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1307 PINE AVE; ; CB030891; Structural Calculations
Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB030891 Building Inspection Request Line (760) 602-2725 1307 PINE AVCBAD RESDNTL 2050521600 $174,528.00 Sub Type: RAD Lot#: 0 Construction Type: NEW Reference #: 0 Structure Type: 0 Bathrooms: 0 KLEMROTH RES 1536 SF ADD 544SF REMODEL ADD 2BDRM 1 1/2 BTHRM & KIT/LV RM Status: ISSUED Applied: 03/26/2003 Entered By: SB Plan Approved: 05/22/2003 Issued: 05/22/2003 Inspect Area: Orig PC#: Plan Check*: Applicant: KLEMROTH SCOTT M&KELLY 1307 PINE AVE CARLSBAD CA 92008 Owner KLEMROTH SCOTT M&KELLY 5733 Q5/22/03 0002 01 COP„_,. , MWVCI*-!* >.'~,-.-. CAR!,! 02 984-51 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $W>; $505.41 $0.00 $0.00 $17.45 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ;$o.oo 40,00 $0,00 $0.00 $0.00 " ' 'j , •-',. ' ' '''/^Rml'$f$&r°*Gon.'Pm • •' •'•' '*Wfc*«fx S^WAFee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) Sidewalk Fee PLUMBING TOTAL : ELECTRICAL TOTAL MECHANICAL TOTAL Housing impact pee Houstng InUeu £6e Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT^S $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 :-. $0.00 $0.00. :•:•' $0.00 $104.00 $35.00 $50.50 , $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,489.92 Total Fees: $1,489.92 $505.41 $984.51 Inspector: FINAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions,* You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure wfll bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which YOU have previously been given a NOTICE simitar to this, or Mtowhic]iflie_staMejifJffnitetions_bas previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By ' Address (include Bldg/Suite #)Business Name (at this address) 1277 93/26/03 OQQ2 01 02-0-JLegal Description Lot No.Subdivision Name/Number Unit No.Phase Nq_ _ %otat # w Assessor's Paffflt *•?* ^3-os -Existing Use Proposed Use # of Bathroom* (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License » Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 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 chaH subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), In addition to the cost of compensation, damage* as provided for in Section 3706 of the Labor code. Interact and attorney's fees. SIGNATURE . DATE hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q t, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I& '• as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): . 5. I will provide some of the work, but I have contracted (hired? the following parsons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE 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 la tha applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE Of OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097{i| Civif Codel. LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. 1 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 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a periodtofJSO days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE ^t^rn- flA £>^~— DATE ~5-ZX»" WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For 03/17/2004 Permit* CB030891 Title: KLEMROTH RES 1536 SF ADD 544SF Description: REMODEL ADD 2BDRM 1 1/2 BTHRM & KIT/LV RM Inspector Assignment: JM Type:RESDNTL Sub Type: RAD Job Address: 1307 PINEAV Suite: Lot 0 Location: APPLICANT KLEMROTH SCOTT M&KELLY Owner: KLEMROTH SCOTT M&KELLY Remarks: Phone: 7606443788 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: SCOTT Entered By: CHRISTINE Act Comment Associated PCRs/CVs Insoection Historv Date 03/10/2004 10/31/2003 10/27/2003 10/21/2003 10/14/2003 10/02/2003 09/26/2003 08/15/2003 08/14/2003 07/21/2003 07/01/2003 06/27/2003 06/24/2003 06/11/2003 Description 89 17 16 18 14 13 13 15 15 14 14 14 14 11 Final Combo Interior Lath/Drywall Insulation Exterior Lath/Drywall Frame/Steel/Bolting/Welding Shear Panels/HD's Shear Panels/HD's Roof/Reroof Roof/Reroof Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Act CO AP AP AP AP AP CO AP CO PA PA CO CO AP Insp JM PD JM JM JM PS JM JM JM JM PS PS JM JM 06/02/2003 21 Underground/Under Floor NR JM Comments SEE LIST NEED GAS TEST-BAD GAUGE INSULATION OK - CIRCUIT CARD OK EXISTING WALLS OK TO COVER OK TO INSULATE PICKUP © INSULATION 3X SILL UP & DOWNSTAIRS/NAILING/A35S OK TO COVER NO APPROVED PLANS ON SITE 2ND FLOOR NAILING OK FLR JOIST ONLY NEED PLUMBING TEST NO PLANS OR PERMIT ON SITE 1 st flr framing not per plan OK TO POUR NEW & EXISTING RETRO SETBACK & SOILS LETTER OK WASTE NOT UNDER TEST City of Carlsbad Bldg Inspection Request For: 06/24/2003 Permit* CB030891 Title: KLEMROTH RES 1536 SF ADD 544SF Description: REMODEL ADD 2BDRM 1 1/2 BTHRM & KIT/LV RM Type:RESDNTL Sub Type: RAD Job Address: 1307 PINEAV Suite: Lot 0 Location: APPLICANT KLEMROTH SCOTT M&KELLY Owner: KLEMROTH SCOTT M&KELLY Remarks: SUB FLOOR INSPECTION Inspector Assignment: JM Phone: 7606443788 Inspector: ^ W\ Total Time: CD Description Act Comment 14 Frame/Steel/Bolting/Welding Requested By: JOHN Entered By: CHRISTINE Associated PCRs/CVs Inspection History Date Description Act Insp Comments 06/11/2003 11 Ftg/Foundation/Piers AP JM OK TO POUR NEW & EXISTING RETRO SETBACK & SOILS LETTER OK 06/02/2003 21 Underground/Under Floor NR JM WASTE NOT UNDER TEST 06/02/2003 31 Underground/Conduit-Wiring WC JM CITY OF CARLSBAD BUILDING DEPARTMENT DATE OTICE (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602*2725. RE-INSPECTION FEE DUE?? n YES FOR FUBTHER INFORMATION, CONTACT June 3, 2003 BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 Mr. and Mrs. Scott Klemroth 1307 Pine Ave. Carlsbad, California 92008 Subject: FOOTIHG INSPECTION Proposed Addition To A Single Family Residence 1307 Pine Ave. Carlsbad, California 92008 Reference: Preliminary Geotechnical Investigation Proposed Addition To A Single Family Residence 1307 Pine Ave. Carlsbad, California 92008 Dear Mr. and Mrs. Klemroth, In accordance with your request we have inspected the footing excavation for the proposed addition to the residence at 1307 Pine Ave. The footing excavation outside the existing residence was inspected on May 29, 2003. The interior pier excavations and the connecting footing excavation between the two piers were inspected on June 3, 2003. The bottom of the footing excavations were probed with a steel probe and determined to be adequate. The depth and width of the footing excavation meet the minimum requirements of the approved plans. The bottom of the footing excavation should be clear of loose debris prior to pouring concrete. If you have any questions please call us at (760) 753-9940. Sincerely, Barry ^and J&sdciates A.R. Barry, P.E. Principal Copy: City of Carlsba Pagei •4- Job Name: Address: JobNo X^pWxl^i *nField Report D Notice to Comply Type of Sen/ice Performed: n Soil Q Asphalt Concrete D Engr. Observation Concrete Q Structural Steel G Waterproofing Pre-stress Concrete Q Fireproofing Q Roofing 4Q Other.Q Masonry nspection Check List: G Soils Report CJ" Plans Building Permit *£0O.SO^^ ( Plan File #:. On-Site D Specs. DSA * D RF1 5" Codes HPD* D Tests Performed (see attached)Sample Type: Tlmtln/Out- 10 °// CERTIFICATION OF COMPLIANCE: All of the observed work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicgpjp'code. For any "non-conforming" items the contractor shall schedule for reinspection and retesttng. Inspector's Signature/Name Approval Signature/Name/Company EsGil Corporation In Partnership tvitfi government for Quitting Safety DATE: May 8, 2003 JURISDICTION: Carlsbad £rPtKtfREVlEWER Q FILE PLAN CHECK NO.: 03-0891 SET: II PROJECT ADDRESS: 1307 Pine Avenue PROJECT NAME: Klemroth Addition • 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. Lj 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: Bryan Zuppiger Enclosures: Esgil Corporation D GA D MB D EJ D PC 4/30/03 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In fartnersfrip witfi government for QuiCtfing Safety DATE: April 9, 2OO3 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 03-0891 SET: I PROJECT ADDRESS: 1307 Pine Avenue PROJECT NAME: Klemroth Addition 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: Scott Klemroth 1307 Pine Avenue Carlsbad CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgit Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Scott Klemroth Telephone #: 760 644 3788 Date contacted: H /.o A> 3, (by: & ) Fax #: 760 930 1325^O*LLV V ' ' KL Mail ^ Telephone -^ Fax1^ In Person REMARKS: By: Bryan Zuppiger Enclosures: Esgil Corporation D GA D MB D EJ D PC 3/31/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4- (858)560-1468 + Fax (858) 560-1576 Carlsbad O3-0891 April 9, 2O03 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 03-0891 JURISDICTION: Carlsbad PROJECT ADDRESS: 1307 Pine Avenue FLOOR AREA: See Below Addition 1536' Remodel 544' REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: April 9, 20O3 STORIES: 2 HEIGHT: 23'-6" at west elev. Page 4. DATE PLANS RECEIVED BY ESGIL CORPORATION: 3/31/03 PLAN REVIEWER: Bryan Zuppiger FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad O3-0891 April 9, 2O03 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. b) Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). 3. Final plans, specifications and calculations for designs deviating from conventional wood frame construction shall be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). 4. In addition to the elements shown on the plans, specify on the Title Sheet the gross floor area of each element of this project, including the dwelling remodel. Section 106.3.3. • FIRE PROTECTION 5. When the valuation of a room addition or repair exceeds $1,000, or when sleeping rooms are created, show locations of permanently wired smoke detectors with battery backup in the new and existing construction or provide a note on the plans to this effect, except that smoke detectors added at existing construction need only be battery powered. Section 310.9.1.2: a) In addition to the locations shown on the plans, specify a smoke detector centrally located in corridor or area giving access to sleeping rooms. See the hall outside bedroom #1. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. Carlsbad O3-0891 April 9, 2O03 • GENERAL RESIDENTIAL REQUIREMENTS 6. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. See the first floor. b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position. See the first floor. • EXITS, STAIRWAYS, AND RAILINGS 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 1003.3.3.9. 8. Provide stairway and landing details that are referenced to the floor plan. Sections 1003.3.3: a) Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. b) Minimum headroom is 6'-8". c) Minimum width is 36". 9. Provide handrail details that are referenced to the floor plan. Section 1003.3.3.6: a) Handrails are required on each side of stairways. Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides). b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. d) Ends of handrails shall be returned or shall have rounded terminations or bends. e) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a handrail at a stair shall be less than 6". 10. Provide guardrail details that are referenced to the floor plan. Section 509.1: a) Shall have a height of 36". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. c) Openings between railings shall be less than 4". Carlsbad O3-O891 April 9, 20O3 • FOUNDATION REQUIREMENTS 11. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. 12. Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. This does not apply to detached, single- story dwellings. Section 1804.5 13. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 14. Detail deepened footings under all shear walls with deep hardware. Section 1806.3. Consider failure cone in design. See Lines 1 & 3. Catalog requires 28" embed. 15. Please identify the holdown at Line 1 in the calculations. 16. The structural calculations required a 24"x24" grade beam at Line 4, please incorporate into the plans. 17. Some of the shear walls and their hardware from pages 12 & 13 of the calculations do not appear on the plans. 18. The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 1806.6.1: a) The minimum nominal anchor bolt diameter shall be 5/8-inch (for Seismic Zone 4 only). Note: This will require a minimum distance from the ends of sill plates to be 4-3/8" (and a maximum of 12"). b) Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. 19. Note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. • FRAMING 20. Please incorporate the drag line requirements into the plans, see page 10 of the calculations. 21. Note on the plan that the structural consultant shall review and approve the truss design through manual signature. Carlsbad 03-0891 April 9, 2003 22. Unable to locate the shear wall schedule on the plans. 23. Please provide an analysis of beam 14. 24. Per UBC Section 2321.4, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. b) The design load. c) The spacing of the trusses." 25. Note on the plan that the structural consultant shall review and approve the truss design through manual signature. * MECHANICAL (UNIFORM MECHANICAL CODE) 26. Show source of combustion air to furnace, per Chapter 7, UMC. Specify the location and sizes of both of the combustion air openings. Please incorporate into the attic ventilation. 27. Note that passageway to the mechanical equipment in the attic shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. UMC Section 908.0. 28. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic or underfloor space. UMC Sections 908.0 & 909.0. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 29. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single tine diagram, panel schedule and load calculations. 30. Per NEC Art. 210-11(c)3, note on the plans that bathroom circuiting shall be either: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. 31. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). Carlsbad O3-O891 April 9, 2003 • ENERGY CONSERVATION 32. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). 33. Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bryan Zuppiger at Esgil Corporation. Thank you. Carlsbad O3-0891 April 9, 2003 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 03-0891 PREPARED BY: Bryan Zuppiger DATE: April 9, 20O3 BUILDING ADDRESS: 1307 Pine Avenue BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION addition remodel Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) 1536 544 cb jfe?t Valuation Multiplier City Estimate By Ordinance Reg. Mod. VALUE ($) 174,528 174,528 $777.56 Plan Check Fee by Ordinance Type of Review: D Repetitive Fee Repeats Complete Review D Other • Hourly Structural Only Hour Esgll Plan Roview Fee $505.41 $435.43 Comments: Sheet of macvalue.doc l6vA~ll ^W^-v T^^-^ / vV^ — . J 6. - BUILDING PLANCHECK CHECKLIST DATE: V '/If/ 6^'/ DDBUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A RIght-of-Way permit is required prior to construction of the following improvements: DENIAL ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Rtght-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet Please sea the attached report of deficiencies marked withjBTMake 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: ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92006 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: __ Carlsbad Tract: A-4 HmORDVOCSyCHKLSTOuUng Ptanchw* CUM ram {Owwrk^doc BUILDING PLANCHECK CHECKLIST 1ST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures 2) Existing Street Improvements D. Property Lines E. Easements G 2, Show on site plan: F. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each, different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION mWOftDUOCSCHKLSTWuMnB PUnchx* CUD Fom <G«wrtc).doc BUILDING PLANCHECK CHECKLIST 3rd D DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. : D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" 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: D D D IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the HrtWORMJOCaCHKLSTWui*^ P***** CUM Fwm (RIDOLE • HMVEY 7-12-OOWoe flltf. 1B2W6 BUILDING PLANCHECK CHECKLIST ST ,RD checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. QT € Improvement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing Tee of ,,,,$310 so wernay prepare the necessarv-jHrtwe^mprovernent Agreement. This agreement rriusTbe signed, notarized anoYapproved by the City prior to issuance of a Building permit. dre public improvements required as follows: e"9tt n n n 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. CD CH CD 7a- Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). D D D 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. nan Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WOFWOOCS\CHKLSTeulHinfl Plmtwok CUM Form (Gwwto 7-1+-00).doc 1ST n BUILDING PLANCHECK CHECKLIST 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS n a.A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: n n n n n 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10.NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 11.Q Required fees are attached a No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. H:WO««>OC»CHKLSnBu**« PkndiM* CUM Fwro (GmrtcMloc BUILDING PLANCHECK CHECKLIST 1ST )ND >RD n • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) AH Irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide Irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference, tn general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water ItWORnDOCSCHKLSTWuftlng Ptanchw* CkM fom (Owwrtc) Ate BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled water Is available) 1 . Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. D D D 13. Additional Comments: THEQRIBDjALOFlHISDOCUtCKT WB RECORDED OK 3UN 05« 2003 RECORDING REQUESTED BY: DOCKHT UNDER 200WK5M35 GKGQRV 3. SKTH> COUNTY RECORDER Department of Public Works 9AN D&K> COUNTY RECORDER'S OFFICE CITY OF CARLSBAD Tiff: 8:20 AH 1635 Faraday Avenue Carlsbad, CA 92008 WHEN RECORDED MAIL TO: City Clerk CITY OF CARLSBAD 1200 Carlsbad Village Drive Carlsbad, CA 92008 Space above this line for Recorder's use. CITY OF CARLSBAD NEIGHBORHOOD IMPROVEMENT AGREEMENT Permit No. CB030891 Parcel No. 205-052-16-00 NIA No. 03004 THIS AGREEMENT (the "Agreement") is made this /4MD day of . 2003 by and between the City of Carlsbad, a municipal corporation (the "City"), and Scott M. Klemroth and Kelly Klemroth (the "Owner"). RECITALS 1. Owner is the owner of real property located in the City of Carlsbad, California and described in Exhibit A attached hereto and incorporated herein by this reference (the "Property"). 2. Owner has applied to the City for jssuance of the above identified permit to authorize the development of the Property (the "Development Permit"). 3. The City has determined that additional public improvements may be necessary in the future in order to allow Owner to proceed with development and, therefore, the Property would be suitable for development as requested by Owner if certain public improvements as described in Exhibit B attached hereto and incorporated herein by this reference (the "Improvements") are constructed. H:\DevetopmentSewvc6S\PROJECTS\CB FU.ES\CB030691 Klemroth - Joanne\NElGHBORHOOD IMPROVEMENT AGREEMENT 5-13-03.doc Bev. 5/2002 4. The Municipal Code of the City of Carlsbad requires the dedication of the necessary rights-of-way for and the construction by Owner of the Improvements or an agreement for the same for certain developments as a condition of approval of the Development Permit for certain building projects such as that proposed by owner. 5. The Owner has requested that the City approve the Development Permit prior the construction of the Improvements. 6. The City is willing to approve the Development Permit prior to the construction of the Improvements as requested by the Owner if Owner approves of and consents to the formation of an assessment district to include the Property for the purpose of financing the construction of the Improvements. 7. No assessment district shall be formed until completion of the Alternative Streets Design process adopted by resolution of the City Council. NOW, THEREFORE, IT IS AGREED between the parties as follows: Section 1. Recitals. The foregoing recitals are true and correct. Section 2. City's Obligations. The City shall approve the Development Permit promptly following the execution of this Agreement by the Owner and compliance with all applicable City ordinances and other requirements. Section 3. Owner's Obligations. Section 3.01. Owner's Consent to and Approval of Formation of an Assessment District and Lew of Assessments. In consideration for the approval of the Development Permit prior to the completion of the construction of the improvements, Owner hereby consents to and approves of: A. the inclusion of the Property in an assessment district which may be formed by the City Council of the City for the purpose of financing the construction of the Improvements (the "Assessment District"); B. the levy of an assessment against the Property (the "Assessment") in an amount not to exceed the estimated cost of construction of the Improvements, together with the estimated incidental costs of such construction and the estimated costs of formation of the Assessment District and issuance of any bonds to be issued to represent the Assessment. The foregoing costs constituting the Assessment are set forth in Exhibit C attached hereto and incorporated herein by this reference. The Assessment shall be subject to adjustment for inflation from the date first written hereinabove until the date the Assessment is confirmed and levied by the increase in the Construction Cost Index for Los Angeles as contained in the Engineering News Record or, if the Construction Cost Index for Los Angeles is no longer published, an equivalent index reasonably selected by the City Engineer. In granting the consents and approvals set forth in this H:\Development Services\PROJECTS\CB FILES\CB030891 Klemrolh - Joanne\NEIGHBORHOOD IMPROVEMENT AGREEMENT 5-l3-D3.doc Rev. 5/2002 Section 3., Owner is acting for and on behalf of Owner, the Owner's successors, heirs, assigns, and/or translerees and intends that such consents and approvals shall be binding upon each and every such person. Except as otherwise provided for in this Agreement, the consents and approvals given by Owner shall be irrevocable. Section 3.02 Owner's Grant of a Proxy to the City for Assessment Ballot Procedure. Owner hereby grants to the City a proxy to act for and on behalf of Owner, the Owner's successors, heirs, assigns, and/or transferees for the limited purpose of completing and submitting an assessment ballot in support of the levy of the Assessment in the proceedings to form the Assessment District. In granting such proxy, Owner is acting for and on behalf of Owner, the Owner's successors, heirs, assigns, and/or transferees and intends that such proxy shall be binding upon each and every such person. Except as otherwise provided for in this Agreement, the proxy granted by Owner shall be irrevocable. Section 4. Owner's Representations and Waiver of Rights. * Section 4.01 Owner's Representations. Owner hereby represents as follows: A. Owner understands and acknowledges that: 1. Article XIIID of the Constitution of the State of California ("Article XIIID") and the Proposition 218 Omnibus Implementation Act (Government Code Section 53750 and following) (the "Implementation Act") (Article XIIID and the Implementation Act may be referred to collectively as the "Assessment Law") establish certain procedures and requirements which apply when any agency such as the City considers the levy of assessments upon real property. 2. The requirements established by the Assessment Law include the following: a. The proportionate special benefit derived by each parcel to be assessed must be determined in relationship to the entirety of the capital cost of the improvement for which the assessment is to be levied; b. No assessment may be imposed on any parcel which exceeds the reasonable cost of the proportional special benefit conferred on that parcel from the improvement for which the assessment is to be levied; H:\Development SGrvices\PROJECTS\CB FILES\CB030891 Klemroth - Joanne\NE!GHBORHOOD IMPROVEMENT AGREEMENT 5-13-03.doc Rev. 5/2002 c. Only special benefits are assessable; and d. Parcels within an assessment district that are owned or used by any agency, the State of California or the United States of America shall not be exempt from assessment unless the agency proposing to levy the assessment can demonstrate by clear and convincing evidence that those publicly owned parcels in fact receive no special benefit from the improvement for which the assessment is being levied. 3. The procedures established by the Assessment Law include: a. The agency which proposes to levy an assessment (the "Agency") shall identify all parcels which will have a special benefit conferred upon them from the improvement for which the assessment is proposed to be levied and upon which an assessment is proposed to be imposed. b. All assessments must be supported by a detailed engineer's report prepared by a registered professional engineer certified by the State of California. c. Prior to levying a new assessment , the Agency must give written notice by mail (the "Assessment Notice") to the record owner, i.e., the owner of a parcel whose name and address appears on the last equalized secured property tax roll, of each parcel proposed to be assessed. The Assessment Notice must include: (i) the total amount of the proposed assessment chargeable to the entire assessment district, (ii) the amount chargeable to the record owner's parcel, (iii) the duration of the assessment payments, (iv) the reason for the assessment, (v) the basis on which the amount of the proposed assessment was calculated, and (vi) the date, time and location of a public hearing on the proposed assessment. d. The Assessment Notice must contain an assessment ballot that includes a place where the person returning the assessment ballot may indicate his or her name, a reasonable identification of the parcel, and his or her support or opposition to the proposed assessment. The Assessment Notice must also include, in a conspicuous place, a summary of the procedures for the completion, return and tabulation of assessment ballots. H:\Development Services\PROJECTS\CB FILES\CB030891 Klemroth - Joanne\NEIGHBORHOOD IMPROVEMENT AGREEMENT 5-13-03.doc Rev. 5/2002 e. At the time, date and place stated in the Assessment Notice, the Agency shall conduct a public hearing upon the proposed assessment. At such public hearing, the Agency shall consider all objections or protests, if any, to the proposed assessment. At such public hearing, any interested person shall be permitted to present written or oral testimony. f. At the conclusion of the public hearing, the Agency shall tabulate the assessment ballots submitted, and not withdrawn, in support or opposition to the proposed assessment. If there is a majority protest against the imposition of a new assessments, the Agency may not impose the assessment. A majority protest exists if the assessment ballots submitted, and not withdrawn, in opposition to the proposed assessment exceed the assessment ballots submitted, and not withdrawn, in favor of the proposed assessment. In tabulating the assessment ballots, the assessment ballots shall be weighted by the amount of the proposed assessment to be imposed upon each parcel for which an assessment ballot was submitted. 4. The description of the requirements and procedures established by and contained in the Assessment Law set forth above are intended only to summarize certain of such requirements and procedures. 5. The City would not agree to issue the Development Permit prior to the construction of the Improvements unless the City is assured that it will be legally able to impose the Assessment on the Property. The assurance of the City's legal ability to impose the Assessment on the Property is both a material inducement to and a material consideration for the City to enter into this Agreement and agree to issue the Development Permit prior to the construction of the Improvements. B. Owner has had a reasonable opportunity to thoroughly read and review the Assessment Law in its entirety and has further had a reasonable opportunity to consult with Owner's attorney regarding the Assessment Law and the terms and conditions of this Agreement. Section 4.02 Waiver of Rights A. In consideration of the approval by the City of the Development Permit prior to the construction of the Improvements, Owner hereby waives Owner's rights under the Assessment Law to: H:\Development Seivices\PROJECTS\CB FILES\CB030891 Klemroth - Joanne\NEIGHBORHOOD IMPROVEMENT AGREEMENT S-13-03.doc Rev. 5/2002 1. object or protest the ordering by the City of the construction of the Improvements and the imposition of the Assessment at such public hearing so long as the amount of the Assessment does not exceed the amount set forth in Exhibit C hereto adjusted for inflation pursuant to Section 3.01 B above; 2. submit an assessment ballot in support of or in opposition to the imposition of the Assessment so long as the amount of the Assessment does not exceed the amount set forth in Exhibit C hereto adjusted for inflation pursuant to Section 3.01 B above; and 3. file or bring any protest, complaint or legal action of any nature whatsoever challenging the validity of the proceedings to form the Assessment District and/or the validity of the imposition of the Assessment on the Property. B. In order that the City may be assured of its ability to legally impose the Assessment on the Property and, therefore, be willing to enter into this Agreement and agree to approve the Development Permit prior to the construction of the Improvements, Owner represents and warrants that Owner has knowingly, intelligently and voluntarily waived for and on behalf of Owner, Owner's successors, heirs, assigns and/or transferees, each and every one of the rights specified in Section 4.02A above. C. Nothing in this waiver of rights section is intended to waive the owner's ability to participate in Alternative Streets Design process. Section 5. Alternative Satisfaction of Owner's Obligations Owner's obligations under Section 3 above may be satisfied by paying the amount set forth in Exhibit "C" adjusted for inflation at any time prior to the formation of the assessment in which case a release of this Agreement shall be recorded in the office of the San Diego County Recorder. Section 6. General Provisions. Section 6.01 Conflict with Other Agreements or Requirements of the City. Except as specifically provided in this Agreement, nothing contained herein shall be construed as releasing Owner from any condition of development of the Property or requirement imposed by any other agreement with or requirement of the City. Section 6.02 General Standard of Reasonableness. Any provision of this Agreement which requires the consent, approval, discretion or acceptance of any party hereto or any of their respective employees, officers or agents shall be deemed to require that such consent, approval or acceptance not be unreasonably withheld or delayed, unless such provision expressly incorporates a different standard. H:\Development Services\PROJECTS\C8 FILESVCB030891 Klemroth - Joanne\NEIGHBORHOOD IMPROVEMENT AGREEMENT 5-13-03.doc Hev. 5/2002 Section 6.03 Entire Agreement: Amendment. This Agreement contains all of the agreements of the parties hereto with respect to the matters contained herein and no prior or contemporaneous agreement or understandings, oral or written, pertaining to any such matters shall be effective for any purpose. No provision of this Agreement may be modified, waiver, amended or added to except by a writing signed by the party against which the enforcement of such modification, waiver, amendment or addition is or may be sought. Section 6.04 Notices. Any notice, payment or instrument required or permitted by this Agreement to be given or delivered to either party shall be deemed to have been received when personally delivered or seventy-two (72) hours following deposit of the same in any United States Post Office in California, registered or certified, postage prepaid, addressed as follows: Owner: Scott M. Klemroth & Kelly Klemroth 1307 Pine Avenue Carlsbad CA 92008 City: City of Carlsbad Attn: City Manager 1200 Carlsbad Village Dr Carlsbad CA 92008 Each party may change its address for delivery of notice by delivering written notice of such change of address to the other party. Section 6.05 Successors and Assigns. This Agreement shall be binding upon and inure to the benefit of the successors and assigns of the parties hereto. Section 6.06 Governing Law. This Agreement and any dispute arising hereunder shall be governed by and interpreted in accordance with the laws of the State of California. Section 6.07 Waiver. Failure by a party to insist upon the strict performance of any of the provisions of this Agreement by any other party, or the failure by a party to exercise its rights under the default of any other party, shall not constitute a waiver of such party's right to insist and demand strict compliance by any other party with the terms of this Agreement thereafter. Section 6.08 Singular and Plural: Gender. As used herein, the singular of any work includes the plural, and terms in the masculine gender shall include the feminine. Section 6.09 Counterparts. This Agreement may be executed in counterparts, each of which shall be deemed an original. H:\Development Services\PROJECTS\CB FILES\CB030891 Klemroth - Joanne\NEIGHBORHOOD IMPROVEMENT AGREEMENT 5-13-03.doc Rev. 5/2002 Section 6.10 Construction of Agreement. This Agreement has been reviewed by legal counsel for both the City and the Owner and shall be deemed for all purposes to have been jointly drafted by the City and the Owner. No presumption or rule that ambiguities shall be construed against the drafting party shall apply to the interpretation or enforcement of this Agreement. The language in all parts of this Agreement, in all cases, shall be construed as a whole and in accordance with its fair meaning and not strictly for or against any party and consistent with the provisions hereof, in order to achieve the objectives of the parties hereunder. The captions of the sections and subsections of this Agreement are for convenience only and shall not be considered or referred to in resolving questions of construction. Section 6.11 Recitals: Exhibits. Any recitals set forth above and any attached exhibits are incorporated by reference into this Agreement. Section 6.12 Authority of Signatories. Each signatory and party hereto hereby represents and warrants to the other party that it has legal authority and capacity and direction from its principal to enter into this Agreement, and that all resolutions and/or other actions have been taken so as to enable such party to enter into this Agreement. Section 7. Covenant Running with the Land. The parties hereto intend that the burdens and obligations of the Owner under Section 3 above constitute a covenant running with the land and that such covenant shall be binding upon all transferees of the Property. [End of page. Next page is signature page.] H:\Development Servlces\PROJECTS\CB F1LES\CB030891 Klemroth - Joanne\NEIGHBORHOOD IMPROVEMENT AGREEMENT 5-l3-03.doc Rev. 5/2002 [Signature page] CITY CDF CARLSBAD, A municipal corporation of the State of California RAYMOND R. PATCHETT City Manager Bv: LLOYD B. HUBtfS, P.E Public Works Director APPROVED AS TO FORM: RONALD R. BALL City Attorney Deputy City Attorney H:\WORD\Masters\FORMS\Neighborhood Improvement Agmt Rev. 9/08/00 [Signature Page Continued] Signed by the Owner this rJl$t~ day of Am*/ 20 OWNER: By: (Sign her6.) (Print nameere) u ejh (Title and organization of signatory) By: ^UI (Sign here.) (Print name here) (Title and organization of signatory) (Proper notary acknowledgement of execution by Owner must be attached.) (Chairman, president or vice-president and secretary, assistant secretary, CFO or assistant treasurer must sign for corporations. Otherwise, a corporation must attach a resolution certified by the secretary or assistant secretary under corporate seal empowering the officer(s) signing to bind the corporation.) H:\WORD\Masters\FORMS\Nelgnbomood Improvement Agmt Rev. 9/08/00 10 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of ^fl ss. On Dale personally appeared before me, f\f\jj ro. V ftile). lama and fKta of Officer (e.g., "Jam Dew, Notary I Canfomfci Name(8) of Signers) D personally known to me ^ proved to me on the basis of satisfactory evidence to be the person(^) whose name(f) is/a* subscribed to the within instrument and acknowledged to me that he/sra/jMey executed the same in his/he^th/eir authorized capacity (ie£), and that by his/rjer/treir signature^) on the instrument the person($, or the entity upon behalf of which the person^) acted, executed the instrument. WITNESS my hand and official seal. of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: T Document Date: Y€fl/m Number of Pages: 1Q Signers) Other Than Named Above: Capacities) Claimed by Signer Signer's Name: D Individual D Corporate Officer — Trtle(s): D Partner — D Limited D General D Attorney-in-Fact D Trustee D Guardian or Conservator D Other: Top of thumb here Signer Is Representing:. e 1999 National Notary Association • 9350 De Solo A vs. P.O. Box 2402 • Chatsworth, CA 91313-2402 • www.natiorulnotary.Drg Prod. Mo. 5907 Reorder: Call Toll-Free 1-BOO-B76-6827 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of ss. On •> / ?-< I ' I Date personally appeared _ Nairn and TWa oi Officer (e.g., 'Jane Doe, l^tiry PubHi STEVEN M. DEVLIN SR. L Commteston IM4029I5 I Notary PubUc - Cc«omta \ Riverside County f Nam«{s) of Signers) D personally knovm to me Li-proved to me on the basis of satisfactory evidence to be the person(s>- whose namefe) is/are subscribed to the within instrument and acknowledged to me thairtte/sheAhey executed the same in Jwe/herAteir authorized capacity(iejs), and that by <-tris/hetftbeir signature(s) Oft-the instrument the person(s)-, or the entity upon behalf of which the personjs) acted, executed the instrument. WITNESS my hand and official seal. Signature of Notaiy Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Trtle or Type of Document: Document Date:<T I t .Numberof Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: t^Jfidividual <<j Corporate Officer — Tttle(s): D Partner — D Limited D General D Attorney-in-Fact D Trustee D Guardian or Conservator D Other: Signer Is Representing:, Top of thumb here © 1999 National Nolary Association • 9350 Da Soto Ave., P.O. Box 2402 • Chatsworth, CA 91313-2402 • www.nationaliotary.org Reorder Call Tbll-Free 1-BOO-676-6827 EXHIBIT A LEGAL DESCRIPTION OF THE PROPERTY THAT PORTION OF LOTS 12 AND 13 OF PATTERSON'S ADDITION TOTHE TOWN OF CARLSBAD, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO 565, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, SEPTEMBER 22, 1888, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT IN THE NORTHWESTERLY LINE OF SAID LOT 13, DISTANT NORTH 55°27' EAST, 408.32 FEET FROM THE SOUTHWESTERLY CORNER OF SAID LOT 12 OF SAID PATTERSON'S ADDITION; THENCE NORTH 55°27' EAST ALONG SAID NOTHWESTERLY LINE OF SAID LOT 13, 75.0 FEET; THENCE SOUTH 34°31'30" EAST AND PARALLEL WITH THE NORTHEASTERLY LINE OF LOT 14 OF SAID PATTERSON'S ADDITION, 150.00 FEET; THENCE SOUTH 0°55'30" WEST, 158.51 FEET TO THE SOUTHERLY LINE OF SAID LOT 13; THENCE WESTERLY ALONG THE SOUTHERLY LINE OF SAID LOTS 13 AND 12, 73.64 FEET; THENCE NORTH 0°55'30" EAST, 132.59 FEET; THENCE NORTH 34°31'30" WEST, 128.34 FEET TO THE POINT OF BEGINNING. ALSO THAT PORTION OF THE SOUTHEASTERLY 10 FEET OF THE PINE STREET ADJOINING SAID LAND ON THE NORTHWEST AS VACATED AND CLOSED TO PUBLIC USE. EXCEPTING THAT PORTION LYING SOUTHERLY OF A STRAIGHT LINE CONNECTING THE ANGLE POINT IN THE EASTERLY BOUNDARY OF SAID ABOVE DESCRIBED PROPERTY WITH THE ANGLE POINT IN THE WESTERLY BOUNDARY OF SAID DESCRIBED PROPERTY. H:\WORD\Masters\FORMS\Nelgtiborhood Improvement Agmt Rev. 9/08/00 11 EXHIBIT B DESCRIPTION OF THE IMPROVEMENTS PAVING, BASE, SIDEWALK, CURB AND GUTTER, PAVEMENT PREPARATION, CLEAR AND GRUB, UNDERGROUND OVERHEAD UTILITIES H:\WORD\Masters\FORMS\Neighborhood Improvement Agmt Rev. 9/08/00 12 EXHIBIT C THE ASSESSMENT NIA CALCULATION SHEET PAVING BASE SIDEWALK CURB & GUTTER PAVEMENT PREP, CLEAR & GRUB UNDERGROUND UTL SEWER WATER r FIRE HYDRANT F STREET LIGHT DRIVEWAY APROACH SUBTOTAL DESIGN CONTINGENCY (20%) ASSESS. DISTRICT COST PLAN CHECK INSPECTION TOTAL Quantity 1500 1500 295 SF PF SF 75LF 150C 150C 75 SF SF LF _F _F EA IEA ISF IILS Cosi $1 ,950 $1,050 $1,180 $1 ,088 $600 $525 $22,500 $0 $0 $0 $0 $0 $28,893 $4,334 $5,779 $31,390 $2,407 $1,200 $74,002 H:\WORO\Masters\FORMS\Neighborhood Improvement Agmt Rev. 9/08/00 13 J PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner APN: Croa Haher Address Phone (760} 602-4633-1^ Type of Project & Use: Zoning; (2s~ f _ General Plan:f^Uw Net Project Density:DU'AC CFD (in/out) ff_Date of participation: Facilities Management Zone: f__ Remaining net dev acres: ~t^~~- Circle One (For non-residential development: Type of land used created by this permit: I . •fern n\ n Legend: £3 ttern Complete Environmental Review Required: DATE OF COMPLETION: Item Incomplete - Needs your action YES _ NO K 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 DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Q Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES _ N CA Coastal Commission Authority? YES _ NO _ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): _ Coastal Permit Determination Form already completed? YES _ NO _ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: _ Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES _ NO X (Effective date of Inclusionary Housing 'Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CBff, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BldoPlnchkRevChklst Rev 9/01 Q Site Plan: 1- Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, Streets, existing street improvements, right- of-way width, dimensional setbacks and existing topographical lines {including all side and rear yard slopes). 2- Provide description of property and assessor's parcel number. &DD n D n /in Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES X NO 2. Project complies YES X. NO Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure Front: Interior Side: Street Side: Rear: Structure separation Required 3O Required 7, •£ Required - — Required /J~.C Reouired ^— setbacks: Required 2O Required S~ Required -fc; Required — T : Required f£ r Shown :fc2^ ' Shown 7 '6 " Shown - — ? Shown SO r Shown -— — Shown 7/{ Shown 7-^ > — Shown -Q- * Shown ti-r' ' ' Shown ^"// ' 3. Lot Coverage: 4. Height: 5. Parking: Required Required Spaces Required Shown Shown Shown n (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER I/ JMwL DATE H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 6/3/2003 3:2? PM FROM: Lloyd Associates Lloyd .Associates TCi 1-^60-729-7595 PAGE: 201 CF 0 Lloyd and Associates 2138 Curtis Dr, Vuta,CA 92084 Lie. #468069 fax -766-630-2839 - U* V June 3, 2003 Mr. & Mrs. Klemroth 1307 Pine Ave. Carlsbad. CA 92008 City of Carlsbad Planning Dept. To Whom It May Concern; Due to unclear property line boundaries we have surveyed our property and found our proposed addition i* slightly within the required T- 6" side yard setback on the East side of our property. • " To alleviate this problem in the most economical way, we would like to respectfully request the following side yard setback adjustments; An 8'- 0" West side yard A T- 0" East side yard setback. Please contact us (760-644-3788) or the project designer Mike Lloyd (760- 631-4457) with any questions regarding this request. Thank you very much for your timely attention to this matter. Mike Lloyd Project designer Date Scott Klemroth Property Owner Kelly Klemroth Property Owner 52 £3 E W i fi" Jt> fls 1.0 2.0 2.1 COVER DESCRIPTION: ANALYSIS OF A TWO STORY ADDITION : KfeEMRQTH DESIGNER/CONTRACTOR: MIKE LLOYD DESIGN CRITERIA GOVERNING CODE 2001 CBC SEISMIC ZONE 4 WIND ZONE 70 MPH, EXPOSURE C MATERIAL PROPERTIES FRAMING - DOUGLAS FIR-LARCH GRADE, UNLESS NOTED OTHERWISE RAFTERS & JOISTS NO. 2 RIDGES NO. 2 HEADERS & POSTS NO. 1 STUDS CONSTRUCTION BEAMS NO. 1 HIPS & VALLEYS NO. 1 GLULAMS - SIMPLE SPAN 24F - V4 DF/DF CANTILEVER 24F - V8 DF/DF ANCHOR BOLTS CONCRETE REINFORCING A307 2500 PSI AT 28 DAYS - SLAB ON GRADE FOOTINGS GRADE BEAMS #3 THRU #5 GRADE 40 #6 AND LARGER GRADE 60 SOIL - ALLOWABLE BEARING 1000 PSF UNIFORM BUILDING CODE RETAINING WALLS 30 PSF EQUIVALENT FLUID PRESSURE FOUNDATION WALLS 50 PSF EQUIVALENT FLUID PRESSURE MASONRY -f * m - 1500 PSI NO SPECIAL INSPECTION MORTAR TYPE S GROUT 2000 PSI AT 28 DAYS MANNING ENGINEERING 41892 ENTERPRISE CIRCLE SO. STB. E TEMECULA, CA. 92590 (909) 296-1044 FAX (909) 296-1047 PROJECT # 2S24 -A- >•JOB#PAGE /OF 1.0 of 2 - *.S'(.<H">f/.?XOus* /* PROJECT ///X5f ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 \'JOB#PAGE 2- /fc r L A 1 PROJECT. ENGR _ DATE _ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB#PAGE OF c 2..$ r y PROJECT. ENGR . DATE _ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB# PAGE ^ OF issr. t&/£L U>x //x C&kMs % \/ &COf 33.7 I9.& (#&> >*tf lof7^ llf l,oo r PROJECT MANNING ENGINEERING, INC. _..__ 41892 ENTERPRISE CIRCLE SO., STE. E ENGR TEMECULA, CALIFORNIA 92590 nATP PHONE 909-296-1044UMIC FAX 909_296.1047 .*. f JOB #PAGE OF r 3, o LI>J£ (5717) PROJECT ENGR nATCUAIt MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1 044 FAX 909-296-1 047 * f JOB*PAGE OF g f « ft- !?' nr _L la 20 PROJECT. ENGR . DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB#PAGE 7 OF -- &• * I ENGR DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB#PAGE OF 4401 PROJECT. ENGR _ DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB#PAGE OF ftr •= I ftcz. PROJECT. ENGR _ DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB #PAGE /Q OF r 3 /=> = 93 PROJECT ENGR DA It MANNING ENGINEERING, INC. 41 892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296- 1047 JOB#PAGE ( / OF r 1VOI '•-r •-J- PROJECT- ENGR - DATE _ MANNING ENGINEERING, INC 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB#PAGE OF PROJECT. ENGR - DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB*PAGE OF line CoUT. M+ 1+H ~ w p* "Jlfrq T PROJECT. ENGR _ DATE . MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB*RAGE OF HUBS tSO PL? 323 PL? 360 PI/ 380 840917 U80 PLT MM PL/ WTO PI/ 2x PSCSSOH8 /V jf Vf 90123 5/8*/*4-ar oc. .iff a*- oc oc ox. jcriar oc tr BMOC jag? gica anans -TXF5CU. UJW. Iflflfl CBC gfff. BCT.THSC xaa TO n «MSCCP A nanom or r BBST fOCB 0V tfQ PQOE JHI1M r—3^ sm. ctmnKCtjQH TXPICU. UJf.0, TLOOB sous js caauiira com TOHmo pccapcujpiBC a. ILL sous ra © THTO (a) TO HAVE 2 x a z 4. sous (T) IMD a T a X 3 z 3/W" PUW USBR PROJECT. BiGR - DATE . MANNING ENGINEERING, INC TB4ECUIA, CAUFORN1A 32590 PHONE 90S-296-1044 R\X 909-296-1 047 taaa car SBEARVALL AND CONNECTIONS MARK A A A A A A A A A V (allowable) 100 PLF 150 PLF 175 pa 180 PUT 280 PI/ 430 PUT 550 PIT 730 PLF 870 PLF MATERIAL GYPSUM WAUBOARD 1/2" 54 COOLER NAILS AT 7" O.C. BN, EN & FN UNBLDTKTTn ON STUDS 16" O.C. GYPSUM WALLBOARD 1/2* 5d COOLER NAILS AT 4" O.C. BN. KN ft Ttt nNBLOCmm ON STUDS 16" O.C. GYPSUM WALLBOARD 5/8" 6d COOLER NAILS AT 4" O.C. BW, *W * fW pl/VVfin ON STUDS 16" O.C. 7/8" PORTLAND CEMENT PLASTER ON EXPANDED METAL OR WOVEN WIRE LATH WITH 11 GAUGE 1-1/2" LONG. 7/16" HEAD OR NO. GAUGE STAPLE 7/8" LEGS AT 16' O.C. BN. EN A FN ON STUDS 16" O.C. 3/8" WOOD STRUCTURAL 84 - 6" O.C. EN. 18" O.C. FN 2z STUDS 16" O.C. BLOCKED— 3/8" WOOD STRUCTURAL PANEL 84-4* O.C. FN INTERMEDIATE STUDS 2z AT EDGE NAILING TO ABUTTJNO PANELS 3z STUDS REQUIRED nuunrn in" or BLOCKED 3/8" WOOD STRUCTURAL PANEL 8d - 3" O.C. EN 12" O.C. FN INTERMEDIATE STUDS 2x AT EDGE NAILING TO ABUTTING PANELS 3x STUDS REQUIRED rRiuiNR i«" oc BLQGRKI) 3/8" WOOD STRUCTURAL PANEL Bd - 2" O.C. EN 12" O.C. FN INTERMEDIATE STUDS 2x AT EDGE NAILING TO ABUTTING PANELS 3z STUDS REQUIRED FS^UTwe IB* oe BLOCKED 15/32" WOOD STRUCTURAL PANEL lOd - 2" O.C. EN 12" O.C. FN INTERMEDIATE STUDS 2x AT EDGE NAILING TO ABUTTING PANELS 3x STUDS REQUIRED nuuTNG IB" or BLOCKED TOP PLATE CONNECTION A 35F - 48" O.C. SEE NOTE #3 A 35F - 32" O.C. SEE NOTE #3 A 35* - 32" O.C. SEE NOTE #3 A 35? - 32" O.C. SEC NOTE |3 A 35F - 16" O.C. A 35? - 12" O.C. A 35F - 8" O.C. A 35F - 6" O.C. A 35F - «" O.C. SILL PLATE CONNECTION 16d - 8" O.C. 164 - 8" O.C. 16d - 8" O.C. 16d - 8" O.C. 10d - 6" O.C. 3x SOX 3/8" X* «" LAG SCREW AT 8" O.C. 3x SILL 3/8" >r 7" LAG SCREW AT 6" O.C. 3x SILL 3/8" /T* 7" LAG SCREW AT 6" O.C. 3x SILL 3x BLOCKING/ ROC JOIST 3/8" ^x 7" LAG SCREW AT 4" O.C. 1. ALL PLYWOOD FOR SHEAR TO BE STRUCTURAL 1 2. ALL GTPSUU TO BE REDUCED SOX IN SEISMIC ZONE 3 AND 4 3. ALL BLOCKING TO HAVE ONE A35 MINIMUM, UNO. 4. NOTE: SEE STANDARD DETAILS SW1 AND SW2 FOR CONNECTION. UNO. MANNING ENGINEERING 41892 Enterprise Cir. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044/fax:296-1047 E-mail: umalf0iinet.com (o) 1HMVHNHKCALC Description Title ::_._ Dsgnr Description: Scope: •**«• Timber Beam & HDR1-HDR8 Timber Member Information Timber Section Beam Width Beam Depth La: Unbraced Length Timber Grade Fb- Basic Alow Fv - Basic ANow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft pel psiksi HMU 4X* 3.500 5.5X O.X 1,000.0 96.0 1.7X.O 1.250 Sawn No HDR2 4xlS 3.5X 9.250 O.X 1,000.0 95.0 1,700,0 1.250 Sawn No Joist Job* / V Date: 12: 11PM, 5FEB03 P»9» 1 1«!\kkmrDifc.ccw:Cafcul*lnM I Calculations are designed to 1897 NDS and 1M7 U8C Requirements | HDR3 3.5X 5.5X O.X 1,000.0 95.0 1,700.0 1.250 Sawn No HMU 4x8 3.SX 7.250 0.00 1,000.0 95.0 1,700.0 1.250 Sawn No HDR5 4x* 3.SX 5.5X O.X 1,000.0 95.0 1,700.0 1.250 Sawn No HDR6-7 3.5X 5.5X O.X 1,000.0 95.0 1,7X0 1.250 Sawn No HMU 3.5X 9.250 O.X 1,000.0 96.0 1,7X0 1.250 Sawn No Center Span Data I Span Dead Load Live Load Dead Load UwLoad Start End Point tl DL LL QX Results MmaxffiCenter QX* fb: Actual Fb: Allowable fv:Actual Fv: Allowable ft *m •7ft «mtmftft IDS bs ft 5.X 177.X 64.X Ratio- 0.3258 In-k ft pal P*l psi 9.04 2.50 512.2 1.625.0 BcadaajOK B* 38.7 118.8Shear OK 6.X 177.X 64.X 168.X 128.X 3.000 1.103.X 840.X 3.XO 0.7601 55.98 3.X 1,121.6 1.5X.O•dbCOK 90.3 1188Shear OK 4.X 212.X 91.X 0.3086 7.27 2.00 412.1 1,625.0•cadhfOK * 36.6 •.A!8-8 2.X 212.00 91.X 123.X 93.X 1.000 ZOX 1.258.X 958.X 1.000 0.6386 15.76 1.X 514.1 1,500.0 75.9 118.8Shew OK 5.X 335.X 184.X 0.7016 19.46 2.50 1,103.0 1,625.0 =KflBtOK 83.3 3.X 21ZX 91.X 0.2076 4.09 1.50 231.8 ^1.625.0 24.6 a-.ik88 5.X 177.X 64.X 158.X 120.00 1.000 1.050.00 8X.X 1.000 0.7562 || 24.88 1.X 496.5 ^1,5X0 89.8 —J1P Reactions I G Left End DL LL Max. DL+LL Q Right End DL LL Max. DL+LL IDS fee IDS Ibs In bs 442.50 160.X 602.50 442.50 1X.X 602.50 1,460.50 900.X 2,360.50 1,208.50 708.X 1,916.50 424.X 182.00 606.X 424.X 182.00 6X.X 871.75 593.25 1.465.X 933.25 639.75 1.573.X 837.50 460.X 1.297.50 837.50 460.X 1,297.50 318.X 136.50 454.50 318.X 136.50 454.50 1.424.70 906.00 2,332.70 668.30 332.X 1.000.30 Deflections || Center DLDefl L/Dafl Ratio Center LLDefl L/Defl Ratio Center Total Defl Location L/Defl Ratio In in in ft -0.030 1,988.6 -0.011 5,499.8 -0.041 2.5X 1,460.5 -0.041 1,745.2 -0.026 2,752.2 -0.067 2.976 1,068.0 -0.015 3,242.8 -0.006 7,554.6 -0.021 2.0X 2,268.9 -0.002 9,6422 -0.002 13,936.2 -0.004 1.0X 5,768.4 -0.057 1,050.7 -0.031 1,913.0 -0.088 2.5X 678.2 -0.005 7,686.6 -0.002 17,907.2 -0.007 1.5X 5,378.1 -0.014 4,351.8 -0.008 7,514.8 -0.022 2.300 2,756.3 MANNING ENGINEERING 41892 Enterprise Clr. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044/rax:296-1047 E-mail: umall@iinet.com BIT 1MJM(MK KW-MBM3.V* I.1.S, H-tol<e) 19*99 BNWCALC Description » THto: Dsgnn Description: Scope : »* "*« Timber Beam & HDR9-HDR14 Timber Member Information Timber Section Beam Width Beam Depth La: Unbraced Length Timber GradeFb- Baste Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft pal tal BMW 4x6 3.5X 5.500 O.X 1,000.0 95.0 1.7X.O 1.250 Sawn No HDK10 3.5X 5.5X O.X 1,000.0 95.0 1.7X.O 1.250 Sawn No Joist Job* / / Date: 12: 11PM, 5FEB03 Page 1 | K \klemrodi.ecw:Cilcatortoe» | Calculations are designed to 19*7 NDS and 1M7 UBC Requirements || HMl 4>8 3.5X 7.250 O.X 1,000.0 95.0 1,7000 1.250 SawnNo HDRll 4x* 3.5X 5.5X O.X 1,000.0 95.0 1.7X.O 1.0X Sawn No HDR12 4x10 3.500 9.250 0.00 1,000.0 95.0 1.7X.O 1.0X Sawn No HMU3 4x12 3.5X 11.250 O.X 1,000.0 95.0 1.7X.O 1.0X Sawn No HDR14 4x6 3.500 5.500 0.00 1,000.0 95.0 1.7X.O 1.000 Sawn No Center Span Data I Span Dead Load Live Load Point #1 DL LL OX Results MmaxQ Center fb: Actual Fb:ABowabte fv: Actual Fv: Allowable ft «m Ibs ft 3.X 137.X 64.X Ratio* 0.1377 in-k ft pai psi pat Z71 1.50 153.8 1,625.0HiaiJBjOK la 16.4 116.8ShewOK I 5.X 212.X91.X 0.4096 11.36 2.50 643.9 1,625.0 48.6 tear OK' 8.X 137.X 64.X 0.4195 19.30 4.X 629.3 1,500.0 •Af OK ft 40.7 116.8ShnrOK 3.X 328.X 472.M 0,6851 10.80 1.50 612.0 1,300.0BfleiOK 1 65.1 95.0ShtvOK 6.X 328.X 472.X 0.8708 43.20 3.X 865.5 1,200.0 aria* OK 82.7 95.0aheerOK 2.50 227.X 4X.X 1,771-X 1,100.00 1.000 0.7712 26.31 1.00 356.4 1,1 X.O•ode* OK 73.3 95.0Shear OK 1.50 439.X 491.X 0.2243 | 3.14 0.75 177.9 «_Mjl30a0 21.3 95.0Shear OK Reactions \ QLeftEnd DL LL Max. DULL Q Right End DL LL MaxDL+LL Ibs Ibs Ibs fes Ibs Ibs 205.50 96.X 301.50 205.50 96.X 301.50 530.00 227.50 757.50 530.X 227.50 757.50 548.X 256.X 804.X 548.X 256.X 804.X 49ZX 708.X 1.200.00 492.X 708.X 1,200.00 984.X 1.416.X 2,400.00 964.00 1.416.X 2,400.00 1,346.35 1.160.X £506.35 992.15 940.X 1,932.15 329.25 368.25 697.50 329.25 368.25 697.50 Deflections I Center DLDafl L/Defl Ratio Center LL Deft L/Defl Ratio Center Total 0*1 Location L/Defl Ratio In in In ft -0.003 11,894.6 -O.X1 25.461.9 -0.004 1.5X 8,107.3 -0.036 1,660.3 -0.016 3,868.0 -0.052 2.5X 1,161.7 -0.067 1,436.7 -0.031 3,075.5 -0.098 4.0X 979.3 -O.X7 4,968.2 -0.010 3,452.5 -0.018 1.5X 2,036.9 -0.024 2,954.2 -0.035 2,052.9 •0.059 3.0X 1,211.2 -0.002 18,522.7 -0.001 22,595.5 -0.003 1.190 10,179.3 -O.X1 29,695.8 -O.X1 26,550.9 -0.001 0.750 14,017.7 MANNING ENGINEERING 41892 Enterprise Cir. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044/fax:296-1047 E-mail: umall@linet.com Tide: Dsgnn Description: Scope: Job* Date: 1211PM, 5FEB03 UMT KW-OflOWS, V« 1.1.9. Ie)lMM»BNHXCALC Umber Beam & Joist c \UemnMh, ccw:Cakulttk«t Description HDR15-HDR21 Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb- Baste Alow Fv- Baste ABow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi ksi HDR15 4*8 3.5X 7.250 O.X 1,000.0 95.0 1.700.0 1.0X Sawn No BDftl« 4rt 3.500 5.5X O.X 1,000.0 95.0 1,700.0 1.250 Sawn No CMcuMlons are desio^ to 19*7 NDS and 1997 UBC j| HDR17 3.5X 5.5X O.X 1,000.0 95.0 1,700.0 1.250 SawnNo HDR18 3.500 5.5X O.X 1,000.0 95.0 1,700.0 1.250 Sawn No HD»l» 4il2 3.5X 11.250 O.X 1,000.0 95.0 1,700.0 1.000 Sawn No HDUO 4x10 3.500 9.250 O.X 1,000.0 95.0 1,7000 1.000 Sawn No HMU1 felt 3.500 9.250 O.X 1,000.0 95.0 1,700.0 1.0X Sawn No Center Span Data 1 Span Dead Load Live Load Results Umax Q Center ft>: Actual Fb: Allowable fv: Actual Fv:ABowabte ft *ffi 7.X 225.X 118.X Ratio- 0.6852 ft psi psi psi 25.21 3.50 822.2 _ 1.2X.O 59.0 95.0SfawOK ] 5.X 204.X 104.X 0.4163 11.55 2.50 654.5 1,625.0 •**OK • 49.4 2.67 188.X 72.X 0.1512 278 1.33 157.6 1.625.0•ea«OK ft 18.0 118.8 3.X 177.00 64.X 0.1651 3.25 1.50 184.4 1,625.0•dtNjOK 19.6 JL18-8 ahnrOK 5.X 537.X 584.X 0.7102 42.04 2.50 569.4 1,1X0fti»dh|OK ft 67.5 95.0Shier OE 6.X 252.00 5X.X 0.8186 40.61 3.X 813.6 1,200.0 77.8 95.0ShnrOlT 7.X 165.X 460.X 0.8364 | 45.94 3.50 920.4 __ 1.200.0 79.5 95.0Skew OK Reactions 1 Q Left End DL LL MaxDL+LL Q Right End DL LL Max. DL+LL Deflections Center DLDefl L/Defl Ratio Center LLDetl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs Ibs Ibs Ibs Ibs Ibs 787.50 413.X 1,200.50 787.50 413.X 1,200.50 in in to ft -0.064 1,305.8 -0.034 2,489.9 -0.098 3.5X 856.6 510.X 260.X 770.X 510.X 260.X 770.X •0.035 1.725.4 -0.018 3,384.5 -0.053 2.500 1,142.8 250.98 96.12 347.10 250.98 96.12 347.10 -0.003 12,295.4 •0.001 32,104.6 -0.004 1.335 8,890.5 265.50 98.X 361.50 265.50 98.X 361.50 -0.004 9,206.5 -0.001 25,461.9 -0.005 1.5X 6,761.7 1,342.50 1.460.X 2,802.50 1,342.50 1.460.X 2,802.50 -0.011 5,609.4 -0.012 5,158.0 -0.022 2.5X 2,687.1 756.X 1,500.00 2,256.00 758.X 1,500.00 2.256.X -0.019 3,845.2 -0.037 1,938.0 -0.056 3.0X 1,288.5 577.50 1.610.X 2,187.50 577.50 1.610.X 2,187.50 b -0.023 3,698.2 -0.063 1,326.5 -0.086 3.5X 976.3 MANNING ENGINEERING 41892 Enterprise Clr. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044/fax:296-1047 E-mail: umaliQMnet.com Title: Dsgnr Description; Scope: Job* Date: 12:11PM, 5FEB03 tor 510)00ttaK KIV-MHMS. V* II .S. MJ»19». WtaM<=!!«-» BNHJKALC Timber Beam & Joist 1 •: \UcnnMh.ecw:C«tail«ioBi Description HDR22-HDR25B/BM2-BM$ Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb-Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member TypeRepetitive Status Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL QX Point #2 DL U OX Results MmaxQCenterftX« Ib: Actual Fb:A*owabto ft: Actual Fv: Allowable Reactions Q Left End DL LL Max. DL+LL 6 Right End DL LL Max. DL+LL in in ft psi pst ksi HDK22 HDK23 4x6 3.500 5.500 0.00 1,000.0 95.0 1,700.0 1.000 Sawn No ft #flt *Vft *Vft #/ftftft Ibs be ft Ibs KMft 3.00 252.00 500.00 Ratio " 0.6440 in-* ft pal P« PS) 10.15 1.50 575.3 1,300.0 HnrihcOK 61.2 95.0Shear OK Ibs Ibs Ibs Ibs Ibe Ibs 378.00 750.00 1,128.00 378.00 750.00 1,128.00 4x8 3.500 7.250 0.00 1,000.0 95.0 1,700.0 1.250 Sawn No 8.50 151.00 64.00 0.5086 23.30 4.25 759.9 1,500.0 •nrfcjOK 48.7 118.8Sao* OK 641.75 272.00 913.75 641.75 272.00 913.75 Calculations are designed to 1M7 NDS and 1M7 UBC Requirement* || HDR24 *rt 3.500 5.500 0.00 1,000.0 95.0 1.700.0 1.250 Sawn No 4.00 151.00 64.00 0.2190 5.16 ZOO 292.4 1,625.0BcwfiBfOK ft 26.0 118-8Shew OK 302.00 128.00 430.00 302.00 128.00 430.00 HM25 4x* 3.500 5.500 0.00 1,000.0 96.0 1,700.0 1.250 Sawn No 5.00 235.00 128.00 0.4907 13.61 2.50 771.4 1,625.0 •dtaf OK 58.3 118.8ShnrOK 587.50 320.00 907.50 587.50 320.00 907.50 HMD PrihKS.2 5.250 11.875 0.00TtoMlobt-MKMU 2,900.0 290.0 2,0000 1.000 Mamrf/Ptne No 15.00 293.00 118.00 136.00 104.00 7.000 1,461.00 900.00 4.500 1,209.00 708.X 10.500 0.8188 292.97 6.48 2,374.4 2,900.0BcDdh*OK 143.7 290.0ahnrOK 4,31 2.77 2,285.53 6,598.X 3,704.23 1,820.47 5,524.70 VM3 Pita: 5.2 5.250 11.875 0.00TiOMlobt-MicMil 2,900.0 290.0 2,000.0 1.000 Manuf/Ptne No 12.00 179.00 427.00 4,313.00 £286.00 2.500 0.6947 248.59 3.74 2,014.7 2,900.0Hniftit OK 199.2 290.0Shew OK 4,488.46 4,371.75 8,860.21 1,972.54 3,038.25 5,010.79 BM4 Pita: 5.2 5.250 11.875 0.00TtatlaiM-MKMn 2,900.0 290.0 2,000.0 1.000 Manuf/Pfn* No 11.00 482.00 391.00 0.4428 158.45 5.50 1,284.1 _2,900.0 BodtafOK 95.2 290.0ahttrOK 2,651.00 2,150.50 4,801.50 2,651.00 2,150.50 4,801.50 I || || Deflections I Center DLDefl L/DeflRatto Center LLDefl L/Defl Ratio Center Total Deft Location L/Defl Ratio in In Inft -0.006 6,466.5 -0.011 3,259.1 -0.017 1.500 2,167.0 -0.094 1,086.7 -0.040 2,564.0 -0.134 4.250 763.2 -0.011 4,552.8 -0.004 10,741.7 -0.015 2.000 3,197.5 -0.040 1,497.8 -0.022 2,749.9 -0.062 2.500 969.7 -0.450 399.6 -0.234 770.7 -0.684 7.380 263.2 -0.166 866.7 -0.193 744.5 -0.359 5.664 400.7 -0.108 1,218.1 -0.088 1,501.6 -0.196 5.500 672.6 MANNING ENGINEERING 41892 Enterprise Cir. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044Vfax:296-1047 E-mail: umallQiinetcom tor JWDOO Vtr. KH-OeOSlS. V«r J.l,3. B-fafrKHW-MBNBRCALC Description 991. WWI BM12-BM13/HDR26 Timber Timber Member Information Timber Section Beam Width Beam Depth La: Unbraced Length Timber Grade Fb- Baste Allow Fv- Baste AHow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksl BM12 4x8 3.500 7.250 0.00 1,000.0 95.0 1,700.0 1.000 Sawn No BM13 4x8 3.500 7.250 O.X 1,000.0 95.0 1,700.0 1.000 Sawn No TJUe:££ Job* *• Dsgnr: Date: 12:1 1PM. 5FEB03 Description: Scope: Beam & Joist K***<+.*r5SL*L Calculations are designed to 1M7 NDS and 1997 UBC Requirements HDH26 4x6 3.500 5,500 0.00 1,000.0 95.0 1,700.0 1.000 Sawn No | | Center Span Data I Span Dead Load Live Load Results Mmax © Center fb:Actuat Fb:ABowable fv: Actual Fv:Alowebte ft *Vft«m 7.00 63.30 53.30 Ratio- 0.2329 in-* ft psi psi psi 8.57 3.50 279.5 ^1,200.0 20.1 95.0AMI- OK a 9.50 63.30 53.30 0.4290 15.78 4.75 514.8 1,200.0•eiOK Bead 28.8 •wOK 9h 5.X 75.W 1X.X 0.2957 6.56 - 2.50 371.9 1,300.0 28.1 -,o8P-° j| Reactions t Q Left End DL LL Max. DL+LL Q Right End DL LL Max. DL+LL bs bs bs bs be be 221.55 186.55 408.10 221.55 186.55 408.10 300.67 253.17 553.85 300.67 253.17 553.85 187.50 250.X 437.50 187.50 250.X 437.50 Deflections I Center DLDefl L/Defl Ratio Canter LL Del) L/Defl Ratio Center Total Defl Location L/Defl Ratio in in In ft -0.018 4,641.5 -0.015 5,512.4 -0.033 3.500 2,519.8 -0.061 1,856.9 -0.052 2,205.3 -0.113 4.750 1,008.1 -0.013 4,693.1 -0.017 3,519.8 -0.030 2.5X 2,011.3 MANNING ENGINEERING 41892 Enterprise Cir. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044/fax:296-1047 E-mail: umall@iinet.com UBBF EW-00U915* Ver 3.1.3, 2WtB>19*P, W|aj92 (c) IM^M BNUCAXC TWe- ,J Dsgnn Description: Scope: Timber Beam & Joist Job# -* Date: 12:1 1PM, 5FEB03 Page 1 •:\Uemradi.eew:CakalMli»* „/ | Description BM5-BM11 Timber Member Information Cateutatfons am designed to 1997 NDS and 1SW UBC Requirements || Timber Section Beam Width Beam Depth La: Unbraced Length Timber Grade Fb-BatfcAaow Fv- Baste Attow Elastic (Modulus Load Duration Factor Member Type Repetitive Status In in ft P*ipsi ksi BM5 4x14 3.500 13.250 0.00 1,000.0 95.0 1,700.0 1.000 Sawn No BMC 4x8 3.500 7.250 0.00 1.000.0 95.0 1,700.0 1.000 Sawn No KM7 exlO 5.500 9.500 0.00 1,350.0 65.0 1,600.0 1.000 Sawn No BMS 4x8 3.500 7.250 0.00 1,000.0 95.0 1,700.0 1.000 Sawn No BMS 4llt 3.5X 9.250 0.00 1,000.0 95.0 1.7X.O 1.000 Sawn No BM1« 4xie 3.5X 9.250 O.X 1,000.0 95.0 1,700.0 1.0X Sawn No BM11 4*6 3.500 5.5X O.X 1,000.0 95.0 1,700.0 1.000 Sawn No Center Span Data I Span Dead Load Uve Load Point #1 DLaOX ft *Vfttvn fcs Ibs ft 9.50 387.00 219.00 557.00 207.00 8.500 4.X 404.00 107.00 548.00 256.00 2.000 9.00 65.00 325.00 3.50 318.X 118.X 10.00 75.X 1X.X 4.X 75.X 1X.X 4.X 1X.X 50.X Cantilever Span . \ Span Uniform Dead Load Uniform Live Load Results Mmax® Center QX« Mmax Q CantNever fb: Actual Fb: Allowable fv: Actual Fv:ABowable ft f/ft «ft Ratio- 0.8464 In-k ft in-k psi pel pel psi 86.68 4.86 0.00 846.4 1,000.0 BmitmjOK 1 74.1 95.0Shear OK 0.6978 21.91 2.00 0.00 714.6 1,200.0 kedaiOK B 66.3 95.0SbnrOK 1.00 65.00 325.00 0.5005 47.19 4.50 -Z34 570.4 1,350.0•Am OK 42.5 f .O 0.3115 8.01 1.75 O.X 261.3 1,200.0•mibaOK 29.6 Se-ro!5-0 0.4383 26.25 5.X O.X 525.9 1,200.0 BotdeqOK 34.4 95.0 Shear OK 0.1051 4.20 2.00 O.X 84.1 1,200.0 RiBiftni OK 10.0 95.0Sheer OK 0.1910 | 3.60 2.00 O.X 204.0 1,300.0 BiaifciOK 18.1 95.0SbnrOK Reactions \ Q Left End DL LL Max DL+LL Q Right End DL LL Max. DL+LL IDS Ibs Ibs Ibs Ibs Ibs 1,896.88 1,062.04 2,958.92 2,336.62 1,225.46 3,562.08 1,082.00 342.00 1,424.00 1,062.00 342.00 1,424.00 288.89 1,462.50 1,751.39 361.11 1,805.55 2,166.67 556.50 206.50 763.X 556.50 206.50 763.X 375.X 5X.X 875.X 375.X 5X.X 875.X 150.X 2X.X 350.X 150.X 2X.X 350.X 2X.X 1X.X 300.00 2X.X 1X.X 300.00 Deflections I Center DLDafl L/Defl Ratio Center LL Den L/Defl Ratio Center Total Deft Location L/Defl Ratio Cantilever DL Deft Cantilever LL Daft Total Cant. Den L/Defl Ratio in In in ft in In HI -0.066 1,723.8 •0.037 3,121.5 -0.103 4.788 1,110.5 -0.019 2,526.7 -0.006 7,519.7 -0.025 2.000 1,691.2 -0.015 7,292.9 -0.076 1,415.4 -0.091 4.500 1,185.3 0.005 0.026 0.031 774.3 -0.006 7,391.4 -0.002 19,919.3 -0.008 1.750 5,391.0 -0.043 2,790.7 -0.057 2,093.0 -0.1X 5.0X 1,198.0 -O.X1 43,604.3 -O.X1 32,703.3 -0.003 ZOOO 18,687.6 -0.007 6,874.7 -0.003 13,749.4 -0.010 2.0X 4,583.1 MANNING ENGINEERING 41892 Enterprise Clr. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044/fax:296-1047 E-mail: umali@irneLcom tor 1MM Uw: XW-MKWU, Vw 5.1.9. n-JM-lH*. WM2(o)lHM>BNBMCALC Description Tffle: JobHroc ^ Dsgnr: Date: 5:29PM. 20FEB03 Descriptior- . Scope: Timber Beam » Inlet sJtk Pa9* 1 * JOISl f**& «»hBwNB.«nr:C**doai BM2 CASE/ Lh3-QL + *£LL f F*» *) I CASeZ C'<3P - EM^I.% Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb- Baste Attew Fv- Baste AHow Elastic Modulus Load Duration Factor Member TypeRepetitive Status in in ft pslpsi kai CASEl Fraw5.2 5.250 11.875 0.00 CASEl Plfiu:5.2 5.250 11.875 0.00 Calculations are designed to 1997 NDS and 1997 UBC Requirements CASE2 Pribtu 5>2 5.250 11.875 0.00 CASE2 Ptfbn: 5.2 5.250 11.875 O.X \ TmMMM-MKMnTnMMM-MMMl Trow J<*t - MaeMfl Tra* Jofct - MttMll 2,900.0 290.0 2,000.0 1.330 Manuf/Pine No 2,900.0 290.0 2,000.0 1.330 Manuf/Plne No 2,900.0 290.0 2,000.0 1.330 Manuf/Plne No 2,900.0 290.0 2,000.0 1.330 Manuf/Pine No Center Span Data I Span Dead Load Live Load Dead Load UwLoad Start End Point #1 DL LLOX Point f2 DLaOX PoM*3 DL LLex Point #4 DL LL OX Results Mmax 6 Center QX = fb: Actual Fb: Allowable N: Actual Fv: Allowable ft «fll #fll Hffi *Vft ft ft be beft bs be ft bs ben bs bsft 15.X 352.X 59.X 163.00 52.00 7.0X -4.839.X 4,839.00 — .- » 4.&UU -4.839.X •- 10.5X 4,839.x C ' 15.0X Ratio* 0.5405 In-k ft psi P»i pH psl 257.24 4.50 2,084.8 ^3,857.0 134.0 385.7Shear OK 15.00 352.00 59.X 163.00 52.00 7.000 4,839.00 ' - * -4,839.00 • -- 4.500 4,839.00 10.500 -4,839.00 •. '_ 15.0X 0.5043 240.02 10.50 1,945.2 3,857.0kwBttgOK 119.7 385.7Show OK 15.00 264,00 123.00 7.000 -4,839.x 4,839.x 4.500 -4.839.X 10.500 4.839.X 15.0X 0.4204 200.08 4.50 1,621.5 ^3,857.0 101.2 385.7Shear OK 15.X 264.X 123.X 7.0X 4,839.00 "* -4,839.00 4.5X 4.839.X - - — 10.5X -4,839.00 15.0X 0.3997 190.23 10.50 1,541.7 ^3.857.0 93.0 385.7Shear OK || Reactions 1 Q Left End DL LL Max DL+LL Q Right End DL LL Max. DL+LL bs bs bs bs bs bs 5,450.62 -4,117.18 1,333.43 970.88 5,366.68 6,337.57 1,579.42 5,560.82 7,140.23 4,842.08 -4,311.32 530,77 4,575.95 -4,838.75 -262.80 245.55 4.839.25 5,084.80 704.75 4,839.25 5.544.X 4,116.75 -4,838.75 -722.X Deflections 1 Center DLDefl L/Defl Ratio Center LLDefl L/Defl Ratio Center Total Defl Location L/Defl Ratio in In In ft -0.346 520.3 -0.064 2,812.1 -0.408 6.300 440.8 -0.342 526.4 -0.064 2,812.1 -0.404 8.520 445.9 -0.267 674.3 O.OX 5,481,699.4 -0.267 5.880 674.2 -0263 683.6 O.OX 5,481,699.4 -0.263 9.0X 683.5 2.2 MANNING ENGINEERING 41892 Enterprise Clr. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044/fax:296-1047 E-mail: umali@iinet.com tar JMXftUMT nvjMTOftJ. v« j.i.t, n-j_n9w, WMI <c)lMM»RNnCALC Description BM4 C&£ Cf&& TWIe: Job#"OC ^ Dsgnr: Date: 5:29PM, 20FEB03 Description : * Scope: Timber Beam / r * LV— Timber Member Information Timber Section BeamWWth Beam Depth Le: Unbraced Length Timber Grade Fb - Basic AHow Fv - Basic AHow Elastic (Modulus Load Duration Factor Member Type Repetitive Statue In in ft pelpel ksJ CASE1 CASE1 Mtau 5.2 Pribu 5.2 5.250 5.250 11.875 11.875 0.00 0.00TRM Jobt - tfaeMl Tnm MK • MKMU 2,900.0 2,900.0 290.0 290.0 2,000.0 2,000.0 1.330 1.330 ManuffPine Manuf/Rne No No 'It'jLffj ir i^ /)— &. & Joist /^ ^ & P*** 1 .w wwi^k ^ ^ c\kkmro«-.ccw:C.fcah(k»i | i _££Z1 iF &tr\ J :/n7N n /<">• — -Tj'X Cateulattons are designed to 1S97 NDS and 1997 UBC Requirements CASB2 Pifim:5.2 5.250 11.875 0.00 TnMJaJH-UKMa 2,900.0 290.0 2,000.0 1.330 ManuffPine No CASB2 PrUm:3.2 5.250 11.875 0.00 2,900.0 290.0 2,000.0 1.330 Manuf/Ptne No || Center Span Data _ Span Dead Load Live Load Point #1 DL LL QX Results MmaxQ Center fb : Actual Fb:AfewaNe (V: Actual Fv: Allowable ft #m Ibs Ibs ft 11.00 579.00 196.00 •1,616.00 T- 8.000 Ratio • 0.2376 m-k ft P* P-* f* 113.08 4.93 916.5 3,857.0•iai»-i OK Be 73.9 386.7ahorOK 11.00 579.00 196.00 1,616.00 8.000 0.3599 171.28 6.07 1,388.0 3,857.0 15.00 434.00 -1,816.00 8.000 0.1817 86.47 5.76 700.8 3,857.0 B*KBB|OK 50.1 ShmrOlF'7 11.00 434.00 1,616.00 8.000 0.2323 110.55 6.51 895.9 3.857.0HiiiauOK 75.6 385.7ShnrOK | Reactions I <S Left End DL LL Max. DL+LL 6 Right End DL LL Max. DL+LL Deflections Center DLDefl L/Defl Ratio Center LLDefl UDeflRatto Center Total Defl Location L/Defl Ratio to Ibs Ibs Ibs be to 2,743.77 1,078.07 3,821.84 2.009.23 1,078.18 3,087.41 in in In ft -0.091 1,443.5 -0.044 2,995.2 -0.135 5.324 974.6 3,625.23 1,078.07 4,703.29 4,359.77 1,078.18 5,437.95 -0.169 779.9 -0.044 2,995.2 -0.213 5.632 618.9 2,500.87 0.12 2,500.98 2,393.13 0.13 2,393.27 -0.204 880.9 0.000 8,734,646.0 -0.204 7.380 880.8 ^827.73 0.07 Z827.79 3,562.27 0.18 3,562.45 -0.137 965.8 0.000 21590,262.1 -0.137 5.876 965.7 \ MANNING ENGINEERING 41892 Enterprise Cir. So. Ste. E Temecula, CA. 92590 pfione:(909)296-1044/fax:296-1047 E-mail; urnaliQHnet.com Title: Dsgnr Description: , Scope: Jobjroc Date: 5:29PM, 20FEB03 >*K ncoooOur KK-OtOM. VK 1.1.}, tt-Jm-l9tf. WW2 Wlfe-MENBIICALC Timber Beam & Joist Paae 1K\kkmnMfa.eew:CalcalMioBi Description BM14 I LI .TLL* ) Timber Member Information Timber Section BeamWktth Beam Depth Le: Unbraced Length Timber Grade Fb- Baste Allow Fv - Baste AOow Elastic Modulus Load Duration Factor Member Type Repetitive Status In in A pal ksi CASKl 8.75x12.0 8.750 12.0X O.X CASKl 8.75x12.0 8.750 12.000 0.00 ' Calculations are designed to 1997 NDS and 1997 UBC Requirements | CASK2 8.75x12.0 8.750 12.000 0.00Do«ta Hb 2*F - V Dougta Ph. J4P - V Do«lM Ht MP - V 2,400.0 166.0 1,800.0 1.330 GluLam No 2,400.0 165.0 1,800.0 1,330 GluLam No 2.400.0 165.0 1,600.0 1.330 GluLam No CASE2 8.75x12.0 8.750 12.000 0.00 Do«lHHr.24II-V I 2,400.0 165.0 1,800.0 1.330 GluLam No 8.75x12.0 8.750 12.000 0.00 )oaitairti.34F-V 2,400.0 165.0 1,800.0 1.000 GluLam No Center Span Data 1 Span Dead Load Urn Load Point #1 DLaex Point #2 DL LLOX Results Mmax ft Center <$X* fb : Actual Fb: Allowable fv: Actual Fv:Alowable Reactions ©Left End DLa Max DL+LL ft Right End DL LL Max DL+LL Deflections Center DLDefl L/Defl Ratio Center LL Deft L/Defl Ratio Center Total Defl Location L/Defl Ratio A tVA •Vft tot ba A fcato*n 20.00 100.00 27.00 -12,345.00p 4.500 12,345.00 13.000 Ratio" 0.7946 In-k A pai psl psl pal 507.37 13.04 2,416.1 3,040.5 BCMBBfOK 91.4»«a?5 Ibs to* fcs be Ibs Ibs -4,246.63 270.28 -3,976.34 6,246.62 270.22 6,516.84 In in inA -0.627 382.9 -0.043 5,593.9 -0.667 12.400 360.1 20.00 100.00 27.00 12,345.00- *i — 4.500 -12,354.00 13.000 0.5245 334.89 4.48 1.594.7 3,040.5 ilHIlBSsOK 91.3..at* 6,243.47 270.28 6,513.76 -4,252.48 270.22 -3,982.26 0.342 702.3 -0.043 5,593.9 0.305 13.440 787.6 20.00 75.00 -12,345.00 4.500 12,345.00 13.000 0.7503 479.06 13.04 2,281.2 3,040.5BMdbfOK 84.6 aawoV5 -4,496.63 0.28 -4,496.34 5,996.62 0.22 5,996.84 -0.590 408.7 0.000 5,013,614.4 -0.590 12.560 406.6 20.00 75.00 12,345.00 4.500 -12,345.00 '. . / . . 13.000 0.4908 313.36 4.48 1,492.2 3,040.5BcBdhfOK 84.6 Sa-SP* 5,996.62 0.28 5,996.91 -4,496.63 0.22 -4,496.41 0.376 639.0 0.000 5,013,614.4 0.376 13.200 639.1 20.00 83.30 53.30 0.1707 81.96 10.00 390.3 2,286.1Badk*OK 17.6 165.0Shew OK 833.X 533.X 1.366.X 833.X 533.X 1,366.x -0.132 1,815.2 -0.085 2,836.8 -0.217 10.0X 1,106.9 * n i JOB#PAGE ;OF PROJECT. ENGR _ DATE . MANNING ENGINEERING, INC, 41892 ENTERPRISE CIRCLE SO., STE. E TEMECUU, CALIFORNIA 92590 PHbNE 909-296-1044 FAX 909-296-1047 JOB#PAGE OF f LL IT? -f 1, n-? t4- pu. 04° Alu- *P fpt MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB#PAGE OF 3' 3V 3' 1- A } rr? ; U. go) 127 4/1* Vlw PROJECT. ENGR _ DATE _ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB* r 6 v!0u t\i f f it/A £40) T do) frPP- 14- vjpt ^12. -i- 211 Vlu. ii 4- 400 it (H PAGE / 7 OF PROJECT ENGR _ DATE _ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB*PAGE OF -7 3V fI •-O 4- IT? 4/|o PROJECT. ENGR - DATE _ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB*PAGE OF r (.4- (21) f P C(o) I PROJECT. ENGR _ DATE MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECJULA, CALIFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB*PAGE OF If 4 f •Jt Wu-4£ (MO -•£•?• 3 10 PL WLU Ht t f t i p i t<o)\ i (tO)2. 1? -ii PROJECT. ENGR _ DATE . MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHbNE 909-296-1044 FAX 909-296-1047 JOB*PAGE OF t \llt PL A u> t |o(n> PROJECT, ENGR - DATE . MANNING ENGINEERING, INC, 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CAUFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB#PAGE /£. OF r-3 PROJECT. ENGR _ DATE - MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CAUFORNIA 92590 PHONE 909-296-1044 FAX 909-296-1047 JOB*PAGE OF \o . 7 i°) 00 = 6,3.3 PROJECT- ENGR - DATE . MANNING ENGINEERING, INC. ,41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 PHONE 909-296-1044 •FA*909-296-1047 MANNING ENGINEERING 41892 Enterprise CIr So. Ste. E Temecula, CA. 92590 phone:(909)296-1044ttax:296-1047 E-mail: umallQiinet.com THte: Dsgnr: Description Scope: Job* Date: 2:58PM, 5FEB03 (o) !(•»-» OfflCALC Square Footing Design *: \UennodL eew:CaknMkn Description BM11 General Information Dead Load UveLoad Short Term Load Seismic Zone Overburden Weight Concrete Weight U &ST Loads Combine Load Duration Factor Column Dimension Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req-d by Analysis Mh. Relnf%toReq>d Calculations are designed to Act 31i-»6 and 1»7 UBC Requirements || 0.200k 0.100k 0.000 * 4 0.000 psf 1 45.00 pcf 1.000 4.00 in 14.688 in 0.0050 0.0000 In2 0.0014 % Footing Dimension Thickness # of Bare Bar Size Rebar Cover fc fy ABowabte So* Bearing As to USE per foot of Width Total As Req-d Mln Aflow % Reinf 1.500 ft 18.00 in 2 5 3.000 2,500.0 psl 40,000.0 psi 1,000.00 psf 0.247 bi2 0.370 in2 0.0014 \ 1 Summary 1 Footing OK 1 .Son square x 1 8.0in thick with 2- #5 bars Max. Static Sol Prassum Aflow Static Soil Pressure Max. Snort Term Soil Pressure ARow Short Term SoN Pressure Mu : Actual Mn* Phi: Capacity 360.83 psf 1,000.00 psf 350.83 psf 1,000.00 psf 0.08 Mt 17.81 k-fl Vu: Actual One-Way Vn'Phi: Aflow One-Way Vu: Actual Two-Way Vh-Phi: Alow Two-Way Attenuate Rebar Selections... 2 *4-s 2 tffs 1 f 7* 1 f ffs 0.00 psi 85.00 psl 0.00 psi 170.00 pal 1 fffs 1 *ff» 1 #10* MANNING ENGINEERING 41892 Enterprise Cir. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044ffax:296-1047 E-mail: umaliQilnet.com Title: Dsgnr: Description: Scope: Job* Date: 2:58PM, 5FEB03 Btt JIOJOBUttr KW44UH9, V» M.I. ZI-JM-IM* WW1 Square Footing Design Page 1 •: \kkmnth. ecw:Cdeakitaai Description BM6 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL AST Loads Combine Load Duration Factor Column Dimension Calculation* are designed to ACI 31S-*5 and 1997 UBC Requirements | 1.080k 0.340k 0.000* 4 0.000 psf 1 45.00 pcf 1.000 4.00 in Footing Dimension Thickness t of Bare Bar Size Rabar Cover fc Fy ARowable SoN Bearing 1.500 n 18.00 In 2 5 3.000 2,500.0 psi 40,000.0 psi 1 ,000.00 psf Reinforcing 1 Rebar Requirement Actual Rebar "d" depth used 200/Fy As Reo/d by Analysis Win. Retnf%toReq'd 14.688 in 0.0050 0.0000 in2 0.0014 % As to USE par foot of Width Total As Req'd M(n Alow % Retnf 0.247 fn2 0.370 in2 0.0014 1 Summary 1 1 .50ft square x 18.CMn thick with Max. Static Sod Pressure ABow Static Soil Pressure Max. Short Term SoR Pressure Attow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 2- #5 bars 848.61 paf 1,000.00 psf 848.61 paf 1,000.00 psf 0.21 k-rt 17.81 k-ft Vu : Actual One-Way Vn'PhJ: Alow One-Way Vu: Actual Two-Way Vn'PN: ABow Two-Way Alternate Rabar Selections... 2 *•*• 2 iSs 1 #T» 1 #ffs Footing 0.00 psi 85.00 psi 0.00 psi 170.00 psi OK 1 fffs 1 #9-3 1 tiffs MANNING ENGINEERING 41892 Enterprise Clr. So. Ste. E Temecula, CA. 92590 phone: (909)296-1044/fax: E-mail: umali@iinet.com Title: Dsgnr: Description: Scope: Job* Date: 2:58PM, 5FEB03 ton ItMOB Ctar KW-MttMl. Mi M.J.(e) WB-!» ENBRCALC Square Footing Design Page 1 «: \kkarotii. eew:Oi«rirtioM Description BM7 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Waight Concrete Weight LL&STLoada Combine Load Duration Factor Column Dimension Reinforcing Rabar Requirement Actual Rebar -d- depth ueed 200/Fy As Req-d by Analysis Mn.Reinf%toReq*d Calculations are designed to ACI 318-8* and 1997 UBC Requirements | 0.300k 1.800k 0.000k 4 0.000 psf 1 45.00 pcf 1.000 4.00 kl 14.688 in 0.0050 0.0000 m2 0.0014 % Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy AHowabie SON Bearing As to USE per foot of Width Total As Req-d Mtn ABow % Reinf 1.750ft 18.00 in 2 5 3.000 2,500.0 psi 40,000.0 psl 1.000.00 psf 0.247 In2 0.432 in2 0.0014 I I Summary 1 1 .75ft square x IS.Oin thick wttfi Max. Static Sol Pressure Alow Static Sol Pressure Max. Short Term Sol Pressure ANow Short Term Soil Pressure Mu : Actual Mn* Phi: Capacity 2- #5 bars 903.21 psf 1,000.00 psf 903.21 psf 1 ,OOO.X psf 0.36 k-ft 15.31 k-ft Vu : Actual One-Way Vn'Phi: ABow One-Way Vu: Actual Two-Way Vn*Ph):Alow Two-Way Alternate Rebar Selections... 3 *4% 2 #5-* 1 *7ft 1 f 9s Footing 0.00 psi 85.X psi OK 0.84 pat 170.X pal 1 *ff» 1 fffs 1 #1Cf3 MANNING ENGINEERING 41892 Enterprise Cir. So. Ste. E Temecula, CA. 92590 E-mail: umali@iinet.com Title: Dsgnr Description: Scope: Job* Date: 256PM, 5FEB03 (OlMt-ftBiBBCALC Square Footing Design Page 1 t:\kkmroft. ecw:C«tciilMkiBi Description HDR15&BM6 General Information Dead Load UveLoad Short Term Load Seismic Zone Overburden Weight Concrete Weight LL AST Loads Combine Load Duration Factor Column Dimension Calculations are designed to ACI $1t-96 and 19S7 UBC Requirements | 1.880k 0.750k 0.000k 4 0.000 psf 1 45.00 pcf 1.0X 4.00 in Footing Dimension Thickness • of Bars Bar Size Rebar Cover fc Fy Allowable Son Bearing 2.000 ft 18.00 in 2 5 3.000 2,500.0 psi 40,000.0 psi 1,000.00 psf Reinforcing I Rebar Requirement Actual Rebar "<T depth used 200/Fy As Req-d by Analysis Mbi. Reinf%toReq:d 14.688 in 0.0050 0.0000 fn2 0.0014 % As to USE per foot of Width Total As Retfd Min Allow % Reinf 0.247 in2 0.4S4tn2 0.0014 1 Summary |Footing OK 2.00ft square x 1 S.Oin thick with 2- #5 bars Max. Static Soil Pressure Alow Static Soil Pressure Max. Short Term Soil Pressure Alow Short Term Son Pressure Mu : Actual Mn * Phi : Capacity 875.00 psf 1,000.00 psf 875.00 psf 1,000.00 psf 0.44 k-ft 13.43 k-ft Vu : Actual One-Way Vn'Phi: Allow One-Way Vu: Actual Two-Way Vn'PW : Alow Two-Way ARsrnate Rebar Selections... 3 #4*8 2 fS's 1 #7s 1 #8-8 0.00 psi 85.00 psl 1.84 psi 170.00 psi 1 #99 1 #10*8 MANNING ENGINEERING 41892 Enterprise Clr. So. Ste. E Temecula, CA. 92590 phOM:(909)296-1044/fax:296-1047 E-mail: umaliQiinet.com MR AOMO «)!«-» BHMCALC Title: Dsgnr: Description: Scope: Square Footing Design Job* Date: 2:58PM, 5FEB03 ^ Page 1 1 \ Description BM4&9 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL&ST Loads Combine Load Duration Factor Column Dimension Calculations are designed to ACI 31f -86 and 1*97 UBC Requinments 3.030 k Footing Dimension 2.650k Thickness 0.000 * ff of Bare 4 Bar Size 0.000 psf Rebar Cover 145.00 pcf rc Fy 1.000 4.00 In AtowaWe Son Bearing 2.750 ft 18.00 in 2 5 3.000 2,500.0 psf 40.000.0 psi 1,000.00 psf Reinforcing t Rebar Requirement Actual Rebar "d" depth used 200/Fy As Reqy by Analysis Wn. ReJnf%toRetfd 14.688 in As to USE per foot of Width 0.0050 Total As ReqU 0.0001 in2 Mn AHow % R«nf 0.0014 % 0.247 in2 0.879 in2 0.0014 1 Summary | 2.75ft square x 1 S.Oin thick with Max. Static SoR Pressure AHow Static SoR Pressure Max Short Term Soil Pressure AHow Short Term SoH Pressure Mu : Actual Mn'PW: Capacity 2- #5 bars 968.57 psf 1,000.00 psf 968.57 psf 1,000.x psf 1.071** 9.81 k-tt VU : Actual One-Way Vn'Pni: AHow One-Way Vu: Actual Two-Way Vn'Phi: Alow Two-way Attemste Rebar Selections.. 4 *4*s 3 #5-s Footing o.oo psi 85.00 psi 6.84 psi 170.00 psi OK 1 #9-5 1 tiffs MANNING ENGINEERING 41892 Enterprise Clr. So. Ste. E Temecula, CA. 92590 phone:(909)296-1044/fax:296-1047 E-mail: umaliQiinet.com rifle: Dsgnr: Description Scope: Job* Date: 2:58PM, 5FEB03 toe IMJOO UNT KW-MB9IJ. V«t 3.1.J. 2UW.UH, WU1 Square Footing Design «\kkmrMfa. ecw: Description GIRDER General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL AST Loads Combine Load Duration Factor Column Dimension Cilculattons are designed to ACI318-M and 1W7UBC Requirements fe 3.100k 2.500k 0.000 k 4 0.000 psf 1 45.00 pcf 1.000 4.00 In Footing Dimension Thickness fofBara Bar Size Rebar Cover fc Fy Alowabte Soil Bearing 3.000ft 18.00 in 3 5 3.000 2,500.0 psi 40,000.0 psi 1,000.00 psf Reinforcing t Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req*d by Analysis Mn.Reinr%toRaq'd 14.688ln 0.0050 0.0001 In2 0.0014 % As to USE per foot of Width Total As Req-d Mn Afcw % Reinf 0.247 ki2 0.740 in2 0.0014 1 Summary | 3.00ft square x 18.0in thick with Max Static Sofl Pressure ARow Static Sol Pressure Max. Short Term Son Pressure Alow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 3- #5 bars 639.72 psf 1.000.00 psf 839.72 psf 1,000.00 psf 1.12MI 13.43 k-ft Vu : Actual One-Way Vn'PW : AUow One-Way Vu: Actual Two-Way Vn'Phi : AHow Two-Way Alternate Rebar Selections... 4 #4*8 3 #5*8 2 ff/s 1 #ffa Footing OK 0.78 psi 85.00 psi 7.54 psi 170.00 psi 2 tfffs MANNING ENGINEERING 41892 Enterprise Clr. So. Ste. E Temecula, CA. 92590 phone: (909)296-1044/fax:296-1047 E-mail: umaliQilnetcom Title: Dsgnr: Description: Scope: Job* Date: 258PM, 5FEB03 tor 510MODMT KW-MBM1. Vm J.l.J. n-Jao-19W, «%tt Square Footing Design Page 1 a: \kkmradL ecw:Cakolitioiit Description BM2.4.10&9 General Information Dead Load Unload Short Term Load Seismic Zone Overburden Weight Concrete Weight LL&ST Loads Combine Load Duration Factor Column Dimension Reinforcing Rebar Requirement Actual Rebar"d" depth used 200/Fy As ReqU by Analysts Min. R«*nf%toReq'd Cafculattons are designed to ACI 31«-M and M»7 UBC Requirements || 6.880 k 4.670k 0.000 k 4 0.000 psf 1 45.00 pcf 1.000 4.00 In 14.688 in 0.0050 0.0003 In2 0.0014 % Footing Dimension Thickness # of Bare Bar Size Rebar Cover fc Fy Altowabie Soil Bearing As to USE per foot of Wkflh Total As Reo/d M)nAflow%Reinf 4.000ft 18.00 in 4 5 3.000 2,500.0 psi 40,000.0 psi 1,000.00 psf 0.247 in2 0.987 in2 0.0014 \ 1 Summary 1 4.00ft square x 1 S.Oin thick with Max. Static Son Pressure Alow Static SoH Pressure Max. Short Term Soil Pressure Aflow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 4- #5 bars 930.37 psf 1,000.00 psf 938.37 psf 1,000.00 psf 2.36 k-n 13.43 k-n Vu: Actual One-Way Vn'Phi: Alow One-Way Vu: Actual Two-Way Vn*Phl:A»ow Two-Way Alternate Rebar Selections... 5 *«s 4 #5-8 2 f7s 2 #8-8 Footing 4.85 pel 85.00 psi 17.34 psi 170.00 psi OK 3 fffs 1 #9-8 1 tiffs MANNING ENGINEERING 41892 Enterprise Clr. So. Ste. E Temecula, CA. 92590 phone;(909>296-1044/fax:29e-1047 E-mail: umaMQiinet.com TUte: Dsgnr: Description: Scop*: Job* A I Date: 258PM, 5FEB03 ^ ' »»It 110900 U*r KWXMBM5. V* 3.1.3.(e> I»» BNBICALC Square Footing Design Page Description BM3 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL&ST Loads Combine Load Duration Factor Column Dimension Calcutatfons an designed to ACI 318-W and 19*7 UBC Requirements | 2.000k 3.000k o.ooo fc 4 0.000 psf 145.00 pcf 1.000 4.00 in Footing Dimension Thickness * of Bars Bar Size Rebar Cover fc Fy ABowabte Sol Bearing 2.750ft 18.00 in 2 5 3.000 2,500.0 psi 40,000.0 psi 1,000.00 psf Reinforcing I Rebar Requirement Actual Rebar "d" depth used 200/Fy As Recfd by Analysts Wn. Refcif % to Racfd 14.688ln 0.0050 0.0001 in2 0.0014 % As to USE per foot of Width Total As Req-d Mln AHow % Reirtf 0.247 in2 0.679 in2 0.0014 1 Summary 1 2.75ft square x 18.0in thick with Max. Static So* Pressure A»ow Static Soil Pressure Max Short Temi SoH Pressure AHow Short Term Soil Pressure Mu : Actual Mn * PM : Capecfty 2- #5 bars 878.66 psf 1,000.00 psf 878.66 pel 1,000.00 psf 0.96 k-rt 9.81 k-ft Vu : Actual One-Way Vn'PN : ANow One-Way Vu: Actual Two-Way Vn'PN: Alow Two-Way Alternate Rebar Selections,.. 4 #4*8 3 *?s 2 #7s 1 fffs Footing OK 0.00 psi 85.00 psi 6.31 psi 170.00 psi 2 Jiffs 1 *?s 1 #10* MANNING ENGINEERING 41892 Enterprise Cir. So. Ste. E Temecula, CA. 92590 E-mail: umallQilnet.com Title: Dsgnn Description: Scope: Job* Date: 258PM, 5FEB03 ftw; JKOOOVtf. «W-0«91J,Vte 5.1.3. IMn-imWMB<« !«!•«» BNUCALC Square Footing Design Page K\kkmrodLeew:CaladiikiMa Description BM3.HDR23&15 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight a &STLoada Combine Load Duration Factor Column Dimension Calculations are designed to ACI 311-98 and ttW UBC Requirements || 6.000k 5.000k 0.000 k 4 0.000 psf 1 45.00 pcf 1.000 4.00 In Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable SoH Bearing 4.000 ft 18.00 In 4 5 3.000 2,500.0 psi 40,000.0 pal 1,000.00 psf Reinforcing 1 Rebar Requirement Actual Rebar "d" depth used 200/Fy As Retfd by Analysts Mki.Reinf%toReq>d 14.688 in 0.0050 0.0003 in2 0.0014% As to USE per foot of Width Total As Req-d WnABow%R«nf 0.247 in2 0.967 tn2 O.X14 1 Summary 1 4.00ft square x IB.Oin thick with Max Static Soi Pressure AHow Static Soft Pressure Max. Short Term Sol Pressure ANow Short Term Sol Pressure Mu : Actual Mn* Phi: Capacity 4- #5 bars 905.00 psf 1,000.00 psf 805.00 psf 1,000.00 psf 2.29 k-ft 13.43 k-ft Vu : Actual One-Way Vn*Phi:AKow One-Way Vu: Actual Two-way VrTPhl: Alow Two-Way AMamate Rebar Selecttons... S #4-1 4 ffS's 2 *7s 2 *ff» Footing 4,70 psi 85,00 psi 16.62 psi 170.00 pal OK 3 *ffs 1 #?» 1 #10-8 OF r PHI) 5 PHDB 24 S$T B26 55 T &M PROJECT.. ENGR - DATE _ MANNING ENGINEERING 41892 ENTERPRISE CIRCLE SO., STE E TEMECULA, GA 92590 . PHONE'(909) 676-1844 ' FAX (909) 694^026 s£O">3»LJJ£2slb3gi<DCz*Oyom*m at (j ——o|m• • «n -^^Hsg^^ooir«k^ rlrf •••UJ ccQ. U«A»^o-7 itiHI f= Hfi^su!! j & Itlli b HI! r- 10 ot •- «- w ¥-" '5uj a.u. e aOO£ In In b b QIS5aUJoUJnCOa< ft§ o _ 2 UJ fc UJCD -! 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Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 April 28, 2003 Mr. and Mrs, Scott Klemroth 1307 Pine Ave. Carlsbad, California 92008 Subject: PLAN REVIEW Proposed Addition To A Single Family Residence 1307 Pine Ave. Carlsbad, California 92008 References: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Addition To A Single Family Residence 1307 Pine Ave. Carlsbad, California 92008 Plans prepared by Mike LLoyd of Fallbrook, California. Dear Mr. and Mrs. Klemroth, As requested, we have reviewed the referenced preliminary geotechnical investigation, foundation plan, details and specifications for the proposed project. The plans incorporate the minimum recommendations presented in the above referenced preliminary geotechnical investigation. All of the applicable recommendations presented in the preliminary geotechnical investigation should be implemented during the construction. Should any unforeseen geotechnical conditions be encountered during construction, additional recommendations may be necessary at that time. If you have any questions please contact us at (760) 753-9940. Respectfully submitted, A.R. BARRY^AND ASSOCIATES A. R. Bar Principal Engineer BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 December 30, 2002 Mr. and Mrs. Scott Klemroth 1307 Pine Ave. Carlsbad, California 92008 Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Addition To A Single Family Residence 1307 Pine Ave. Carlsbad, California 92008 Dear Mr. and Mrs. Klemroth, In response to your request, we have performed a preliminary geotechnical investigation at the subject property for the proposed addition to the 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 project, provided the recommendations in this report are implemented during design and construction. If you have any questions, please contact us at (760) 753-9940. Respectfully submitted, A.R. BARRY AND ASSOCIATES A.R. Barry, Principal Engineer I PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Addition To A Single Family Residence 1307 Pine Ave. Carlsbad, California 92008 Prepared For Mr. and Mrs. Scott Klemroth 1307 Pine Ave. Carlsbad, California 92008 December 30, 2002 W.O. P-1731 Prepared By: A.R. BARRY AND ASSOCIATES P.O. Box 230348 Encinitas, CA 92023-0348 TABLE OF CONTENTS INTRODUCTION. . , 2 SITE CONDITIONS 2 PROPOSED DEVELOPMENT 2 SITE INVESTIGATION 2 LABORATORY TESTING 3 GEOTECHNICAL CONDITIONS 3 A. SOIL CLASSIFICATION 3 B. EXPANSIVE SOILS 3 C. SEISMIC 3 D. LIQUEFACTION 4 CONCLUSIONS AND RECOMMENDATIONS 5 A. GENERAL 5 B. GRADING 5 C. FOUNDATION 5 D. SLABS ON GRADE 6 E. DRAINAGE 6 G. FOOTING INSPECTIONS 6 H. PLAN REVIEW 7 LIMITATIONS 7 APPENDIX A REFERENCES LOG OF TEST TRENCH LABORATORY TEST RESULTS VICINITY MAP TEST TRENCH LOCATION PLAN FIGURE 1 FIGURE 2 APPENDIX B GRADING SPECIFICATIONS December 30, 2002 W.O. #P-1731 Page 2 INTRODUCTION This report presents the results of our preliminary geotechnical investigation. The purpose of this study is to evaluate the nature and characteristics of the earth materials underlying the site and their influence on the proposed two story addition to the existing single family residence. SITE CONDITIONS The 11,0000 + s.f. trapezoid shaped lot is located on the southerly side of Pine Avenue, between Pio Pico Drive and Mckinley Drive in the City of Carlsbad, California. (See Vicinity Map, Appendix A.) The property contains a single family residence and detached garage. The existing detached garage will remain the same. PROPOSED DEVELOPMENT Plans have been prepared by Mike LLoyd of Fa11brook, California. The plans provide for a one and two story addition. The foundation system will consist of continuous perimeter concrete footings with concrete slab on grade, or a combination of raised wood floor and concrete slab on grade. SITE INVESTIGATION The site investigation was performed on December 27, 2002. Three exploratory trenches were hand excavated to a maximum depth of 36". (See Test Trench Location Plan, Appendix A) Earth materials in the December 30, 2002 W.O. #P-1731 Page 3 excavations were visually classified and logged by our field engineer. Bulk soil samples were obtained and transported to the laboratory for testing. LABORATORY TESTING Testing included verification of soil type, soil maximum density and optimum moisture content. See Laboratory Tests, Appendix A. GEOTECHNICAL CONDITIONS Soil Classification The on site soils consist of SM (reddish brown fine to medium grained silty sand. Expansive Soils Detrimentally expansive soils were not encountered in our exploratory trenches and are not anticipated during soil excavation and/or compaction. The potential for expansion is in the very low to low range. Seismic The review of available geologic maps including Maps of Known Active Faults Near-Source Zones in California and Adjacent Portions of Nevada published by ICBO (1998) indicate that the nearest active fault is the Rose Canyon Fault located approximately 8.5 kilometers December 30, 2002 W.O. #P-1731 Page 4 south west of the subject site. The Rose Canyon Fault is a class B fault capable of generating a magnitude 6.9 earthquake. The following seismic factors are in accordance with the 1997 Uniform Building Code. r r r r r r Table 16-1 16-J 16-Q 16-R 16-S 16-T Symbol Z - Ca Cv Na NV_ Factor 0.4 SD 0.44Na 0.64NV 1.00 1.06 B Parameter Seismic Zone Factor Soil Profile Type Seismic Coefficient Seismic Coefficient Near Source Factor Near Source Factor Seismic Source Type Maximum Moment Magnitude 6.9 Slip Rate, SR 1.5 mm/yr. Liquefaction In accordance with reference #4 (Planning Scenario For A Major Earthquake, San Diego-Tijuana Metropolitan Area, published by the California Department of Conservation, Division of Mines and Geology) the site is not located in an area of seismically induced liquefaction. The soils on the site are not considered subject to seismically induced liquefaction based on such factors as soil density, soil type, and lack of groundwater. r December 30, 2002 W.O. #P-1731 Page 5 CONCLUSIONS AMD RECOMMENDATIONS General The on site soils are suitable for the proposed project and for the support of the proposed structure, provided the recommendations in this report are implemented during the design and construction. Grading Grading may be required for removal and re-compaction of loose soil to shallow depths (approximately less than 3 feet, but determined during excavation). If stem walls and wood floors are planned grading will not be required. Grading specifications are included in this report. See Grading Specifications, Appendix B Foundation Footings for the proposed two story residence should be a minimum of 15" wide and 18" below lowest adjacent finish grade. Footings founded a minimum of 18" below grade may be designed for a bearing value of 1500 psf and 2000 psf for isolated piers under existing residence to support second story loads. Depth of piers to be 24" minimum. The bearing value indicated above is for the total of dead and applied live loads. This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. December 30, 2002 W.O. #P-1731 Page 6 Resistance to lateral load may be provided by friction acting at the base of foundations and passive earth pressure. A coefficient of friction of 0.25 should be used with dead-load forces. A passive earth pressure of 300 pounds per square foot, per foot of depth of fill penetrated to a maximum of 1500 pounds should be used in the design. Minimum steel reinforcement in the continuous footings should consist of 4-#4 bars, 2 placed 3" from the bottom of the footing and 2 placed 2" below the top of the footings. Concrete piers if used should be a minimum of 24" below grade and reinforced with # 4 bars 12" on center each way. Slabs on grade Slab 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. The slab should be underlain by a minimum 4-inch sand blanket which incorporates a minimum 6.0-mil Vis queen or equivalent moisture barrier in its center. Drainage All roof water should be collected and conducted to a suitable location via non-erodible devices. Roof gutters are recommended. Pad water should be directed away from foundations and around the residence to a suitable location. Pad water should not pond. December 30, 2002 W.O. #P-1731 Page 7 Footing Inspections Footing excavations should be inspected by a representative of this firm prior to the placement of reinforcing steel. Plan Review A copy of the final building plans should be submitted to this office for review, prior to the initiation of construction. Additional recommendations may be necessary at that time. All of the applicable recommendations presented in the preliminary geotechnical report should be implemented during the construction phase. Should any unforeseen geotechnical conditions be encountered during construction, additional recommendations may be necessary at that time. LIMITATIONS This report is presented with the provision that it ia 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 the plans. If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether or not modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed December 30, 2002 W.O. #P-1731 Page 8 unless on-site review is performed during the course of construction. The conclusions and recommendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties. Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge. Consequently, the conclusions and recommendations of this report may be rendered wholly or partially invalid by events beyond our control. This report is therefore subject to review and should not be relied upon after the passage of three 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. If you have any questions please call us at 760-753 9940 Respectfully submitted, A.R. BARRY AND A.R. Barry, P,E. Principal Engineer r r ARRENDIX A r r r r r r r r r r r r r r r r r December 30, 2002 W.0.# P-1731 REFERENCES 1. Plans Prepared by Lloyd and Associates of Vista, CA, dated June 3, 2002 2. Uniform Building Code, 1997 Addition. 3. Maps Of Known Active Fault Near Source Zones in California and Adjacent portions Of Nevada, Published by (I.C.B.O.) 1998 California Division And Mines And Geology. 4. Planning Scenario For A Major Earthquake San Diego Tijuana Metropolitan Area, Published By I.C.B.O. 1990. r r W.O. *P-1731 Klemroth Addition APPENDIX "A" I LABORATORY TEST RESULTS TABLE I r~ Maximum Dry Density and Optimum Moisture Content I (Laboratory Standard ASTM D-1557-78) Sample Max. Dry Optimum1 Location Density (pcf) Moisture Content (%) TT-1 « 24" 127.0 10.5 r r r r r r r F LOG OF EXPLORATORY TRENCHES Klemroth Addition W.O. No. P-1731 TRENCH # DEPTH CLASSIFICATION DESCRIPTIONr TP-1 0-1.5' SM Reddish brown silty sand, moist, loose, non-expansive. 1.5-3* SH Reddish brown silty sand, moist, medium non-expansive. r moist, medium dense to dense. TP-2 0-1.5' SM Reddish brown silty sand, moist, loose, non-expansive. 1.5-3' SM Reddish brown silty sand, I moist, medium dense to dense, i non-expansive. TP-3 0-1.5' SM Reddish brown silty sand, P moist, loose, non-expansive. 1.5-31 SM Reddish brown silty sand, P moist, medium dense to dense, j non-expansive. r r r r r N56 2t E PINE AVE If• 15 551 Si fan Mr <Mr6 BCnPfiw AV* CWWM4CA p *D 03 r r r r r r r ARRENDIX B r r r r r r r APPENDIX B RECOMMENDED GRADING SPECIFICATIONS GRADING INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled and placing and compacting fill soil to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report are a part of the recommended grading specifications and would supersede the provisions contained herein in case of conflict. INSPECTION AND TESTING A geotechnical engineer should be employed to observe and test the earthwork in accordance with these specifications. It will be necessary that the geotechnical engineer or his representative make adequate observations so that he may provide a memorandum that the work was or was not accomplished as specified. Deviations from these specifications will be permitted only upon written authorization from the geotechnical engineer. It should be the responsibility of the contractor to assist the geotechnical engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide the memorandum to the owner and governmental agency as required. If in the opinion of the geotechnical engineer, substandard conditions such as questionable soil, poor moisture control, inadequate compaction, adverse weather, etc. are encountered, the contractor should stop construction until the conditions are remedied. Unless otherwise specified, fill material should be compacted by the contractor while near the optimum moisture content to a density that is no less than 90 percent of the maximum dry density determined in accordance with ASTM Test No. D1557-78 or other density test methods that will yield equivalent results. CLEARING AND PREPARATION OF AREAS TO RECEIVE FILL All trees, brush, grass and other objectionable material should be collected, piled and burned or otherwise disposed of by the contractor so as to leave the areas that have been cleared with a neat and finished appearance, free from unsightly debris. APPENDIX B Page 2 All vegetable matter and objectionable material should be removed by the contractor from the surface upon which the fill is to be placed, and any loose or porous soils should be removed or compacted to the depth determined by the geotechnical engineer. The surface should then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal to 1 vertical), the original ground should be stepped or benched as shown on the attached plate. Benches should be cut to a firm, competent soil condition. The lower bench should be at least 10 feet wide and all other benches at least 6 feet wide, ground slopes flatter than 20 percent should be benched when considered necessary by the geotechnical engineer. FILL MATERIAL Materials for compacted soil should consist of any material imported or excavated from the cut areas that in the opinion of the geotechnical engineer is suitable for use in construction fills. The material should contain no rocks or hard lumps greater than 12 inches in size and should contain at least 40 percent of material smaller than 1/4 inch in size. (Materials greater than 6 inches in size should be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks will be permitted.) No material of a perishable, spongy or otherwise improper nature should be used in filling. Material placed within 36 inches of rough grade should be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 3 percent when compacted (as specified later herein for compacted fill) and soaked under an axial pressure of 150 psf. Potentially expansive soils may be used in fills below a depth of 36 inches and should be compacted at a moisture greater than the optimum moisture content for the material. PLACING, SPREADING AND COMPACTING OF FILL Approved material should be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer should have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction to a minimum specified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. Compaction should be continuous over the entire area and the equipment should make r r i r r r r r r r r r r r r r r APPENDIX B Page 3 sufficient trips to ensure that the desired density has been obtained throughout the fill. When moisture content of the fill material is below that specified by the geotechnical engineer, water should be added by the contractor until the moisture content is as specified. When the moisture content of the fill material is above that specified by the geotechnical engineer, the fill material should be aerated by the contractor by blading, mixing or other satisfactory methods until the moisture content is as specified. The surface of fill slopes should be compacted and there should be no excess loose soil on the slopes. UNIFIED SOIL CLASSIFICATION Identifying Criteria Group Symbol Soil Description COARSE-GRAINED (more than 50 percent larger than #200 sieve) Gravel (more than 50 percent larger than #4 sieve but smaller than three inches) Non-plastic GW GP Sands (more than 50 percent smaller than #4 sieve) GM GC SW SP Gravel, well-graded gravel-sand mixture, little or no fines Gravel, poorly grad- ed gravel-sand mix- ture, little or no fines Gravel, silty, poor- ly graded, gravel- sand-silt mixtures Gravel, clayey, poorly graded, grav- el-sand-clay mixture Sand, wel1-graded, gravelly sands, little or no fines Sand, poorly graded, gravelly sands, little or no fines r r r r r r r r r r r r APPENDIX B Page 4 5M FINE-GRAINED (more than 50 percent but smaller than #200 sieve) Liquid limit less than 50 ML CL Liquid limit greater than 50 OL MH CH r r OH HIGHLY ORGANIC SOILS PT r r Sand, silty, poorly graded, sand-clay mixtures Silt, inorganic silt and fine sand, sandy silt or clayey-silt- sand mixtures with slight plasticity Clay, inorganic clay of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Silt, inorganic, silts and organic silt-clays of low plasticity Silt, inorganic, silts micaceous or diatomaceous fine, sandy or silty soils elastic silts Clay, inorganic, clays of medium to high plasticity, fat clays Clay, organic, clays of medium to high plasticity Peat, other highly organic swamp soils APPENDIX B Page 5 INSPECTION Observation and compaction tests will be made by the geotechnical engineer during the filling and compacting operations so that he can state whether the fill was constructed in accordance with the specifications. The geotechnical engineer will make field density tests in accordance with ASTM Test No. D1557-78. Density tests will be made in the compacted materials below the surface where the surface is disturbed. When these tests indicated that the density of any layer of fill or portion thereof is below the specified density, that particular layer or portion should be reworked until the specified density has been obtained. The location and frequency of the tests well be at the soil engineer's discretion. In general, the density tests will be made at an interval not exceeding 2 feet in vertical rise and/or 500 cubic yards of embankment. PROTECTION OF WORK During construction, the contractor should properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. He should control surface water to avoid damage to adjoining properties or to finished work on the site. The contractor should take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. Mfty<-i?-?nn3 MON n?:FR AM CITY OF OARSI.RAD FAX NO. 7fin BO? REBft P. 03 City of Carlsbad D 11111J111 j j ci i CERTIFICATE OF COMPfJAM PAYMENT OF SCHOOL PEES OR OTHER MITIQATION This form must be completed by the CHy. the applicant, and the appropriate school districts and returned to the City prior to iecuing e building permit. The City will not issue any building permit without a completed schuuf fee form. Project Name; Building Permit Plan Chock Number: Project Address: A.P.N.: Project Applicant (Owner Name(s); Project Description: BUILDING TYPE: Residential:Number of New Dwelling Units Square Feet of I iving Area in New Dwelling Second Dwelling unit: Square Feet of Living Area in SOU Residential Additions; Net Square Feet New Area guare Feet Floor AreaCommercial/industrial: City Generation ofapplicant's information: Carlsbad Unified School District aoi Pine 'Ave. (729-8291) San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (290-2649) EndnHas OnlM jSchool UtttricT 101 South Bancho Santa Fe RdEncinltas, CA 92024 (944-4300) San Dfegutto Union High School District riOEndnltasBlvd. Endnitas, CA 92024 (753-6491) Cdrtlfloation of AppKoanVOwmn. The person executing ttifv docbmtkin COwneT) ocrWtea undw penalty of pmjury that (1) the Information prnvided abov* ft correct and true to the boot of tho Ovm*fa knowtedde, and that the Qwnw wW file an amended certtfication of paym«M arxJ pay the sckll^^ or square footag* .after the building permit is isaued or If the initial detenriration of units or'square fbotaoa is found to b* wicorrect, and that (2) the Owner it the owner/ devetoper of the above described prowctte), or that the person executing this declaration is autluiiieiid to sign on benaffOTtne Owner. Signature:Date: SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district^)) teas Fmraday Avenue - Cwrlabad, CA 92OOO-731^ -COZ-27OO • FAX (760) 6O2-8560 MAYr1?-Pnn3 MON [)7:5R AH CITY OF OARSI.RAD FAX NO. 7BO BG? 8SBR P. 04 THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJEC T - ' HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: , Tho undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE ^••^H Carlsbad Unified School District 801 Pins Avenue toflobod, California 02QQ& NAME OF SCHOOL DISTRICT gol pine Ayenue DATE PHONE NUMBER •u -^o < > LJ- * wU COZ <v , E£IB co A LU i mlJ S COlIJ LUf£ o: ^>^i XL fii ^