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HomeMy WebLinkAbout2323 PIO PICO DR; ; CB022578; PermitCity of Carlsbad 1635 FaradayAv Carlsbad, CA 92008 05-22-2003 Residential Permit Permit No: CB022578 Building Inspection Request Line (760) 602-2725 Job Address: 2323 PlO PICO DR CBAD Permit Type: RESDNTL Sub Type: SFD Status: ISSUED Parcel No: 1563500500 Lot #: 0 Applied: 08/30/2002 Valuation: $276,704.00 Construction Type: NEW Entered By: SB Occupancy Group: Reference #: Plan Approved: 05/22/2003 # Dwelling Units: 0 Structure Type: . Issued: 05/22/2003 Bedrooms: 0 Bathrooms: 0 Inspect Area: Project Title: GILBERT RES 3072SF SFD 480SF Orig PC#: GARAGE 128 SF COVERED PORCH Plan Check#: Applicant: GILBERT LIVING TRUST 08-02-85 2810 ELMWOOD ST CARLSBAD CA 92008 Owner: GILBERT LIVING TRUST 08-02-85 5769 05/22/03 0002 01 02 2810 ELMWOOD ST COP 25132 08 CARLSBAD CA 92008 Building Permit AddI Building Permit Fee Plan Check AddI 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 AddI Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Red. Water Con. Fee Total Fees: $25,841.70 $1,091.72 Meter Size $0.00 AddI Red. Water Con. Fee $709.62 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $27.67 ' PFF $3,251.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00. Traffic Impact (CFD Fund) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL- $0.00. ELECTRICAL-TOTAL $0.00 MECHANICAL TOTAL $0.00.. Housing Impact Fee $2,400.00' . Housing InLieu Fee D5/8. . . Housing Credit Fee $0.00 Master Drainage Fee $0.00 , - Sewer Fee, Additional Fees TOTAL PERMIT FEES Total Payments To Date: $109.62 1 Balance Due: $0.00 $140.00 $2,004.00 $0.00 $5,036.01 $4,648.63 $0.00 $0.00 $451.20 $508.80 $0.00 $196.00 $60.00 $56.50 $2,925.00 $0.00 $0.00 $259.95 $2,060.00 $15.60 $25,841.70 $25,132.08 tJLJJJNU PL lk dN$TtJR &LtflA& ATTAC1-pr' FINAL APPROVAL I InsDectort '.''" Date: (0 210 0:5- Clearance: I NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "tees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 / FOR OFFICE USE ONLY 7 PLAN CHECK NO.- 2 r EST. VAL. 2-7 / 7c3,/ Plan Ck. Deposit 7o?,,C 2 -_-- Validated By_______________________ Date CI 52 Address (include Bldg/Suite #) Business Name (at this addrsl3 08/30/02 02 709-62 223Piô Pico M1t/, C4.MtC4 Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use jq - j -1 5 . V,4C441r "r sF4m'o'1 ,'ecINk Description of Work - - SO. FT. #of Stories Cc t)/'% f 1ooms # of Bathrooms 2. CONTACT PERSON lif different fm applicant) sW/4ta.f,q, AM- 2iA/. At' r/Atb 1/n i 28A/d/O SM. AX kbAAIM&&OS Name Address ' City State/Zii5 ,Telephone if ' Fax II 3APPLICANTD contractor_D Agent for Contractor....,,.,D Owner D AjifTQwner 111 Name Address City State/Zip Telephone # I 2325 P/OP/Co E'// i58A Name Address City S.tate/2fp Teleph e # {IöTRACTORCOMPANY, NAME _- -- (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars l$5001). Name Address City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License # Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 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. - I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) C] CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE L7OWNERBUILDERDECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold •thin 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 contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES DNO ((have / have not) signed an application for a building permi for the proposed work. I have contracted with the folIowirperson )firm) to provid the proposed construction (include name / address I phone number / contractors license number): I plan to provide portions of the wo , but I have hired th9(foll win person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): / . - I will provide some of the work, ut I ave contracted/hired) g persons to provide the work indicated (include name j/ address / phone number / type of work): / / I PROPERTY OWNER SIGNATURE / DATE 57'Z?.../O '2 COMPLETE.THISSECTION r FOR NON-RE E T/ALBUILDING ,ONLY =/=I Is the applicant or future bu1ding 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? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 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. {8TCONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued )Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS__________________________________________________________ TAPPLICANT CERTIFICATiON I I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit, 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 Off' I 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 cpt1enced within 1 d s from t date,pf such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is com VC e for a perio of 80 days( t 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE Ill fLVJA - ' DATE 4f4z/1" 3O / 2O 2.._. WHITE: File YELLOW: Applicant PINK: Finance (7 UNSCHEDULED BUILDING INSPECTION DATE .: (o 26 0 NSPECTO PERMIT # D 2 ,?S-79 PLAN CHECK #________ JOB ADDRESS 2-3 23 o. DESCRIPTION CODE DESCRIPTION ACT COMMENTS _ Inspection List Permit#: CB022578 Type: RESDNTL SFD GILBERT RES 3072SF SF0 480SF GARAGE 128 SF COVERED PORCH Date Inspection Item Inspector Act Comments 10/20/2005 89 Final Combo PD AP 06/14/2005 89 Final Combo PD CO SEE NOTICE ATTACHED 05/10/2005 23 Gas/Test/Repairs PD CA 05/10/2005 29 Final Plumbing PD CA 05/06/2005 19 Final Structural PD WC 05/06/2005 29 Final Plumbing PD WC 05/06/2005 39 Final Electrical PD AP 05/06/2005 49 Final Mechanical PD WC 12/2212004 22 Sewer/Water Service PD AP 07/12/2004 14 Frame/Steel/Bolting/Weldin PY NR 06/28/2004 11 Ftg/Foundation/Piers PD PA 06/28/2004 14 Frame/Steel/Bolting/Weldin PD WC 06/24/2004 11 Ftg/Foundation/Piers PY PA RETAIN WALL 06/24/2004 39 Final Electrical PY WC COMPLETE MAKE UP 06/03/2004 82 Drywall/Ext Lath/Gas Test PD AP 05/26/2004 16 Insulation PD AP 05/17/2004 16 Insulation PD NA 05/17/2004 89 Final Combo PD WC 05/04/2004 14 Frame/Steel/Bolting/Weldin PD AP 05/04/2004 19 Final Structural PD WC 05/04/2004 84 Rough Combo PD AP 04/08/2004 24 Rough/Topout PD AP 03/29/2004 84 Rough Combo PD CO SEE NOTICE ATTACHED 03/26/2004 84 Rough Combo TP CA ROLL TO MON PER PETE 11/24/2003 13 ShearPanels/HD's ' PD PA 11/21/2003 13 Shear Panels/HD's CW CA RESET FOR MONDAY PER PETE - SPOKE TO GARY 11/14/2003 13 ShearPanels/HDs PD PA 10/30/2003 13 Slear Panels/HD's PD NA NEED PLANS REVISED 10/30/2003 14 Frame/Steel/Bolting/Weldin PD WC 10/14/2003 15 Roof/Reroof PD AP 09/09/2003 24 Rough/Topout PD PA AT SUBELOOR 09/05/2003 14 Frame/Steel/Bolting/Weldin PD NR 07/25/2003 11 Ftg/Foundation/Piers PD 'AP 07/24/2003 11 Ftg/Foundation/Piers PD NA Friday, October 21, 2005 Page 1 of 1 DAILY FIELD REPORT No: Job Name: Project No.: JL 7 3 Date 7/1/O 3 32 Pg Pica /). Ca,! 4.J Weather: Day: We I Contractor: j Foreman: Field Technician: 1Miles : FHors: p Equipment Working: inspection / Testing of ie&f/ /t#y( Test Test Elevation Soil Optimum Field Maximum Field Re 1. No Location or Death Tvoe Moisture 'Moisture D'ensity Density Comp. js-i C5(p 7 c' .i t/ 7t4 ; / ;-1 / cd c q L/ 5/cICa.5 , 5i I - /1 ce , Ic .i 2 __ Of frC1e ijdie e' p Summary of Operations: (.(-i /) /# /ç--?-Oc Supervisor: Engineer: Geologist: Todays Yardage: Yardage to Date 60 jJ&BLllfjillccrillfj, I/IC. 1 00* (4.77) EsGil Corporation' 2n Partnership with government for Bui&Iing Safety DATE: December 13, 2002 JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 02-2578 ' SET: II PROJECT ADDRESS: 2323 Plo Pico PROJECT-NAME: Gilbert Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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.' LII 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 F-1 REMARKS: By: Bill Elizarraras ' Enclosures: Struct., Truss & Title 24 calc's Esgil Corporation Soils Report/Ltr 0 GA 0 MB El EJ 0. Pc 12/6/02 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnership with Government for fBui&ling Safety DATE: September 11, 2002 JURISDICTION: Carlsbad PLAN CHECK NO.: 02-2578 SET: I PROJECT ADDRESS: 2323 Plo Pico Dr. PROJECT NAME: Gilbert Residence El APPLICANT JURIS. 0 P REVIEWER O FILE E 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. LII 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 checklist has been sent to: BC Drafting 710 S. Rancho Santa Fe Rd. San Marcos, CA. 92069 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: Bob Carlin 61-A4, N Telephone #: 760-597-2900 Date J4'-//-'z- (by: /5&9 Fax # Mail-' Telephone i/ Fax In Person LI REMARKS: By: Bill Elizarraras Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 9/3/02 tmsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 02-2578 September' 11, 2002 PLAN REVIEW REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 02-2578 JURISDICTION: Carlsbad PROJECT ADDRESS: 2323 Pio Pico Dr. FLOOR AREA: 3072 sqft. Dwelling 480 sqft. Garage REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: September 11, 2002 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: 29-6" DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/3/02 PLAN REVIEWER: Bill Elizarraras This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. -I Carlsbad 02-2578 September 11, 2002 PLANS 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123; (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Plans, specifications and calculations shall be signed and sealed by the California State licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per Section 1203.3. @ Dining Room Openable window area in habitable rooms must be 1/20 of the floor area. Section 1203.3. @ Dining Room At least 1/2 of the common wall must be open and have an opening not less than 25 sq. ft., nor one tenth of the floor area of the interior room, if light and ventilation is being supplied from an adjacent room. Section 1203.1. @ Dining Room Dimension on the plans 30" clear width for water closet compartments. Section 2904. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4: a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. @ Garage Carlsbad 02-2578 September 11, 2002 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. 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). Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. 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 If foundation cripple wall studs are less than 14" high, framing shall be solid blocking. Section 2320.11.5. Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2320.11.5. Note on the plans that bathroom receptacle outlets shall be supplied by a minimum of one 20-ampere branch circuit. Such circuits shall have no other outlets. This circuit may serve more than one bathroom. NEC Art. 210-52(d). Show shower stall can accommodate a 30" circle and has a minimum floor area of 1,024 sq. in. UPC Section 410.4. . CITY REQUIREMENTS All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 1000 sq. ft. in area and only one story, then a soils report is not required. Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). All piping for present or. future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). Carlsbad 02-2578 September 11, 2002 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., planshêét, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes , El No U 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 Bill Elizarraras at Esgil Corporation. Thank you. Carlsbad 02-2578 September 11, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 02-2578 PREPARED BY: Bill Elizarraras DATE: September 11, 2002 BUILDING ADDRESS: 2323 Plo Pico Dr. BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Dwelling 3072 City Estimate 276,704 Garage 480 Air Conditioning Fire Sprinklers TOTAL VALUE 276,704 Jurisdiction Code 1cb 1113y Ordinance 1994 UBC Building Permit Fee LEi I $1,091 .721 1994 UBC Plan Check Fee I V I I $709.62i Type of Review: F±1 Complete Review Structural Only El LI Other Repetitive Fee ,.j Repeats LI Hourly Hour * Esgil Plan Review Fee I $611.361 Comments: Sheet I of 1 macvalue.doc of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: PLANCHECK NO.: CB 09, BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: 1cii.'-3O -75 EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. Li A Right-of-Way permit is required prior to construction of the following improvements: iJJT.t1i Please see ..tbe\ attached report of deficiencies marked wit(D.' Make necessary corrections to plans or specifi0tio1 for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: " I at 'V FOR OFFICIAL USEONLY ENGI EERING AUTHORIZATION TO ISSUE BUILDING PERMIT: By: Date*. ATTACHMENTS Li Dedication Application Li Dedication Checklist Li Improvement Application Li Improvement Checklist Li Future Improvement Agreement Li Grading Permit Application Li Grading Submittal Checklist Li Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON Name: TANIYA BARROWS City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 CFD INFORMATION Parcel Map No: Lots: Recordation: Li Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet Li Sewer Fee Information Sheet 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 F:\BUILDING PLANCHECK CXL$T FORM.doc 1 Rev. 7114100 A. North Arrow F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service 2. Show on site plan: ST 2ND RD (9)D BUILDING PLANCHECK CHECKLIST SITE PLAN LU!I1 'W- 00) afflcdue64 C2 aia1 ;Z-0 1. Provide a fully dimensioned site plan drawn to scale. Show: ®R---~E] A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 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 F:BUlLDING PLANCICI( CKLST FORM.doc 2 Rev. 7/14100 BUILDING PLANCHECK CHECKLIST 1ST 2F 3RD PISCRETIONARY APPROVAL COMPLIANCE CD9 (01,06 4a. Project does not comply with the following Engineering Conditions of approval for PrQiect No. l E E 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS / E 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 requir/Odd for all new buildings and for remodels with a value at or exceeding $_15,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. tion required as follows: ft12FJ4 eaecI oc (a6&' Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/21 x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:BUILDING PLANCHECK CKLST FORM4oc 3 Rev. 7/14100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: EDO] DE01(0~61b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement AJ3_-J must be signed, notarized and approved by the City prior to issuance of a / V Building permit. Future public improvements required as follows: V ? p( t-zI '-I / OwI .-A'vi z I ,V3 O9.O'1' LI LI LI Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: O LI LI 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. RADING PERMIT REQUIREMENTS he conditions that invoke the need for a grading permit are found in Section , .06.030 of the Municipal Code. LI ,( E]I 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill imprt). LI LI • LI 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: LI LI LI 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F'BUILDING PL.ANCHECI( CKLST FORM.doc 4 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1sT iEq1E1 RD 7d .No Grading Permit required. LI" 7 If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 00~ 8. ARiGHT0FWAY PERMIT is required to do work in City Rht-of-Wayand/or j, rw I ko 0yL ç •i _Q(OYk private wuir 1UJdUtIL LU uie pUUIIL; rLIyIIL-uu-vvdy. iype uiVVUlr%!"t.IUUFZ,UUL CIIfZ not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: eA- - Coqn16— QIQn El El El 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. i Industrial Waste permit accepted by: Date: 10. NPDES PERMIT (jo 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. E7Required fees are attached 11 No fees required VEl 11. 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. F:BUIL!NG PLANCMECK CKLST FORMA= 5 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD 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 serviceand 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). El El El 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 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: __J ,—. STA 1+00 Install 2" service and '- 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F8ULDING PL.ANCMECK CKLST FORM.3c 6 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3R0 service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. E1 , D 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. 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. Eiii 13. Additional Comments: , 5iice- An •k bad F:8UI WING PLANCIIECIC CICLST FORM.doc r:4 Rev. 7114/00 =$ ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: Dc 'IO?ICM C Bldg. Permit No. ?J2 oa- Prepared by: Date: _______ Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: ____________ Sq. Ft./Units: EDU's: / Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: bT \ Sq. Ft./Units: ADT's: Types of Use: Sq. Et./Units: ADT's: FEES REQUIRED: WITHIN CFD: DYES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) NO 1.PARK-IN-LlEU FEE PARK AREA&#: N ) FEE/UNIT: X NO. UNITS: '1 =$_3q57' -2. TRAFFIC IMPACT FEE AD7s/UNITS: X FEE/ADT: Q- 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 ____ DIST. #3 ADTs/UNITS: X FEE/ADT:________ 42-4. FACILITIES MANAGEMENT FEE ZONE:________ UNIT/SQ.FT.: X FEE/SQ.FT./UNIT:_______ SEWER FEE EDU's: I X FEE/EDU:O BENEFIT AREA: EDU's: X FEE/EDU:______ - 6. SEWER LATERAL ($2,500) DRAINAGE FEES PLDA--4 : HIGH /LOW______ ACRES: 01 X FEE/AC:gi3z. POTABLE WATER FEES =$ UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION L( Q lof2 F:'FEE CALCULATION WORKSHEET.doc . Rev. 7/14100 -' 1 ' ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET o g. RECLAIMED WATER FEES UNITS' CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $________________ * NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2 of 2 F:FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 57/ Address a 3Q 3 PJi P-i, 3&.. Planner Chris Sexton Phone (760) 602-4624 f) APN: )5 -35Oo Type of Project & Use:S . Net Project Density: DU/AC Zoning: R-I General Plan: kL1Y Facilities Management Zone: I • CFD (in/out) #_Date of participation: Remaining net dev acres:______ . (For non-residential development: Type 'of land used created by this Circle One permit: . . ' . . Legend:' Z Item Complete E] Item Incomplete - Needs your action D U Environmental Review Required: YES NO , TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: El'6 EJ Discretionary Action Required: YES / NO TYPE COP APPROVAL/RESO.NO. 5HII ' DATE PROJECT NO. I - fl(p OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: El Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES v' NO____ 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: Stamp Building Plans as "Exempt" or "Coastal Permit Rèuired" '(at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. Yo El lnclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/PIDs, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H:'.ADMIN\coUNTER\sldgPlnchkRevChklst ' Rev 9/01 E"EJ El 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). ET' 0 0 2. Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines 0 0 1. Applicability: YES NO__ El 0 0 2. Project complies YES NO________ Zoning: E'D 0 1.. Setbacks: Front: Required () Shown Interior Side: Required ' Shown ' Street Side: Required Shown Rear: Required /0' Shown 1.0' Top of slope:. Required ____Shown 0 2. Accessory structure setbacks: Front: Required Shown . Interior Side: Required ._" Shown Street Side: Required Shown . Rear: Required 7 Shown .' Structure separation: Required J' Shown /' !Z'EJ 0 3. Lot Coverage: Required JO% Shown IO % 0 4. Height: Required 30 F€ Shown c 9 5. Parking: - Spaces Required 2_ Shown (breakdown .by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown 14 OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE/'° H:\ADMiN\COUNTER\BidgPinchkRevChkist . Rev 9/01 STRUCTURAL CALCULATIONS Project: Gilbert Residence 3' -35 Plo Pico Drive Carlsbad, California 92008 Prepared for: BC Drafting 710 S. Rancho Santa Fe Road San Marcos, California 92069 Project No.: 02082 Date: June 12, 2002 OFES SURPp LLJ No. 43I - Expp( 335 15th Street San Diego, California, 92101 Tel. (619) 531.0 6251 O?7. MIKE STJRPRENANT JOB & ASSOCIATES SHEET NO. OF________________ - Consulting Structural Engineers CALCULATED BY DATE CHECKED BY_________________________ DATE SCALE TABLE OF CONTENTS PAGE 1. PROJECT SCOPE ..........................................................................................2 2. DESIGN CRITERIA SUMMARY ..................................................................... ... 3. DESIGN LOADS ........................................................................................... 4. VERTICAL ANALYSIS: HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.) ......... - VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ......................... 5. LATERAL ANALYSIS: A. SEISMIC/WIND LOADS.....................................................................H B. LATERAL LOAD DISTRIBUTION ........................................................... C. LATERAL LOAD-RESISTING DESIGN: SHEARWALL DESIGN .............................................................. ...... CANTILEVERED STEEL COLUMN ELEMENTS .............................. - Ill. STEEL MOMENT FRAMES ......................................................... - D. REDUNDANCY FACTOR VERIFICATION .................... . .......................... 6. FOUNDATION DESIGN: CONTINUOUS FOOTINGS ................................................................... SPREAD FOOTINGS ........................................................................... 7 ' RETAINING WALLS .......................................................................... - SPECIAL SYSTEMS ........................................................................... GRADE BEAMS.......................................................................- DEEPENED PIERS ....................................... . ............................ - 7. SCHEDULES ..................... ........................................................................... SHEARWALL SCHEDULE ................................................................... HOLD DOWN SCHEDULE ................................................................... 'C. SIMPSON STRONGWALL SCHEDULE...................................................? ' D. SPREAD FOOTING SCHEDULE ...........................................................7 0 PRODUCT 207 M U a a a Li N N a 1-:t MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers JOB 4010V7- SHEET NO. 2- OF___________________ CALCULATED BY___________________________ DATE CHECKED BY DATE SCALE PROJECT SCOPE o Provide vertical & lateral load calculations for a proposed 3,072 sq. ft. two-story single-family residence to be constructed at 2325 Pio Pico Drive Carlsbad, California. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of prefabricated wood trusses (designed by Other), floor framing to be manufactured plywood "I"-joists, and the foundation system to consist of a raised- wood floor with conventional concrete perimeter footings. These calculations have been prepared for the exclusive use of Gary Gilbert and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. D PRODUCT 207 -. MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers JOB 40lO? SHEET - SHEET NO._________________________ OF_____________________ CALCULATED BY__________________________ DATE CHECKED BY_________________________ DATE SCALE I DESIGN CRITERIA SUMMARY GOVERNING CODE: : 1998 C.B.C. CONCRETE: f c 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) MASONRY: ASTM C90, fm = 1500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) MORTAR: ASTM C270, f'c = 1800 PSI, TYPE S GROUT: ASTM C476, f c = 2000 PSI - REINFORCING STEEL: ASTM A615, F =40 KSI FOR #3 AND SMALLER ASTM A615, F =60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, F =50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, F, =36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM MOO, GRADE B, F =46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, F =35 KSI (STRUCTURAL PIPES) WELDING: E70-T6-TYP. FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 1997 UBC. I-JOISTS: TrusJoist MacMillan - ICBO PFC-4354 (TJI & TJIiPRO MEMBERS) MICROLLAMS/ TrusJoist MacMillan - ICBO PFC-4354 - (LVLIPSL/LSL MEMBERS) PARALLAMS/ TIMBERSTRAND GLULAMS: DOUGLAS FIR OR DOUGLAS FIRJHEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOIL: ("EXISTING NATURAL SOIL VALUES PER UBC TABLE 184-A I SOIL CLASSIFICATION - ('(4/(/4 [] SOILS REPORT BY: DATED: ALLOWABLE BEARING PRESSURE = roo PSF 0 0 0 ACTIVE SOIL PRESSURE (CANTILEVER) =PCF 0 ACTIVE SOIL PRESSURE (RESTRAINED) =PCF O PASSIVE SOIL PRESSURE =PCF - COEFFICIENT OF FRICTION 0 PRODUCT 207 JOB #07021 MIKE SURPRENANT u & ASSOCIATES SHEET NO. I OF__________________ - Consulting Structural Engineers CALCULATED BY________________________ DATE CHECKED BY________________________ DATE SCALE DESIGN LOADS CASE 1 CASE II MATERIAL: ROOF . . SLOPE: LI DEAD LOAD: ROOFING MATERIAL .......................................................................................5S0 PSF PSF SHEATHING...................................................................................................................1.5 1.5 RAFTERS/C.J. (or) TRUSSES ............................................................................................4.0 4.0 INSULATION.....................................................................................................................1.5 1.5 DRYWALL ..........................................................................................................................2.5 - 2.5 OTHER(ELEC., MECH., MISC.) ......................................................................................0.5 0.5 TOTAL DEAD LOAD: 15.0 PSF .0 PSF LIVE LOAD: Ro.0PSF .0PSF TOTAL LOAD: 'D1.0 PSF .0 PSF FLOOR DECK FLOOR MATERIAL: AM f-, DEAD LOAD: FLOORINGFINISH ........................................................................................................O PSF PSF LT. WEIGHT CONCRETE (-in.) ............................................................................. SHEATHING...................................................................................................................2.0 2.0 JOISTS..............................................................................................................................3.5 3.5 DRYWALL.......................................................................................................................2.5 2.5 OTHER (ELEC., MECH., MISC.) ...................................................................................... .3.0 3.0 TOTAL DEAD LOAD: .0 PSF .0 PSF LIVE LOAD: . D .0 PSF .0PSF TOTAL LOAD: 5.0 PSF .0 PSF EXTERIOR WALL FINISH: STUDS .............................................................................................................................1.0 PSF 1.0 PSF DRYWALL......................................................................................................................2.5 2.5 INSULATION...................................................................................................................1.5 1.5 EXTERIORFINISH ............. .................................................................................... O .0 OTHER.:............................................................................................................................1.0 1.0 TOTAL LOAD: . Ip.0 PSF .0 PSF INTERIOR WALL STUDS :.........................................................................................................................................................1.0 PSF DRYWALL.....................................................................................................................................................5.0 OTHER:..........................................................................................................................................................1.0 TOTAL LOAD: . .O PSF D PRODUCT 207 JOB ________________________________________________ MIKE SURPRENANT c & ASSOCIATES SHEET NO. -) OF_________________ - Consulting Structural Engineers CALCULATED BY__________________________ DATE CHECKED BY_________________________ DATE SCALE HORIZONTAL MEMBER DESIGN LEVEL: I MEMBERS: _ LABEL: F-I SPAN= 7._)FT. 0' UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) = r) j. (5 i)(?.o) ± (S1LIO ( L)f W2— QWO) .ot051-R -?.) i-( j'1)2)z 51'-j USE: )r'X1.O' GRADE: PSI.- C:_______ 11 ALT: 2' X),5 GRADE: C: S7-10. LABEL: SPAN= 11, 0 FT. Ef UNIFORM LOAD D POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) W, W2 = P1= P2 = USE: 3.;-.0 GRADE: C:- ALT: GRADE: C:_______ RL= (jU -5 lbs RR =5SZL-1lbs VMAX = lbs E =?_000 ksi MMAX= Dcl ft-lbs IREQ'D = I)9 in RL= 211?Olbs RR= 292O lbs VMA.X = lbs E = ?OO U ksi MMAX WuS ft-lbs IREQ'D = I)2_in4 LABEL: F13-3 SPAN= 1)0 FT. D UNIFORM LOAD POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W1 = sfo)(S/j 2oof+ P2 = RL= 1100 lbs RR= )IOO lbs :......... VMAX = lbs E = 7000 ksi MMAX= •:)O5 ft-lbs IREQ'D = - in I' U USE:GRADE: ?3L- C:______ ALT: GRADE: C:_______ 0 PRODUCT 207 -I [ U U U TI U R1 = W9 lbs RR= 9 1 lbs Vi,x = It lbs E =Z.000 ksi MM,xrr 2450 It-lbs IREQD = -in4 RL= 25c,3 lbs RR= 25b lbs VIAx = " lbs E =2Zoo ksi MIAx= It-lbs IREQ'D = 90 in' 0 PRODUCT 207 JOB fO?O7- SHEET NO. OF_____________________ CALCULATED BY DATE CHECKED BY DATE SCALE U" RL= MUq lbs RR = ira. lbs = '' lbs E = 7.000 ksi MMAX = 1'100 ft-lbsIREQI) = - in-' MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers LEVEL: MEMBERS: (L LABEL: Hr 0i SPAN= FT. FT. E UNIFORM LOAD POINTLOAD:CENTERED) CUSTOM LOADING (SEE DIAGRAM) WI W2 = P1 = j oo us. P, = USE: / O' GRADE: DS L ALT: GRADE:_____ ME LABEL: Ff5 SPAN= 9,,Q FT. UNIFORM LOAD 0,' POINT LOAD (CENTERED) 0' CUSTOM LOADING (SEE DIAGRAM) WI = W, = Pl = I0O) = USE: ?'1?1 Ho GRADE: C: — ALT: GRADE: C:____ LABEL: SPAN= 19.0 FT. El" UNIFORM LOAD 0 POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W1 =1\ - o (2o) + ic 4 9O() 2-i 'f W2 = P1 = P2 = USE: 5?.'9.() GRADE: ?5L C: - ALT: GRADE: C:_______ MIKE SIIRPRENANT & ASSOCIATES Consulting Structural Engineers LEVEL: Foo MEMBERS:¶')-t. c LABEL: SPAN= 11.n- FT. UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) W1 W2= P1 = P2 = JOB 42)0761, SHEET NO._________________________ OF_____________________ CALCULATED BY_______________________ OATS CHECKED BY DATE SCALE RL = ?'iZo lbs .2 1-i2O lbs V,t&x= lbs E = ?O0 ksi MMAX= ft-lbs IREQ'n = 'i- -in 4 USE: '3I. > 1I'( GRADE: P_ C:________ ALT: GRADE: C:_______ LABEL: SPAN=FT. UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) Wi = W2 = P, = P2 = RL= _________lbs RR= lbs VMAX = lbs E =ksi MMAX= ft-lbs lltsQo = in4 USE: GRADE: C:_______ ALT: GRADE: C:______ LABEL: SPAN=FT. UNIFORM LOAD El POINT LOAD (CENTERED) CUSTOM WADING (SEE DIAGRAM) WI = W2 = I p1 = P2 = RL= ________lbs RR= _________lbs VMAX = lbs E =ksi MMAX= ft-lbs IgsQ'o = in4 USE: GRADE: C:_______ ALT: GRADE: C:_______ D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB 407 0?54- SHEET NO. OF_____________________ CALCULATED BY DATE CHECKED BY DATE SCALE LEVEL: 15T 5ia MEMBERS: H.AO LABEL: H-i SPAN= FT. 11" UNIFORM LOAD G POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W,= P1 = = U70 lbs RR = 2 lbs VNIAX = lbs E =I.sOOksi Mi.x= 2'-jq to, i-lbs IItEQ'I) = in4 USE: GRADE: FL-4I C: ALT: GRADE: C: LABEL: H-?_ SPAN= S5 FT. ' UNIFORM LOAD 0 POINT LOAD (CENTERED) 0 CUSTOM LOADING (SEE DIAGRAM) W, W2 = pl = P, = USE: II ') _1-!'_GRADE: PSI- C:_______ ALT: GRADE: . C:_______ = 99 lbs RN = 9O lbs Vi,x = " lbs E =OOksi Mi,x= i ft-lbs IREQD = 125 in" LABEL: SPAN= FT. UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) Wi = W2 = P1 = P2 = RL= _________lbs RR= _________lbs Vi,x = lbs E = ksi MIAx= ft-lbs IREQ'D = in4 USE: GRADE: C:, ALT: GRADE: C: 0 PRODUCT 207 I, ~L R- 0 AWeyuhaeuscrBusin= E I—i TJ-Beam(TM) 6.02 Serial Number. FLOOR JOISTS (WORST CASE) User.1 6/6/029:50:48AM 14" TJI©/Pro(TM)-250 @ 16" 0/c Page 1 Engine Version: 1.2.1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN U CONTROLS FOR THE APPLICATION AND LOADS LISTED U U U IIJ — I I 196 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100% duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LivelDeadlUpliftlrotal 1 Stud wall 3.50" 2.25" 520 / 195/0 / 715 A3: Rim Board 1 Ply 11/4' 0.8E TJ-Strand Rim Board® 2 Stud wall 3.50" 2.25" 520 /195 / 0 / 715 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 700 -694 1710 Passed (41%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 700 700 1170 Passed (60%) Bearing 2 under Floor loading Moment (Ft-Lbs) 3338 3338 5418 Passed (62%) MID Span 1 under Floor loading Live Load Defl (in) 0.312 0.477 Passed (L/734) MID Span 1 under Floor loading Total Load Defl (in) 0.429 0.954 Passed (U534) MID Span 1 under Floor loading TJPro 41 30 Passed Span 1 -Deflection Criteria: STAN DAR D(LL:L/480,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32', 5/8' Panels (20" Span Rating) GLUED & NAILED wood decking. R -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System valueprovides additional floor performance information and is based on a GLUED & NAILED 19/32, 5/8" Panels (20" Span U Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.62 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will rn be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. U U PROJECT INFORMATION: OPERATOR INFORMATION: U GILBERT RESIDENCE U Copyright © 2001 by Trus Joist, a Weyerhaeuser Business Tj P& and TJ-Bear are registered trademarks of Trus Joist. U c-I Joist, Pro and TJ-Pro"' are trademarks of Trus Joist. F\Projects\FO1ders\BC Orafting\cilbert-02082\Calc\FI..QOR JOISTS 111.sms U IQ : çç4t FLOOR JOISTS (WORST CASE) TJ-Beam(TM) 6.02 Serial Number. User.1 6/6/02 9:50:49 AM 14' TJI®/Pro(TM)-250 @ 16" 0/c Page 2 Engine Version: 1.2.1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 19 1.00 Max. Vertical Reaction Total (lbs) 715 715 Max. Vertical Reaction Live (lbs) 520 520 rn Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 32 U Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 694 -694 Max Shear (lbs) 700 -700 Member Reaction (lbs) 700 700 U Support Reaction (lbs) 715 715 Moment (Ft-Lbs) 3338 Live Deflection (in) 0.312 Total Deflection (in) 0.429 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) - 189 -189 U Max Shear (lbs) 191 -191 Member Reaction (lbs) 191 191 Support Reaction (lbs) 195 195 Moment (Ft-Lbs) 910 U • U U U . U U U U U U U U PROJECT INFORMATION: OPERATOR INFORMATION: U GILBERT RESIDENCE • Copyright © 2001 by TruS Joist, e Weyerhaeuser Business TJI® and :J-Beane are registered trademarks of Trus Ioist. U e-I Joist, Pro and T,J.-Pro are trademarks of Trus Joist. F: \Projects\Folders\BC DraEting\Gi1bert..02082\cajc\nooR JOISTS 1#1.sms U R :4 trfJ1/t 4t FLOOR JOISTS © LOWER LEVEL TJ-Beam(TM) 6.02 Serial Number. User.1 6/6/02 11:07:55 AM 11 7/8" TJI®/Pro(TM)-250 @ 16" 0/c Page 1 Engine Version: 1.2.1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED _________ • - JI Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100% duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25 520 /195 / 0 / 715 A3: Rim Board 1 Ply 1 1/4 0.8E TJ-Strand Rim Board® 2 Stud wall 3.50 2.25 520/195/0/715 A3: Rim Board 1 Ply 1 1/4 0.8E TJ-Strand Rim Board® -See TJ SPECIFIERS I BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 700 -694 1420 Passed (49%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 700 700 1170 Passed (60%) Bearing 2 under Floor loading Moment (Ft-Lbs) 3338 3338 4430 Passed (75%) MID Span 1 under Floor loading Live Load Def I (in) 0.447 0.477 Passed (U512) MID Span 1 under Floor loading Total Load Def I (in) 0.615 0.954 Passed (U372) MID Span 1 under Floor loading TJPro 31 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:L1240). a -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32', 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM - -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32", 5/8" Panels (20" Span R Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.54 a ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will a be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. a a a PROJECT INFORMATION: OPERATOR INFORMATION: GILBERT RESIDENCE a Copyright © 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-BearnO are registered trademarks of Trus Joist. a c-I Joist-,Pro and TJ-Pro- are trademarks of Trus Joist. F: Projects\Fo1derS\BC Drafting\Gilbert-02082\Calc\FI.,00R JOISTS #2.s= a : FLOOR JOISTS @ LOWER LEVEL Atrhaeus Eusincss Ti-Beam(TM) 6.02 Serial Number. User 1 6/6/02 11:07:56 AM 11 7/8" TJI®/Pro(TM)-250 @ 16" 0/c Page 2 Engine Version: 1.2.1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN a . CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 19 1.00 Max. Vertical Reaction Total (lbs) 715 715 Max. Vertical Reaction Live (lbs) -520 520 a Selected Bearing Length (in) 2.25(W) 2.25(w) Max. uniraced Length (in) 32 U Loading on all spans, LDF = 1.00 Dead + Floor Design Shear (lbs) 694 -694 Max Shear (lbs) 700 -700 Member Reaction (lbs) 700 700 U Support Reaction (lbs) 715 715 Moment (Ft-Lbs) 3338 Live Deflection (in) 0.447 U Total Deflection (in) 0.615 U Loading on all spans, LDF = 0.90 Dead Only Design Shear (lbs) 189 -189 U Max Shear (lbs) 191 -191 Member Reaction (lbs) 191 191 Support Reaction (lbs) 195 195 U Moment (Ft-Lbs) 910 U U a a a U U a a U U a a PROJECT INFORMATION: . OPERATOR INFORMATION: GILBERT RESIDENCE U U Copyright @ 2001 by Trus Joist, a Weyerhaeuser Business Tfl® and TJ-Beas® are registered trademarks of Trus Joist. U e-I Joist-, Pro- and TJ-Pro are trademarks of Trus Joist. F:\Projects\Folders\BC Oraf:ing\oilbert-02082\Calc\FI.OoR JOISTS 62.sam a MIKE SURPRENANT W \ 1 & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. _______________________ OF______________________ CALCULATED BY_______________________ DATE CHECKED BY DATE SCALE STUD WALL DESIGN - ASD (1997 UBC Chap. 23 Div. III Part 1 & 1991 NDS, Revised) PWz-.7,t (.I Trial Stud Size & Spacing: 2x4 DF #2 @ 16' o.c. V Input Data Value Reference Width of Stud lb = 1.5 (in) By Design Depth of Stud d = 3.5 (in) Effective Height 1, = 9 (ft) Stud Spacing s = 1.3 (ft) IDL + FLL Applied Plapp = 926 (plf) RLL Applied P2,Pp = 272 (plf) Wind Load - W = 12.45 (psf) UBC Section 1620 Table Allow.Bending Stress Fb = 875 (psi) NDS Supp. Table 4A Modulus of Elasticity E= 1600000 (psi) Table Allow. Compr. Perp. to Grain F = 625 (psi) Table Allow. Compr. Parll. to Grain F= 1300 (psi) Size Factor (Bending) CF = 1.3 " " Adjustment Factors Size Factor (Compr. Parli. To Grain) CF = 1.1 Lumber Type Factor #1 K E = 0.3 NDS Section 3.7.1.5 Lumber Type Factor #2 c = 0.8 Eauation Factors Load Duration: Wind C1) = 1.3 Roof Co = 1.25 NDS Section 2.3.2.3 Repetetive Member: Cr = 1.15 NDS Section 4.3.4 Bearing Area Ch = 1.25 NDS Section 2.3. 10 Check Bearing of Stud on Sill Plate: Actual Stud Axial Load: P., = 1593.34 lbs Applied Sill Compressive Stress f . = 303.49 psi Allowable Sill Compressive Stress: F 1 = 781.25 psi NDS Table 2.3.1 Allowable Sill Axial Load: 1'a11ow = 4101.56 lbs Sill Bearing Okay Load Case #1: Check Vertical Loads Only Critical Buckling Design Value: FCE = 504.12 psi Maximum Stud Axial Stress: f, = 303.49 psi Partly Factored Compressive Stress: F* = 1787.50 psi Column Stability Factor C = 0.26 Allowable Compressive Stress: F' = 470.50 psi Load Case #2: Check Vertical + Lateral Loads: Maximum Stud Axial Stress (No RLL) fr = 229.30 psi Partly Factored Compressive Stress: F* = 1787.50 psi Column Stability Factor C, = 0.263 Allowable Compressive Stress: F' = 470.50 psi Maximum Bending Moment: Mmax = 163.87 ft-lb Maximum Bending Stress: fb = 642.12 psi Allowable Bending Stress: F'b = 1635.16 psi Combined Stresses: 1-!-.2 + ...! 1 = 0.958 fc /FCE) NDS Section 3.7.1.5 By Design NDS Section 3.7.1.5 Vertical Loads OK Vertical Loads OK Lateral Loads OK I2x4 DF #2 @ 16" o.c. OK I 0 PRODUCT 207 JOB_______________________________________ MIKE SURPRENANT & ASSOCIATES SHEET NO. I OF________________ Consulting Structural Engineers CALCULATED BY__________________________ DATE CHECKED BY_________________________ DATE SCALE .1 ................. .. . d,::... . / // I 1 1 .' . LATERAL ANALYSIS / DESIGN . (SEISMIC I WIND LOADS) . AREA: TntC"i Seismic: V = (2.5C.IL!) W - (Governs) Wind: P = Ce Cq q I 1.4 (ASD) Method 2 h = 7,15 ft Seismic Zone H Z = 0.1 Exposure Basic Wind Speed mph Soil Profile S Na= ID C= 0,3_ ,UBC Table 16-G Ca = 0.1 Cq = ? _UBC Table 16-H I = 1.0 (Standard Occupancy) - qs = 17 tn psf R = -1.5 . L 1.0 (Non-Essential Facility) W = Total Seismic Dead Load P = Ce Cq q I = Vl'i5 psf BASE SHEAR: V = 0,119_ W (ASD Load) (Assume p = 1.0, Verification to Follow) ROOF WEIGHT: Diaphragm = r){- (D1 (xft') 75 l'-to LBS Exterior Wall Weight = (O {4 )( I? ( 1-f4-) LBS Interior Wall Weight = .O '-f) ( )Ho Lj,O LBS Total Weight (Tributary to Diaphragm) = HI(øo LBS WEIGHT: _FLOOR Diaphragm= F5 ')-ir) t s.si -) 315 LBS Exterior Wall Weight= (__.oJiHc'h')('2ll-f) _______7? LBS Interior Wall Weight = (.ô1Lc - L-l0 LBS Total Weight (Tributary to Diaphragm) = &159_I LBS FLOOR WEIGHT: Diaphragm = - LBS Exterior Wall Weight = . - LBS Interior Wall Weight = . LBS Total Weight (Tributary to Diaphragm) = . LBS TOTAL DEAD LOAD, Wt =2S3-LBS BASESHEAR,V= OflS Wt= . SS LBS UNIT SHEAR, v = V / Area (Applies to single level structures only) = PSF 0 PRODUCT 207 U U JOB____________________________________________ • J L MIKE SURPRENANT SHEET NO.______________________ OF__________________ & ASSOCIATES Consulting Structural Engineers CALCULATED BY_________________________ DATE CHECKED BY_________________________ DATE SCALE U ., .,..•.,. .....,. :. 3 t - -. LATERAL LOAD DISTRIBUTION DIAPHRAGM - = w h (V) w, hx w,, h,, wx hx I w1 h1 A v,, = (F IA) LEVEL (k) (ft) (k-ft) I w1 h -(ibs) (ft') (psf) ROOF i- jj., 9i (0j0 FLOOR (9%.\51j\ 10 pj5,i.j1 L15 S10 loss 9,310 FLOOR - - 1.00 ci" lbs SHEARWALL DESIGN LATERAL LOADSI WIND LOAD = PRESSURE (P) x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (vt) x DIAPHRAGM DEPTH (d) Sr'1c. GOVERNS S GOVERNS GOVERNS S1JYTC GOVERNS GOVERNS GOVERNS U ........................................... 0 PRODUCT 207 MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers JOB SHEET NO.________________________ OF____________________ CALCULATED BY_______________________ DATE CHECKED BY______________________________ DATE SCALE SHEARWALL DESIGN Story Shearwalls 1i 5 Direction Unit Lateral Load, v = Co .V psf Gridline Tributary Area (This Level): % sq. ft. Lateral Load (This Level): S'IIZ_ Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F = 5U2- Lbs Shearwall(s) Length, L = \Oi tOD 210 ft. Unit Wall Shear, v = FAIL 7. i5 plf - Shearwall Type: Ki Overturning: L 10,0 ft. Okay by Inspection Uplift= ( \.,')(\-?'\ fO.O 1"1+ Lbs Holdown Anchor Type: Gridline Tributary Area (This Level): (i/7)( \(\ sq. ft. Lateral Load (This Level): 5 ! Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F= 52- Lbs Shearwall(s) Length, L = QO U. O.S ft. Unit Wall Shear, v=F/L = 1(02 plf Shearwall Type: Overturning: L = ft. V Okay by Inspection Uplift= ' Lbs Holdown Anchor Type: Gridline Tributary Area (This Level): sq. ft. Lateral.Load (This Level): : Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F = Lbs Shearwall(s) Length, L = ft. Unit Wall Shear, v.= FfL = • plf H . .Shearwall Type: • • Overturning: L = ft. Okay by Inspection Uplift = • Lbs Holdown Anchor Type: . 0 PRODUCT 207 a a a a a L MIKE SURPRENANT 11 1 & ASSOCIATES Consulting Structural Engineers JOB4tOl02_ SHEET NO. IT OF aj ____________________ CALCULATED BY DATE CHECKED BY_ DATE SCALE _______ 2..0 Story Shearwalls E-w Direction Unit Lateral Load, v =. 0 psf Gridline f Tributary Area (This Level): 2 I sq. ft. Lateral Load (This Level): 11 15 Lbs Lateral Load (Level Above): - Lbs - Total Load (All Levels), F = 1+15 Lbs Shearwall(s) Length, L = 1S ft. Unit Wall Shear, v = F/L = 2l9 I pif Shearwall Type: (j - Overturning: ,L = 1S ft. Okay by Inspection Uplift= c .) CC Jz77 17 )OO Lbs Holdown Anchor Type: FAI Gridline Tributary Area (This Level): (1 b,Il.fl,'): sq. ft. Lateral Load (This Level): 11 L Lbs Lateral Load (Level Above): — Lbs Total Load (All Levels), F= 5117_ Lbs Shearwall(s) Length, L Unit Wall Shear, v = F/L Z2 b plf Shearwall Type: (~) Overturning: L = o ft. Okay by Inspection Uplift= (3?)(\.6') 0) 7 Lbs Holdown Anchor Type: Ffl Gridline E7\+ (r Tributary Area (This Level): (II? I sq. ft. Lateral Load (This Level): ;I Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), F. Lbs Shearwall(s) Length, L = 1017,i .O4 5 2,'D ft. Unit Wall Shear, v = F/L = plf Shearwall Type: Overturning: L = - ft. a/i.. Okay by Inspection Uplift = Lbs Holdown Anchor Type: I LI D PRODUCT 207 MIKE SURPRENANT W \ j & ASSOCIATES Consulting Structural Engineers JOB_______ SHEET NO. OF_____________________ CALCULATED BY DATE CHECKED BY DATE SCALE 1ST Story Shearwalls 1'-5 Direction Unit Lateral Load, v = Li, "DO psf Gridline 14- 1-Tributary Area (This Level): (i(I0 55') sq. ft. Lateral Load (This Level): . Lbs Lateral Load (Level Above): 57_ Lbs Total Load (All Levels), F= Lbs Shearwall(s) Length, L = 5,54,o +17.5=. 29.0 ft. Unit Wall Shear,v = FfL = 39 plf Shearwall Type: - Overturning: L = 5,5 ft. Okay by Inspection Uplift= ))k 22-9 I Lbs Holdown Gridline 31 1 Tributary Area (This Level): CTLY C) sq. ft. Lateral Load (This Level): l? Lbs Lateral Load (Level Above): 5112 Lbs Total Load (All Levels), F. C!3 Lbs Shearwall(s) Length, L = 4 C.C419.S= ft. Unit Wall Shear, v = FIL = 219 plf Shearwall Type: Kj Overturning: L = IO.0 ft. Okay by Inspection uplift=( 2-191 ).r).o\ (\\( ( o.o( Qö '( -° 1190 Lbs Holdown Anchor Type: to Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = F/L = plf Shearwall Type: (J Overturning: L = ft. Uplift = Holdown Anchor Type: Total Load (All Levels), F. ft. sq. ft. Lbs Lbs Lbs Okay by Inspection Lbs 0 PRODUCT 207 Type: ;j i- t.oç MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers JOB SHEET NO. NO. OF_____________________ CALCULATED DATE CHECKED BY DATE SCALE Story Shearwalls F-'J Direction .., Unit Lateral Load, v = 'jO psf Gridline A Tributary Area (This Level): sq. ft. Lateral Load (This Level): 0 Lbs Lateral Load (Level Above): P15 Lbs Total Load (All Levels), F 7, Lbs Shearwall(s) Length, L fl.O ft. Unit Wall Shear, v = FIL = 7lo) plf Shearwall Type: (i) Overturning: L = 5 ft. Okay by Inspection Uplift= 3D' 7.31dV Lbs Holdown Anchor Type: Gridline 15 Tributary Area (This Level): ('iM) (1L1 ) sq. ft. Lateral Load (This Level): 7lo9 Lbs Lateral Load (Level Above): 2- Lbs Total Load (All Levels), F. Lbs Shearwall(s) Length, L = )(Yo ft. Unit Wall Shear, v = FX/L = 12 plf Shearwall Type: (} Overturning: L = 10.0 ft. Okay by Inspection * Uplift= Lbs Holdown Anchor Type: - r N I - Gridline D Tributary Area (This Level): Yi) +Yk)(I52) 4 (11t)(9') G ~oH sq. ft. Lateral Load (This Level): _M(o Lbs Lateral Load (Level Above): R ( dc1.?7 ). LjC9 Lbs Total Load (All Levels), F. Li?S Lbs Shearwall(s) Length, L = 1,c n. Unit Wall Shear, v = F/L = 11i plf Shearwall Type: (j Overturning: L Uplift = Holdown Anchor Type: Okay by Inspection :b) LVL Lbs D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. 70 OF______________________ CALCULATED BY DATE CHECKED BY DATE SCALE ' Story Shearwalls i Direction Unit Lateral Load, v = psf Gridline r Tributary Area (This Level): ('15-L + 209 sq. ft. Lateral Load (This Level): i9 Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F,, = 0 Lbs Shearwall(s) Length, L = 5.0 '-\. o 9.0 --ft. Unit Wall Shear, y = F,,IL = L18(. pif Shearwall Type: Overturning: L = jo ft. Okay by Inspection Uplift= (b(.pix' '1O Lbs Holdown Anchor Type: L - Gridline fl Tributary Area (This Level): YIQ9tp7\: sq. ft. Lateral Load (This Level): 994 Lbs Lateral Load (Level Above): 3-iV7" ) I?2... Lbs Total Load (All Levels), F. lCi((c Lbs Shearwall(s) Length, L = 2.0 i?.0 Unit Wall Shear, v=F,,IL = '-I! plf Shearwall Type: ( 52X 9 (y-,ib Overturning: L = ft. Okay by Inspection Uplift= Lbs Holdown Anchor Type: Gridline Tributary Area (This Level): Lateral Load (This Level): - Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = F,,/L = Shearwall Type: (J Overturning: L = Total Load (All Levels), F. ft. plf ft. Okay by Inspection sq. ft. Lbs Lbs Lbs Uplift Holdown Anchor Type: Lbs 0 PRODUCT 207 U JOB 07 Ofl. R n MIKE SURPRENANT & ASSOCIATES SHEET NO. 2 I OF________________ - Consulting Structural Engineers CALCULATED BY_______________________ DATE CHECKED BY DATE SCALE REDUNDANCY FACTOR CALCULATION (UBC 1630-1.1) . FLEXIBLE DIAPHRAGM. WITH WOOD STRUCTURAL PANEL SHEARWALLS • .. Vmax = Lbs (Total lateral load at Gridline" E_") U iw = IO.'3 ft (Total Sum of Lengths of Shearwalls at Gridline) F = Lbs (Story Shear) . . . U AB = kdl sq.ft. (Ground Floor Area of Structure) U CALCULATIONS: U Vrnax U max F i -• . rx= ... = U' 20 1.5 . rmax,J U . S 20 0 p= _________ = ______ io OKAY U" U ' . S S •0 S U . U H S '• : U -0 PRODUCT 21F7 JOBf02_ MIKE SURPRENANT & ASSOCIATES SHEET NO. OF_______________ - Consulting Structural Engineers CALCULATED BY DATE CHECKED BY DATE SCALE FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = U)C) psf (Per Design Criteria) CONTINUOUS FOOTINGS W MARK: CF-I Ftg. Width (b) = 75 ft. Depth of Ftg. (h) = ft. W 0 = ASBP (b) = • '2O plf USE: "WIDE x Y "DEEP. WITH 7 # H TOP & BOTTOM I MARK: CF. 2 Ftg. Width (b) = fS ft. Depth of Ftg. (h) = ft. WAI-LOW = ASBP (b) 1-45o pif USE: Z- "WIDE x "DEEP. WITH 7. # Li TOP & BOTTOM I Wm kx @Gd1ine = •llkpo plf USE: CF- • @ Gridline 3 = _____________pif USE: CF- •Z— WM&JC @ Gridline. 9 = S 56 pif USE: CF- @ Gridline P = I 2-pif USE: CF- Z D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB _-0%O2 SHEET NO.___________________________ OF - CALCULATED BY______________________ DATE CHECKED BY_________________________ DATE SCALE h(ft.) 2h (ft.) MARK: CF-1 PMAX = ASBP(b)(2h) = . . 9O LBS. MARK: CF-2 PMAX = ASBP(b)(2h) = 52SD LBS. D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers JOB L07 C)R7- SHEET NO. 2 LI OF______________________ CALCULATED BY DATE CHECKED BY________________________ DATE SCALE SPREAD FOOTINGS - MAX. ALLOWABLE CONCENTRATED LOADS PMAX 'V 4 .1 (ft.) b(ft. PMAX = ASBP (b)2 _LBS. USE:24" SQUARE x _'6"DEEP WITH (2) #4 EACH WAY @ BOTTOM I MARK: P-2 PMAX = ASBP (b)2 = 7SOLBS USE: 30" SQUARE x (I DEEP WITH (3) #4 EACH WAY @ BOTTOM MARK: P-3 Px = ASBP (b)2 Oo LBS. USE- 3611 SQUARE x"DEEP WITH (4) #4 EACH WAY @ BOTTOM .I MARK: P-4 PMAX . = ASBP (b)2 = ft? sO_LBS. USE: 42" SQUARE x "DEEP WITH (5) #4 EACH WAY @ BOTTOM MARK: P-5 . . . . Px = ASBP (b)2 LBS: • USE:48";SQUARE ......I..."..PEEPWITH(6)#4EACHWAY@.BOTITOM 0 PRODUCT 207 ' MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers JOB 4010 ____ SHEET NO. OF__________________ CALCULATED BY__________________________ DATE CHECKED BY________________________ DATE SCALE n PAM nfrfl7 - MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers JOB______ SHEET NO.________________________ OF___________________ CALCULATED BY__________________________ DATE CHECKED BY________________________ DATE SCALE 0 0 0 b 0 0 • 0 U 0 U 2 • S • • h 4 d) '4 0 0 0 U ,' U Q x • Q • 2 - • .- S • S • Q x 'U4 x J 0 I -- IL 4 0 0 0 0 e CL 0 0 0 an 2 Cl) - € IL ---------- -I ------- CL LU LLI U5 ,.•., d) =L = 2 0 d) d) U) U) ot --- © - ;J 2 v1 - - p w Ui 3 - - I! - flu,r. 2 di In Ui e easse, e fl PWflUt1fl7 MIKE SURPR.ENANT & ASSOCIATES - Consulting Structural Engineers JOB SHEET NO. 77. OF__________________ CALCULATED BY______________________ DATE CHECKED BY________________________ DATE SCALE HOLD-DOWN SCHEDULE [] 4x POST NI MSTC.40 FLRTTO_FLR 1.4OLD-DOWN [] 4x POST N/ MSTC52 FLR-To-FLR WOLD-DOWN 4x POST N/ MSTC4 FLR-To-FLR HOLD-DOWN FDJ 4x POST N/ MSTC78 FLR-To-FLR I-IOLD-DOWN [] 4x .POST NI CMSTI4 FLR-To-FLR (34' END LENGTH 4 (74) Id TO EA. POST) [] 4x POST NI CMSTI2 FLR-To-FLR (45" END LENGTH 4 (100) 16d TO EA. POST) [j 4x POST N/ STIIDB I1OLD-DOWN [] 4x POST NI STI-IDIO 4x POST NI STI-ID14 [] 4x POST NI PIID2 ON SSTBI [] 4x POST N/ P11D5 ON 55TB24 [] 4x POST N/ PWD6 ON 5STB28 A.B. [] 4x POST N/ PIIDB ON 5STB2B A.B. [] '4x POST N/ IlDBA ON 55TB2B A.B. [] 4x POST NI 1.IDIOA ON SST52B 4x POST N/ I4D14A ON SSTB34 A.B. NOTES: I-IOLD DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DEEPEN FOOTINGS TO PROVIDE 3 MIN. CONCRETE COVER NI-IERE HOLD DOWN ANCHORS ARE LONGER THAN TI-IE FTG DEPTH. USE (Ri) OPTION ON STID HOLD-DOWNS FOR RAISED WOOD SUB-FLOOR CONDITION. REV. JAN. 2001 n Pgnniu'i,n7 MIKE SURPRENANT :.. & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. Z?J OF___________________ CALCULATED BY _. DATE CHECKED BY DATE SCALE SIMPSON STRONGWALL 5p 200 17D 5W0-4l-lD 5I11220-, 5W32xS SUJ48x 51111044D 5Ui22xS-4 50486 50410 SWl,x8-4l-1D SUM-b Swlaxs SW32xlO 5WI'x8-l-D SUJISxS 51112413 51048x10 50122x1-4 5W24x8 5UJ32xS SIMPSON STRONGUJALL FOOTNOTES: (APPLY TO ALL) ICED • cIj FOR 5LE POUR APPLICATIONS, USE 55T28 IlOLDOUN ANCHOR BOLTS AND 5/8'x 12' (hIM.) W5ILL ANCHORS. FOR TWO-POUR APPLICATIONS, USE 5514 HOLDOJ4 ANCHOR BOLTS AND 5/8' x 16' (MR) I1JDSILL ANCHORS. PLACE ALL ANCHORS USM A ST114LL TEMPLATE APPROPRIATE FOR THE APPLICATION AND LETH OF WALL FOR EXTERIOR APPLICATIONS, USE 5IU ITFE TEMPLATES FOR INTERIOR APPLICATIONS, USE '$WTI' rrFE TEMPLATES FOR PANEL FORM APPLICATIONS, USE SIUrPP rrFE TEMPLATES USE ALL PROVIDED HARDWARE FOR ANCHORACE TO FOi'LD4TI{ USE PROVIDED 5CFT-U AND SHIM (IFPROVIDED) FOR CONNECTION TO DBL TOP PLATE. FOR GARAGE PORTALS, CORLECT 4X12 (MIN.) HEADER AT TOP OF WALL WITH PROVIDED SCREWS, PROViDED lIST STRAP WITH (10) hOd 00't14S, AND PANEL EXTENSION WITH I0d CC11CIM5 • 3' o/c. (VERT) 4 4 o/c. (h-IORIZ) NO HOLES, NOTCHES, CUTS, OR OTHER MODIFICATIONS SHALL BE MADE TO THE STIL4LL IN ANY CASE EXCEPT AS PERMITTED BY SIMPSON STR-TIE, INC. AND IC50 REPORT. 0 PRODUCT 207 MIKE SURPRENANT 1r & ASSOCIATES - - Consulting StructuraJ Engineers JOB SHEET NO. OF___________________ CALCULATED BY DATE CHECKED BY DATE SCALE SPREAD FOOTING SCHEDULE SYMBOL SIZE AND REINFORCEMENT - (rc200 psi I f.6ØI) 24" SQUARE X I " DEEP Ni (2) # 4 EACH NAT 30" SQUARE X Iq " DEEP N/ (3) 4 4 EACH NAT 3" SQUARE X jt " DEEP N/ (4) # 4 EACI4 NAY 42" SQUARE X 2 " DEEP Ni (B) # 4 EACP NAT 46" SQUARE X I " DEEP N/ () # 4 EACI- NAT 0 PRODUCT 207 .. COMMERCIAL . RES:IDENTTAL' ROOM ADDITIONS* o COMPETTTWPRICES• "FREE AND PROMPT EST]MATES• ve R 04t~~'lt: IA Specializing in* roof and floor trusses. 2847 INDUSTRY STREET OcEANSIDE, CA 92054 ICBO # AA-513 (7,) 722 -7696 FAX (7o) 722 - 0438. c'ctt% C U) I— a 0 C-, U C— U' a 0 C-, __ 0 77 cc cc cc cc Pc !)s• a C!C 00 C) 0usr - se — - — -.-'----- • 11 CompuTrus. Inc. Manu1dur1ng Enqlneeithg Computer Systems WARNINGS: Read all General Notes and Warnings before construction of trusses. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 1x3 compression web bracing must be installed where shown All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibil-ity for such bracing. No load should, be applied to any component until alter all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component CompuTrus' has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in'Bracing Wood Trusses. HIB-91, a copy of which will be furnished by CompuTrus upon request GENERAL NOTES, unless otherwise noted: 1. Design to support loads as shown. ) Design assumes the top and bottom chords to be laterally braced at 2'-0' o.c. and at 12'-0o..c respectively. 2x4 Impact bridging or lateral bracing required where shown + Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition of use. Design assumes full bearing at all supports shown. Shim or wedge if necessary. Design assumes adequate drainage is provided. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. Digits indicate size of plate in inches. For basic design values of the CompuTrus Plate, indicated by the prefix C, see I.C.BO. R.R. 4211 -. The CompuTrus Net Section Plate is indicated by. the prefix CN, the designator (18) indicated 18 ga. material is used. All others are 20 ga. General Notes: (,) Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. rxi STRUCTURAL TRUSS INC. 'f J CERTIFIED INSPECTION Y IN STRICT ACCORDANCE SMT)4U,E.0 2321.3 PREFABRICATED ftIIIPIPIllI 1111111 (111111111111111N1 III II liii LUMBEO SPECIFICATIONS SIZE SPECIE GRAOE PANEL(S) TOP CHOI1OS: 2x OF #2 1-1 BOTTOM CHORDS.. 2i4 OF 0 2 1-3 WEbS: 2* 4 OF STAND 1- 4 IC LATERAL StWPORI <= 12'10C, LION. OC LATERAL SUPPORT '- 12'OC. (JON, 21- 0- 0 OUTCN SETBACK 5- 0- 0 FROM END WALL LOAD OURATION INCREASE 1.25 + LOADING IC WAIF LL( 32.0) +DL( 14.0)- 45.0 P11 0 .0 TO 21' .0 VERI IC LIMLE LL 40.0)+OL( 17.51- 57.5 PLF 5 .01 10 16 .0 LEOC BC 11MW u( .0)+DL4 17.5)- 17.5 PIE C' ,0 10 21' .0 VEOT TC CONC LI( 106.7).OL( 16.7)- 13.316S 0 5' .O LEOG IC CONC LL( 106.7)0L( 45.7)- 153.3 LOS 8 16' .0" 1(06 ANSI/TPI SINGLE WENDEll FORCES 4WRGD 1 1- -2748 9 1- 2586 W 1" -501 1 2- -2395 6 2- 1802 N 2- 1582- T 3- -2305 9 3- 2585 N 3- 682 1 4- -2745 W 4'. -501 LEFT • 1135 RIGIIl' -. 1t36 BEARING AREA REQUIRED (SO. IN) JOINT .1 1.82 OF / 2.81 NE I 2.67 SPf JOINT 5 1.62 OF / 2.61 HF / 12.67 SW 10-06-00 10-06-00 12 1.eoI C-44.3 . Z14.00 STC TURALTRUSSINC IFIEDINSP ICT LO1E n 0,fr n -'Jx7./ . C-5x.1 is) C--2.5x4.3 . C_3x7..7( I 21-00-00 Sale: 3/8' J09 NAME: SIAUCIURAL - GILDER! -I - -- w0a40t0& air I. 11N41 ei N n Qw.t. wd W. b.tweoto& .1 to. 2. 0 .d .1 .1 O.I*.I.a end '4 Wenp beto. contuctla. DAlES 0/20/2002 2. 112 enin ..b bra enwt b. Itd1 .bwe itmvrn 4. Al td '. .neno .. u..,o.ew and pwen.l b'.àg. '1 mole 0. ond end psentdndbp eC enmp0.. IblAllee. DES. (iv: RN eto bt.th. a. 6. 0. No bed .00IAd 0. nd to .ny enn,enolt Wol.ft. .lbnek.8 end tlmon We end lie. ito. .fl.dd say bole eamo Owe dndgn 560.: 780096 . ...............8. -0.. 1-4- ap qpaw SLvvmd mamon00.We0toTdO 10. 1. 1)1* di Is tondebed m*4.0 to lb. 1n4.A,n. en wu. dl. .4 10181 4 the limo Fbi. 10o11t,o. In * BrodIN Wend Hb41 '. . V, oF It. else. Ufll.lttWWae noted: Cosign conforos to (IOC-97 Ver:i.08I1L)-4f n I. eUpp01t Iowl. en 18I*WII. ri JIY 81. top ed boitoni thliida to b. buy byc.d el . .. - - O.c. 811 81 12'-C° D.C. renpectllflly. ilvact bod0nq el totoeal briq reennxncnd.d ovb.on .own • elton ol truseb the ,seponIUty of (ha imepootlys contractor. - rtMuftnes (ruenel we to b uo in . non-conoalv. arwiromnenl. *ft Loa_ wedge Isr dallunloa '18;ilsai all supports showiL Skim or Coin ku Inc. rt0UrflSS edmpjato (halneg. to proildod. elidi be boiretod on both facee .1 tnwe. oral planed on timer corder OA'eimecnilmee. .loreteuie. aclieJItfi stones nince whit lotor center livios.. .2............ spJli.in inches. ..................- W1C nv011e001 the 00r0u0u, Pima, ifldlcatedbv the Rctzx - -. me IC. 0. HIt. 1211. . otflpl4flhzl No S.clln,i?l.erc to IndtowoJ by Ii,. tereOx °CN° lii. alit, 1181 J.jlw 1090. ratonal 5.10508. Al olin. we 16 9). 1AL1UA)J ThiIQ 24 o.c TYPICAL 110111 1110 11111 (liii 11111 11111 liii 1111 SIDE VIEW TYPICAL END JACK SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE DUTCH GABLE TRUSS END JACK TOP CHORD END JACK Bottom Chord. Usa Wad4 at Cow Mambais 01 Vbwo No CoIling Is Specdied. 111111111 H 1111 ~i 6? iZ7- i9;":;:J 4 Manufacturing -I Engineering Computer Systems SETBACK FROM END WALL DUTCH GABLE TRUSS PR clIRIM( FILE NO: DUTCH FRAMING DETAIL DATE: 01/01/98 ,REF: 25,15-1 DES: SC SEQ: S151511 UBC-97 JACKS SETBACK FROM END WALL PER ENGINEERING FOR SIZE AND ATTATCHMENT REQUIREMENTS SEE ENGINEERING IWUCTURAL TRUSS INC. 1'i kI'gRTIFIED INSPECTION 9' .JftSTRICT ACCORDA'ICE WITH U.B.C. 2321.3 pftfAUftiGATLD HIP CORNER RAPIER IGER ATTACHMENT UI NAIIL$ AA FACE OFTRU$5 U TO KING PO1 " CORNER PIER llllhlllllllft 4-i La2 tcr - ñJ/Q ampuTrus, Inc. L nutacturing. Engineering Computer Systems HIP TRUSS LOAD DURATION INCREASE • 1.25 SPACED 24 O.C. LOADING 1.1 (20.0) + 01(15.0) ON TOP CHORD = 35.0 PSF r DETAIL An NCY DETAIL () FILE NO: Hip Corner Rafter - 35 DATE: 01/01/98 .REF: 25-1 DES: SC SEQ: S250503 (JBC-97 STRUCTURAL T1Ub CERTIFIED INSPECTION IN STRICT ACCORDANCE WITH U.B.C. 2321.3 pgAftICATED ALLOWABLE SETBACK FOR BEAMS OF SIZE AND GRADE AS SHOWN 2*4 i 2-2*4 4*4 I 2x6 I 2-2*6 1 4*6 I 2*8 1 2-2*8 I 4*8 I 2*10 .1 2-2*10 41OI 2400F I 5-6" .1 6-6" 6'-9" I 7-8" I 9-2" I 9-6" I 9°-R" I I ai'.r I I I 4j"4 2100F 5-4" 6-4" 6-7" 7°-6" 8-11" 9-3" '-"1 11.-a" 11°-5" 11,-i. 13-2" 1950F 5'-3" 6-3" 6-6" 7'-S" 8,-la" 9-2" 9-1" 10°-lU" 11"-3" 10"-111" n"-o" louur 3 -Z o- b-0 (-i ö-& 9°-U" 9'0" 10.-8. 11°-1" 10'9' 12'9" 13°4' 1650F 5°-1" 6°-i" 6-4" 7'-2" 8-6" 8°-10" 8°-I0" 10-6" 10-11" 10'-6" 121-7" 13°-1' 1450F 4°-11" 5-10" 6°-1" 6-11" 8-3" 8°-7" 8-6" 10'-1" 10-6" 10-1' 12'-2- SS DF 5-5" 6-5" 6°-8" 7-7' 91-0" 9'-5" 9-1" 11,-i" 11-7" 10°-5" 13'-1" 13°-1' #1&B DF 5-4" 6-4" 6'-7" 7-2°' 8'- 11" 9-3" 8'-5" 10-7" 11-5" $-7' 12°-1" 13-1" #1 OF 5-3" 6-3" 6°-6" 6°-b" 8-8" 9-1" 81-0" 10,-i" 101-11" 9'-2- 11-7" #2 OF 5°-i" 6'-2" 6"-5" 6-7" 8-3" 8-8" 7'-8°' 91-8" 10-6" 8-9" 111-1" SS HF 5°-2" 6-2" 6'-5" 7°-3" 8-8" 9-0" 91-0" 101-8 11,-i" 10-3" 12-9" 13-4" MB HF 5°-i" 6-1" 6'-4" 7°-a" 8'-6" 8,-la" 8-2" 10-3" 10'-11" 9-4" 11-9" 12°-9" #1 HF '-" 6-1" 6'-4" 6'-9" 8°-6" 8'-lO" 7-li' 9°-li" 10-9" 9°-0' 11-4" 124' #2 HF -471i" T 5°-10" 6°-1" 6-6" 8-2" 8'-7" 7'-7° 9'-710'-4- 8°-6" 2 - Dcnotc; double member burn required Join together with 164 nail; at 13" 0.6. END VERTICAL MAY BE OMITTED IF TOP CHORD IS ADEQUATELY SUPPORTED. - C-2.6 SEE CHART :~~~U4 or 2xe C. II 72x4 C.x2.6 L SEE CHART FOR MAX 6PANS AND LUMBER GRADES NOTE: CONNECTOR PLATES SIZED FOR HANDLING ONLY AND MAY BE REPLACED WITH EQUAL FASTENER. DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) SLOPE < 4:12 a 11240 LIVE LOAD SLOPE > 4:12 = 1/180 LIVE LOAD IF DL '= .511 (ALL SLOPES) = 1/180 TOTAL LOAD CEILING JOIST = 11240 LIVE LOAD I 11101 Ih 11111 11111 1I I LIII RAFTER SPAN CHARTS - 199e LOAD DURATION INCREASE = 1.25 SPACING 24 O.C. RAFTER SLOPE <4/12 RAFTER SLOPE >= 4/12 TCLL (PSF) 20 20 20 16 16 1. TCDL (PSF) 8 15 20. 7 14 19 TOTAL(PSF) 28 35 40 23 30 35 7 C, 41 10 5. 15 CompuTrus, Manufacturing • Engineering Computer Systems FILE NO: Rafter/End Jack Chart r-'-i STRUCTURAL TRUSS INC. CERTIFIED INSPECTION DATE: 01/01/98 IN STRICT ACCORDANCE 1. 1 REF: 25-1 DES: SC WITH U.B.C. 2321.3 pRF.FABRICATED SIZE GRADE SPECIE 2*4 SS OF 8'-3' 1 7-6' 7'-2' 91-9.7'-1 I' 7'-6' 10,-a'.. 2*4 #1&BTR OF 81-1' 7'-5 7-I' 9'-7• 7-9 T-6' 10-2' 2*4 #1 OF 7'-1 1' 7'-3 6'-lr 9-5 7'-7' 7'-' 1010' 2*4 02 OF 7-9' 7-1' 6-9' 9'-l' 7'-8' 711' 91Q' 2*4 CONST OF 7'-2' 6-5' 6-0' 741' 6-Il' ø'-6' 2*4 STUD OF 6'-2' 5-6' 5'-2' 6'-110' 8-0' 5'-6' 2*4 STAND OF 5'-4 4'-9' 4'-5' 5'-1111' 5'-2' 404' 7-4" 2*4 as HF 7-9' 7'-i" 6'-9 '-3' 7'-6' 2*4 #1&BTR HF 7-7' 6-11' 6-8' 9-0' 7-4' 6'-Ii' _______ 2*4 01 HF 7-7' 6.11' 6-8' 9-0' 7-4' 6,-11' 9"7' 2*4 #2 HF 7'-3' 6-7' 64' 8'-7' 7'-O' 6,-?' 2*4 CONST HF 7'-l' 64' 5-11' 7-10' 8'-10 6'' 2*4 STUD HF 8-2' 5'-6' 5'-2' 6-10' 6'-O' - 2*4 STAND HF 5'-4' 4-9' 4-5' 5-I1' 6'-2' 2*4 2400F MSR 5-4' 78' 7'-4' 0-Il' 81-1' 7'-8' 2*4 2100F MSR 8'-i' 71-5 7-1' 91-7 5'-6'.. 7'•9' 2*4 1950F MSR 7'-Ii' 7-3' 6-11' 9'-5' 7'7, 2*4 1800F MSR 7-9' 7'-i' 8'-9' 9'-3' 7-6' Ti' 2*4 _1650F MSR 7'-7' 8-11' 6'-8' 2*4 1450F MSR 7'-3' 61-?' 6-4' 8'-i' 71-0' 8'.?' 9'2' 2*8 88 OF 12-il' 1I-1O' 11'-4' 15'-4 12'-a' 1I"10' 2*6 #1&BTR OF 12-9' 11'-T 11-1' 15-1' 12-3' ii'-?' 2x6 #1 OF 12-6' 11-5' 10'-10' 14-3' 12!0' iib 1b'9' 2*6 #2 OF 12'11' 10.10' 10-1' 13-4' 11-8' 10'i0' 2*8 STUD OF 94' 84' 7'-O 10-3' 9-0' 8'4 12'-D' 2*6 as HF 12-3' 11'-2' 10'-8 14-6' 11'-9' i1'-2 I6'-S' 2*6 1&BTR HF 12-0' 10,-Ii' 10'-5' 14'-2' 11'-6' 10'-ll' 15-1' 2*6 #1 HF 12-0' 10,-il' 2 *6 10-5' 13-11' 11-6' 10'-11"- 15'1' #2 HF 11-5' 10-5' 10-0' 13'-2' 11'-O' 10'5' 14'-S' 2*6 STUD HF 9-4' 8-4' 7-9' 10'-3' 9-0' 8'4' iT-a' 2*6 2400F M$R 13-2' 12'-O' 11-6' 15'-B' 12'-a' 12'O' 2*6 2100F MSR i2'-9' 11-7' 11,-i' 16-0' 15'-l' 12.3' Ii'-?' I:AX2 1950F MSR 12-6' ll'-5 10,-il. 14'-lO' 12-0' 11.-a 15'-9' IBOOF MSR 12-3' 11-2' 10-8' 14-6' 11'.ø' ii'-2' 16'-S' 2*6 1660F MSR 12-0' 10'-il' 10'-5' 14-2' 11-6' 10-11' 16'.l' 2*8 1460F MSR ll'-5' 10-5' 10'-O 13-6' 11-0' 101-5' 14-5' LUMBER SPECIFICATIONS TRUSS SPAN 21 ,00 LOAD UJAAJ1ON INCREASE - 1.25 SIZE SPECIE GRADE PANEL 451 SPACED 24.11 D.C. lOP CHORDS: 2* 4 OF 12 1- 4 LOADING BOITOM CHORDS: LL( 16.0) +OL( 14.0 ON TOP CHORD - 30.3 PSF 2x 4 OF I. 1- 3 . DL ON. BOTTOM CHORD = 10.0 PSF* WEBS: TMAL LOAD 40.0 PSF* 2* 4 OF SIAM) 1- 4 85 PSF REOIJCIION TAKEN ON UOTTDM CHORD. AXIAL STRESS ONLY. IC LATERAL SIJPPDRI <- I2OU. LION. 6C LATERAL SUWPDRI = 120C. LION. I ROSS c 232' 4.00 L' --- E1E1_iTT (C-3x4.3 ANSI/WI SINGLE MEMBER FORCES 4111960 T 1= -1585 B 1- 1494 W i -291 I 2 -1370 8 2° 1041 14 2= 395 I 3= -1378 8 3- 1494 14 3- 395 1 4 -1545 14 4- -291 LEFT = . 235 RIGHT 735 BEA4ING AREA REQUIRED ISO. TN) JOINT I 4tH OF / 1.81 1fF / 1.73 SPF JOINT 5 1.111 OF / 1.01 HF / 1.73 SP - 21-00-00 11-00-00 5eo1e: 3/8 Ogr.rl Mote., unless aitheiawlse noted; Roof .8 010111o10 .od W,* b.fo.ou, 41, 6O8f-d-U6.ssr.ouo. OráI be adoof .1 __ 1. Design to support boo as shown. 2 the be Jes Ig ri cortorms o IISC-97 ActVel ! .07 IL) -W Wrb.8e b.Ro.oD,00be 10 rp.ofes ..b b1s01r9 be brelai.d 0Ro S1O0fl •.4. - ___3. 2'.O os. and of 120 o.e. resp.etonll,. 2*4impost 1ndtun or faler.l1rraan9 smtircd vete .Ppm i • DATE: 5/28/2002 • '' 005)90 0.0)0)1*3 tousles eteto be us.d In •noel lnstoUstirz, of CALS Is tire toopondirilitya • the resprclr/o sofltrectnr. be d0)I5ndeld prno$d.4Ly d.m of en8.t. nous. end ore or °dry onditton of use. sm no rrepnlI ion nod, w. 0e190 .emsrneo full bo.rIfl SC e6 nopporte shown. itiuirn or wed9. if Com uTrus1nConnotoe c. F,~r-13 DES. DY: 5 llobed S$nd0 b5Op9 re ., on,t,eIl.ltonlibed,rges4 n.ccnozy.7 Deoio amsono. sd.eM. drerisegn io provIded.e. Plates shaH be Ioctcoa on both iaess of boe. and planed so thøir cexfles SEQ.: 778426 ppl.d 0) 8. Cooçuouu. tue. .oneed red Nepanelbull for the Iir councid. wIth Cont.f lInes. S. Dlgets indicate ãe of plot. in inches. G. uNliRwi. besaw .hsort .ud beUIele. 5 wuesono. to. For bn dedgn .,oIue, at lire Conuprxtsu. i'I.8e tndlceied by iho prafta t lb. turlinliwo Ipso d.4w . 4rs12r 'C. see IC.O. 0. R.R. 4211. by SM Iwo. ttowbelbstn iollnd, Woof lsene. I4111-91. e nn of 11. The Crnputrus Net Section Plot. Isindicotef b lii. prefix .Ct4 this docigmalor 4191 iidicatto 18 go. rn.at.ruJ scemuf. All others a:. 0ga. ohMs .tlb.Aa StMly 0.Irp.810enene4.ed. - 3mipuTrus.inc FOR GABLE ENDS UNDER 6-6 IN HEIGHT MINIMUM GABLE STUD GRADE - 2*4 STANDARD GRADE HEM-FIR EngIneering Computer Systems END GABLE a2917 2) *VoEXP.3!31lO3 1*) 2*4 BRACE AT 16*-(r o.c. OR AT CENTERLINE. ATTACH WITH 164 OFC NAILS SHOWII IN U (2) 2*4 STUDS / STRUCTURAl. 4 _ TRUSSES MAX PTE UI II. II BRACING FOR GABLE END CUTOUT FOR 4x2 OUTLOOKER 1 (2) C-2.5x4.3 C-14.6 Typical II LH iF il IIk III W C-2.5x4.3 (SpI) 4 ARIE CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4*2 OUTLOOKER FILE NO: GABLE END DATE: 01101/98 .REF: 25-15 DES: SC SEQ: S151504 UBC-97 OFF STUD 1*4 ADD-ON. ATTACH OVER STUD WITH Ed NAILS AT 9 o.c 4*2 OUTLOOKER DETAILS r-"-1 STRUCTURAL TRUSS INC. C L CERTIFIED INSPECTION IN STRICT ACCORDA110E WITH U.B.C. 2321.3 PRFA8RIOATED LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL IS) FOP CHOfiDS: 4 OF 02 1- 8 BOTTOM CHORDS: 2K 4 OF #2 1-5 2i, 4 OF STAND 1-10 TC LATERAL SUPPORT <'- 120C. LION. BC LATERAL SUPPORT <- 120C. 0011. NOTE; 03 BRACING AT 24 D.C. FOR $ ALL FLAT TOP CH0JP1) AREAS NOT SHEAr1I). iIiIIw!IIl 11111111111111011111111 34- 0- 0 HIP SETBACK 8- 0- 0 FROM END WALL LOAD DURATION INCREASE - 125 + LOADING IC LINIF LU 32.0) DL1 14.01- 45.0 PLF 0. .0 10 0' ,0 VEflI 1C W4IF LL Do. 0+DLI 35.0)'- 116.0 PLF 0' -0'10 26 .0- VEI1T IC LJNIF LL( 32.D)+DLI 14.0)- 46.0 PIE 26 0° 10 34 .0° VEIU BC LINIF LL( .01+01.( 25.0)'- 25.0 P15 0' .0° TO 34 .8° VEIl! IC COliC LL( 288.711.I11-1 130.1- 429.3 LOS P 0 .0° IC CONC tI( 299.7e0L( 130.7)- 429.3 185 P26 .01 I 2 ) coep]ete trusses rectuiriti. Join together with 16cJ Box nails staggered at 12° cc trtrouqnout top cttords. 12° cc throughout bottom chords. 12° cc throughout webs. ANSI/UPI 2 MEMBER FORCES 4WRGD 1 1"- -6024 0 1'- 5058 if 1'- 382 Pt 8 -448 T 2- -6252 8 2- 7874 Ii 2- 950 4 7- 514 T a- -5950 0 3'- 0514 -2146 11 8- -2146 T 4- -8156 8 4- 7814 514 H 9- 968 1 5. -0156 8 5- 5658 W 5- -448 We 382 1 6'- -5960 1 7- -6262 1 8- -5024 LEFT = 2250 RIGHT = 2250 BEARING AREA REQUIRED jS0. IN) JOIN! 1 3.61 OF / 5.57 HF / 5.31 SPF JOINT 9 3.61 OF / 5.61 HF I 5.31 SPF C L STRUCTURAL TRUSS INC. CERTIFIED INSPECTION IN STRICT ACCORDANCE WITH U.B.C. 2321.3 PREFABRICATED 8-0000 .18-00-00 8-0O-0 12 C-67.7 : C-55.1Is) C-4x?./ J4. UO C-34 .3 C-3x4.3 C-1x2,6 C- 1x2.6 If) 30.7 C-3x7.1 0, 25° 0.25° C-3x7./ C-5x9,4(S) C-50.4 (S) Scale: 1/4° JOB IIMIE: STRUCTURAL - GILBERT Design coritorils to UBC-97 AnVer 1 00 (IL) - (4 21 _ . .ao- s .i ua...i- arts 2. 0ooIe jni.. tiS top and bottom dooido to be laterally braced at 2°-0 e.c, at 12'•O o.c. respectively. . W.mto. ii. ....ruiat..00000. DATE: 5/28/2002 a.Wbivii tons,violldhiM . 2a4 trnpact A" at lateral br~ w1irmovided vvhons shown t bo wed and p-Mad by e f oow,M.Ini. e4 it for dry cerltlan 01 Use, 8. 0c'inratioo full beebip all sbootori. Slim wedge if at supports or LJDUIUI1 LIB Inc. DES. BY: 11W Cpa e,00pooyt0000thte. ls400., 4at oo..edd .rk.d. 7. Elsalgn aeioo .doquet. drains 1. provided. 0. shall be located an both laces rat truce. and placed so their oeM*r - . U CCSISOJIIII ovoouae - . SEQ.: 780097 U b. ratio v '- - a. pjit r.sdoodes tooifr. dr.est trotresurto. . 10.1ev basIc doslg*v4uce at the Coceputrua Plate." by the itelilt I. fl d-3 basteed n* to V.. Vcecalton. oo W" d. r rare. by V.. leta. lot. tortlaut.br°be*a wood T,u..-., ,..r, . met, -11 °C, S.C. 0.0. IL IL. 4211. ........ 11. IIIO C putsus lieS Section Plate I. lisbcaCed by use pro tljc (7 . the t*d, 85. barS.h.dby ... 118) indicates 18 go. material It used, AU others are 20 go. U EXTENDED TOP CHORD SECTION HIP RAFTER ?x4 Vertical S S 1 1110111111111 FFMapufadu'6fn:ig urnPLWrua. Inc. 'Engineenng ' Computer Systems FRAMING DETAILS WHERE HIP TERMINATION. DIiIIIT DOES NOT MEET %AJTiJ fAkiliflli 'TCHSQ COMMON TRUSS RIDGE .1 rn,.iun.J roi ice-.. II = ,.UMMUI TRUSS =84 #3 AA #2 HIP GIRDER TRW EXTENDED END END JACK BOJI CHORDS11 SETBACK FROM liNDWALLAS SPECIFIED ON ENGINEERING EXTENDED END JACK TOP CHORD CHORD Alz #11 #3 04 COMMON TRUSS END JACK TRUSS INC. SETBACK FROM END WALL AS SPECIFIED ON ENGINEERING . ROANCE FILE NO: CALIF HIP DETAIL TRUSS 1 DATE: 01/01/98 •i 9qflf7 Sao Enginoeroing (at Delails .- REF: 25,15-1 DES: SC SEO: S.151508 .UBC-97 SHAPED BLOCK 04 j 4ROSS BLOCK R IP AFTER f lx LATERAL BRACING AS SECTION A-A SPECIFIED ON ENqiNRjq LUMBER SPECIFICATIONS SUE SPECIE GRACE PANEL (S) TOP CHORDS: 2x OF 12 1-0 BOTTOM CHORDS: 2x OF 12 1-4 WEBS: 2X OF sr*o 1-7 TC LAIERAL SUPPORT '- 12"OC. (JON. BC LAIE9AL SUPPORT <= 120C, (JON. TF lIs NC. t4 tStl S1OSP.cE TRUSS SPAN 34- .00 10*0 O(JRAIION INCREASE = 1.25 SPACED 24.0 B.C. 10*01MG IL( I6.0tIJL( 14.0) ON lOP CHORD 30.0 PSI DL ON BOTTOM CHORD 10.0 PSFi TOTAL LOAD 40.0 PSF N *5 PSF REDLJCTIU4 IAKEPI ON BOTTOM CHIWIO. AXIAL STRESS ONLY. API5t/(Pr SINGLE I4EMBEA FORCES 4WRGO 1 1- -2089 8 I- 2725 If 1- -341 I 2 -2589 B 2° 2253 N 2° 350 1 3- -1626 0 3- 2253 Id 3° -642 T 4r -1826 0 4 2126 N 4- 832 I 5° -2589 11 5- -542 I 6° -2809. II 6° 350 N/ -34) LEFT = 1190 RIGHT = 1190 BEARING AREA REQUIRED ISO. IN) JOINT 1 1.90 OF / 2.94 HF I 2.00 SPF JOINI 7 LOB 1W / 2.94 HF / 2.80 SPF Scale: 1/4 SIC naut. nra 00mw --------..- 20-00-00 34-00-OG 14-OO-UO WARNI4G& General Nob. unless, etherwi,. voted: 1. K.MG..anf Not- .n4 Warning. botor.osehoMMoe1te. 1. Ooaaj,o wppofl loads osshown. (l eSt (1 conlormo to LIBC-97 An Vet,: 1 07 IlL) -14 3. Ut4S 505 - d00ota0 hand be .d 44 oil Gan.nJ Nat.. sea W.rnIOIP balora wnseanan - b totally braced U 2. Deain bottom.s the top and bottom hard to O.C. and at 12-0 .c. rpet11an1y. . 00001,0000nd. be .-. -. A16t001 loran d00r0010 .od I. sery .nd br.noe. p.awananj 2*4 lnip.ct baad9inq 00 I3t4f br.anq recewd ilanwn + tratailotion .1 t,ussls lb. :osporllily .1 the ranpective cordle-tor DAlE 5/20/2002 6. osanorwo tasjanse are to be utod in a no oc01000ive ansioornoiot. / an.t N. 4(..d05 by ol wylMa e.ojaano sommes no noponMbry far woaok. odcs for dry 4hor at 6. 0509n ateamas full be.ssag at all orjrporlo shown. Sheitor w.d9. it e.oe3.aiy. LIS flC. DES BY: - S. No bed ahead ba .çfl.d to .oy anepanea anN .II brian.. . antopiM.. and On an Un,.05an*t an load. want. eset 7. 0en 50oulnan adequate drâiao to pi ovided. B. Hates be located both lacero twos, 11a. otioll an of and placed oo cantor SEt).: 778427 had. N. applied I. y .o.rponant. Oau.c000n or. an .setool o.now.d atanaman an erapanotauly forth. e. t' UMOcTat .eat100ti000 . noltROnSl00i M.dtan. h.n.a. dipmeol and beaon .0 eQwanlo. For basic dn values of the Coonpuniuo Plate. haat,d by the prefix 1. Thb dado Is fthod31or4s04Po to the So*stk.o an bun. d.aaa .t tOoTh see LC.H.O. R.R. 4211. by thu 1-. 'tat. bntdiut.ln'Sedng Wood 1-.HN5'. aapf at The Cor.ipjlnw Not b5c1)efl Plate I, indicated bY the prefix 'CM'. the . . . -.. . eaklo .51 5. fanabtaud by C.nutaan desigruuse 1161 Indicates 18 go. nn tonal is triad. All other; are 2090. m Iml ...l.JuIi!.I!kIjUftIu1 LUMBER SPECIFICATIONS TRUSS SPAN I9- :1.50 ANSI/YPI SINGLE HEI4OER FORCES 4WRGO LOAD DURATION INCREASE 1.25 1 1= -1343 8 1- 1267 ii 1- -371 SIZE SPECIE GRADE PAIfEL(S) 0 SPACED 4.D D.C. T 2= -1027 B 2- 758 N 2- 301 Tot' ChORDS: T 3- -236 8 3- 0 N 3- -650 2* 4 OF 12 1- 4 LOADING T 4- -235 N 4- -51 BOTION CRDS: LL ( 16.0) 411L 14.01 ON TOP CHORD - 30.0 PSF W 5' 564 2* 4 OF 12 1- 3 DL ON 0011DM CHORD 10.0 PSF8 6 -662 WEBS: TOTAL LOAD - 40.0 PSF* 2* 0 OF STAN!) 1- 6 MS t'sr 1IErNJC17ON tAKEN L'H LEFI - 677 RIGHT - 673 aorritw CHORD. AXIAL SHIESS ONLY. TG LATERAL SUPPORT <- 12CC. iGIN. . BEARING AREA REQUIRED 450. INT SC LATERAL SUPPORT <= 12CC, LION. JOINT I LOB OF / 1.67 If / 1.59 SPF JOINT 0 1.06 OF / 1.66 I-IF / SPF 1' è7-OO-OO 12 4.00 i' ------- 0 C- U4.3 4-3. C-.5x4.3 STRUCTURAL TRUSS INC. CERTIFIED INSPECTION '- IN STRICT ACCORDANCE WITH U.B.C. 2321.3 PREFABRICATED .5*4.3 C-2.5x1./ C-ix2.6 OR Scale: 114 -WARNUMS: Gorwiol Rota., otherwise noted: -- S unlaaa ,r.,d ,o N.C.d oy o. e.r .,,d .wk. b .eo.4 y .,o. tia .e 1. DIgn ippott bad. .flowii. fci t cuRIo rys to UGC-91 An VAr: 1 074 ILl -w 2- Deel9n almo, Itta lop and bottom chords to be latarahly braced 4 2'-o ac. and fit 12-0 o.a 1a4p0c*100IV. w,ro,.. o.,ar..aeoouaa.ce.. . Iaapr4n q brada - b. 4 e J. 2*4 Impact bedom or lateral bran nsil r umied what. •shown * + : DAlE: 5/28/2002 4. Albt.m.l Ma... , 4.km.nU a,dm ..t.nrarøV ma.l I. doston.41 and by dWw of ..m.i. .O'ada.e. Coapm*mo ..mr.mn no nopon.1Aty tam n.Um brad.0. wi4e for dry cor4,llon of uce. - 6. 0ea.n anrajorco VU! bearing cc all cupporta shown. Sham or wedge LI . m rua Ina. DES. y• G. Nabad .*a.mdd bptadta aaaponmta.i1I .ft bra and . ACd(V. . . . Ma rw4d.. and ala. tie. .baidd ewbad. wa.cerbam Dewgna. p4at I be to DR f0 artd placed On their center lines cld?ittc joint center &wcnarr. onisricOnma. ctaar..ta crowed SF13.: 778429 9. 44tUOIa. fla fld fl0 raa9m*i.Atay f.i Mb. 9 ize of p1mle In AblrMkar, ha.mmeng. d45ce.t and brrnlIM)on araneponanta. ID. For ban.c demlam v4ijem at the CurnpU!uo I'tat., irdicarad by ohs piclt* L nob 4a.bjo . iwnidral sob)..) ta the jakationa, an ratio. d.dpta .d Mmmdli by lb. leon loot. brottaile WtlmamAng Wand Tn..... uils.o' • , at stth __ Ii. k_&4.4 by otoepo ..co.qa.l. C. we LC.I10. R.A. 4211. Ji fl COm)4UIRi1 Net Section PInS, hi bOLC1I0d by the po.tQI CN, ...... -.. ...... 00 dcoigndmr 1161 ,c01ea 1890. material I. laced. AIrmthamo are 20 90. nd materialmo. I I 111111111111 Ingot LUMBER SPECIFICATIONS TRUSS SPAN 34- 00° ANSI/TPI SINGLE MEMBER roRcEs 4HR&B LOAD DURATION INCREASE .25 T 1- -3027 0 1- 2855 N •- -338 SIZE SPECIE CRADE PANEL(S) SPACE9 24.0° O.0 I 2= -2729 8 2. 2362 W 2= 338 TOP CHORDS: 1 3- -190 8 3- 2336 8 3. -671 X 4 OF #2 1- 6 1)AUIN6 . 1 4= -IOU B 4- 2009 N 4= 890 BOT TOM CHORDS: LL( 16.0) ,DL( I4.0 ON lOP CFIDI1O - 30.0 PSF IS- -2670 N 5= -641 2a 4 OF #1B1R i, 2 DL ON BOIOK CHORO - 10.0 PsFa . 1 6= -2971' N 6- 357 2x 4 11F 02 j• 4 TOTAl. LOAD 40.0 PSFI C 7 339 WEBS: . lb PSF REDUCTION TAKEN ON x 4 LW STAND 1- 7 BDTT1N CHUIIO. AXIAL SFUESS D41-Y. IEFI = 1235 11161ff = 1210 IC LATERAL SUPPORT <= 12°0C, LION. BC CONC I-IjUtz 75.0 LBS # 13 3.5 BEARING AREA PEOUTRED ISO. IN) BC LATERAL SUPPORT <= 120C. LION. JOINT I 1.98 OF 3.05 3-IF / 2,91 SPF JOINT 7 1.95 OF / 3.01 3-IF / 2.07 SPF 1400-00 34-00-00 Scale: 1/4° ..._B NAVE: G1LCERI - This tiesign orsudred lrom cwlputge IODUL Iv SE2uEtur3 musk Inc. W5R14I13S: Geetearall Nai.e orroless eUi.,.I*. noted: , 1. lIed C-eval .oadWl.J. b.t=t.acnb000tWoo. 1. Design to auppo,1 toeds as shown. Design conforms to UBC-97 AnVer: 2. Ba..no .00.Orottof .5.,otd I. .dof..d old o.ed N.t.-..4 b.fo.. oo,nnnd=n . 2. Design jetac the toe and bottoet cløu*s lobs IaftI0IIy t,2ac4 at 2-O cc. and at 12 'I) o.c. IeepeclIVcllt. . 3, otI5 '° 4. 4Pkteta) let.. nootb, K.nol. d brodol. .odi 'ety ped 254 knpacl b149 'q a' lateral b,aoow eq.dr.d wl.cr. ,]wO I • 11711 at of truss et the , ons8iitlty ci the a3pcLl nontraccol. DATE 5/20/2002 S. On aojrces rno, to, to bc ueed na ro lb eeto.Ioo cwIrcnwwt. n..j be and poviesed by Eedgiot .1 wpldoo, einict,va. 'd,y ard era to, n.roLton' at r,onopcolro. -- 0. resta-looffily In, "..h bracilhog. S. 0acin acno. tuft bcndng a, all et4ppofla shown. Shim or wedge it uTrus fm. (IE5 B? A-'L--,./ S.18 load thodd 5. 1ç5.d I. .5 oomp..0011 aid A. d beth -.1 K.0. °°'V - adequate1 hn,7l Io =da SEQ.: 778428 . a. &a..aca,, loo.cD id mu .opw4p los K. Plaolas shall 1b. nd placed no their ccflt.$ . 11411,411101"U. O6ul[65oS1eot heK.K.t hanna. 4*O1 lO4*otdOtlofl ell pn- 10, buclr dce14n value. oP dioCamptioines, plate, lrdicats,d by Uw protht 1. thU deign is Mobbed aodijet* Co the IITII&I1OID on Swm dodgri ad kqth ace LS. 8.11 4211. 5pm. Too. 181, lodhao Wood 'Too.... flS-51. %- .1 ii. TI Cu6lpJtrij'i Not Section Plot. is indicated by the prolix 'dr. the b511 will 6. rwrbbad os a; ce oo opue ai' docigrultol tI8iundaatuo 1891. nit.naI is used. AU oducos a,. 20 91. EAVE BLOCK WiTH 2-164 HAILS PARALLEL ONE END 2-164 NAILS TOENAILED OPPOSITE END. SPACER BLOCK WiTh 3-164 NAILS INTO TOP PLATES - FampuTrua. Inc. cturfng • Engineering Computer TRUSSES SPACED AS REQUIRED HAIL TRUSS TO SPACER BLOCK V41H 2-164 NAILS PARALLEL ONE SIDE. TOENAIL TRUSS TO TOP PLATE WITH 2-164 NAILS 3-16d NAILS OPPOSITE SIDE. IlIROUGH SPACER - BLOCK INTO ,f-•-+- A TOP PLATE --r--r-i-- )OUBLE TOP LATE N . 1 1- STUDS SPACED AS REQUIRED if 2-164 NAILS INTO TOEE4AIL'2. EAVE BLOCK WT0EA'? SECTION A-A ALTERNATE EXTERIOR WALL DETAIL FILE NO. BLOCKING DETAILS DATE: 01/01/98 REF; 25.15-1 DES: SC SEQ: 8151507 UBC-97 SEE NAILING REQUIREMENTS FOR SIMPSON 112.5 CONNECTOR. re1 STRUCTURAL TRUSS INC. J CERTIFIED INSPECTION Y IN STRICT ACCORDANCE WITH U.B.C. 2321.3 PREFABRICATED - 3rnpuTru8. fric. EngineerIng • Computer Systems TRUSS BOTTOM CHORD I 11111111111111. 1111111 11(11 11111 11111 IIII 11111 LIII LIII NONBEARING PARTITION PERPENDICULAR TO TRUSSES TRUSS BOTTOM CHOR TRUSS CLI P I I 'EQUAL WITH I I I -I Sd HAIL OR jj SECTION AT EQUAL. , - A *1 A 4 TRUSSES SPACED AS REQUIRED ®NAIL TRUSS TO 1' 1 BLOCK TO TRUSS 3-16d TYPICAL TRUSS AND ThUSSESAREERECThD PLATE A - BLOCK C) NAIL SPACER C) SET NEXT C) BACK NAIL AFTER TOE HAIL TO \' cli c4J FILE NO CONNECTION DETAILS PATE :01/01198 REF: 25-15-1 DES: SC t. SEq: S161506 UBC-97 r1 8TRUCTURAL TRUSS INC. L'Y k I CERTIFIED INSPECTION IN STRICT ICCORDAI4C WITH U-13.0.2321.3' PftrANIATD IOTION PROPERTIES DEFLECTION: 2*41. S. 3.043(18)' Ii S39(lN) K .0 FOR 01. < .51.1. *; $ • 7,43(1H)' I • 20,97(1W)' K a I FOR DL .5 II. hi; S 6 11-1410m), 1 a 41631(IN)' PEF • 1f240 PILE NO: MON. Ovarbanq Chad DATE: 0110119$ RIF; 26.1 DES; SC MAXIMUM ALLOWABLE OVERHANCIS FOR TRUSSES AND RA"ORS LOAD nURATION INCREASE 1.36 SPACING a 14 0.0'. .IVE LOAD (PSF) 20 20 Is T07AL LOAD —(P8F) 28 23 30 36 F1tKU ] MAXIMUM GVIRHANQ OEM e Kim go L U1i KIA 4 th 4N_wp a m _ ALUU U1 omm j1j.1 uA KAM - NI1.FpjL olum win KAAKAAKAL-A wax= NLXAKJLM ur "JaaLa z p J MLLN wp p - _____ LRi .H p KZLI1 LJU - ijmaja L 1!II aa - a" mum Emu —I- P ___ LL _fl1p P ITA *1 j Mstutictutft%g 4 EngIn.itng o Campu1, 6yiIm (X1 STRUCTURAL TRUSS INC. J CERTIFIED INSPECTION .Y IN STRICT ACCORDANCE WITH U.B.C. 2321.3 pftfifABRICATED 2* O'4RI4ARQ MIH.) O'lSIWO DESIGN CRITERIA I MOMENT: (W)L') 1 1.2$ (2)(FAR)S) P1P*OTIOI4: (J)(LL + X(DL))(L1 ) ~ DEF (24(I Imjiiiecriti., tue. CIVIL, GEOTECHNICAL. & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION CLIENT: GILBERT PROJECT: GIlL 1102 U DATE: 19 NOV. 2002 MR. GARY GILBERT 2325 Pio Pico Drive Carlsbad, CA. 92008 Attention: Mr. Gary Gilbert Mr. Robert Carlin Subject: Soil Update and Seismic Soil Factors for the lot located on 2323 Pio Pico Drive, Carlsbad, CA. (APN: 156-350-05) Reference (a): Preliminary Geotechnical Soils Investigation Report by B & B Engineering, Inc. dated 4 May 1999. Gentlemen: Pursuant to your request, we have completed our site inspection and our review of Reference (a) for the subject parcel. On November 5, 2002, a representative from our firm visited the site in order to evaluate the general surface soil conditions relative to the proposed construction. Based on our visual inspections and observations in the field, and our review of Referene (a), the following conclusions were derived: Other than minor vegetation and erosion, the general overall surface soil conditions do not appear to have changed significantly since the preparation of Reference (a). No geotechnical conditions were encountered which would preclude the development of the site. It is our opinion that the project site may support the proposed residential structure and that the conclusions and recommendations found in Reference (a) are considered still valid and in conformance with current City of Carlsbad codes. 0 1 r o q.11 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 • FA.*-760-945-4221 I?iigjitiecrtiiq, Inc. CIVIL, GEO TECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION SEISMICITY OF MAJOR FAULTS MAXIMUM CREDIBLE ESTIMATED FAULT DISTANCE MAGNITUDE(RICHTER) ACCELERATION(g) Rose Canyon 9 mi. 6.0 0.25 Elsmore 24 mi. 7.5 0.35 San Jacinto 47 mi. 7.8 0.17 San Andreas 71 mi. 8.3 0.12 The following information is presented relative to the subject site and Seismic Zone 4 per the U.B.C.: (z) Seismic zone factor = 0.4 Table 16 A-I (Na) Near-source factor = 1.0 Table 16 A-S (A) Seismic source type = A Table 16 A-U (Sd) Soil profile type = Sd Table 16 A-J (Ca) Seismic coefficient = 0.44 Na Table 16 A-Q (Cv) Seismic coefficient = 0.64 Nv Table 16 A-R (Nv) Near source factor = 1.0 Table 16 A-T Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. 2 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 9 760-945-3150 9 FAX: 760-945-4221 II' II Etigjitieeritigj, Inc. CIVIL, GEO TECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION The Soil Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, 3('• 'R GE 127 I Exp.12/31/05 I t4' ole", 10;-r0—eCC rthur C. Beard RCE RGE Chief Engineer S 3 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 • FAX: 760-945-4221 (f iI& II Iiigjitieeriiigj, inc. \ FOUNDATION CIVIL: GEOTECHNICAL. & QUALITY ENGINEERING ON DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION CLIENT: TALLMAN PROJECT: TAL 598 B DATE: 4 MAY 1999 MR. JEFF TALLMAN 2946 State Street, Suite 6 Carlsbad, CA. 92008 Subject: Preliminary Geotechnical Soils Investigation for the proposed Residential Construction located on Pio Pico Drive, Carlsbad, CA. (APN: 156-350-04 & 05) Dear Mr. Tallman: Pursuant to your request, a Preliminary Geotechnical Soils 3 Investigation was performed at the subject site. The purpose of (3 the Investigation was to determine the general engineering characteristics of the soils on and underlying the site and to provide specific recommendations for the design parameters for foundations and retaining structures, slab-on-grade floors and site earthwork. The proposed development consists of the construction of a single/two story, wood framed, stucco type residential house on each lot. SITE CONDITIONS The subject site is located approximately 0.2 miles east of the San Diego Freeway (1-5) on the west side of Pio Pico Drive, in the City of Carlsbad. The site topography consists of two gently sloping lots, falling at approximately 5% to the west. These lots appear to be in their natural state with some minor grasses and shrubs on the 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX 760-945-4221 (71 lI'lI Etigjiiieeritig, inc. CIVIL. CEO TECHNICAL. & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION surface. All surface vegetation, shrubs, and any other organic materials shall be removed from the construction area prior to grading. FIELD AND LABORATORY TESTING On June 27, 1998, a field investigation was performed at the subject site. This investigation consisted of the excavation of one test pit dug with a backhoe. The location of this test hole is shown on the Plot Plan, Enclosure (1) and the detailed soil log of the Test Pit is presented on Enclosure (2). As the test pit was advanced, the soils were visually classified by the Field Engineer. Undisturbed and bulk samples, as well as in-place density tests, were obtained at various depths representative of the different soils horizons. All samples were returned to our laboratory for detailed testing. Results of the in-place compaction tests, the Maximum Dry Density Test values for the various soils sampled and the Expansion Potential Test results are presented on Enclosure (3). These materials were also tested for Shearing Strength, Enclosure (4). Shear tests were made with a direct shear machine of the strain control type in which the rate of strain is 0.05 inches per minute. The machine is so designed that tests may be performed ensuring a minimum of disturbance from the field conditions. Saturated, remolded specimens were subjected to shear under various normal loads. Expansion tests were performed on typical specimens of natural soils. These tests were performed in accordance with the procedures outlined in U.B.C. Standard 29-2. -2- 1611-A SO. MELROSE DRIVE 4285, VISTA, CA 92083 • 760-945-3150 • FAX 760-945-4221 ('TT It'II Libriiigj, \Y CIVIL. CEO TECHNICAL, 8 QUALITY ENGINEERING F OUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION SOIL CONDITIONS As indicated by our Test Pit Logs, Enclosure (2), the site is underlain with approximately 24 inches of topsoil material consisting of dry, loose, silty sand with some roots. Underlying the topsoil materials is an undetermined depth of Terrace Deposit soils consisting of damp, dense to very dense, silty sands/sandy silts. The depth of our test pit was 5 feet below the surface into a very dense, cemented material. GEOLOGICAL HAZARDS The geologic hazards at the site are earthquake effects generated by fault movements. These effects include ground shaking, seismic settlement, differential compaction of loose soils, and ground lurching. The distance from the nearest major active fault (Rose Canyon Fault) decreases the risk from these hazards at this site. No faults have been identified within the site. SLOPE STABILITY The site surface materials consist of sandy clays that are relatively loose in their dry state. These materials as well as the underlying silty sands are susceptible to erosion. Drainage control is essential to maintain the stability of any planned slopes or slope areas. LIQUEFACTION POTENTIAL Liquefaction analysis of the soils underlying the site was based on the consideration of various factors which include the -3- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221 ('TIT' ItII E111#11milly, inc. \ CIVIL. GEO TECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING ,...., .' CONSTRUCTION MANAGEMENT & INSPECTION water level, soil type gradation, relative density, intensity of ground shaking and duration of shaking. Liquefaction potential has been found to be the greatest where the ground water level is shallow and loose fine sands occur within a depth of 50 feet or less. These conditions are not present within the site area and liquefaction is not considered a potential hazard at the site. CONCLUSIONS AND RECOMMENDATIONS Based on field data and our laboratory tests results, the following Conclusions and Recommendations are presented and are to be utilized in conjunction with the Grading and Building Plans: All grading shall be performed in accordance with the applicable recommended grading specifications contained in this report and the City of Carlsbad Grading Ordinance. On the basis of our investigation, development of the site as proposed is considered feasible from a soils engineering standpoint provided that the recommendations stated herein are incorporated in the design of foundation systems and are implemented in the field. Site preparation should begin with the removal of the surface vegetation and any trash, debris, and other deleterious matter. These materials, as well as vegetative matter, are not suitable for use in structural fills and should be exported from the site. Also, any subsurface structures such as cesspools, wells, or abandoned pipelines, which are uncovered during the grading operation, shall be removed or backfilled in accordance with the requirements of the City of Carlsbad. -4- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX 760-945-4221 Etqjiiieeriiig, inc. \ CIVIL. GEOTECHNICAL, & QUALITY ENGINEERING 'FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING ,.• .' CONSTRUCTION MANAGEMENT & INSPECTION All on-site earth materials are considered suitable for the support of the proposed structures. However, prior to construction or placing fill materials, the loose topsoil materials shall be removed to a depth where firm, hard native soils are encountered. Only minor grading is anticipated in order to process the loose surface topsoils. These soils shall be removed to a depth of 36 inches, the bottom of the excavation shall be ripped, watered, and recompacted, and the native soils shall be recompacted to the design pad grade. All structural fill shall be compacted to at least 90% of maximum dry density at 2% over optimum moisture content as determined in accordance with ASTM Test Procedure D 1557-91 or equivalent. Site drainage should be dispersed by non-erodible devices in a manner to preclude concentrated runoff over graded and natural areas in accordance with the City of Carlsbad requirements. All grading and/or foundation plans shall be reviewed by the Soil Engineer. FOUNDATIONS It is anticipated that the proposed structure for this project shall be supported by conventional isolated and/or continuous footings founded on firm native soils. The recommended allowable bearing value is 1450 psf and may be used for footings founded in the native materials. This value is for dead plus live loads and may be increased by one-third (1/3) for seismic and wind loads where allowed by code. This design bearing value is in accordance with the Uniform Building Code and was calculated based- on Terzaghis' Formula. -5- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221 Q IIII Iiigjiiieeriiigj, inc. y CIVIL. GEO TECHNICAL. & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION In general, the native surface soils and underlying Terrace Deposit soils were found to have a moderate expansive potential according to our Expansion Index Test results. Foundations shall be sized and constructed in accordance with the Structural Engineer's design, based on the above bearing value, the lateral load parameters as outlined in the latter part of this report, the expected live and dead loads, and the projected wind and seismic loads. FOUNDATIONS It is recommended that the continuous perimeter foundations and concrete slabs for a light weight wood-framed structure shall be reinforced in accordance with the following minimum designs: a. For slab-on-grade floors: it is recommended that the continuous perimeter foundations for a single story structure shall extend a minimum depth of 18 inches and a minimum width of 12 inches into the compacted fill material as measured from the lowest adjacent grade. For a two story structure, the foundations shall be24 inches deep and 15 inches wide. b. The continuous perimeter foundations shall be reinforced with a minimum of four No. 4 steel bars; two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. As an alternative to the No. 4 steel rebars, one No. 5 steel rebar top and bottom may be used. c. All interior concrete slabs shall be a minimum of four inches in thickness and reinforced with a minimum of No. 3 rebar at 18 inches on center both ways placed in the center of the slab. The bars shall be bent downward into the perimeter footings to a S 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221 CIVIL. GEOTECIINICAL, & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION depth of .3 inches from the bottom at 18 inches on center. In order to minimize vapor transmission, an impermeable membrane (ie: visqueen) shall be placed over 2 inches of clean, poorly graded, coarse sand, decomposed granite, or crushed rock. The membrane shall be covered with 2 inches of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall have a minimum compressive strength of 2500 psi unless otherwise stated on the Building Plans. If imported soil materials are used during grading to bring the building pad to the design elevations, or if variations of soils or building locations are encountered, foundation and slab designs shall be reevaluated by our firm upon the completion of the rough grading operation. Footings located on or adjacent to the top of slopes shall be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet between the bottom edge of the footing and the face of the slope. LATERAL LOAD PARAMETERS The lateral load parameters to be used in the design of the foundations, retaining and restraining walls founded in the fill soils are derived from the angle of friction, .8 (160 ), and the Cohesion C= 600 psf, obtained from the direct shear tests from Test Pit #1 at a depth of 2 to 3 feet using the following formulas: Active Pressure Coefficient, Ka 1-sin M = 0.57 1+sin 0 Passive Pressure Coefficient, Kp = 1/Ka = 1.76 At Rest Pressure Coefficient, Ko = 1-sin .0 = 0.72 -7- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221 ffidt Liigjiiieeriiigj, inc. \4 CIVIL. GEOTECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION The equivalent fluid pressures are obtained by the formulas: Active Pressure: z Ka X = 0.57 x 122.0 = 70 pcf Passive Pressure: z Kp = 1.76 x 122.0 = 215 pcf Pressure at Rest: z Ko 6 0.72 x 122.0 88 pcf Applicable where soil wet density (122.0 pcf), Z = 16°, and z : (depth and width of footing) = 1.0'. A coefficient of friction of 0.35 may be used for design of concrete on the native soils. RETAINING WALLS An equivalent fluid pressure of thirty (30) pounds per cubic foot may be used for design of retaining walls. This figure is based on a drained condition and use of level granular backfill. If the existing native soils are used as backfill, the equivalent fluid pressure will be 70 pounds per cubic foot. For 1.5:1 (horizontal to vertical) sloping backfill, an active pressure equivalent to that exerted by a fluid weighing 90 pcf should be assumed. BACKFILL If excavations are made by sloping or over-cutting, it will be necessary to place backfill behind the retaining walls after completion of the structure. Backfill soil should be granular in nature and free of organic matter and debris. All backfill should be placed after inspection has been made of the bottom of the excavation and the installation of the -8- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX 760-945-4221 (fIIII Etigjiiieeritigj, inc. \ CIVIL. GEO TECHNICAL. & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING ,.. '.' CONSTRUCTION MANAGEMENT & INSPECTION subdrain behind the wall. Form lumber and other debris shall not be permitted at the base of the backfill. All backfill should be compacted to 90% of the Laboratory Standard. In some areas where the walls approach the excavated embankment, it may prove economical to place gravel rather than soil for backfill. LIMITATIONS AND UNIFORMITY OF CONDITIONS The analysis and recommendations submitted in this Report are based in part upon the data obtained from the test pit excavations performed on the site and our experience and judgement. The nature and extent of variations between the test pits may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this Report. Findings of the Report are valid as of this date; however, changes in conditions of a property can occur with passage of time whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design or locations of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and conclusions of this Report modified or verified In writing. -9- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX 760-945-4221 "iT' III Iiigji,i.,ñtig,, \ CIVIL. GEOTECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION This Report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are called to the attention of the Architect and Engineer for the project and incorporated into the plans and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The Soil Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties either expressed or implied are made as to the professional advice provided under the terms of this agreement, and included in the Report. It is recommended that the Soil Engineer be provided the opportunity for a general review of the final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. (If the Soil Engineer is not accorded the privilege of making this recommended review, he can assume no responsibility for misinterpretation of his recommendations). B & B Engineering, Inc. appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact our office. C. RGEi7 cc Exp. 12/31/01 PD Sincerely, Irthur Beard RCE RQE RGE -10- 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221 p2/72' 5C1316 APPROXIMATE LOCATION OF FIELD EXPLORATORY TEST PIT PLOT PLAN LOCATION: P)O P)CO PtJVE OWNER: P1(2 IEP F 4 CIVIL, GEOTECHNICAL, 8 DUALITY ENGINEERS C4I21_34I7 , STRUCTURAL ENGINEERING • LANO SURVEYING PERCOLA nON & SOIL TESTING A.P.N. : /56 - , •CONSTRUCTIONMANAGEMENT&INSPECTION PROJECT: r4.528 e. DATE: ,%T4 9 P.MU- (1 ' S Ip , Ip ip&tp is, giIeering inc \: CIVIL, GEOTECHNICAL, & QUALITY ENGINEERS '•STRUCTURAL ENGINEERING • LAND SURVEYING PERCOLATION & SOIL TESTING CONSTRUCTION MANAGEMENT& INSPECTION ¶AV'AiJ T4 L. 59S-., MAL1 1999 LOG OF TEST PITS EXCAVATED 7,79 Bckhoe JP IO PIT DIMENSIONS IN FEET W L /9' D ' TP-1 SURFACE ELEVATION IN FEET DATUM Mean Sea Level GEOLOGICAL ENGINEERING TEST DATA CLASSIFICATION j'- CLASSIFICATION AND D DESCRIPTION w DESCRIPTION RC - -. _L.g__ uST e2OJti .Si1.cPyJO(97) 5 1 - DAM P1 PEJS - PoTTcY'I OF TEST Pi 5' - I0 . PIT DIMENSIONS IN FEET W L D SURFACE ELEVATION IN FEET (T 114dhilgivecripy" inc. '.. ' -CIVIL, GEO TECHNICAL,&QUALITY ENGINEERS STRUCTURAL ENGINEERING • LAND SURVEYING PERCOLATION & SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION LI ENT: TL-AJ PIT: TL 593 D1t: \999 Test No. Test Date Test Location Test El/Depth Soil Type Dry Density, pcf Moisture, S Relative Compaction Retest No. Field Maximum. Field Opt. /5474 TP-) 24 .4 laz ZZ.O 5,0 13,1 9213 TP-) O' A II(.3 jzz-.o a's r:,.I 9,7 COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MOISTURE% MAXIMUM DRY DENSITY (pcf) 4 RU5T -ñ,tZOI)JtJ iLN 5JO LS1 I2CO EXPANSION POTENTIAL E P JJiOI IA) OE$ S 1 - 20 = Very Low 21 - 50 = Low 7-,677it0i'i 7P-/ --___ 51 - 90 = Moderate 91 —130 = High 131 -above=Critical EXPANSION AND COMPACTION TEST DATA ENCLOSURE (3) 2000 LL 1600' = I- Cr 1200 <800 400 0 0 400 800 1200 1600 '2000 NORMAL LOAD (PSF) (iT fix, ltl?i,gineering, !iic. : Cl/IL, GEOTECHNICAL, & QUALITY ENGINEERS STRUCTURAL ENGINEERING • LAND SURVEYING PERCOLATION & SOIL TESTING CONSTRUCTION MANAGEMENT INSPECTION SHEARiNG STRENGTH TEST SOIL TYPE BORING NO. DEPTH' MOISTURE COHESION ANGLE OF (BN) (ft) (%) 0 ,(PSF). FRICTION (0) X P-/ 1 2 9/ THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT - -' HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL Gaen Freeman Assistant Superintendent Rucin Servces tarsba1 JnW c!coI District 801 rin;: i:ua r1c't1, (inI 92(i, . TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER - AI471f%fl o C Cily of Carlsbad kk -111F0 Building Department :J:4JI2L9f,T4JM IRM PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: cR eL-2c1 P(O P, (I- A.P.N. - - Project Applicant (Owner Name(s): Project Description: .3 ,ry77_. zI q& P-*,e, I 73 ØL BUILDING TYPE: ReidentiaI: Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU. Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Fee Flopr Area Date:'C2_1 I City Certification of applicant's information: \f\.4 euisbad Unified School District San Marcos Unified School District 801 Pine Ave. 215 Mata Way San Marcos, CA 92069 (290-2649). Encinitas Union School District, San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration (Owner) certifies under penalty of perjury that (1) the information pr id d above is corre and true to the best of the Owner's knowledge, and that the Owner will file an amended certification payment and p the additional fee if Owner requests an increase in the number of dwelling units or square footage afte the building pe is issued or if the initial determination of units or square footage is found to be incorrect, and that (2 th Owner is the o r/ d veloper of the above described project(s), or that the person executing this declaration is auth ized to sign .b wn r. / Signature/ Date: CHOOL DISThICT SCHOOL FEE CERTIFICATION I (To be completed by the school district(s)) 1635 Faraday Avenue .Carlsbad, CA 92008-7314 • (760) 602-2700. FAX (760) 602-8560 TITLE 24 ENERGY COMPLIANCE REPORT FOR: Gilbert Residence Carlsbad Climate Zone 07 PREPARED FOR: BC Drafting Plans for Gilbert Residence have been reviewed. The following Title 24 energy report demonstrates compliance with California's Title 24 energy code for new residential projects. Mark Gallant, CEPE /77? PREPARED BY: HAYNAL & COMPANY INC. 508 W Mission Ste 201 Escondido, CA 92025 760-743-5408 July 23, 2002 AB970 CODE, Micropas 6.01 C20-LIC#649028 / CB022578 2323 PlO PICO DR CBAD GILBERT RES 3072SF SF0 480SF GARAGE 128 SF COVERED PORCH ' ••-•-•••• -• RESDNTL SF0 3 - , Lot#: GILBERT LIVING TRUST 08-02-85 \+4,1,+7 - 4 -'- ' / ' / 2//.S72r.__ BUILDING 5 CY -''7 PLANNING ENGINEERING FIRE APPRJFORM Jz_ '. _______ HEALThDEPT 1 HAZ MAT / AIR QUAL ______________ OTHER SEWER DISTR _____ BLDG GRADING LETTER t TO 7/(c , , ' APPLICANT APPLICANT • ___________________ PLAN CORR ENGCORR SCHOOLIFORM CFD FORM L2-o-a--- P E & M WORKSHEET BLflG FEES COMPLETE q -03 own- . • to