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Home My WebLink About2715 CAZADERO DR; ; CB993191; Permit07/21/2000 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: CHEN KUAN City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No:CB993191 Building Inspection Request Line (760) 602-2725 2715 CAZADERO DR CBAD RESDNTL Sub Type: SFD Lot #: 0 $355,082.50 Construction Type: VN 6 Reference #: 1 Structure Type: SFD 6 Bathrooms: 4 CHEN RESIDENCE Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: NEW SFD 4094SF W/814SF GAR.90SF PATIO COVER.84 SF Owner: CHEN KUAN 1518ORANGEVIEWDR ENCINITASCA 920024 760-942-6468 1518ORANGEVIEWDR ENCINITASCA 920024 760-942-6468 ISSUED 08/24/1999 DT 07/21/2000 07/21/2000 0001 01 C-PRMT 02 13935-98 Total Fees: $19,922.08 Total Payments To Date: $986.10 Balance DueA$18,935.98 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 Inspecton $1,517.08 Meter Size $0.00 Add'l Reel. Water Con. Fee $986.10 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $35.51 PFF $0.00 PFF (CFD Fund) $0.00 License Tax $310.00 License Tax (CFD Fund) $530.00 Traffic Impact Fee $0,00 Traffic Impact (CFD Fund) $0.00 LFMZ Transportation Fee $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee Housing InLieu Fee $0.00 Master Drainage Fee: $0.00 Sewer Fee: TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $6,462.50 $5,965.39 $0.00 $0.00 $409.00 $461.00 $0.00 $0.00 $182.00 $60.00 $78.50 $2,925.00 $0.00 $0.00 $0.00 $19,922.08 FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(3), 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 2075 Las Palmas Dr., Carlsbad CA 92009 (760)438-1161 FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated Bv Date Address (include Bldg/Suite #) Assessor's Parcel #-IB Business Name (at this address) Legal Description Lot No. 734 Subdivision Name/Number Lk COST f> MtAnai*.) #4 Unit No. 4 Phase No.Total # of units Existing Use 0001 01 02 #of Stories # of Bedrooms Name Address State/Zip Telephone #Fax* Name (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Name 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. D 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 ($1001 OR LESS} O 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 I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q 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). H I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). l~l I am exempt under Section Business and Professions Code for this reason: 1. I pergonatly plan to provide the major labor and materials for construction of the proposed property improvement. Q YES E)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): r>tAYf- &»»jVYi*£Ag>i £o. . /y/frJt ./f7_0n'ptA.s JnO— £4%— a7fS^ 4. 1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): , / - _"""""X f 91 ft i '^^\ —.— .I- i i i——...—..... PROPERTY OWNER SIGNATURE /^^ _WJE,iji_^ U (_-/- *- -*" DATE ^~"^ ^ 8HMM£^^ ' - ' - Is the applicant or future building occupant reqwred 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. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION; Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the vyorjftis commenced for/> period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE YELLOW: Applicant PINK: Finance CltyBfCarisbid Final Building Inspection Ji!j\ Dept: Building Plan Check #: Permit#:CB993191 Ing Planning CMWD StLite Fire Date: 06/27/2001 Permit Type: RESDNTL Sub Type: SFDProject Name: CHEN RESIDENCE NEW SFD 4094SF W/814SF GAR.90SF PATIO COVER.84 Address: 2715 CAZADERO DR Lot: Contact Person: Phone: Sewer Dist: Water Dist: 0 Inspected Bv: s*7C#*t4> Inspected Inspected Bv: Comments: Date rfnA/ Inspected: ^*?o*0/ Approved: Disapproved: L*^ O Date Inspected: V*7*v/ Approved: * Disapproved: Date Inspected: Approved: Disapproved: No /-AHJX^r^v^"- City of Carlsbad Bldg Inspection Request For: 08/03/2001 Permit# CB993191 Title: CHEN RESIDENCE Inspector Assignment: PD Description. NEW SFD 4094SF W/814SF GAR.90SF PATIO COVER.84 SF DECK Type:RESDNTL Sub Type: SFD Job Address: 2715 CAZADERODR Suite: Lot 0 Location: APPLICANT CHEN KUAN Owner: CHEN KUAN-YEUL V&SHU-MEI H Remarks: Phone: 8583423553 Inspector! Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: VICTOR Entered By: BARBARA Act Comments V Associated PCRs PCR01001 ISSUED Inspection History Date Description Act Insp 06/27/2001 14 Frame/Steel/Bolting/Welding WC PD 06/27/2001 89 Final Combo CO PD 06/11/2001 17 Interior Lath/Drywall AP PD 06/06/2001 17 Interior Lath/Drywall AP PD 03/07/2001 23 Gas/Test/Repairs AP PD 02/27/2001 17 Interior Lath/Drywall AP PD 02/27/2001 18 Exterior Lath/Drywalf AP PD 02/14/2001 16 Insulation AP PS 02/08/2001 84 Rough Combo AP PD 02/06/2001 84 Rough Combo CO PD 01/23/2001 13 Shear Panels/HD's AP PD 12/04/2000 18 Exterior Lath/Drywall CO PD 12/04/2000 84 Rough Combo CO PD 10/30/2000 15Roof/Reroof AP PD 10/27/2000 15Roof/Reroof CA PD 10/26/2000 15Roof/Reroof CA PD Comments SEE ATTACHED NOTICE SHOWERS MASTER SHOWER SEE NOTICE ATTACHED SEE NOTICE ATTACHED WET City of Carlsbad Bldg Inspection Request For: 06/27/2001 Permit^ CB993191 Title: CHEN RESIDENCE Inspector Assignment: PD Description: NEW SFD 4094SF W/814SF GAR.90SF PATIO COVER,84 SFDECK Sub Type: SFD 2715 CAZADERODR Lot Type:RESDNTL Job Address: Suite: Location: APPLICANT CHEN KUAN Owner: CHEN KUAN-YEUL V&SHU-MEI H Remarks: DID NOT SAY WHAT TYPE OF INSPECTION Phone: 8583423553 Inspector: Total Time:Requested By: VICTOR CHAN Entered By: CHRISTINE CD Description Act Comments I.4 - Frame/Steel/Bolting/Welding Associated PCRs PCR01001 ISSUED Inspection History Date 06/11/2001 06/06/2001 03/07/2001 02/27/2001 02/27/2001 02/14/2001 02/08/2001 02/06/2001 01/23/2001 12/04/2000 12/04/2000 10/30/2000 10/27/2000 10/26/2000 09/14/2000 09/12/2000 09/06/2000 09/06/2000 09/06/2000 09/06/2000 09/06/2000 08/25/2000 Description 17 Interior Lath/Drywall 1 7 Interior Lath/Drywall 23 Gas/Test/Repairs 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 16 Insulation 84 Rough Combo 84 Rough Combo 13 Shear Panels/HD's 18 Exterior Lath/Drywall 84 Rough Combo 15Roof/Reroof 1 5 Roof/Reroof 1 5 Roof/Reroof 14 Frame/Steel/Bolting/Welding 16 Insulation 14 Frame/Steel/Bolting/Welding 22 Sewer/Water Service 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers 1 1 Ftg/Foundation/Piers Act AP AP AP AP AP AP AP CO AP CO CO AP CA CA PA PA PA PA PA we we AP Insp PD PD PD PD PD PS PD PD PD PD PD PD PD PD PD PD RB RB RB RB RB DA Comments SHOWERS MASTER SHOWER SEE NOTICE ATTACHED SEE NOTICE ATTACHED WET SUBFLOOR SUB FLOOR UNDER PINNING OK SEWER ONLY OK UNDER RAISED FLOOR OK GARAGE ONLY CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION < PERMIT NO. r: (760) 602-2700 1635 FARADAY AVENUE TIME 2 FOR INSPECTION JCALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FURTHEfi&'TNFORMATION, CONTACT fl* YES PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 12/4/2000 Permit# CB993191 Title: CHEN RESIDENCE Inspector Assignment: PD Description: NEW SFD 4094SF W/814SF GAR.90SF PATIO COVER.84 SF DECK Type:RESDNTL Sub Type: SFD Job Address: 2715 CAZADERO DR Suite: Lot 0 Location: APPLICANT CHEN KUAN Owner: CHEN KUAN-YEUL V&SHU-MEI H Remarks: Phone: Inspector: Total Time:Requested By: MARK Entered By: CHRISTINE CD Description 18 Exterior Lath/Drywall 14 Frame/Steel/Bolting/Welding 24 Rough/To pout 34 Rough Electric 44 Rough/Ducts/Dampers Act Comments CO Associated PCRs Insoection Historv Date 10/30/2000 10/27/2000 10/26/2000 9/14/2000 9/12/2000 9/6/2000 9/6/2000 9/6/2000 9/6/2000 9/6/2000 8/25/2000 8/21/2000 8/21/2000 8/17/2000 8/17/2000 Description 15Roof/Reroof 15Roof/Reroof 15Roof/Reroof 14 Frame/Steel/Bolting/Welding 16 Insulation 14 Frame/Steel/Bolting/Welding 22 Sewer/Water Service 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 14 Frame/Steel/Bolting/Welding 21 Underground/Under Floor 24 Rough/Topout Act AP CA CA PA PA PA PA PA we we AP AP we AP we Insp PD PD PD PD PD RB RB RB RB RB DA DA DA DA DA Comments WET SUBFLOOR SUB FLOOR UNDER PINNING OK SEWER ONLY OK UNDER RAISED FLOOR OK GARAGE ONLY CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION. PERMIT fT> 2-7fS' (760) 602-2700 1635 FARADAY AVENUE TIME t*J /fJ po FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? I ) YES FOR FURThlJSR INFORMATION, CONTACT PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 8/21/2000 Permit# CB993191 Title: CHEN RESIDENCE Inspector Assignment: DA Description: NEW SFD 4094SF W/814SF GAR,90SF PATIO COVER,84 SF DECK Type: RESDNTL Sub Type: SFD Job Address: 2715 CAZADERO DR Suite: Lot 0 Location: APPLICANT CHEN KUAN Owner: CHEN KUAN-YEUL V&SHU-MEI H Remarks: Phone: 7609426468 Inspector: Total Time:Requested By: QUAN CHEN Entered By: CHRISTINE CD Description 14 Frame/Steel/Bolting/Welding 44—- Act Comments Associated PCRs Inspection History Date Description 8/17/2000 21 Underground/Under Floor 8/17/2000 24 Rough/Topout 8/16/2000 11 Ftg/Foundation/Piers 8/3/2000 11 Ftg/Foundation/Piers 8/2/2000 11 Ftg/Foundation/Piers 8/2/2000 12 Steel/Bond Beam Act Insp Comments AP DA WC DA CA DA PER MARK AP DA ON 8-2-00 WC DA AP DA LA COSTA INGINEERING 23B2 CAMINO VIDA ROBLE STE L CARLSBAD. CALIFORNIA 92009 TEL 760-931-0290 FAX 431-1468 EMAIL: lcenQr4connectnet.com CIVIL • STRUCTURAL MECHANICAL-PETROLEUM MEMORANDUM TO: FROM: DATE: RE: City of Carlsbad Martell B. Montgomery, P.E. 8/16/00 Chin Residence, 2715 Cazadero, Carlsbad, CA 92009. The following revisions to the approved plans have been reviewed by our office for adequacy and continuity. We have determined that the structural integrity of the building remains intact and the changes are in substantial conformance to the approved structural calculations and plans. 1) Some CB46 on the exterior footing adjacent to the family room, dining room and living room have been replaced with HD5A w/ SSTB24. 2) Some CB44 on the exterior footing of the garage have been replaced with HD5A w/ SSTB24. 3) In place of existing rebar to footing ties in garage, #4 @ 24" o.c. may be doweled and epoxied 3-1/2" into face of concrete stem wall and extended into garage slab 24" if desired. 4) Sand may be placed underneath slab in laundry room in place of gravel to fill the 12" depth between stem walls and plumbing trenches. Place visqueen at depth per plans. City of Carlsbad Bldg Inspection Request ;oO For: 8/2/2000 Permit# CB993191 Title: CHEN RESIDENCE Inspector Assignment: Description: NEW SFD 4094SF W/814SF GAR.90SF PATIO COVER.84 SF DECK Type:RESDNTL Sub Type: SFD Job Address: 2715 CAZADERO DR Suite: Lot 0 Location: APPLICANT CHEN KUAN Owner: CHEN KUAN-YEUL V&SHU-MEI H Remarks: PM PLEASE Phone: 7609426468 Inspector: Total Time: CD Description 1 1 Ftg/Foundation/Piers Act Comments Requested By: QWAN Entered By: CHRISTINE Associated PCRs Inspection History Date Description Act Insp Comments J dteOTECHNICAL FIELD DAILY REPORT Date Job Address City JobName Job Phone Type of Observation Fax Compaction Equipment Used Architect Watering Equipment Engineer Inspector (s) Name Contractor Subcontractor TESTS PERFORMED TYPE OF SAMPLE DESCRIPTION REMARKS OBSERVATION SUMMARY - LOCATIONS OF WORK OBSERVED, TEST OF SOIL TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, SUNNARY OF TEST RESULT, REMARKS, ETC. /y s*ipfrfs#*£-ftfzJi\- Vr ><±xa^/»^*g^ ^^^^^^.^^ acJ\*^r *Lr m* f -r-^*^—i ' j^^^^"*^^^^ '"^JTT"^^^^^ ^ ^CA^f, , ^ CONTINUED ON NEXT PAGE PAGE ' OF_ SIGNATURE TIME IN Approved By TIMEOUT REG. HOURS O.T. HOURS Project Superintendent WHITE-OFFICE COPY » CANARY - INSPECTOR'S COPY » PINK - JOB SITE COPY EsGil Corporation In Partnership with, government for tBui&ing Safety DATE: 04/07/00 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 99-3191 SET: III PROJECT ADDRESS: 2715 Cazadero Drive PROJECT NAME: SFD/Garage/Cove red Porches/Deck for Chen XI 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 Esgi! 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: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation Q GA [H MB D EJ D PC 03/31/00 tmsmtl.doi 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partners/tip with government for WuiCding Safety DATE: O3/O9/00 a APPLCANT JURISDICTION: Carlsbad a FILE PLAN CHECK NO.; 99-3191 SET: II PROJECT ADDRESS: 2715 Cazadero Dr. PROJECT NAME: SFD/Garage/Cover porches/Deck for Chen The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X| The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Kuan Chen 1518 Orangeview Dr. Encinitas, Ca. 92004 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: Kuan Chen Telephone #: (760) 942-6468 Date contacted:J//ofoo (by: i<^ ) Fax #: (^°) u3t/-35S'^ Mail ^Telephone <^ Fax \S In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation D GA D MB D EJ D PC 03/02/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 99-3191 03/09/00 II RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2715 Cazadero Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION: 03/02/00 REVIEWED BY: Ray Fuller PLAN CHECK NO.: 99-3191 SET: II DATE RECHECK COMPLETED: 03/09/00 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 99-3191 II 03/09/00 The items listed below are from the previous list. These remaining items have not been adequately addressed. The remarks in bold are to emphasize the remaining problem. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438- 1161. 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. 3. Plans 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). Plans need to be stamped and signed by engineer to show compliance with recommendations. 19. 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 (when required by the soil report). The plans do not comply with recommendations from soils engineer. He has made various recommendations for different conditions i.e. if expansive or not. details on page 7B seem to comply with the more restrictive requirements except that sand base and visqueen not shown. The foundation plan also references details on page 8 & 12 that do not comply. These discrepancies need to be resolved and letter from soils engineer stating that all the requirements have been meant. 25. Show lengths of all shear panels at all there locations. (Some are missing) Showing 13.5 ft of shear on foundation plan and floor framing plan along line 2 at garage. The calculations and hold downs are shown at 10 ft. To prevent inspection problems the length should be shown as 10 ft. 27. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-ll-G. Reference detail C/7B to all areas where using continuos header. Show boundary or edge nailing at bottom of header. Carlsbad 99-3191 II 03/O9/00 • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q » The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In Partnership with, government for 'Buitding Safety DATE: 09/02/99 Q APPLICANT JURISDICTION: Carlsbad a FILE PLAN CHECK NO.: 99-3191 SET: I PROJECT ADDRESS: 2715 Cazadero Dr. PROJECT NAME: SFD/ Garage /Patio Cover/Deck for Chen 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: Kuan Chen 1518 Orangeview Dr. Encinitas, Ca. 92004 Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By; Ray Fuller Enclosures: Esgil Corporation D GA Q MB D EJ D PC 08/26/99 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 *• (858)560-1468 * Fax (858) 560-1576 Carlsbad 99-3191 09/02/99 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 99-3191 JURISDICTION: Carlsbad PROJECT ADDRESS: 2715 Cazadero Dr. FLOOR AREA: Dwelling 4094 Garage 814 Patio cover 90 Deck 84 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 08/24/99 DATE INITIAL PLAN REVIEW COMPLETED: 09/O2/99 STORIES: 2 HEIGHT: 24 DATE PLANS RECEIVED BY ESGIL CORPORATION: 08/26/99 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with Title 24 and the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when YOU submit the revised plans. Carlsbad 99-3191 09/O2/99 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans 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). 4. Specify on the Title Sheet of the plans the gross floor area of each element of this project, including dwelling, garage, patio cover, deck and balcony. Section 106.3.3. 5. Provide a statement on the Title Sheet of the plans stating that this project shall comply with Title 24 and the 1997 UBC, UMC and UPC and the 1996 NEC. 6. Show on the title sheet all structures, retaining walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Section 106.3.3. 7. Provide a fully dimensioned site plan drawn to scale. Section 106.3.3. Include the following: a) Distance to P/L at rear and right side of house/garage. Carlsbad 99-3191 O9/02/99 • FIRE PROTECTION 8. Show locations of permanently wired smoke detectors with battery backup: a) Centrally located in corridor or area giving access to sleeping rooms. Outside bedroom 4 service area • GENERAL RESIDENTIAL REQUIREMENTS 9. Are all sliders shown XO's. Elevations seem so show some as being XOX. Some window sizes not shown on floor plans. 10. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Entry. * EXITS, STAIRWAYS, AND RAILINGS 11. Guardrails (Section 509.1): a) The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Page 11 12. Provide details of winding stairway complying with Section 1003.3.3.8.2: a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. • GARAGE 13. If not providing fire wall to roof sheathing at garage and instead doing walls and ceiling, then need to note either 2 layers of 5/8 X or RC at 16"oc to maintain rating. The garage will require a access hole as over 30" head clearance and this would need to be 1 3/8 door and self closing. Table 3-B, Section 302.4. * FOUNDATION REQUIREMENTS 14. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Carlsbad 99-3191 09/O2/99 15. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2. 16. Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. Section 1804.5 17. Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. 18. If applies: 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." 19. 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 (when required by the soil report). 20. Show height of retained earth on all foundation walls. Chapter 16. 21. 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. 22. Detail hold downs thru raised floor area . Section 106.3.3. • FRAMING 23. Provide separate 2nd floor framing plan. 24. Specify how obtaining the required %" slope for drainage at deck. (Ripping , sleeper?) 25. Show lengths of all shear panels at all there locations. (Some are missing) Missing shear designator at left corner of bedroom 4 on page 4. Carlsbad 99-3191 09/02/99 26. Reference all shear extending to roof sheathing i.e. front of garage. 27. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-lf-G. 28. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic and detail 30" x 30" clearance through truss webs. 29. Laundry chute needs to be fully detailed. Needs to have 5/8 X at exterior of chute and metal clad doors are no longer allowed. Must be 1 3/8 " solid core and self closing. ( Laundry chute can no longer terminate in a cabinet area as full 1 hr required for framing. See Section 711. 30. Shear panel schedules conflict as shown on page 4 and page 12. 31. Provide calculations for studs over 10* in height at living room. 32. RB 11 at garage needs to factor in the weight of the stucco above. • MECHANICAL (UNIFORM MECHANICAL CODE) 33. Show source of combustion air to furnace, per Chapter 7, UMC. Show the location and size of the combustion air openings. 34. Cannot install FAD and water heater where they have direct access to bedrooms. Bedroom 4 on page 3 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 35. Note on the plans that bathroom receptacle outlets shall be supplied by a minimum of one 20-ampere branch circuit. Such circuits shall have no other outlets. This circuit may serve more than one bathroom. NEC Art. 210-52(d). 36. All kitchen counters are required to be GFIC protected. Old 6 ft rule was noted on page 9. • PLUMBING (UNIFORM PLUMBING CODE) 37. Fuel combustion water heater shall not be installed in clothes closets, in a bathroom or bedroom, or in a closet opening into bathroom or bedroom. UPC, Section 509.0. 38. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. Carlsbad 99-3191 09/02/99 39. Show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5 • ENERGY CONSERVATION 40. Provide plans, calculations and worksheets to show compliance with current energy standards. See attached. • CITY OF CARLSBAD REQUIREMENTS 41. Soils report required for all new residential buildings. 42. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 43. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093) 44. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. CERTIFICATE OF COMPLIANCE: RESIDENTIAL (Page 2 of 2)CF-1R Project Title HVAC SYSTEMS Date Note: Inpul hydronic or combined hydronic data under Walcr Healing Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Heat Pump Type {furnace, heat Efficiency Location Piping Thermostat Configuration pump, etc.) (AFUEorHSPF) (ducts, attic, etc.) R-Value Type (split or package) Cooling Equipment Type (air conditioner, heat pump, evap. cooling1) Minimum Efficiency (SEER) Duct Location (attic, etc.") Heat Pump Duct Thermostat Configuration R-Value Type (split or package) WATER HEATING SYSTEMS Water Heater Tvpe Distribution Type Rated1 Number Input (kw In System orBtu/hrt Energy1 Tank Factor or Capacity Recovery (eallons) Efficiency External Tank Standby1 Insulation Loss (%) R-Value I. For small gas storage water heaters (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance, and heat pump water heaters, list Energy Factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list rated input and recovery efficiencies. SPECIAL FEATURES and MODELING ASSUMPTIONS (Add extra sheets if necessary') Including Thermal Mass (thermal mass type, covering, thickness, and description) COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features / Remarks section. Designer or Owner (per Business and Professions Code) Name: Title/Firm: Address: Telephone: Lie. #: Documentation Author Name: Title/Firm: Address: Telephone: (signature) Enforcement Agency Name: Title: Agency: Telephone: (date)(signature)(date) (signature / stamp)(date) July 1,1999 MANDATORY MEASURES CHECKLIST: RESIDENTIAL(page2on) MF-1R Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance, When this checklist is incorporated into the permit documents, the features noted shall be considered by nil parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION Space Conditioning, Water Heating and Plumbing System Measures: (continued) * §I50(m): Ducts and Fans 1. All ducts and plenums constructed, installed, insulated, fastened, and scaled to comply with the 1CBO 199 UMC sections 601 and 603; ducts insulated to a minimum installed R-4.2 or ducts enclosed entirety with conditioned space. Openings shall be scaled with mastic, tape, aerosol sealant or other duct closure systen that meets the applicable requiremelns of UL1S1, UL1S1 A, or UL 18 IB and other applicable specified tests for longevity given m § 1 50(m),. 2. Exhaust fan systems have back draft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manual operated dampers. §114: Pool and Spa Heating Systems and Equipment. 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating, b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. §1 15: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously bumine pilot li^ht. (Exception: Non-electrical cooking appliances with pilot < 150 Btu/hr) Lighting Measures; §150(k)l.: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt o greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. §1 50(k)2.: Rooms with a shower or bathtub must cither have at least one luminaire with lamps with an efficac of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this rcquireme allowed in §150002.; and recessed ceiling fixtures are 1C (insulation cover) approved. DESIGNER r t ENFORCEMENT July 1,1999 MANDATORY MEASURES CHECKLIST: RESIDENTIAL(Pagci of2) MF-lR Note: Lowrisc residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When ihis checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A tf not applicable. DESCRIPTION Building Envelope Measures: * §150(a): Minimum R-19 ceiling insulation. §I50(b): Loose fill insulation manufacturer's labeled R- Value. * §150(c}: Minimum R*13 wall insulation in wood framed walls or equivalent U-va)ue in metal frame walls (docs not apply to exterior mass walls'). * §150(d): Minimum R-1 3 raised floor insulation in framed floors. §150(1) : Stab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. §116-17: Fcnestration Products, Exterior Doors, and Infiltration/Exfiltration Controls I. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field-fabricatcd)have label with certified U-value, certified Solar Heat Gair Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §15G(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. §I50(f): Special infiltration barrier installed to comply with § 151 meets Commission quality standards. §150(e); Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2, No continuous burning gas pilot lights allowed. Space Conditioning, Water Heating and Plumbing System Measures: §1 10-§1 13: HVAC equipment, water beaters, showerheads and faucets certified by the Commission. § 1 50(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §l50(i): Setback thermostat on all applicable heating and/or cooling systems. §150(j): Pipe and tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non-recirculaling systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 extema insulation or R-I6 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55° F insulated. 6. Piping insulated between heating source and indirect hot water tank. DESIGNER ENFORCEMENT Julvl. 1999 CERTIFICATE OF COMPLIANCE: RESIDENTIAL (Page 1 of 2) CF-1R Project Title Project Address Documentation Author Telephone Compliance Method (Package or Computer) Climate Zone Date Building Permit if PI an Check /Date Field Check / Date Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area ft2 Average Ceiling Height; ft Conditioned Slab Floor Area ft2 Building Type: Single Family (check one or more) Multi-Family Addition Existing-Pius-Addition North / South / East / West / AH Orientations (input front orientation in degrees from True North and circle one) Front Orientation: Number of Stories Number of Dwelling Units: Floor Construction Type: Slab/Raised Floor (circle one or both) BUILDING SHELL INSULATION Component Type Wall Wall Roof Roof Floor Floor Slab Edge Frame Type wd = wood stl = steel Cavity Insulation R-Value Sheathing Insulation R-Value Total R- Value1 Assembly U-Value1 Location/Comments (attic, garage, typical, etc.) FENESTRATION Shading Devices Fenestration #/Type/Pos. Front Front Left Left Rear Rear Right Right Skylight Skylight Orien- tation Area (ft2) Fenestration U-Value Fenestration SHGC Interior Shading Att.2 Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Exterior Shading Art. Overhangs /Fins 1 For prescriptive compliance, Total R-Value and Assembly U-Value are not required for a wood-framed wall that meets cavity Revalue insulation requirement for the Prescriptive Package. 2 For prescriptive compliance, there are no credits for any interior shading except the default or "Standard" drapery. These default interior shading devices (draperies) need not be installed for compliance purposes. . July 1,1999 Carlsbad 99-3191 09/O2/99 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Ray Fuller BUILDING ADDRESS: 2715 Cazadero Dr. BUILDING OCCUPANCY: R3U1 PLAN CHECK NO.: 99-3191 DATE: O9/O2/99 TYPE OF CONSTRUCTION: VN 1 BUILDING PORTION 1 Dwelling Garage Patio Cover Deck Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA 1 VALUATION 1 VALUE (ft.2) 1 MULTIPLIER 1 ($) 4094 814 90 84 PER CNTY EST. ir 355,083 i 355,( r )83 n 199 UBC Building Permit Fee [>3 Bldg. Permit Fee by ordinance: $ 1517.08 n 199 UBC Plan Check Fee E3 Plan Check Fee by ordinance: $ 986.10 Type of Review: ^ Complete Review O Structural Only Q Hourly n Repetitive Fee Applicable [H Other: Esgil Plan Review Fee: $ 788.88 Comments: 94 UBC = $2167.25 x 70% = $1517.08 x 52% = $788.88 Plancheckfee $1517.08 x65%= $986.10 Sheet 1 of 1 macvalue.doc 5196 DATE: BUILDING ADDRESS: __ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: JJS~- City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST PLANCHECKNO.: CB 99- (o EST. VALUE: 3fi 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. Qk Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please spe^Ttjej attached report of deficiencies marked^ith 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:Date Date: Date: By: FOR OFFICIAL USE ONLY ERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application — Dedication Checklist U Improvement Application D Improvement Checklist H Future Improvement Agreement n Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad. CA 92009 Phone: (619) 438-1161. ext. 4374 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 £gB7g»ettS'nrWffiRSH^^ • (760) 438-1161 • FAX (760) 431-5769 BUILDING PLANCHECK CHECKLIST O SITE PLAN 1, Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements 2. Show on site plan: D. Property Lines &** Easements F. Right-of-Way Width & Adjacent Streets G. Driveway widths 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 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 DISCRETIONARY APPROVAL COMPLIANCE Q Q 4a. Project does not comply with the following Engineering Conditions of approval for Project No. , Q Q 4b. All conditions are in compliance. Date: V\LASPALMAS\SYSU.IBRARY>£NGtWORCnoOCS\CHKLST\BuWino Ptencheck CUM BP0001 Forni KF.doc Rev. 9/3/97 STY BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS QRDV Q 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 $ _ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz x 11" plat map and submit with a title report. All easement documents must be approved and signed by pwner(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 G 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 $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: Q Q 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 $ 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: nmSPALMASISYSlLIBRARVlENGlWORDyDOCS\CHKLST\B4j«dlng Plane!)** Cklst BP0001 Fotm KF.doc Rev. 9/3/97 G BUILDING PLANCHECK CHECKLIST -ist/ iyvM ord/ Q Q Q 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: _ Date: _ Q Q Q 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 1 1 .06.030 of the Municipal Code. Q Q Q 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). Qi Q Q 7b. Grading Permit required. A separate grading plan prepared by a registered Civil I p. 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: Q / pr 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) Q Q Q 7d. No Grading Permit required. Q Q Q 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: VtLASPALMAS\SY5UJBRARy>£NG\WORDU}OC5^HKLSnBuMlng Plancheck CWtt BP0001 Form KF.doc Rev. 9/3/97 P BUILDING PLANCHECK CHECKLIST nnd/ orti,/' Q Q 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. Q Q Q 10. 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 153, for assistance. Industrial Waste permit accepted by: Date: Q Q a 11. 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 Q 12. Q Required fees are attached Q No fees required Q Q Q 13. Local Facilities Management Zone Transportation Fee Agmt Signed. a Q Q 14. Additional Comments: H:\WORO\DOCS\CHKLST\BuikfinQ Plancheck Cklst BP0001 Form KF.doc D D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation.based on building plancheck plan submittal. Address:Bldg. Permit ' 3/9 / Prepared by: K--n- L EDU CALCULATIONS: Types of Use: ^F Types of Use: APT CALCULATIONS: Types of Use: ^ Types of Use: Date: Checked by: List types and square footages for all uses. -£> Sq. Ft./Units: Sq. Ft./Unrts: List types and square footages for all uses. r=*7^ Sq. Ft./Units: Sq. Ft./Units: Date: EDU's: EDU's: ADT's: ADT's: / / FEES REQUIRED: WITHIN CFD: DYES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1.PARK-IN-UEUFEE FEE7UNTT: PARK AREA & #: X NO. UNITS: O 2. TRAFRC IMPACT FEE ADT's/UNITS:FEE/ADT:0 7 ^ « & $10. ZONE TRANSPORTATION ADT'S ^^ X $10 D 3. BRIDGE AND THOROUGHFARE FEE |DIST.(£/__ DIST. #2 ADT's/UNITS: X FEE/ADT: DIST. *3 O 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: / D 5. SEWER FEE PERMIT No. EDU's: BENERT AREA: EDU's: ZONE:. X FEE/SO. FT. /UNIT:=$ 3lo. X FEE/EDU:, DRAINAGE BASIN: X FEE/EDU: D 6. 3EWER LATERAL ($2,500) D 7. DRAINAGE FEES PLDA .£9 , f : = $ HIGH /LOW ACRES: TOTAL OF ABOVE FEES*: $ *NOTE: This calculation sheet Is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 07/20/2000.15:24 FAI 760 438 4178 EN6. INSPECTIONS ElOl CfTY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR:PATE; 7-/y»flO PROJECT ID ~PD .5Q5 GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE: t-OT 73C* LA COSH9 N/A* NOT APPLICABLE fVWP HO V=COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE 1. Site access to requested tots adequate and togtealy grouped. 2. Stte erosion control measure* adequate. 3. Overall site adequate for health, safety and welfare of pubfic. 4. Letter of request for partial release submitted. 5. 8 JfXirsKe plan (attachment) shov^ 6. Compaction report from soBs engineer submfttod. 7. Engineer of Wofkcerflffcatkm of work Axw and pad etev^^ 8. Geologic engineer's totter ff unusual geotogfc or subsurtace condfttons exist 9. Projedcortfrtw»<rf approval checked 10, 1st ^ ^ *^ *^ H* >* ^ ^•s ^ 2nd. weather roads access tosfte. O>artiai release of grading for (he above stated tots fs approved for the purpose of buUng permit issuance. Issuance of building permits Is stfJ subject to ail normal Cfty requirements required puisuant to the Dufldng pennK pnxw». O Partial release of the site to denied for the foffowfng reasons: oa Date Construction Manager Date ra n n n PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check Planner APN- Address Phone (619) 438-1161, extension Type of Project &. Use: Zoning:. CFD fin/nut) # Circle One Project Density:DU/AC General Plan:Facilities Management Zone: .Date of participation:Remaining net dev acres: (For non-residential development: Type of land used created by this permit: ) Leoend:X Item Complete Item Incomplete - Needs your action Environmental Review Required: YES NO \J/_ TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: '. Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO J TYPE DATE ( OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Comact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 52VJB036 Determine status (Coastal PermitHequired or Exempt): Coastal Permit DeterminatiopH^rm already completed? If NO, complete Coastal Permtt'Determination Form now. Coastal Permit Deternrfination Log #: _ YES NO Follow-Up Actions: 1) Stamff^Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2} Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES ^7 NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES Jf_ NO (Enter CB #; UACT; NEXT12; Construct housing Y/N; Enter Fee Amount (See fee schedule for amount); Return! Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Required Required Required Required I I 2. Accessory structure setbacks: Front: Rei Interior Side: Street Side>-^^^ Required Required Eructure separation: Required 3. Lot Coverage: 4. Height: Required Required 5. Parking: Spaces Required Guest Spaces Required Additional Comments Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 3 OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE LA COSTA ENGINEERING 2382 CAMINO VtDA RO6LE, STE. L CARLSBAD, CALIFORNIA92009 TEL 619 931-0290 FAX 431-1463 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB. CALCULATED BY- CHECKED BY SCALE .DATE .DATE .SHEET NO.OF. LA COSTA ENGINEERING 2382 CWINO VIDA RO8LE. STE. L CARLSBAD, CAUFO«NiA92009 TEL 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB. CALCULATED BY. CHECKED BY SCALE .DATE DATE SHEET NO.OF. LA COSTA ENGINEERING 2382 CAMINO VIOA ROBLE. STE. L CARLS3AD, CALIFORNIA92009 T£L 619 931-0290 FAX431-U68 CONSULTING ENCINEEBINC PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB CALCULATED BY. CHECKED BY SCALE DATE DATE SWFFTNO OF 4^^^4o*frj4# rtofoy i^rjugiji ^ LA COSTA ENGINEERING CLIENT. 2382 CAMINO VIDA ROBLE, STE. L T£L 619 931-0290 FAX 431-1468^. r^ujpr^nn QV ^^^^_____| PROJECT MANAGEMENT RATE DATF SHFFT NO 'T" OF ! ;_ ^ly/Xf*! ^ : ^f-t'f- ,\ ^(i^sVJ^L LA COSTA ENGINEERING 2382 CAMINO VIDA RO8LE. STE. L CARLSBAD, CALIFORNIA 92009 TEL 679 931-0290 FAX 431-1463 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB CALCULATED BY. DATE OF A5& \t A- t - 111 .A •> C-T 4 ^~~ IM )AJ ? 5 HAJ ^i/JSfr AxS11 _ - / ' (74bQ*Vt;f)A-J ^ it ? si-u ^^ —•I- •• i^/v^ Tj/ *- iV ^ USt? ^ r\ ^ \ ^ •• LA COSTA ENGINEERING 2382 CAMINO VIDA ROBLE, STE. L CARLS3AD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1463 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB. CALCULATES BY_ CHECKED SY SCALE • DATE .DATE . SHEET NO OF. -r- A^ o.ser 4yi4*M A/i- VS"t -±(.'*k\6 3'PiU .X i53fe_^ LA COSTA ENGINEERING 2382 CV-I1NO VIOA RO8LE, STE. L CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1463 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT JOB CALCULATED BY. CHECKED BY SCALE • DATE .DATE .SHEET NO.OF. >A* r^^Va'yya - ??tfa^. ! : . ; ; : J O^c 4^o"-\ >A * i- - - -^r V, i ^ : J-& " — ^^P '^LJ&t3- — K>.X;I'Z! — \_3= M-^ 7560^- * 4V 6. LA COSTA ENGINEERING CLIENT. 2382 CV.HNQ VIOA ROBLE, 5TE. L CARLS3AO, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1463 ^•••••H CONSULTING ENGINEERING ^^^^^^^_ PROJECT MANAGEMENT ^^^^^^^^J GENERAL CONSTRUCTION TA, H il AT=r> RY CHPrK=n *Y <;rAi F pAT= HATP <;HFPT wn (r) OF DESIGN PROPERTIE 2.0E PARALLAM® PSL ALLOWABLE DESIGN STRESSES (100% LOAD DURATION) Shear modulus of elasticity G - 125,000 psi Modulus of elasticity E - 2.0 x 10s psi Flexural stress Fb - 2900 piiOJ Compression perpendicular to grain parallel to wide face of strands F^ « 650 psfW3) Compression parallel to grain F^ = 2900 psi Horizontal shear perpendicular to wide face of strands Fv = 290 psi -—- (1) For 12-inch depth. For others, multiply by [-yj (2) F^ shall not be increased for duration of load. (3) 750 psi for all Eastern Species Parallam® PSL and W** thick Western Species Parallam® PSL ALLOWABLE DESIGN PROPERTIES 000% LOAD DURATION) 13/4"2.0E Parallam® PSL 6,210 3,130 115 5.1 6,530 3,215 125 5,2 8,985 3,805 210 6.2 9,950 4,020 245 6.5 13,58 4,735 400 7.7 2.0E PARALLAM* PSL 31/2" 2.0E PARALLAM* PSL 5V4" 2.0E PARALLAM* PSL 7" 2.0E PARALLAM* PSL 24,830 12,520 20.2 26,115 12,855 500 35,940 15,225 830 24.6 39,805 16,070 975 26.0 54,325 18,945 1,600 30.6 69,905 21,655 2,390 35.0 87,325 24,360 3,400 39.4 GENERAL ASSUMPTIONS FOR NON-TREATED PARALLAM0 PSL • Lateral support is required at all bearing points and along compression edge at intervals of 24" on-center or closer. • Parallam® PSL beams are made without camber; therefore, in addition to com- plying with the deflection limits of the applicable building code, other consider- ations, such as long term deflection under sustained loads (including creep), ponding (positive drainage is essential) and aesthetics, must be evaluated. • Roof members shall either be sloped for drainage or designed to account for load and deflection as specified in the applicable building code. • Reductions applied in accordance with: 1994 UBC 1606, 1996 NBC 1606 ^nd , 1994 SBC 1604 for floor live load; 1994 UBC 1606, 1996 NBC 1607 and 1994 SBC 1604 for roof live load in non-snow (125%) conditions. • 3*/2" members may be two pieces of 13A" or a single SVs" width beam. SYi" members may be three pieces 1%', one piece I3A" with one piece 31/a", or a single 5'/4* width beam. 7" members may be two pieces 1%" around one piece 3f/3" , two pieces 31/a", or a single 7" width beam. See pages 16 and 17 for multiple member beam connections. LOOK SPAN I ABLE HOW TO USE THESE TABLES 1. Determine the live load deflection criteria (MINIMUM CRITERIA PER CODE- L/360 or IMPROVED PERFORMANCE SYSTEM - L/48Q) and locate the appropriate table. 2. Identify the loading condition (40 PSF LIVE LOAD/10 PSF DEAD LOAD or 40 PSF LIVE LOAD/20 PSF DEAD LOAD) and move to the appropriate section of the table. MINIMUM CRITERIA PER CODE L/360 LIVE LOAD DEFLECTION 10 3. Select the on-center ipaci'ng you prefer. 4. Scan down the column until you meet or exceed the span of your application. 5. Scan left in the row to locate the TJI® jofit series and depth which satisfies your condition. IMPROVED PERFORMANCE SYSTEM L/480 LIVE LOAD DEFLECTION • Long term deflection under dead load which include! the effect of creep, common to all wood members, has not been considered for any of the above applications jS spans reflect mitral dead load deflection exceeding 0.33", which may b,e unacceptable. For additional information, refer to ourTJ-Beam or TJ-Xpert"" software or con tact your Trus Joist MacMillan representative. (I) Web itiffeners are required in hangers when theTJI®/Pro™ 550 joist span is greater than the spans shown in the following table: 40 PSF LIVE LOAD, 22 PSF DEAD LOAD (2) Web stiffeners are required at intermediate supports of continuous span joists in conditions where the intermediate bearing width is less than 5'/i" and the span on either side of the intermediate bearing is greater than the spans shown in the following table: Web Sti'ffener Not Required Not Required Not Required 24'-3'20'-2" 23'-r Not Required 25'-8' 40 PSF LIVE LOAD, 20 P5F DEAD LOAD' 12" o.c.16" o.c. 19.2" o.c. 24" o.c. Web Sti'ffener Not Required 26'-M' 30'-V" 20'-2' 23M" Not Required 16'-9n ir-2" 26'-ir •12 PSF Dead Load at TJI«/Pro~ 550 joists. "II PSF Dead Load 3tTJ!®/Pro~ 550 joists. GENERAL NOTES Tables are baied on: • Assumed composite action with a single layer of appropriate (pan- rated glue-nailed wood sheathing for deflection only (spans shall be reduced 5" when sheathing panels are nailed only). • Uniformly loaded joists. • Increase for repetitive member use has been included. • Spam shown are clear distance between supports. • Most restrictive of simple or multiple span. • For loading conditions not shown, refer to PLF tables on page 11. WEB STIFFENER REQUIREMENTS • Required if the sides of the hanger do not laterally support the TJI® joist top flange or per footnotes on pages 20 and 21. • End Bearings: TJI*/Pro™ 150, 250 or 350 joists - not required. TJI®/ProIM 550 joists - may be required in hangers (see footnote 1 above). • Intermediate Bearings: Not required at intermediate bearing where joists are continuously spanned and the intermediate bearing is at least 5Vi" wide. For intermediate supports less than 5V4" wide, web stiffeners may be required ^^ {see footnote 2 above). tl DESIGN PROPERTIES AND MATERIAL WEIGHTS 117/3" —| f—• 23/-e" Vz". 117/sm, 14" or 16" i r \\ T/2" 14" or 16" 1V21 TJI®/Pro™ 150 joists Top and bottom flanges of 1!/2" x T/s1 Microllam® LVLwith %" Performance Plus® web. DESIGN PROPERTIES TJI®/Pro™ 250 joists Top and bottom flanges of " x r/2" Microllam® LVL with %" Performance Plus* web. TJI®/Pro™ 350 joists Top and bottom flanges of 16" x V/2' Microllam® LVLwfth %' Performance Plus® web. TJI®/Pro™ 550 joists Top and bottom flanges of 1/2" x V/zm Microllam® LVLwith 7As' Performance Plus® web. 2.2 2.5 2.4 2.7 2.9 3.3 3.3 3.5 3.8 3620, 3210 4260 5210 6075 5000 6135 7205 276 185 319 474 653 395 584 801 1420 1120 1420 1710 1970 1420 1710 1970 945 945 1015 1015 1015 1015 1160 1160 1160 1895 1895 2030 2030 2030 2030 2320 2320 2320 NA NA NA 2385 2385 2385 2680 2680 2680 4.7 7675 593 1925 1400 3355 3830 5.0 9420 874 2125 1400 3355 3830 5.3 11065 1192 2330 1400 3355 3830 GENERAL NOTES • Desi'gn reaction includes all loads on the joist Design shear is computed at the face of supports including all loads on the span(s). Allowable ihear may sometime! be increased at interior lupporb in accordance with NER-119 and IMER-200 and these increases are reflected in span tables. • The reaction values above are based on an assumed minimum bearing length of 1%" at ends, JVfe" at intermediate supports. The following formula approximates the uniform load deflection of A (inches): ForTJI»/Pro~150,250 and 350 Joists A-22.5 wL* . 2.67 \vL* El dx10s w " uniform load fn poundi per lineal foot L " clear span in feet ForTJI®/Pro~550 Joists A 22.5 wL4 2.29 wl* El dxlO5 d - out to out depth of the joist in inches El - value from table MATERIAL WEIGHTS (Include Ul® joist weights in dead load calculations - see table above for JOIST WEIGHTS) Sheathing Based on: Southern pine-40 pcf for plywood, 44 pcffor OSB Douglas fir- 36 pcffor plywood, 40 pcffor OSB Southern Pine Douglas Fir V&" plywood 1.7 pjf 1.5 psf S/B" plywood 2.0 psf 1.8 psf %" plywood 2.5 psf 2.3 psf V/a" plywood 3.8 psf 3.4 psf !/2" OSB 1.8 prf 1.7 psf %' OSB 2.2 psf 2,0 psf %* OSB 2.7 psf 2.5 psf I'/a" OSB 4.1 psf 3.7 psf Roofing Materials Asphalt shingles ....... 2.5 psf Wood shingles 2.0 pif Clay Tile 9.0 to 14.0 psf Slate (%'thick) 15 psf Roll or Batt Insulation f 1" thick) Rock Wool 0.2 psf Class Wool.' O.lpsf Floors Hardwood (Nominal 1") ... 4.0 pif Concrete (l" thick) Regular 12.0 psf Lightweight 8.0 to 10.0 psf Sheet vinyl 0.5 psf Carpet and Pad 1.0 psf 3A" ceramic or quarry tile , . . 10.0 psf Gypsum concrete (%") 6.5 psf Ceilings Acoustical fiber tile 1.0 psf '/?" gypsum board 2.2 psf %" gypsum board 2.8 psf Plaster (1" thick) 8.0 psf LA COSTA ENGINEERING 2382 CAMINO V10A RO6LE. STE. I CARLS3AD, CALIFORNIA 92009 TEL 619 911-QZ90 fAX «1-U68 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB. CALCULATcD BY_ CHECKED 3Y SCALE • DATE .DATE , SHEET NO OF. l.V f'v^^. X "3U r lflh-iwt>. y 3oHJ PT- 30 -3b* yr. 8"Masw/#4@16.ino/c Solid Grout, Designer eetect all horiz. reinf. LA COSTA ENGINEERING 2382 Camino Vida Roble, Ste. L Carlsbad, CA 92009 (619) 931-0290 Title : Chen Stem Wall Job # : 99024 Dsgnr: MBM Description.... 2'-0" Retaining Wall W Vertical Load Date: JUL 16,1999 CANTILEVERED RETAINING WALL DESIGN Page 1 of 2 GENERAL Retained Height = Wall height above retained soil = Slope Behind Wall = Height of Soil over Toe = Soil Density = FOOTING DATA Toe Width = Heel Width = Total Footing Width = Footing Thickness = KEY DATA Distance from Toe = Width Depth = SURCHARGES Surcharge Over Heel = Surcharge Over Toe = | FOOTING DESIGN RESULTS fc Fy Minimum As % = Rebar Cover @ Top = Rebar Cover @ Bottom = ACI Factored Soil Pressure = Mu1 : From Upward Loads = Mu' : From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = DESIGN SUM MARY Total Bearing Load = ...resultant ecc. = Soil Pressure @ Toe = 1 ,405 <= Soil Pressure @ Heel = 1,189 <= ACI Factored Press @ Toe = ACI Factored Press @ Heel = Footing Shear @ Toe = 12.1 <= Footing Shear @ Heel = 3.2 <= WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio - 2.00ft 0.50ft 0.00 : 1 0.00 in 120.00 pcf 0.67ft 1.33 2.00 12.00 in 0.00ft 0.00 in 0.00 in 0.0 psf 50.0 psf 2,000 psi 40,000 psi 0.0018 2.00 in 3.00 in Toe 2,171 0 0 102 12.06 76.03 1,339 Ibs 0.33 in 1,500 psf 1,500 psf 2,171 psf 1,837 psf 76.0 psi 76.0 psi 7.80 4.48 J SOIL DATA Allow Soil Bearing = 1,500.0psf Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side = 45.0 psf Active Soil Pressure - Toe Side = 45.0pcf Passive Pressure = 350.0 pcf Water table height over heel = n.Oft | SLIDING DATA Friction Factor @ Footing & Soil = 0.300 ...neglect ht. for passive = O.OOin Lateral Sliding Force = 161.3 less Passive Pressure Force = - 320.8 Ibs ^1 less Friction Force = - 401. 8 Ibs Added Restraint Force Required = O.OIbs | AXIAL LOAD APPLIED TO STEM Axial Dead Load = 685.0lbs Axial Live Load = 1 ,255.0 Ibs Axial Load Eccentricity = 0.0 in Minimum Footing Rebar Options Toe Side Heel Side.... Not req'd Not req'd Mu<S*Fr Mu<S*Fr Heel 1,837 psf Oft* Oft-# 102 ft-# 3 18 . Key Reinforcement: Not Req'd = Mu<S*Fr 76.03 psi Summary of Stem Section Designs.... Top: 8 in Mas, #4@16.00 in@Edge, From 2.5 ft to 0.0 ft 1 1 1 1 1 LA COSTA ENGINEERING 2382 Camino Vida Roble, Ste. L Carlsbad, CA 92009 (619)931-0290 Title : Chen Stem Wall Job # : 99024 Dsgnr: MBM Description.... 2'-0" Retaining Wall w/ Vertical Load Date: JUL 16,1999 CANTILEVERED RETAINING WALL DESIGN Page 2 of 2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS Item OVERTURNING Force Distance Moment Ibs ft ft-* ForceIbs RESISTING. Distanceft Moment ft-# Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load © Stem Above Soil 202.5 1.00 202.5 -22.5 -18.8 0.33 0.50 -7.5 -9.4 159.2 1.67 685.0 1.00 195.0 1.00 300.0 1.00 265.6 687.3 195.7 300.0 TOTALS = 161.3 O.T.M. Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning 185.6 1,339.2 R.M. = Resisting/Overturning Ratio 1,448.5 7.80 STEM CONSTRUCTION & DESIGN Top Stem Design at this height above ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at fb/FB + fa/Fa Total Force @ Section Moment. ..Actual Moment Allowable Shear Actual Shear Allowable = = Stem OK 0.00ft Masonry 8.00in # 4 16.00 in Edge 0.223 90.0 Ibs 60.0 ft-# 905.4ft-# 1.57 Ibs 19.36 iref &&9B8 LA COSTA ENGINEERING 2332 CA.MINO VI DA RO8LE. STE. L CARLS3AD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1463 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB. CALCULATED SY_ CHECKED BY SCALE . DATE _ .DATE _ SHEET NO \(0._ Of * 30,3 F',- 0.3 (,156 use fc-Z? -MAOldO 1*44, <• -y^r -St a 8.S ^t -^- twS*** *»V»^»vv '"*t* • b! 10' 6.3' -V ~ V ( LA COSTA ENGINEERING 2382 CAMINO VIOA ROBLE, STE- L CARLSBAD, CALIFORNIA 9:009 TEL 619 931-0290 FAX 431-1463 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT !O8 CALCULATED 8Y. CHECKED BY SCALE .SHEET NO.n OF. LA COSTA ENGINEERING 2382 CAMINO VIDA ROBLE STE L CARLSBAD. CALIFORNIA 92009 TEL 76W31-0290 FAX 431-1468 EMAIL. Icen8fteofineanei.com CIVIL - STRUCTURAL MECHANICAL-PETROLEUM CJEN7 JOB CALCULATED 3 CHECKED E-" O=. LA COSTA ENGINEERING 2382 CAMINO VIDA ROBLE, STE. L CARLSBAD, CALIFORNIA 92009 TR 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CUEN1 JOS. CALCULATED SY CHECKED BY SCALE .DATE DATE . SHEET NO. lOrtU.i A\Oi lb"o.c» . .t-bc^rto^i.~^ /Vlj VrHX-S. SHEAR WALLS: Distr.: Fir. W* H' W#H' V?) Tot. O.T.M. = LINE VV WALLS: Uplift @ *£- Floor ( 3.S min. wall): Ulift@ Floor (^'5 min. walll: : v = Fir.H' Tot. O.T.M. = : v = I- Fir: v = .s1 Use USEMST31FLR-FLR USE @ FOUNDATION LINE \?y WALLS: Uplift @ 1* Floor (4;5 min. wall): Ulift f® i° Floor ( % min. wall): Type Use Type/AWall USE MST3.1 FLR-FLR USE @ FOUNDATION SHEAR WALLS: Distr.: Fir.H' W#H' Tot. O.T.M. = LINE 7 WALLS: Uplift @ I' Floor ( 4 min. wain: Uplift Floor ( - min. wall). : v = Fir: v - Use TypeVail Use Typc/NWall LINE V^) WALLS: USE MST USE @ FOUNDATION Distr.: Fir. W# H' Wffl* \ Tot. O.T.M. Ulift Floor r- min. walD: Uplift Floor ( lo min. walD: " V = 5S<Vv3.S' Fir: v = v Use TypeAXwali Type/3\Wall USEMST31FLR-FLR USE @ FOUNDATION SHEAR WALLS: ^^ Fir.H' W#H* Tot. O.T.M. = LINE l°>/WALLS: Ulift @ 2" Floor ( *•* min. wain: Uplift @ I" Floor (3.5 mjn. wall): 351 Flr: v = Fir: v = Fir: v =' Type/3\WaIl Flr: v = USE MST 4 FLR-FLR USE @ FOUNDATION LINE V J WALLS: Floor ( mm. wall) Use Type/ \Wall Use Type/ Wall USE FLR-FLR USE @ FOUNDATION Ul •J Q III UJ a DC iso s U H 1 ANCHORH W S Cw*-. 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O *J(71 -H M M yp^^O 1l MO U O JS X »> £l D.-O ** *J 4J 4J -1itfc c c? ^t^oia M• an M M «-i c « Ma » o<-t « M> M u M Q) M n H no-n o o o vi ma)• •H<M *M *M M* 4J £ » • C K M M M •OpiUU) 0 O O*0 D*O*3CX,W-OJS J3 J5«X«C *>M OtTi'-IO O O *O »HM WH•O«C C C-HCI O MiVM< < < WDlt7>« X fl iOIM • • *i3CQ> r*lC*<-t•H OUCIUOU «0« -O iOC'OO4O'dOO fS COXn c e c ^ * N. M en o mX MB Vis Mi Gr4»~4 • g en On I MNO 7 £ £ P » ^3 tn— CM*J MMc -a 41at is j=E on 0) M M J3 M U Oe . - « . M «M M C• • tj M <9u r- n « M•s. . . a n 4Jo n • <N•H C • Q <H M O* MM V» M • O **MlflE O*J"0-~*w •^-r C— J5 u > m into• u v •• — n E<9/ M D^M C JS *M r« >M D1 fl) C 0) « B O — M O«0M-^ o e a « M CO* MUUxlM J3 WO M fi *tf O *5 C^'H • ^ *J u M «-l JT V M> 10 «] 4J V O*M d m *J o w u <HO -CCS 01 < -O >J3 • 3 Bu • 4 W C C OOVOO 0-1 J E MM XO Q iQMCO a<BO<Ctcj • r o * M « j: s» o o OfCQ UnC*O QJ Wja ne«<oou3 n 4J• 4J td 4J O, O 10 iH • ^H O H *i >, 0 n U (J S-H > CO C MH UAMiO-H nJMe -a e 13 a) a en «» • a •ab o r i* 3 c £ coo.£ OUOEMU«Min>ikin o ^Ju^B^en ^ M tn-.j I UJ_iCLa. o:U ii- Q 5Q"Z. -*>OLL OLUCLCL UI-i/) oou. Qai(LQ-lil CL VARIES B'-l" MIN. • . . : *N TOP 0 • = F J 1 I I s — ^ -A / • • • • = -.DOUBLE rLATE OK BEAM TOP OF PLATE AX PO<VT FA FND OR 2-2X'S 2X4 BLOCKING ALIGN AT PLYWOOD OR DRYWALL SHEAR PANEL EDGES 2X4 STUDS ^/ftn PI YW<mn «yJTn rtP i STR.II-SEE PLAN * SCMED FOR NAILING :/2X4 PT SILL 9 TOP OF SLAB 1/2" NOTE-. PLYWOOD SMTG. EXTENDS TO TME TOP OF DOUBLE PLATE * ONE STORY * TO TOP OF FLOOR JOISTS £ SECOND STORY. EXTEND TO TOP OF TRUSS & TRUSSES. PLYWOOD SHALL HAVE FRAMING OR BLKG. AT ALL EDGES OF. ALL SHEETS IN SHEAR WALLS. if FOR SHEAR WALL TYPE C,D,E*F: ADD 2X BLOCKING CONT.<9 BOTTOM SILL PLATE, SPIKE W/2-16d EA. BLOCK TO EXISTING SILL PLATE. ALSO ADD 2X4 STUD TO EXISTING STUD « ADJACENT PANEL EDGES, SPIKE W/l6d @ I2"OC. PER L.A. CITY MEMO 5/20/^4 TYPICAL SMEAR WALL DETAIL ROOF SHEATHING- 5 -16 8d @ <b"OC BN SEE SHEAR WALL SCHEDULE WHERE APPLICABLE 2X RAFTERS 2X CJ 2X PLATE 2X DBL.TOP PLT. TYPICAL ROOF RAFTER CEILING JOIST CONNECTION ROOF SHEATHING S - 8d BN A35 BLOCK SEE SHEAR WALL SCHEDULE WHERE APPLICABLE 2X RAFTERS 2X-CJ 2X PLATE 2X DBL.TOP PLT. *ALTERMATE TYPICAL ROOF RAFTER CEILING JOIST CONNECTION lOd 6>"OC BN 2X DBL TOP PLT. 2X FJ-OR-T-orx 2X STUDS @ 16' TYPICAL FLOOR EAR 2X STUDS @ 16"OC 4-lOd @ EA.BLK. FLOOR SUTG. FJ 2X BLKG.@24"OC W/W2.5 EA.BLK. TO DBL.PLT. 2X STUDS @ ]6»OC FLOOR D APHRAGM SHEAR CONNECT ON 1°) 2-2X4 OR 4X4 COL. 2-2X4 OR 4X4 COL. STRAP -HOLD POlAlN SMEAR PANEL EDGE 2-2X4 OR 4X4 COL. BEND AND NRAP AS NEEDED STRAP HOLD DONN TO BEAM OR HEADER BELOW B.N. - •' • . ••• . .'.' _ PLYW). SUBFLOORING : 2X BUCC O 46" 0/C Flfi. JST. PER PLAN SIMPSON A-35 O 8' 0/C ' ;. •• ''.'>•-. -• . SHEAR - p ANR :PER PUN FLOOR FRAMING DETAIL ••>.: :•-. V FLOOR FRAMING DETAIL 2X STUDS O 16'-0/C SHEAR PANEL PER PLAN 2X BASE PLATE W/ 1W PER ' SHEAR SCHEO. B.N. .•'''- PLYW. susaoofiwo 2X BLK'C O «* 0/C ." FIR. JST. PER PLAN ' SIMPSON A-35 O 8" 0/C SHEAR PANEL PER PLAN FLOOR FRAMING DETAIL 2X STUOS.O 16" 0/C SHEAR PANEL PER PLAN 2X BASE PLATE W/ 1M PER SHEAR SCHED. -. B.N. '•.;.,.'-. ••• PLVHW. SOBFLOORWG T.JLI. BLK'C . ,. 2X .BLK'G' '••"• ' ,- ;'- SMPSON'A-33 PER BLK, .' ' " •' " -*•''..,' SHEAR PANEL PER PLAN \ FT-OOR FRAMING DETAIL FLRTR33 Typical CN Rim Joist Installation LA COSTA ENGINEERING 2382 CAMINO VIDA ROBLE STE I CARLSBAD. CALIFORNIA 92009 TEL 760-931-0290 FAX 431-1468 EMAIL: kefiflfSPconnectner.com CIVIL • STRUCTURAL MECHANICAL* PETROLEUM CLIENT. JOB CALCULATED BY. CHECKED BY SCALE DATE_ DATE_ SHEET NO.ft 7 A « "• «3 * » « a In nSss;; "» * *^IB IM » i.PC* n.ni M n yj £ « w a •41 I t — M i m o«*« f333§f 5 8 a •a 3 ^ S .as ^t-Spaef ii . Jv a i S i ut { { * I t 2 U O ' *f "i <••*• i«£c* * >o • ' p7 « • SflO ^x. i/lrt o -ct f^ 04 9\ 2 2 ^!ly ut •3 *- u. Ou 2 BJ is I'd Ub2t7:60 00, it 83J V^MMH^HMi" • • Si *l» i I -' *i1 1 I$ SI"Iff = ** •*a i i ,* = ="1 k i uM U) i 00, 2.1 33J CJompuTrus Inc.• .A. >V ^V.' >«V j^. 10370 Htmtt St.. Suit* 200, Riw$ld«.CA 93503 • (909)343-1302 • Fw (909) 343-3180 March 23,1999 TO WHOM IT MAY CONCERN: For those "with existing designs, this letter is to inform you that my California Civil Engineering license #40806 has been renewed and extended to March 31,2003. I hope this does not cause any inconvenience. Very truly yours. David A. JogpSston, P.E. Chief Engineer COMPUTRUS.INC. DAJ/fe £'d 00, ZI 83J CampuTrus, Inc. Manufacturing • Engineering • Computer Systems WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compression web bracing must be installed where shown +. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibil- ity for such bracing. 5. No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. 6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, H1B-91", a copy of which will be furnished by CompuTrus upon request GENERAL NOTES, unless otherwise noted: 1 Design to support loads as shown. 2) Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both laces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211 11. The CompuTrus Net Section Plate is indicated by the prefix "CM", the designator (18) indicated 18 ga. material is used. All others are 20 ga. General Notes: Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. i^'^^^"'^^^ ^f No. 29017 U EXP. 3/31/03 UJ b b £ S II a£5azUJoLUQ.COQZ<UJDSO SD Z S UJXH U- O UJm |.UMBER S__, a"o UJCO o CO <Q. CO Ul ftcou. to.XSX5t.Xca2X(ACA to,O to,fi % to. Q CQ s to. O CA CA to.oin2 to.oi/> to.o 00 "™ to.oIT)2 to.oo fS to. S M B »O N o55 bCMCM9 eoCM i? ^CM V- _i CM 9a (OXCM In«.(O._to^UVID*— <O •7 ^*^ Jn bi *7 U) (D t T- *" to»• V F-. In t v 00 xCM *i-a 9a 9 9 CM If M P|e o< COo r-•^ O) ' CO 6 To03 AJ O> O 1 IT 1QL <<- >r> CM1- O CM CO 6 4 b u: d=i < LU uju. o or co r^ r-» Itn n u>& 10 \a "-"UJ «- *~ ECau^iA wnUJ CD CO O au. inrw OJ (\) o o o o U. 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O C£ OUJW < -5 o§ s< II£8 aCO Z« ufIll0)IS x to o> in-- rtr-flin in »S uTuTSPSS* $3 Q*2 oS h- (9*y823£ 0£CD III Ul Q.(0 111Q5DC O 111y« oCM9rtaCOoCM in « | co X 8 3 9«<Vrt*—COo(O 1^- rt a>S m X vrt<?rt91-<•» «Prt m to X CO 1«roenb-rt «?rt i (O & 8 im«?rtO1-rt 9rt mS f- Q 5 ^rtTrtfMrt n 1 GO a te. £ We i?rt"?rtCMnrt i- rt 8 o» O 8 bCM9rt<?OCM *?rt 1 rt X S*- 9rt<?rt9rt ^n 3 CO in X S•r- vnnrto--rt «?n 1 ID X g «• 1rtrtrto*-rt 9rt n ft t- X 8T- (NlrtTrtCMrt n m S CO X S (M *7«mrtrtrtrt 9•«• S Pi o X g M 9^*9N-in"«?* "?m •«- CM n X N (0KN «?•*l_VT1C*?*• 9m oN in X *• oVmrtIDO**• 9m BOo CD X 10 0'fl--7inrt<0V O) in Sn (O O M ^VCMmt(DJIV ^_ in ina>•* r- a ^ 9inrtin9ID9m 9 CO o> ^ CO & a S S vmtmr^-tom v (O eoCO en & tn 9•*«P^~in9^> in in CO £ rt X g *• °f•*i-•*Tto"°?•* «?in ooS m X 8«• oV-7mrt(Oo^*• ?in o & <o X g *- ^*CMmTtoT"* i- in rt S h- X S " 9inrtin«¥ID9m 9to m S 00 X S M **Ulmm»<DH-in in to 1 o tM X 5 (5 j_m*tID*?r-<^m i rts. rt X 8 toa CMto9tobCOCMto n rt m X *• Tto«PIDC«)COTto !- ^en CD X CO TCO«?CDCMCOT(D rT S CM ID & 8 ^(OenCOTCOin10 EB i r- Q 5 ^(Oi-to900r^CD ' ^S CO Q K S « °pID•7N-909°?to ^ 8 O) O CO C-m**(D"?r-^_in " i CO X g ^ CMto<v(D9COCM(O in CO3 «n i o TCO<9CDtNICOTCO r- oi*-o (O ^ e 10(OenID7COinCO CD rtSi r- X oin f^tot—to9COfvtp K in T* CO X g T-M O*-COCMr-oCOoID CM O 1 O § M V Al ac111 o ow tN VI H 111 i I VI X•*tN i It Itg £?!>m H n u( O ^ ^ Q w m Q- II H II Z t*a c*j t*$ O CO CO d < UJu. a oc FEE 17 '00 P.I FEE 17 '00 09:4EflM P.a1».80»enO m • -'£ if; V* "-i ! 2 »' • •! |IH i " I I ll*iif IH Ij M Jl Campulrua Inc. eowurw t»$Tf uf 10370 H«m«t St., Surti 200, Rfvtrjfd«,CA 82503 * (9091343-1302 • Fax (509} 343-3ISO March 23,1999 TO WHOM IT MAY CONCERN: For those-with existing designs, this letter is to inform you that my California Civil Engineering license #40806 has been renewed and extended to March 31,2003. I hope this does not cause any inconvenience. Very tnily yours, David A. JoQpston, P.E. Chief Engineer COMPUTRUS.INC. DAJ/fe £'d 00,83J SHU H. SHU, GE772 Geotechnical Engineer 4025 Harbor Drive Phone: 760/729-2841 Carlsbad, CA 92008 Fax: 760/720-5466 March 31, 2000 To: Building Officials or City Representatives City of Carlsbad Carlsbad, CA Subject: Review of Building Plan Chen Residence Lot 736 Tract 7367 on Cazadero Drive, La Costa, CA References: (1) May 21,1998 Report "Subsurface Investigation, Lot 736" prepared and signed by Mr. Michael A Contreras of Landtech Engineering. (2) Approved Grading Plan, Project No. PD 505 Drawing 362-1A prepared and signed by Mr. Ronald D. Grunow of RDG Consultants in Carlsbad, CA (3) "Final Report on Observation of Earthwork Operation and Testing of Compacted Fill Placed, Lot 736, Tract 7367 on Cazadero Drive, La Costa, California", by Shu .H. Shu and Dated February 28, 2000. (4) Foundation Plan ( prepared and signed by Martell Montgomery) included in the construction documents. To Whom It May Concern: This is to state that the undersigned has personally observed earthwork operation at subject site and installation of sub-drainage system behind the retaining wall. I also reviewed the foundation plans contained in the construction drawing set. It is concluded that the recommendations presented in the soil reports (References 1 and 3) have been properly incorporated in the foundation plan (Reference 4) and in the site grading work performed in accordance with the approved grading plan (Reference 2). If you have any questions regarding the information presented in this report, please feel free to call. Respectfully submitted, S. H. Shu, GE772 SHU H. SHU, GE772 Geotechnical Engineer 4025 Harbor Drive Phone: 760/729-2841 Carlsbad, CA 92008 Fax: 760/720-5466 February 28,2000 To: Mr. Kuan Yuel V. Chen 1518 Orange View Encinitas, CA Subject: Final Report on Observation of Earthwork Operation And Testing of Compacted Fill Placed Lot 736 Tract 7367 on Cazadero Drive, La Costa, CA References: (1) May 21,1998 Report "Subsurface Investigation, Lot 736" prepared and signed by Mr. Michael A Contreras of Landtech Engineering. (2) Approved Grading Plan, Project No. PD 505 Drawing 362-1A prepared and signed by Mr. Ronald D. Grunow of RDG Consultants in Carlsbad, CA. Dear Mr. Chen: This report present the results of my field observation of site grading and testing of compacted fill placed on Lot 736, Tract 7367, in La Costa (County Assessor's Parcel No. 215-400-13), San Diego County, California. The fieldwork was performed pursuant to your request. The purpose of the site grading is to create a building pad to accommodate construction o f a two-story residential building with an attached garage. The lot is approximately 140 feet wide and 200 feet deep. It gently slopes upward to its south boundary at a slope gradient of less than 5 horizontal to 1 vertical. The original lot was covered with thin brush. Ingress and egress to the lot is via north boundary. The site was graded according to the approved grading plan (Reference 2). Generally, the grading created a 2 to I(horizontal to vertical) cut slope, up to approximately 14 feet maximum, along south boundary of the lot followed by two terraced level pads and a 2 to 1 compacted fill slope facing Cazadero Drive to the north. The 2 to 1 north-facing fill slope was approximately 9 to 10 feet in height. The two terraced pads arc separated by two to three feet of compacted fill slope varying from 2 to 3 feel in height. The residential building and an attached garage structure will be constructed on the south terraced pad having a final pad elevation of 464,7. According to the grading plan, the garage area will be in cut and the building area will be partly in fill and partly in cut. However, the cut area under the building pad was over excavated and a uniform thickness of compacted fill was created. My observation of site preparation and the testing of compacted fill placed started on June 2 and ended on June 7, 1999. Before site grading, a field meeting was held at job site between city inspector, grading contractor, property owner and the undersigned at job site in order to discuss City grading requirements. The fieldwork involved and my observations included Ihe following: • Clearing on site brush and removal of over-sized rock. • Placement of removed brush and over-sized rock in a non-structural disposal area between Cazader Drive and the compacted 2 to 1 fill slope in the northerly portion of the lot. The oversized rocks placed in the nonstructural disposal area were adequately dispersed, and sufficient fines were placed in between to fill voids. The disposal area was then covered with fill materials and compacted. • Observation of cut slope excavation and preparation of area to be filled for compaction. In fill area, the area to be filled was first excavated to competent soil or bedrock. The excavation extended at least 3 feet horizontally beyond fill boundary. The exposed surface was then water conditioned and properly compacted before placing fill materials for compaction. Where cut and fill existed under the building, the cut area was over-excavated to provide for a uniform thickness of compacted fill. The excavations extended horizontally at least 3 feet beyond the perimeter of the building pad. Along the toe of the proposed fill slope area, a horizontal key, approximately 6-foot wide and 3-foot deep was first excavated and properly processed before placing fill for slope construction. • Observation of fill placement in the areas processed for compaction. Clean excavated on-site materials were placed in lifts, approximately 8 to 12 inches in thickness, watered or dried, as necessary, to near optimum moisture content. The water-conditioned materials were then uniformly compacted to at least 90 percent of the maximum laboratory dry density of 122 pounds per cubic foot (page 12 Reference 1) The field density of the compacted fill placed was randomly selected for testing. Where no field density was taken, all compacted fills, both in building pad and fill slope areas, were probed by a steel penetration rod to assure a uniform consistency tluoughout the compacted areas. Grading contractor used bulldozer and tractor for compaction. Excavated rock less than 12 inches in size was also used for compaction. They were properly dispersed and sufficient fine materials placed in between for compaction. • Observation of compaction and fine trimming of the final fill slope surface. The compacted fill slope was compacted to approximately 1 to 2 feet beyond planned final surface and then trimmed back to the final slope surface. Table 1 below shows the results of field density tests. The locations of the tests are shown on the attached Plate 1 entitled "Site Plan". Table l:Results of Compacted Fill Density Test Test No. T-l T-2 T-3 T-4 Test Elevation (feet) * Elev. 456.0 Elev. 458.0 Elcv. 464.0 Elev. 463.0 Tested Field Dry Density (pcf) 110.9 120.2 116.5 110.3 Tested Moisture Content 17.1 15.5 16.0 12.7 Maximum Relative Date of Test Dry Density Compaction (pcf) ** (%) 122.0 122.0 122.0 122.0 90.9 98.5 95.5 90.4 06702/99 06/02/99 06/03/99 06/07/99 * Test elevation was based on the same datum as the approved grading plan (Reference 2). **Pcrpage 12 of Reference 1 report. The typical soil is brown sandy clay with gravel. -2- CONCLUSIONS The earthwork operations at the site were continuously observed and monitored. The fill was uniformly compacted to at least 90 percent of the maximum dry density obtained by the ASTM D1557 method of compaction. The earthwork was performed in general conformance with the pertinent provisions of the "Geotechnical Guidelines for Grading Projects" as presented in the Appendix B of the Reference Report 1 with minor revisions at the discretion of the writer in order to reflect a more site-specific condition. It is my opinions that the fill slopes were adequately compacted. The building pad so constructed is competent to provide adequate foundation support for the one-to two-story wood framed residential building as planned, provided the following recommendations are adhered to during building design and construction stages. RECOMMENDATIONS General: There are several unique characteristics of the compacted fill placed at the site. They are: (a) The materials used for compacted fill came from excavated on site materials. They consisted essentially of scattered boulders and sandy clay soil. The compacted sandy clay is highly expansive with a tested Expansion Index of 132, as reported on Figure 7 of the Reference I report. I have physically confirmed this characteristic during site grading. The sandy clay soil will swell and lose strength upon introduction of water. It will also become sticky, plastic, moldable, soft and compressible. Conversely, the sandy clay will shrink, cracks and becomes hard when subjecting to long period of drying during dry climate season. It is susceptible to significant volume change with change in its moisture content. This characteristic is detrimental to structural performance and should be well recognized. To minimize adverse impact on the structural performance in the future, special precautionary measures should be taken during construction. The Findings and Recommendations, as presented under Section 4 (pages 6 through 6 and 9 including Figure 5 of the Reference 1 report) should be adhered to in the design and construction of concrete slab on grade and the building foundations, unless specifically upgraded in this report. (b) As compacted fill also consists of scattered boulder-size rock, it is possible that foundation trench excavation may encounter difficulties and generate many unexpected voids as the boulders are being removed. Therefore, an adequate factor of safety should be incorporated in concrete volume estimate during construction bidding. (c) The subject lot is neither in the vicinity of a lake or a natural water body nor in amidst of a natural watercourse. In addition, the subsurface materials consist mainly of volcanic rocks and sandy clay soils and is devoid of liquefaction-prone loose sand and silt soils. Therefore, the site should be free from liquefaction problem. -3- Foundation Design and Construction: Conventional spread footing, continuous footing, and drilled, cast in place end bearing piers may be used to support the proposed building. The footings may either be founded on the native bedrock or on the compacted fill. The required depth for footings founded on the native bedrock is at least 18 inches below the lowest adjacent undisturbed ground surface. The required depth of footing founded on the compacted fill or on the native soil in the cut area is 3 feet minimum. The lateral force design requirement and the setback requirement as discussed in the next paragraph may govern the required footing depth. The recommended minimum width for continuous footing is 12 inches, and 18 inches foe both square footing and rounded piers or caissons. The proposed stem wall may be designed with an active earth pressure that is equivalent to a fluid density of 45 pounds per cubic foot. Due to presence of boulders, expansive soils and compacted fill slopes at the site, all structural footings including stem wall or grade beams adjacent to or front a compacted fill slope should maintain a horizontal set back of at least 5 feet from the undisturbed face of the slope. All footings so designed and placed at the recommended minimum depth may be loaded to a maximum unit foundation pressure of 2500 pounds per square foot. This applies to footings founded either on the rock or on compacted fill or on the native soil in cut area. No increase in this value is suggested for increase in foundation width and/or width. This value is for the dead and live loads only. It may be increased one third for combined dead, live and transient seismic or wind load. The steel requirements of footings are shown in the third column of Figure 5 of the Reference 1 report. For footings founded on the native bedrock, the corresponding value listed on the Non to Low Expansive Classification line should be referenced. Similarly, for footings founded on the undisturbed native soils in cut area or on the compacted fill, the corresponding value listed on the Very High Expansive Classification line should be referenced. These are required minimum based on the specific characteristics of the bearing soils. The project structural engineer should determine the actual amount of steels required for each footing based on the structural load criterioa For continuous footing or grade beam design, a differential movement of 1 inch over a span distance of 15 or less is recommended. After footing trench excavations, the exposed soils in the trench should be observed by a Geotechnical Engineer before pouring concrete. If loose soil is exposed, it should be removed or be properly compacted to at least 90 percent of the maximum dry density. Where unexpected voids are generated subsequent to removal of boulder-size rocks, the voids should be completely filled with concrete with the aide of a mechanical vibrator during concrete pouring. Lateral Resistance Design: The lateral force may be resisted by the combinations of (a) the friction developed between the footings and the bearing soils or rocks, and (b) the passive pressure developed on the side faces of the footings. To estimate frictional resistance component, a friclionai coefficient of 0.4 may be used. To estimate passive resistance of the soil on the sides of footing, 300 pounds per square foot per foot of depth is recommended for those footings completely surrounded and confined by a level ground. For those in the vicinity of a compacted fill slope, the use of 100 pounds per square foot per foot of depth is recommended for the sloping soil wedge that adjoins the slope. The recommended maximum passive resistance pressure is 3000 pounds per square foot for the combined total of dead, live and seismic loads. Concrete Slab on Grade: In the proposed garage area where concrete slab on grade will be constructed, the design and construction of the slab should adhere to the corresponding criteria set forth in the 4*, 5th, and 6th columns (under the Very High Expansive Classification) of Figure 5 of the Reference 1 report. Exception is that the 2 of the 8- inch thick rock base suggested in Figure 5 may be replaced with 2-inch of sand immediately below the slab. The sand layer can serve to equalize intruded moisture and support a moisture vapor barrier sandwiched in the sand layer. The moisture vapor barrier should consist of a vinyl membrane sheet with a minimum thickness of 10 mils. Where feasible, a raise-floor alternative can be considered. Retaining Wall Design and Construction: The retaining walls originally planned at the southeast comer and near the west property line have been built under a separate permit However, a planned sub-drainage system behind the wall has not been installed. The sub-drainage system is necessary to minimize or to eliminate hydrostatic pressure from building up behind the wall when the water collected behind the wall accumulates with times. The most commonly used sub-drainage system for retaining wall would consist of the following: (a) One layer of pervious backfill, at least one-foot in thickness immediately behind the wall is required. The backfill materials may consist of sand, gravel or the mixture of both. The layer generally extends to the full height of the wall. (b) A perforated drainage pipe properly wrapped with a filter fabric in the lower portion of the pervious backfill. The drainage pipe should be properly sloped to efficiently drain collected water to suitable discharge outlets and weep holes of the wall. (c) Weep holes in the lower portion of the wall with proper filter fabric. If sand or the mixture of sand and gravel will be used as pervious backfill, the backfill should be mechanically compacted to a non-yielding condition at a densest possible state. If crushed gravel or pea gravel will be used, no field density is required. Driveway Pavement: As the compacted sub-grade soil will be highly expansive, it is prudent to provide a non-yielding base course materials to support the pavement. The base course materials may consist of crushed gravel less than 2-inch in size or the mixture of crushed gravel and sand. The base course materials should be compacted to the densest possible state by use of mechanical means. To design the driveway pavement, either asphalt concrete, plain concrete or reinforced concrete type, the following soil parameters are recommended: a) California Bearing Ratio per U. S. Corps of Engineers or US. Navy procedures 15 b) R-Value per California Department of Transportation procedure 70 c) Subgradc modulus per Portland Cement Association, FAA and AASHO procedures: 225 pounds per square inch per inch of penetration. The recommended minimum thickness of the base course is 8 inches. The combined total thickness should conform to the requirement of the local governing agency. -5- Earthquake Design: The western San Diego region has historically been an area of low seismic activities (Allen et all, 1969, page 753). All of San Diego county, the northwestern tip of Baja California and much of the peripheral offshore areas have been devoid of large earthquake epicenters since 1932. Smaller earthquakes with a magnitude (Richter scale) of 3.9 or less have occurred within this area, but they have been scattered both spatially and temporarily. On the whole, very little damage, if any, occurred as the results of these small earthquakes. The largest recent earthquakes were the low-magnitude of 3.7 and 3.6 events on June 21 and 22, 1964 with epicenters near southeast San Diego. Both of the local events had the maximum Modified Mercalli intensities of VI and caused only slight damage. Since most earthquakes in California are related to movements along faults, thcmost likely place for these earthquakes to occur in the future is along the known active faults that lie within the region. In San Diego region, future earthquakes are most likely to associate with the prominent local faults, such as Rose Canyon fault, the La Nacion fault or the Sweetwater fault. Among these, the Rose Canyon fault is the closest to the job site, and would probably govern the selection of required earthquake design criteria for the proposed project. However, this fault is still more than 10 kilometers away from the job site and was considered to be only "potentially active to low potential" category fault rather than an "active" fault. Elliot has studied this fault, and concluded that the Rose Canyon fault might produce an earthquake having a magnitude of 4.8 in a 100 years recurrence time. Based on these findings, the recommended soil parameters that may be used for earthquake design, per 1997 Uniform Building Code, are as follows: 1. Seismic Zone Factor, Z =* 0.4 per Figure 16-2 of UBC. 2. Soil Profile Type per Table 16-J of UBC : Sd ( Standard Penetration Blow Counts Criterion 15 to 50 category) 3. Seismic Source Type: C per Table 16-S and 16-T of UBC. 4. Closest Distance to Known Seismic Source: >= 10 km for Table 16-S and 16-T of UBC. 5. Maximum Moment Magnitude, M<6.5, SR<=2 mm/year 6. Using above selected factors to determine the Near-Source Factor, the Na and Nv of Table 16-S and 16-T of UBC, respectively, should be 1. Site Drainage: As expansive soil is susceptible to volumetric change with change in moisture content, an efficient site drainage system should be installed and maintained permanently. This is aimed to minimize inflow of surface runoff into the expansive soil and thereby minimize its volume change. It is also advisable that the irrigation water for the planter box around the building should be strictly sealed or be discharged to suitable outlets located away from the building. Plantings around the building peripheries should also be judiciously planned, so that the intruded water will not adversely affect the building foundation and slab. Construction Observation and Testing: The conclusions and recommendations presented in this report arc based on the information obtained from the Reference 1 report as well as the information obtained from the field observation and field density tests. As subsurface materials vary from place to place, a Gcotcchnical Engineer should be contacted to observe and to check the following phases of construction work: 1. After foundation trench excavation before setting steels and pouring concrete. 2. Backfilling of utility trench and retaining wall. 3. After placing moisture barrier in the slab on-grade area before placing reinforcing steels of the slab. 4. After placement of reinforcing steels for concrete slab on-grade before pouring concrete. 5. Temporary excavations in the vicinity of any existing structure. -b- If you have any questions regarding the information presented in this report, please feei free to call. Respectfully submitted, -7- Engineering Geotechnical • Foundation • Consultant Reg. Civil Engineer Phone 619 505-9338 Lie. in California Pager 619 526-6453 May 21,1998 File No. 2070.01 Mr. Victor Chen Lot 736, Cazadero Drive La Costa, CA. 92009 Subject: SUBSURFACE INVESTIGATION Lot 736, Cazadero Drive La Costa, CA. 92009 At your request, LandTech Engineering has performed a subsurface investigation consisting of two test pits excavations. The opinions, herein, are based upon our observations at the site, research, laboratory testing, experience, and professional judgement. We appreciate the opportunity to be of service. Should you have any questions, please do not hesitate to call. Sincerely, LandTech Engineering ^JT^-- Q. Michael A. Contreras - : Project Engineer :;- : ' ":i* R.C.E. 55430 - " •'-—- Distribution: City of Carlsbad -(2) R.D.G Consultants^ 1) 1767 Glidden Court, San Diego, CA 92111 File No. 2070.01 May21, 1998 LIST OF FIGURES Figure No. Figure Title Page 1 Location Map 2 2 Site Plan Sketch 4 3 Soil Profile 5 4 Location of Test Pits 7 5 Expansive Soil Foundation Recs. 8 6 Field Density Test 12 7 Expansion Index Chart 13 8 Particle Size Distribution Curve 14 i'T ~:~-^~'~-*f;- v „•> • N>•N Ol W 997 Thomas Bros. Maps -rj^BtTSGSi * •*'g^-X XA<5T1 j fr^jP'Mi ^v^tA xriA£^ FIGURE! File No. 2070.01 May 21, 1998 TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 Purpose 1 1.2 Scope of Services 1 2.0 SITE CONDITIONS 3 2.1 Site Description 3 3.0 SUBSURFACE EXPLORATION 6 4.0 FINDINGS AND RECOMMENDATIONS 6,7,8 5.0 LIMITATIONS & UNIFORMITY OF CONDITIONS 9 6.0 APPENDICES 10 File No. 2070.01 May 21, 1998 Page 1 1.0 INTRODUCTION 1.1 Purpose This report presents the results of our investigation into conditions at the subject site, located on Cazadero Drive in La Costa, California (see Figure 1, Location Map). The purpose of the investigation was to identify the soil conditions for the proposed structure. 1.2 Scope of Services The scope of services for the project included the following: Review of available maps, reports, and other published and unpublished literature relevant to the site. Subsurface exploration consisting of two hand excavated test pits. Laboratory testing of obtained soil samples. Appendix A presents the test laboratory results. Engineering and geologic analysis, which resulted in the development of conclusions and recommendations. Preparation of this report. File No 2070.01 May 21, 1998 Page 3 2.0 SITE CONDmONS 2.1 Site description The rectangular shaped lot is located on the south side of Cazadero Drive in La Costa, California. The lot dimensions are approximately 140 feet wide by 200 feet deep. The elevation pad for the proposed house will be 467 feet above sea level. There is a ascending slope in the southerly direction from Cazadero Drive to the rear portion of the lot. The slope inclination is slightly less than 5:1 (horizontal to vertical) which ranges throughout the entire length of the lot (see figure 2). The existing vegetation consist mainly of brush which density ranges from minor to moderate. No large trees were noted on the site. According to the Fault Map compiled by J.A. Treiman in 1984, no faults exist within a close proximity of the subject site. It is our understanding that it is the owners contention to construct a two-story single family home on the property. The foundation system will consist of slab on grade as well as raised wood flooring (see figure 2). In order to construct the house, it will be necessary to conduct grading work on the lot. The grading will be done in accordance with figure 2. A soil profile of the original and finished grade is provided in figure 3. File No. 2070.01 May 21,1998 Page 6 3.0 SUBSURFACE EXPLORATION The objective of the field exploration was to reveal subsurface conditions and determine design parameters for the foundation. Two test pits were conducted at various locations at the site. The test pits were excavated at the locations presented on figure 4. The site was tested for relative compaction, expansion and the soil type was determined. Sand cone density tests were conducted in accordance with (ASTM 1157). The expansion test was conducted in accordance with U.B.C. Standard No. 18-2. And finally, the soil type was determined utilizing (ASTM D 422). The results of our findings are Appendix A of this report. 4.0 FINDINGS AND RECOMMENDATIONS Recommendations are outside the current consulting agreement, however, it is the opinion of LandTech Engineering that the following be adhered to: The footings are excavated in accordance with figure 5 using the "VERY HIGH" category. Also the footing reinforcement should comply with figure 5, again using the "VERY HIGH" category. The slab is to be constructed using the parameters given in figure 5 using the "VERY HIGH" category. The compacted fill soils that occur within 5 feet of the face of the fill slope possess poor lateral stability, even though they £ BHHOId LU o_ i CNJ O OC o CO o03 CO u. UJ-I oFT o-o 3" O EXPANSIVE SOIL FOUNDATION RECOMMENDATIONS EXPANJJVE CUSSiriCATIOH Man* Co Low Pedius Nigh very «> 9*1 DIPT* or>TC. ieiou»oj. caAoe 18" Citerior 12" Interior 2t" Sxterior H" interior 30" Exterior 2t" interior 36" Jiterior 30" Interior fOOT I «C REINFORCEMENT Exterior; t « bars, Z too and 2 bottom interior: 2 ft- bars, 1 top and 1 bat: on EBttriar: 4 «5 bars, 2 TDD »nd 2 bottom Interior; 4 14 Mrs, 2 toe and 2 bottom Cktsriftr; t t5 *»rs, 2 tee and 2 batten interior: t §5 bars. 2 top and 2 bet tow Exterior: * *5 ban 3 tea an* 3 botten Interior: 4 «5 bars, 2 top »nd 2 bottM SLU THICtNESS/ SELCU SUgS t« Nominal wiih •J bars at 16"o.c.e.u. 4- wet with f3 ban»t 12" O.C.E.U. 1- net with « barsai 16" O.C.E.w, 6" NMinal with«*. bwt at 12* Q.C.E.U. B«CS*TUR*riO« 9ELCU SLAiS to 12" to 18" ro 2t- so 33" •OCK BASESELCU SiiiS 39tienal t*1 6" 8" 1] Tnese reeomieraation« er* intended to fubstantieUy reduce riak of tignitlcftnt foinatian and slab cracking.It mould be reeoiniiM thet aoopting theie reeontMndation» My not prevent eracxing in ell case*. Criteriafor isecial foundation* wicn * lower rttk aotentfal can be o)av«ioeea toon requett. Actual rvconmenaat i one enindividual (ite« iuy verv. e»oanti»t soil recomendadons tnogtfl not be caraioerea to preeluM nore restrictive structural or cod* requirement*. Also, tnese reeoaiMndction* should net be considered to precludestructural tqwtvit«n« (e.fl., 1 16 Mr in Ueu a< I tX bars). 2} unless crtckinv etn M tolertted, :he*e reeoRmr«»tiom tHouid »lto b« emidereo) applicable t« exteriorflatwork and foundation* for other #opurtenent inprovetwnts. Statt *no) fouVatiani for exterior loarovmtnts•hien *owt ihe Min structure iheuld be itructwritly cantinuout uith the main buileiin« or • distinctarchitectural teperation mould oe provided. Sftete aouttinf can result in separation, unlest verticaldfffereniial at me outer tofle of Matwork cart be tolerated. • minim* 10-inch wife cut-off wall Would b* constructed to the saa* deetn as specified for exterior footings. 3) Preservation o' footinf ar«at (« not •dvfsed, but at tne tfew of concrete pleeeetent footin«s inoutd begenerally moist and free of desiccation cr«ckt. i) The rock base ipeci-ffed tfiowld b* 3/4-incfi rock or approveol elterrwtive. Si vaeor menOrene sucn «• "viiquwn," if adopted, should be tO-a>it tnfekness and sAowld be Installed to provide a continuous •oilture barrier. The MMttrane. tMutd be se,«l«4 around 9>p«* »na a* overitin by » minisvn of 1-incn of clean sand. 6) Unless otherwise ipectfled, eutteJnirit near deseendJnf slopes should be> increased to provide at feast 1S-feethsruontat distance to daviiflM for IOM to eadeTKely e*Mnsive eonaitien*. This value- should be increased IB 20-feet for highly expansive conditions. Deepened footing! near slopes will require design »s retainingwalls. 7) Srade Ma* recconended across garage entrances to tiariter depth and reinforceMent as eaterior footings. 9) Isolated piers not recoMenaed for Mdiue or higher classification. 9) Approved alltfnativu PMt-tensioned stab or conventionak rigid net as designed or * structural engineer. 10) Exceoi in asrege, slae* should be structurally tied to perimeter footings by o»r ties Mtehing slab)reinforcement which wrap around footing reinforcement and extend at least 3-feet into slaQs. IF CAAOC DEVELOPS. COSM6TICAU.Y R£P*fl AS NtEOED - FORMED SUF1FACE ftejINFOAQNO BAMS INTERIOfl FOOTING SUUIOETAH. EXPANSIVE SOIL FOUNDATION RECOMMENDATIONS LANDTECH ENGINEERING ™-2070.01 MAY 1998 Figure 5 File No. 2070.01 May 21, 1998 Page 9 will be certified to a relative compaction of 90 percent or better. Proposed structures such as the driveway and the north section of the garage that are located near the face of the slope could suffer differential movement as a result of the poor lateral stability of these soils. At these sections, the footings should be founded a minimum of 36 inches into natural material. In the traveling areas and parking areas for automobiles and light trucks, it is recommended that the pavement section consist of at least 2 inches thick of asphalt concrete over at least 5 inches thick of crusher rum base, decomposed granite (graded or equal). Planter boxes adjacent to the building foundation should be minimized to reduce expansion potential to the structure. Any grading conducted on the site, shall be performed in accordance with the enclosed "Grading Guidelines", located in Appendix B, and with the general requirements of the City of Carlsbad. File No. 2070.01 May 21,1998 Page 10 5.0 LIMITATIONS &UMFORMITY OF CONDITIONS: The findings in this report have been derived in accordance with current standards of practice, and no warranty is expressed or implied. This report is presented with the understanding that it is the responsibility of the owner, or representative, to insure the recommendations in this report are carried out in the field. Additionally, it is the responsibility of the aforementioned person that the information in this report is brought the attention of the "design team", consisting of architects, engineers, ect, such that all information can be incorporated into the building plans. The findings in this report are applicable as of the present date. However, changes in the condition of a property can occur with the passage of time, whether the changes be due to natural processes or the works of man on this property. The use of this report, its contents, or any part thereof, by any agent other than the one to whom this report is addressed, is herewith disallowed. File No. 2070.01 May 21,1998 Page 11 APPENDIX A File No. 2070.01 May 21,1998 Page 12 FIELD DENSITY TESTS Location (In feet) T-2@. 5-1.0' Field Dry Density (pcf) 114 111 Lab Max Dry Density (pcf) 122 122 Relative Compaction 93 91 Field Moisture Content(%) 6.9 6.3 150 132 *• VERY HIGH 100 HIGH 50 MEDIUM LOW VERY LOW EXPANSION INDEX YIELDED 132 EXPANSION INDEX CHART \NOTECH ENGINEERING I F.N.2070.01 I MAY 1998 Figure 7 zo < 0 tk M 09 *U Xuoz £o«• >" 0. I a 3g oB 2 00 u O az CO D Q Ul O1™ UJz LL Z occ CD1 Q UJDC C\J CM jj XO Ul i?a.r- Ul Q oZ u M Ul *"1a. H UJ COzo Q LU>ocUJCO COo UJenUJ 04 O Q. O CO*o OOC UJ O PARTICLE SIZE DISTRIBUTION LANDTECH ENGINEERING F.N. 2070.01 MAY 1998 Figure 8 File No. 2070.01 May 21, 1998 Page 15 APPENDIX B GEOTECHNICAL GUIDELINES FOR GRADING PROJECTS TABLE OF CONTENTS Page A. GENERAL 1 8. DEFINITION OF TERMS I-4 C. OBLIGATIONS OF PARTIES 5 D. SITE PREPARATION 5-6 E. SITE PROTECTION • 6-3 F. EXCAVATIONS 8 Fl. UNSUITABLE MATERIALS 8 F2. CUT SLOPES 8-9 F3. PAD AREAS 9 G. COMPACTED FILL 9 Gl. PLACEMENT ' 9-11 62. MOISTURE 11-12 G3. FILL MATERIAL 12-14 64. FILL SLOPES 14-15 G5. OFF-SITE FILL 15-16 H. DRAINAGE -— - • lg I. STAKING 16-17 J. SLOPE MAINTENANCE \7 Jl. LANDSCAPE PLANTS 17 J2. IRRIGATION 17 J3. MAINTENANCE 17-18 J4. REPAIRS 18 K. TRENCH BACKFILL 18 L. STATUS OF GRADING 19 STANDARD DETAILS NOS. 1-9 GEOTECHKICAl GUIDELINES FOR GRADING PROJECTS A. GENERAL Al The guidelines contained herein and trie standard details attached hereto represent this firm's standard recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the project specifi- cations. A2 All plates attached hereto shall be considered as part of these guidelines. A3 The Contractor should not vary from these guidelines without prior recommendation by the Geotechnical Consultant and the approval of the Client or his authorized representative. Recommendations by the Geotechnical Consultant and/or Client should not be considered to preclude requirements for approval by the controlling agency prior to the execution of any changes. A4 These Standard Grading Guidelines and Standard Details may be modified and/or superseded by recommendations contained in the text of the preliminary geotechnical report and/or subsequent reports. AS If disputes arise out of the interpretation of these grading guidelines or standard details, the Geotechnical Consultant shall provide the governing interpretation. B. DEFINITIONS OF TERMS Bl ALLUVIUM - unconsolidated detrital deposits resulting from flow of water, including sediments deposited in river beds, canyons, flood plains, lakes, fans at the foot of slopes and estuaries. B2 AS-GRADED (AS-BUILT) - the surface and subsurface conditions at completion of grading. B3 BACKCUT - a temporary construction slope at the rear of earth retaining structures such as buttresses, shear keys, stabilization fills or retaining walls. B4 BAOCDRAIM - generally a pipe and gravel or similar drainage system placed behind earth retaining structures such as buttresses, stabilization fills and retaining walls. B5 BEDROCK - a more or less solid, relatively undisturbed rock in place either at the surface or beneath superficial deposits of soil. B6 BENCH - a relatively level step and near vertical rise excavated into sloping ground on which fill is to be placed. Page Two B7 BORROW (Import) - any fill material hauled to the project site from off-site areas. 88 BUTTRESS FILL - a fill mass, the configuration of which is designed by engineering calculations to stabilize a slope exhibiting adverse geologic features. A buttress is generally specified by minimum key width and depth and by maximum backcut angle. A buttress normally contains a backdrainage system. B9 CIVIL ENGINEER - the Registered Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topographic conditions. BIO CLIENT - the Developer or his authorized representative who is chiefly in charge of the project. He shall have the responsibility of reviewing the findings and recommendations made by the Geotech- nical Consultant and shall authorize the Contractor and/or other consultants to perform work and/or provide services. Bll COLLUVIUM - generally loose deposits usually found near the base of slopes and brought there chiefly by gravity through slow continuous downhill creep (also see Slope Wash). B12 COMPACTION - is the densification of a fill by mechanical means. 813 CONTRACTOR - a person or company under contract or otherwise retained by the Client to perform demolition, grading and other site improvements. 814 DEBRIS - all products of clearing, grubbing, demolition, contami- nated soil material unsuitable for reuse as compacted fill and/or any other material so designated by the Geotecnnical Consultant. 815 ENGINEERING GEOLOGIST - a Geologist holding a valid certificate of registration in the specialty of Engineering Geology. 316 ENGINEERED FILL - a fill of which the Geotechnical Consultant or his representative, during grading, has made sufficient tests to enable him to conclude that the fill has been placed in substantial compliance with the recommendations of the Geotechnical Consultant and the governing agency requirements. B17 EROSION - the wearing away of the ground surface as a result of the movement of wind, water and/or ice. 818 EXCAVATION - the mechanical removal of earth materials. 819 EXISTING GRADE - the ground surface configuration prior to grading. Page Three 820 FILL - any deposits of soil, rock, soil-rock blends or other similar materials placed by man. 821 FINISH GRADE - the ground surface configuration at which time the surface elevations conform to the approved plan. 822 GEOFA8RIC - any engineering textile utilized in geotechnical applications including subgrade stabilization ana filtering. B23 GEOLOGIST - a representative of the Geotechnical Consultant educated and trained in the field of geology. B24 GEOTECHNICAL CONSULTANT - the Geotechnical Engineering and Engineering Geology consulting firm retained to provide technical services for the project. For the purpose of these guidelines, observations by the Geotechnical Consultant include observations by the Soil Engineer, Geotechnical Engineer, Engineering Geologist and those performed by persons employed by and responsible to the Geotechnical Consultants. B25 GEOTECHNICAL ENGINEER - a licensed Civil Engineer who applies scientific methods, engineering principles and professional experience to the acquisition, interpretation and use of knowledge of materials of the earth's crust for the evaluation of engineering problems. Geotechnical Engineering encompasses many of the engineering aspects of soil mechanics, rock mechanics, geology, geophysics, hydrology and related sciences. B26 GRADING - any operation consisting of excavation, filling or cotnoinations thereof and associated operations. B27 LANDSLIDE DEBRIS - material, generally porous and of low density, produced from instability of natural or man-maae slopes. B28 MAXIMUM DENSITY - standard laboratory test for maximum dry unit weight. Unless otherwise specified, the maximum dry unit weight shall be determined in accordance with ASTM Method of Test 0 1557-78. B29 OPTIMUM MOISTURE - test moisture content at the maximum density. B3Q RELATIVE COMPACTION - the degree of compaction (expressed as a percentage) of dry unit weight of a material as compared to the maximum dry unit weight of the material. B31 ROUGH GRADE - the ground surface configuration at which time the surface elevations approximately conform to the approved plan. Page Four B32 SITE - the particular parcel of land where grading is being performed. 833 SHEAR KEY.- similar to buttress, however, it is generally constructed by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without grading encroach- ing into the lower portion of the slope. B34 SLOPE - is an inclined ground surface the steepness of which is generally specified as a ration of horizontal: vertical (e.g., 2:1). B35 SLOPE WASH - soil and/or rock material that has been transported down a slope by mass wasting assisted by runoff water not confined by channels (also see Colluvium). B36 SOIL - naturally occurring deposits of sand, silt, clay, etc. or combinations thereof. B37 SOIL ENGINEER - licensed Civil Engineer experienced in soil mechanics (also see Geotechnical Engineer). B38 STABILIZATION FILL - a fill mass, the configuration of which is typically related to slope height and is specified by the standards of practice for enhancing the stability of locally adverse condi- tions. A stabilization fill is normally specified by minimum key width and depth and by maximum backcut angle. A stabilization fill may or may not have a backdrainage system specified. B39 SUBDRAIN - generally a pipe and gravel or similar drainage system placed beneath a fill in the alignment of canyons or former drain- age channels. . __ B40 SLOUGH - loose, noncompacted fill material generated during grading operations. B41 TAILINGS - nonengineered fill which accumulates on or adjacent to equipment haul-roads. B42 TERRACE - relatively level step constructed in the face of a graded slope surface for drainage control and maintenance purposes. B43 TOPSOIL - the presumably fertile upper zone of soil which is usually darker in color and loose. B44 WINDROW - a string of large rock buried within engineered fill in accordance with guidelines set forth by the Geotechnical Consul- tant. Page Five C. OBLIGATIONS OF PARTIES Cl The Geotechnical Consultant should provide observation and testing services and should make evaluations to advise the Client on geotechnical matters. The geotechnical Consultant should report his findings and recommendations to the Client or his authorized representative. C2 The Client should be chiefly responsible for all aspects of the project. He or his authorized representative has the responsi- bility of reviewing the findings and recommendations of the Geotechnical Consultant. He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services. During grading the Client or his autho- rized representative should remain on-site or should remain. reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project. C3 The Contractor should be responsible for the safety of the project and satisfactory completion of all grading and other associated operations on consruction projects, Including, but not limited to, earth work in accordance with the project plans, specifications and controlling agency requirements. During grading, the Contractor or his authorized representative should remain on-site. Overnight and on days off, the Contractor should remain accessible. D. SITE PREPARATION 01 The Client, prior to any site preparation or grading, should arrange and attend a meeting among the Grading Contractor, the Design Engineer, the Geotechnical Consultant, representatives of the appropriate'governing authorities as well as any other concerned parties. All parties should be given at least 48 hours notice. 02 Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, roots of trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. . 03 Demolition should include removal of buildings, structures, foundations reservoirs, utilities (Including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) and other man-made surface and subsurface improve- ments from the areas to be graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells 1n accordance with the Page Six requirements of the governing authorities and the recommendations of the Geotechnical Consultant at the time of demolition. 04 Trees, plants or man-made .improvements not planned to be removed or demolished should be protected by the Contractor from damage or i n j ury. D5 Debris generated during clearing, grubbing and/or demolition opera- tions should be wasted from areas to be graded and disposed off- site. Clearing, grubbing and demolition operations should be performed under the observation of the Geotechnical Consultant. 06 The Client or Contractor should obtain the required approvals from the controlling authorities for the project prior, during ana/or after demolition, site preparation and removals, etc. The appro- priate approvals should be obtained prior to proceeding with grading operations. E. SITE PROTECTION. El Protection of the site during the period of grading should be the responsibility of the Contractor. Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the Geotechnical Consultant, the Client and the regulating agencies. £2 The Contractor should be responsible for the stability of all temporary excavations. Recommendations by the Geotechnical Consultant pertaining to temporary excavations (e.g., backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibili- ties of the Contractor. Recommendations by the Geotechnical Consultant should not be considered to preclude more restrictive requirements by the regulating agencies. E3 Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. Page Seven E4 During periods of rainfall, plastic sheeting should be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the Contractor should install checkdams, desilting basins, rip-rap, sand bags or other devices or methods necessary to control erosion and provide safe conditions. E5 During periods of rainfall, the Geotecnnical Consultant should be kept informed by the Contractor as to the nature of remedial or preventative work being performed (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). E6 Following periods of rainfall, the Contractor should contact the Geotechnical consultant and arrange a walkover of the site in order to visually assess rain related damage. The Geotechnical Consul- tant may also recommend excavations and testing in order to aid in his assessments. At the request of the Geotechnical Consultant, the Contractor shall make excavations in order to evaluate the extent of rain related-damage. E7 Rain-related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions identified by the Geotech- nical Consultant. Soil adversely affected should be classified as Unsuitable Materials and should be subject to overexcavation and replacement with compacted fill or other remdial grading as recommended by the Geotechnical Consultant. E8 Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, should be overexcavated .to unaffected, competent material. Where less than 1.0 foot in depth, unsuitable materials may be processed in-place to achieve near-optimum moisture conditions, then thoroughly recompacted in accordance with the applicable specifications. If the desired results are not achieved, the affected materials should be overexcavated, then replaced in accordance with the applicable specifications. E9 In slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1.0 foot, they should be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture conditionning in-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials should be overexcavated and replaced as compacted fill in Page Eight accordance with the slope repair recommendations herein. As field conditions dictate, other slope repair procedures may be recom- mended by the Geotechnical Consultant. F. EXCAVATIONS Fl UNSUITABLE MATERIALS Fl.l Materials which are unsuitable should be excavated under observation and recommendations of the Geotechnical Consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengineered or otherwise deleterious fill materials. F1.2 Material identified by the Geotechnical Consultant as unsatisfactory due to it's moisture conditions should be overexcavated, watered or dried, as needed, and thoroughly blended to a uniform near optimum moisture condition (as per guidelines reference 7.2.1) prior to placement as compacted fill. F2 CUT SLOPES F2.1 Unless otherwise recommended by the Geotechnical Consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2:1 (horizontal vertical). F2.2 If excavations for cut slopes espose loose, cohesionless, significantly fractured or otherwise unsuitable material, overexcavation and replacement of the unsitable materials with a compacted stabilization fill should be accomplished as recommended by the Geotechnical Consultant. Unless otherwise specified by the Geotechnical Consultant, stabilization fill construction should conform to the requirements of the Standard Details. F2.3 The Geotechnical Consultant should review cut slopes during excavation. The Geotechnical Consultant should be notified by the contractor prior to beginning slope excavations. F2.4 If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered which were not anticipated in the preliminary report, the Geotechnical Consultant should explore, analyze and make recommendations to treat these problems. Page Nine F2.5 When cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top-of-cut. F3 PAD AREAS F3.1 AIT lot pad areas, including sice yard terraces, above stabilization fills or buttresses should be overexcavated to provide for a minimum of 3 feet (refer to Standard Details) of compacted fill over the entire pad area, pad areas with both fill and cut materials exposed and pad areas containing both very shallow (less than 3 feet) and deeper fill should be overexcavated to provide for a uniform compacted fill blanker with a minimum of 3 feet in thickness (refer to Standard Details). Cut areas exposing significantly varying material types should also be overexcavated to provide for at least a 3-foot thick compacted fill blanket. Geotechni- cal conditions may require greater depth of overexcavation. The actual depth should be delineated by the Geotechnical Consultant during grading. F3.2 For pad areas created above cut or natural slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a berm and/or an appropriate pad gradient. A gradient in soil areas away from the top-of-slopes of 2 percent or greater is reconmended. G. COMPACTED FILL All fin materials should be compacted as specified below or by other methods specifically reconmended by the Geotechnical Consultant. Unless otherwise specified, the minimum degree of compaction (relative compac- tion) should be 90 percent of the laboratory maximum Density. Gl PLACEMENT Gl.l Prior to placement of compacted fill, the Contractor should request a review by the Geotechnical Consultant of the exposed ground surface. Unless otherwise recommended, the exposed ground surface should then be scarified (six inches minimum), watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions, then thoroughly compacted to a minimum of 90 percent of the maximum density. The review by the Geotechnical Consultant should not be considered to preclude requirement of inspection and approval by the governing agency. Page Ten G1.2 Compacted fill should be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction. Each lift should be watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions then thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. G1.3 The Contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in " consideration of moisture retention properties of the materials. If necessary, excavation equipment should be "shut down" temporarily in order to permit proper compaction of fills. Earth moving equipment should only be considered a supplement and not substituted for conven- tional compaction equipment. G1.4 When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal:vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying ana benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area subsequent to keying arid benching until the area has been reviewed by the Geotechm'cal Consultant. Material generated by the benching operation should be movea sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement of fill. Typical keying and benching details have been included within the accompanying Standard Details. G1.5 Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false • slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical.bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. G1.6 Fill should be tested for compliance with the recommended relative compaction and moisture conditions. Field density Page Eleven testing should conform to ASTM Method of Test 01556-64, D2922-78 and/or 02937-71. Tests should be provided for about every txo vertical feet or 1,000 cubic yarns of fill placed. Actual test interval may vary as field conditions dictate. Fill found not to be in confonnance with the grading reconmendations should be removed or otherwise handled as recommended by the Geotechnical Consultant. G1.7 The Contractor should assist the Geotechnical Consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. G1.8 As recommended by the Geotechnical Consultant, the Contractor should "shut down" or remove grading equipment from an area being tested. G1.9 The Geotechnical Consultant should maintain a plan with estimated locations of field tests. Unless the client provides for actual surveying of test locations, the estimated locations by the Geotechnical Consultant should only be considered rough estimates and should not be utilized for the purpose of preparing cross sections showing test locations or 1n any case for the purpose of after-the-fact evaluating of the sequence of fill pi acement. G2 MOISTURE G2.I For field testing purposes, "near optimum" moisture will vary with material type and other factors including . compaction procedure. "Near optimum" may be specifically recommended in Preliminary Investigation Reports and/or may be evaluated during grading. As a preliminary guideline "near optimum" should be considered from one percent below to three percent above optimum. G2.2 Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarifica- tion, watered or dried as needed, thoroughly blended to near-optimum moisture conditions, then recompacted to a minimum of 90 percent of laboratory maximum dry density. Where wet or other dry or other unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be overexcavated. Page Twelve G2.3 Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described under Section E6 herein. G3 FILL MATERIAL G3.1 Excavated on-site materials which are acceptable to the Geotechnical Consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. G3.2 Where import materials are required for use on-site, the Geotechnical Consultant should be notified at least 72 hours in advance of importing, in order to sample and test materials from proposed borrow sites. No import materials should be delivered for use on-site without prior sampling and testing by Geotechnical Consultant. G3.3 Where oversized rock or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off-site or on-site in - areas designated as "nonstructural rock disposal areas". Rock placed in disposal areas should be placed with sufficient fines to fill voids. The rock should be compacted in lifts to an unyielding condition. The disposal area should be covered with at least three feet of compacted fill which is free of oversized material. The upper three feet should be placed in accordance with the guidelines for compacted fill herein. G3.4 Rocks 12 inches in maximum dimension and smaller may be utilized within the compacted fill, provided they are placed in such manner that nesting of the rock is avoided. Fill should be placed and thoroughly compacted over and around all rock. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve size. The 12-inch and 40 percent reconroendations herein may vary as field conditions dictate. G3.5 During the course of grading operations, rocks or similar irreducible materials greater than 12 inches maximum dimension (oversized material), may be generated. These rocks should not be placed within the compacted fill unless placed as recommended by the Geotechnical Consultant. G3.6 Where rocks or similar irreducible materials of greater than 12 inches but less than four feet of maximum dimension Page Thirteen are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the accompanying Standard Details is recommended. Rocks greater than four feet should be broken down or disposed off-site. Rocks up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 20 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated.or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil {S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so that successive strata of oversized material are not in the same vertical plane. The Contractor should be aware that the placement of rock in windrows will significantly slow the grading operation and may require additional equipment and/or special equipment. G3,7 It may be possible to dispose of individual larger rock as field conditions dictate and as recomnended by the Geotechnical Consultant at the time of placement. G3.8 Material that is considered unsuitable by the Geotechnical Consultant should not be utilized in the compacted fill. G3,9 During grading operations, placing and mixing the materials from the cut and/or borrow areas may result in soil mix- tures which possess unique physical properties. Testing may be reauirea of samples obtained directly from the fill areas in order to verify conformance with the specifica- tions. Processing of these additional samples may take two or more working days. The contractor may elect to move the operation to other areas within the project, or may continue placing compacted fill pending laboratory and field test results. Should he elect the second alterna- tive, fill placed is done so at the Contractor's risk. G3.10 Any fill placed in areas not previously reviewed and evaluated by the Geotechnical Consultant, and/or in other areas, without prior notification to the Geotechnical Page Fourteen Consultant may require removal and recompaction at the Contractor's expense. Determination of overexcavations should be made upon review of field conditions by the Geotechnical Consultant. G4 FILL SLOPES G4.1 Unless otherwise recommended by the Geotechnical Consultant and approved by the regulating agencies, permanent fill slopes should not be steeper than 2:1 {Horizontal: vertical). G4.2 Except as specifically recommended otherwise or as otherwise provided for in these grading guidelines (Reference G4.3), compacted fill slopes should be overbuilt and cut back to grade, exposing the firm, compacted fill inner core. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes should be overexcavatea and reconstructed under the guidelines of the Geotechnical Consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the Contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. G4.3 Although no construction procedure produces a slope free from risk of future movement, overfilling and cutting back of slope to a compacted inner core is, given no other •constraints, the most desirable procedure. Other constraints, however, must often be considered. These constraints may include property line situations, access, the critical nature of the development and cost. Where such constraints are identified, slope face compaction on slopes of 2:1 or flatter may be attempted as a second best alternative by conventional construction procedures including backrolling techniques upon specific recommendation by the Geotechnical Consultant. Fill placement should proceed in thin lifts, (i.e., six to eight inch loose thickness). Each lift should be moisture conditioned and thoroughly compacted. The desired moisture condition should be maintained and/or re-established, where necessary, during the period between successive lifts. Selected lifts should be tested to ascertain that desired compaction is being achieved. Care should be taken to extend compactive effort to the outer edge of the slope. Page Fifteen Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately establish desired grades. Grade during construction should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts. At intervals not exceeding four feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly bacJcrolled utilizing a conventional sheepsfoottype roller. Care should be taken to maintain the desired moisture conditions and/or reestablishing same as needed prior to backrolling. Upon achieving final grade, the slopes should again be moisture conditioned and thoroughly backrolled. The use of a side-boom roller will probably be necessary and vibratory methods are strongly recommended. Without delay, so as to avoid (if possible) further moisture conditioning, the slopes should then be grid-rolled to achieve a relatively smooth surface and uniformly compact condition. In order to monitor slope construction procedures, moisture and density tests should be taken at regular intervals. Failure to achieve the desired results will likely result in a reconrnendatlon by the Geotechnical Consultant to overexcavate the slope surfaces followed by reconstruction of the slopes utilizing over-filling and cutting bacic procedures and/or further attempt at the conventional backrolling approach. Other recommendations may also be provided which would *be commensurate with field conditions. G4.4 Where placement of fill above a natural slope or above a cut slope is proposed, the fill slope configuration as presented in the accompanying Standard Details should be adopted. G4.5 For pad areas above fill slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a benn and pad gradients of at least 2 percent in soil areas. G5 OFF-SITE FILL G5.1 Off-site fill should be treated in the same manner as recommended in these specifications for site preparation, excavation, drains, compaction, etc. Page Sixteen G5.2 Off-site canyon fill should be placed in preparation for future additional fill, as shown in the accompanying Standard Details. G5.3 Off-site fill subdrains temporarily terminated (up canyon) should be surveyed for future relocation and connection. H. DRAINAGE HI Canyon subdrain systems specified by the Geotechnical Consultant should be installed in accordance with the Standard Details. H2 Typical subdrains for compacted fill buttresses, slope stabilizations or sidehill masses, should be installed in accordance with the specifications of the accompanying Standard Details. H3 Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, concrete swales). H4 For drainage over soil areas immediately away from structures, (i.e., within four feet) a minimum of 4 percent gradient should be maintained. Pad drainage of at least 2 percent should be maintained over soil areas. Pad drainage may be reduced to at least 1 percent for projects where no slopes exist, either natural or manmade, of greater than 10 feet in height and where no slopes are planned, either natural or man-made, steeper than 2:1 (horizontal:vertical slope ratio). H5 Drainage patterns established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns can be detrimental to slope stability and foundation performance. STAKING 11 In all fill areas, the fill should be compacted prior to the placement of the stakes. This particularly is important on fill slopes. Slope stakes should not be placed until the slope is thoroughly compacted (backrolled). If stakes must be placed priorto the completion of compaction procedures, it must be recognized that they will be removed and/or demolished at such time as compaction procedures resume. 12 In order to allow for remedial grading operations, which could include overexcavations or slope stabilization, appropriate staking offsets should be provided. For finished slope and stabilization Page Seventeen backcut areas, we recommend at least a 10-foot setback from proposed toes and tops-of-cut. 0. MAINTENANCE 01 LANDSCAPE PLANTS In order to enhance surficial slope stability, slope planting should be accomplished at the completion of gracing. Slope planting should consist of deep-rooting vegetation requiring little watering. Plants native to the southern California area ana plants relative to native plants are generally desirable. Plants native to other semi-arid and arid areas may also be appropriate. A Landscape Architect would be the best party to consult regarding actual types of plants and planting configuration. 02 IRRIGATION 02.1 Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. 02.2 Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 02.3 Though not a requirement, consideration should be given to the installation of near-surface moisture monitoring • control devices. Such devices can aid in the maintenance of relatively uniform and reasonably constant moisture conditions. 02.4 Property owners should be made aware that overwatering of slopes is detrimental to slope stability. 03 MAINTENANCE 03.1 Periodic inspections of landscaped slope areas should be planned and appropriate measures should be taken to control weeds and enhance growth of the landscape plants. Some areas may require occasional replanting and/or reseeding. 03.2 Terrace drains and downdrains should be periodically inspected and maintained free of debris. Damage to drainage improvements should be repaired immediately. Page Eighteen J3.3 Property owners should be made aware that burrowing animals can be detrimental to slope stability. A preventative program should be established to control burrowing animals. J3.4 As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, beginning with the period of time prior to landscape planting. J4 REPAIRS J4.1 If slope failures occur, the Geotechnical Consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair. J4.2 If slope failures occur as a result of exposure to periods of heavy rainfall, the failure area and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation. J4.3 In the accompanying Standard Details, appropriate repair procedures are illustrated for superficial slope failures (i.e., occuring typically within the outer one foot to three feet of a slope face). K. TRENCH BACKFILL Kl Utility trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommenced, the degree of compaction should be a minimum of 90 percent of the . . . laboratory maximum density. K2 As an alternative, granular material (sand equivalent greater than 30) may be thoroughly jetted in-place. Jetting should only be considered to apply to trenches no greater than two feet in width and four feet in depth. Following jetting operations, trench backfill should be thoroughly mechanically compacted and/or wheel rolled from the surface. K3 Backfill of exterior and interior trenches extending below a 1:1 projection from the outer edge of fundations should be mechanically compacted to a minimum of 90 percent of the laboratory maximum density. K4 Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical Page Nineteen means. If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. K5 If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the Contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conauit with clean, granular material, which should be thoroughly jetted in-place abovethe conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review by the Geotechnical Consultant at the time of construction. K6 In cases where clean granular materials are proposed for use in lieu of native materials*or where flooding or jetting is proposed, the procedures should be considered subject to review by the Geotechnical Consultant. K7 Clean granular backfill and/or bedding are not recommended in slope areas unless provisions are made for a drainage system to mitigate the potential build-up of seepage forces. STATUS OF GRADING Prior to proceeding with any grading operation, the Geotechnical Consultant should be notified at least two working days in advance inorder to schedule the necessary observation and testing services. LI Prior to any significant expansion or cut back in the grading operation, the Geotechnical Consultant should be provided with adequate notice (i.e., two days) in order to make appropriate adjustments in observation and testing services. L2 Following completion of grading operations and/or between phases of a grading operation, the Geotechnical Consultant should be provided with at least two working days notice in advance of commencement of additional grading operations. CANYON SUBDRAIN Dozer Trench Geofabric Alternative Backhoe Trench /T//tfr- ^9W/«TW/ * *»•'/#. » \ I9 ?•$£. •.- * *• •»-,-" A*r//&&?jWf 2A" \t_. Geofabric Alternative ***>#> -70 //V. "tin. rt//)s of STANDARD DETAIL NO 1 TRANSITION LOT OVEREXCAVATION -ft**/ $v«def (/-€. 7rj/i« ~" " STANDARD DETAIL NO _ 5 ROCK DISPOSAL ^^^^^^^^^m^m^^ Windrow Section Windrow Profile v STANDARD DETAIL NO. 7 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: is SFD Number of New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information:Date:CXJ SCHOOL DISTRICTS WITHIN TEDLCTTY OF PftRl Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (729-9291) San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (736-2200) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) >ali Uieguito uiiioii HIJ 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date: 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (76O) 602-27OO • FAX (760) 6O2-8560 Revised 4/20/00 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))************************************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE . BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE fflC4L4-C\*S faff, -i NAME OF SCHOOL DISTRICT DATE PHONE NUMBER /~>^ ^^^Zoo LOIS HUMPHREYS President DAVID KULCHIN Director ELAINE SULLIVAN Director JUDY HANSON Director ALLAN JULJUSSENDirector TIMOTHY JOCHEM General Manager July 21,2000 City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-1576 To Whom It May Concern: The purpose of this letter is to confirm that sewer service is available for the proposed residential unit at 2715 Cazadero Dr., Carlsbad and has paid for his sewer permit. If you have any further questions or require additional information, please do not hesitate to contact me at 753-0155. Sincerely, Frank Reynaga Customer Service Specialist Districl Office: 1960 Lo Costa Avenue., Carlsbad, California 92009-6810 • (760)753-0155 • FAX (760) 753-3094 Printed on recycled paper. DO at s3 a§ §o of5 §pi sgiil^%. V. 0- o- r r- 01/17/2001 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR01001 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 2715 CAZADERO DR CBAD PCR 2154001300 Lot#: 0 $0.00 Construction Type: NEW CHEN RES/ STRUCTURAL CHANGES Status: ISSUED Applied: 01/02/2001 Entered By: CB Plan Approved: 01/17/2001 Issued: 01/17/2001 Inspect Area: Applicant: CHEN KUAN-YEUL V&SHU-MEI H 1518 ORANGE VIEW DR ENCINITASCA 92024 9Q98 01/17/01 0002 01 CHEN KUAN-YEUL V&SHU-MEI H CBF" 1518 ORANGE VIEW DR ENCINITASCA 92024 139-00 Total Fees: $109.00 Total Payments To Date:$0.00 Balance Due: $109.00 Plan Check Revision Fee $109.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and 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 1. PROJECT INFORMATION 27/5" £ FOR OFFICE USE ONLY PLAN CHECK EST. VAL Plan Ck. Deposit Validated By. Date / Address (include Bldg/Suite *)73 &Business Name fat this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total * of units Assessor's Parcel #Existing Use Proposed Use Description of Work SQ. FT.#of Stories i of Bedrooms # of Bathrooms 2. CONTACT PERSON (tf drffmnt from fys /toRi-'f Name & APPLICANT Q Contractor Address City State/Zip Telephone #Fax Name 4. PROPERTY OWNER Address City State/Zip Telephone Name Address City State/Zip Telephone # (Sec. 7031 .5 Business and Professions Code: Any City or County which requires a permit to construct, altar, 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 70OO 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 ($5001). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone 6. WORKERS'COMPENSATJOr*: / ? , 1* C >^£-. :^i:.^-^-yw> - :.^.,- .=<.; ....,'!". <,„ . . •• • . • .••,••;:'' • . , 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. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Dale (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 15100) 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 la unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100.000), In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7. OWNER-BUILDER DECLARATION -.;. ;.^.-.1.. ^:"-Y£"-' ^.:-':;£:f/J&l$E.J&-,'\ • •"' : , . ": 'V •'.'.'' •.••"• '•'.";'. ' -•**•'>''•••'• • •:>; •''. I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q 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). (2 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). n I »rn exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (nave)/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): r r_i ^^^^^^^^^^^^^^^^_^__^_______________^___^^^^^^_^^^^^^^^_ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): ,/ PROPERTY OWNER SIGNATURE "^ COMPLETE THIS SECTION FOR NON-AESJDENTU& BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 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. 8. CONSTRUCTION LENDING AGENCY i; ^ ( v LH SA V I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS 9. APPUCANT CERTIFICATION^ ; . '. ^*\.-*£-'-^;;;. .:..=,• •"£,:.<, ';'•.•:"$•••;' £;.••':.&•:"" •:'••/" ' ";v *' . ;".. -'V W ' 4:.--.::. ,;,;,,; :;t-s;', • 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 wo* authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). . t. _ - DATE / WHITE: File YELLOW: Applicant PINK: Finance APPLICANT'S SIGNATURE EsGil Corporation In Partnership vtitn government for 'Bvibting Safety DATE: O1/17/O1 13-AEEiJCANT JURISDICTION: Carlsbad a PLAN REVIEWER a-ntE PLAN CHECK NO.: PCR O1-001 (99-3191) SET: II PROJECT ADDRESS: 2715 Cazadero Drive PROJECT NAME: Plan Changes- Add Bay Windows for Chen Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: 2^ Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person Applicant hand carried plans to city. City approved sets too be send by courier. REMARKS: By: Ray Fuller Enclosures: j£}Q Esgil Corporation ) GA D MB D EJ D PC (P) 01/17/01 tmsmfl.** 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGil Corporation 2n Partners/tip with government for 'Buitting Safety DATE: Ol/ 12/O1 JUR JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: PCR01-001 (99-3191) SET: I PROJECT ADDRESS: 2715 Cazadero Drive PROJECT NAME: Plan Changes- Added Bay Windows for Chen Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Kuan Chen 1518 Orangeview Dr. Encinitas, Ca. 92024 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: Kuan Chen Telephone #: (760) 942-6468 Date contacted:^J[p>-v (bfy&T ^ax #: "S-^A-v^*—-• Mail '^""telephone f Fax(^ In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation PI MB n EJ n PC 01/05/01 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad PCRO1-O01 (99-3191) 01/12/01 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PCRO1-001 (99-3191) JURISDICTION: Carlsbad PROJECT ADDRESS: 2715 Cazadero Drive FLOOR AREA: Dwelling 4094 Garage 814 Patio cover 90 Deck 84 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 01/02/01 DATE INITIAL PLAN REVIEW COMPLETED: Ol/12/01 STORIES: 2 HEIGHT: 24 DATE PLANS RECEIVED BY ESGIL CORPORATION: 01/05/01 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed UP the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked UP list when you submit the revised plans. Carlsbad PCRO1-001 (99-3191) O1/12/01 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. RB-1 was calculated for 11 ft span and 12 V* ft shown on sheet 4. 3. RB-4 a 4 x 12 and posts were added. No structural members are shown at 2nd floor to support these post. This same condition applies to bedroom 4 on sheet 3. 4. The floor framing changes shown on sheet 3B need to be presented with more clarity, it is very difficult to determine what is being done. For example it does not clearly show that both headers are to be sistered . FB -5 is shown as a 11 7/8" PLM. Is this to be dropped and if so show minimum 7 ft clearance. If this is to be flush then show hangers and how the 2" difference is made up between 14" TJI's and 12" PLM. Double TJI's and micro lams are also shown. Is the double TJI a option instead of PLM's or micro lam's? 5. Are FB-2's to be dropped to allow cantilevered joist to extend to end of bay window. If so 4 x 8's will take some of the loads . Specify rim joist and clearly note bay window area on sheet 3B. 6. Add exhaust fan in bathroom on sheet 4 where window removed. 7. Shear panel at left of bedroom 4 on sheet 4 to be 6'9" per calculations. • 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. • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad PCR01-O01 (99-3191) 01/12/01 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 3191) PREPARED BY: Ray Fuller BUILDING ADDRESS: 2715 Cazadero Drive PLAN CHECK NO.: PCRO1-001 (99- DATE: 01/12/01 BUILDING OCCUPANCY: R3 Ul TYPE OF CONSTRUCTION: VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) CB Valuation Multiplier By Ordinance 1994 UBC Building Permit Fee w Reg. Mod. VALUE ($) 1994 UBC Building Permit Fee $108.94 Type of Review: Repetitive Fee v Repeats D Complete Review D Other Fs\ Hourly Structural Only Hour(s) Esgil Plan Review Fee $87.15 Based on hourly rate Comments: Sheet 1 of 1 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER^ ADDRESS QO/S DATE \ o RESIDENTIAL ADDITION MINOR « $10,000.00) TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE Docs/Misforms/Plannlng Engineering Approvals 2382 CVHINO VIDA ROBLE, STE. L CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB CALCULATED BY. CHECKED BY SCALE DATE DATE . SHEET NO OF 2382 CAMINO VlDA ROBLE, STE. L CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB. CALCULATED BY- CHECKED BY SCALE . DATE . DATE .SHEET NO.OF. LA COSTA ENGINEERING 2382 CAMINO VIDA ROBLE, STE. L CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1466 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB CHECKED BY_ SCALE. .DATE <;MFFT MO OF 2382 CAMINO VIDA ROBLE, ST£. L CARISBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB CALCULATED BY. CHECKED BY SCALE . DATE . DATE .SHEET NO.OF. LA COSTA ENGINEERING 2382 CAMINO VIDA ROBLE. STE. L CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB. CALCULATED BY. CHECKED BY SCALE .DATE .DATE .SHEET NO.OF. 4-50 A=- r * P:^ A" lioll T0>\ LA COSTA INGINEERINC 2382 CAMINO VIDA RO8LE STE L CARLSBAD. CALIFORNIA 92009 TEL 760-931-0290 FAX 43M468 EMAIL: Icenflfi9connecinei.com CIVIL . STRUCTURAL MECHANICAL-PETROLEUM CLIENT JOB CHECKED BY TiL>\ DATE DATE. SHEfTMO OF -iM ^ >A N ^fee Ml te^& 32JL : R t^/-( <£ t? '^ iW^uJfM osfe 0--si '30P^ ^•*• «c. w* k LA COSTA ENGINEERING 2382 CA.VUNO VIDA ROBLE. STE-1 CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1463 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB CALCUlATI CHECKSD BY. SCALE . DATE . DATE , SHEET NO_J^OF LA COSTA ENGINEERING 2382 CAMINO VIDA ROBLE, STE. L CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CLIENT. JOS. CALCULATED BY. CHECKED BY SCALE .DATE .DATE .SHEET NO. '/,y nw o -r ^A ^ 11' ±1 LA COSTA ENGINEERING 2382 CAMINO VIDA ROBLE, STE. L CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1463 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. ]O8 CALCULATED BY. CHECKED BY SCALE .DATE .DATE . SHEET NO OF. DESIGN PROPERTIES 2.0E PARALLAM® PSL ALLOWABLE DESIGN STRESSES (100% LOAD DURATION) Shear modulus of elasticity G Modulus of elasticity Flexural stress Compression perpendicular to grain parallel to wide face of strands Compression parallel to grain Horizontal shear perpendicular to wide face of strands 125,000 psi 2.0x10s pii 2900 psif'J 650 psi'W) 2900 psi 290 psi (1) For 12-inch depth. For others, multiply by [-^-J ' (2) F^ shall not be increased for duration of load. (3) 750 psi for all Eastern Species Parallam® PSL and \%' thick Western Species Parallam® PSL ALLOWABLE DESIGN PROPERTIES 000% LOAD DURATION) T2.0E Parallam® PSL " 2.0E PARALLAM' PSL 5%'l 2.0E PARALLAM^PSL 7" 2.0E PARALLAM* PSL GENERAL ASSUMPTIONS FOR NON-TREATED PARALLAM* PSL • Lateral support is required at all bearing points and along compression edge at intervals of 24" on-center or closer. • Parallam® PSL beams are made without camber; therefore, in addition to com- plying with the deflection limits of the applicable building code, other consider- ations, such ai long term deflection under sustained loads (including creep), ponding (positive drainage is essential) and aesthetics, must be evaluated. • Roof members shall either be sloped for drainage or designed to account for load and deflection as specified in the applicable building code. • Reductions applied in accordance with: 1994 UBC 1606, 1996 NBC 1606 and 1994 SBC 1604 for floor live load; 1994 UBC 1606, 1996 NBC 1607 and 1994 SBC 1604 for roof live load in non-sno\v(125%) conditions. • y/z" members may be two pieces of 1%" or a single 3V&" width beam. 5%" members may be three pieces 1%", one piece 1%" with one piece 3V&", or a single SVi" width beam. 7" members may be two pieces 1%" around one piece 3Vi", two pieces 316", or a single 7" width beam. See pages J 6 and 17 for multiple member beam connections. LOOK SPAN IABLES HOW TO USE THESE TABLES 1. Determine the Irve load deflection criteria (MINIMUM CRITERIA PER CODE- L/360 or IMPROVED PERFORMANCE SYSTEM - L/480) and locate the appropriate table. 2. Identify the loading condition (40 PSF LIVE LOAD/10 PSF DEAD LOAD or 40 PSF LIVE LOAD/20 PSF DEAD LOAD) and move to the appropriate section of the table. MINIMUM CRITERIA PER CODE L/360 LIVE LOAD DEFLECTION 10 3. Select the on-center spacing you prefer. 4. Scan down the column unb'l you meet or exceed the ipan of your application. 5. Scan left in the row to locate the TJI® joist series and depth which satisfies your condition. IMPROVED PERFORMANCE SYSTEM L/480 LIVE LOAD DEFLECTION • Long term deflect/on under dead load which include! the effect of creep, common to all wood members, hai not been considered for any of the above applications. spans reflect initial dead load deflection exceeding 0.33", which may tje unacceptable. For additional information, refer to our TJ-Beam1"1 orTJ-Xpert"" software or contact your Trus Joist MacMillan representative. (t) Web itiffeners are required in hangers when the TJl®/Pro" 550 joist ipan is greater than the spam shown in the following table: TW PSF LIVE LOAD.^2 PSF.DEAD LOAD Not Required 24--101 o.c. t9'-10" (2) Web stiffeners are required at intermediate supports of continuous span joists in conditions where the intermediate bearing width is less than SVi" and the span on either side of the intermediate bearing is greater than the spans shown in the following table: 40 PSF LIVE LOAD, 20 PSF DEAD LOAD t6-o.c. \ 19.2" o.c. [ 24" o.c. •12 PSF Dead Load atTJI®/Pro~ 550 joists. "22 PSF Dead Load atTJI*/Pro" 550 joisb. GENERAL NOTES Tables are based on: • Awumed composite action with a single layer of appropriate span- rated glue-nailed wood sheathing for deflection only (spans shall be reduced 5" when sheathing panels are nailed only). • Uniformly loaded joists. • Increase for repetitive member use hai been included. • Spans shown are clear distance between supports. • Most restrictive of simple or multiple span. • For loading conditions not shown, refer to PLF tables on page 11. WEB STIFFENER REQUIREMENTS • Required if the itdes of the hanger do not laterally support the TJI® joist top flange or per footnotes on pages 20 and 21. • End Bearings:TJI^/Pro1* 150, 250 or 350 joists - not required. TJI®/Prora 550 joisb - may be required in hangers (see footnote 1 above) • Intermediate Bearings: Not required at intermediate bearing where joists are continuously spanned and the intermediate bearing is at least 5'A" wide. For intermediate supports less than S'/t" wide, web stiffeners may be required (see footnote 2 above). DESIGN PROPERTIES AND MATERIAL WEIGHTS TJI®/Pro™ 150 joists Top and bottom flanges of t%' x t%' Microllam® LVLwfth %" Performance Plus* web. DESIGN PROPERTIES 25/l6" 14" or 16" TJI®/Pro™ 250 joists Top and bottom flanges of ' x 1V4" Microllam® LVLwfth %" Performance Plus* web. Tj|<sypro™ 350 joists Top and bottom flanges of 18' x IV&' Microllam* LVLwfth %" Performance Plus® web. TJI®/Pro™ 550 joists Top and bottom flanges of x !%" Microllam® LVLwith T/i6* Performance Plus* web. 5.3 ,:>Mr/itfSSlM^ ; 'iSSR^3?S3iai&5 • - in^^^iSEaSEa™J&WW* =i JJS0*«K/*.V [ ^VW/J(«W = •AM^flW.l* j| . i;TjagjB?jtn-fl^>.. ... 7675 9420 -V 11065 584 801 593 874 1192 1970 1420 1710 1970 1925 2125 2330 1015 1015 1160 1160 1160 1400 1400 1400 2030 2030 2030 2030 2320 2320 2320 3355 3355 3355 NA NA NA 2385 2385 2385 2680 2680 2680 3830 3830 3830 GENERAL NOTES • Design reaction includes all loads on the joist Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometime* be increased at interior supports in accordance with NER-O 19 and NER-200 and these increases are reflected in span tables. * The reaction values above are based on an assumed minimum bearing length of W at ends, 3Vi" at intermediate supports. The following formula approximates the uniform load deflection of A (inches): " 150, 250 ForTJI*/Pro~ 550 and 350 Joists Joists 22. El 2.67 wL: dxlO5 22.5 wl4 2.29 wLz El dxlO5 w • uniform load in pounds per lineal foot L - clear span in feet d - out to out depth of the joiit in inchei El-value from table MATERIAL WEIGHTS (Include HI* jolit weights in dead load calculations - see table above for JOIST WEIGHTS) Sheathing Based on: Southern pine - 40 pcf for plywood, 44 pcf for OSB Douglas fir - 36 pcf for plywood, 40 pcf for OSB Southern Pine Douglas Fir V6" plywood 1.7 psf 1.5 psf %" plywood 2.0 psf 1.8 psf %" plywood 2.5 psf 2.3 psf \W plywood 3.8 psf 3.4 psf W OSB 1.8 psf 1.7 psf %' OSB 2.2 psf 2.0 psf %' OSB 2.7 prf 2.5 psf 1 Vfc" OSB 4.1 psf 3.7 psf Roofing Materials Asphalt shingles 2.5 psf Wood shingles 2.0 psf Clay Tile 9.0 to 14.0 psf Slate (%" thick) 15 psf Roll or Batt Insulation (1" thick) Rock Wool 0.2 psf Glass Wool.' O.lpsf Floors Hardwood (Nominal 1") ... 4.0 psf Concrete (I* thick) Regular 12.0 psf Lightweight 8.0 to 10.0 psf Sheet vinyl 0.5 psf Carpet and Pad 1.0 psf %" ceramic or quarry tile ... 10.0 psf Gypsum concrete (%") 6.5 psf Ceilings Acoustical fiber tile 1.0 psf Vfc" gypsum board 2.2 psf %" gypsum board 2.8 psf Plaster (1" thick) 8.0 psf LA COSTA ENGINEERING 2382 CAMINO VSDA ROBLE, STE. L CARLS3AD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB, CALCULATED BY_ CHECKED BY SCALE • DATE .DATE . SHEET NO OF. .V Q|O s 8"Masw/#4@16.ino/c Solid Grout, Designer select 8"•*»+*- 2--CT LA COSTA ENGINEERING 2382 Camino Vida Roble, Ste. L Carlsbad, CA 92009 (619)931-0290 Title : Chen Stem Wall Job # : 99024 Dsgnr: MBM Description.... 2-0" Retaining Wall w/ Vertical Load Date: JUL 16,1999 CANTILEVERED RETAINING WALL DESIGN GENERAL I Retained Height = Wall height above retained soil = Slope Behind Wall = Height of Soil over Toe = Soil Density = 2.00ft 0.50ft 0.00 : 1 0.00 in 120.00 pcf FOOTING DATA | Toe Width = Heel Width = Total Footing Width = Footing Thickness = KEY DATA Distance from Toe = Width Depth = SURCHARGES Surcharge Over Heel = Surcharge Over Toe = I FOOTING DESIGN RESULTS fc Fy Minimum As % Rebar Cover @ Top = Rebar Cover @ Bottom = ACI Factored Soil Pressure = Mu' : From Upward Loads = Mu' : From Downward Loads = Mu: Used For Design = Actual One-Way Shear = Allowable One-Way Shear = DESIGN SUMMARY Total Bearing Load = ...resultant ecc. = Soil Pressure @ Toe = 1,405 <- Soil Pressure @ Heel = 1 , 1 89 <= AC! Factored Press @ Toe = ACI Factored Press @ Heel = Footing Shear @ Toe = 1 2. 1 <= Footing Shear @ Heel = 3.2 <= WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio = 0.67ft 1.33 2.00 12.00 in i 0.00ft 0.00 in 0.00 in 1 0.0 psf 50.0 psf 2,000 psi 40,000 psi 0.0018 2.00 in 3.00 in Toe Heel SOIL DATA Allow Soil Bearing = Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side = Active Soil Pressure - Toe Side = Passive Pressure = Water table height over heel = SLIDING DATA Friction Factor @ Footing & Soil = ...neglect ht. for passive = Lateral Sliding Force = less Passive Pressure Force = less Friction Force = Added Restraint Force Required = AXIAL LOAD APPLIED TO STEM Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Minimum Footing Rebar Options Toe Side Heel Side... Not req'd Not req'd Mu<S*Fr Mu<S*Fr Page 1 of 2 1,500.0 psf 45.0 psf 45.0 pcf 350.0 pcf 0.0ft 0.300 O.OOin 161.3 320. 8 Ibs 401 .8 Ibs 0.0 Ibs 685.0 Ibs 1,255.0 Ibs 0.0 in 1 \ \ I 2,171 1,837 psf 0 Oft-# 0 Oft-* 102 102 ft-# tl ir, ._, 12.06 3.18 psi Key Reinforcement: Not R«* d =Mu<S*Fr 76.03 76.03 psi 1,339 Ibs Summary of Stem Section Designs.... 0.33 in Top: 8 in Mas, #4@16.00 in@Edge, From 2.5 ft to 1,500 psf 1,500 psf 2,171 psf 1,837 psf 76.0 psi 76.0 psi 7.80 4.48 0.0ft i LA COSTA ENGINEERING 2382 Camino Vida Roble, Ste. L Carlsbad. CA 92009 (619)931-0290 Title : Chen Stem Wall Job # : 99024 Dsgnr: MBM Description.... 2-0" Retaining Wall w/ Vertical Load Date: JUL 16,1999 CANTILEVERED RETAINING WALL DESIGN Page 2 of 2 SUMMARY OF OVERTURNING & RESISTING FORCES & MOMENTS Item OVERTURNING Force Distance Moment Ibs ft ft-# Force Ibs RESISTING. Distance ft Moment ft-# Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil 202.5 1.00 202.5 -22.5 -18.8 0.33 0.50 -7.5 -9.4 159.2 1.67 685.0 1.00 195.0 1.00 300.0 1.00 265.6 687.3 195.7 300.0 TOTALS = 161.3 O.T.M. Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning 185.6 1,339.2 R.M. = Resisting/Overturning Ratio 1.448.5 7.80 STEM CONSTRUCTION & DESIGN | Top Stem Design at this height above ftg = Wall Material Above "Ht" "hickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa = Total Force @ Section = Moment. ..Actual = Moment Allowable = Shear Actual = Shear Allowable = Stem OK 0.00ft Masonry 8.00 in # 4 16.00 in Edge 0.223 90.0 Ibs 60.0ft-# 905.4 ft-# 1.57 Ibs 19.36 iref B&aBB LA COSTA ENGINEERING 2382 CAMJNO VIOA ROBLE, STE. L CARLS3AD. CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB. CALCULATED BY. CHECKED BY SCALE .DATE .DATE . SHEET NO L_ OF. VOuJfr'. P^ (O.Yfc - O LA COSTA ENGINEERING 2382 CAMINO VIOA ROBLE, STE. L CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1463 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CONSTRUCTION CLIENT. JOB CALCULATED BY. CHECKED 3Y SCALE .DATE .DATE .SHEET NO _!_!_ OF11 •~ l.o A 1.0 T'. --5 -Z- - OA o.-zoo 1° 3X0^^4 3^,130 - «».fr. 44,0? LA COSTA ENGINEERING 2382 CAMINO VI DA RQ8LE STE I CARLSBAD. CALIFORNIA 92009 TEL 760431-0290 FAX 431-1463 EMAIL lcenareconnectnet.com CIVIL . STRUCTURAlMECHANIC*!.-PETROLEUM CLIENT JOE CALCULATED B CHECKSD Er SCALE .DATE .DATE SHEET NO.16 Or. •€-*-fo.- 0.0.3 V 1 I I i I LA COSTA ENGINEERING 2382 CAMINO VIDA ROBLE, STE. L CARLSBAD, CALIFORNIA 92009 TEL 619 931-0290 FAX 431-1468 CONSULTING ENGINEERING PROJECT MANAGEMENT GENERAL CUENT. ps. CALCULATED BY_ CHECKED BY .DATE .SHEET NO.OF, -zo SHEAR WALLS: Distr.: Fir.H' W#H' Tot. O.T.M. = LINE V V WALLS: Ulift @ ^£ Floor (4S min. wain: Ulift@ \ Floor (3.smin. wam Vr : v = IFlr: v • Distr.: Fir.H' Tot. O.T.M. = Use Type/'ZXWall USEMST31FLR-FLR USE © FOUNDATION LINE V-^/ WALLS: Uplift @ t£ Floor (-5. min. wain: Ulift @ <£ Floor (*& min. wall Fir: v = I" Fir: v = 3\ Type wall Use Type/^\Wall USE MST^l FLR-FLR USE @ FOUNDATION SHEAR WALLS; Distr.: Fir. W# H' Tot O.T.M. = LINE V_J WALLS: Uplift @ l~ Floor ( 4 min. wain: 1 ^,- „,*. Uplift-Floor ( min. warftr iTiFir: v = •flfi-V Distr.: Fir. 'Z. I Tot. O.T.M. = H' W*H* Use TypelWall Use Typc/\Wall USE MST - FLR-FLR" USE @ FOUNDATION LINE VS/ WALLS: Uplift @ "^" Floor f^ min. wall): ,Uplift @ ' Floor ( 10 min. wallV L( * r: v = -Flr: v = Use Type/l\Wall Use Type\Wall USE MST B"7 FLR-FLR USE @ FOUNDATION ^^ SHEAR WALLS: Fir. -z. \ H' WIH1 Tot. O.T.M. = LINE yv WALLS: o -JUplift @ £> Floor (^'5 min. wall): Uplift fS) I"" Floor f 3.5 min. wall): Fln V = Tot. 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PLYWOOD SMALL HAVE FRAMING OR BLKG. AT ALL EDGES OF. ALL SHEETS IN SHEAR WALLS. FOR SHEAR WALL TYPE C,D,E4F; ADD 2X BLOCKING CONT.0 BOTTOM SILL PLATE, SPIKE W/2-16d EA. BLOCK TO EXISTING SILL PLATE. ALSO ADD 2X4 STUp TO EXISTING STUD 9 ADJACENT PANEL EDGES, SPIKE W/l6d e 12MOC. PER L.A, CITY MEMO 5/20/14 TYPICAL SMEAR WALL DETAIL ROOF SHEATHING 5 -I6d: 6d @ <b"OC BM 6"OC SEE SHEAR WALL SCHEDULE WHERE APPLICABLE 2X RAFTERS 2X CJ 2X PLATE 2X DBL.TOP PLT. TYPICAL ROOF RAFTER CEILING JOIST CONNECTION ROOF SHEATHING S - 8d @ 6"OC BN A35 BLOCK SEE SHEAR WALL SCHEDULE WHERE APPLICABLE 2X RAFTERS 2X CJ 2X PLATE 2X DBL.TOP PLT. *ALTERNATE TYPICAL ROOF RAFTER CEILING JOIST CONNECTION 10d 2X DEL TOP PLT. STUDS FLOOR SHTG. SIMP 2X-FJ- 2X STUDS @ 16"OC TYPICAL FLOOR SMEAR TRANSFER \Od <§> <£>"OC BN SIMP. A35- @ 16" OC 2X DBL- TOP PLT. 2X STUDS & 16"OC 4-10d <§> EA.BLK. FLOOR SHTG. FJ 2X W/W2.5 EA.BLK. TO DBL.PLT. 2X STUDS @ I6!IOC FLOOR D APHRAGM S EAR CONNECT ON 2-2X4 OR 4X4 COL. 2-2X4 OR 4X4 COL. STRAP -HOLD DQNN-@ SMEAR PANEL EDGE 2-2X4 OR 4X4 COL. *.iv%O 37 BEND AND NRAP AS NEEDED STRAP HOLD DONN TO BEAM OR HEADER BELOW 3\ PLYWD. SUBaOORING : 2X BLK'C O 48" 0/C FLR. JST. PER PLAN SIMPSON A-33 O 8' 0/C ' ;. •• ':.' ;. -. .• . SHEAR PANa:PER PLAN FLOOR FRAMING DETAIL SHEAR PANEL PER PLAN " S-.FLOOR FRAMING DETAIL 97RSB 2X S1XJDS O 16VO/C SHEAR PANEL PER PLAN 2X BASE PLATE W/.1W PER SHEAR SCHED. B.N., , . ' '. , PLYW. SUBaOORWO' 2X BLK'C O 46" 0/C ." FLR. JST. PER PLAN * SIMPSON A-35 O 8" 0/C SHEAR PANEL PER PLAN FLOOR FRAMING DETAIL 2XSTUD5.01C' 0/C . : SHEAR PANEL PER PUN- ^; . . v. 2X BASE PLATC W/ 1M PERSHEAR SCHED.-V:: :. PtYW. SOBFUOORWC T.J.I. BLX'G . .. 2X BLK'G ' ' . ; SMPSON' A-35 PER BLX, SHEAR PANEL PER PLAN FLOOR ^FRAMING DETAIL Typical CN Rim Joist Installation LA COSTA ENGINEERING 2382 CAMINO VIOA ROBtE STE L CARLSBAD. CALIFORNIA 92009 TEL 760-931-0290 FAX 431-1468EMAIL; lcengr@connectnel.com CIVIL • STRUCTURAL MECHANICAL- PETROLEUM CLIENT. JOB CALCULATED BY_ CHECKED BY __ SCALE DATE__ DATE_ SHEET NO, MST37- POST - SEE PLAN BEAM - SEE PLAN ST18 T 0908 NAME: (&) BEAM TO POST DETAIL SCALD I-I/2"= I'-O" DIVISION. WOOD SUB-DIVISION: FRAMING NUMBER'