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Home My WebLink About2720 CAZADERO DR; ; CB972875; Permit. > BUILDINGPERMIT 03/24/98 09:49 Page 1 of 1 Job Address: 2720 CAZADERO DR Suite: Permit Type: SINGLE FAMILY DWLNG - DETACHED Parcel No: 215-400-04-00 Lot#: Valuation: 236,124 Occupancy Group: Permit No Project No Development No CB972875 A9703650 Reference*: Description: SFD 2535 SF, GARAGE 680 SF Construction Type Status Applied PORCH 1062 SF, UNFINISHED BONUS RM 680SF Apr/Issue Entered By Appl/Ownr *** BA WORTHING 690 CARLSBAD VILLAGE DRIVE CARLSBAD, CA 92008 Fees Required *** 760 729-3965 Fees : Adjustments : Total Fees: Fee description Number of Bedroom Number of Bathroo Building Permit Plan Check Strong Motion Fee Enter F.M.F./G.M. Enter "Y" to Autoc' (P Enter "Y" to Autoca Credits NEW ISSUED 10/01/97 03/24/98 JM *** 5338 03/24/98 0001 01 02 s: C-PRMT. 00 16797-00 662.00 16,797.00 Ext fee Data Enter "Y" to Autocalc Enter #Units & Code-Po Enter "Y" for Plumbing I Each Plumbing Fixture or T Each Building Sewer Each Install/Repair Water Line Each Water Heater and/or Vent Gas Piping System Each Vacuum Breaker Enter "Y" for Electric Issue Fee Single Phase Per AMP Enter 'Y' for Mechanical Issue Fee> Install Furn/Ducts/Heat Pumps > Each Install Fireplace > Each Exhaust Fan > PLDA D > Construct Housing( Y/N) ? > Enter Impact Fee > 200 1 2 4 .66 2925 7.00 .25 9.00 6.50 6.50 3 3 1119 727 24 310 4297 3967 395 445 530 2400 20 105 15 7 7 7 14 10 50 15 9 13 26 22 00 00 00 00 00 00 00 Y 00 00 Y 00 00 Y 00 D5/8 00 Y 00 00 00 00 00 00 00 Y 00 00 Y 00 00 00 00 L CITY OF CAM 2075 Las Pdmas Dr., Carlsbad, C PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (/DO) FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit . Validated By Date Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No. Phase No. Total # of units 9749 10/01/97 QQQ1 01 Q2 662-00Assessor's Parcel #„Existing Use Proposed Use C-PRHT Description of Wor Brooks Wort-bin a fiQD f.a-rl State/Zip Telephone #Address eiir *°r Contractor £ Q 0 P a v- 1 D Contractor Tnci (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 I$500]). B.A.Worthing. Inn.fiQn f!ar1 shad v-i 11 m-, n <=h^ , CA 92008 £7601729-3965 Name State License #398761 Address License Class B-1 City State/Zip City Business License # y ^o &. Telephone # Designer Name State License # B_ Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and wilt maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. n I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Fj-h^-hg FnncS Policy No.7 7 Q - Q 7 Tin i t- D D 0 f, "J3 7 Expiration Date 1-1-98 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [9100] OR LESS} Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100.0(56), In addition.!* iha cost of compensation, damages as provided for in Section 3706 of the Labor c»de, interest and attorney's fees. SIGNATURE. AvflkaTOM^ DATE W\W] 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 employed 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). Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): __ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES Q NO IF ANY OF THE ANSWERS ARE YES, A RNAL 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 tending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS \ 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 CrtV 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 w^rlpis coffynenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE HITE: File YELLOW: Applicant PINK: Finance FINAL BUILDING INSPECTION DEPT: BUILDING EM6INEERING FIRE PLANNING CMWD ST LITE PLAN CHECK*: CB972875 DATE: 10/30/98 PERMIT*: CB972875 PERMIT TYPE: SFD PROJECT NAME: SFD 2535 SF, GARAGE 680 SF PORCH 1062 SF, UNFINISHED BONUS RM 680SF ADDRESS: 2720 CAZADERO DR . 30 CONTACT PERSON/PHONE#: C/TERESA/ LATE PM PLEASE SEWER DIST: LC WATER DIST: CA INSPECTED. A A/I J\ INSPECTED BY: INSPECTED BY: COMMENTS : (LU MVlDFV DATE , « ,>( A^> INSPECTED: H'*''™' DATE INSPECTED: DATE INSPECTED: (WNiYlJ JBA^ ^ w«fr*H 7 /{ APPROVED v DISAPPROVED APPROVED DISAPPROVED APPROVED DISAPPROVED W&&: 11/04/98 INSPECTION HISTORY LISTING FOR PERMIT* CB972875 DATE INSPECTION TYPE 11/02/98 Final Combo 10/30/98 Final Structural 10/30/98 Final Plumbing 10/30/98 Final Electrical 10/30/98 Final Mechanical 10/30/98 Final Combo 10/28/98 Sewer/Water Service 10/28/98 Sewer/Water Service 10/28/98 Gas/Test/Repairs 10/15/98 Interior Lath/Drywall 10/15/98 Interior Lath/Drywall 10/07/98 Insulation 10/07/98 Insulation 10/07/98 Rough/Topout 09/30/98 Frame/Steel/Bolting/Wel 09/30/98 Rough/Topout 09/30/98 Rough Electric 09/30/98 Rough/Ducts/Dampers 09/30/98 Rough Combo 09/11/98 Shear Panels/HD's 09/11/98 Shear Panels/HD's 08/24/98 Roof/Reroof 08/21/98 Roof/Reroof 08/21/98 Roof/Reroof 08/06/98 Ftg/Foundation/Piers 08/06/98 Ftg/Foundation/Piers 08/06/98 Ftg/Foundation/Piers 08/06/98 Ftg/Foundation/Piers 08/04/98 Underground/Under Floor 08/04/98 Underground/Under Floor 07/13/98 Ftg/Foundation/Piers 07/13/98 Ftg/Foundation/Piers 07/02/98 Grout 07/02/98 Grout 06/17/98 Ftg/Foundation/Piers 06/17/98 Ftg/Foundation/Piers INSP ACT COMMENTS PY PY PY PY PY RI RI PY PY RI PY PY RI PY PY PY PY PY RI PY RI PY PY RI RB RB RI RI DH RI PY RI PY RI RI PY AP AP AP AP AP RI RI AP AP RI AP AP RI AP AP CO AP AP RI PA RI AP NS RI we AP RI RI AP RI AP RI AP RI RI AP SEE LIST NEED ALL DEPTS C/TERESA/ LATE PM PLEASE C/TERESA/729-3965 R/GAIL/729-3965 NEED GAP TEST C/TERESA/729-3965 LATE PM PLS LEAK @ FIREPLACE TPPB C/TERESA/729-3965 NEED 1/2 NOT 3/8 SHR @ GAR&FP C/TERESA/729-3965 C/TERESA/729-3965 GARAGE SLAB AREA C/TERESA/729-3965 C/GAIL/729-3965 C/TERESA/729-3965 8 PODS C/TERESA/729-3965 C/GAYLE/729-3965 C/TERESA/729-3965 HIT <RETURN> TO CONTINUE... UNSCHEDULED BUILDING DATE PERMIT JOB ADDRESS INSPECTOR 7 PLAN CHECK* DESCRIPTION TIME ARRIVE:TIME CODE DESCRIPTION ACT COMMENTS CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB972875 FOR 10/30/98 DESCRIPTION: SFD 2535 SF, GARAGE 680 SF PORCH 1062 SF, UNFINISHED BONUS RM 680SF TYPE: SFD JOB ADDRESS: 2720 CAZADERO DR STE: BA WORTHING PHONE: 760 729-3965 PHONE: PHONE: INSPECTOR AREA PY PLANCK# CB972875 OCC GRP CONSTR. TYPE NEW LOT: APPLICANT: CONTRACTOR: OWNER: REMARKS: C/TERESA/ SPECIAL INSTRUCT: LATE PM PLEASE INSPECTOR TOTAL TIME: —RELATED PERMITS—PERMIT# TYPE RW980008 ROW STATUS ISSUED CD 19 29 39 49 LVL DESCRIPTION ST Final Structural PL Final Plumbing EL Final Electrical ME Final Mechanical ACT COMMENTS ***** INSPECTION HISTORY ***** DATE DESCRIPTION 102898 Sewer/Water Service 102898 Gas/Test/Repairs 101598 Interior Lath/Drywall "• -p07 9 8 Rough/Topout ru0798 Insulation 0,93098 Rough/Ducts/Dampers 093098 Rough Electric 093098 Rough/Topout 093098 Frame/Steel/Bolting/Welding 091198 Shear Panels/HD's 082498 Roof/Reroof 082198 Roof/Reroof 080698 Ftg/Foundation/Piers 080498 Underground/Under Floor 071398 Ftg/Foundation/Piers 070298 Grout 061798 Ftg/Foundation/Piers ACT AP AP AP AP AP AP AP CO AP PA AP NS AP AP AP AP AP INSP PY PY PY PY PY PY PY PY PY PY PY PY RB DH PY PY PY COMMENTS NEED GAP TEST TPPB LEAK @ FIREPLACE NEED 1/2 NOT 3/8 SHR @ GAR&FP GARAGE SLAB AREA 8 PODS CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATiQN PERMIT NO. (760)438-3550 2075 LAS PALMAS DRIVE TIME. o-i FOR INSPECTION CALL (760) 438-3101. RE-INSPECTION FEE DUE? I J YES CONTACT PHONE CODE ENFORCEMENT OFFICER EsGil Corporation Professional'<P(an Sfeviciu Engineers DATE: 11/10/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-2875 SET: II PROJECT ADDRESS: 2720 Cazadero Dr. PROJECT NAME: AUard SFD • The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation Q GA D CM D EJ D PC 11/3/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (619)560-1468 4- Fax (619) 560-1576 EsGil Corporation tProfessionaf&fon tRpuieiV Engineers DATE: 10/14/97 Q APPLICANT JURISDICTION: Carlsbad H3TCANREVIEWER Q FILE PLAN CHECK NO.: 97-2875 SET: I PROJECT ADDRESS: 2720 Cazadero Dr. PROJECT NAME: Allard SPD 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: Brooks Worthing 690 Carlsbad Village Dr., Carlsbad, CA 92008 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: Chuck Meudenhall Enclosures: Esgil Corporation GA D CM D EJ D PC 10/6/97 tmsmU.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (619)560-1468 + Fax (619) 560-1576 Carlsbad 97-2875 10/14/97 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 97-2875 JURISDICTION: Carlsbad PROJECT ADDRESS: 2720 Cazadero Dr. FLOOR AREA: 2420 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 10/14/97 STORIES: two HEIGHT: 27' approx. Per UBC DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/6/97 PLAN REVIEWER: Chuck MeudenhaU 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: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). 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, 1994 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. LIST NO. 1, GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) rSfotw.dot Carlsbad 97-2875 10/14/97 PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit (two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 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, (619) 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. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and the 1994 UBC, UMC and UPC and the 1993 NEC. 3. Plans & specifications 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. Show locations of smoke detectors. Does the hexagon symbol on the floor plan indicate a smoke detector with battery backup? 5. An additional 19 sq ft of 1/2 openable window area is required for the future bonus rm. Window area must be equal to 1/10 of the floor area. • EXITS, STAIRWAYS, AND RAILINGS 6. Detail the stair construction to the entrance porch. Show on the plans a handrail each side of the steps. 7. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction. Section 1006.12. • ROOFING 8. Specify roof material and application. Chapter 15. Carlsbad 97-2875 10/14/97 9. California law requires that on or after July 1,1995, every new structure have a fire retardant roof covering that is at least Class C. When 50% or more of the roof of an existing structure is reroofed within a one-year period, the structure shall have a fire retardant roof covering that is at least Class C. AB 3819. 10. Specify on the plans the following information for the roof materials, per Section 106.3.3: a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. 11. Show attic ventilation. Minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. 12. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. • FOUNDATION REQUIREMENTS 13. Show in detail C/4 the clearance between the vertical steel and the face of the block wall. Also, Show the length of extension of the #5 vertical bar into the slab. 14. Include on sheet 4 the details E/4 & F/4 as referenced on sheet 4 foundation plan. 15. 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." 16. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report). 17. Show minimum underfloor access of 18" x 24". Section 2317.3. 18. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practical and shall Carlsbad 97-2875 10/14/97 provide cross ventilation on at least two approximately opposite sides. Section 2317.7. 19. Include in the design calc's the floor joists above the kitchen that will support the bearing wall of bed rm # 3. 20. Detail truss layout for the 22" X 36" attic access to the FAU. Also, not eon the plans the largest piece of the furnace may be removed through the 22"X36" attic access. 21. Include note #2 at shear wall type 13 specified on sheet GN-1 of the plans. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 22. Provide GFI protected receptacle at each of the sinks in the Master Bath. • PLUMBING (UNIFORM PLUMBING CODE) 23. Show water heater size, type and location on plans. UPC, Section 501.0. 24. Provide adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. 25. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 26. 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 510.0 27. Show on the plans combustion air for the attic mounted FAU. • ENERGY CONSERVATION 28. Note on the plans that all windows are to be dual glazed vinyl frames. 29. Provide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value." • CARLSBAD S.F.D. & DUPLEX SUPPLEMENT 30. New residential units must be pre-plumbed for future solar water heating. Note that 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). Carlsbad 97-2875 10/14/97 31. Note that 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). 32. AH 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). 33. All structures require a Class B roof covering, except room additions. If a room addition covers all of the existing building (2nd story addition), then the above exception doesn't apply. 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 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. Carlsbad 97-2875 10/14/97 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 2720 Cazadero Dr. BUILDING OCCUPANCY: R3/U1 PLAN CHECK NO.: 97-2875 DATE: 10/14/97 TYPE OF CONSTRUCTION: VN BUILDING PORTION dwelling unfinished bonus rm garage porch Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft.2) 2535 680 596 1062 VALUATION MULTIPLIER 78 20 22 11 VALUE ($) 197,730 13,600 13,112 11,682 236,124 • 1991 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ 1119.00 • 1991 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 727.35 Type of Review: • Complete Review Q Structural Only O Hourly O Repetitive Fee Applicable d Other: Esgil Plan Review Fee: $ 581.88 Comments: Sheet 1 of 1 macvalue.doc 5196 City of Carlsbad Engineering Department BUILDING PLANCHECK CHECKLIST DATE:PLANCHECKNO.: CB BUILDING ADDRESS: 3*720 PROJECT DESCRIPTION:A&o P*riVn ASSESSOR'S PARCEL NUMBER:-W ENGINEERING DEPARTMENT APPROVAL The-item you have submitted for review lias been approved. The approval is based on plans, information and/or specifications provided in your submtttal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: EST. VALUE: Co fa DENIAL Please see the attached report of deficiencies marked with D. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: Date: Date:By: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT:. =? Date:^ ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet , Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: David Rick City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad. CA 92009 Phone: (619) 438-1161. ext. 4324 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 l\LASPALMAS\SYS\LIBRAR-reNQ\WORD'POCS\CHKI.S-nBuMlnn PMndMek CMd BP0001 Fofm DR.doc Rev. 9/3/87 2O75 Las Palmas Dr. • Carlsbad, CA 92OO9-1576 * (619) 438-1161 • FAX (619) 438-0894 BUILDING PLANCHECK CHECKLIST Q Q SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Existing & Proposed Structures Existing Street Improvements If riJMkt- O'M>+; tfj'v-g** Property Lines £./ Easements j£ Right-of-Way Width & Adjacent Streets Driveway widths psW.^U, W* -t-a j'.fe MA Show on site plan: Drainage Patterns 1, Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography 3. Include on title sheet: A. Site address B. Assessor's Parcel Number 0. 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 Q 4b. All conditions are in compliance. Date: \\LASPAiMAS\SYS\LIBRARY\ENCVWOfiO\DOCSVCHKLSTeulWing PUnchtck CUM BP0001 Form DR.doc Rev. S/3/S7 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ , 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 V^" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 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 $ SOtW** pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: £ * dju*] ^ . *K p#>' fff. r>r fa please find an application form and submittal checklist for the public improvmejit requirements. A registered Civil Engineer must prepare the appropriateimiacpvement plans and submit them together with the requirements on the attached cfifeeyist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submittedifr^iecson. Applications by mail or fax are not accepted. Improvement plans must DS^appcpved, appropriate securities posted and fees paid prior to issuance of building perm! Improvement Plans signed by: Q 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: \\LASPAUWS\SYS\LIBflARY\EW\WORD\DOCB\CHKLS-nBuMlng PtanOwck CUM BP0001 F«m OR.dOC R«v. W3/B7 Q a Q BUILDING PLANCHECK CHECKLIST 6c. Enclosed please find your Future Improvement Agreement, agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: Please return 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. a Q a a a a GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities {cut, fill import, export). Write "No Grading" on plot plan if none is required. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 7d. No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS Q 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:\u . WLASPALMAS\SYS\LIBHARY^NG\WORD\DOCS\CHKLST\Bulldir(g Piancheck Ckls! SP0001 Form DR.doc Rev B/3/97 BUILDING PLANCHECK CHECKLIST •fst/ pnd/ ord/ Q 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 a 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: 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 U 12. a Required fees are attached Q No fees required Q G Q 13. Additional Comments: \lLASPALMASVSYS\LIBRARY\ENG\WORD\DOCSVCHKLST\BuiWing Punched. Cklst BP0001 Form DR doc Rev. 9/3/97 D D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: 3.7S-0 Dr.Bldg. Permit No. Prepared by: [). Q.V k- Date:Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: S*"~ _ Sq. Ft./Units:EDU's: O APT CALCULATIONS: List types and square footages for all uses. Types of Use: _ Sq. Ft./Units: _ 1 u _ ADT's: _ FEES REQUIRED: PUBLIC FACILITIES FEE REQUIRED: B'YES D NO (See Building Department for ampunt) WITHIN CFD: D YES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) B'lslO . PARK-IN-L1EU FEE FEE/UNIT: PARK AREA: NO. UNITS:= $ 2. TRAFFIC IMPACT FEE ADT's/UNITS: 3. BRIDGE AND THOROUGHFARE FEE ADT's/UNITS: FEE/APT: X FEE/APT: =$ = $3 ^ 4. FACILITIES MANAGEMENT FEE iJjN^/SQ. FT.: 1 5. SEWER FEE PERMIT No. -4^ EDU's: BENEFIT AREA: _ EDU's: ZONE: X FEE/SQ.FT./UNIT: Ji 0 =$ 6. DRAINAGE FEES PLDA ACRES: X FEE/EDU:, DRAINAGE BASIN: X FEE/EDU:, _: HIGH X FEE/AC: 1. /LOW 7. SEWER LATERAL ($2,500) = $. = $_ = $_ = $ PC ^ — 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. P:\DOCS\MISFORHS\BP0002.FRM REV 01/22/97 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST P,an Check Planner APN: Address Phone (61 9) 438-1 161 , extension Type of Project and Use: Zoning: \^L "O General Plan: CFD Project Density: Facilities Management Zone: Date of participation:Remaining net dev acres: (For non-residential development: Type of land used created by this permit: ) Legend:X Item Complete Environmental Review Required: DATE OF COMPLETION: YES Item Incomplete - Needs your action _ NO JQ\ TYPE 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 p^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 NO )o CA Coastal Commission Authority? YES NO I If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status {Coastal Permit Required or Exempt): ; NOCoastal Permit Determination Form already completed? YES_ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES X NO _ (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES _ 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 7existing topographical lines. 2. Provide legal description of property and assessor's parcel number. JO Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Required Required Required Required 2. Accessory structure setbacks: Front: Requirej Interior Side: Street Sidej^-^^ Required Required structure separation: Required Shown Shown Shown Shown Shown Shown Shown Shown Shown 3. Lot Coverage:Required ^ 5. Parking: Spaces Required Guest Spaces Required Shown Shown Additional Com OK TO ISSUE AND ENTERED APPROVAL 21.04.061 wing-walls, planter wails or grade -separation retain- ing walls. (Ord. NS-180 § 2. 1991) 21.04.065 Building height. (a) The height of a building shall be measured as follows: distance pf •^affttia>-itomia& from the more restrictive (lowest) of finished or existing grade. The vertical distance is measured from all points at grade along and within the building coverage to the high- est point of the structure directly above that point of measurement. (2) "Existing grade." for the purposes of measuring building height, means the ground level elevation which existed on or before August 1 . 199 1 and prior to any grading or other site preparation related to, or to be incorporated into, a proposed new development or alteration of existing develop- ments unless a discretionary permit for such devel- opments or alterations is approved. In that case, existing grade shall mean the grade after the proper- ty is developed or improved in accordance with the grading plans which implement the approved discre- tionary permit For nondiscren'onary permits where retaining wails, fill or other grading are utilized to create finished grade higher in elevation than exist- ing grade as defined in this subsection and as deter- mined by the planning director, then existing grade shall be used in the determination of building height. (3) Building height measurements include basements and other subterranean areas that are above existing grade. In the case of basements, cellars and underground parking, building height is measured from existing grade, excluding the area below existing grade. (4) Building height is measured to the peak of the structure. Per Section 21.46.020 of this title. roof structures specifically for the housing of eleva- tors, stairways, tanks, ventilating fans or similar equipment required to operate and maintain the building; fire or parapet walls, skylights, architectur- al towers, flagpoles, chimneys, smokestacks, wire- less masts and similar structures may be erected above the height limits prescribed in this title, but no roof structure or any other space above the height limit prescribed for the zone in which the building is located shall be allowed for the purpose of providing additional floor space, or be taller than the minimum height requirement to accommodate or enclose the intended use. (Ord. NS-204 § 2. 1992: Ord. NS-180 § 3. 1991: Ord. 9667, 1983: Ord. 9498 § 1, 1978: Ord. 9141 § 1: Ord. 9060 § 212) 21.04.070 Building, main. "Main building1' means [he principal building on a lot or building site designed or used to accommo- date the primary use to which the premises are devoted; where a permissible use involves more than one structure designed or used for the primary pur- pose, as in the case of group houses, each such permissible building on one lot as defined by this title is construed as comprising a main building. (Ord. 9060 § 213) 21.04.075 Building site. "Building site" means: (1) The ground area of one lot: or (2) The ground area of two or more lots when used in combination for a building or group of buildings, together with all open spaces as required by this title. (Ord. 9060 § 214) 21.04.080 Business or commerce. "Business" or "commerce" means the purchase, sale or other transaction involving the handling or disposition of any article, service, substance or commodity for livelihood or profit: or the manage- ment of office building, offices, recreational or amusement enterprises; or the maintenance and use of offices, structures and premises by professions and trades rendering services. (Ord. 9060 § 215) 21.04.085 Cellar. "Cellar" means that portion of a building between floor and ceiling which is wholly or partly below grade and so located that the vertical distance be- tween the ceiling and the average adjoining ground (Cirtsbwi 1-9 546 4. HEIGHT DEFINITION BUILDING HEIGHT f*'s >•/* FINISH GRADE T X' «:/*, FINISH OflAOE CUT WD (SITE) 4. HEIGHT DEFINITION ft FNSH GRADE BULOMQ HEIGHT FNSHGRAOC FILL PAD (SITE) 1 tC JOB TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 Pft, SHEET NO.A-t.OF. CALCULATED BY. CHECKED BY SCALE r-rt.DATE. DATE. 5" op ptoen.^ i$fT$iP& of r // T2 l>6 191^5, SHEAR WALL SCHEDULE SYM MATERIAL NAILING l/T Gyp Bd 5d Cooler Nails Unblocked F.N. & E.N. 5/8- Gyp Bd 6d Cooler Nails Unblocked F.N. & EN. roc roc 1/2" Gyp Bd 5d Cooler Nails @ 4" OC Unblocked F.N. & EN. 5/8' Gyp Bd 6d Cooler Nails @ 4* OC Unblocked F.N. & EN. 7/8" Stucco w/ 16 OA Staples 6" OC Paper Backed Top & Bottom Plates, Edges Wire Lath A Field of Shear Panel Struct 11 8d @ 6' OC EN. & B.N. C-D or C-C 12" OC F.N. Plywood 3/8' Struct II 8d @ 4' OC EN. & B.N. C-D or C-C 12" OC F.N. (3) Plywood 3/8" Struct II 8d @ 3' OC EN. & B.N. C-D or C-C 12* OC F.N. (3) Plywood 3/8- Struct II 8d @ 2" OC EN. & B.N. C-D or C-C 12" OC F.N. (2) (3) Plywood 1/2' Struct II lOd @ 3" OC EN. & B.N. C-D or C-C 12" OC F.N. (2) (3) Plywood lOd @ 2" OC EN. & B.N. 12' OC F.N. (2) (3) SHEAR VALUE 50#/FT 50#/FT 75#/FT 75*/FT 1800/FT 26WFT 380#/FT 490#/FT 64W/FIV 600#/FT 770#/FT TRANSFER NAILING 16d @ 12' OC or A35 @ 32' OC 16d @ 12" OC or A35 <g> 32" OC ANCHOR BOLTS 16di A3S 8"OCor >32"OC 16d @ 8- OC or A35 ® 32" OC 16d @ 8" OC or A3S ® 32" OC 16d © 6* OC or A35 @ 24" OC 16d @ 4' OC or A35 @ 16" OC 16d @ 3" OC or A35 @ 12" OC 16d @ 2" OC or A35 @ 9" OC 16d @ 3" OC or A35 12" OC 16d @ 2" OC or A35 @ 8" OC @ 48- oc (i) 5/8-xlO" @ 48" OC (1) 5/8"xlO" @ 48" OC (1) S/8"xlO" @ 48" OC (1) 5/8"xlO" @ 48" OC (1) 5/8"xlCT@24"OC<l) 5/8-xlO" @ 24' OC (1) 5y8MO" @ 16" OC (1) 5/8"XlO" @ 12" OC (1) 5y8"xlO" @ 12" OC (1) 5/8"xlO" @ 8" OC (1) NOTE; 1/2" Struct I C-D or C-C Plywood (1) Spacing of anchor bolts and shear transfer nailing shall be reduced by half if shear wall materials are required on both faces of wall. (2) Framing at adjoining panel edges shall be 3-Inch nomimaJ or wider and nails staggered (3) Where plywood is on both sides of wall, framing member for panel joints shall be 3-inch noroimal or wider and nail on each side is staggered EDGE NAN. (E.N.) 16d NAJLS SPACED PER SCHEDULED* B.NA PLYWOOD SHEATHING . 2x RIM OST. OR BUC'C. 16d NAILS PER SCHEDULE D6L TOP PLATE A35 FRAMING ANCHOR SPACED PER SCHEDULE SHEAR TRANSFER W/ 2x4 BLOCKING SHEAR TRANSFER W/ METAL CUPS TH&A, INC. Engineering and Code Coiuuhants 125 We*t MlMlon Av*. Suit* 201 EKondJdo, CA. 92O25 JOB . SHEET NO AL CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. clutcA »r tfc 4 ta •'* 2 Page 6 of 24 Report No. NER-200 TABLE NO. II - PROPERTIES FOR TJI JOISTS BASIC PROPERTIES JOIST DEPTH (In.) JOIST WT. IP'*) RESISTIVE MOMENT (ft-lba.) VERT. SHEAR (lb«.) Elx 10-8 ln-2-lb. K REACTION PROPERTIES END REACTION (lb».) 1-3/4" Bearing Lgth. Web Stlffoner* NO YES 3-1/2" Bearing Lgth. Web Stiffeners NO YES NAILS REQ'D. INTERMEDIATE REACTION <lb«.) 3-1/2" s-1/4' (7) Bearing Lgth. Web Stlffenera NO YES 5-1/4" ^i2L^ Bearing Lgth. Web Stlff«n«r* NO YES NAILS REQ'D. TJI/15DF JOIST (1) 9-1/2 11-7/8 1.9 2.2 2800 3715 1120 1420 161 280 4.5 4.5 945 945 NA NA 1120 1420 NA NA NA | 1895 NA || 1895 NA NA 2440 2440 NA NA NA NA TJI/25DF JOIST (1) 7-1/2 9-1/2 11-7/8 14 16 1.9 2.1 2.4 2.6 2.9 2395 3290 4375 5350 6270 860 1120 1420 1710 1970 103 186 322 480 663 4.5 4.5 4.5 4.5 4.5 860 1015 1015 1015 1015 NA NA 1120 1120 1120 860 1120 1420 1560 1560 NA NA 1420 1710 1970 NA NA 3-8d 5-8d 6-8d 2030 2030 2030 2030 2030 NA NA 2385 2480 2480 2225 2575 2575 2575 2575 NA NA 2930 3170 3290 NA NA 3-8d 5-8d 6-6d TJI/35DF JOIST (1) 9-1/2 10 11-7/8 14 16 18 20 2.5 2.6 2.8 3,0 3.3 3.5 3.7 4380 4680 5820 /^7120^) 8350 9255 10445 1120 1185 1420 1710 1970 2155 2165 241 274 414 613 841 1112 1427 4.5 4.5 4.5 4.5 4.5 4.5 4.5 1120 1160 1160 ffTeo) 1160 NA NA NA 1185 1420 1505 1505 1505 1505 1120 1185 1420 f?615j 1615 NA NA NA 1185 1420 1710 1970 2155 2165 NA 3-8d 3-8d 5-Bd 6-8d 7-8d 8-8d 2320 2320 2320 2320 2320 NA NA NA 2680 2680 2915 3035 3155 3275 2870 2870 2870 2870 2870 NA NA NA 3065 3225 3465 3580 3700 3820 NA 3-8d 3-8d 5-8d 6-6d 7-8d 8-Bd TJI/55DF JOIST (1) 10 11-7/8 14 16 18 20 22 24 26 28 30 3.4 3.6 3.9 4.1 4.3 4.6 4.8 5.0 5.3 5.5 5.8 7175 8925 10920 12810 14200 16030 17825 18870 20535 22205 23870 1720 1925 2125 2330 2535 2740 2935 3060 2900 2900 2900 411 619 912 1245 1638 2093 2612 3198 3854 4583 5386 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 1400 1400 1400 1400 1400 NA NA NA NA NA NA 1715 1715 1875 2030 2030 2190 2345 2345 2345 2345 2345 1720 1885 1885 1885 1885 NA NA NA NA NA NA 1720 1925 2125 2330 2515 2675 2830 2830 2900 2900 2900 2-1 6d 2-1 6d 3-1 6d 4-1 6d 4-1 6d 5-16d 6-1 6d 6-1 6d 7-1 6d 8-1 6d 8-16d 3355 3355 3355 3355 3355 NA NA NA : NA NA «-WL 3670 3670 3830 3985 3985 4145 5090 5195 5800 5800 5800 3970 3970 3970 3970 3970 NA NA NA NA NA ,NA 4285 4285 4445 4605 4605 4760 5710 6025 5800 5800 »58jpO 2-1 6d 2-1 6d 3-1 6d 4-16d 4-16d 5-16d 11-16d 13-16d 14-16d 15-16d 17-16d TJI/15SPJOIST(2) 7-1/4 9-1/2 11-7/8 1.9 2.1 2.4 2331 2860 3800 825 1120 1420 97 164 286 4.5 4.5 4.5 825 945 945 NA NA NA 825 1120 1420 NA NA NA NA NA NA 2085 2085 2085 NA NA NA 2135 2685 2685 NA NA NA NA NA NA TJI/25 SP JOIST (2) 7-1/4 9-1/2 11-7/8 14 16 2.0 2.3 2,6 2,8 3.1 2331 3370 4480 5480 6425 825 1120 1420 1710 1970 97 190 329 490 677 4.5 4.5 4.5 4,5 4.5 825 1115 1115 1115 1115 NA NA 1120 1120 1120 825 1120 1420 1710 1715 NA NA 1420 1710 1970 NA NA 3-8d 5-8d 6-8d 2135 2230 2230 2230 2230 NA NA 2480 2480 2480 2135 2830 2830 2830 2830 NA NA 3190 3425 3545 NA NA 3-8d 5-8d 6-8d TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 Tel.: (760) 746-5112, Fax: (760) 741-0480 STRUCTURAL CALCULATIONS PROJECTS ALLARD RESIDENCE (97-45) LOT 745, CftZADERO DR., CftRLSBftD 27, 1997 TH&A, INC. Engineering and Cod* Consultants 125 W«st MLuton Av«. Suite 201 EscondMo, CA. 92025 joe.e_-_a. SHEET MO CALCULATED BY_ CHECKED BY _ SCALE _ OF DATE. DATE. - WML- ^ijltr^ 4W <U •S'l-o ^•<b lo Notes: . Structural calculations are for the analysis or design of primary structural systems and elements. Other connections and attachments of non-structural elements, or systems are the responsibilities of the architectural designer unless they are shown otherwise by the Engineer. . This calculations and specifications are for this address only. Any other use is not allowed and Engineer shall not be responsible for the unauthorized use. . Architectural designer is responsible for all applicable sketching details on plans which should represent required framing conditions, details needed for construction purposes. mOOUtt 1M-1 ISM* ami !«-l . (Mo* MM otm i«0*PHO«raufMlt«frSM» TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suhc 201 Escondldo, CA. 92025 JOB v. — — ••• I AJ. SHEET NO CALCULATED 6V | */*V CHECKED BY SCALE DATE. DATE. TAlMrg 7-XU/MW/i *(iMA(i-VU'o)* l/offo - (Moo) n ii.* 1*00 f+i uoww* mn«i tmmtan ^^P^^B TH&A, INC. Engineering and Code ContuhanU 125 West Mission Ave. Suite 201 E*condldo, CA. 92025 •^ SHEET NO.-2. . OF. CALCULATED BY. CHECKED BY _ 11 SCALE DATE, DATE. U ?-?f / VtivC 11-70-4-XIO WWCUCf MM (Sot* SMb) MS 11PMMi /AgM/a .<i^H^V JOB-^— -^ TH&A, INC. Engineering and Code Coiuuhanta 125 West MlMkm Ave. Suite 201 E*condkk>, CA. 92025 J)r.; SHEET MO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. TH&A, INC. Engineering and Code Consultants 125 West Mtsskm Ave. Suite 201 Escondido, CA. 92025 JOB.., no Pr. SHEET NO.. CALCULATED BY. CHECKED BY SCALE DATE. TT1 '!"! IT Tit l:\lf rill t M MM M UTj 15*' P- T 4-0 .3 T ?<H.l iS.ru>Sims- 20i I tPJOOBll /ACflS/^ inc GWen Miss 0147! ToOlWrPHONtrOLLfflEf t-SOO-!!5-6380 TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 JOB — — — —IP Dr SHEET NO. CALCULATED BY, CHECKED BY SCALE OF DATE. DATE. .' i.-•**„ Values shown are in pounds per lineal foot (PLF) JOIST CLEAR SPAN (Ft) 6 8 10 12 14 16 18 20 22 24 26 28 30 TJI'/Pro' 9W' TJIVPro'" LIVE LOAD L/480 131 80 52 36 26 TOTAL LOAD 245 185 148 109 80 62 49 11W TJI'TPro1" LIVE LOAD L/480 38 61 44 32 25 TOTAL LOAD 245 185 148 124 106 82 65 53 44 TJI-/15 DF 9'A"TJI'/15DF LIVE LOAD L/480 143 88 57 39 28 21 16 TOTAL LOAD 247 186 149 125 107 79 56 42 32 11WTJH15DF LIVE LOAD L/480 96 67 48 36 27 TOTAL LOAD 247 186 149 125 107 94 84 71 54 TJP/25 DF 914" TJPV2S DF LIVE LOAD L/480 100 65 45 32 24 18 14 11 TOTAL LOAD 264 199 160 134 115 90 65 48 36 29 23 UWTJrOSDF LIVE LOAD L/480 109 76 54 41 31 24 19 15 13 TOTAL LOAD 264 199 160 134 115 101 89 81 62 48 38 31 26 14"TJI"/2SDF LIVE LOAD L/480 80^ 59 45 35 28 23 19 TOTAL LOAD 2G4 199 160 134 115 ' (foiV (*$>' 81 73 67 56 46 38 16"TJr/25DF LIVE LOAD L/480 80 62 48 39 31 26 TOTAL LOAD 264 199 160 134 115 101 89 81 73 67 62 58 51 JOIST CLEAR SPAN (Ft.) 6 8 10 12 14 16 18 20 22 24 26 28 30 JOIST CLEAR SPAN (Ft) 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 TJI-/35DF 11WTJIV35DF LIVE LOAD L/480 95 68 51 39 30 24 20 16 14 TOTAL LOAD 302 228 183 153 131 115 102 92 78 61 49 39 32 27 14"TJIV35DF LIVE LOAD L/460 90 74 57 44 35 29 24 20 TOTAL LOAD 302 228 183 153 131 115 102 92 84 77 71 57 47 39 16" TJI*/35 DF LIVE LOAD L/480 77 60 48 39 32 27 TOTAL LOAD 302 228 183 153 131 115 102 92 84 77 71 66 G2 53 TJI-/55 DF IIWTJCySS DF LIVE LOAD L/480 136 99 74 57 45 36 29 24 20 17 TOTAL LOAD 437' 329' 265' 221' 190' 166' 148' 133' 114' 89 71 58 47 40 33 14"TJIV55DF LIVE LOAD L/480 141' 107 82 65 52 42 3!i 29 24 20 TOTAL LOAD 437' 329' 265' 221' 190' 166* 140* 133' 121' 111' 103' 84 09 57 48 41 16"TJI"/55DF LIVE LOAD L/480 110' 87 69 56 47 39 33 28 TOTAL LOAD 437' 329' 265' 221' 190' 166' 148' 133' 121' 111' 103* 95' 89' 77' 65 56 JOIST CLEAR SPAN (Ft.) 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 GENERAL NOTES: 1. Load capacity assumes no composite action provided by sheathing. 2. These values reflect the most restrictive of simple span or multiple span applications. 3. Web stiffeners are required if the sides of the hanger do not laterally support the TJI' joist top flange. Web stiffeners are also required at all TJIV55 DF joisl hanger locations where joist reactions exceed 1200 pounds. FLOOR JOIST SIZING: 4. To size a joist for use in a floor, it is necessary to check both live load and total load. When live load is not shown, total load will control. 5. Total Load column limits joist deflection to L/240. Live load column is based on joist deflection of L/480. 6. For live load deflection limits of L/360 (minimum code criteria), multiply value in live load column by 1.33. The resulting live load shall not exceed the total load shown. PSF TO PLF CONVERSION TABLE Load in pounds per lineal fool (PLF) o.c. SPACING 12" 16" 19.2" 24" LOAD IN LBS. PER SQUARE FOOT (PSF) 20 25 30 35 40 45 50 55 60 20 27 32 40 25 34 40 50 30 40 48 60 35 47 56 70 40 54 64 80 45 60 72 90 50 67 eo 100 55 74 88 110 60 80 96 120 Page 14 TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 JOB./.of SHEET NO OF. CALCULATED BY. CHECKED BY__ SCALE T-Jf DATE. DATE. 14 If TTIt 1 llOT-0 LVL & ParaNam RSL Design Properties Design values shown are for 100% load duration 1%" 1.8E WS MICROLLAM" LVL DESIGN PROPERTY Moment (ft. Ibs.) Shear (lb».) Moment of Inertia (Irv) Weight (lb«./lln. ft.) DEPTH 5V4" 2,190 1,830 25 2.8 7%" 3,520 2,410 55 3.7 0W 5,885 3,160 125 4.8 11W 8,940 3,950 245 6-0 14" 12,125 4,655 400 7.1 18" 15,495 5,320 595 8.1 18" 19,365 5.985 850 9.1 1.8E WS MICROLLAM" LVL ALLOWABLE DESIGN STRESSES GENERAL NOTES: • Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. • See NER-126 for additional design information. Shear modulus of elasticity Modulus of elasticity Flexural stress Compression perpendicular to grain parallel to glue line Compression parallel to grain Horizontal shear perpendicular to glue line G = 112.500 psi E = 1.8 x 1O psi Fb = 2600 psim Fcl = 750 psi"' Fc|| = 2460 psi Fv = 285 psi (1) For 12-inch depth. For others, multiply by (2) Fc | shall not be increased for duration of load.m ° 136 2.0E WS PARALLAM" PSL 2iyi6" 2.0E WS PARALLAM" PSL DESIGN PROPERTY Moment (ft. Ibs.) Shear (Ibs.) Moment of Inertia (In-) Weight (IbtVNfi. ft.) DEPTH 9'A" 6,530 3.215 125 5.2 11 W 9,950 4.020 245 6.5 14" 13,580 4,735 400 7.7 16" 1 7.475 5.415 595 8.8 18" 21.830 6,090 850 9.8 DESIGN PROPERTY Moment (ft. Ibs.) Sheer (Ibs.) Moment of Inertia (In1) , Weight (Ibajlln. ft.) DEPTH 9W 10.025 4,935 190 8.0 11 W 15.280 6,170 375 10.0 14" 20.855 7.275 C15 11.8 16" 26,840 8.315 915 13.4 18" 33.530 9.350 1,305 15.1 31/2" 2.0E WS PARALLAM" PSL 1 2.0E WS PARALLAM" PSL DESIGN PROPERTY Moment (ft. Ibs.) Sheer (Ibs.) Moment of Inertia (In-) Weight (IbaJlln. ft.) DEPTH 9W I3.05& 6,430 250 10.4 11V MJ.900 8,035 490 13.0 14" 27.1 GO 9.475 800 15.3 16" 34.9b5 10,825 1,195 17.5 16" 4J.GG5 12,180 1,700 19.7 DESIGN PROPERTY Moment (ft. Iba.) Shear (Ibs.) Moment of Inertia (In4) Welaht (Ibe^lln. ft.) DEPTH 8tt" 19.5H5 9.645 375 15.6 11%" 29,055 12,055 735 19.5 141, 40,740, 14.210 1,200 23.0 16" 52.430 r*1 6.240 1,790 263 18" 65.49b 18,270 2,550 29.5 7" 2.0E WS PARALLAM" PSL DESIGN PROPERTY Moment (ft. Ibs.) Shear (Ibs-) Moment of Inertia (Ire) Weigh! (IbsJIln. ft.) DEPTH 914" 26,115 12.855 500 20.8 11%" 39,805 16.070 975 260 14" 54,325 18,945 1.600 30.6 18" 69,905 21 ,655 2.390 350 18" 87.325 24,360 3,400 39.4 2.0E WS PARALLAM" PSL ALLOWABLE DESIGN STRESSES GENERAL NOTES: • Lateral support of beam compression edge is required al intervals of 24" o.c. or closer. • See NER 292 lor additional design information. WS indicates Western Species. Western Species may include Douglas fir, lodgepole pine, western hemlock or white fir. Shear modulus of elasticity G Modulus of elasticity E Flexural stress Fb Compression perpendicular to grain parallel to wide face of strands Fc, Compression parallel to grain Fcll Horizontal shear perpendicular to wide face of strands Fv [i?lnJi.1" (2) Fc( shall not be increased for duration of load. = 125.000 psi = 2.0 x H> psi » 2900 psi'" = 650 psi'-'' = 2900 psi = 290 psi 111 Microllam LVL & Parallanr PSL - Allowable Holes 2 x Diameter ol the largest hole (minimum) 'A depth Vi depth Wdepth L.J -- .I" o b ! "[Allowed Hole Zone ^ c Vj span LJ Allowed Hole Zone Vi spani '/< span• 0 0 0 0IV GENERAL NOTES: i. The Allowed Hole Zone in this chart is suitable lor uniformly loaded beams using maximum loads for any tables listed in this guide. For other load conditions or hole configurations, please contact your Trus Joist MacMillan Representative. 2 I) more than one hole is to be cut in beam, the length o) the uncut beam between holes must be a minimum of twice the diameter of the largest hole. 3 Rectangular holes are not allowed. 4 Holes in cantilevers require additional analysis. Page 26 DO NOT cut, notch or drill holes in Microllam11' LVL or Paratlarrr PSL except as indicated in chart and illustration. ROUND HOLE CHART BEAM DEPTH 5W MAXIMUM ROUND MicrollairT' LVL and Parallam" PSL Headers and Heams ALLOWABLE UNIFORM APPLIED LOAD - FLOOR (PLF) GENERAL NOTES: Values shown are the maximum uniform loads, in pounds per lineal foot (plf), that can be applied to the beam in addition to its own weight. Tables are based on uniform loads and the most restrictive ot simple or continuous span. The „ .... shaded areas represent load conditions controlled by a continuous span condition. Microllam ' LVL and Parallam • PSL beams are made without camber; therefore, in addition to complying with the deflection limits of the applicable Building Code, other deflection considerations, such as long term deflection under sustained loads (including creep) and aesthetics, must be evaluated. Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. Lateral support of beams is required at bearing points. Bearing area to be calculated for specific application; see table on page 20. FLOOR BEAM SIZING: • To size a beam for use in a floor it is necessary to check both live load and lotat load. Make sure the selected beam will work in both columns. When no live load is shown, total load will control. • Total load column limits deflection to L/240. Live load column is based on deflection of U360. Check local code for other deflection criteria. • For deflection limits of L/240 and L/480 multiply loads shown in live load column by 1.5 and 0.75 respectively. The resulting live load shall not exceed the total load shown. 13/4" 1.8E WS MICROLLAM'" LVL SPAN (Ft.) 6 8 10 12 14 16 18 20 22 24 26 28 30 Om 1WX5VV LIVE LOAD L/*0 Vf$ 120 63ar 23 16 TOTAL LOAD 410 178 91 52 32 21 One 1Wx7'/4" LIVE LOAD L/360 594 266 140 83 53 35 25 18 TOTAL LOAD 763 396 207 120 75 49 34 24 One tW'XB'A" LIVE LOAD L/360 566 304 181 116 78 56 41 31 24 19 TOTAL LOAD 1063 731 451 267 169 113 78 56 41 31 23 Orw WxllW LIVE LOAD L/360 566 341 220 150 107 78 59 46 36 29 24 TOTAL LOAD 1424 979 708 490 325 219 154 112 83 63 48 38 30 One tWx14" LIVE LOAD L/360 883 539 351 241 172 127 96 74 59 47 39 TOTAL LOAD 1795 1207 909 667 488 354 251 183 137 105 81 64 51 1WKl6"and1Wx1B" b*am» are to be mad In mutttpte nwmber units only. Om1Wxl6" LIVE LOAD L/360 775 510 351 252 186 142 110 87 70 57 TOTAL LOAD 2193 1443 1074 855 627 478 370 272 204 157 123 97 78 OmlW'xIS" LIVE LOAD L/360 703 486 351 261 199 155 123 99 81 TOTAL LOAD 2651 1701 1251 988 782 596 469 378 289 223 175 139 112 Table is for one 1 %" beam. When properly connected together, double the values for two 1W beams, triple for three. Seepages 19 and 20 for connection details. 31/2" 2.0E WS PARALLAM" PSL (For 1%", 2 W, 5W1 and 7" beams, see multiplier below) SPAN (FIO 6 8 10 12 14 16 18 20 22 24 26 28 30 Orw 3Wx9W LIVE LOAD L/360 1258 676 402 rr.7 174' 123 90 68 53 42 33 27 TOTAL LOAD 2163 1517 1003 592 37(1 "251 175 125 92 69 52 40 30 omawmiw LIVE LOAD L/360 1258 758 490 334 237 174 132 102 81 65 53 TOTAL LOAD 2898 •1991 1515 1093 722 488 343 249 185 140 108 84 66 On»3'A"x14" LIVE LOAD L/360 1198 7HI 535 382 282 213 166 131 105 86 TOTAL LOAD 3652 2456 1848 1480 1093 f788) 558 407 305 233 181 143 113 Of»3Wx16" LIVE LOAD L/360 1722 1KI2 781 560 414 315 244 194 156 127 TOTAL LOAD 4463 2935 2185 1738 I40'J OOT£J 822 604 455 349 273 216 173 One 3 Will 8" LIVE LOAD L/360 1501 1084 781 580 442 344 273 220 180 TOTAL LOAD 5394 3460 2545 2010 1660 1345 1058 850 643 496 390 310 250 Table can be used for 1%", 2"/iB", 3Vfe", 5W or 7" width beams. Use the following multipliers to calculate the allowable load for each width; 1%" width beam; 2"/iG" width beam: 3'/2" width beam"": 5W width beam: Use values in table x 0.50 Use values in table x 0.77 Use values in table Use values in table x 1 .50 7" width beam: Use values in table x 2.00 la) Table is lor one SVa" beam. When properly connected together, double tho values for two 3'/:-" beams. See pages 19 and 20 for connection details. Heel cuts on Microllam" LVL or Parallam' PSL beams musl not overhang inside lace of support member. Page 22 JOBJTU TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 Y. SHEET NO..OF. CALCULATED BY. CHECKED BY SCALE T-K-DATE- * DATE inn ' Mi1 itii i: i'/M^Tf t1^7 \/ P&* PMUODCI?(UHS«)KSftWs Grottn MJ« OH71 Io0r«i PHONE TOILFRIE 1MO!!i-6380 JtF^^m TH&A, INC. Engineering and Code Consultant* 125 West Minion Ave. Suite 201 Escondldo, CA. 92025 CALCULATED BY CHECKED BY SCALE w- I loo /• .7-^ / 46 .4 ^ PBQDUCIWI|SiWSImHiaii-1|PiiMidi/Scw7,ln( Gn«n M*B 01471 TgOt«i PHONE TOLLMEC 1-m-?H-e3» JOB. TH&A, INC. Engineering and Code Consultants 225 West Mission Ave. Suite 201 Escondldo, CA. 92025 SHEET NO.. CALCULATED BY. CHECKED BY _ OF DATE. DATE. SCALE U lloo 4X<4 ofl. GiMwi Mm OIJ7I To (Mir MDNE tOlt FRH 1-MO-2!$-fl3n JOB -^J— TH&A, INC. Engineering and Code Coiuuhantc 125 West Mlwton Ave. Suite 201 Escondklo. CA. 92025 SHEET NO.. I ^Jo CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. Graton Mm 01471 ToOntorPHMETOLlMUM-lOO-KJ-UKI TH&A, INC. Engineering end Code Consultants 125 West Mbslon Ave. Suite 201 EscondMo, CA. 92025 JOB-— — —'])r.. SHEET NO..OF. CALCULATED BY, CHECKED BY SCALE DATE. DATE. '^j^m^^M),^^)^- y WocVuidK . hi)L uifttf.. 7.^^ 9%. /,^ PRODUCT 2H-1 |S«g«SMMI 20S-1 IfMM) ACTB/^M GrMon. MM! 01471 10 OW PHONE TOLL FREE 1-WO-K5-W80 joe. TH&A, INC. Engbwerlng and Code CoiuuHanta 125 West MlMion Ave. Suite 201 E*comUdo, CA, 92025 SHEET NO..OF. CALCULATED BY. CHECKED BY SCALE DATE. DATE. TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondklo, CA. 92025 JOB.l»f SHEET NO..OF. CALCUUTED BV_ CHECKED BY SCALE DATE. DATE. TH&A, INC. Engineering and Code Consultants 125 West Mission Avc. Suite 201 Escondido, CA. 92025 JOB— ^~I IDT SHEETNO.,OF CALCULATED BY. CHECKED BY SCALE DATE. DATE, |lfrUmXK<i VfrdiU .; AfetCB/JTJ' %4 & PflOOUC' !W-l iSogk SAMliiDS l (MMl l'*e**U he GIOHII Mm 01471 ToOntorPHONE TOU FK£ 1-IOO-JJM3M TH&A, INC. Engtmvrlng and Code Consultant* 125 We*t Mlwlon Ave. Sutte 201 Eacondido, CA. 92025 JOB. SHEET NO.. CALCULATED BV_ CHECKED BY SCALE DATE. DATE. PRODUCT !«-1|S«l|i9n«]aB-HW*dH^S7« IN Grabn hhH OIJ71.IeOr*rPHOM TOIL FREE I-KO-2JM380 TH&A, INC. Engineering and Code Conmihants 125 We*t MlMkm Ave. Suite 201 EMondido, CA. 92025 JOB. SHEET NO CALCULATED BY. CHECKED BY _ SCALE _ OF DATE, DATE. iz 'fa /'t H- PBOOUCI TO 1 (SmU 5HMs i KB I GKMHI Mm DH7I loDWiPHOW lOLLFRK I-KO-2J1-63M .^aPa^Tal TH&A, INC. Engineering and Code Consultants 125 West Ml»k>n Ave. Suite 201 Escondido, CA. 92025 Wo 3V, SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. PBODUCl!W.I(SingltS*««ltl!OS-MPlMM|^™?wln: Gn*H> Miss 0!«l Ic(WnPHO«TOLLFBEEI«C-25S«W TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondldo, CA. 92025 -ma-— SHEET NO L-3 CALCULATED BY_ CHECKED BY SCALE. OF DATE. DATE. OTM,fmi)(V)s fi\ \al~tfe -,.-! — , ".'-I I., .1 .1 I.,'! A "~• . PflODUClil)<1!S«gltSMMllilft-1(MMdl^m7cHK GraW Uw OH71 IoOi*fPHO«IIXlFBHI-KB!2S.83M TH&A, INC. Engineering and Code Connikanta 125 West MUilon Ave. Suite 201 Escondklo, CA. 92025 JOB. SHEET NO..OF. CALCULATED BY- CHECKED BY SCALE T-K-DATE DATE 3, ^tr^^m JOB TH&A, INC. Engineering and Code Consultants 125 West Mlulon Ave. Suite 201 Escondtdo, CA. 92025 SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. (ft) «' y J-l >' • \i £ i i r c ^ ; p)& r_^) '.:.;.; & U- Grown Miu OH71 TotW«PHO« KXLffiK I-WOJ25-UM JOB. TH&A, INC. Engineering and Code Consultant* 125 West Mission Ave. Suite 201 Escondido, CA. 92025 SHEET NO..OF. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. PRODUCT IV-1 (Single SMWlJOSl JOB — TH&A, INC. Engineering and Code Consultants 125 West MlMkm Avc. Suite 201 Etcondldo, CA. 92025 SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF. DATE. DATE. -1C, - 3 paoDuci ax-i i&nansmmi ro-i iftandi/NSSS)* he Gram MJB own TotweiPHMt TOLL FREE i-KO-ra-oao 4i^^m JOB^--—• — TH&A9 INC. Engineering and Code Coiwdtant* 125 Wert Mission Ave. Suite 201 EKondldo. CA. 92025 SHEET NO.. CALCULATED BV_ CHECKED BY SCALE OF DATE. DATE. GnMn.kbn 01*71 loWl'WOK lOtlfffitl «&!»«» TABLE 23-1-Q—NAILING SCHEDULE CONNECTION !. Joist to sill or girder, toenai) 2, Bridging to joist, toenail each end 3. l"x 6" (25 mm x 152 mm) subfloor or less to each joist, face nail 4. Wider than l"x 6" (25 mm X 152 mm) subfloor to each joist, face nail 5. 2" (5 1 mm) subfloor to joist or girder, blind and face nail 6. Sole plate to joist or blocking, typical face nail Sole plate to joist or blocking, at braced wall panels 7. Top plate to stud, end nail 8. Stud to sole plate 9. Double studs, face nail 10. Doubled top plates, typical face nail Double top plates, lap splice 1 1 . Blocking between joists or rafters to top plate, toenail 12. Rim joist to top plate, toenail 1 3. Top plates, laps and intersections, face nail 14. Continuous header, two pieces I6d at 15. Ceiling joists to plate, toenail 16. Continuous header to stud, toenail 1 7. Ceiling joists, laps over partitions, face nail 1 8. Ceiling joists to parallel rafters, face nail 19. Rafter to plate, toenail 20. 1" (25 mm) brace to each stud and plate, face nail 21. 1 " x 8" (25 mm x 203 mm) sheathing or less to each bearing, face nail NAKJNG1 3-8d 2-8d 2-8d 3-8d 2-l6d I6dat 16"(406mm)o.c. 3-l6dperl6"(406mm) 2-l6d 4-8d, toenail or 2-l6d, end nail 16dat24"(6lOmm)o.c. I6dat I6"(406mm)o.c. 8-l6d 3-8d : 8dat6"(l52mm)o.c. 2-l6d 16" (406 mm) o.c. along each edge 3-8d 4-8d 3-1 6d 3-16d 3-8d 2-8d 2-Sd 22. Wider than 1 " x 8" (25 mm x 203 mm) sheathing to each bearing, face nail 3*8d 23. Built-up comer studs 24. Built-up girder and beams 25. 2" (5 1 mm) planks 26. Wood structural panels and particleboard:2 Subfloor, roof and wall sheathing (to framing): (1 inch = 25.4 mm) '/2* and less'W-VV-i" Wf-lV Combination subfloor-underlayment (to framing): (1 inch = 25 .4 mm;3/4* and lessV-i" I'/sM'V 27. Panel siding (to framing); '/2"(13 mm) or less V(16mm) 28. Fiberboard sheathing:7 '/2"(13mm) ^/sz" (20 mm) 29. Interior paneling XV 16dat 24" (6 10 mm) o.c. 20d at 32" (813 mm) o.c. at top and bottom and staggered 2-20d at ends and at each splice 2-16dateach bearing 6d3 8d4or6d3 3d3 lO^orSd5 6d5 8ds 10d*or8d3 6d« Sd6 No. llga.8 6d4 No. 16 ga.9 No. llga.8 3d4 No. I6ga.9 4d'° 6d" 'Common or box nails may be used except where otherwise stated.2Nai)s spaced at 6 inches (152 mm) on center at edges. 12 inches (305 mm) at intermediate supports except 6 inches (152 mm) at all supports where spans are 48 inches (1219 mm) or more. For nailing of wood structural panel and panicleboard diaphragms and shear walls, refer to Section 2314.3. Nails for wall sheathing may be common, boxor casing. ^Common or deformed shank. ^Common.5Defomwd shank. ^Corrosion-resistant siding or casing nails conforming 10 the requirements of Section 2325.1. 'Fasteners spaced 3 inches (76 mm) on center at exterior edges and 6 inches (152 mm) on center at intermediate sup- pons. Corrosion-resistant roofing nails with 7/i6-inch-diameter(U mm) head and ll/3-inch{38 mm) length for V:-inch (13 mm) sheathing and 1 */4-inch (44 mm) leneih for ^/32-inch (20 mm) sheathing conforming lo the requirements of Section 2325.1.9Corrosipn-resistantstapleswithnominal7/|^-inch(M mmlcrown and I'/g-inch (29 mmi length for'/2-inch (13mm i sheathing and I '/-"inch (38 mm) length for—A^-inch (20 mm) sheathing conforming to the requirements of Section 2325.1.10Panel supports at 16 inches (406 mm) {20 inches (508 mm) if strength axis In the long direction of ihe panel, unless otherwise marked]. Casing or finish nails spaced 6 inches (152 mm i on panel edges. 12 inches (305 mmi ai inter- mediate supports. "Panel supports at 24 inches (610 mm). Casing or finish nails spaced 6 inches (152 mmt on panel edges. 12 inches (305 mm) at intermediate supports. SHEAR WALL SCHEDULE SYM MATERIAL NAILING 1/2" Gyp Bd 5d Cooler Nails Unblocked F.N. & E.N. 5/8" Gyp Bd 6d Cooler Nails Unblocked F.N. & E.N.A 10 11 12 7"OC OC 1/2" Gyp Bd 5d Cooler Nails @ 4" OC Unblocked EN. & E.N. 5/8" Gyp Bd 6d Cooler Nails @ 4" OC Unblocked F.N. & E.N. 7/8" Stucco w/ 16 GA Staples 6" OC Paper Backed Top & Bottom Plates, Edges Wire Lath & Field of Shear Panel 3/8" Struct II 8d @ 6" OC E.N. & B.N. C-D or C-C 12" OC F.N. Plywood 3/8" Struct II 8d @ 4" OC E.N. & B.N. C-D or C-C 12" OC F.N. (3) Plywood 3/8" Struct II 8d @ 3" OC E.N. & B.N. C-D or C-C 12" OC F.N. (3) Plywood 3/8" Struct II 8d @ 2" OC E.N. & B.N. C-D or C-C 12" OC F.N. (2) (3) Plywood 1/2" Struct II lOd @ 3" OC E.N. & B.N. C-D or C-C 12" OC F.N. (2) (3) Plywood 1/2" Struct I lOd @ 2" OC E.N. & B.N. C-D or C-C 12" OC F.N. (2) (3) Plywood SHEAR VALUE 50#/FT 50#/FT 75#/FT 75#/FT 180#/FT 260#/FT 380#/FT 490#/FT 640#/FT 600#/FT 770#/FT TRANSFER NAILING 16di A35 12" OC or ' 32" OC 16d @ 12" OC or A35 @ 32" OC 16d @ 8" OC or A35 @ 32" OC 16d @ 8" OC or A35 @ 32" OC 16d @ 8" OC or A35 @ 32" OC 16d @ 6" OC or A35 @ 24" OC 16d @ 4" OC or A35 @ 16" OC 16d @ 3" OC or A35 @ 12" OC 16d @ 2" OC or A35 @ 9" OC 16d @ 3" OC or A35 @ 12" OC 16d @ 2" OC or A35 @ 8" OC ANCHOR BOLTS 5/8"xlO" @ 48" OC (1) 5/8"xlO" @ 48" OC (1) 5/8"xlO" @ 48" OC (1) 5/8"xlO" @ 48" OC (1) 5/8"xlO" @ 48" OC (1) 5/8"xlO" @ 24" OC (1) 5/8"xlO" @ 24" OC (1) 5/8"xlO" @ 16" OC (1) 5/8"xlO" @ 12" OC (1) 5/8"xlO" @ 12" OC (1) 5/8"xlO" @ 8" OC (1) NOTE: (1) Spacing of anchor bolts and shear transfer nailing shall be reduced by half if shear wall materials are required on both faces of wall. (2) Framing at adjoining panel edges shall be 3-inch nomimal or wider and nails staggered (3) Where plywood is on both sides of wall, framing member for panel joints shall be 3-inch nomimal or wider and nail on each side is staggered EDGE NAIL (E.N.)PLYWOOD SHEATHING 2x RIM JST. OR BLK'G. E.N. 16d NAILS SPACED 16d NAILS PER SCHEDULE DBL TOP PLATE A35 FRAMING ANCHOR SPACED PER SCHEDULE SHEAR TRANSFER W/ 2x4 BLOCKING SHEAR TRANSFER W/ METAL CUPS TH&A Engineering and Code Consultants 1941 Continental Lane Eacondldo,CX 9802$ (619)746-5112 JOt- •MICT MO CALCULATED •¥. CHICRIO tV_ KALE,. • .... „. OF_ DATf, OATC, SPECIFICATIONS/NOTES: GENERAL t ALL DETAlLSt SECTIONS AND NOTES SHOWN ON STRUCTURAL DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE U.N.O. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WtTH THE LATEST ADOPTED EDITION OF THE UNIFORM BUILDING CODE. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING 'WITH ANY WORK INVOLVED. CONTRACTOR TO PROVIDE ADEQUATE SHORING AND BRACING TO SUPPORT ALL LOADS DURING CONSTRUCTION. DURING CONSTRUCTION AND PRIOR TO THE INCORPORATION OFt ALL CHAN- GESi REVISIONS. MODIFICATIONS AND/OR DEVIATIONS FROM TH£ STRUCTURAL DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OFi AND OBTAIN APPROVAL FROM THE ARCHITECT! STRUCTURAL ENGINEER AND THE GOVERNING BUILDING DEPARTMENT. LUMBER/FRAMING* 1 ALL 2X HORIZONTAL RF/CLG LUMBER TO BE MIN DF*2 U.N.O. 2 ALL 2X HORIZONTAL FLR LUMBER TO BE MIN DF*X U.N.O. 3 ALL 4X & LARGER HORIZONTAL LUMBER TO BE MIN DF «1 U.N.O. 4 ALL GLULAMS TO BE DF/DF COMB 2*F-V4 DRY USE U.N.O. 3 ALL 2X VERTICAL LUMBER TO BE MIN DF »2 U.N.O. 6 ALL 4X 6 LARGER VERTICAL LUMBER TO BE MIN "DF*1 U.N.O. 7 ALL PLYWD TO BE MIN CD-CC STRUCT II OR CpxV 6 TYPICAL NAILING SCHEDULE AS PER UBC 23-P. '". ' 9 BUILT-UP BEAMS: DBL 2x MEMBRS TO BE FACE NAILED W/ MIN 16d 3 12in DC STAGGERED TOP/BOT. 3 OR MORE 2X LAMINATIONS TO BE CONN W/ l/2in OIA MB & WASHER MIN 3 24in OC STAGGERED TOP/BOT * 2 EA END 10 CARRY .ALL POSJS & DBL STUDS DOWN TO FOUNDATIONS. BLOCK SOLID AS RE'l'D FOfVFULL BRG 9 FLR LINES. CONCRETEI PROVIDE mNIMUM BAR COVERAGE OF 3ift FOR CONCRETE CAST AGAINST EARTH.OR MINIMUM 21n FOR ALL FORMED CONCRETE. CONCRETE AS PER ASTM C-130 (AGGREGATES PER ASTM C-33)i TYPICAL PORTLAND CEMENT TYPE I. USE GRADE 'C' MIX 1:2-1/2:3-1/2 W/ MAX 7-1/2 (?AL WATER PER SACK OF CEMENT. • ----------- 1941 Continental T-K EnandUot CA. ffiQZp tmcmo t* 1919) 746-51 12 CONCRETE!f 3 ALL CONCRETE TO REACH MIN ULT COMPRESSIVE STRESS OF 2f00 PSI d 28 DAYS U.N.O. MASONRY: . 1 CONCRETE MASONRY UNITS TO BE NORMAL WEIGHT HOLLOW LOAD BEARINGTYPE CONFORMING TO ASTM C-90. MASONRY UNITS SHALL BE CLEAN ANDFREE OF ALL SUBSTANCE THAT MIGHT IMPAIR BOND AND SHALL BE STOREDUNDER COVER ON THE JOB.2 ALL CONCRETE MASONRY UNITS TO EE GRADE N-II U.N.O.3 MIN COMPRESSIVE STRENGTH OF ALL MASONRY UNITS SHALL BE 1300 PSI.A TYPICAL TYPE 'IT MQRTARJ 1 PART CEMENT. 3-1/2 PARTS SANDi1/4 PART LIME PUTTYi CONFORM W/ ASTM C-270. WATER CONTENTSHALL BE MIN REfc'D FOR WORKING CONSISTENCY. MIN 2000 PSI.3 GROUT MIX SHALL BE 1 PART CEMENTi 3 PARTS SAND AND (OPTIONAL)1/10 PART LIME PUTTY. ADD UP TO 2 PARTS PEA GRAVEL WHERE SPACESEXCEED Sin MIN. 28 DAY ULT STRENGTH OF GROUT SHALL BE 2000 PSI.* USE SUFFICIENT WATER TO PRODUCE POURING CONSISTENCE W/O SEGREGATION, REINF STL* 1 ALL REINF STL IP.,PEjjl^ASTM-AA13 GRADE ** U.N.O. LAP ALL MESH MIN 2 MODULES. 3 ALL REINF BARS SHALL BE ACCURATELY 6 SECURELY PLACED BEFORE POURING CONC OR APPLYING MORTAR OR GROUT. • STRUCT' STL* 1 ALL STEEL TO CONFORM TO ASTM-A36 U.N^O.2 DETAILING & FABRICATION PER AISC - LATEST EDITION.3 ALL STEEL PIPES TO CONFORM TO ASTM A33 GRADE B U.N.O.* FASTENERS! 1 ALL CONNECTORS NOTED TO BE SIMPSON OR EQUIVALENT. 2 ALL BOLTS TO BE H(N ASTM-A307. 3 BOLT HOLES: MAX l/16in LARGER "THAN BOLT DIA. 4 ALL BOLTS BRG ON WOOD TO USE M.I. WASHER UNDER HEAD & NUT. 3 LAG BOLTSi LEAD HOLES FOR SHANK TO BE SAME AS SHANK; THREADED PORTION TO BE 60-70X OF SHANK DIA. 6 ALL NAILS TO BE COMMON U.N.O. Til A A JOT*--* ""^^^ I flCCA ., ..H«TNO t Engineering and Code ComuKants T". j?1941 Conttnental Lsne T' c*LcuL*T».r L/L. EnondUo. CA. 9202^ CHECKED iv (619)746-5112 tetlt OF. FASTENERS: 7 USE FULL NAILING/BOLTING a ALL CONNECTORS U.N.O. FOUNDATIONS: 1 PROVIDE MIN CODE REQUIREMENTS FOR ALL FOUNDATIONS U.N.O.2 ALL CONT/ISOLATED FTGS TO BE PLACED MIN Igin INTO COMPETENTBRG SOIL OR BEDROCK.3 ACQUISITION OF A SOILS REPORT IS RECOMMENDED FOR ALL JOBS.IF NO SOILS REPORT IS AVAlLABLEi ASSUM'D SOIL TYPE & BRS VALUEUSED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL.ENGR WILL NOT BE H£LD RESPONSIBLE FOR BLDG DEPT APPROVED VALUES.4 SEE FOUNDATION PLAN FOR ALLOWABLE SOIL BRG PRESSURE. RETAINING WALLS: 1 CONTRACTOR SHALL VERIFY ALL DIMENSIONS & CONDITIONS ON THE JOB.2- RESPONSIBILITY FOR ACCURATELY DESCRIBING THE SITE CONDITIONSRESTS ON THE CLIENT. REVIEW CALCULATIONS IMMEDIATELY TO DETERMINEWHETHER CONSIDERATION WAS GIVEN IN WALL DESIGN FOR ADJACENT FTG»VEHICLE OR BACKSLOPE SURCHARGES. CONTACT THIS OFFICE IMMEDIATELYIF THERE IS ANY QUESTION REGARDING THIS MATTER.3 IF NO SOILS REPORT IS AVAlLABLEi ASSUM'D SOIL TYPE & BRG VALUEUSED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL.4 VERIFY INSPECTION REQUIREMENTS W/ BLDG DEPT PRIOR TO CONSTR.5 SEE RETAINING WALL SCHEDULE FOR BLOCK INSPECTION REQUIREMENTS.6 ALL RETAINING WALL FTGS TO EXTEND MIN I2in INTO COMPETENT BRGSOIL AS DEFINED BY SOILS REPORT OR APPROVED STANDARD PRACTICE.RECOMMENDATIONS OF SOILS REPORT TO SUPERCEDE THIS MIN REQUIREltENT7 BOTTOM OF PAD TO BE MIN S' FROM DAYLIGHT, MEASURED IN A HORIIDIRECTION FROM THE NEAREST BOTTOM EDGE OF PAD. 8 PROVIDE EITHER A MIN I2in x 12in GRAVEL POCKET B BASE OF WL WITH 4in DIA PVC PERFORATED DRAIN PIPE TO DAYLIGHTi OR MIN 2 SQ IN WEEP HOLES 3 BASE OF WALL STEM TO ADJACENT GRADE 3 48in OC. 9 BACKFILLING SHALL NOT BE STARTED FOR AT LEAST2I DAYS AFTER THE FILLING OF THE CELLS WITH GROUT. 10 DO NOT BACKFILL UNTIL ALL WORK HAS PASSED REQ'D INSPECTIONS. BACKFILLING MUST BE THOROUGHLY TAMPED TO PREVENT FURTHER SETTLING. 11 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL SHORING DURING CONSTRUCTION AS REQ'D. 12 ALL BACKFILL MATERIALS TO BE GRANULARi i.«. SANOi GRAVELi OR SOIL APPROVED BY PROJECT SOILS ENGINEER. C -'si«n i if •iij •-* w r>6 * *"*'•U fV U - f\-- N t"so * u*„, f-I (-—l/3 1*ftif V<a:-V'-f0,' — .I" «• r> w jj— 55 IIsyo « OI-iD-0 /Ft // ' B 1 Vt_J •"V- £01«1 — C"•' ^ i ir> >* ^/.xx i^^-?^-^ U o *v ^g P <J us vpo • '. s' '-^-' 2 S3 * S! T ? * wtf £ ? " " "' « '-O a :L rt: u . a ' * o JL^'a; _- aa "J .— (i i_. in w) i/j « ti i" is „; - j^ a -L. e -, t, M j 2 3 " v-. t— ' ^* it •*"'' ii. u— (• ^ w 1 1 u a c|j. •-.; i-.: ,,v •- <•;. " i " !g! L_J « S \ . ; * C i am1 L \— 1 x ng V .,' -^ iTJ X •-, \ ; rs ^7 \\ |^ & i *-* \ • 3 5 £ XC\ 'B •> \ "i :m •» c \ •.,• & o «« \ % ; C C ^ \ "," * £ ,' \ x ^ * » .^r* f 4) n\ )? . dW — •t « *• * s 'fjj£t- » ^ 9. g ,•15"MOKTHltiG-^ f-l u5^ $* t; i i i! ! 0 1 ^ S ^ H^P' *u/ •* t' WE C: r: 'i- «> •wH ^rvit.^ B< V M ^Pifpi1*5 5 Wr.»5 l—TM n»»n tt » »it COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS October 23, 1997 Mara Allard 375 G Walnut Avenue Carlsbad, CA 92008 Subject: FOUNDATION PLAN REVIEW Proposed Single-Family Residence Lot 745, Map 7367 La Costa Meadows Unit No. 4 Carlsbad, California Carlsbad 97-2875 Reference: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single-Family Residence Lot 745, Map 7367 La Costa Meadows Unit No. 4 Carlsbad, California Prepared by Coast Geotechnical Dated September 10, 1997 Dear Mrs. Allard: As requested, we have reviewed the project foundation plans prepared by B Worthing Plan Service, and observed that they have, in general, included the recommendations presented in our Preliminary Geotechnical Investigation, (Job No. P-266087). COMMENTS 1) The proposed residence will be constructed along the existing gently descending slope in the central portion of the lot. The residence will be supported on retaining wall and stem wall footings with raised wood floors. 779 ACADEMY DRIVE • SOLANA BEACH • CALIFORNIA 92075 (619) 755-8622 • FAX (619) 755-9126 October 23, 1997 W.O. P-266087 Page 2 2) All proposed footings should penetrate fill, soil and weathered bedrock materials and should be founded the designed depth into competent bedrock. A pneumatic hammer may be required for footings excavated into competent bedrock. 3) Fill, soil and unsuitable materials should be removed in the area of the proposed garage slab. Granular fill deposits compacted to a minimum of 90 percent of the laboratory maximum dry density should be used for slab support. 4) All footing excavations should be observed by a representative of this firm prior to placement of any steel. Due to varying depths of fill soil and weathered bedrock, it is suggested that footings be observed during excavation. It should also be noted that excavations deeper than 3-5 feet may require shoring especially if a pneumatic hammer is necessary for embedment into bedrock. 5) All fill should be placed under the observation and testing of a representative of the geotechnical engineer. LIMITATIONS The findings and opinions presented herein have been made in accordance with generally October 23, 1997 W.O. P-266087 Page 3 accepted professional principals in the fields of geotechnical engineering. No warranty is provided. If you have any questions regarding this letter, please contact our office. Reference to our Job No. P-266087 will help expedite a response to your inquiry. Respectfully submitted, COAST GEOTECHNICAL Mark Burwell Geologist Vithaya Singhanet, P.E. Geotechnical Engineer COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS September 10, 1997 Mara Allard 375 G Walnut Avenue Carlsbad, CA 92008 Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single-Family Residence Lot 745, Map 7367 La Costa Meadows Unit No. 4 Carlsbad, California Dear Mrs. Allard: In response to your request, and in accordance with our Proposal/Agreement dated July 24, 1997 we have performed a preliminary geotechnical investigation on the subject site for the proposed single-family residence. The findings of the investigation, laboratory test results and recommendations for foundation design are presented in this report. From a geotechnical point of view, it is our opinion that the site is suitable for the proposed development, provided the recommendations in this report are implemented during the design and construction phases. However, hard near surface metavolcanic rock is present on the site which will require special consideration during the design and construction phase. If you have any questions, please do not hesitate to contact us at 755-8622. This opportunity to be of service is appreciated. Respectfully submitted, COAST GEOTECHNICAL \J Mark Burwell Geologist Vithaya Singhanet, P.E. Geotechnical Engineer 779 ACADEMY DRIVE • SOLANA BEACH • CALIFORNIA 92075 (619) 755-8622 • FAX (619) 755-9126 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single-Family Residence Lot 745, Map 7367 La Costa Meadows Unit No. 4 Carlsbad, California Prepared For: Mara Allard 375 G Walnut Avenue Carlsbad, CA 920O8 September 10, 1997 W.O. P-266087 Prepared By: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, CA 92075 TABLE OF CONTENTS VICINITY MAP INTRODUCTION 5 SITE CONDITIONS 5 PROPOSED DEVELOPMENT 6 SITE INVESTIGATION 6 LABORATORY TESTING 6 GEOTECHNICAL CONDITIONS 8 CONCLUSIONS 11 RECOMMENDATIONS 12 A. REMOVALS/GRADING/RECOMPACTION 12 B. FOUNDATIONS (BEDROCK) 13 C. FOUNDATIONS (COMPACTED FILL) 14 D. RETAINING WALLS 15 E. SLABS ON GRADE 15 F. DRIVEWAY 16 G. DRAINAGE 16 H. OBSERVATIONS AND DENSITY TESTING 17 I. PLAN REVIEW 17 J. LIMITATIONS 17 APPENDICES APPENDIX A REGIONAL FAULT MAP IABORATORY TEST RESULTS TRENCH LOGS SITE PLAN APPENDIX B GRADING GUIDELINES PLATE A VICINITY MAP SUBJECT PROPERTY P-266087 ©1996-DeLdnne S(reet;MasUSA Scate1:12,500 (at center) 1000 Feet Mag 15.00 MonSep 1515:141997 Secondary SR/Road/Hwy Ramp September 10, 1997 W.O. P-266087 Page 5 INTRODUCTION This report presents the results of our geotechnical engineering investigation on the subject property. The purpose of this study is to evaluate the nature and characteristics of the surficial deposits underlying the property and their influence on the construction of a single-family residence. SITE CONDITIONS The subject property is located west of Corintia Street, along the north side of Cazadero Drive, in the La Costa Meadows district, city of Carlsbad. The subject property includes a rectangular lot which is part of a larger subdivision known as La Costa Meadows Unit No. 4. The property descends from the street at a gradient of about 1:1 (horizontal to vertical) for 3-0 to 6.0 +. vertical feet. From the base of the road fill, the property descends to the northwest at a grade of about 18 percent for approximately 36 vertical feet. The property is bounded along the north by developed residential lots which are part of La Costa Meadows Unit No. 2. Existing residences are located on the adjacent lots east and west of the site. Vegetation includes a sparse to moderate growth of brush. Drainage is by sheet flow to the northwest. However, a concrete V-drain is located near the northern property line which intercepts drainage. This drain is continuous along six lots and discharges into an inlet west of the site. September 10, 1997 W.O. P-266087 Page 6 PROPOSED DEVELOPMENT Conceptual plans were prepared by B.A. Worthing Plan Service. The project includes the construction of a residence on the existing grade in the central portion of the lot. The proposed residence will be a two'Story structure supported on stem wall foundations with a raised wood floor. SITE INVESTIGATION Four backhoe exploratory trenches were excavated on the site to a maximum depth of 8.0 feet (due to hard rock conditions). Earth materials encountered were visually classified and logged by our field geologist. Sampling of earth materials was significantly impeded by the presence of near surface hard rock. Therefore, bulk samples of earth materials were obtained at selected intervals and transported to our laboratory for testing and analysis. LABORATORY TESTING Classification The field classification was verified through laboratory examination, in accordance with the Unified Soil Classification System. The final classification is shown on the enclosed Exploratory Logs. September 10, 1997 W.O, P-266087 Page? Maximum Dry Density/Optimum Moisture Content The maximum dry density and optimum moisture content were determined for selected samples of earth materials taken from the site. The laboratory standard tests were in accordance with ASTM D-1557-91. The results of the tests are presented in Appendix A. Expansion Index Tests Expansion Tests were performed on the undisturbed soils samples. The samples were air dried for at least 24 hours, surcharged with a load of 100 pounds per square foot, and then inundated for 24 hours. The percent swell was recorded as a percentage of vertical rise to the original one-inch height. The results of the tests are tabulated in Table III, Appendix A. Soils are generally classified according to their percent swell. Swell classifications are as follows: Swell Potential Expansion 0 to 2 percent Low 2 to 6 percent Medium 10 percent High Above 10 percent Very High September 10, 1997 W.O. P-266087 PageS GEOTECHNICAL CONDITIONS Based on a review of published geologic maps, the subject property is underlain at shallow depths by the Cretaceous metavolcanic rocks. The bedrock, in general, is extremely hard although the rock is characterized by weathered zones, joint systems and random fracturing. The bedrock is generally overlain by soil deposits which vary in thickness and by isolated dump fills. A brief description of the earth materials encountered on the site is discussed below. Dump Fill Up to 3-0 feet of tan silty and fine-grained sand with clay was encountered in the vicinity of Trench No. 3- The fill contains debris and appears to have been dumped on the site. Other isolated areas on the site appear to be dump fills including concrete debris. It is probable that much of the debris was placed during development of various lots in the area. Soil A veneer of soil, generally ranging from about 0.3 to 2.0 feet, was encountered in the Exploratory Trenches. The soil is generally composed of brown slightly clayey, silty sand. The soil is generally damp and loose. September 10, 1997 W.O. P-266087 Page 9 Bedrock Locally, the site is underlain by metamorphosed volcanic rock. The bedrock is characterized by an undulating surface which is weathered and fractured in localized areas but extremely hard at shallow depths in other areas on the lot. In general, the upper 3-0 to 4.5 feet of the bedrock is highly fractured in the vicinity of Trench Nos. 1 through 3 but very hard near the surface in the vicinity of Trench No. 4. However, below the weathered zone the volcanic rock is extremely hard with random fracturing and steeply dipping joint systems. Expansive Soils Laboratory testing of representative samples suggest that the soil has a potential expansion in the medium range. However, higher expansion potentials may occur in areas where the soil has a greater clay content. Ground Water No evidence of perched or high ground water tables were observed to the depth explored. However, it should be noted that minor seepage problems may occur after development, as a result of drainage alterations and/or over-irrigation. In the event that seepage or saturated ground does occur, it has been our experience that they are most effectively handled on an individual basis. September 10, 1997 W.O, P-266087 Page 10 Faults/Seismicitv Based on a review of published geologic maps, no faults are located on or in the immediate vicinity of the site. The nearest active fault is the Rose Canyon Fault Zone located approximately 7.0 miles southwest of the site. Other active faults which could affect the site include the Coronado Bank, Elsinore, San Jacinto and San Andreas Faults. The proximity of major faults to the site is shown on the enclosed Regional Fault Map. Although the likelihood of ground rupture on the site is remote, it is almost a certainty the property will be exposed to moderate to high levels of ground motion resulting from the release of energy, should an earthquake occur along the numerous known and unknown faults in the region. Liquefaction Potential Liquefaction is a process by which a fine sand mass loses its shearing strength completely and flows. The temporary transformation of the material into a fluid mass is often associated with ground motion resulting from an earthquake. Owing to the dense nature of the underlying bedrock and the anticipated depth to ground water, the potential for seismically induced liquefaction and soil instability is considered very low to non-existent. September 10, 1997 W.O. P-266087 Page 11 CONCLUSIONS 1) The site is characterized by an undulating hard rock surface which is covered by isolated fills, a relatively thin veneer of soil and in part by weathered bedrock materials. The surficial deposits are not suitable for the support of foundations, concrete flatwork or any proposed fills. 2) Two approaches for development of the site are provided in the recommendations section of this report. The first approach would require footings to be excavated into metavolcanic rock. A considerable degree of difficulty should be anticipated in excavating proposed footings into competent bedrock. The alternative approach is to undercut a proposed cut/fill building pad and utilize non-expansive fill deposits to achieve pad grade. Such an approach would result in a level building pad and a more uniform support for footings and concrete flatwork founded into compacted fill deposits. 3) Any proposed grading including the driveway should anticipate the removal and replacement of the surficial deposits as properly compacted fill. However, rock fragments greater than 6.0 inches should not be used as compacted fill. Fills should not have a rock content greater than 20 percent. If a considerable amount of rock is generated during grading, a rock disposal area should be delineated on the site or the rock should be exported. The importation of fill may also be necessary. September 10, 1997 W.O. P-266087 Page 12 4) Our experience with recently constructed building pads underlain by metavolcanic rock suggests that a D-8 caterpillar can excavate the bedrock to a depth up to about 4.0 to 4.5 feet. However, the excavation characteristics of the bedrock is directly influenced by the degree of fracturing. Typically, the rock is "plucked out" along fractures by rippers. Cut slopes within the bedrock generally result in an uneven, irregular slope surface. 5) Due to the nature and characteristics of the metavolcanic rock, it is suggested that cuts, excavations and utility lines be limited in depth or blasting will probably be required. RECOMMENDATIONS Removals/Grading/Recompaction All existing fill, soil and weathered bedrock should be removed in areas of proposed grading. A minimum 12 foot wide key excavated (along the outside edge) into competent bedrock should be constructed along the base of any proposed fill slopes. A subdrain may be necessary along the back of the key, depending on field conditions. All fill should be benched into the underlying competent bedrock. Any proposed building pads should be filled to an elevation such that a minimum of 1.5 feet of fill is located beneath the base of proposed footings and concrete flatwork. The existing earth deposits are generally suitable for reuse, provided they are cleaned of all roots, vegetation, debris and rocks September 10, 1997 W.O. P-266087 Page 13 larger than 6.0 inches, and thoroughly mixed. Fill should be placed in 6.0 to 8.0 inch loose lifts, moistened as required to 1.0-2.0 percent above optimum moisture, and compacted to a minimum of 90 percent of the laboratory maximum dry density. Cut/fill transitions should be undercut a minimum of 3-0 feet and replaced with properly compacted fill if proposed footings are founded into fill deposits. Additional recommendations will be presented should any unforeseen conditions be encountered during grading. Imported fill, if necessary, should be composed of granular deposits approved by this firm. Foundations (Bedrock) Proposed footings should penetrate all fill, soil and weathered rock materials. The footings should be founded a minimum of 12 inches and 18 inches into competent bedrock for single and two story structures, respectively. A pneumatic hammer may be required for footings excavated into competent bedrock. Footings founded as recommended into competent bedrock may be designed for a bearing value of 2500 pounds per square foot. Footings should be maintained a minimum horizontal distance of 8.0 feet from the face of the nearest descending slope. The bearing value indicated above is for the total dead and frequently applied live loads. This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. September 10, 1997 W.O. P-266087 Page 14 Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead- load forces. A passive earth pressure of 400 pounds per square foot, per foot of depth of bedrock penetrated to a maximum of 2500 pounds per square foot may be used. Foundations (Compacted Fill) The following parameters assume a minimum 3-0 foot cap of imported non-expansive fill. Footings for the proposed residence and garage should be a minimum of 12 inches wide and founded a minimum of 12 inches and 18 inches below the lower most adjacent grade for one and two story structures, respectively. A 12 inch by 12 inch grade beam should be placed across the garage opening. Footings should be reinforced with a minimum of four No. 4 bars, two placed along the top of the footing and two placed along the base. Footing recommendations provided herein are based upon underlying soil conditions and are not intended to be in lieu of the project structural engineer's design. Footings founded as recommended into compacted fill may be designed for a bearing value of 1500 pounds per square foot. Footings should be maintained a minimum horizontal distance of 8.0 feet from the face of the nearest descending slope. The bearing value indicated above is for the total dead and frequently applied live loads. This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. September 10, 1997 W.O. P-266087 Page 15 Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead- load forces. A passive earth pressure of 300 pounds per square foot, per foot of depth of compacted fill penetrated to a maximum of 1500 pounds per square foot may be used. Retaining Walls Cantilever walls (yielding) retaining nonexpansive granular soils may be designed for an active-equivalent fluid pressure of 35 pounds per cubic foot. Restrained walls (nonyielding) should be designed for an "at-rest" equivalent fluid pressure of 58 pounds per cubic foot. Wall footings should be designed in accordance with the foundation design recommendations. All retaining walls should be provided with an adequate backdrainage system. The soil parameters assume a level granular backfill compacted to a minimum of 90 percent of the laboratory maximum dry density. Slabs on Grade Slabs on grade should be a minimum of 4.0 inches thick and reinforced in both directions with No. 3 bars placed 18 inches on center. Slabs should be underlain by a minimum 4.0-inch sand blanket. Where moisture sensitive floors are used, a minimum 6.0-mil Visqueen or equivalent moisture barrier should be placed in the center of the sand blanket. Utility trenches underlying the slab should be backfilled with imported granular materials, compacted to a minimum of 90 percent of the laboratory maximum September 10, 1997 W.O. P-266087 Page 16 dry density. However, sufficiently compacting the backfill deposits may damage or break shallow utility lines. Therefore, minor settlement of the backfill in the trenches is anticipated in these shallow areas. In order to reduce the possibility of cracks occurring, the slab should be provided with additional reinforcement to bridge over trenches. It is suggested that slabs be provided with contraction/expansion joints, as recommended by the project structural engineer. All slabs should be cast over dense compacted non- expansive subgrades. Driveway The minimum driveway section should be composed of 3-0 inches of asphaltic concrete, over 4.0 inches of Class 2 base. The driveway should be protected from moisture migrating under the pavement section. The upper 12 inches of the driveway subgrade should be scarified, moistened and compacted to a minimum of 95 percent of the laboratory maximum dry density prior to placement of Class 2 base. Drainage Specific drainage patterns should be designed by the project civil engineer, or architect. However, in general, pad water should be directed away from foundations and around the structure to the existing V-type interceptor drain. Roof water should be collected and conducted to area drains or to the V-drain, via non-erodible devices. Pad water should not be allowed to pond or flow onto slopes in an uncontrolled manner. Fill slopes September 10, 1997 W.O. P-266087 Page 17 should be planted with drought resistant and erosion controlling vegetation. Irrigation should be limited to that amount necessary to sustain plant life. The existing V-type drain contains a considerable amount of debris. This drain should be cleaned prior to winter months. Cooperation with neighbors will be required in this regard. Observations and Density Testing Structural footing excavations should be observed by a representative of this firm, prior to the placement of steel. Fill should be placed while a representative of this firm is present to observe and test. Plan Review A copy of the final grading and building plans should be submitted to this office for review, prior to the initiation of construction. Additional recommendations may be necessary at that time. LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they may be incorporated into plans. September 10, 1997 W.O. P-266087 Page 18 If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed unless on-site review is performed during the course of construction. The subsurface conditions, excavation characteristics and geologic structure described herein are based on individual exploratory excavations made on the subject property. The subsurface conditions, excavation characteristics and geologic structure discussed should in no way be construed to reflect any variations which may occur among the exploratory excavations. Please note that fluctuations in the level of groundwater may occur due to variations in rainfall, temperature and other factors not evident at the time measurements were made and reported herein. Coast Geotechnical assumes no responsibility for variations which may occur across the site. The conclusions and recommendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties. Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge. Consequently, the conclusions and recommendations of this report may be rendered wholly or partially September 10, 1997 W.O. P-266087 Page 19 invalid by events beyond our control. This report is therefore subject to review and should not be relied upon after the passage of two years. The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechnical field. Our engineering work and the judgments given meet present professional standards. However, in no respect do we guarantee the outcome of the project. APPENDIX A 0.S IP ru.-J<Z.o^Ha »N 11 it!1MIt;s;ji8J]]\\\]ii 3 .Hli1. * .ilH'l & iJbfil I p '!'3 j J11S * i Ii?rihiirin'•H1 ? 5iiii i'Ml ?-11 * -111! i *-,j- ,i-i ^rr -i ')C.:-^; rv^/y ^-wrf : '//£-•&,&)& 4,^SsrA '-.. -;.t A ' - tftt jiggj. -y •$ - /fa / y^/l'Wk ^\v|\W?% / I ^iS^^J*:^ ('.,!• ••--/<-•"!://>x^" T1^•Os .^HTj"/^ £4. ftV^ ' y /M. wpjjff s < ^ - r ;?• tr -'Jr *y *f< O ' -/v • i-r"'- /S iV--'" ' ••• I"•' '-'w$K^ ^/^- ^^^/K^^^:^^\"^ * JF»• ,M^//' V •^^/aPrii^^ -^;VA-^;1^i-^i.^Kv- --to&^v ,;, V'f'^#<^WX ,~ "~-f;--> ;V" C-'-'i a .?t7^<':W.'lrV: •-')*-.- '=! tF ^V*yyX^-^ ; p -'• ft^c^-s.-"-/-'*-'-'-^/^'--.'S( ^\|i*5V-'f~ier>',-K*1 . i i—i ' • ^S0?v ••^-i-;t / - '--.^|^v^-rV|';:x -^- ^^'^ < &' ^ ,'>l^i^sp^Ato^^ ^W/ ^j^fj^e^ ^iC>^ ^"^^ . l\t&as^lJ 1^^^r^^ £/ J^ * - X?^\;.L,$f^ bt^lifff Spir» Ax^_:4/t>ftj*sri lAXOTif!^' ':^\>%&&W. .&;%- -:: ^: .^^^^^ %$^t+^t$&-^;^±.&^^£L^X^*.rift.fr *";..i//. rw-sf^r&.-i '---i •#:/^?^:^iMi^K-i^J^«4%r^j^^^? , LABORATORY TEST RESULTS TABLE I Maximum Dry Density and Optimum Moisture Content (Laboratory Standard ASTM D-1557-91) Sample Max. Dry Optimum Location Density (pcf) Moisture Content T-3 @ I1 -3' 114.0 14.9 TABLE II Field Dry Density and Moisture Content Sample Field Dry Field Moisture Location Density Content >cf T-l ® 1.0' 105.1 12.6 T-3 @ 1.0' 92.1 8.2 T-3 @ 4.0' 107.5 12.1 TABLE III Expansion Test Sample Location Soil Type Swell T-2 @ 4.0' Natural 5.6% P-266087 CD Q— I ol h-coLU h- J S <SOS22 £ °i-M ,-« CJ 2 ^ ^u 1H£ OS Cd 2OiIt! *fC/D z ^b,9*O z W 0 CJ tfS5:>*JQ TJ O>o>o»c fs 01 \3 *<D Oo X *l<& ?T _O UJ N Qd Q >A NS N rjX d >' co "o. "k. UV) <D O ^a« O <uwO3 **2"oeApT^^ o^J 0) 1<g ^ooUi ^S > *g «>^&1 &*c3 c »2CQ do Cfl o CN O O e 1^£ g«e V metavolcanic rock.£M O-4-t 2n MuoiCQ in vO o cs 1§U SPr c•i 1 3 > J|ii I a _J- t« *« S1• v<4 GO isU -=3d^SKETCHWii . *H °£Ji 3 &^jj. K Q vS V1 d v i S \ \ r i * I \ g^ \WO 1 " ' 1 \1 H * 1 * ^/ r"r""^ •CM-l , in sj ~ ~^k <£> b Q- Hco Ul oo» 1 0> o UJ § *q <i o 8fe§ ^5O^of co [a.'Cu JS a o So GO C^s CQ dO 00 o o o 0) JO1 f*> o i sI aisCQ 00 o CM^ 0 h- Q. h-coLU h- OS 5 RZ aE os(^ "fc c(/) * -aa>eneno <D *-OO a> LU o 3* o</>a>O A aj«o a. £ ^oo -o It»•c•s•o w"«o T3 •o" o o Moo i Isoa o?o ooa. oo o o1«s t3 8S I o oJ.2 o +*jz tn' CJlCO o Nl^« XIO — \o *>OQ| \ 1 d>\ 00 — CXO Vt- o 4- X- CAZADERO DRIVE SITE PLAN SCALE:! "=25* LEGEND EXPLORATORY TRENCH LOCATION (approx.)COAST P-2660S7 APPENDIX B GRADING GUIDELINES Grading should be performed to at least the minimum requirements of the governing agencies, Chapter 70 of the Uniform Building Code, the geotechnica! report and the guidelines presented below. All of the guidelines may not apply to a specific site and additional recommendations may be necessary during the grading phase. Site Clearing Trees, dense vegetation, and other deleterious materials should be removed from the site. Non-organic debris or concrete may be placed in deeper fill areas under direction of the Soils engineer. Subdrainage 1. During grading, the Geologist and Soils Engineer should evaluate the necessity of placing additional drains (see Plate A). 2. All subdrainage systems should be observed by the Geologist and Soils Engineer during construction and prior to covering with compacted fill. 3. Consideration should be given to having subdrains located by the project surveyors. Outlets should be located and protected. Treatment of Existing Ground 1. All heavy vegetation, rubbish and other deleterious materials should be disposed of off site. 2. All surficial deposits including alluvium and colluvtum should be removed unless otherwise indicated in the text of this report. Groundwater existing in the alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. 3. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. Fill Placement 1. Most site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see report). Highly organic or contaminated soil should not be used for compacted fill. (1) 2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils Engineer. 3. If the moisture content or relative density varies from that acceptable to the Soils engineer, the Contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre- watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. b) Each six inch layer should be compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. In this case, the testing method is ASTM Test Designation D-1557-91. 4. Side-hill fills should have a minimum equipment-width key at their toe excavated through all surficial soil and into competent material (see report) and tilted back into the hill (Plate A). As the fill is elevated, it should be benched through surficial deposits and into competent bedrock or other material deemed suitable by the Soils Engineer. 5. Rock fragments less than six inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine-grained material to surround the rocks; c) The distribution of the rocks is supervised by the Soils Engineer. 6. Rocks greater than six inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. 7. In clay soil large chunks or blocks are common; if in excess of six (6) inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break the up blocks. (2) 8. The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled approximately every 4 feet vertically as the slope is built. Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. Finish grade testing of the slope should be performed after construction is complete. Each day the Contractor should receive a copy of the Soils Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day. 9. Fill over cut slopes should be constructed in the following manner: a) All surficial soils and weathered rock materials should be removed at the cut-fill interface. b) A key at least 1 equipment width wide (see report) and tipped at least 1 foot into slope should be excavated into competent materials and observed by the Soils Engineer or his representative. c) The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. 10. Transition lots (cut and fill) and lots above stabilization fills should be capped with a four foot thick compacted fill blanket (or as indicated in the report). 11. Cut pads should be observed by the Geologist to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones,and/or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases. (3) 12. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Grading Observation and Testing 1. Observation of the fill placement should be provided by the Soils Engineer during the progress of grading. 2. In general, density tests would be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of the fill. In any event, an adequate number of field density tests should be made to evaluate if the required compaction and moisture content is generally being obtained. 3. Density tests may be made on the surface material to receive fill, as required by the Soils Engineer. 4. Cleanouts, processed ground to receive fill, key excavations,subdrains and rock disposal should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for observation. 5. A Geologist should observe subdrain construction. 6. A Geologist should observe benching prior to and during placement of fill. Utility Trench Backfill Utility trench backfill should be placed to the following standards: 1. Ninety percent of the laboratory standard if native material is used as backfill. 2. As an alternative, clean sand may be utilized and flooded into place. No specific relative compaction would be required; however, observation, probing, and if deemed necessary, testing may be required. 3. Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing, should be compacted to 90 percent of the laboratory standard. Sand backfill, unless it is similar to the inplace fill, should not be allowed in these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. (4) FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL EXISTINGGROUND SURFACE —"—-••sjSSiSS' FILL "Z—""""wC^ 4' MIN.KEYDEPTH •"«*- I —16' MIN. A LOWEST ILOWEST BENCH (KEY) BENCH REMOVE UNSUITABLE MATERIAL 6' MIN. OVERLAP CLEAN GRAVEL (iltJt/ft. MIN.) 4-HONPERFORATEO "ON-P^ORATM mPELATERALTOSLOPE FACE AT 100* MTERVAL8 FILTER FABRIC ENVELOPE (MIRAFI E-. 140N OR APPROVED EQUIVALENT)* 6* MIN. COVER 4- 0 PERFORATED PIPE 4' MIN. BEDDINQ SUBDRAIN TRENCH DETAIL KEY, BENCHING AND SUBDRAIN DETAIL PLATE A CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title Mr. & Mrs. Allard Project Address Lot 745, Cazadero Dr. Carlsbad, California T. Q. H. TH&A, Inc. 125 W. Mission Ave. #201 Escondido, CA 92025 Date 09/27/97 Documentation Author ******* *v4.50******** 760-746-5112 Climate Zone 07 Compliance Method MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. Building Permit ft Plan Check / Date Field Check/ Date MICROPAS4 V4.50 File-ALLARD Wth-CTZ07S92 Program-FORM CF-1R User#-MP0820 User-TH&A, Inc. Run-Allard Residence GENERAL INFORMATION Conditioned Floor Area 2420 sf Building Type Single Family Detached Construction Type New Building Front Orientation. Front Facing 90 deg (E) Number of Dwelling Units... 1 Number of Stories 2 Floor Construction Type.... Raised Floor Glazing Percentage 17 .9 % of floor area Average Glazing U-value.... 0.6 Btu/hr-sf-F BUILDING SHELL INSULATION Component Type Wall Roof Door FloorExt Frame Type Wood Wood n/a Wood Cavity R- value R-13 R-30.7 R-0 R-19 Sheathing R- value R-0 R-0 R-n/a R-0 Assembly U-Value 0.088 0.035 0.330 0.048 Location/Comments Exterior Wall, Garage Wall Ceiling Front Door, Garage Door Floor FENESTRATION Orientation Window Window Window Window Door Window Window Window Window Window Window Window Skylight Front Front Front Back Back Back Back Back Back Right Left Left Horz (E) (E) (E) (W) (W) (W) (W) (W) (W) (N) (S) (S) Area (sf) 60.0 50.0 19.5 45.0 33.3 33.8 18.0 62.5 6.0 22.5 25.0 45.0 12.0 u- Value 0 0 0 0 0 0 0 0 0 0 0 0 0 .600 .600 .600 .600 .550 .600 .600 .600 .600 .600 .600 .600 .800 # of Interior Pan- Shading/ es Description 2 2 2 2 2 2 2 2 2 2 2 2 1 Drapes Drapes Drapes Drapes Drapes Drapes Drapes Drapes Drapes Drapes Drapes Drapes None .Wht .Wht .Wht.wht .Wht .wht .wht .wht.wht .wht.wht .wht Over- Exterior hang/ Framing Shading Fins Type None None None None None None None None None None None None None None None None None None None None None None None None None None Vinyl Vinyl Vinyl Vinyl Wood Vinyl Vinyl Vinyl Vinyl Vinyl Vinyl Vinyl Vinyl u 09:46 ITY OF CARLSBAD COHH DE FAX ... 4*iQB94 P.G3 Pian Check No CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD COMMUNITY DEVELOPMENT 2075 LAS PALMAS DR., CARLSBAD, CA 92009 (619)438-1161 This form shall be used to determine the amount of school fees for a project and to verity that the projec: applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City or Carlsbad Building Department. SCHOOL DISTRICT: 801 Pine Avenue Carlsbad CA 92008 (434-0661) _ Encinttas Union 101 South Rancho Santa Fe Rd. Encinitas CA 92024 (944-4300) San Marcos Unified 215 Mata WaVSan Marcos CA 92069 736-2236 San Dieguito Union High School 710 Encinitas Boulevard Encinitas CA 92024 (753-6491) ttt/Wl A//£L/dProject Applicant; _ Project Address: _ RESIDENTIAL: SQ. FT. of living SQ. FT. of covered area , CQMMERCIAL'INDUSJRIAL: SQ. FT. AREA Prepared by APN;2_S number of dwelling units SQ. FT. of garage area Qate FEE CERTIFICATION (To be completed by the School District) Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 1986. (other school fees paid) Other ... ^___ Residential Fee Levied: $ Comm/lndust Fee Levied: $ based on based on sq.ft. sq.ft. School District Official Title Date B.fi. WORTHING INC.TEL=1-619-729-0784 Jan 13,98 -13-1998 11:59 11:08 No .003 P. 02 P.Ql PltfiMt DtMlM OAINESUU1VMI JUDY HANSON Wreflor TIMOTHY JOCHW January 13,1998 Terew B A, Worthing Via fax: 729-0784 Dear Tereia, for »600. additional information please do not hesitate toIf you bare any questions or require any contact me. Sincerely, Tracy L.Moulton Executive Assistant MstrU Cffkr TOTflU P.01