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HomeMy WebLinkAbout2295 CAMEO RD; ; CB12944; Permit10-22-2001 Job Address: Perm it Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No:CB012944 Building Inspection Request Line (760) 602-2725 2295 CAMEO RD CBAD RESDNTL 1670804000 $47,792.00 0 0 Sub Type: RAD Lot #: 0 Construction Type: NEW Reference #: Structure Type: Bathrooms: 0 VREDENBURGH RESIDENCE 464 SF TWO STORY ADDITION Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check*: ISSUED 09/12/2001 MDP 10/22/2001 10/22/2001 Owner: VREDENBURGH JOSEPH&ALISON G 01 -16-98 TRUST VREDENBURGH JOSEPH&ALISON G 01-16-98 TRUST 2295 CAMEO RD CARLSBAD CA 92008 2295 CAMEO RD CARLSBAD CA 92008 2678 10/22/01 0002 Oi CGF>420-85 Total Fees: $643.85 Total Payments To Date: $223.00 Balance Due: $420.85 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 $343.07 Meter Size $0.00 Add'l Reel. Water Con. Fee $223.00 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $4.78 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 $0.00 Housing InLieu Fee Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $27.00 $20.00 $26.00 $0.00 $0.00 $0.00 $0.00 $0.00 $643.85 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition* of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously, been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired; PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. O - EST. VAL. Plan Ck. Deposit Validated By_ Date Address (include Bldg/Suite #)Business Name (at this address) Legal Description // ~7 " Oir V" 0Vv. / fri L ft - L—ii_ Lot No.Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel #Existing Use Proposed Use Description of Work SO". FT.#of Stories ooo2*<5iBath'8r •00 *>tName Address 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 Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name 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: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. n I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE .._.. DATE 7. OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: H I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). V-^*of I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The 'Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors} licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. [") YES Q]NO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, butj have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number!; Jf^L/JA £ll fl$£. . /4// '7~s~46U. 5. I will provide some of the work, but I have contracted Tnired) the following persons to provide the work indicated (include name / address / phone number / type of work): a ,. . / , , PROPERTY OWNER SIGNATURE DATE 9f/Z//)f Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES 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. h-' • B:i. r. ^m&fi^ y •> .">-, ,i R=;-: ~ I hereby affirm that there is a construction lending agency for the performance of tha 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 comme^epjforsa period of >60 d£j)6* (Section 106.4.4 Uniform Building Code). XAPPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance Inspection List Permit*: CB012944 Type: RESDNTL RAD VREDENBURGH RESIDENCE 464 SF TWO STORY ADDITION Date Inspection Item Inspector Act Comments 01/07/2002 19 Final Structural RGB AP 01/07/2002 29 Final Plumbing RGB AP 01/07/2002 39 Final Electrical RGB AP 01/07/2002 49 Final Mechanical RGB WC 01/07/2002 89 Final Combo - Rl 12/05/2001 17 Interior Lath/Drywall RGB AP 12/05/2001 18 Exterior Lath/Drywall RGB AP 11/30/2001 16 Insulation RGB AP 11/28/2001 14 Frame/Steel/Bolting/Weldin RGB AP 11/28/2001 24 Rough/Topout RGB WC 11/28/200134 Rough Electric RGB AP 11/28/2001 44 Rough/Ducts/Dampers RGB WC 11/15/2001 83 Roof Sheathing/Ext Shear RGB AP 11/14/2001 13 Shear Panels/HD's RB NR 11/14/2001 14 Frame/Steel/Bolting/Weldin RB NR 11/14/2001 15 Roof/Reroof RB CO 11/01/2001 11 Ftg/Foundation/Piers RGB AP 10/31/2001 11 Ftg/Foundation/Piers RGB NR FINAL PM PLEASE OK TO COVER SEE NOTICE SEE NOTICE ATTACHED SEE NOTICE ATTACHED OK TO POUR NO REBAR - SOILS INSP Tuesday, January 08, 2002 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 01/07/2002 Permit* CB012944 Title: VREDENBURGH RESIDENCE Description: 464 SF TWO STORY ADDITION Inspector Assignment: RGB Type: RESDNTL Sub Type: RAD Phone: 7605337966 Job Address: 2295 CAMEO RD Suite: Lot 0 Location: Inspector: APPLICANT VREDENBURGH JOSEPH&ALISON G 01-16-98 TRUST Owner: VREDENBURGH JOSEPH&ALISON G 01-16-98 TRUST Remarks: PM PLEASE Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: KEVIN Entered By: CHRISTINE Act Comments AP M&LMN\CAI- Associated PCRs Inspection History Date Description 12/05/2001 17 Interior Lath/Drywall 12/05/2001 18 Exterior Lath/Drywall 11/30/2001 16 Insulation 11/28/2001 14 Frame/Steel/Bolting/Welding 11/28/2001 24 Rough/TopOUt 11/28/2001 34 Rough Electric 11/28/2001 44 Rough/Ducts/Dampers 11/15/2001 83 Roof Sheathing/Ext Shear 11/14/2001 13 Shear Panels/HD's 11/14/2001 14 Frame/Steel/Bolting/Welding 11/14/2001 15 Roof/Reroof 11/01/2001 11 Ftg/Foundation/Piers 10/31/2001 11 Ftg/Foundation/Piers Act Insp Comments AP RC AP RC AP RC AP RC WC RC AP RC WC RC AP RC OK TO COVER NR RB SEE NOTICE NR RB SEE NOTICE ATTACHED CO RB AP RC OK TO POUR NR RC NO REBAR - SOILS INSP City of Carlsbad Bldg Inspection Request For: 11/14/2001 Permit# C B012944 Title: VREDENBURGH RESIDENCE Description: 464 SF TWO STORY ADDITION Inspector Assignment: RGB Type:RESDNTL Subtype: RAD ,— *•—* Phone: 7605337966 Job Address: 2295 CAMEO RD Suite: Lot 0 Location: Inspector: APPLICANT VREDENBURGH JOSEPH&ALISON G 01-16-98 TRUST Owner: VREDENBURGH JOSEPH&ALISON G 01-16-98 TRUST Remarks: Total Time:Requested By: KEVIN Entered By: CHRISTINE CD Description Act Comments 14 Frame/Steel/Bolting/Welding 13 Shear Panels/HD's / 15 Roof/Reroof Associated PCRs Inspection History Date Description Act Insp Comments 11/01/2001 11 Ftg/Foundation/Piere AP RC OK TO POUR 10/31/2001 11 Ftg/Foundation/Piers NR RC NO REBAR - SOILS INSP NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE PERMIT NO. *& DATE / '. /<y " V ___ TIME LOCATION . * ->- . C < , sr> rr y-^, : *£ // * - S ~ — ^CX x r& s** c ^<>X ^ S^^f st<is&&' ^"g FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? LJ YES FOR FURTHER INFORMATION, CONTACT PHONE CODE ENFORCEMENT OFFICER DATE UNSCHEDULED BUILDING INSPECTION /j/0f/ot INSPECTOR PLAN CHECK # JOB ADDRESS 2?-?^ <-4rt»o XD DESCRIPTION _ CODE DESCRIPTION ACT COMMENTS It OCT-31-2001 02:25 AM P. 02 EsGil Corporation In Partners/tip uritfi. government for Quitting Safety DATE: Octoberl6, 2O01 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O1-2944 SET: II PROJECT ADDRESS: 2295 Cameo Road PROJECT NAME: SFD Addition for Vredenburgh 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, contacted: Telephone #: icted: (by: ) Fax #: Mail Tia^phone/ ) Eax- In Person REMARKS: yt^lrsheets of the two sets of plans must be signed by the architect or engineer of ecord. ^. Guardrails shall be detailed showing adequacy of connections to resist the horizontal in Table 16-B. By: Afce~6ofa^nte//$** Enclosures: Esgil Corporation GA D MB D EJ D PC 10/8/01 trnsmtLdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership witfc (government for Quitting Safety DATE: September 21, 2O01 g ApeiJANT JURISDICTION: Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO.: 01-2944 SET: I PROJECT ADDRESS: 2295 Cameo Road PROJECT NAME: SFD Addition for Vredenburgh 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: Alison Vredenburgh 2295 Cameo Rd.t 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: Alison Vredenburgh LM Telephone #: 760/434-2140 Date contacted: fy\~2«i (by:T^>) Fax #: Mail/'Telephone —* Fax In Person X REMARKS: By: Abe Doliente Enclosures: Esgil Corporation Q GA D MB D EJ D PC 9/13/01 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858) 560-1468 + Fax (858) 560-1576 Carlsbad 01-2944 September 21, 2001 Please make all corrections on the original tracings, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 2. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 1998 edition of the California Building Code (Title 24), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. 3. Clearly dimension building setbacks from property lines, street centeriines, and from all adjacent buildings and structures on the site plan. Section 106.3.3. • FIRE PROTECTION 4. Show locations of permanently wired smoke detectors with battery backup: a) Inside each bedroom. b) Centrally located in corridor or area giving access to sleeping rooms. c) On each story. d) When sleeping rooms are upstairs, at the upper level in close proximity to the stair. e) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. • NOTE: Detectors shall sound an alarm audible in aU sleeping areas of the unit. Section 310.9.1. 5. When the valuation of a room addition or repair exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided per the above, except that smoke detectors added at existing construction need only be battery powered. Section 310.9.1.2. Carlsbad 01-2944 September 21, 2001 • EXITS, STAIRWAYS, AND RAILINGS 6. Guardrails (Section 509.1): a) Shall be installed at all unenclosed floor and roof openings. b) Shalt have a height of 36". c) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. d) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". 7. Provide stairway and landing details. Sections 1003.3.3. a) Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. b) Minimum headroom is 6'-8". c) Minimum width is 36". 8. Handrails (Section 1003.3.3.6): a) Handrails are required on each side of stairways. Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides). b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. d) Ends of handrails shall be returned or shall have rounded terminations or bends. • CONCRETE AND MASONRY 9. Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 1403. Show ties, #9 wire in horizontal joints, etc. • FOUNDATION REQUIREMENTS 10. 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. Carlsbad 01-2944 September 21, 2001 11. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 12. The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 1806.6.1: a) The minimum nominal anchor bolt diameter shall be 5/8-inch (for Seismic Zone 4 only). Note: This will require a minimum distance from the ends of sill plates to be 4-3/8" (and a maximum of 12"). b) Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. 13. Note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. • FRAMING 14. Specify all header sizes for openings over 4' wide. Section 2320.11.6. 15. Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. Sections 2315 and 2513. 16. Specify plywood and/or particle board thickness, grade and panel span rating. Table 23-II-E-1. 17. In open beam construction, provide strap ties across the beams at the ridge support. Section 2303.8. Refer to detail 6 on sheet S-3. 18. Second floor framing plan on sheet S-2 shows type P2 shear walls, but this shear wall type is crossed out on the schedule. Refer to sheet S-3 of the plans. 19. Show the support of the ridge beam as called out on sheet 24 of the structural calculations. (4 X 10 DF # 1 on 3 - 2 X 4 studs). Refer to sheet S-2 of the plans. • MISCELLANEOUS 20. Specify the ceiling height. Carlsbad 01-2944 September 21, 20O1 21. 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. 22. 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 23. 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 Abe Doliente at Esgil Corporation. Thank you. Carlsbad 01-2944 September 21, 2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-2944 PREPARED BY: Abe Doliente DATE: September 21, 2001 BUILDING ADDRESS: 2295 Cameo Road BUILDING OCCUPANCY: R-3 TYPE OF CONSTRUCTION: V-N BUILDING PORTION Addition Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) 464 cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 47,792 47,792 $343.07 Plan Check Fee by Ordinance Type of Review: O Repetitive Fee Repeats Complete Review D Other ,—I Hourly Structural Only Hour Esgll Plan Review Fee $223.00 $192.12 Comments: Sheet 1 of 1 macvalue.doc DATE: BUILDING PROJECT DESCRIPTION: City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: CB 0 / ' ASSESSOR'S PARCEL NUMBER: /£>"? - O ft-EST. VALUE:/ 7 <5' ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. [A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see the attached report of deficiencies marked with D. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: By: By: Date: Date: Date: By: FOR OFFICIAL USE ONLY INEERINQ AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application D Dedication Checklist Ll Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet U Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad. CA 92008 Phone: (760) 602-2741 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: p$®35KiFalreKjaf,Sh^^ CA 92008|-7314 • (76O) 602-272O • FAX (760) BUILDING PLANCHECK CHECKLIST SITE PLAN sr -^ 9ND 3RD D D 1 • Provide a fu'ly dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water service E. Easements J- Existing or proposed irrigation service D CD 2. Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per s standards. Fj D D 3- Include on title sheet: 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 H:\W3RDOOCSODaST\BufcSno PtancMcfe CkW Form (GMMfc) jtoc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3rt DISCRETIONARY APPROVAL COMPLIANCE D D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No, D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 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 18.40.030. Dedication required as follows: r I /V*Vr Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 V* 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 C! 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 H:\WOfiD\DOCE\CHKtST\fluildlno Plane*!** Cklit Form (RIDDLE - HARVEY T-1l-00),dOC ,, ST pND _ RD BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: D D D 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. Future public improvements required as follows: ED D D 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: D D D 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. D D D 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). Q n 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.) H:\WORD\DOCS\CHKLST\BuikJinQ Plancheck CWM Form (GENERIC 7-14-00).doc BUILDING PLANCHECK CHECKLIST -si 2ND 3RD D CD EH 7c* -No Grading Permit required. D D D 7e-If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS D D D 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: __ D D D 9- INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: D D D 10.NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. Q] 11. Q Required fees are attached tKNo fees required / WATER METER REVIEW D D D 12a- Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. mWORQiDOCStCHKLSTOuMnfl PtonMck Chkt Forni (Gmric) doc 1ST )ND >RD D D D 12b. BUILDING PLANCHECK CHECKLIST • 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). 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. 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 3. 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 HAWORCWOCSVCHKLSTOuMInQ Ptandw* CWrt Form (O«neric)Jtoc BUILDING PLANCHECK CHECKLIST • si 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. Zl CH D 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. D D O 13. Additional Comments: MWORWDOCS\CHKLST«uMnQ Ranch** CUM Fom rH cr £nQ Q- PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner Paul Godwin Address 33^5 Phone f o 760-602-4625 APN: 167-030-40-00 Type of Project & Use:5FH"Net Project Density:DU/AC Zoning: Pr 1" 1 40<X) General Plan: RLfH Facilities Management Zone: CFD (in/out) # _ Date of participation: _ Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit : _ ) Legend: X Item Complete Environmental Review Required: YES DATE OF COMPLETION: Item Incomplete - Needs your action NO_K TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • Discretionary Action Required: YES _ APPROVAURESO. NO. DATE PROJECT NO. NO TYPE 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.NOj If California Coastal Commission Authority; Contact them at - 7575 Metropolitan Dr, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BIdgPlnchkRevChklst \yA v/x WrA\ / VA \ /v 7\ VA x'/v7s Inclusionary Housing Fee required: YES (Effective date of Inclusionary Housing Ordinance - May 21 , 1993.) Data Entry Completed? YES NO NO A (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: 1. Provide a fully dimensional. site plan drawn to lines, easements, existing and proposed improvements, right-of-way width, dimensional lines. scale. Show: North arrow, property structures, streets, existing street setbacks and existing topographical 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: , Front: Required 2(7 Interior Side: Required 7 ' Street Side: Required — Rear: Required IH' """ T — \- — 2^Accessorv structure setbacks: Front: " "--- - — Required Interior Side: Required Street Side: Required --- — Rear: Required Structure separation: Required < M r\ 0 / 3. Lot Coverage: Required — \u /O L , 4. Heiaht: Required "^2^ £aM0f Guest Spaces Required "~ Additional Comments / Shown <* * Shown 13' Shown -* Shown 1 M Y"0 Shown Shown Shown """Shewn Shown ----^^-^ Shown ^ ^\ Shown c* Shown ^ Cot Q6f -0Shown "~ ^ oOK TO ISSUE AND APPROVAL ENTERED INTO COMPUTER^iU^c^W^V DATE \nl'l H:\ADMIN\COUNTER\BldgPlnchkRevChklst I • rt ) • • • • DUNN SAVOIE INC. STRUCTURAL ENGINEERS 7150 E.'cAMELBACK ROAD SU1 1 b 3OU SCOTTSDALE, AZ S5251 90S S. CLEVELAND ST. PH. C7BOD SBB-S355 OCEANSIDE. CA S2O54 FX. [76O3 366-6360 ^f?' rL::"r'.J ^T™ 5"i:« E-rnsil: dsi@surfdsi.com FX" 14BD) 423-7093 PLAN CHECK RESPONSE FOR VREDENBURGH RESIDENCE (DSI PROJECT NO. 99246.00) ^ October 1,2001 TABLE OF CONTENTS PLAN CHECK RESPONSE: REVISED DETAILS: PAGE PC-1 PC-4-12 Plan Check Response: (Structural Only) Item No. Item nos.12 a & b and 13: The minimum anchor bolt and baseplate requirements have been noted on shearwall schedule (see p. 12 -engineering calcs and detail 2 sheet S-3). Item no.14 All headers have been specified. See sheet S-2. Itemnos. 15&16: Roof and floor diaphragm sheathing and nailing requirements has been specified. See sheet S-2. Item no. 17: Strap ties across the beams at the ridge have been specified. See detail 6 on sheet S-3. Item no. 18: Shearwall schedule has been corrected. See sheet S-3. Item no. 19: The support of the ridge beam is only 2-2x4. See page 35- computer output. There was an error on page 24 of the calcs. Item no. 9: Masonry veneer has been eliminated. Masonry stemwall has been added. See detail 2a on page 8a of the calcs. And on Sheet S-3 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE.CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB SHEET NO ^-' T" r.&\ r.i H a-rcn RV "TwL CHECKFD RY fiCM P OF HATF HATF D PRODUCT 207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO. ao CALCULATED BY. CHECKED BY SCALE TTPU DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 ;,OR Vrt^enk'iJLr^ SHFFTNO PC" (ft fiA' Clll ATFfl RY T6JL r,HFnKFn RY KC.AI F |^VW-J^*tC^ OP nATF HATF ''v€LUX6KYLlG(rtr2<< •- i ; Ti P1 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 SHEET NO.PC 7 CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. CS floors defeuJ DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO.A CALCULATED BY. CHECKED BY__ SCALE OF DATE. DATE. P\A\?2-u$c 10 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 90S S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 V^x^U^ I?V^A . rwPrkPnfiv DATE iraiF DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE.CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO.. CALCULATED BY CHECKED BY SCALE OF DATE. DATE. re; HEADER TO END OF SHEAR WALL, TYP EJ 2x 5TUD5 « \b" O.O.. TYP. NJ 4x 0UC&. TYP. DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 v/t^e^eN pvjU.ion SHFFTNn r £" f 0 CAinillATFDRY nni=rKi=n RY KTMF *G OF DATF nATF j DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE.CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB.6 SHEET NO. CALCULATED BY CHECKED RV SCALE OF DATE. DATE. •o v^«\ •18 u V—*L O I e;r V( djj^.<^©nc p(erf a, DUNN SAVOIE INC. STRUCTURAL ENGINEERS SOS S. CLEVELAND ST. OCEANSIDE. CA aHQ54 PH. (7BO) 9B6-B355 FX. CTBO] 9BS-B3BO E-mail: dsiSeurfdsi.com ARIZONA OFFICE 71 5O E. CAMELBACK ROAD SUITE 3OO SCOTTSDALE, AZ 85251 PH. CBO2J 4S5-5BQ4 FX. CBD3) 423-7O99 FOR VREDENBURGH RESIDENCE (DSI PROJECT NO. 99246.00) September 10,2001 TABLE OF CONTENTS ITEM DESIGN LOADS: LATERAL LOAD ANALYSIS: STRUCTURAL DETAILS: CALCULATIONS (LATERAL ANALYSIS): VERTICAL LOAD ANALYSIS PAGE 1 2-3 4-12 13-23 24-35 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO..OF. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. DESIGN LOADS ROOF DESIGN LOADS WALLS DEAD LOADS Asphalt Roof Tiles 1/2" Plywood 2x8 Rafters @16"o.c. Batt Insulation (0.2xThickness) 5/8" Gyp. Ceiling ME&P Miscellaneous £ Dead Loads Live Loads (0-2001) 2x8 Rafters 6.0 1.5 2.2 1.1 2.8 1.0 0.4 15.0 Flat/Sloped 2Q/16) EAD LOAC Stucco 5/8" Gyp 1/2" Gyp 3/8" Plywo 2x4 @ 16" Ban Insulation (0.2xThick ness) Miscellan eous Dead Loa< Interior Partition (psf) - - 4.4 - 1.1 0.5 6.0 Exterior (psf) 2x4 8.0 - 2.2 1.1 1.1 0.8 0.1 13.3 DESIGN LOADS FLOOR DEAD LOADS Finish Floor 117/8TJI@24"o.c. Batt Insulation (0.2xThickness) 5/8 Plywood Floor 5/8 Gyp Ceiling ME&P Miscellaneous £ Dead Loads Live Load 117/8"TJI (psf) 1.0 1.6 0.8 1.8 2.8 1.0 0.2 9.2 40 PRODUCT 207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 90S S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO.. CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. LATERAL LOADS SEISMIC Calcs Based on 1997 UBC 97UBC Nearest Fault Rose Canyon Seismic Source Type: B Approximate Distance to Nearest Fault 12km Seismic Zone 4 Zone Factor Z:=0.40 Soil Profile = SD Structure Height hn := 16.0 Nv:=1.0 Na:=1.0 R:=5.5 I := 1.0 C t := 0.020 CV:=0.64-NV Ca:=0.44-Na T:= Vu:= 0.75 Cv=0.64 Ca=0.44 T=0.16 R-T W V b = 0.727 V 2 = 0.2 V 3 := (0.11-C a-l) W V 3 = 0.048 /0.8-Z-NV-I w V 4 = 0.058 Vb shall not be < V3 or V4 and Vb need not be > V2 Use V b = 0.2 B 1.4 W VB= 0.143 W - 6. Eq. 30.4 Eq 30.5 Eq. 30.6 Eq. 30.7 D PROOUCT207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 SHEET wn Tfi I«W OF. DATE. DATE, Buildina Weiaht Roof sloped roof ext. stud walls int. partition £- 2nd floor floor ext. stud walls int. partition Z Weight (psf) 15.0 13.3 6.0 9.2 13.3 6.0 Al*AOf^lCa J6<>4 .-5 7&(, • o tlb >O 2,3IS- 0 lr T41-6 -5^3 (. • O Weight zS.AW'S in t?>zo.& 1 77^.0 •^ T C i*V**t T*^3 / * ^^ t^ i * 21 , 325-6 •zS, 270.0 ,*, 2 16-0 4-7. 6 If. 6 Roof 2nd fir. VJ i &s , 400 - wx Ibs 47r^l| .6 hx it ^62.5 Fx (k)Vx J2.ZD per T-A. a FV.C. -- -S.K*pst r " p'lr ' v, PRODUCT 207 DUNN SAVOIE INC. JOB_ STRUCTURAL ENGINEERS „ J 908 S. Cleveland Street SHPFTNO oCX> OF_ OCEANSIDE, CA 92054 _«. Tel: (760) 966-6355 CALCULATED BY |{-ru DATE. Fax: (760) 966-6360 CHECKED BY DATE. SCALE " 1f r^»i 5 v4..1 -^ c <xj a d 1 1 , i i4) - 61, t,\/r 64') r Vr -- 4-^1 ( 0'V-= 74 PfWOUCTM? DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S, Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. CHECKED 8Y_ SCALE •- OF DATE. DATE. 0 PROOUCT207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET'NO CALCULATED BY. CHECKED BY _ SCALE _ _ OF DATE. DATE. r w'^^ZZ*.. D PflOOUCTM? DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEETNQ. CALCULATED BY. CHECKED BY SCALE ; TQU OF- DATE. DATE. p* D PRODUCT207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE, PfWOUCT207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. na - d^i 0 PHOOUCT207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO.. CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. (EJHEADER TO END OFSHEAR WALL. TYP. PHOOUCT207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO..0 CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE, PRODUCT207 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. SHEET NO.. CALCULATED BY CHECKED BY SCALE OF DATE. DATE. 16'lYtfl Coj> -6X6 •o wx»\ 'I*'/ v~^/( p v _ y -12" d^. Stes 0 PRODUCT207 _l (0 UI(03 UJ 1tflO<UJn 0 •T, D] £ i 2 ; SJ =** £ i 5< *IiijiK di *1•<1 U 1 U1- J IJ IL L)ULi) i cf ii u § i I i J ) uD jLSJO-sb-x =5?«$«£* S uEfi^uS*>E * SELECTED CCS TO THE LEVEL C,3s ti 7 * K TS TJ i S UJ tO z J!SQ3 LOADSVALUES, APPLIEtIUBC.5? y r* Z 3- _ I 2 2 n/ UJ UJE XNVH9K-HJ <U- -?& A <S*s LU O S*ny[V "- 0°^IL |JJ n§REC2UIREICONNECTliJ QLUiji*. UJ * (^§ Ofaji5t ^J5> Ol •A34'ANCHORSflJ 'A35-ANCHORS. A X }H " j I6dCOMMONS~z •<tILV 3N CENTER Trf) UJ31 Z S S! Ul EJ i_j 3 C 1 -If <t- s<L-*-3JJ2 1— t~ug <n J ip^E_ UJQ 0M (J •R tO—'0(0 zu.5 £ Jv- 3^ tO^" 0)_l-1 t<E SXo<X .X • S INJ H '. M *«9r* •n - R 2 • X S uo' s ia £ -^ S-ff*9 a 3 - A X S Uci V s s t f-Kl£1 2 2ffi = 2 - X U6 s s £ S••*• 2 A 2ff< t 2 n * Q O f* S § •n£ s•n• •6 r- S s . * s Ud s s e % -»•s• 2 . at - « * A U6 i 2 * A•a- 2in t- * 2 2« S S o 2 ri 1 2 AC *•.• •n . i- * S n £ Q U Ci 1 S £» o||?Ql-UJs2j^§S3n JTE.3x SILL PLATES3x MEMBERS REPLYWCODPANE2 « .ill .» .,2 2tf £ =f E^ 3** X D INTO BASE8TASSERECBE 3xMHOOO t !0dESEGMENT REQUIRENAILING SHALL BEEL EDGES SHALLE5 VT 8TR. PLTWn tu« O t m "* t-" ! • «( 5i o S s •3 iu at-5 Q K tt3 Ot ||j L O ^ — i J IU «• E Be c 1111 QuI _l _1<r^Hl 3 <( IU___ d) O V/^-J 0_ 7 Woodworks® Shear-walls SOFTWARE FOR WOOD DESIGN Vredenburg.wsr Woodworks® Shearwalls 2000b Aug. 23, 2001 13:50:48 COMPANY Dunn Savoie Inc. Structural Engineers 908 S. Cleveland Street Oceanside, CA 92054 PROJECT Joseph & Alison Vredenburgn 2295 Cameo Road Carlsbad, CA 92008 Levels 1 to 2 of 2 Height of all walls [ft] - 8.00 STRUCTURAL DATA Joist Depth - 12" DESIGN SETTINGS Dead Load Reduction - Seismic 0.90 Shearwall Relative Rigidities based on Flexible Design Holddown Forces based on Applied Force Max Shearwall Offset - Plan 4.00'; Elevation 2.00'; Height to Width Ratio 2.70 MATERIALS by WALL GROUP Wall Sheathing [in] Fasteners: Spacing[in] Framing Members [in] Apply Grp Surf Material Thickness Or Size Type Edge Field Blkg Species G Spacing Notes 1 1 Structural I 3/8 Vert 8d Nail 6 12 yes D.Fir-L 0.50 16 3 2 Ext Structural I 3/8 Vert 8d Nail 2 12 yes D.Fir-L 0.50 16 2,3 Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. SHEARLINE DIMENSIONS Name Level Wall Design Group(s) Location [ft] X = 0.00 0.00 0.00 14.00 14.00 14.00 28.00 28.00 28.00 Y = 0.00 0,00 21.00 21.00 21.00 38.00 38.00 38.00 51.00 51.00 Extent Start 21.00 21.00 21.00 0.00 0.00 21.00 0.00 0.00 0.00 14.00 14.00 0.00 0.00 0.00 0.00 0.00 0.00 14.00 14.00 [ft] End 38.00 38.00 38.00 51.00 51.00 38.00 51.00 51.00 51.00 2B.OO 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 Full Height Sheathing [ft] 9.00 9.00 11.00 10.25 0.00** 0.00** 0.00** 9.00 7.00 4.00 4.50 0.00** ** There are no shearwalls on the shearline on this level LOADS SEISMIC LOADS Name Building Lev Profile Seismic Load 1 Seismic Load 3 Seismic Load 4 Seismic Load 5 Seismic Load 6 Seismic Load 2 Face West North West South North North 1 2 2 1 1 1 Line Line Line Point Line Line Location [ft] Magnitude From To [ Ibs , pi f , ps f ] 17.00 51.00 81.0 0.00 21.00 0.00 0.00 14.00 28.00 38.00 0.00 14.00 28.00 75.0 62.0 168 153.0 267.0 DEAD LOADS Name Shear Level Profile Tributary Location[ft] Magnitude Line Width[ft] From To [lbs,plf ,psf ] Dead Load 1 C 2 Line 0.00 14.00 188.0 Dead Load 2 B 2 Line 0.00 14.00 188.0 Dead Load 3 B 1 Line 0.00 14.00 314.0 SEISMIC DESIGN Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN Vredenburg.wsr Woodworks® Shearwalls 2000b FLEXIBLE DIAPHRAGM DESIGN SHEAR RESULTS by SHEARLINE Line Lev Wall Wind Total Cumulative Shear Force Shear Capacity tplf] Grp. Dir. Response FHS V[lbs] Unit V/FHSIplf] Inter Exter Perf Total V/FHS/Tot 1 1 1 9.00 1764 103.8 196.0 280.0 1.00 280.0 0.70 2 1 9.00 525 30.9 58.3 280.0 1.00 280.0 0.21 2 12 11.00 6384 125.2 580.4 730.0 1.00 730.0 0.80 2 1 10.25 1575 92.6 153.7 280.0 1.00 280.0 0.55 B 1 1 9.00 1540 55.0 171.1 280.0 1.00 280.0 0.61 2 1 7.00 527 18.8 75.3 280.0 1.00 280.0 0.27 C 12 4.00 2269 81.0 567.1 730.0 1.00 730.0 0.78 2 1 4.50 527 18.8 117.1 280.0 1.00 280.0 0.42 * WARNING design capacity has been exceeded. SHEARWALL SEGMENTS Name Lev Type Wall Dimensions [ft] Pull Height Perf Shear [Ibs] Opening [ft] Group Location Start End Sheathing Factor Force Capacity Width Height 1-1 111 0.00 21.00 38.00 9.00 1.00 1764 2520 Opening 1 25.50 33.50 8.00 6.70 1-1 211 0.00 21.00 38.00 9.00 1.00 525 2520 Opening 1 25.50 33.50 8.00 6.70 2-2 1 I 2 14 . 00 20 . 50 21 . 00 0. 00 1 . 00 0 0 2-3 112 14.00 21.00 38.00 11.00 1.00 6384 8030 Opening 1 25.00 31.00 6.00 6.70 2-5 112 14.00 50.50 51.00 0.00 1.00 0 0 2-12 11 14.00 21.00 38.00 10.25 1.00 1575 2870 Opening 1 26.00 32.75 6.75 6.70 B-l 111 21.00 0.00 14.00 9.00 1.00 1540 2520 Opening 1 4.50 9.50 5.00 3.00 B-l 211 21.00 0.00 14.00 7,00 1.00 527 1960 Opening 1 3.00 10.00 7.00 5.00 C-l 112 38.00 0.00 14.00 4.00 1.00 2269 2920 Opening 1 4.00 12.00 8.00 6.70 C-l 2 I 1 38.00 0.00 14.00 4.50 1.00 527 1260 Opening 1 4.50 12.50 6.00 6.70 DRAGSTRUT AND HOLDDOWN FORCES Level Location [ft] Wall Position on Wall Holddown Force [Ibs] Dragatrut X Y or Opening Shear Dead Uplift Combined Forceflbs] 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 0. 0. 0. 0. 14. 14. 14. 14. 14. 14. 3. 10. 0. 14. 4. 9. 4. 0. 12. 0. 0. 0. 0. 14. 14. 14. 14. 3. 10. 0. 14. 4. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 50 50 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 50 00 21. 25. 38. 33. 21. 25. 38. 32. 31. 20. 21. 21. 21. 21. 21. 21. 38. 38. 38. 21. 25. 38. 33. 21. 26. 38. 32. 21. 21. 21. 21. 38. 38. 00 50 00 50 00 00 00 75 00 50 00 00 00 00 00 00 00 00 00 00 50 00 50 00 00 00 75 00 00 00 00 00 00 1-11-11-11-1 2-3 2-3 2-3 Line 2 2-3 2-2 Line B Line B B-l B-l B-l B-l Line C Line C Line c 1-1 1-1 1-1 1-1 2-1 2-1 2-1 2-1 B-l B-l B-l B-l C-l C-l Left Left Right Right Left Left Right Vert. Right Left Vert. Vert. Right Left Left Right Vert. Vert. Vert. Left Left Right Right Left Left Right Right Left Right Right Left Left Right Wall End Opening 1 Wall End Opening 1 Wall End Opening 1 Wall End Element Opening 1 Wall End Element Element Wall End Wall End Opening 1 Opening 1 Element Element Element Wall End Opening 1 Wall End Opening 1 Wall End Opening 1 Wall End Opening 1 Opening 1 Opening 1 Wall End Wall End Opening 1 Wall End 2035 2035 2035 2035 5872 5667 5872 1229 4848 602 602 1971 1971 1368 1368 5415 5474 59 467 467 467 467 1229 1229 1229 1229 602 602 602 602 937 937 940 1034 989 1083 1492 1492 1102 423 73 940 1034 282 376 1175 423 203S 2035 2035 2035 5872 5667 5872 1229 4848 1081 996 26 26 4424 5093 467 467 467 467 1229 1229 1229 1229 348 264 556 415 415 518 1917 1269 2566 770 522 247 1944 124 124 305 320 169 38 263 442 Page 2 RIGID DIAPHRAGM DESIGN ',Woodworks® Vradenburg.wsr SHEAR RESULTS Line 1 Lev Wall Grp. Shearwalls SOFTWARE FOR WOOD DESIGN Woodworks® Shearwalls 2000b by SHEARLINE Wind Dir. 1 1 2 1 2 1 2 2 1 B 1 1 2 1 C 1 2 2 1 Total FHS 9.00 9.00 11.00 10.25 9.00 7.00 4.00 4.50 * WARNING design capacity Cumulative Shear Force Vflbs] 1340 563 7607 1765 1755 613 2635 489 has been Shear Capacity [plf] Page3 \6 Response Unit V/FHS[plf] Inter Exter Perf Total V/FHS/Tot 78.8 148.9 33.1 62.6 149.2 691.5 103.8 172.2 62.7 195.0 21.9 87.6 94.1 658.9 17.5 108.7 exceeded. 280.0 1 280.0 1 730.0 1 280.0 1 280.0 1 280.0 1 730.0 1 280.0 1 .00 280. .00 280. .00 730. .00 280. .00 280. .00 280. .00 730. .00 280. 0 0.53 0 0.22 0 0.95 0 0.61 0 0.70 0 0.31 0 0.90 0 0.39 SHEARWALL SEGMENTS Name Lev Type Wall Dimensions [ft] Full Height Perf Shear Group Location L-l 1 I 1 0.00 Opening 1 1-1 2 I 1 0.00 Opening 1 2-2 2-3 1 I 1 I 2 2 14.00 14.00 Opening 1 >-5 2-1 1 I 2 I 2 1 14.00 14.00 Opening 1 3-1 1 1 1 21.00 Opening 1 3-1 2 I 1 21.00 Opening 1;-i 1 I 2 38.00 Opening 1 >1 2 I 1 38.00 Opening 1 JRAGSTRUT AND jevel 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Start 21.00 25.50 21.00 25.50 20.50 21.00 25.00 50.50 21.00 26.00 0.00 4.50 0.00 3.00 0.00 4.00 0.00 4.50 End Sheathing Factor Force 38.00 9.00 33.50 38.00 9.00 33.50 21.00 0.00 38.00 11.00 31.00 51.00 0.00 38.00 10.25 32.75 14.00 9.00 9.50 14.00 7.00 10.00 14.00 4.00 12.00 14.00 4.50 12.50 1 1 1 1 1 1 1 1 1 1 .00 1340 .00 563 .00 0 .00 7607 .00 0 .00 1765 .00 1755 .00 613 .00 2635 .00 489 [Ibs] Capacity 2520 2520 0 8030 0 2870 2520 1960 2920 1260 Opening [ft] Width Height 8.00 6.70 8.00 6.70 6.00 6.70 6.75 6.70 5.00 3.00 7.00 5.00 8.00 6.70 8.00 6.70 HOLDDOWN FORCES Location [ft] X 0.00 0.00 0.00 0.00 14.00 14.00 14.00 14.00 14.00 14.00 3.00 10.00 0.00 14.00 4.50 9.50 4.00 0.00 12.00 0.00 0.00 0.00 0.00 14.00 14.00 14.00 14.00 3.00 10.00 0.00 14.00 4.50 0.00 Y 21.00 25.50 38.00 33.50 21.00 25.00 38.00 32.75 31.00 20.50 21.00 21.00 21.00 21.00 21.00 21.00 38.00 38.00 38.00 21.00 25.50 38.00 33.50 21.00 26.00 38.00 32.75 21.00 21.00 21.00 21.00 38.00 38.00 Wall 1-1 1-1 1-1 1-1 2-3 2-3 2-3 Line 2-3 2-2 Line Line B-l B-l B-l B-l Line Line Line 1-1 1-1 1-1 1-1 2-1 2-1 2-1 2-1 B-l B-l B-l B-l C-l C-l 2 B B C C C Position on Wall or Left Left Right Right Left Left Right Vert. Right Left Vert. Vert. Right Left Left Right Vert. Vert. Vert. Left Left Right Right Left Left Right Right Left Right Right Left Left Right Opening Wall End Opening 1 Wall End Opening 1 Wall End Opening 1 Wall End Element Opening 1 Wall End Element Element Wall End Wall End Opening 1 Opening 1 Element Element Element Wall End Opening 1 Wall End Opening 1 Wall End Opening 1 Wall End Opening 1 Opening 1 Opening 1 Wall End Wall End Opening 1 Wall End Holddown Force [Ibs] Shear Dead Uplift 1692 1692 1692 1692 6910 6680 6910 1378 5762 701 701 2261 2261 1560 1560 6086 6140 54 500 500 500 500 1378 1378 1378 1378 701 701 701 701 869 869 940 1034 989 1083 1492 1492 1102 423 73 940 1034 282 376 1175 423 Combined 1692 1692 1692 1692 6910 6680 6910 1378 5762 1371 1287 218 218 5094 5759 500 500 500 500 1378 1378 1378 1378 447 362 489 Dragstrut Force [Ibs] 315 315 617 2285 1512 3058 877 595 282 2259 132 132 342 359 197 44 307 410 Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN Vredenburg3.wsw level %d2of2 Woodworks® Shearwalls 2000b Aug. 14,2001 09:45:08 -- -•' - —SB 5ff -45s —40 C-1 C-2 151 B-2 20- -iff -ff I 30- Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN VredenburgS.wsw level %d1of2 Woodworks® Shearwalte 2000b Aug. 14,2001 09:49:08 17 D-1 501 C-1 45' . .. . . i. CM 435' -B-1- H_ J L _ 251 3P- Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN Vredenburg.wsw level %d1of2 Woodworks® Shearwalls 2000b Aug. 23, 2001 13:40:56 267 1;53 1 1 1 1 1 i 1 1 1 '1 1 1 1 ''• '1 \ 651 60* 55' \™ B-1 2269 314 _, i_ _ -m 1 A-1 45' T201 r— 4-ff 5' 101 2tT 2B1 3d* Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN Vredenburg3.wsw level %d2of2 Woodworks® Shearwalls 2000b Aug. 14,2001 09:45:08 - - 55! 251 30- Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN Vredenburg3.wsw Woodworks*) Shearwalls 2000b Aug. 14, 2001 09:45:08 25' Elevation View, Shearllne B, at Y=21 ft, Level %d 1 To 2. Flexible Diaphragm Seismic Design. j 20? 18.8 18.8 527 Seisr 1540 Seism J J i J IC 16£ T 75.3" J602 31 j b 171.1 971 I J J 6r 52 w J^r se 7^0-7 7 32 B-1 :i J J i I i i I - 18S J 1 j i i 38 *CS1<7 1 ^ ^ ^ ^. T B-1 J M I 1 1 J J 2314 i i JES1368 T ; U^. ! S602_r*_-. _in_-r *- .— ..- • TTrl 1 IT: 314 47 171.1 -~ B-2263 I S602 — n- 77C S i i I U -i:971 ; I083 I — — i 15' 101 20*25'301 Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN Vredenburg3.wsw Woodworks® Shearwalte 2000b Aug. 14,2001 09:45:08 Elevation View, Shearline C, at Y=38 ft, Level %d 1 To 2. Flexible Diaphragm Seismic Design. Units = Ibs, plf 18.8 18.8 •**527 Seisn I I J I I J J188 C-1 442 I 188 C-2 15' 2269 Seismt "1T7.1 3937 1944 567.1 S5474 D (DO pwc. 937 81 C-1 S5415 DM00 859 Iff 10' Woodworks® Shearwails SOFTWARE FOR WOOD DESIGN 7-2- Vredenburg.wsw Woodworks® Shearwails 2000b Aug. 23, 2001 13:40:56 Elevation View, Shearline 1, at X=0 ft, Level %d 1 To 2. Flexible Diaphragm Seismic Design. Units = Ibs, plf 291 30.9<-» 525 Seism 1-1 124 124 15T ^>1764 Seismic 58.3 3467 S467 1-1 3467 4J15 J2035 196 S2035 415 58.3 S467 196 2035 N> S2035 -ff 301 35' N S2wUJQ Q OO £ Ou. UJK< O<o (0 (0 @(0i oi rfa C4 JS « I.Q O« « J T l-lfi_ O 5 150 * O o B T: "5B W si ^ n "drrr1 <0 "fflW CO CO osA— DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 Tel: (760) 966-6355 Fax: (760) 966-6360 JOB. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. u, PL x VL PF*J PL P-t $•• f ^ 4 r f ~~~3f _^f ^ w \L r \PL P\\ LI /H- DL PL A D PBOOUCT207 Roof Rafterf 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 By: Dunn Savoie Inc. ,9083. Cleveland Street, Oceanside on: 08-14-2001 :11:12:58 AM Project: VREDENBU - Location: ratter Summary: 1.5 IN x 7.25 IN x 8.5 FT (Actual 9 FT) @ 32 O.C. / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 44.0% Controlling Factor: Section Modulus / Depth Required 6.04 In Rafter Span Deflections: Dead Load: DLD-lnterior* Live Load: LLD-lnterior= Total Load: TLD-lnterior= Rafter End Loads and Reactions: LOADS: Upper Live Load: 68 PLF Upper Dead Load: 94 PLF Upper Total Load: 162 PLF Lower Live Load: 68 PLF Lower Dead Load: 94 PLF Lower Total Load: 162 PLF Upper Equiv. Tributary Width: UTWeq= Lower Equiv. Tributary Width: LTWeq= Rafter Data: Interior Span: L= Eave Span: L-Eave= Rafter Spacing: Spacing^ Rafter Pitch: RP* Roof sheathing applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: U Total Load Deflect. Criteria: (_/ Non-Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Rafter Loads: Roof Live Load: LL= Roof Dead Load: DL= Roof Duration Factor: Cd= Slope Adjusted Spans And Loads: Interior Span: L-adj= Rafter Live Load: wL-adj= Rafter Dead Load: wD-adp Rafter Total Load: wT-adj= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Foperp= Adjusted Properties Fb' (Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 CM .20 Fv1: Fv1* 109 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 918 4.48 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 410 At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= 9.13 S= 13.14 Area: Areq= 5.63 A= 10.88 Moment of Inertia: lreq= 13.88 l= 47.63 0.10 0.07 0.17 RXNS: 181 LB 251 LB 432 LB 181 LB 251 LB 432 LB 4.25 4.25 8.5 0.0 32 4 240 180 23 One 16 21 1.15 9.0 38 53 92 875 95 1600000 625 IN IN = L/1472 IN = L/618 FT FT FT FT IN O.C. SF PSF PSF FT PLF PLF PLF PSI PSI PSI PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Mufti-Span Roof Beamf 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 By: Dunn Savoie Inc., 908 S. Cleveland Street, Oceanside on: 08-14-2001 :11:03:14 AM Project: VREDENBU - Location: RIDGE BEAM Summary: 3.5 IN x 11.25 IN x 13.5 FT /#1 - Douglas Fir-Larch - Dry UseSection Adequate By: 22.0% Controlling Factor: Section Modulus / Depth Required 10.18 In Center Span Deflections:Dead Load: DLD-Center= 0.15 Live Load: LLD-Center= 0.14 Total Load: TLD-Center= 0.30 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 918 Dead Load: DL-Rxn-A= 972 Total Load: TL-Rxn-A= 1890 Bearing Length Required (Beam only. Support capacity not checked): BL-A- 0.86 Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 918 Dead Load: DL-Rxn-B= 972 Total Load: TL-Rxn-B= 1890 Bearing Length Required (Beam only. Support capacity not checked): BL-B= 0.86 Beam Data: Center Span Length: L2=Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non-Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Center Span Loading: Uniform Load: Roof Live Load: RLL-2= Roof Dead Load: RDL-2= Roof Tributary Width Side One: Trib-1-2= Roof Tributary Width Side Two: Trib-2-2= Beam Self Weight: BSW= Wall Load: Wall-2= Total Live Load: wL-2= Total Dead Load (Adjusted for Roof Pitch): wD-2= Total Load: wT-2= Properties For: #1- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E=Stress Perpendicular to Grain: Fc_perp* Adjusted Properties Fbf (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=1.10 Fv1: FV= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 6.75 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live toads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= S= Area: Areq= A~ Moment of Inertia: lreq= l= 13.5 0.0 13.5 1.15 4 240 180 115 One 16154 4 10 0 136 134 280 1000 95 1700000 625 1265 109 6378 1890 60.6 73.8 26.0 39.3 136.8 415.2 IN IN = L/1125 IN = L/547 LB LB LB IN LB LB LB IN FT FT FT SF PSF PSF FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beamf 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 Bv: Dunn Savoie Inc., 908 S. Cleveland Street, Oceanside on: 08-14-2001 :11:10:09 AM •* / Project: VREDENBU - Location: header supporting ridge beam Summary: 3.5 IN x 9.25 IN x 8.0 FT / #1 - Douglas Fir-Larch - Dry Use Section Adequate By: 29.9% Controlling Factor: Section Modulus / Depth Required 8.12 In Center Span Deflections: Dead Load: DLD-Center= 0.05 IN Live Load: LLD-Center* 0.04 IN = U2227 Total Load: TLD-Center= 0.09 IN = L/1059 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 459 LB Dead Load: DL-Rxn-A= 517 LB Total Load: TL-Rxn-A= 976 LB Bearing Length Required (Beam only. Support capacity not checked): BL-A= 0.45 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 459 LB Dead Load: DL-Rxn-B= 517 LB Total Load: TL-Rxn-B= 976 LB Bearing Length Required (Beam only. Support capacity not checked): BL-B= 0.45 IN Beam Data: Center Span Length: l_2= 8.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 8 PLF Point Load 1 Live Load: PL1-2= 918 LB Dead Load: PD1-2= 972 LB Location (From left end of span): X1-2= 4.0 FT Properties For: #1- Douglas Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1200 PSI Adjustment Factors: Cd=1.00 CM .20 FV: Fv"= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3843 FT-LB 4.0 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V- 976 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= 38.5 IN3 S= 49.9 IN3 Area: Areq= 15.5 IN2 A= 32.3 IN2 Moment of Inertia: lreq= 39.3 IN4 l= 230.8 IN4 Roof Beamf 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 By: Dunn Savoie Inc., 908 S. Cleveland Street, Oceansideon: 08-14-2001:11 Project: VREDENBU - Location: 8' roof header Summary:3.5 IN x 7.25 IN x 8.0 FT / #1 - Douglas Fir-Larch - Dry Use Section Adequate By: 67.1% Controlling Factor: Area / Depth Required 5.52 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP=Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non-Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load-Side One: LL1- Roof Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2- Tributarv Width-Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope Adjusted Beam Loading: Beam Uniform Live Load: wL= Beam Uniform Dead Load Adjusted for Rafter Pitch: wD_adi= Total Uniform Load: wT= Properties For: #1- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=1.30 Fv1: Fv*= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear V= At support. Critical shear created by combining all dead and live toads. Comparisons With Required Sections: Section Modulus: Sreq= S= Area: Areq= 07:55 AM 0.07 0.07 0.13 544 56211060.51 8.0 0.0 4 240 180 68 One 1615 4.25 16 15 4.25 1.15 6 136 141 277 1000 95 1700000 625 Moment of Inertia:lreq= 17.8 30.6 15.2 25.3 28.2 111.1 IN IN = L/1447 IN = L/712 LB LB LBIN FT FT SF PSF PSF FT PSF PSF FT PLF PLF PLF PLF PSI PSI PSI PSI 1495 PSI 109 PSI 2213 FT-LB 1106 LB IN3 IN3 IN2 IN2 IN4 IN4 ' Combination Roof and Floor Beamf 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 By: Dunn Savoie Inc., 908 S. Cleveland Street, Oceanside on: 08-14-2001 :11:00:10 AM Project: VREDENBU - Location: 8' header @ 2nd floor supporting deck & Floor loads Summary: 3.5 IN x 9.25 IN x 8.0 FT / 1.5E Timberstrand - Trus Joist-MacMillan Section Adequate By: 53.7% Controlling Factor: Moment of Inertia / Depth Required 8.02 In Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.17 IN = L/553 Total Load: TLD= 0.23 IN = L/409 Reactions (Each End): Live Load: LL-Rxn= 2608 LB Dead Load: DL-Rxn= 919 LB Total Load: TL-Rxn= 3527 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.34 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Non-Snow Live Load: Roof Loaded Area: RLA= 46 SF Live Load Method: Method = One Roof Loading: Roof Live Load-Side One: RLL1= 16 PSF Roof Dead Load-Side One: RDL1= 15 PSF Roof Tributary Width-Side One: RTW1= 4.25 FT Roof Live Load-Side Two: RLL2= 16 PSF Roof Dead Load-Side Two: RDL2= 15 PSF Roof Tributary Width-Side Two: RTW2= 1.5 FT Roof Duration Factor: Cd-roof= 1.25 Floor Loading: Floor Live Load-Side One: FLL1= 40 PSF Floor Dead Load-Side One: FDL1= 9 PSF Floor Tributary Width-Side One: FTW1= 8.5 FT Floor Live Load-Side Two: FLL2= 40 PSF Floor Dead Load-Side Two: FDL2= 9 PSF Floor Tributary Width-Side Two: FTW2= 5.5 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 92 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 91 PLF Floor Uniform Live Load: wL-floor= 560 PLF Floor Uniform Dead Load: wD-floon= 129 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 652 PLF Combined Uniform Dead Load: wD= 220 PLF Combined Uniform Total Load: wT= 882 PLF Controlling Total Design Load: wT-cont= 882 PLF Properties For: 1.5E Timberstrand- Trus Joist-MacMillan Bending Stress: Fb= 2250 PSI Shear Stress: Fv= 400 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2881 PSI Adjustment Factors: Cd=1.25 CM .02 Fv1: Fv-= 500 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 7055 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 3527 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Sreq= S= Areq= A= lreq= 29.4 49.9 10.6 32.3 150.2 230.8 IN3 IN3 IN2 IN2 IN4 IN4 Multi-Span Floor Beamf 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 By: Dunn Savoie Inc.. 908 S. Cleveland Street, Oceanside on: 08-14-2001 :11:26:02 AM Project: VREDENBU - Location: BEAM @ DECK Summary: 5.5 IN x 11.5 IN x 16.9 FT /#1 - Douglas Fir-Larch-Wet UseSection Adequate By: 33.6% Controlling Factor: Section Modulus / Depth Required 9.95 In Center Span Deflections:Dead Load: DLD-Center= 0.11 Live Load: LLD-Center= 0.36 Total Load: TLD-Center= 0.47 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1859 Dead Load: DL-Rxn-A= 557 Total Load: TL-Rxn-A= 2416 Bearing Length Required (Beam only. Support capacity not checked): BL-A= 1.05 Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1859 Dead Load: DL-Rxn-B= 557 Total Load: TL-Rxn-B= 2416 Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.05 Beam Data: Center Span Length: L2= 16.9 Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.9 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40 Floor Dead Load: FDL-2= 9 Floor Tributary Width Side One: Trib-1-2= 6 Floor Tributary Width Side Two: Trib-2-2= 0 Beam Self Weight: BSW= 15 Wall Load: Wall-2= 0 Total Live Load: wL-2= 220 Total Dead Load: wD-2= 51 Total Load: wT-2= 286 Properties For: #1- Douglas Fir-Larch Bending Stress: Fb= 1350 Shear Stress; Fv= 85 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb'(Tension): Fb'= 1350 Adjustment Factors: Cd=1.00 CM .00 Fv1: FV= 85 Adjustment Factors: Cd=1.00 Fc'_perp: Fc'_perp= 419 Adjustment Factors: Cm=0.67 Design Requirements: Controlling Moment: M= 10210 FT-LB 8.45 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear V= 2416 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: Areq= A= Ireq* 90.8 121.2 42.7 63.2 448.0 697.0 IN IN = 17560 IN = L/431 LB LB LB IN LB LB LB IN FT FT FT PSF PSF FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI IN3 IN3 IN2 IN2 IN4 IN4 Columnf 97 Uniform Building Code (91 NOS) 1 Ver. V5000146 By: Dunn Savoie Inc. ,9088. Cleveland Street, Oceansideon: 08-14-2001 :11:27:11 AM Project: VRED - Location: COLUMN SUPPORTING DECK Summary: 3.5 IN x 3.5 IN x 8 FT / #1 - Douglas Fir-Larch - Wet Use Section Adequate By: 62.9%Vertical Reactions: Live: Vert-LL-Rxn= 1859 LB Dead: Vert-DL-Rxn= 584 LB Total: Vert-TL-Rxn= 2443 LB Axial Loads: Live Loads: PL= 1859 LB Dead Loads: PD= 557 LB Column Self Weight: CSW= 27 LB Total Loads: PT= 2443 LB Eccentricitv (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 8.0 FT Maximum Unbraced Length (X-X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 8.0 FT Column End Condition: Ke= 1.0Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dy= 3,50 IN Area: A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.1 INS Section Modulus (Y-Y Axis): Sy= 7.1 INS Slendemess Ratio: Lex/dx= 27.4 Ley/dy= 27.4 Properties For: #1- Douglas Fir-Larch Compressive Stress: Fc= 1450 PSI Modulus of Elasticity: E= 1700000 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Adjusted Properties: Fc': Fc'= 538 PSI Adjustment Factors: Cd=1.00 Cm=0.80 CM.15 Cp=0.40 P: E'= 1530000 PSI Adjustment Factors: Cm=0.90 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 199 PSI Allowable Compressive Stress: Fc'= 538 PSI Footing Design f 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 By: Dunn Savoie Inc., 908 S. Cleveland Street, Oceanside on: 08-14-2001 :11:34:15 AM PL- PD= PT= Pu= Qs= Fc= Fy= c= W= L= Depth= m= n= Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 BARS @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Com press! ve Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Baseplate Width: Baseplate Length: Bearing Calculations: Required Footing Area: Area Provided: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (AC111-35): Allowable Punching Shear (ACI 11-36): Allowabje Punching Shear (AC111-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Com pressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): Controlling Reinforcing Steel: As-reqd- Selected Reinforcement: (3) #4 BARS @ 8.00 IN. O Reinforcement Area Provided: As= Development Length Calculations: Development Length Required: Ld= Development Length Supplied: Ld-sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. Areq= A= Qu= Qe= Bearing^ Bearing-Allow* Vu1=vc1= Bo*Vu2= vc2-a= vc2-b= vc2-c= vc2= Mu= Mn= As(1)= 1859 557 2416 3940 1000 2500 60000 3.00 2.0 2.0 12.00 8.50 (Steel) 4.00 4.00 4.00 4.00 2.84 4.0 604 850 3940 47600 246 17340 50.002871 108375 158950 72250 72250 8209 259226 0.69 0.02 0.52 0.52 ,C. E/W0.59 15.00 7.00 LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN IN IN SF SF PSF PSF LB LB LB LB IN LB LB LB LB LB IN-LB IN-LB IN IN2 IN2 IN2 IN2 IN IN Floor Joistf 97 Uniform Building Code (91 NDS) JVer. V5000146 By: Dunn Savoie Inc., 908 S. Cleveland Street, Oceanside on: 06-22-2001 Project: VREDENBU - Location: FLOOR JOISTS Summary: TJI PRO 150 /11.875 - Trus Joist-MacMillan x 17.0 FT @ 16 O.C. Section Adequate By: 6.9% Controlling Factor: Allowable Deflection LOADING DIAGRAM 33 Joist Span =17 ft Reactions Live Load A 453 Lb B 453 Lb Joist Span Uniform Loading Live Load W 40 Psf Dead Load 104 Lb 104 Lb Dead Load 9 Psf Total Load Uplift Load 558 Lb 0 Lb 558 Lb 0 Lb Total Load 49 Psf Floor Joistf 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 By: Dunn Savoie Inc. , 908 S. Cleveland Street, Oceanside on: 06-22-2001 : 12:57:53 AM Project: VREDENBU - Location: FLOOR JOISTS Summary: TJI PRO 150 / 11.875 - Trus Joist-MacMillan x 17.0 FT @ 16 O.C. Section Adequate By: 6.9% Controlling Factor: Allowable Deflection * Hoists were designed for simple spans using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Joist Span Deflections: Dead Load: DLD-Center= 0.09 Live Load: LLD-Center= 0.40 Total Load: TLD-Center= 0.49 Joist Span Left End Reactions (Support A): Live Load: LL-Rxn-A* 453 Dead Load: DL-Rxn-A= 104 Total Load: TL-Rxn-A= 558 Bearing Length Reguired (Beam only. Support capacity not checked): BL-A= 1.75 Joist Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 453 Dead Load: DL-Rxn-B= 104 Total Load: TL-Rxn-B= 558 Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.75 Joist Data: Joist Span Length: L2= 17.0 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Joist Span Loading: Uniform Floor Loading: Live Load: LL-2= 40 Dead Load: DL-2= 9 Total Load: TL-2= 49 Total Load Adjusted for Joist Spacing: wT-2= 66 Properties For: TJI PRO 1 50 / 11 .875- Trus Joist-MacMillan Depth: D= 11.875 Moment Capacity: Mcap= 3620 Shear Capacity: Vcap- 1420 El: El= 276000000 End Reaction Capacity: Rcap= 945 Comparisons With Reguired Sections: Maximum Moment: M= 2370 Adjusted Moment Capacity: Mcap-adj= 3620 Maximum Shear: V= 558 Adjusted Shear Capacity: Vcap-adi= 1420 El Required: El-req= 258279760 El: El= 276000000 Maximum End Reaction: Rmax= 558 Adjusted Reaction Capacity: Rcap-adj= 945 IN IN = L/513 IN = L/417 LB LB LB IN LB LB LB IN PSF PSF PSF PLF IN FT-LB LB LB-IN2 LB FT-LB FT-LB LB LB LB-IN2 LB-IN2 LB LB Floor Jotst[ 97 Uniform Building Code (91 NDS) JVer. V5000146 By: Dunn Savoie Inc., 908 S. Cleveland Street, Oceanside on: 06-22-2001 Project VREDENBU - Location: DECK JOISTS Summary: 1.5 IN x 7.25 IN x 11.0 FT @ 16 O.C. /#2 - Douglas Fir-Larch - Dry Use Section Adequate By: 15.7% Controlling Factor Moment of Inertia / Depth Required 6.91 In LOADING DIAGRAM Center Span = 11 ft Reactions Live Load 293 Lb 293 Lb Center Span Uniform Loading Live Load W 40 Psf Dead Load 110Lb 110Lb Dead Load 15 Psf Total Load 403 Lb 403 Lb Total Load 55 Psf Uplift Load OLb OLb IN IN = L/573 IN = L/417 LB LB LB IN LB LB LB IN Floor Joistf 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 By: Dunn Savoie Inc. , 908 S. Cleveland Street, Oceanside on: 06-22-2001 : 12:56:34 AM Profect: VREDENBU - Location: DECK JOISTS Summary: 1 .5 IN x 7.25 IN x 1 1 .0 FT @ 16 O.C. / #2 - Doufllas Fir-Larch - Dry Use Section Adequate By: 15.7% Controlling Factor: Moment of Inertia / Depth Required 6.91 In Center Span Deflections: Dead Load: DLD-Center= 0.09 Live Load: LLD-Center= 0.23 Total Load: TLD-Center= 0.32 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 293 Dead Load: DL-Rxn-A= 110 Total Load: TL-Rxn-A= 403 Bearing Length Required (Beam only. Support capacity not checked): BL-A= 0.43 Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 293 Dead Load: DL-Rxn-B= 110 Total Load: TL-Rxn-B= 403 Bearing Length Required (Beam only. Support capacity not checked): BL-B= 0.43 Joist Data: Center Span Length: L2= 11.0 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1 .00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL-2= 40 Dead Load: DL-2= 15 Total Load: TL-2= 55 Total Load Adjusted for Joist Spacing: wT-2= 73 Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 Shear Stress: Fv= 95 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc-perp= 625 Adjusted Properties Fb' (Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.00 CM .20 Cr=1.15 Fv1: FV= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1109 FT-LB 5.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear V= 403 LBAt Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= 11.02 IN3 S= 13.14 IN3 Area: Areq= 6.37 IN2 A= 10.88 IN2Moment of Inertia: lreq= 41.17 IN4 l= 47.63 IN4 PSFPSFPSFPLF PSI PSI PSI PSI Column! 97 Uniform Building Code (91 NDS) 1 Ver. V5000146 Bv: Dunn Savoie Inc., 908 S. Cleveland Street, Oceanside on: 08-16-2001 : 09:19:34 AM Project: VREDENBU - Location: STUD SUPPORTING 81 HEADER Summary:(2) 1.5 IN x 3.5 IN x 7.0 FT / Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 14.7% * Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert-LL-Rxn= 3152 LB Dead: Vert-DL-Rxn= 1501 LB Total: Vert-TL-Rxn= 4653 LB Axial Loads: Live Loads: PL= 3152 LB Dead Loads: PD= 1481 LB Column Self Weight: CSW= 20 LB Total Loads: PT= 4653 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 7.0 FT Maximum Unbraced Length (X-X Axis): Lx= 7.0 FT Maximum Unbraced Length (Y-Y Axis): Lv= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dy= 3.00 IN Area: A= 10.50 IN2 Section Modulus (X-X Axis): Sx= 6.1 INS Section Modulus (Y-Y Axis): Sy= 5.3 INS Sienderness Ratio: Lex/dx= 24.0 Ley/dy= 0.0 Properties For: Stud- Douglas Fir-Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSIBending Stress (X-X Axis): Fbx= 675 PSI Bending Stress (Y-Y Axis): Fby* 675 PSI Adjusted Properties: Ftf: Fc'= 520 PSIAdjustment Factors: Cd=1.00 CM .05 Cp=0.60 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 443 PSI Allowable Compressive Stress: Fc'= 520 PSI SGC Southland Geotechnical Consultants October 2, 2001 Project No. 106H51 To: Ms. Alison Vredenburgh 2295 Cameo Road Carlsbad, California 92008 Subject: Geotechnical Review of Project Plans for the Two-Story Addition to Vredenburgh Residence, 2295 Cameo Road, Carlsbad, California Reference: Soils Investigation, Proposed Two-Story Addition to Vredenburgh Residence, 2295 Cameo Road, Carlsbad, California, dated August 8, 2001, by Southland Geotechnical Consultants In accordance with your request. Southland Geotechnical Consultants has reviewed project plans for the proposed two-story addition to the Vredenburgh residence in Carlsbad. The unfitted project plans were prepared by Dunn Savoie, Inc., Structural Engineers and included the following: Sheets S-1 {Foundation Plan) and S-3 (Details), undated, Based on our review of our above-referenced report and the listed project plan sheets, it appears that the conclusions and recommendations provided in our referenced report have been incorporated into the project plans. If you have any questions regarding this letter, please call. We appreciate the opportunity to be of service. Sincerely, SOUTHLAND GEOTECHNICAL CONSULTANTS 0Susan E. Tanges, CEG 1386 Managing Principal/Engineering Geologist Distribution: (2) Addressee, (1) via fax, 760-434-6029 H0.138P CERTIRE ENGINEER!; GEOLOGIST 1238 GREENFIELD DRIVE, SUITE A EL CAJQN, CALIFORNIA 92021 (619)442-8022 • FAX (619)442-7859 Southland Geotechnical Consultants SGC Southland Geotechnical Consultants August 8, 2001 Project No. 106H51 To: Ms. Allison Vredenburgh 2295 Cameo Road Carlsbad, California 9200S Subject: Soils Investigation, Proposed Two-Story Addition to Vredenburgh Residence, 2295 Cameo Road, Carlsbad, California Introduction Southland Geotechnical Consultants has performed a soils investigation for the proposed two-story residential addition to be constructed at 2295 Cameo Road in Carlsbad. This report presents the results of our soils investigation and provides our conclusions and recommendations, from a geotechnical standpoint, relative to the proposed construction. Purpose and Scope The purpose of our soils investigation was to evaluate the soil conditions in the area of the proposed two-story addition and provide recommendations, from a geotechnical standpoint, regarding the design and construction of the proposed addition. The scope of our soils investigation included the following: Review of geologic maps and literature pertaining to the site and general vicinity. A list of the documents reviewed is included in Appendix A. Field reconnaissance to observe the existing surficial soil conditions at the subject property and nearby vicinity. Investigation of the subsurface soil conditions by manually excavating, logging and sampling two exploratory pits at the site. Laboratory expansion index and sulfate content testing of a representative sample of the onsite soils. Geotechnical analysis of the data obtained. • 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021 • (619)442-8022 • FAX (619)442-7859 Project No. 106H51 Preparation of this report summarizing the results of our soils investigation and presenting recommendations, from a geotechnical standpoint, relative to construction of the proposed residential addition. Project Description The subject property is located on the north end of the Cameo Road cul-de-sac in Carlsbad (see Figure 1). The lot is bounded by Chestnut Avenue to the north and by existing residential lots to the east and west. The lot is currently developed with a single-family residence, attached garage, and associated improvements. We understand that a two-story addition will be constructed adjacent to the western portion of the residence (see Figure 2). This area is currently occupied by a patio slab. Relatively minor site grading may be performed to prepare the building area and attain design finished grades for the proposed addition. Building loads are assumed to be typical for residential construction. ' Subsurface Investigation - On July 18, 2001, two exploratory pits were excavated at the site. The exploratory pits were manually excavated to a maximum depth of approximately 30 inches below ^- the existing ground surface. The pits were logged by a geologist from our firm and samples of the soils encountered were obtained for visual soils classification and laboratory testing. Subsequent to logging and sampling, the pits were backfilled. The — approximate locations of the exploratory pits are shown on Figure 2 (Exploratory Pit Location Map). Logs of the exploratory pits are presented on Figure 3. Soil/Geoloaic Units As encountered in our soils investigation, the subject property appears to be underlain by fill soils and terrace deposits. Brief descriptions of these units follow: Fill Soils - Fill soils, apparently associated with the existing site improvements, were encountered in both of our exploratory pits. As encountered, the fill soils generally consisted of dark orange-brown, silty fine to medium sand. In our exploratory pits, the fill soils ranged in depth from approximately 12 to 18 inches below the existing ground surface. Localized deeper accumulations of fill soils may exist in the general area of the proposed addition. The fill soils SGC Project No. 106H51 are considered potentially compressible and, in their present state, should not be relied upon for the support of fill and/or structural loads. Terrace Deposits - Quaternary-aged terrace deposits were encountered underlying the fill soils in both of our exploratory pits. As encountered in our exploratory pits, the terrace deposits generally consisted of orange-brown, slightly silty fine to medium sand, and slightly clayey fine sand. The dense terrace deposits typically exhibit favorable bearing characteristics. A sample of the terrace deposits (Pit 2, sample at 18-30 inches) was tested in general accordance with UBC test standard 18-2 and was found to have a low expansion potential (expansion index = 38). Groundwater and Surface Water Indications of a static, near-surface groundwater table were not observed during our soils investigation. Groundwater is not anticipated to be a constraint to the proposed development. However, our experience indicates that near-surface groundwater conditions can develop in areas where no such groundwater conditions previously existed, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation or unusually heavy precipitation. It is anticipated that site development will include appropriate drainage provisions for control and discharge of surface water runoff. Conclusions and Recommendations Based on the results of our soils investigation, it is our opinion that construction of the proposed residential addition is feasible from a geotechnical standpoint. The following sections provide recommendations, from a geotechnical standpoint, which should be considered for design and construction of the proposed project. Earthwork From our understanding of the project, some relatively minor site grading may be considered to prepare the site and attain finished design grades. Site earthwork should be performed in accordance with the following recommendations and the Recommended Earthwork Specifications included in Appendix B. Site Preparation - Prior to grading and construction activities, the site should be cleared of vegetation, debris and loose soils. Vegetation and debris should be SGC Project No. 106H51 properly disposed of off site. Holes resulting from removal of buried obstructions which extend below finished site grades should be filled with properly compacted fill soils. Removal/Recompaction of Potentially Compressible Soils - The existing fill soils are considered potentially compressible and unsuitable for the support of fill and/or structural loads in their present condition. We recommend that these soils be removed in areas planned for structures, surface improvements or fill placement. The thickness and extent of these soils may vary and should be evaluated by the geotechnical consultant during removal of these unsuitable soils. These soils are considered suitable for re-use as compacted, structural fill provided they are free of organic material, deleterious debris and oversized materials (rocks with a maximum dimension greater than 6 inches). Excavations - It is anticipated that excavation of the onsite soils can be accomplished by conventional grading equipment in good operating condition. Structural Fill Placement - Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 inches, brought to near-optimum moisture conditions, and recompacted to at least 90 percent relative compaction, based on laboratory standard ASTM D1557. Fill soils should be brought to near-optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction (ASTM D1557). The optimum lift thickness to produce a uniformly compacted fill will depend on the size and type of construction equipment used. In general, fill should be placed in loose lift thicknesses not exceeding 8 inches. Placement and compaction of fill should be observed and tested by the geotechnical consultant. In general, placement and compaction of fill should be performed in accordance with local grading ordinances, sound construction practices, and the Recommended Earthwork Specifications included in Appendix B. Trench Backfill - The onsite soils are generally suitable as trench backfill provided they are screened of organic matter and clasts over 6 inches in diameter. Trench backfill should be compacted by mechanical means to at least 90 percent relative compaction (ASTM D1557). Foundations It is anticipated that the proposed two-story addition will be supported by existing foundations and/or additional foundations. The adequacy of the existing foundations SGC Project No. 106H51 to support additional loading should be evaluated by a structural engineer. Additional or modified foundations and slabs should be designed in accordance with structural considerations and the following recommendations. These recommendations assume that the near-surface soils encountered during foundation excavation will have a low expansion potential. The proposed structure may be supported by continuous footings that extend through the existing fill soils and bear entirely in the underlying dense terrace deposits. Continuous footings should have a minimum depth of 18 inches beneath the lowest adjacent grade and be embedded a minimum of 12 inches into the underlying dense terrace deposits. Continuous footings should have a minimum width of 15 inches and be reinforced, at a minimum, with two No. 4 rebars (one near the top and one near the bottom). Spread footings should be designed in accordance with structural considerations and have a minimum width of 24 inches. Foundations for the addition should be doweled to the existing foundations in accordance with the recommendations of the structural engineer. For footings designed in accordance with the above recommendations, an allowable soil-bearing capacity of 2,000 pounds per square foot may be assumed. This value may be increased by one-third for loads of short duration such as wind and seismic loads. Slabs The potentially compressible fill soils should not be relied upon for support of slabs on grade (or other fill/structural loads). Raised-wood floors or a concrete structural slab system may be used. Structural slabs should be designed by the project structural engineer. The design of the structural slabs should assume that the underlying soil will provide no support. Concrete slabs underlain by firm formational soils or properly compacted fill soils with a low expansion potential should have a minimum thickness of 4 inches and be reinforced at midheight with No. 3 rebars at 18 inches on center each way. Care should be taken by the contractor to insure that the reinforcement is placed at slab midheight. Slabs should be designed with crack control joints at appropriate spacings. Nuisance cracking may be reduced by careful control of water/cement ratios. The slabs should be underlain by a minimum 4-inch layer of clean sand (sand equivalent greater than 30). In moisture-sensitive areas or if floor coverings are planned, a 10-mil SGC Project No. 106H51 moisture barrier is recommended midheight within the sand blanket. The soils beneath the floor slabs should be moistened prior to placement of the moisture barrier and concrete. We recommend that a slip-sheet (or equivalent) be utilized if grouted tile or other crack-sensitive flooring is planned directly on the concrete slabs. Please note that the recommendations provided for slabs are minimums. They do not represent an adequate lesser substitute for those that may be recommended by the structural consultant. In addition, our recommendations are not intended to eliminate the possibility of cracks due to concrete shrinkage. Shrinkage cracks develop in nearly all slabs which are not specifically designed to prevent them. We recommend that a structural consultant or qualified concrete contractor be consulted to provide appropriate design and workmanship requirements for mitigation of shrinkage cracks. Lateral Resistance Footings and slabs founded in dense formational soils or properly compacted fill soils may be designed for a passive lateral bearing pressure of 300 pounds per square foot per foot of depth. A coefficient of friction against sliding between concrete and soil of 0.3 may be assumed. These values may be increased by one-third when considering loads of short duration, such as wind or seismic forces. Cantilever (yielding) retaining walls may be designed for an "active" equivalent fluid pressure of 35 pcf. Rigid (non-yielding) walls may be designed for an equivalent fluid pressure of 60 pcf. These values assume horizontal, nonexpansive, granular backfill and free-draining conditions. A surcharge load for a restrained or unrestrained wall resulting from vehicle traffic may be assumed to be equivalent to a uniform pressure of 75 psf which is in addition to the equivalent fluid pressures provided above. Wall footings should be designed in accordance with structural considerations and the foundation recommendations provided in the preceding section of this report. We recommend that retaining walls be provided with appropriate drainage provisions. Appendix B contains a typical detail for drainage of retaining walls. The walls should be appropriately waterproofed. Appropriate waterproofing treatments and alternative, suitable wall drainage products are available commercially. Wail backfill should be compacted by mechanical means to at least 90 percent relative compaction (ASTM D1557). Care should be taken when using compaction equipment in close proximity to retaining walls so that the walls are not damaged by excessive loading. SGC Project No. 106H51 Seismic Considerations The principal seismic considerations for most structures in southern California are damage caused by surface rupturing of fault traces, ground shaking, seismically- induced ground settlement or liquefaction. The seismic hazard most likely to impact the site is ground shaking resulting from an earthquake on one of the major active regional faults. The possibility of damage due to ground rupture is considered minimal since no active faults are known to cross the site. The potential for liquefaction or seismically-induced ground settlement due to an earthquake is considered low because of the dense nature of the underlying terrace deposits and anticipated lack of a near- surface groundwater table. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. Based on our understanding of the onsite geotechnical conditions, the seismic design parameters from the 1997 Uniform Building Code, Section 1636, Tables 16-J, 16-S, 16-T and 16-U are provided below. UBC Table 16-J - Based on our understanding of the onsite geotechnical conditions and our review of UBC Table 16-J, the soil profile type for the subject property is SD ("Stiff Soil Profile"). UBC Table 16-U - Based on our review of the Active Fault Near-Source Zones maps (0-37) prepared by the California Division of Mines and Geology, the nearest known active fault is the Rose Canyon fault zone. The site is located easterly and within approximately 9.5 kilometers of the Rose Canyon fault. The fault is considered a seismic source type B based on UBC Table 16-U. UBC Table 16-S - Based on our understanding of the onsite geotechnical conditions and minimum distance to the nearest known active fault (Rose Canyon fault zone), the Near-Source Factor (Na) is 1.0. UBC Table 16-T - Based on our understanding of the onsite geotechnical conditions and minimum distance to the nearest known active fault {Rose Canyon fault zone), the Near-Source Factor (Nv) is 1.0. Sulfate Content A sample (Pit 2 at 18-30 inches) of the onsite soils was tested to assist in an evaluation of the degree of sulfate attack on ordinary (Type II) concrete. The test was SGC r V r Project No. 106H51 performed in general accordance with California Test Method No. 417 and yielded a soluble sulfate content of 183 ppm. The test result indicates a "moderate" degree of sulfate attack based on UBC Table 19-A-4 criteria. The type of concrete specified and used should be determined by the structural engineer. Site Drainage Drainage at the site should be directed away from foundations, collected and tightlined to appropriate discharge points. Consideration may be given to collecting roof drainage by eave gutters and directing it away from foundations via non-erosive devices. Water, either natural or from irrigation, should not be permitted to pond, saturate the surface soils or flow over the tops of slopes. Landscape requiring a heavy irrigation schedule should not be planted adjacent to foundations or paved areas. Plan Review/Construction Observation and Testing The recommendations provided in this report are based on our understanding of the project and interpolated subsurface conditions disclosed in our widely-spaced exploratory pits. Final project drawings for the proposed addition should be reviewed by Southland Geotechnical Consultants prior to construction to check that the recommendations contained in this report are incorporated into the project plans. Subsurface conditions should be checked in the field during construction. Geotechnical observation during any site earthwork and field density testing of compacted fill should be performed by Southland Geotechnical Consultants. Geotechnical observation of footing excavations should also be performed by the geotechnical consultant to check that construction is in accordance with the recommendations of this report. rit. r SGC Project No. 106H51 If you have any questions regarding our report, please contact our office. We appreciate the opportunity to be of service. Sincerely, SOUTHLAND GEOTECHNICAL CONSULTANTS a Susan E. Tanges, CEG 1386 Managing Principal/Engij ^ Geologist NO. 1386 U'A \ 1,1 CERTIFIED L; rVENGINERWWG ' '\ A Gem rosier - eSV ;Nurr*tfcmp«: GEOLOGIC/srv Charts R. Corbin, RCE 36302 Prok Attachments:Figure 1 - Site Location Map Figure 2 - Exploratory Pit Location Map Figure 3 - Logs of Exploratory Pits Appendix A - References Appendix B - Recommended Earthwork Specifications Distribution:(3) Addressee SGC ^S^^wl ^TvJi &f v\1 V*^.^i^J»SEifet". vx» r \ N SITE LOCATION MAP Project No. 06H51 Vredenburgh Residence 2295 Cameo Road Carlsbad, California Scale (approximate): 1 inch = 2,000 feet Base Map: Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California by F. Harold Weber, Jr., 1982.FIGURE 1 SGC EXISTING RESIDENCE PROPOSED ADDITION I I . i m-f __•MI B-ar , ai'-r i flHT \ N EXPLORATORY PIT LOCATION MAP LEGEND Project No. 106H51 Vredenburgh Residence 2295 Cameo Road Carlsbad, California Scale (approx.): 1 inch « 10 feet Base Map: Existing First Floor Plan prepared by R and A Drafting Agency, undated P-2 Approximate location of exploratory pit FIGURE 2 SGC Project No. 106H51 LOGS OF EXPLORATORY PITS PIT NO. DEPTH DESCRIPTION P-1 0-12" Fill - Dark orange-brown, dry, loose to medium dense, slightly silty fine to medium sand (SM}; with abundant roots, small concrete debris 12"-20" Terrace Deposits - Orange-brown, moist, dense, slightly silty fine to medium sand (SM) Total depth = 20 inches No groundwater encountered Bulk sample at 0 to 12 inches Bulk sample at 12 to 20 inches Excavated and backfilled 7-18-01 P-2 0-18" Fill - Dark orange-brown, moist, medium dense, silty fine sand (SM); with roots 18"-30" Terrace Deposits - Orange-brown, moist, dense, slightly clayey fine sand (SO Total depth = 30 inches No groundwater encountered Bulk sample at 18 to 30 inches Excavated and backfilled 7-18-01 FIGURE 3 SGC Project No. 106H51 APPENDIX A REFERENCES 1. California Division of Mines and Geology, 1994, Fault activity map of California and adjacent areas: CDMG Geologic Data Map No. 6. 2. Hart, E.W., 1997, Fault-rupture hazard zones in California: California Division of Mines and Geology, Special Publication 42, revised. 3. Kennedy, M.P., and Peterson, G.L., 1975, Geology of the San Diego metropolitan area, California: California Division of Mines and Geology, Bulletin 200. 4. Tan, S.S., 1995, Landslide hazards in the northern part of the San Diego metropolitan area, San Diego County, California: California Division of Mines and Geology, Open-file Report 95-04. 5. Southland Geotechnical Consultants, in-house geologic/geotechnical information. 6. Weber, F.H., Jr., 19S2, Recent slope failures, ancient landslides, and related geology of the north-central coastal area, San Diego County, California: California Division of Mines and Geology, Open-file Report 82-12LA. SGC APPENDIX B RECOMMENDED EARTHWORK SPECIFICATIONS 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be used in conjunction with the approved grading plans. These general earthwork specifications are considered a part of the recommendations contained in the geotechnical report and are superseded by recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing fill placement for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to keep the geotechnical consultant apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations shall be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all site grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations of the geotechnical report, and the approved grading plans. If, in the opinion of the geotechnical consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing; Sufficient brush, vegetation, roots, and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. SGC The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than one percent (by volume) of the fill material should consist of these materials. In addition, nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining pay quantities of materials overexcavated, the services of a licensed land surveyor or civil engineer should be used. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried, or blended as necessary to attain a uniform near- optimum moisture content as determined by test method ASTM D1557. 3.5 Recomoaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture- conditioned should be recompacted to a minimum relative compaction of 90 percent as determined by test method ASTM D1557. 3.6 Benching: Where fills are placed on ground sloping steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, excavated at least 2 feet into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, areas of removal, and fill benches should be evaluated by the geotechnical consultant prior to fill placement. SGC 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant. 4.2 Oversize Material: Oversize fill material, defined as material with a maximum dimension greater than 6 inches should not be buried or placed in fills unless the location, materials, and methods are specifically recommended by the geotechnical consultant. 4.3 Import: If grading operations include importing of fill material, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to test and evaluate proposed import as necessary, prior to importing to the site. 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas properly prepared and evaluated as acceptable to receive fill. Fill should be placed in near- horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture content throughout. 5.2 Moisture Conditioning: Fill soils should be watered, dried or blended as necessary to attain a uniform near-optimum moisture content as determined by test method ASTM D1557. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density as determined by test method ASTM D1557. Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compaction of slopes should be accomplished, in addition to normal compaction procedures, by backrolling slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill, including the embankment face should be at least 90 percent as determined by test method ASTM D1557. SGC 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed by the geotechnical consultant. The location and frequency of tests should be at the consultant's discretion based on observations of the field conditions. In general/ the tests should be taken at approximate intervals of 2 feet in elevation gain and/or each 1,000 cubic yards of fill placed. In addition, on slope faces, as a guideline, one test should be taken for each 5,000 square feet of slope face and/or each 10-foot interval of vertical slope height. 6.0 Subdrain Construction Subdrain systems, if recommended, should be constructed in areas evaluated for suitability by the geotechnical consultant. The subdrain system should be constructed to the approximate alignment in accordance with the details shown on the approved plans or provided herein. The subdrain location or materials should not be modified unless recommended by the geotechnical consultant. The consultant may recommend modifications to the subdrain system depending on conditions encountered. Completed subdrains should be surveyed for line and grade by a licensed land surveyor or civil engineer. 7.0 Excavations Excavations and cut slopes should be evaluated by the geotechnical consultant during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and/or remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination The services of a licensed land surveyor or civil engineer should be retained to determine quantities of materials excavated during grading and/or the limits of overexcavation. SGC TRANSITION LOT DETAILS CUT-FILL LOT EXISTING GROUND SURFACE OVEREXCAVATE AND RECOMPACT COMPETENT BEDROCK OR MATERIAL EVALUATED BY THE GEOTECHNICAL CONSULTANT CUT LOT EXISTING GROUND SURFACE .-^r REMOVE ^-UNSUITABLE MATERIAL AND RECOMPACT .COMPETENT BEDROCK OR MATERIAL EVALUATED. BY THE GEOTECHNICAL CONSULTANT *NOTS: 0«*per or laterally more extensive overexcavation and recompactiorr may be recommenced by the aeotecftnical consultant based on actual field conditions encountered and locations of proposed improvements SGC KEY AND BENCHING DETAILS FILL SLOPE PROJECT 1 TO 1 UN6 FROM TOE OP SLOPS TO COMPETENT MATERIAL EXOTJNQ GROUND SURFACE REMOVEUNSUITABLEMATERIAL BENCH 2 KEY06PTH FILL-OVER-CUT SLOPE GROUND SURFACE •"-- I' WIN.— 13' MIN.— H KEY OWT ILOWEST BENCH (KSY5 ra*LOWSST MIN. BENCH KSY (KgY)OSPTH CUT SLOPE (TO BE EXCAVATED PRIOR TO PILL PLACEMENT) EXISTING GROUND SURFACE* REMOVE UNSUITABLE MATERIAL CUT-OVER-FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPS TO COMPETENT MATERIAL "II -Stl' CUT SCOPE (TO 8S EXCAVATED PRIOR TO PILL PLACEMENT} REMOVE UNSUITABLE 'MATERIAL BENCH r MML K2Y Q«PTH --15* MIN. f LOWEST I 36NCH (KEY} NOTE: Sack drain may b« recommended by the geotecftmcal conaultant baaed on actual field conditions encountered. Barren dimension recommendations may be aitarad baaed on field conditions encountered. SGC ROCK DISPOSAL DETAIL r FINISH QRAO6 SLOPS PA OS - -~-^' "^Nk-. w^^AW^^KT^TOSSTK^^^^SS^^^^^^^^^^^^^^^^^s^s^^^^^^^^^^^^-^r^ ~—i^_rr-inj OVERSIZE WINDROW GRANULAR SOIL (3.££30) TO 36 DEN3JF1ED IN PCACS 3Y FLOODING DETAIL TYPICAL PROFILE ALONG WINDROW 1) Rack wftft maximum dimensions greater than a inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever is greater), and 15 feet horizontally of slope faces. 2) Rocks with maximum dimensions greater than 4 feet should not be utilized in fills, 3} Rock placement, flooding of granular soil, and fill placement should be observed by the geotecftnical consultant. 4} Maximum size and spacing of windrows should be in accordance with the above detailsWidth of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5} Rock should be placed in excavated trenches. Granular soil (S.E. greater than or equal to 30) should be flooded in the windrow to completely fill voids around and beneath rocks. SGC RETAINING WALL DRAINAGE DETAIL rSOIL BACKFILL. COMPACTED TO 90 PERCENT RELATIVE COMPACTION* ;r RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS FILTER FABRIC ENVELOPE (MIRAF! 140N OR APPROVED EQUIVALENT) ** 3/4--1-1/2* CLEAN GRAVEL** SPECIFICATIONS FOR CALTRANS CUSS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size 1" 3/4" 3/8" No. 4 No. 3 No. 30 No. 50 No. 200 Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 Sand Equiva7ent>75 4* (MINJ DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET 3* MIN. COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT * BASED ON ASTM D1SS7 **IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/4--1-1/2* GRAVEL, FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION * NOTECOMPOSITE DRAINAGE PRODUCTS SUCH AS MRADRA1N OR J-ORAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS Z INSTALLATION SHOULD BE PERFCRJvED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. SGC Southland Geotechnical Consultants SOILS INVESTIGATION PROPOSED TWO-STORY ADDITION TO VREDENBURGH RESIDENCE 2295 CAMEO ROAD CARLSBAD, CALIFORNIA Project No. 106H51 August 8, 2001 Prepared for: MS. ALLISON VREDENBURGH 2295 Cameo Road Carlsbad, California 92008 • 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021 (619)442-8022 • FAX (619)442-7859 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Date..06/15/01 06:24:13******* *v6.00******** Project Title Mr. & Mrs. Vredenburg Project Address 2295 Cameo Road Carlsbad, CA. 92008 Documentation Author... Michelle Hoang TH & A, inc. 125 West Mission Ave, Ste 201 Escondido, CA 92025 760-746-5112 Climate Zone 07 Compliance Method MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. Building Permit # Plan Check / Date Field Check/ Date MICROPAS6 v6.00 File-VREDENBU Wth-CTZ07S92 Program-FORM CF-1R User#-MP2l29 User-TH & A, Inc. Run-Vredenburg Addition GENERAL INFORMATION Conditioned Floor Area 464 sf Building Type Single Family Detached Construction Type Addition Alone Building Front Orientation. Front Facing 225 deg (SW) Number of Dwelling Units... 0.2 Number of Stories 2 Floor Construction Type.... Slab On Grade Glazing Percentage 54.2 % of floor area Average Glazing U-value.... 0.41 Btu/hr-sf-F Average Glazing SHGC 0.53 Average Ceiling Height 8 ft BUILDING SHELL INSULATION Component Type Wall Roof Frame Type Wood Wood Cavity R-value R-13 R-30 Sheathing R-value R-0 R-0 Total R-value R-13 R-30 Assembly U-value 0.088 0.035 Location/Comment New Ext . Ceiling Wall s FENESTRATION Orientation Window Door Door Window Door Door Skylight Front Back Left Front Back Left Horz <SW) (NE) (NW) (SW) (NE) (NW) Area (sf> 15 53 53 15 53 53 8 .0 .4 .4 .0 .4 .4 .0 U- Value 0 0 0 0 0 0 0 .400 .400 .400 .400 .400 .400 .580 SHGC 0 0 0 0 0 0 0 .530 .530 .530 .530 .530 .530 .550 Interior Shading Standard Standard Standard Standard Standard Standard None Exterior Shading Standard Standard Standard Standard Standard Standard None Over- hang/ Fins Yes Yes Yes Yes Yes Yes None THERMAL MASS Type SlabOnGrade InteriorHorz Exposed Yes Yes Area Thickness (sf ) (in) Location/Comments 232 232 3.5 1.5 Tiles Vinyl