMITATIONS 18 REFERENCES 20 APPENDICES APPENDIX A LABORATORY TEST RESULTS EXPLORATORY TRENCH LOGS TENTATIVE PARCEL MAP (REAR POCKET) APPENDIX B EARTHQUAKE FAULT ANALYSIS REGIONAL FAULT MAP APPENDIX C GRADING GUIDELINES VICINITY MAP SCALE: 1:11,200 Coast Geotechnical September 23,1999 W.O. P-304099 Page 5 INTRODUCTION This report presents the results of our geotechnical investigation on the subject property. The purpose of this study is to evaluate the nature and characteristics of the earth materials underlying the property, the engineering properties of the surficial deposits and their influence on the proposed five (5) lot residential development. SITE CONDITIONS The subject property is located just west of Valley Street, along the north side of Buena Vista Way, in the city of Carlsbad. The site includes approximately 1.5 acres of gently sloping terrain which topographically forms a shallow basin. Maximum relief on the site is ten (10) vertical feet. The property is bounded along the east by developed residential lots and to the immediate west by vacant land. The southern and western portion of the property has been used to stockpile isolated mounds of soil and construction debris. Vegetation in this area is limited to bushes and several palm trees. The eastern portion of the property has been recently disced and includes several mature palm trees. Drainage is generally by sheet flow to the south. However, due to the shallow basin terrain, a considerable amount of ponding and infiltration probably occurs during periods of prolonged rains. PROPOSED DEVELOPMENT Plans for the proposed development of the property were prepared by Land Space Engineering. The project includes dividing approximately 1.5 acres into five (5) separate lots. Access to the lots will Coast Geotechnical September 23,1999 W.O. P-304099 Page 6 be via a proposed road along the western property line. The proposed road (James Drive) will extend approximately 300 lateral feet to the north from Buena Vista Way to a proposed cul-de-sac. The proposed road will provide direct access to Lot Nos. 1, 3, 4 and 5. Access to Lot 2, a flag lot, will be via a driveway extending 170+ feet east from the proposed road. Grading for the proposed road will include 2:1 (horizontal to vertical) cut and fill slopes up to 7.0 feet and 5.0 feet, respectively. Grading of residential lots will include minor cuts and fills up to 2.5 feet. SITE INVESTIGATION Site exploration included four (4) exploratory trenches excavated with a tractor-mounted backhoe to a maximum depth of 10 feet. Earth materials encountered were visually classified and logged by our field engineering geologist. Undisturbed, representative samples of earth materials were obtained at selected intervals. Samples were obtained by driving a thin walled steel sampler into the desired strata. The samples are retained in brass rings of 2.5 inches outside diameter and 1.0 inches in height. The central portion of the sample is retained in close fitting, waterproof containers and transported to our laboratory for testing and analysis. LABORATORY TESTING Classification The field classification was verified through laboratory examination, in accordance with the Unified Soil Classification System. The final classification is shown on the enclosed Exploratory Logs. Coast Geotechnical September 23,1999 W.O. P-304099 Page? Moisture/Density The field moisture content and dry unit weight were determined for each of the undisturbed soil samples. This information is useful in providing a gross picture of the soil consistency or variation among exploratory excavations. The dry unit weight was determined in pounds per cubic foot. The field moisture content was determined as a percentage of the dry unit weight. Both are shown on the enclosed Laboratory Tests Results and Exploratory Logs. Maximum Dry Density/Optimum Moisture Content The maximum dry density and optimum moisture content were determined for selected samples of earth materials taken from the site. The laboratory standard tests were in accordance with ASTM D-l 557-91. The results of the tests are presented in the enclosed Laboratory Test Results. Shear Test Shear tests were performed in a strain-control type direct shear machine. The rate of deformation was approximately 0.025 inches per minute. Each sample was sheared under varying confining loads in order to determine the Coulomb shear strength parameters, cohesion and angle of internal friction. Samples were tested in a saturated condition. The results are presented in the enclosed Laboratory Test Results. Coast Geotechnical September 23, 1999 W.O. P-304099 PageS GEOTECHNICAL CONDITIONS The subject property is located in the Coastal Plains Physiographic Province of San Diego. The property is underlain at shallow depths by Pleistocene terrace deposits. The terrace deposits are underlain at depth by Eocene-age sedimentary rocks which have commonly been designated as the Santiago Formation on published geologic maps. The terrace deposits are covered by relatively thin residual soil deposits. A brief description of the earth materials encountered on the site is discussed below. Dump Fill The southern and western portion of the site is covered, in part, by eight to ten isolated mounds of fill which have been dumped on the property. The isolated mounds do not exceed 3,0 feet in height and are composed of various soil types ranging from silty sand to sandy clay. Intermixed with some of the mounds is construction debris ranging from concrete and block fragments to roots and plastic. Residual Soil Approximately 1 .5 to 2.0 feet of brown silty and fine-grained sand was encountered in the exploratory excavations. The soil is generally dry and loose. The contact with the underlying terrace deposits is gradational. Numerous large rodent borings extending to a depth of 18 inches or more were observed in the eastern portion of the property. Coast Geotechnical September 23,1999 W.O. P-304099 Page 9 Terrace Deposits Underlying the surficial materials, Pleistocene terrace deposits are present. The sediments are composed of reddish brown weakly cemented, fine and medium-grained sand. The upper 2.0 feet of the sedimentary unit is generally dry and weathered. Below this zone, the terrace deposits become increasingly moist and dense. Regionally, the Pleistocene sands are considered flat-lying and are underlain by Eocene-age sedimentary rock units. Expansive Soil Based on our experience in the area and previous laboratory testing of selected samples, the soil and terrace deposits reflect an expansion potential in the low range. Ground Water No evidence of perched or high ground water tables were noted during exploration. However, the Pleistocene terrace deposits are relatively pervious and infiltrated water generally migrates down to and along the terrace deposit/Santiago Formation contact. It should be noted that seepage problems can develop after completion of construction. These seepage problems most often result from drainage alterations, landscaping and over-irrigation. In the event that seepage or saturated ground does occur, it has been our experience that they are most effectively handled on an individual basis. Coast Geotechnical September 23,1999 W.O. P-304099 Page 10 Tectonic Setting The site is located within the seismically active southern California region which is generally characterized by northwest trending Quaternary-age fault zones. Several of these fault zones and fault segments are classified as active by the California Division of Mines and Geology (Alquist-Priolo Earthquake Fault Zoning Act). Based on a review of published geologic maps, no known faults transverse the site. Several steeply dipping short fault segment have been mapped in the regional area of the site. These northeast trending faults are exposed in the Eocene-age rocks of the Santiago Formation but not in the overlying Pleistocene terrace deposits and are presumably inactive. The nearest active fault is the offshore Rose Canyon Fault Zone located approximately 5.4 miles west of the site. It should be noted that the Rose Canyon Fault is not a continuous, well-defined feature but rather a zone of right stepping en echelon faults. The complex series of faults has been referred to as the Offshore Zone of Deformation (Woodward-Clyde, 1979) and is not fully understood. Several studies suggest that the Newport-Inglewood and the Rose Canyon faults are a continuous zone of en echelon faults (Treiman, 1984). Further studies along the complex offshore zone of faulting may indicate a potentially greater seismic risk than current data suggests. Other faults which could affect the site include the Coronado Bank, Elsinore, San Jacinto and San Andreas Faults. The proximity of major faults to the site and site parameters are shown on the enclosed Earthquake Fault Analysis. Coast Geotechnical September 23,1999 W.O. P-304099 Page 11 Liquefaction Potential Liquefaction is a process by which a sand mass loses its shearing strength completely and flows. The temporary transformation of the material into a fluid mass is often associated with ground motion resulting from an earthquake. Owing to the moderately dense nature of the Pleistocene terrace deposits and the anticipated depth to ground water, the potential for seismically induced liquefaction and soil instability is considered low. CONCLUSIONS 1) The subject lot is located in an area that is relatively free of potential geologic hazards such as landsliding, liquefaction, high ground water conditions and seismically induced subsidence. 2) The existing dry soil and weathered terrace deposits are not suitable for the support of structural footings or concrete flatwork. 3) In order to provide a more uniform support for proposed footings and slabs, the soil and weathered terrace deposits in the building envelope should be removed to a minimum depth of 3.5 feet below the existing grade and replaced as properly compacted fill. The removal depth should be such that a minimum of 18 inches of compacted fill underlies the base of proposed footings. Coast Geotechnical September 23,1999 W.O. P-304099 Page 12 RECOMMENDATIONS Grading A minimum 12 foot wide key excavated a minimum of 2.0 feet (along the outside edge) into competent formational rock should be constructed along the base of the proposed fill slope. All fill should be benched into the underlying competent formational rock units. The existing earth deposits are generally suitable for reuse, provided they are cleaned of all roots, vegetation, debris and rocks larger than 6.0 inches, and thoroughly mixed. Fill should be placed in 6.0 to 8,0 inch loose lifts, moistened as required to 1.0-2.0 percent above optimum moisture, and compacted to a minimum of 90 percent of the laboratory maximum dry density. Fill and cut slopes should be constructed at a maximum gradient of 2:1 (horizontal to vertical). ,A V-type interceptor drain or brow ditch is recommended along the top of the cut slope in order to prevent drainage from flowing onto the slope face. Additional recommendations will be presented should any unforeseen conditions be encountered during grading. Imported fill, if necessary, should be approved by this firm. Additional recommendations for road subgrade preparation arjd pavement section design may be necessary during the grading phase. A copy of our grading guidelines is included and should be considered as part of this report. ! Building P ad s-Removals/Recomp action The existing soil and weathered terrace deposits shojild be removed to a minimum depth of 3.5 feet below the existing grade and 18 inches below the bas<j: of proposed footings and replaced as properly Coast Geotechnical September 23,1999 W.O. P-304099 Page 13 compacted fill. Removals should include the entire building pad extending a minimum of 10.0 feet beyond the building footprint. Consideration should be given to extending removals and recompaction in areas of exterior concrete flatwork, pavement and other structures sensitive to settlement. Most of the existing earth deposits are generally suitable for reuse, provided they are cleared of all vegetation, debris and thoroughly mixed. Prior to placement of fill, the base of the removal should be observed by a representative of this firm. Additional overexcavation and recommendations may be necessary at that time. The exposed bottom should be scarified to a minimum depth of 6.0 inches, moistened as required and compacted to a minimum of 90 percent of the laboratory maximum dry density. Fill should be placed in 6.0 to 8.0 inch lifts, moistened to approximately 1.0 - 2.0 percent above optimum moisture content and compacted to a minimum of 90 percent of the laboratory maximum dry density. Imported fill, if necessary, should consist of non- expansive granular deposits approved by the geotechnical engineer. Temporary Slopes/Excavation Characteristics Temporary excavations which exceed a vertical height of 3.5 feet should be trimmed to a gradient of 1:1 or less. The Pleistocene Terrace deposits may contain hard concretion layers. However, based on our experience in the area, the sandstone is rippable with conventional heavy earth moving equipment in good working order. Coast Geotechnical September 23,1999 W.O. P-304099 Page 14 Foundations The following design parameters are based on an anticipated expansion potential in the low range. Footings for proposed residences and garages should be a minimum of 12 inches wide and founded a minimum of 12 and 18 inches below the lower most adjacent subgrade at the time of foundation construction for single-story and two-story structures, respectively. A12 inch by 12 inch grade beam should be placed across the garage opening. Footings should be reinforced with a minimum of four No. 4 bars, two along the top of the footing and two along the base. Footing recommendations provided herein are based upon underlying soil conditions and are not intended to be in lieu of the project structural engineer's design. For design purposes, an allowable bearing value of 1500 pounds per square foot may be used for foundations at the recommended footing depths. The bearing value indicated above is for the total dead and frequently applied live loads. This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.3 5 may be used with dead-load forces. A passive earth pressure of 250 pounds per square foot, per foot of depth of approved fill penetrated to a maximum of 1500 pounds per square foot may be used. Coast Geotechnical September 23,1999 W.O. P-304099 Page 15 Slabs on Grade (Interior and Exteriorl Slabs on grade should be a minimum of 4.0 inches thick and reinforced in both directions with No. 3 bars placed 18 inches on center in both directions. The slab should be underlain by a minimum 4.0- inch clean sand blanket. Where moisture sensitive floors are used, a minimum 6.0-mil Visqueen or equivalent moisture barrier should be located in the center of the sand blanket. Utility trenches underlying the slab may be backfilled with on-site materials, compacted to a minimum of 90 percent of the laboratory maximum dry density. Slabs including exterior concrete flatwork should be reinforced as indicated above and provided with saw cuts/expansion joints, as recommended by the project structural engineer. All slabs should be cast over dense compacted subgrades. Settlement Characteristics Estimated total and differential settlement is expected to be on the order of 3/4 inch and !/2 inch, respectively. It should also be noted that long term secondary settlement due to irrigation and loads imposed by structures is anticipated to be 1/4 inch. Seismic Considerations Although the likelihood of ground rupture on the site is remote, the property will be exposed to moderate to high levels of ground motion resulting from the release of energy should an earthquake occur along the numerous known and unknown faults in the region. The Rose Canyon/Newport-Inglewood Fault Zone is the nearest known active fault and is considered Coast Geotechnical September 23,1999 W.O. P-304099 Page 16 the design earthquake for the site. A maximum probable event along the offshore segment of the Rose Canyon Fault is expected to produce a peak bedrock horizontal acceleration of 0.34g and a repeatable ground acceleration of 0.22g. Utility Trench We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. Imported or on-site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent footings. This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing. This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another. Preliminary Pavement Design Testing by this firm suggests an R-value of 43 for Pleistocene sands. The following pavement design should be considered preliminary and may need to be revised based on actual conditions encountered during grading. 3.0 inches of asphaltic paving on Coast Geotechnical September 23,1999 W.O. P-304099 Page 17 4.0 inches of select base (Class 2) on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials. Class 2 base materials should have a minimum R-value of 78 and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum dry density. The pavement section should be protected from water sources. Migration of water into subgrade deposits and base materials could result in pavement failure. Drainage Specific drainage patterns should be designed by the project engineer or architect. However, in general, pad water should be directed away from foundations and around the structure to the street. Roof water should be collected and conducted to hardscape or the street, via non-erodible devices. Pad water should not be allowed to pond. Vegetation adjacent to foundations should be avoided. If vegetation in these areas is desired, sealed planter boxes or drought resistant plants should be considered. Other alternatives may be available, however, the intent is to reduce moisture from migrating into foundation subsoils. Irrigation should be limited to that amount necessary to sustain plant life. All drainage systems should be inspected and cleaned annually, prior to winter rains. Coast Geotechnical September 23,1999 W.O. P-304099 Page 18 Geotechnicai Observations Structural footing excavations should be observed by a representative of this firm, prior to the placement of steel and forms. All fill should be placed while a representative of the geotechnical engineer is present to observe and test. Plan Review A copy of the final plans should be submitted to this office for review prior to the initiation of construction. Additional recommendations may be necessary at that time. LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they may be incorporated into plans. If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed unless on-site review is performed during the course of construction. The subsurface conditions, excavation characteristics and geologic structure described herein are based on individual exploratory excavations made on the subject property. The subsurface Coast Geotechnical September 23,1999 \V.O. P-304099 Page 19 conditions, excavation characteristics and geologic structure discussed should in no way be construed to reflect any variations which may occur among the exploratory excavations. Please note that fluctuations in the level of ground water may occur due to variations in rainfall, temperature and other factors not evident at the time measurements were made and reported herein. Coast Geotechnical assumes no responsibility for variations which may occur across the site. The conclusions and recommendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties. Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge. Consequently, the conclusions and recommendations of this report may be rendered wholly or partially invalid by events beyond our control. This report is therefore subject to review and should not be relied upon after the passage of two years. The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechnical field. However, in no respect do we guarantee the outcome of the project. This study has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party. This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechnical, Coast Geotechnical September 23,1999 W.O. P-304099 Page 20 REFERENCES 1. Peterson, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., Frankei, A.D., Lienkaemper, J.J., McCrory., P.A., and Schwartz, D.P., 1996, Probabilistic Seismic Hazard Assessment for the State of California, California Department of Conservation, Division of Mines and Geology Open File Report 96-08, 59 page. 2. Hays, Walter W., 1980, Procedures for Estimating Earthquake Ground Motions, Geological Survey Professional Paper 1114, 77 pages. 3. Seed, H.B., and Idriss, I.M., 1970, A Simplified Procedure for Evaluating Soil Liquefaction Potential: Earthquake Engineering Research Center. 4. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part ofthe San Diego Metropolitan Area, San Diego County, Plate 3 5A, Open-File Report 95-04, Map Scale 1:24,000. 5. Treiman, J.A., 1984, The Rose Canyon Fault Zone, A Review and Analysis, California Division of Mines and Geology. MAPS/AERIAL PHOTOGRAPHS 1. Aerial Photograph, 1982, Foto-Map D-7, Scale 1 "=2000'. 2. California Division of Mines and Geology, 1994, Fault Activity Map of California, Scale 1"=750,000'. 3. Geologic Map oftheOceanside, SanLuisRey and SanMarcos 7.5' Quadrangles, 1996, DMG Open File Report 96-02. 4. Land Space Engineering, 1999, Carlsbad Tract No. 98-16, Por. Lots 3 and 4, Map 2169, Scale 1 "=40'. 5. U.S.G.S., 7.5 Minute Quadrangle Topographic Map, Digitized, Scale Variable. APPENDIX A LABORATORY TEST RESULTS TABLE I Maximum Dry Density and Optimum Moisture Content (Laboratory Standard ASTM D-1557-91) Sample Location T-l 1.5'-3,5 Max. Dry Density (pcf) 127.8 Optimum Optimum Content 10.2 TABLE II Field Dry Density and Moisture Content Sample Location T-l ® 3.0' T-l @ 5.0' T-l ® 7.0' T-2 @ 1.0' T-2 @ 3.01 T-2 @ 4.0' T-3 @ 2.0' T-3 @ 4.0' T-4 ® 2.51 T-4 @ 3.5' T-4 @ 6.0' Field Dry Density >cf. 115.9 114.6 112.9 96.2 105.5 118.2 98.3 108.0 117.9 122.4 118.0 Field Moisture Content 6.5 12.0 14.2 6.2 9.9 13.0 8.2 11.2 8.0 9.4 12.6 (Page 1 of 2 TABLE III Direct Shear Test Results Sample Location Angle of Apparent Cohesion Internal Friction 0 (psf) T-l @ l.O'-S.O1 30 Degrees 120 (Remolded) P-304099 (Page 2 of 2) LOG OF EXPLORATORY TRENCH NO. 1 % w§Q rf5 J15.9 114.6 112.9 t 1 O 1 a 6.5 12.0 14.2 1 H5j &Sto iiwCOCQO S •< £ i 0 o 0 u n ?<£ § >3 Mp WQ 158.00 0.00 — 157.00 1.00 —1 — 156.00 , 2.00 — 155.00 3.00 — 154.00 4.00 — 153.00 5.00 — 152.00 6.00 — 151.00 7.00 — 150.00 *J $ So •I1im 1 m •i P115I1^1(i»aii«! wU 1 CO 2 O doCO SM SM PROJECT NO. P-304099 DATE EXCAVATED: 09-23-99 SURFACE ELEV.: 158' (approx.) LOGGED BY: MB GEOLOGIC DESCRIPTION SOIL (Qs): Brown silty sand, dry, loose, slightly clayey Note: Numerous rodent borings Graditional Contact TERRACE DEPOSITS (Qt); Reddish brn., fine and med.-grained sand, slightly clayey Dry and weathered in upper 2' From 3.5', Pleistocene become increasingly moist END OF TRENCH @9( 8.00 TRENCH SKETCH N60E Qs Qt PAGE I OF 1 COAST GEOTECHNICAL LOG OF EXPLORATORY TRENCH NO. 2 <?8.•-—' fc V)*7 03 bM S5 96.2 105.5 118.2 *^ c 1.2OU K £38S 6.5 9.9 13.0 ps <£ U]1S c/j£0 Crt QwiMW V)COO 04s<^ o&oo^ 5 w •z1 ^QJg —Ert &0 158.00 0.00 — 157.00 1.00 ' 1 <j£ ftf\13O.UU ZOO i — 1 V o?s o2O i1 liJBB 1WBB1- 'Hi— 155.00 wm~ ^* HI — 154.00 SSfflnn 4.00 Ifflffl — u«"" »WB— 153.00 Own 5.00 — 152.00 6.00 — 151.00 m;inm Im* m7.00 fcja |= 1 — 150.00 fi^ «o</>& W5C/3 < tJu dow SM SM PROJECT NO. P-304099 DATE EXCAVATED: 09-23-99 SURFACE ELEV. : 1 58' (approx.) LOGGED BY: MB GEOLOGIC DESCRIPTION SOIL (Qs): Brown silty sand, dry, loose, slightly clayey Note: Numerous rodent borings Graditional Contact TERRACE DEPOSITS (Qt): Reddish bra., fine and med -grained sand, slightly clayey Dry and weathered in upper 21 From 3.5', Pleistocene become increasingly moist END OF TRENCH @ 9' 8.00 TRENCH SKETCH N60E 25 Qt \ PAGE i oi i COAST GEOTECHNICAL LOG OF EXPLORATORY TRENCH NO. 3 I>£ QD £Q 98.3 108.2 5. ^t 1OCj s £352 8.2 11.2 Pi 3 w «•S|wg gj £wGO CO cdLLJ 1 fe 0 o f^ 2 w ^B £ a-^s HQ 160.00 0.00 159.00_ i.oo 158.00 2.00 — —157.00 3.00 — 156.00 4.00 155.00 5.00 154.00 6.00 153.00 8-J g 5p2O 1^f 3" I l*3» I ll1 i IHRBsmmmDBDHlnRnw •iHnlMHgnHn•K**9U rafflrn1 •Hiwm V3 UOQ B CX3 ^^jrioen SM SM PROJECT NO. P-304099 DATE EXCAVATED: 09-23-99 SURFACE ELEV.: 160* (approx.) LOGGED BY: MB GEOLOGIC DESCRIPTION FILL (af): Brn., silty sand with fragments of cone., wood, plastic Trash Fill thickens to 3' along N end of trench SOIL (Qs): Brown silty sand, dry, loose, slightly clayey Graditional Contact TERRACE DEPOSITS (Qt): Reddish bm., fine and med.-grained sand,.. . . ,slightly clayey Dry and weathered in upper 1 .5' • •From 4.0 , Pleistocene become increasingly moist END OF TRENCH @T 7.00 TRENCH SKETCH N20W 22 - -I - - •"" Qt I".'.. Qs af PAOR 1 OF I COAST GEOTECHNICAL LOG OF EXPLORATORY TRENCH NO. 4 8.•& Hc£5i Q 117.9 122.4 118.0 x» ^c 1 O(J 182 8.0 9.4 12.6 Q <&w < ! i en s ^>>«W3o^^oi1•<£ tfc §Q£ a1w 28$ H E HQ 160.00 — 0.00 — 159.00 -— 1.00 — 158.00 — 2.00 — 157.00 8-J 1sCD iiij"^y 'v»>S HwsspHSSfflRffi— 3.00 |g||| HBflHi — 156.00 fillS — 4.00 WJjjk ~- i55-°° BB— 5-°° HOliU— nraraImffisn— i54.oo amua — 6.00 ^gl — 153.00 ~— 7.00 ^ • — 152.00 ESS*— 8.00 [Kjj — 151.00 — 9.00 1• —• — 150.00 WSBS -— sCOOw2- encrt j>— iU O01 SM SM PROJECT NO. P-304099 DATE EXCAVATED: 09-23-99 SURFACE ELEV.: 160' (approx.) LOGGED BY: MB GEOLOGIC DESCRIPTION FILL (af): Bm., silty sand with fragments of cone., wood, plastic SOIL (Qs): Brown silty sand, dry, loose, slightly clayey Graditional Contact TERRACE DEPOSITS (Qt): Reddish brn., fine and med.-grained sand, slightly clayey Dry and weathered in upper 2' From 4.0', Pleistocene become increasingly moist END OF TRENCH® 10' 10.00 TRENCH SKETCH N30W af 22' —j_ u \I "f </ "" — -^, DUMP FILL thickens to 3' Qt / PAOfi 1 OF I COAST GEOTECHNICAL , J APPENDIX B DATE: Saturday, October 2, 1999 * * * EQFAULT * * * * Ver. 2.20 ** * * * (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: WORTHING JOB NUMBER: P-304099 JOB NAME: P-304099 SITE COORDINATES: LATITUDE: 33.169 N LONGITUDE: 117.337 W SEARCH RADIUS: 60 mi ATTENUATION RELATION: 2) Campbell & Bozorgnia (1994) Horiz. - Soft Rock UNCERTAINTY (M=Mean, S=Mean+l-Sigma): S SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CDMGSCE.DAT SOURCE OF DEPTH VALUES (A=Attenuation File, F^Fault Data File): A DETERMINISTIC SITE PARAMETERS Page ABBREVIATED FAULT NAME SAN JACINTO-COYOTE CREEK SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VA SAN JACINTO-SAN BERNARDINO ELSINORE-COYOTE MOUNTAIN ELSINORE- JULIAN ELS INORE-TEMECULA ELSINORE-GLEN IVY WHITTIER CHINO-CENTRAL AVE. (Elsino EARTHQUAKE VALLEY CORONADO BANK NEWPORT- INGLEWOOD (Offshor ROSE CANYON NEWPORT-INGLEWOOD (L.A.Bas PALOS VERDES COMPTON THRUST ELYS IAN PARK THRUST DISTANCE mi (km) 52 ( 84) 46 ( 74) 46 ( 74) 59 ( 94) 58 ( 94) 24 ( 38) 23 ( 37) 33 ( 53) 50 ( 81) 47 ( 76) 44 ( 70) 22 ( 35) 5 ( 9) 6 ( 9) 45 ( 73) 36 ( 57) 55 ( 89) 57 ( 92) MAX. ( MAX. CRED. MAG. 6.80 7.20 6.90 6.70 6.80 7.10 6.80 6.80 6.80 6.70 6.50 7.40 6.90 6.90 6.90 7.10 6.80 6.70 :REDIBLI PEAK SITE ACC. g 0.049 0.083 0.063 0.037 0.041 0.179 0.147 0.095 0.051 0.051 0.048 0.238 0.608 0.599 0.065 0.109 0.065 0.056 3 EVENT SITE INTENS MM VI VII VI V V VIII VIII VII VI VI VI IX X X VI VII VI VI MAX. ] MAX. PROB. MAG. 6.20 6.90 6.80 6.70 6.20 6.40 6,30 6.30 5.90 5.50 5.70 6.30 5.80 5.70 5.60 6.20 5.80 5.80 ?ROBABLI PEAK SITE ACC. g 0.029 0.064 0.058 0.037 0.024 0.107 0.100 0.062 0.023 0.020 0.023 0.110 0.335 0.300 0.020 0.050 0.029 0.027 3 EVENT SITE INTENS MM V VI VI V V VII VII VI IV IV IV VII IX IX IV VI V V -END OF SEARCH- 18 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.4 MILES AWAY. LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.608 g LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.335 g P iilj v^&r^'F//^ fl APPENDIX C ,J (•RAPING GUIDELINES Grading should be performed to at least the minimum requirements of the governing agencies, Chapter 33 of the Uniform Building Code, the geotechnlcal report and the guidelines presented below. All of the guidelines may not apply to a specific site and additional recommendations may be necessary during the grading phase. Site Clearing Trees, dense vegetation, and other deleterious materlalsshould be removed from the site. Non-organic debris or concrete may be placed In deeper fill areas under direction of the Soils engineer. Subdralnage 1. During grading, the Geologist and Soils Engineer should evaluate the necessity of placing additional drains (see Plate A). 2. All subdralnage systems should be observed by the Geologist and Soils Engineer during construction and prior to covering with compacted fill. 3. Consideration should be given to having subdralns located by the project surveyors. Outlets should be located and protected. Treatment of Existing Ground 1. All heavy vegetation, rubbish and other deleterious materials should be disposed of off site. 2. All surflcial deposits Including alluvium and colluvlum should be removed unless otherwise Indicated In the text of this report. Groundwater existing In the alluvial areas may make excavation difficult. Deeper removals than Indicated In the text of the report may be necessary due to saturation during winter months. 3. Subsequent to removals, the natural ground should be processed to a depth of six Inches, moistened to near optimum moisture conditions and compacted to fill standards. Fill Placement 1. Most site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see report). Highly organic or contaminated soil should not be used for compacted fill. (1) 2. Material used In the compacting process should be evenly spread, moisture conditioned, processed, and compacted In thin lifts not to exceed six Inches In thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils Engineer. 3. If the moisture content or relative density varies from that acceptable to the Soils engineer, the Contractor should rework the fill until It Is In accordance with the following: a) Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre- watering of cut or removal areas should be considered In addition to watering during fill placement, particularly In clay or dry surflclal soils. b) Each six Inch layer should be compacted to at least 9O percent of the maximum density in compliance with the testing method specified by the controlling governmental agency, in this case, the testing method Is ASTM Test Designation D-l 557-91. 4. Side-hill fills should have a minimum equipment-width key at their toe excavated through all surflclal soil and Into competent material (see report) and tilted back Into the hill (Plate A). As the fill is elevated, It should be benched through surflclal deposits and Into competent bedrock or other material deemed suitable by the Soils Engineer. 5. Rock fragments less than six Inches in diameter may be utilized In the fill, provided: a) They are not placed In concentrated pockets; b) There Is a sufficient percentage of fine-grained material to surround the rocks; c) The distribution of the rocks Is supervised by the Soils Engineer. 6. Rocks greater than six inches in diameter should be taken off site, or placed In accordance with the recommendations of the Soils Engineer In areas designated as suitable for rock disposal. 7. In clay soil large chunks or blocks are common; If In excess of six (6) Inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break the up blocks. (2) 8. The Contractor should be required to obtain a minimum relative compaction of 9O percent out to the finished slope face of fill slopes. 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. If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient Is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades. Compaction equipment should compact each lift along the Immediate top of slope. Slopes should be back rolled approximately every 4 feet vertically as the slope Is built. Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. In addition, If a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should Include testing the outer six Inches to three feet in the slope face to determine If the required compaction Is being achieved, rinlsh grade testing of the slope should be performed after construction Is complete. Each day the Contractor should receive a copy of the Soils Engineer's "Dally Field Engineering Report" which would indicate the results of field density tests that day. 9. rill over cut slopes should be constructed In the following manner: a) All surflclal soils and weathered rock materials should be removed at the cut-fill interface. b) A key at least 1 equipment width wide (see report) and tipped at least 1 foot Into slope should be excavated Into competent materials and observed by the Soils Engineer or his representative. c) The cut portion of the slope should be constructed prior to fill placement to evaluate If stabilization Is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. 10. Transition lots (cut and fill) and lots above stabilization fills should be capped with a four foot thick compacted fill blanket (or as indicated in the report). 11. Cut pads should be observed by the Geologist to evaluate the need for overexcavatlon and replacement with fill. This may be necessary to reduce water infiltration Into highly fractured bedrock or other permeable zones,and/or due to differing expansive potential of materials beneath a structure. The overexcavatlon should be at least three feet. Deeper overexcavatlon may be recommended in some cases. (3) 12. Exploratory backhoeordozertrenchesstlll remaining after site removal should be excavated and filled with compacted fill If they can be located. Grading Observation and Testing 1. Observation of the fill placement should be provided by the Soils Engineer during the progress of grading. 2. In general, density tests would be made at Intervals not exceeding two feet of fill height or every 1 ,OOO cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of the fill. In any event, an adequate number of field density tests should be made to evaluate If the required compaction and moisture content Is generally being obtained. 3. Density tests may be made on the surface material to receive fill, as required by the Soils Engineer. 4. Cleanouts, processed ground to receive fill, key excavatlons,subdralnsand rock disposal should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for observation. 5. A Geologist should observe subdraln construction. 6. A Geologist should observe benching prior to and during placement of fill. Utility Trench Backfill Utility trench backfill should be placed to the following standards: 1. Ninety percent of the laboratory standard If native material Is used as backfill. 2. As an alternative, clean sand may be utilized and flooded Into place. No specific relative compaction would be required; however, observation, probing, and If deemed necessary, testing may be required. 3. Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing, should be compacted to 9O percent of the laboratory standard. Sand backfill, unless It is similar to the Inplace fill, should not be allowed In these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. (4) e* MIN. OVERLAP 3/4 •-1-1/2* CLEAN GRAVEL UftfVft. MIN.)6* MIN.COVER LATERAL TOSLOPE FACE AT 100* MTEAVAL8 NON-PERFORATEDPIPEv FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)* PERFORATED PIPE 4' MIN. BEDDING SUBDRAIN TRENCH DETAIL KEY, BENCHING AND SUBDRAIN DETAIL PLATE A City of Carlsbad 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 issue 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 /Zr Second Dwelling Unit: Residential Additions: Commercial/Industrial City Certification of Applicant Information: Square Feet of Living Area in SDU Net Square Feet New Area re Feet F oor Area WITHIN THE C OF CARLSBAD arlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) 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 behaltcf the Qwne/. Signature:Date: Revised 4/20/00 1635 Faraday Avenue Building Counter Carlsbad,'CA 920O8-7314 • (760) 6O2-270O • (760) 6O2-2719 • FAX (760) 6O2-8558 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 CAR1SBAD WIRED SCHOOL WSIRJCJ NAME OF SCHOOL DISTRICT 6225 EL CAU1NO REAL CARLSBAD, CA 02009 DATE PHONE NUMBER Revised 4/20/00