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Home My WebLink About1713 CATALPA RD; ; CB993326; Permit08/31/2000 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB993326 Building Inspection Request Line (760) 602-2725 1713 CATALPA RD CBAD RESDNTL 2155121300 $84,18200 27 0 0 Sub Type Lot# Construction Type Reference # Structure Type Bathrooms RAD 0 VN RAD 2ND STRY ADDITION 859 SF Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# Plan Check# ISSUED 09/08/1999 JM 11/08/1999 08/31/2000 Applicant HAEGER RICHARD C 135 LIVERPOOL DR CARDIFF BY THE SEA CA 92007 760-753-0060 Owner SCHULBERG SETH&SCHULBERG.CECiy/ 1713CATALPARD '^ ^'^^ CARLSBAD CA 92009 ?15-48 Total Fees $1,03671 Total Payments To Date $321 23 Balance Due $71548 Building Permit Add'l Building Permit Fee Plan Check Add1) Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $555 63 Meter Size $0 00 Add'l Reel Water Con Fee $361 16 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $8 42 PFF $000 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 LFMZ Transportation Fee $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee Housing InLieu Fee $0 00 Master Drainage Fee $0 00 Sewer Fee TOTAL PERMIT FEES $000 $000 SO 00 $000 $000 $000 $000 $000 $000 $000 $000 $000 $6300 $2000 $2850 $000 $000 $000 $000 $1,03671 Inspector FINAL APPROVAL 2Date Clearance NOTICE Please take NOTICE that approval of your project includes Hie' Imposition11 of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow (he 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 attach, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you jaye previously been given a NOTICE jimilar to this, or_as to which the statute of limitations has previously otnerwise_expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr, Carlsbad CA 92009 (760)438-1161 -1 "PROJECT INFORMATION " '" \ , ' FOR OFFICE USE ON PLAN CHECK/NO EST VAL Plan Ck Deposit Validated By . J IMC, GY/ 08/ 99 000.1 01 02 C-PRHT 321-23 Address (include Bldg/Suite #}Business Name (at this add1 Legal Description Lot No Unit No Phase No Total # of units Assessor's Parcel #Existing Use Proposed Use Description of Work 2 ' CONf ACTpERSON (if dlffereni from applicant SQ FT #of Stones # of Bedrooms # of Bathrooms Name s3,™ APPLICANT ' CD Contractor^ ' Address IQ Agent for Contractor ^ Q Owner, State/Zip Telephone #Fax. # Address Telephone # City State/Zip elephone # (Sec 703"1 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 Any violation qf_Section 7031 5_by any applicant for a permit subjects the applicanttoa civil penalty of not more than five hundred dollars Name "- "^./Q State License # /£/ 7^ / / Address ^_^ License Class f~j "~ / City State/Zip . -Telephone # City Business License t i'^D^JJj^l/ -^TA / / / / ' "" Designer Name State^License j? __,_ . '^il^^l^^MlNSitio'ifr , ' ' Address City State/Zip Telephone Workers-Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of thjiwork for which this permit is issued |yT 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 '(THIS SECTION NEED NOT BE'COMPLETED IF THE PERMIT IS FOR ONE HUNDRED"DOLLARS 15100] OR LESS) n 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 tg^sejSJre workers Ciwrrfenjatiop^-c^erage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thpusand.dotlars (§*d5^0),m-a^WttiOTji>^tTO^^^omPerisation, damages as provided for in Section 3706 of tJj&Labor code, interesjUajid attorney s fees ( DATE DECLARATION . . _ I hereby affirm that I am exempt from the Contractor's License Law for the following reason Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for safe (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) [J I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code Ths 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 i Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but 1 have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NO~N-R£SIDENTIAl BUILDING P.ERMITS ONLY , , _L, , , " , , ! '!,,,,, I < Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 C] YES l~1 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT la' CONSTRUCTION'LENDJNG AGENCY ,"', '. ^~_ ' „ „ _" " i "'", "r , ,'(( '"'>." • ><_ , ~, • • 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 . U~l .ApPLICANTjCERTJFICATION 71" ""„"." . , ."" . " " T ™ "~ " I "„ "" - . ' 1 „ • , • ' . », , n I „"'!„ , ' ', .-"L". I certify that 1 have read the application and state that the above information is correct and that the information on the plans is accurate 1 agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commaflced wiihm 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the worJt^ccinme/cen for a period of 180 days (Section 10644 Uniform Building Code) ^' . / j*\ I s~~T+*. . ^^^ • DATE gg S^/^T.APPLICANT'S SIGNATURE YELLOW Applicant PINK Finance Inspection List Permit* CB993326 Type RESDNTL RAD Date Inspection Item 01/11/2002 89 09/12/2001 89 04/04/2001 17 04/02/2001 16 03/16/2001 14 03/16/2001 18 02/21/2001 18 02/07/2001 17 01/30/2001 14 01/30/2001 15 01/30/2001 16 01/30/2001 24 01/30/2001 34 01/30/2001 44 01/29/2001 84 01/25/2001 84 01/25/2001 89 01/24/2001 24 01/24/2001 34 01/24/2001 44 01/23/2001 15 01/22/2001 13 01/18/2001 13 12/21/2000 17 10/19/2000 12 10/12/2000 12 10/12/2000 17 10/11/2000 13 10/06/2000 13 10/03/2000 81 09/22/2000 1 1 09/22/2000 21 09/21/2000 11 09/20/2000 11 Final Combo Final Combo Interior Lath/Drywall Insulation Frame/Steel/Bolting A/Veld in Exterior Lath/Drywall Exterior Lath/Drywall Interior Lath/Drywall Fra me/Steel/ Bo Iting/Weldin Roof/Re roof Insulation Rough/To pout Rough Electric Rough/Ducts/Dampers Rough Combo Rough Combo Final Combo Rough/To pout Rough Electric Rough/Ducts/Dampers Roof/Reroof Shear Panels/HD's Shear Panels/HD's Interior Lath/Drywall Steel/Bond Beam Steel/Bond Beam Interior Lath/Drywall Shear Panels/HD's Shear Panels/HD's Underground Combo Ftg/Foundation/Piers Underground/Under Floor Ftg/Foundation/Piers Ftg/Foundation/Piers Inspector Act PD PD SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR SR GG SR SR SR SR SR SR SR SR SR CO CO AP AP AP AP CO PA CO AP AP AP AP AP CO CO we NR NR NR CO PA CO NR AP NR NR AP AP NR AP AP NR CA RAD 2ND STRY ADDITION 859 SF Comments HANDRAILS SEE NOTICE ATTACHED INSIDE GARAGE AT GARAGE FRAME REVISIONS ATTACHED NO INSPECTIONS UNTIL FRAME CORRECTIONS ARE COMPLETE UPSTAIRS APPROVED/ DOWNSTAIRS OK STILL NEED PAPER WORK ON CHANGES ( LIST ON JOB ) LIST OF CORRECTIONS ON THE JOB SITE NO SUPER TO WALK JOB WITH ND TO VARIFY ROOF NAIL(ROOF ALREADY COVERED) SHEAR WALL REVISIONS ATTACHED NEED PAPER WORK ON SHEAR PANEL CHANGES, THE REST IS OK NO SUPER TO WALK JOB WITH AT GARAGE INTERIOR SHEAR PANELS ONLY INTERIOR SHEAR ONLY PHD5 INSTALLED SPECIAL INSP NOTES & FTG CHANGES ATTACHED Wednesday, February 20, 2002 Page 1 of 1 UNSCHEDULED BUILDING INSPECTION DATE ~ <- INSPECTO PERMIT# H 332k PLAN CHECK# JOB ADDRESS /7/5 LA^A L-P $ DESCRIPTION CODE DESCRIPTION ACT COMMENTS Wynn Engineering me 27525 Valley Center Road #B Vafley Center, Calif 92082 760-749-8722 SPECIAL INSPECTION REPORT FORM Contractor / Builder Date Type of work being performed Retrofit epoxy holdown anchors The Simpson SET epoxy anchoring system used ICBO # ER 5279. The anchor bolts were embedded to the required depth I/ The hole was adequately cleaned out for all dust and drilled concrete^; The epoxy was properly mixed and looked gray after mixing^ The drilled holes were completely filled with epoxy The contractor followed all the manufacturer's installation requirements t/ Additional notes and comments I have observed the work while it was being done The observed work conforms to the; drawings and specifications and was done with adequate David Zerrak, P W' tf City of Carlsbad Bldg Inspection Request For 09/12/2001 Permit# CB993326 Title RAD 2ND STRY ADDITION 859 SF Description Inspector Assignment SR Type RESDNTL Sub Type RAD Job Address 1713 CATALPA RD Suite Lot 0 Location APPLICANT HAEGER RICHARD Owner SCHULBERG SETH&CECILIA Remarks Phone 7605055640 Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By SETH Entered By CHRISTINE Act Comments Associated PCRs Inspection History Date Description Act Insp 04/04/2001 17 Interior Lath/Drywall AP SR 04/02/2001 16 Insulation AP SR 03/16/2001 14Frame/Steel/Boltmg/Weldmg AP SR 03/16/2001 18 Exterior Lath/Drywall AP SR 02/21/2001 18Extenor Lath/Drywall CO SR 02/07/2001 17 Interior Lath/Drywall PA SR 01/30/2001 14Frame/Steel/Bolting/Weldmg CO SR 01/30/2001 15 Roof/Reroof AP SR 01/30/2001 16 Insulation AP SR 01/30/2001 24 Rough/Topout AP SR 01/30/2001 34 Rough Electric AP SR 01/30/2001 44 Rough/Ducts/Dampers AP SR 01/29/2001 84 Rough Combo CO SR 01/25/2001 84 Rough Combo CO SR 01/25/2001 89 Final Combo WC SR 01/24/2001 24 Rough/Topout NR SR Comments INSIDE GARAGE AT GARAGE FRAME REVISIONS ATTACHED NO INSPECTIONS UNTIL FRAME CORRECTIONS ARE COMPLETE UPSTAIRS APPROVED/ DOWNSTAIRS OK STILL NEED PAPER WORK ON CHANGES ( LIST ON JOB ) LIST OF CORRECTIONS ON THE JOB SITE NO SUPER TO WALK JOB WITH NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE : j-fl-OlDATE / ~ t ^ - U f TIME. LOCATION n/3 PERMIT-NO < 4 A FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE'? LJ YES FOR FURTER INFORMATION, CONTACT L0&2 ' 2- ~7O & _ PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER ® City of Carlsbad Bldg Inspection Request For 01/30/2001 Permit# CB993326 Title RAD 2ND STRY ADDITION 859 SF Description Inspector Assignment SR 1713 CATALPARD Lot 0 Type RESDNTL Sub Type RAD Job Address Suite Location APPLICANT HAEGER RICHARD Owner SCHULBERG SETH&CECILIA Remarks AM PLEASE Phone 00000000000 Inspector Total Time 24 34 44 J_b_ Requested By N/A Entered By ROBIN CD Description Act Comments 14 Frame/Steel/BoltmgAA/eldmg ^0 W>Rough/Topout Rough Electric Rough/Ducts/Dampers ftP Associated PCRs Inspection History Date Description 01/25/2001 84 Rough Combo 01/25/2001 89 Final Combo 01/24/2001 24 Rough/Topout 01/24/2001 34 Rough Electric 01/24/2001 44 Rough/Ducts/Dampers 01/23/2001 15 Roof/Reroof 01/22/2001 01/18/2001 12/21/2000 10/19/2000 10/12/2000 10/12/2000 10/11/2000 10/06/2000 10/03/2000 13 Shear Panels/HD's 13 Shear Panels/HD's 17 Interior Lath/Drywall 12 Steel/Bond Beam 12 Steel/Bond Beam 17 Interior Lath/Drywall 13 Shear Panels/HD's 13 Shear Panels/HD's 81 Underground Combo Act CO we NR NR NR CO PA CO NR AP NR NR AP AP NR Insp SR SR SR SR SR SR SR SR GG SR SR SR SR SR SR Comments NO SUPER TO WALK JOB WITH ND TO VARIFY ROOF NAIL(ROOF ALREADY COVERED) SHEAR WALL REVISIONS ATTACHED NEED PAPER WORK ON SHEAR PANEL CHANGES, THE REST IS OK NO SUPER TO WALK JOB WITH AT GARAGE INTERIOR SHEAR PANELS ONLY INTERIOR SHEAR ONLY PHD5 INSTALLED Ray Co Construction, General Contractor, License No. 617549 2604 El Camino Real ffi-331 Caralsbad, Co. 92008 Tel No. 619-966-0363 Fax 619-722-7106 1 3001 To whom it may concern I Frank Ray inspected the roof sheeting nailing on the existing & new addition of the 1713 Catalapa rd remodel permit # cb993326 the nailing is per plan & specs of city approved plans. ction City of Carlsbad Bldg Inspection Request For 01/23/2001 Permit# CB993326 Title RAD 2ND STRY ADDITION 859 SF Description Inspector Assignment SR 1713 CATALPARD Lot Type RESDNTL Sub Type RAD Job Address Suite Location APPLICANT HAEGER RICHARD Owner SCHULBERG SETH&CECILIA Remarks Phone 0000000000 Inspector Total Time Requested By NA Entered By CHRISTINE CD Description 15 Roof/Reroof Act Comments CO wodk- Associated PCRs Inspection History Description Act Insp CommentsDate 01/18/2001 13 Shear Panels/HD's 12/21/2000 17 Interior Lath/Drywall 10/19/2000 12 Steel/Bond Beam 10/12/2000 12 Steel/Bond Beam 10/12/2000 17 Interior Lath/Drywall 10/11/2000 13 Shear Panels/HD's 10/06/2000 13 Shear Panels/HD's 10/03/2000 81 Underground Combo 09/22/2000 11 Ftg/Foundati on/Piers 09/22/2000 21 Underground/Under Floor 09/21/2000 11 Ftg/Foundation/Piers CO SR NO SUPER TO WALK JOB WITH NR GG AP SR AT GARAGE NR SR NR SR AP SR INTERIOR SHEAR PANELS ONLY AP SR INTERIOR SHEAR ONLY PHD5 INSTALLED NR SR AP SR SPECIAL INSP NOTES & FTG CHANGES ATTACHED AP SR NR SR Carlsbad 99-3326 09/22/99 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION. 17r3? Crt&uPi PLAN CHECK NUMBER: *[<^- g>^36» OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above EnaineerVArchrtects Seal y Signe 1 List of work requiring special inspection G Soils Compliance Prior to Foundation Inspection G Field W< D Structural Concrete Over 2500 PSI Q High Sti G Prestressed Concrete Q"Expansion/Epoxy Anchors G Structural Masonry G Sprayed-On Fireproofmg G Designer Specified G Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above. A. B C 3 Duties of the special inspectors for the work listed above. A. _ B. Special inspectors shall check in with the City and present their credentials for approval prior jg beginning work on the job site Wynn Engineering me 27525 Valley Center Road #B VaUey Center, Calrf 92082 760-749-8722 SPECIAL INSPECTION EPORT FORM Contractor /Builder Protect Type of work being performed Retrofit epoxy holdown anchors. The Simpson SET epoxy anchoring system used ICBO # ER 5279. The anchor bolts were embedded to the required depth. The hole was adequately cleaned out for all dust and drilled concrete The epoxy was properly mixed and looked gray after mixing The drilled holes were completely filled with epoxy_ The contractor followed all the manufacturer's installation requirements^ Additional notes and comments. I have observed the work The observed work was done with adcquatejyorknpmsnip NNAM SS 0006/51/68 EsGil Corporation In 'Partnership with government for 'Bu.itdmg Safety DATE November 4, 1999 a APRXANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 99-3326 SET II PROJECT ADDRESS 1713 Catalpa Rd. PROJECT NAME Schulberg Residence Addition XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted fora complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to X 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 ft/ XI REMARKS — By Bill Elizarraras Enclosures Esgil Corporation D GA n MB D EJ Q PC 10/28/99 tmsmfldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 i EsGil Corporation In Vartnerjfiip ivitfi (government for DATE 09/22/99 JURISDICTION Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO 99-3326 SET I PROJECT ADDRESS 1713 Catalpa Rd. PROJECT NAME Schulberg Residence Add'n The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI 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 XI The applicant's copy of the check list has been sent to Richard Haeger 135 Liverpool Dr "C", Cardiff, Ca 92007 Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgtl Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Bill Elizarraras Enclosures Esgil Corporationn GA n MB n EJ n PC 09/10/99 9320 Chesapeake Dnve, Suite 208 + San Diego California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Carlsbad 99-3326 09/22/99 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 99-3326 JURISDICTION Carlsbad PROJECT ADDRESS 1713 Catalpa Rd. FLOOR AREA 859 sf Dwelling Add'n STORIES 2 HEIGHT REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED 09/22/99 DATE PLANS RECEIVED BY ESGIL CORPORATION 09/10/99 PLAN REVIEWER Bill Elizarraras FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with Title 24 and the following model codes 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e , plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 99-3326 09/22/99 • PLANS 1 The following note should be given with each correction list Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 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) 3 Provide a statement on the Title Sheet of the plans stating that this project shall comply with Title 24 and the 1997 UBC, UMC and UPC and the 1996 NEC. 4 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below Section 106 3 2 • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED? REMARKS • EPOXY ANCHORS PER ICBO @ HD'S 5 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form Carlsbad 99-3326 09/22/99 • FIRE PROTECTION 6 Show locations of smoke detectors a) Inside each existing bedroom b) Centrally located in corridor or area giving access to sleeping rooms NOTE Detectors shall sound an alarm audible in ajl sleeping areas of the unit Section 3109 1 7 When the valuation of a room addition or repair exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided per the above, except that smoke detectors added at existing construction need only be battery powered Section 310 9 1 2 • GENERAL RESIDENTIAL REQUIREMENTS 8 Sleeping rooms shall have a window or exterior door for emergency escape Sill height shall not exceed 44" above the floor Windows must have an openable area of at least 5 7 square feet with the minimum openable width 20" and the minimum openable height 24" The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools Section 3104 Show window size at Mst Bedroom • STAIRWAYS AND RAILINGS 9 Handrails (Section 1006 9) a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail Section 10069 10 The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction Section 1003 339 • ROOFING 11 Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skyhght(s), per Section 10633 a) Manufacturer's name b) Model name/number c) ICBO approval number, or equal Carlsbad 99-3326 09/22/99 12 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters) The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents) Show area required and area provided Section 1505 3 • GARAGE 13 Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling Section 302 4 • FOUNDATION REQUIREMENTS 14 Show size, embedment and location of hold down anchors on foundation plan Section 10633 15 Note on plan that hold down anchors must be tied in place prior to foundation inspection Section 108 5 2 • FRAMING 16 Show stud size and spacing Maximum allowable stud heights Bearing wall 2x4 and 2x6 max 10', Non-bearing 2x4 max 14', 2x6 max 20' Table 23-lV-B Design all others exceeding these limitations 17 Detail all connections for existing rafters and ceiling joist to new addition framing 18 is existing roof structure conventionally framed or trussed? If convention provide collar ties and if trussed provide calculations and details for cutting trusses 19 Drift calculations must be per section 1630 10 1 of 1997 UBC 20 In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity Table 23-11-1-1, footnote 3 • MECHANICAL (UNIFORM MECHANICAL CODE) 21 Note that passageway to the attic furnace shall be unobstructed not less than 30" high and 30" wide and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic Section 307 3 2, UMC Carlsbad 99-3326 09/22/99 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 22 Note on the plans that receptacle outlet locations will comply with NEC Art 210-52(a) 23 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) • ENERGY CONSERVATION 24 How is R-30 insulation being installed in 2x6-rafter combination when a 9 25" cavity is required for full application value? 25 All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-IR Show insulation requirements at cross section • MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans • Have changes been made to the plans not resulting from this correction list? Please indicate Yes G No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bill Elizarraras at Esgil Corporation Thank you Carlsbad 99-3326 O9/22/99 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION PLAN CHECK NUMBER. OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer's.'Arctirtec 5 seal S Signature Here Signed 1. List of work requiring special inspection Q Soils Compliance Prior to Foundation Inspection Q Field Welding n Structural Concrete Over 2500 PS1 O High Strength Bolting Q Prestressed Concrete Q Expansion/Epoxy Anchors O Structural Masonry Q Sprayed-On Fireproofing O Designer Specified O Other 2 Name(s) of individual(s) or firm(s) responsible for the special inspections listed above* A B C. 3 Duties of the special inspectors for the work listed above A B C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job su& Carlsbad 99-3326 O9/22/99 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Bill Elizarraras BUILDING ADDRESS 1713 Catalpa Rd. BUILDING OCCUPANCY R3/U1 PLAN CHECK NO 99-3326 DATE 09/22/99 TYPE OF CONSTRUCTION VN BUILDING PORTION Dwelling Add'n Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft2) 859 sqft VALUATION MULTIPLIER * Per City Estimate VALUE ($) 84,18200 T 84,18200 n 1994 UBC Building Permit Fee D Bldg Permit Fee by ordinance $ 55545 Q 1994 UBC Plan Check Fee D Plan Check Fee by ordinance $ 361 04 Type of Review [X] Complete Review Q Structural Only I I Hourly D Repetitive Fee Applicable D Other Esgil Plan Review Fee $ 288 83 Comments Permit = 70% of 94 UBC EsGil Fee = 52% of Permit Sheet 1 of 1 macvalue doc 5196 City of Carlsbad Engineering Department BUILDING PLANCHECK CHECKLIST DATE ffl)/^L| f<te BUILDING ADDRESS I It 1> PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER ^fi.A-0 AVS"- ( 10£^ j PLANCHECK NO . ~ ( ^ EST r*D £*}£? *2 *2 "~\ f^o / i ,j<^sy^\f"\ 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 [A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see the attached report of deficiencies marked with D Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review By By By Date Date Date By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date MENTS U D D Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittaf Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT CONTACT PERSON Name JOANNE JUCHNIEWICZ City of Carlsbad Address 2075 Las Palmas Dr, Carlsbad, CA 92009 Phone (619) 438-1161, ext 4510 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract A-4 , CA 92OO9-^576 • (760) 438-1161 • FAX (76O) BUILDING PLANCHECK CHECKLIST jRD/ SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements 2 Show on site plan D Property Lines E Easements F Right-of-Way Width & Adjacent Streets G Driveway widths A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE Q Q Q 4a Project does not comply with the following Engineering Conditions of approval for Project No Q Q Q 4b All conditions are in compliance Date H \WORD\DOCS\CHKlST\Buikling Plancfieck Cklst BPQ001 Form JJ doc BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ , pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz x 11" plat map and submit with a title report All easement documents must be approved and signed by 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 Q Q 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18 40 040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date Q Q Q 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $ so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows H \WORD\DQCS\CHKLST\ButWing Plancheck Cklsl BP0001 Form JJ doc BUILDING PLANCHECK CHECKLIST I st/ ondV Q Q Q 6c Enclosed please find your Future Improvement Agreement Please return agreement signed and notarized to the Engineering Department Future Improvement Agreement completed by Date Q Q a 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code Q Q Q 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) Q Q Q 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 Q 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required } Q 7d No Grading Permit required G 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS Q Q Q 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tiemg into public storm dram, sewer and water utilities Right-of-Way permit required for BUILDING PLANCHECK CHECKLIST H VWORD\DOCS\CHKLST\Buiiding Plancheck Cklst BP0001 Form JJ floe •isW ond^ ord/v ^jSK Q Q 9 A SEWER PERMIT is required concurrent with the building permit issuance The " fee is noted in the fees section on the following page Q Q 10 INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 153, for assistance Industrial Waste permit accepted by Date Q Q 11 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first 12 Q Required fees are attached Of No fees required Q Q 13 Additional Comments: H VWQRD\DOCS\CHKLST\Building Plancrteck Cklst BROOCH Form JJ Ooc v PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB •PPlanner j APN 2 Address /~7 / 3 Phone (619) 438-1161, extension - Oo Type of Project & Use: Zoning ^"~ * CFD Circle One General Plan: _Date of participation. Net Project Density _ Faciltties Management Zone DU/AC Remaining net dev acres (For non-residential development: Type of land used created by this permit: ) Legend:X Item Complete Item Incomplete - Needs your action y^Environmental Review Required: YES NO /^ TYPE DATE OF COMPLETION: Compliance with conditions of approval' If not, state conditions which require action (Conditions of Approval: VDiscretionary Action Required: YES NO /y, TYPE "TAPPROVAL/RESO. NO PROJECT NO DATE OTHER RELATED CASES' Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval" ___ Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES NO CA Coastal Commission Authority7 YES _ NO If California Coastal Commission Authority Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725, (619) 521-8036 Determine status {Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed7 If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # YES NO Follow-Up Actions: 1} Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed. tnclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CBff, tooloar. Screens Housing Fees, Construct Housing Y/N Enter Fee UPDATE1 Site Plan: : 1 Provide a fully dimensional srte plan drawn to scale. Show North arrow, property imes, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2 Provide legal description of property and assessor's parcel number Zoning: 1 Setbacks. Front: Interior Side: Street Side: Rear. Required Required Required Required 2 Accessory structure setbacks: Front- Required Interior Side* Requirej Street Side ^—-—Re~quired Rear ^^^~^~^ Required itfture separation. Required 3 Lot Coverage. 4 Height LRequired — Required to1 12,' f Shown Shown Shown Shown Shown Shown Shown Shown Shown 5 Parking. Spaces Required Guest Spaces Required Additional Comments _^_ Shown Shown 3K TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE Mar--13-Ol 16:21 RICHARD HAEGER DESIGN 76O 753 OO6O P.O1 RICHARD H A = G ~ R ASSOCIATES DATE. -71 4 G r\j E SUITE iQO. CAPDiPF BY •760-7 S 3-O Q 6 O 33007 76O 753 OO60 P . O2Mar--13-O1 16:21 RICHARD HAEGER DESIGN Mav-13-01 16:22 RICHARD HAEGER DESIGN J6O 753 __pOSO P-O3 16:22 RICHARD HAEGER DESIGN 76O 753 OOGO P.O4 M1QM £ID FL./® May-13-Ol 16:22 RICHARD HAEGER DESIGN 7GO 753 OO6O P. 05 Nfov-29-OO 1 1 : 25 RICHARD HAEGtK F31OMARD H A = G = P3 ASSOCIATES / I WAlCN ^v v«/ A -7V >c to ^/^/T*^- A\/e SU»TE 100. CAPJOI^F B^ "7 G 0 -7 5 3-OQ6 O TME SEA. CA ssoa-7 Oi \ \!\ T Nov-29-OO fe£$^s> 1 ~\-> J -&}1 ^. -*}% \1, — h?»«. | g|l ±~ \ -^^%-V o 1 \ =:^ \ ^ i fik> ^T^H o "fek-i-fr-r-n -r\ Hs PI. 'iLEi— t _~^=±= 4= — . ti 'i t ^- F1 5 - JI * C-t *3 •\I s ^* 7*^"^ 5 c^ -^TPv, 5> S3 s*^f 3. f- LS> ^ JF 0 U qp-- -n-i ft v> S1 T$>\ ^H n k£a:;w*-'-,- MOV-29-OO r ^OV-29-OO 11:27 RICHARD BERG RESIDENCE ADDITION 3ATALPA ROAD, CARLSBAD, CALIFORNIA Nov-29-00 11:27 RICHARDSSU^^-Tjrr ^^T?JW?76O 753 0060HAEGER DESIGN^?F'p^ 'r"^ - "' ' ''',-?'/"^'"^^^^^^^ ''vr" Job: 99028- Date: 10/1999 Calcs by:_c_Sun_ Sheet 1 of32. Structural Calculations Schulberg Residence Addition DELTA ENGINEERING Consulting Structural Engineers 135 Liverpool Dr Suite D Cardiff, CA 92007 Tele (760)942-8649 Fax (760)942-6189 _o ELTAENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr Suite D Cardiff CA 92007Tele (760)942-8649Fax (760)942-6189 Project SCHULBERG RES. ADDITION By T.K. Date 06/99 Sht No -Z- Of Subject Job No 99028 LOADING: ROOF LIGHT WEIGHT CAL SHAKES 6 0 PSF 5/8" PLYWOOD 2 0 PSF 2X8 @ 12" 0 C 3 OPSF MECHANICAL & MISC 2 5 PSF INSULATION i 0 PSF DRYWALL 2 5 PSF DROPPED BEAMS 2 0 PSF D L - 19 0 PSF LL=160PSF FLOOR 3/4" PLYWOOD 2 3 PSF TJI/PRO 550X 16" DEEP @ 16" 0 C 4 0 PSF MECHANICAL & MISC 2 7 PSF INSULATION 10 PSF DRYWALL 2 0 PSF DL = 12 OPSF L L = 40 0 PSF EXTERIOR WOOD WALLS 2X4 STUDS (ffi 16" O C 16 0 PSF INTERIOR WOOD WALLS 2X4STUDS@16"OC SEISMIC -8 0 PSF ZONE 4 WIND SPEED 70 MPH Woodworks® Sizer SM- SOFTWARE FOR WOOD DESIGN ROOF JOIST wbc Woodworks® Sizer 97d June 10,1999 11:47:20 COMPANY DELTA ENGINEERING 135 - D LIVERPOOL DR. I CARDIFF CA 92007 | TEL: 760-942-8649 FAX 760-942-61891 | PROJECT I SCHULBERG RESIDENCE ADDITION DESIGN CHECK - NDS-1997 RoofJoist DESIGN DATA material Lumber-soft @ 16 0 [in] spacing lateral support- Top= Full Bottom= §Supports total length. 11 50 [ft] repetitive factor applied where permitted (refer to online help) Load Combinations ICBO-UBC INPUT LOADS ( force=lbs, pressure=psf , udl=plf , location=ft ) »Self -weight automatically included« Load | Type | Distribution ] Magnitude | Location I Pattern | | I Start End | Start End I Load ----- 1 -------- 1 -------------- 1 ----------------- 1 ----------------- 1 -------- 1 Dead Full Area 17 (16.0)* No 2 Constr Full Area 16 (16.0)* No ^Tributary Width (in) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) | 1.5 4 0 ft | ^^__ I _ ___ ^ __ , __ _„ ____ I ____ — -^^-,__,fc_ _ — __ — __ • ___________ Dead | 66 217 Live | 57 188 Total | 123 405 B. Length | 1.0 1 0 __________ ^ _____ _____ ________ . ____ __ __ . __ . __ . __________ . __ ——- _____ =========== ##l*#########ff#lf «**#####*####################*#######*##*##*#####*#**##***DESIGN SECTION D Fir-L, No 2, 2x6 @ 1.960 plf This section PASSES the design code check. (f ##!# (f *### If ##f#*#lfff ############§####** !####*» ###*#####*#*#######*########* SECTION vs DESIGN CODE (stress=psi, def lection=in) Criterion I Analysis Value | Design Value | Analysis/ Design I Shear fv @d = 36 FV = 119 fv/Fv' = 0 31 Bending( + ) fb = 263 Fb' = 1682 fb/Fb' = 0 16 Bending(-) fb = 583 Fb' = 1593 fb/Fb' = 0 37 Live Defl'n 0_ 05=<L/999 0 40 = L/120 0 12 Total Defl'n C^cTlT"^ L735m 0 53 = L/90 0 24 (a^-^aiitJ-L&weir^span governs deflection) FACTORS F CD CM Ct CL CF CV Cfu Cr LCff Fb'+= 900 1 25 1 00 1 00 1 000 1 30 1 000 1 00 1.15 2 Fb'-= 900 1 25 1 00 1 00 0 947 1 30 1 000 1 00 1.15 2 Fv1 = 95 1.25 1 00 1 00 (CH = 1 000) 2 Fcp'= 625 1 00 1 00 E' = 16 million 1 00 1 00 2 ADDITIONAL DATA Bending(-f) LCS 2 = D+C, M = 165 Ibs-ft Bending(-) LCff 2 = D+C, M = 368 Ibs-ft Shear . LCff 2 = D+C, V = 221, V9d = 200 Ibs Deflection LC# 2 = D+C Total Deflection = 1 50 ( Def ln_dead ) + Defln_Live (D=dead L=live S=snow W=wind I=impact C=const ruction) (All LC's are listed in the Analysis output) _ _ -- a '\ / _ ,/ \ =( J T t ' b J / > , } # ft — * \* •=:. £/ 3 & W ""'hui fti j ,. 1 4 ^ C- DESIGN NOTES Please verify that the default deflection limits are appropriate for your application Continuous or Cantilevered Beams NDS Clause 4255 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. u SM- Woodworks® Sizer SOFTWARE FOR WOOD DESIGN ROOF4X10.wbc (g> £ -£ Woodworks® Sizer 97d June 10,1999 11 52.22 COMPANYjPROJECT DELTA ENGINEERING | SCHULBERG RESIDENCE ADDITION 135 - D LIVERPOOL DR | CARDIFF CA 92007 | TEL- 760-942-8649 FAX 760-942-61891 DESIGN CHECK~NDS-1997 RoofJoiSt DESIGN DATA material Lumber-soft @ 24 0 [in] spacing lateral support Top= Full Bottom= @Supports total length 14 50 [ft] Load Combinations ICBO-UBC ti INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Se If-weight automatically included« Load | Type I Distribution | Magnitude | Location I Pattern ^ -f I I I Start End | Start End | Load ft R.i i i i i I \ *— I | I 1 1 ( 1 Dead Full UDL 55 No 2 Constr Full UDL 52 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) o . I 75 7 0 ft ^ 2810 Dead Live Total B Length I I [ 30 \ 25 I 55 ! 1 0 " 879 729 1608 1 0 DESIGN SECTION D Fir-L, No. 2, 4x10 8 7 690 plf This section PASSES the design code check SECTION vs DESIGN CODE (stress=psi, def lection=in) Criterion | Analysis Value | Design Value | Analysis/Design Shear Bending (+) Bending (-) Live Def 1 'n Total Defl'n fv @d = fb = fb - 0 15 - 0 41 = j 33 2 676 L/569 L/202 Fv' = Fb1 = Fb1 = 0 70 = 0 93 = i - 119 972 1331 L/120 L/90 fv/Fv' = fb/Fb1 = fb/Fb1 = 0 28 0 00 0 51 0 21 0 44 (a cantilever span governs deflection) FACTORS F CD CM Ct CL CF CV Cfu Cr LCff Fb' Fb1 Fv' Fcp E' += -= = ' = = 900 900 95 625 1 6 0 1 1 90 25 25 million I I 1 1 1 00 00 00 00 00 1 1111 00 1.000 00 0.986 00 00 00 1.20 1 000 1 20 1 000 (CH = 1 00 1 00 1 00 1 00 1 000) 1 2 2 - 2 ADDITIONAL DATA Bending( + ) LCft 1 = D only, M = 7 Ibs-ft Bending(-) LC# 2 = D+C, M - 2810 Ibs-ft Shear LCff 2 = D+C, V = 805, V@d = 716 Ibs Deflection- LCff 2 = D+C Total Deflection = 1 50 (Def ln_dead) + Defln__Live (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 Continuous or Cantilevered Beams. NDS Clause 4255 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 441 5 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN RIDGE BEAM wbc Woodworks® Sizer 97d June 10,1999 12 01 58 COMPANY | DELTA ENGINEERING I 135 - D LIVERPOOL DR I CARDIFF CA 92007 | TEL 760-942-8649 FAX: 760-942-61891 PROJECT DESIGN CHECK - NDS-1997 Beam DESIGN DATA material PSL total length 24 00 [ft] Load Combinations ICBO-UBC =========================================================================== ,, INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) 3s= »Se If-weight automatically included« *-=========_==================================== . Load t Type j Distribution I Magnitude | Location I Pattern ~ I | I Start End [ Start End I Load W 1 | I I I 1 Dead Partial UDL 200 200 00 0 00 24 00 No 2 Constr Partial UDL 147 147.00 0 00 24.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 24.0 ft | =====:— — t"" . I ____.. . I Dead \ 2767 2767 (- Live | 1764 1764 ' Total I 4531 4531 B Length | 1.0 10 #*Hff#ft#<t#HHH*#**ll*#ff0mfft DESIGN SECTION 2 OE, 2900Fb, 7x14 @30 625 plf This section PASSES the design code check. ########*####*###*###########«###############*#########**#*##########*##### SECTION vs DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion | Analysis Value | Design Value | Analysis/Design I | 1 | | Shear V §d = 4091 Vr = 23275 V/Vr = 0 18 Bending(+) M = 27189 Mr - 67905 M/Mr = 0 40 Live Defl'n 0 34 = L/340 0 80 = L/360 0 43 Total Defl'n 1.15 = L/250 1 60 = L/180 0 72 FACTORS F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1 00 1 00 1 000 0.98 1 000 1 00 1 00 2 Fv' = 285 1 25 1 00 1 00 (CH = 1 000) 2 Fcp'= 750 1 00 1 00 E' = 20 million 1 00 1 00 2 ADDITIONAL DATA Bending(+) LC# 2 = D+C, M = 27189 Ibs-ft Shear LC# 2 = D+C, V = 4531, V@d = 4091 Ibs Deflection LC# 2 = D+C EI=3201 33 million Ib-in2 Total Deflection = 1 50 (Defln_dead) + Defln_Live (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer ' = 45-31 > i Woodworks® Sizer SOFTWARE FOR WOOD DESIGN 2-RIDGE BEAM wbc Woodworks® Sizer 97d June 10,1399 11.5534 COMPANY I DELTA ENGINEERING I 135 - D LIVERPOOL DR I CARDIFF CA 92007 I TEL 760-942-8649 FAX: 760-942-61891 PROJECT DESIGN CHECK - NDS-199? Beam DESIGN DATA material PSL total length. 11 50 [ft] Load Combinations- ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Sel f-weight automatically included« Load 1 2 1 Type 1 Dead Constr I Distribution 1 1 1 1 — 1 Partial UDL Partial UDL Magnitude Start End 200 200 00 147 147 00 I Location I Start End 0 00 10 00 0 00 10 00 I Pattern I Load No No 3ZZT MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, lengthen) I 65 5 0 ft 6-5' Dead | 502 1850 Live | 339 1131 Total | 841 2981 B.Length | 10 1.0 DESIGN SECTION 2 OE, 2900Fb, 7x14 @30 625 plf This section PASSES the design code check SECTION vs DESIGN CODE ;force=lbs, moment=lbs-ft, deflection=in) ft ^ 2-1*1 *•- Criterion | Analysis Value I Design Value j Analysis/Design | I Shear Bending (+) Bending (-) Live Defl Total Defl 1 | ~ V 8d = 1173 Vr = 23275 V/Vr = 0 05 M = 940 Mr = 67905 M/Mr = 0 01 M = 2508 Mr = 67905 M/Mr = 0 04 'n 0 00 = <L/999 0 33 = L/180 0 00 'n 0.01 - <L/999 0 67 = L/90 0 01 (a cantilever span governs deflection) =• .01 FACTORS CD CM Ct CL CF CV Cfu Cr Fb'+= Fb'-= Fv' = Fcp' = E1 - 2900 2900 285 750 2 0 1 25 1 25 1 25 million 1 00 1.00 1.00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 000 1 000 0 0 98 98 1.000 1 000 (CH 1 00 1 00 = 1 000) 1 00 1 00 2 2 ' 2 - 2 ADDITIONAL DATA Bendingf+) LC# 2 = D+C, M = 940 Ibs-ft Bending(-) LC# 2 = D+C, M = 2508 Ibs-ft Shear LCI 2 = D+C, V - 1613, V@d = 1173 Ibs Deflection LC# 2 = D+C £1=3201 33 million Ib-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES Please verify that the default deflection limits are appropriate for your application SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer Woodworks® Sizer SOFTWARE FOR WOOD DESIGN ROOF HEADER #1 wbc Woodworks® Sizer 97d June 10,1999 10 38 46 COMPANY I DELTA ENGINEERING I 135 - D LIVERPOOL DR I CARDIFF CA 92007 I TEL 760-942-8649 FAX 760-942-61891 PROJECT DESIGN CHECK - NDS-1997 Beam DESIGN DATA material Timber-soft lateral support Top= Full total length 13 50 [ft] Load Combinations ICBO-UBC Bottorn= @ Supports £i INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft; »Self-weight automatically included« Load 1 1 1 2 Type — _ Dead Constr Distribution Full Full UDL UDL Magnitude 1 Location I Pattern Start End 1 Start End | Load i ___— _ __ i —_.*_—.- .— 120 140 No No MAXIMUM REACTIONS and BEARING LENGTHS | 80 5 5 ft (force=lbs, length=in! Dead Live Total B Length 285 295 580 1 0 1538 1595 3133 1 0 DESIGN SECTION D Fir-L, No 1, 6x12 @15 023 plf This section PASSES the design code check ft ~ 3)35 SECTION vs DESIGN Criterion 1 Shear Bending (+) Bending [-] Live Defl'n Total Defl'n CODE Analysis fv 0 0 (a (stress=psi, deflection=in) Value Design Value I Analysis/ Design | @d = 32 FV = 106 fv/Fv1 = fb =61 Fb1 = 1687 fb/Fb1 = fb = 412 Fb1 = 1680 fb/Fb1 = 05 = <L/999 0 37 = L/180 12 = L/568 0 73 = L/90 cantilever span governs deflection) 0 0 0 0 0 30 04 25 13 16 FACTORS CD CM Ct CL CF CV Cfu Cr LCff Fb'+= Fb'-= Fv' = Ecp' = E1 = 1350 1350 85 625 1 6 1 25 1 25 1 25 million 1.00 1 00 1 00 1 00 1 00 1 1 1 1 1 00 1 000 00 0 995 00 00 00 1 1 00 00 1 000 1 000 (CH = 1 00 1 00 1 000) 1 00 1 00 2 2 2 - 2 ADDITIONAL DATA Bending(+) Bending{-) Shear Deflection LCff 2 = D+C, M = 612 Ibs-ft LCS 2 = D+C, M = 4160 Ibs-ft LCff 2 = D+C, V = 1620, V@d = 1356 Ibs LCfi 2 = D+C Total Deflection = 1 50(Defln_dead) + Defln_Live (D=dead L=live S=snow W=wind I=irnpact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES Please verify that the default deflection limits are appropriate for your application Continuous or Cantilevered Beams NDS Clause 4255 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 441 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN ROOF HEADERS 2 wbc Woodworks® Sizer 97d June 10,1999 10 29'32 COMPANY DELTA ENGINEERING 135 - D LIVERPOOL DR CARDIFF CA 92007 TEL- 760-942-8649 FAX PROJECT 760-942-6189: DESIGN CHECK - NDS-1997 Beam DESIGN DATA material Timber-soft lateral support Top= Full total length 13 50 [ft] Load Combinations ICBO-UBC Bottom= SSupports INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load 1 2 3 4 I Type | 1 1 Dead Constr. Dead Constr Distribution I 1 Trapezoidal Trapezoidal Partial UDL Partial UDL Magnitude I Start 162 170 111 130 End | 238. 250 111 130 00 00 00 00 Location Start 0 0 9 9 00 00 00 00 1 End | 9 9 12. 12. 00 00 00 00 Pattern Load No No No Yes r— -— ~ 1 *• — '"" ^ "^" T ^> /^ " ' 1 !_.-_ J\ F -f k <R- -f S-z—x MAXIMUM REACTIONS and BEARING LENGTHS ! force=lbs, length=in) B 1 I Dead 1 Live ] Total ] Length ] - 838 885 1723 1 0 90 45 - 1498 1460 2958 1 0 ft WF DESIGN SECTION D Fir-L, No 1, 6x12 915 023 plf This section PASSES the design code check SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion Shear Bending(+) Bending (-) Live Defl'n Total Defl'n Analysis Value | fv 0. 0. @d = fb = fb = 05 = 09 = 40 393 122 <L/995 L/587 Design Fv' = Fb' = Fb' = 0 30 - 0 60 = Value 106 1687 1686 L/180 L/90 Analysis/Design 1 fv/Fv' = fb/Fb' = fb/Fb' = 0.38 0 23 0 07 0 15 0 15 (a cantilever span governs deflection) FACTORS CD CM Ct CL CF cv Cfu Cr LC# Fb'+= Fb'-= Fv' = Fcp' = E * = 1350 1350 85 625 1 6 1.25 1 25 1.25 million 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1.000 0 999 1 1 00 00 1 000 1 000 (CH = 1 00 1 00 1 000) 1 00 1 00 3 2 2 - 3 ADDITIONAL DATA Bending(+). LC# 3 = D+C (pattern C_), M = 3974 Ibs-ft Bending(-) LC# 2 = D+C, M = 1237 Ibs-ft Shear LC# 2 = D+C, V = 2167, v@d = 1694 Ibs Deflection LCfi 3 = D+C (pattern C_) Total Deflection = 1 50(Defln_dead) -V Defln_Live (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES Please verify that the default deflection limits are appropriate for your application Continuous or Cantilevered Beams NDS Clause 4255 requires that normal grading provisions be extended to the middle 2/3 of Woodworks® Sizer SOFTWARE FOR WOOD DESIGN ROOF HEADER #3.wbc Woodworks® Sizer 97d June 10,1999 15:22.24 COMPANY | DELTA ENGINEERING I 135 - D LIVERPOOL DR I CARDIFF CA 92007 I TEL 760-942-8649 FAX 760-942-61891 PROJECT DESIGN CHECK - NDS-1997 Beam DESIGN DATA. material Timber-soft lateral support- Top= Full Bottom= @Supports total length 19 50 [ft] Load Combinations ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load | Type I Distribution I Magnitude | Location j Pattern | | I Start End | Start End | Load I I I I 1 1 Dead Partial UDL 152 152 00 0 00 18 00 No 2 Constr Partial UDL 128 128.00 0 00 18 00 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) [ 8-5 65 4 5 ft j rt A ^ 1 Dead j 586 1411 1033 Live ] 447 1095 e 762 P Total | 1033n^ 2506 n^ 1795*2 B Length | 10 10 10 |MI####ll###*#«####**#####INI###*#ff ###***###*##*###*«##*##*########*###** DESIGN SECTION: D-Fir-L, No 1, 6x12 615.023 plf This section PASSES the design code check #*tf*fHW#HH#HHHm#HHHH##mH**#MMMH*m#mWm*MH#H SECTION vs DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design i I I | [ Shear fv gd =28 Fv1 = 106 fv/FV = 0 27 Bending(+) fb = 179 Fb' ^ 1687 fb/Fb' = 0.11 Bending(-) fb = 186 Fb' *= 1684 fb/Fb1 = 0 11 Live Defl'n O.Ol = <L/999 0 28 = L/360 0.03 Total Defl'n 0 02 = <L/999 0.57 = L/180 0.04 FACTORS F CD CM Ct CL CF CV Cfu Cr LCff Fb'+= 1350 1 25 1 00 1 00 1 000 1 00 1 000 1 00 1 00 2 Fb'-= 1350 1.25 1 00 1 00 0 998 1 00 1 000 1-00 1 00 2 Fv' = 85 1 25 1 00 1 00 <CH = 1.000) 2 Fcp'= 625 1 00 1 00 E' = 16 million 1 00 1 00 2^ ADDITIONAL DATA Bending{ + ) LCff 2 = D+C, M = 1808 Ibs-ft Bending(-)- LCff 2 = D+C, M = 1879 Ibs-ft Shear : LCff 2 = D+C, V = 1475, VSd = 1192 Ibs Deflection: LCff 2 = D+C Total Deflection = 1.50(Defln_dead) + Defln_Live (D=dead L=live S=snow w=wind i=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES 1. Please verify that the default deflection limits are appropriate for your application 2- Continuous or Cantilevered Beams NDS Clause 4.2 5 5 reguires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 441 ALLOWABLE UNIFORM LOAD - FLOOR (100%) • HOW TO USE THESE TABLES S>M-Nv/ O 1 Determine the total load and live load on the joist in pounds per lineal foot (plf) _/tf"535fttv 2 Locate under JOIST CLEAR SPAN a span that meeb or exceeds the required joist span ^&P~^Sft 3 Scan right across the row until you find a cell where both the maximum TOTAL LOAD value and the maximum LIVE LOAD iwLi^iHf^Hn value meet or exceed the required loads In cells where LIVE LOAD is not listed, TOTAL LOAD will control VPfcT^jSy 1 The series and depth of the appropriate TJI® joist is shown at the top of the column in which the cell is located ^2'§S^§^ 5 SPAN J ,- &*$£ ,w fJ8'j#B '•£ io'$8( 1 12'^E • : 14-, 41^ u'M '"' 18'igS ,aV20!&l£ ?f- 22'Hg 'Jl "24'^Si «'~ "?(5'-i^-i *~,28'.^s ,C 30^ i^'1- ;-;W^TJI®/Prori50 * V^V^fr*? wiT^,"--_9i/jf^l>|' ' 1|C/480>2 142 87 57 39 28 20 *^fOTAL ' gglcftp-; 246 186 149 124 107 78 56 41 31 24 19 \ , +iiw£3f$$& *' U4SO,.-. 95 65 47 35 26 20 246 186 149 124- 107 93 83 70 53 41 33 26 21 'aM^' ^•^B^SS^Sf^^KDlf/Pro"' 250 -„ ^^Ms&K^Sti^ i': *"^ "'-3'-' ,^^3^ 9%^3^8^ 160 99 65 44 32 23 18 iH 264 199 160 133 114 89 64 47 36 28 22 H^^fll%^r^vm 108 75 54 40 30 23 18 m 264 199 160 133 114 100 89 80 61 47 37 30 25 ^ .*" 0/480 v 78 58 44 35 27 22 18 gTOTAff 264 199 160 133 1J4 . 100 89 80 73 67 55 44 36 sfei&sy^- 1*16*,, vr^,J,-"t" §-^OVE £~% ||l7,480"f;; 79 60 47 37 30 25 HI 264 199 160 133^ ,'H 4j ^> 89 80 73 67 62 57 50 4 "vl *" ' ."JOISTS ."Cl£ARlj * SPAN-'"- ,*-r. \ 6' -f '' I O< ,_ tifi"- «__ ',as >,; 10-4 T* - 12' '..^rt "' 14' it ;• i6'-ot 1S' -**£•j iS-'^sw' - 20* >; 22' ' 24' 26' f 28 ' 30' 32' 34' 36' *$$ * TH»/Rror^5d^^^^^ r^KF^, gM"~ 11%*-^%^^fuvE.:» EiLOAD . !£U4SO '- 129 90 65 48 37 29 23 18 fe£TOTAL feTJOAD" 301 227 182 152 131 114 102 92 74 58 46 37 30 25 21 18 ""- 1.1 « ^J" ".fS'.'^Sl^.^ft>"vk"-.I' LIVE -: LOAD L" L/480 - 94 70 |M 42 33 27 22 18 ''^'-^'iM1.1^? ,-TOTAL§ ,VLOAD^ 301 227 182 152 131 114 102 92 « I 76 67 54 44 37 31 26 ^UVE?;P vll^AD" t %?L/480^ 1 "57 45 37 30 25 21 18 'Si^giSS ^TOTAL^' ^.LOXtf?* 301 227 182 152 131 114 102 92 83 / 76 70 65 61 50 42 36 ^ni®/prot^oi^^^^j,jf?f; -¥"%r 3§&§3tf%$M& ^uyEKJf£oAD^^WsoJi 185' 131 95 71 — 55 43 34 27 22 18 f^l^f^, 3*U$*D% 436' 329* 264* 220* 189* 166* 147V 13-3' 110' 86 68 55 . 45 37 31 26 ,^' LIVE $ LOAD <v L/480 ,- 136' 102 1 " 62 49 40 33 27 23 19 <?gf ^!. 'fl^;*^'4lPJ6g^^LOAD,^ 436* 329* 264* 220* 189* 166* 147* 133' ,2,-| 111* 99' 80 66 55 46 39 ss^^ci ji6?r -^ *T^ SS^i'lVF '^feStv^ •-IftOADv ^P/480-V 1 105 83 66 54 44 37 31 26 f ^'" XTOTALV .%' LOADX* 436' 329* 264* 220' 189> 16^* 147* 133* 121* 111* 102* 95* 89* 74 62 53 U)I 4 y C% ixl I *" 75 C_L *^ — _. '_ 'ZJoist reaction (simple span) exceeds 1200 Ibs, web stiffeners are required at hanger locations Web stiffeners may be required for other conditions, see notes below A. __ __ 2- GENERAL NOTES k Tables are based on **" • Uniformly loaded joists • Values shown assume no composite action provided by sheathing • Moit restrictive of simple or multiple span • TOTAL LOAD limib jout deflection to U240 • LIVE LOAD it based on joist deflection of L/480 " If live load deflection limit of L/360 n desired, multiply value in LIVE LOAD column by 1 33 The resulting Irve load shall not exceed the TOTAL LOAD shown \tWEB STIFFENER REQUIREMENTS Required if the sides of the hanger do not laterally support the TJI® joist top flange or per footnotes on pages 20 and 21 TJ[®/Pro"" 550jouts only At hanger locations where joist reactions exceed 1200 Ibs ,, m Woodworks® Sizer SOFTWARE FOR WOOD DESIGN FLOOR BEAM # 1 wbc Woodworks® Sizer 97d June 10,1999 14:27 12 COMPANY DELTA ENGINEERING 135 - D LIVERPOOL DR CARDIFF CA 92007 TEL 760-942-8649 FAX PROJECT I 760-942-61891 DESIGN CHECK - NDS-1997 Beam DESIGN DATA -,— material PSL ^ total length 6 50 [ft] JT~ Load Combinations ICBO-UBC J^J INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) T »Self-weight automatically included« ft_____________________________============__=____-==:_=,..=--___.__________=________ j Load | Type I Distribution I Magnitude 1 Location I Pattern ._ I | 1 Start End | Start End | Load *— , | I I I 1 Dead Full UDL 128 \ VJAt-i- ' No 2 Dead Full UDL 2281(R/Y^P \Lt No 3 Constr. Full UDL 192 iTV(X>f wt_ No 4 Dead Full UDL 180,xY,-<"3& No 5 Live Full UDL 420JVU>^ ^j No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, lengthen) ! 6 5 ft 1 ""~~ ==I _„,._ i. , ,_,,—___r.k»._.~—.-I Dead | 1775 1775 Live | 1989 1989 Total | 3764 3764 B Length | 14 14 •###fffl###S####* DESIGN SECTION 2 OE, 2900Fb, 3 5x9 25 010 117 plf This section PASSES the design code check. l*«***#H*#t####*»#*#»*lf#*#lf#ff###*lf#lf##lf*ififlft#*######iflflflf#ff#lflf»##flflf#*(f#### SECTION vs DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion | Analysis Value ] Design Value | Analysis/Design | f *.^^^.~.~^~.~. i .^,~__,^.^_. ___^_ i i . i1 j I ~i Shear V @d = 2395 Vr - 6151 V/Vr - 0 39 Bending( + ) M = 5102 Mr = 12416 M/Mr = 0 41 Live Defl'n 0 05 = <L/999 0 22 = L/360 0 25 Total Defl'n 0 12 = L/626 0 43 = L/180 0 29 FACTORS F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1 00 1 00 1 00 1.000 1 03 1 000 1 00 1 00 2 Fv1 = 285 1 00 1 00 1 00 (CH = 1.000) 2 Fcp'= 750 1 00 1 00 ' - E' - 20 million 1 00 1 00 3 ADDITIONAL DATA Bending(+) LC# 2 = D+L, M = 5102 Ibs-ft Shear LC# 2 = D+L, V = 3140, V@d = 2395 Ibs Deflection LC# 3 = D+L+C EI= 461 68 million Ib-in2 Total Deflection = 1 50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application 2 SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer Woodworks® Sizer SOFTWARE FOR WOOD DESIGN FLOOR BEAM #2 Woodworks® Sizcr 97d VZ Oct 19,1999 15.25-20 COMPANY PROJECT DESIGN CHECK - NDS-1997 Beam PESIGN DATA material PSL total length 22 00 [ft] Load Combinations ICBO-UBC INPUT LOADS (force=lbs, pressure=ps£, udl=plf, location=ft) »Self-weiglit automatically included« rrm -4 Load j Type 1 1 Dead 2 Constr 3 Dead 4 Constr 5 Dead 6 Live 7 Dead 8 Constr Distribution Full UDL Full UDL Point Point Point Point Point Point Magnitude Start End 300 315 3299 2070 1791 1989 1498 1460 Location Start End 10 00 10 00 20 50 20 50 20 50 20 50 Pattern Load No Yes No Yes No Yes No Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) Uplift Dead Live Total B Length 15 5 - 2684 2471 5155 2 0 6 f- 9587 8247 17334 6 8 5 ft f- 378 1302 3490 4792 1 8 * VO/D Lfc *; DESIGN SECTION 2 OE, 2900Fb, 3 5x16 @17 500 plf This section PASSES the design code check SECTION vs DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion Analysis Value j Design Value | Analysis/Design Shear Bending (+) Bending ! - ) Live Defl'n Total Defl'n V @d = M = M = 0 16 = 0 42 = 9138 21018 26824 -L/999 L/441 Vr = Mr = Mr = 0 52 = 1 03 = 13300 43694 43694 L/360 L/180 V/Vr = M/Mr = M/Mr = 0 69 0 48 0 61 0 30 0 41 FACTORS F CD CM Ct CL CF CV Cfu cr LC# Fb'+= Fb'- = Fv' = Fcp' = E' 2900 2900 285 750 2 0 1 25 1 25 1 25 million 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 1 000 000 0 97 0 97 1 000 1 000 (CH 1 00 1 00 = 1 000) 1 00 1 00 8 3 3 - 8 ADDITIONAL DATA Bending( + ) LC# 8 = D+C (pattern C_) , M = 21018 Ibs-ft Bendingt-} LC# 3 = D+L-rC, M = 26824 Ibs-ft Shear LC* 3 = D+L+C, V = 9935, V@d - 9138 Ibs Deflection LCI 8 = D+C (pattern C_) EI=2389 33 million Ib-in2 Total Deflection = 1 50(Defln_dead) + Defln_Live (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed j.n the Analysis output) (Load Pattern s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES Please verify that the default deflection limits are appropriate for your application SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 13 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN FLOOR HEADER # 1 wbc Woodworks® Sizer 97d June 11,1999 14:51 24 COMPANY DELTA ENGINEERING 135 - D LIVERPOOL DR CARDIFF CA 92007 TEL 760-942-8649 FAX PROJECT 760-942-61891 DESIGN CHECK - NDS-1997 Beam DESIGN DATA material PSL total length. 21.00 [ft] Load Combinations ICBO-UBC INPUT LOADS. (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load 1 2 3 Type I Dead Dead Constr Distribution I 1 Full UDL Point Point Magnitude | Start End | | 128 18501 1131 f Location Start 10 50 10 50 I Pattern End | Load_____ i __— ._ _ _ No No No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, lengthen) ] 21 0 ft 1 Dead | Live | Total | B Length | 2453 566 3018 1 1 2453 566 3018 1 1 DESIGN SECTION 2 OE, 2900Fb\3.5xl6^@17.500 plf This section PASSES the design code"cfieck SECTION vs. DESIGN CODE (force=lbs, moraent=lbs-ft, deflection=in) Criterion Analysis Value I Design Value 1 Analysis/Design[ Shear Bending (+ ) Live Defl'n Total Defl'n V @d M 0 16 0 94 1- 2259 = 17733 = <L/999 = L/266 Vr = Mr = 0 70 = 1 40 = 1 - 9576 31459 L/360 L/180 V/Vr = M/Mr = 0.24 0 56 0 23 0 67 FACTORS CD CM Ct CL CF CV Cfu Cr ADDITIONAL DATA DESIGN NOTES Please verify that the default deflection limits are appropriate for your application SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. LCff Fb'+= Fv' = Fcp' = 2900 285 750 2 0 0 90 0 90 million 1 1 1 1 00 00 00 00 1 11 1 00 1 000 00 .00 00 0 97 1.000 (CH - 1.00 1 00 1 000) . 11 - • 2 Bending( + ) LCff 1 =* D only, M = 17733 Ibs-ft Shear LCff 1 = D only, V - 2453, V@d = 2259 Ibs Deflection- LCfl 2 = D+C EI=2389.33 million Ib-in2 Total Deflection = 1 50(Defln_dead) + Defln_Live (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) Woodworks® Sizer SOFTWARE FOR WOOD DESIGN FLOOR HEADER # 2.wbc Woodworks® Sizer 97d June 10,1999 1437:20 COMPANY I DELTA ENGINEERING | 135 - D LIVERPOOL DR | CARDIFF CA 92007 | TEL: 760-942-8649 FAX. 760-942-6189| PROJECT DESIGN CHECK - NDS-1997 Beam DESIGN DATA. material- PSL total length- 8 00 [ft] Load Combinations ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load 1 Type I Distribution Magnitude | Start End I Location Start End Pattern Load 1 Dead Partial UDL 2 Live Partial UDL 3 Dead Point 4 Constr Point 5 Dead Point 6 Constr Point ______ __..___~~— i 180 180.00 420 420.00 1207 971 1498 / „.! -, 1460 ( tfH~*Z 00 00 4 75 4 75 4 75 4 75 4 75 4.75 No No No No No No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 8.0 ft Dead Live Total B Length 1752 2390 4142 1 6 1912 2036 3948 1 5 DESIGN SECTION 2 OE, 2900Fb, 3 5x11 875 This section PASSES the design code check. 612 988 plf SECTION vs DESIGN CODE (force=lbs, moraent=Ibs-ft, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I, i i iI I I i Shear V @d = 3908 Vr = 9871 V/Vr = 0 40 Bending(+) M = 12762 Mr = 24877 M/Mr = 0 51 Live Defl'n 0 07 = <L/999 0 27 = L/360 0 26 Total Defl'n 0 16 = L/598 0 53 = L/180 0 30 FACTORS' F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1 25 1 00 1 00 1 000 1 00 1-000 1 00 1 00 3 Fv1 = 285 1 25 1 00 1 00 (CH = 1 000) ' 3 Fcp'= 750 1 00 1 00 E' = 20 million 1 00 1 00 3 ADDITIONAL DATA Bending(+) LC# 3 = D+L+C, M = 12762 Ibs-ft Shear LC# 3 - D+L+C, V = 3896, V@d = 3908 Ibs Deflection LCff 3 = D+L+C EI= 976 83 million Ib-in2 Total Deflection = 1 50(Defln_dead) + Defln_Live (D=dead L=live S=snow W=wind l=impact C=construction) tftll LC's are listed in the Analysis output) DESIGN NOTES' 1 Please verify that the default deflection limits are appropriate for your application 2. SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer Woodworks® Sizer SOFTWARE FOR WOOD DESIGN FLOOR BEAM # 3.wbc Woodworks® Sizer 37 d June 10,1999 12 39 30 COMPANY DELTA ENGINEERING 135 - D LIVERPOOL DR. CARDIFF CA. 92007 TEL. 760-942-8649 FAX PROJECT 760-942-61891 DESIGN CHECK - NDS-1997 Beam DESIGN DATA material PSL total length 20 50 [ft] Load Combinations ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load | Type I Distribution | Magnitude I Location | Pattern | | I Start End | Start End | Load | | I I | 1 Dead Point 3245 IRICG-I= i-$ 2-10 25 No 2 Constr Point 2091 10 25 No 3 Dead Full UDL 16 I .„ No 4 Live Full UDL 54 \ rU»r< No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, lengthen) | 20.5 ft I Dead | 2145 2145 Live | 1599 1599 Total | 3744 3744 B Length 1 1.0 10 #####!*###f*####l#####(f####f####****####*l**##*#*##*#**##*#######«*#######* DESIGN SECTION 2.0E, 2900Fb, 7x16 S35.000 plf This section PASSES the design code check. ##«#JF###***«#*#« SECTION vs DESIGN CODE (force=lbs, moment=lbs-ft, deflection=in) Criterion | Analysis Value | Design Value | Analysis/Design | I I | | Shear V Sd = 3604 Vr = 26600 V/Vr = 0 14 Bending(+) M = 32863 Mr = 87386 M/Mr = 0 38 Live Defl'n 0 18 = <L/999 0 68 = L/360 0 26 Total Defl'n 0 56 = L/439 1 37 = L/180 0 41 FACTORS F CD CM Ct CL CF CV Cfu Cr LCff Fb'+= 2900 1 25 1 00 1 00 1 000 0 97 1 000 1 00 1 00 3 Fv' = 285 1.25 1 00 1 00 (CH = 1 000) 3 Fcp' = 750 1 00 1 00 E1 = 20 million 1 00 1 00 3 ADDITIONAL DATA Bending(+) LC# 3 = D+L+C, M = 32863 Ibs-ft Shear LCff 3 = D+L+C, V = 3744, V@d = 3604 Ibs Deflection LCff 3 = D+L+C £1=4778.67 million Ib~in2 Total Deflection = 1.50(Defln_dead) + Defln_Live (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2 SCL-BEAMS (Structural Composite Lumber), the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer. IELTAENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Lrvopool Dr Suite DGmtiffCA 92007 Fax: (760)942-6189 Project By Date . Subject Job No. ' SHEAR WALL SCHEDULEfUBC 1997 CODE) SHEAR /7\ WALL VV SHZATHTNG SILL CONNECTION SHEAR /TAWALL Viy SHEATHINC CONNECTION SHEAR /TV WALL \±/ EHEATBINC CONNECnOh SHEAR/TXWALL \£y SHEATHING CONNECTION SHEAR/Z\ WALL XT/ SHEATHING CONNECTION KUiait/r\ WALL \£l/ SHEATHING CONNECTS SHEAR/TVWALL \Z/ SHEATHING CONNECTS w*^/!^-WALL V17 SHEATHING CONNECTION SHEAR/TVWALL \r/ SHEATHING CONNECTION SHEAR /T7\. WAIL >£D' SHEATHING CONNECTION SHEAR/TV WALL W SHEATHINC CONNECTION SHEAR.^.. WALL <£y SHEATHINC CONNECTION SHEAR/Z\ WALL W" SHEATHING CONNECTION SHEARAA\WALL Y:/ SHEATHINC CONNECTION 230 PLF 3/8" STRUC. I PLYWOOD W/ Bd NAILS « 6' 0 C » EDGES AND 12" 0 C IN FIELD (DSE 2x EBi PLATE) FOR UASQNARY OR CONCRETE USE C/B"* "J" A.B-X12" £ONG • 4fl"0 C.FOR TOOD USE Ifi-d • « 0 C. 4CO PLF TtALL SHEATHING APPLIED TO BOTH SIDES OF TALL »/ SAKE KAH-iwi~- AS fl> (USE 3i SILL PLATE) FOR MASONARY OR CONCRETE DSE 5/8"* "r A B.xl2" LONG 0 24"0 C FOR WOOD USE a/8— LAG SCREW x 5 1/4' LONG « C" O C 3CO PLF 3/0" STRUC I PLYWOOD W/ 8d NAILS • 4" O C • EDGES AND 12" OC IN FIELD (USE 3i SHI. PLATE) FflR MASQNAHY OR CONCRETE USE B/H"« "1" A B,x ?•*" LONG « 32'0 CFOR TOOD USE 3/B1- IXC SCREW x 5 1/4' LONG • 6" 0 C 720PLF TALL SHEATHING APPLED TO BOTH SD3ES OF TALL T/ SAME NAOIN& AS © (USE 3r STUDS • 16' 0 C ) (USE 3x SILL PLATE) FOR liASQNAEY OH CONCRETE USE 3/4"« "r A-B-xlS" LONG • 24"0 C.FOR TOOD USE 8/8"- LAfi SCREW r 6 1/4" LONG • 4" 0 C 310 PLFi/2' C-D PLYWOOD w/ iod NAILS • 6' oc « EDGES AND 12" 0 C IN FIELD (DSE 2r SILL PLATE) FOE liASQNAEY OH CONCRETE USE 6/fl"* "I" A-BjclS" LONG • 32"0 C.FOR WOOD USE IC-d G * 4 O.C. 620 PLF WALL SHEATHINC APPLED TO BOIB SEES OFTALL W/ SAME NAHJNtf AS © (USE 3r SHI. PLATE) FOR UASONARY OR COhCRETE USE 3/4"* "J- A-Bj:l2' LONG • Z4"0 C.FOR TOOD USE 3/4"- LAG SCREW x S l/<" LONG • 4' O C 400 PLF 1/2" C-D PLYTOOD W/ lOd NAILS • 4" O C 0 EDGES AND 12" O C IN FIELD (USE 3x SILL PLATE) FOR UASONAHY OR CONCRETE DSE 5/0"* "J- A.H.X12" LONG • 24"0 CFOR TOOD USE 3/fl— LAG SCREW x 5 1/4 LONG • 6" O C- 620 PLF TALL SHEATHING APPLED TO BOTH SHIES OF WALL T/ SAME NAILING AS ©{USE 4 x STUDS * 16" Q Cfc 3i TOP PLATE) (USE 3r SILL PLATE) FOE UASONAEY OR CONCRETE USE 3/4"# -J- A.B.XIS" LONG « IC"0 CFOR TOOD USE 3/8"^ LAG SCREW r 6 1/4" LONG • 3" 0 C. 550PLF 1/2" STRUG. I PLYWOOD W/ fl-d NAILS • 3' 0 C • EDGES AND 12" O C IN FIELD (USE 3x SOI PLATE) FOR MASONAHY OR CONCRETE USE 6/am* mf A BjrlS" LONG • 24"0 CFOR TOOD USE 3/B" LAG SCREW i 5 1/4" LONG • 4" O C 1100 PLF WALL SEEATHMG APPLEP TO BOTH SIDES OFTALL T/ SAVE NAILING AS ©(USE 4 x STUDS * IS" O C fc 3x TOP PLATE) (USE ax STIJ. PLATE) FOR MASONARY OR CONCRETE DSE 3/4"* "J~ AJB xlZ' LONG • 16"O C. FOR TOOD USE 3/fl— LAC SCREW » 5 1/4" LONG • 2 1/2"0 C.(STACGER) 730 PLF 1/2" STRUC 1 PLYWOOD W/ O-d NAHS a 2" 0 C. O EDGES AND 12* O C IN FIELD (USX 4x STUDES • 16" O C k 3i TOP PUTE) (DSE Sx SDU. PLATE) FOB UASONAKY OK CONCRETE USE 5/B'« -J- A-H-xlS" LONC«32"0 C.FOR TOOD USE 3/8^ LAG SCREW x 5 1/4' LONG * 6" 0 C 14«0 PLP TALL bUJUTHING APPLED TO BOTU OWES OFTALL T/ SAKE NAILING AS ®(USE 4 x ETUDS • 18" 0 C. 3r TOP PLATE) (USE 3x STLL PLATE) FOR UASONAKY OR CONCRETE USE 3/4"* "r A-B Il2" LONG • 12" O CFOR TbOD USE 3/6*- LAG SCHEW x fi 1/4* LONG • 2"O.C.(STAGGZE) 870 PLF 1/2" STRUC I PLYTOOD W/ IQd NARS • 2" 0 C • EDGES AND 12" 0 C IN FIELD (USE 4x STUDS • 18" 0 C* 3l TOP PLATE) (USE 3x SILL PLATE) FOR MASONAHY OR CONCRETE DSE 3/4"* T JLB xl£" LONG • lU'D CFOR WOOD USE 3/fi— LAC SCREW x 5 1/4" LONG • 3" O C. 1740 PLF TALL SHEATHING APFLEP TO BOTH STUBS OF TALL T/ SAVE NAILING AS <D(USE 4 X STUDS O 16" O C* 3r TOP PLATE) (USE 3x SELL PLATE) FOR MASONARY OR CONCRETE £?£ J^B"* "r *-B xlZ* LONG • 12"0 C.FOR TOOD USE 3/B— LAG SCREW x 5 1/4" LONG • 1 1/2" 0,C,(STAGCEH) i WHERE PLYITOOD PANELS ARK APPIIED ON BOTH FACES OF A WAIL. FLYTOOD PANEL JOINTS SHALL OCCUH AT 3" NOMINAL OR THICKER FRAMING MEMBER. INCLUDING BLOCKING. AND KAJLS ON EJL SIDE SHALL BE STAGGERED Z IN SEISMIC ZONES 3 *4, WHERE ALLOWABLE SHEAR VALUES EXCEED 350 LB/FT. FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS KECETVINC EDCB NAILINC FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NOMINAL KSKBER AND FOUNDATION SILL PLATES SHALL NOT HE LBSS TEAN A SINGLE3" NOMINAL UPUHT-P (UNO) ELTA_ _ ENGINEERING CONSULTING STRUCTURAL ENGINEERS J35 Liverpool Dr Suite DCardiff CA 92007Tele(760)942-S649 Fax: (760)942-6189 Project SCHULBERG RES. ADDITION By. T.K. Date 06/99 ShtNoJ^Of . Subject' . . . Job No.: 99028 I 2-3 = 2_^o - 1.0 -A V'• \ \ , ^ lnt ELTAENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr Suite DCardiff CA 92007 Tele (760)942-8649Fax: (760)942-6189 Project SCHULBERG RES. ADDITION By: T.K. Date-06/99 Sht No'D Of . .. Subject Job No. .99028 • RooF - •EXT. •> r = u - S V 11 PSF Ko fi j r&F~ 40 PLF !JTNT N-F; ROORi ruv- 40 .LF fLF v)72 flf Hf 4 MtAREST OF T?f£ V ^ 2-5 - ^4 wv (T^&LE, - 1,7- T , 0 ~7—. - . /- R ^ V ^ ' ENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Uvcrpool Dr Suite DCardiff (?A 92007 Fax: (760)942-6189 Project SCHULBERG RES. ADDITION * By T.K. Date:06/99 ShtNoJ^l Of *. .' Subject: Job No.: 99028 'E .r iV IELTAENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr Suite DCardiff CA 92007Tele (760)942-8649Fax (760)942-6189 Project. SCHULBERG RES. ADDITION By T.K. Date. 06/99 Shi NoT-Qof Subject . . Job No. 99028 AWALYSI s _ *n M A.S.G <£- ^ ^ -n «'- •*> ft =. .6^^ = .12-*!^ PLflOR LEMEL TR\& HI- 3-S 0. F* )1Z PAF ar ELTAENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr Suite D Cardiff CA.92007Tele (760)942-8649 Fax. (76°)942-61S9 Project SCHULBERG RES. ADDITION By. T.K. Date. 06/99 Sht NoZl Of Subject . . Job No : 99028 ) L- 4'f E-VJ ^00 •La IS' -V-ilT FLOOR , <T=. 222 PlF E-W \ 3, oss- = W/UL S'- ELTAENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr Suite DCardiff CA 92007Telc(760)942-S649Fax: (760)942-6189 Project: SCHULBERG RES. ADDITION By • T.K. Date • 06/99 Sht NoZLof . Subject: Job No.: 99028 U-rT HO ELTAENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr Suite DCardiff CA 92007 Tele (760)942-8649 Fax (760)942-6189 Project SCHULBERG RES. ADDITION By T.K. Date 06/99 Sht No23of .. Subject .... Job No .99028 . ROOF L = Lfc, ,or = £', too - 21,^4-21,600) -^- . tl "L * * ~3 HME T7f£ ELTAENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr Suite DCardiff CA 92007Tele (760)942-8649 Fax- (760)942-6189 Project SCHULBERG RES. ADDITION By T.K. Date 06/99 Sfat NoZ^TOf . Subject . . Job No : 99028 N-S* b ). FLOOR 4- W/UtTTfE OTh = 1) & -^ c t' r <: * In I' ™ US' ? * ^ z\'•• ^ i' ^ • f*s ^ ^ < 4-S' » - T 3' ELTAENGINEERING_ CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr Suite DCardiff CA 92007 Tele (760)^42-8649Fax (760)942-6189 Project SCHULBERG RES. ADDITION By T.K. Date : 06/99 Sht No2£?Of .. Subject . . . Job No. 99028 •HUE (p ^ 0 •Rtt ^a 1 X' 3 0 N-S o TyfE Title: SCHULBERG Dsgnr TK Description. Job # 99028 Date: 331PM, 9JUL99 Scope : Rev 51 0001 Steel Column Description SHEAR LINE 7 (CANTILEVERED COLUMN) General Information Steel Section TS10X4X1/2 Column Height 8000ft End Fixity Fix-Free Live & Short Term Loads Combined Loads Axial Load Dead Load 1 54 Live Load 1 60 Short Term Load Point lateral Loads .. Along Y-Y (strong axis moments) Along X-X ( y moments ) | Summary 1 Fy 36 00 ksi Duration Factor 1 000 Elastic Modulus 29,000 00 ksi X-X Unbraced 8 000 ft Y-Y Unbraced 8 000 ft < Ecc for X-X Axis Moments k Ecc for Y-Y Axis Moments k DL LL ST 4650 Page 1 I I X-X Sidesway Restrained Y-Y Sidesway Restrained Kxx 2100 Kyy 2 100 I in in Heiqht k 8 000 ft k ft Column Design OK Section TS10X4X1/2, Height = 8 00ft, Axial Loads DL = 154, LL= 160, ST = 000k, Ecc = 0 000m Unbraced Lengths X-X= 800ft, Y-Y= 800ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 -2 AISC Formula H1 -3 XX Axis : Fa calc'd per 1 5-2, K*Ur > Cc YY Axis Fa calc'd per 1 5-2, K*l_/r > Cc Stresses Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F3 1] fb xx Actual Fbyy Allow [F31] fb yy Actual Analysis Values 00136 00141 00277 07184 I Dead Live DL + LL DL + Short 9 13 ksi 9 13 ksi 9 0 12 ksi 0 13 ksi 0 ksi ksi 23 76 ksi 23 76 ksi 23 0 00 ksi 0 00 ksi 0 ksi ksi 23 76 ksi 23 76 ksi 23 0 00 ksi 0 00 ksi 0 13 ksi 9 13 ksi 25 ksi 0 25 ksi ksi 76 ksi 23 76 ksi 00 ksi 1641 ksi ksi 76 ksi 23 76 ksi 00 ksi 0 00 ksi 1 F'ex DL+LL 40,298 psi Cm x DL+LL 060 Cbx DL+LL 175 F'ey DL+LL 9,126 psi Cm y DL+LL 060 Cb y DL+LL 175 F'ex DL+LL+ST 40,298 psi Cm x DL+LL+ST 1 00 Cb x DL+LL+ST 1 00 F'ey DL+LL+ST 9,126 psi Cm y DL+LL+ST 060 Cb y DL+LL+ST 175 Max X-X Axis Deflection -0348 in at 8000ft Max Y-Y Axis Deflection 0000 in at 0000ft (C) 1983-98 ENERCALC c \enercalc\projects\schulberg ecw Calculatio KW-0603118, Ver506. 15-JuM998, Win32 XV-Deist Title: SCHULBERG Dsgnr: TK Description: Scope Job # 99028 Date: 331PM, 9JUL99 Rev 510001 Steel Column Page 2 Description SHEAR LINE 7 (CANTILEVERED COLUMN) Section Properties TS10X4X1/2 Depth Widt Thickness 1000m 4 000 in 0 500 in Weight Area 4212#/ft 12 40 in2 l-xx l-yy S-xx S-yy r-xx r-yy 13600m4 3080m4 27 200 m3 15400m3 3312m 1 576m (c)1983-98 ENERCALC c \enercalc\projects\schulberg ecw Calculatu KW-0603118, Ver 506,15-Jul-1998, Wm3I IELTAENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr Suite DCardiff CA 92007Tele (760)942-8649Fax (760)942-6189 Project SCHULBERG RES. ADDITION By T.K. Date 06/99 Sht No28of .. Subject ... Job No 99028 FOR A '/ t> TS )o x 4- x y* ^^^J>Hst c^^i^Mu^,^ ££?£*"" f-j^ww.* Rev 510002 User KW-0603 1tfi Ver5 f 2 )3-Jurt-jeC9 l«r»32 (e) 1BB3-S9 ENERCALC Description FOOTING A General Information Dead Load Live Load Short Term Load Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd Title . Dsgnr Description : Scope Square Footing Design c^ Calculations are designed to AC! 31 4 500 k Footing Dimenston 3 000 k Thickness 0 000 k # of Bars 4 Bar Size 0000 psf Rebar Cover 14500pcf rc 1000 0 00 in Allowable Soil Bearing 20 688 in As to USE per foot of Width 0 0050 Total As Req'd 0 0001 in2 Mm Allow % Remf 00002 % Job# Date: 322PM, 9JUL99 Page 1 8-95 and 1997 UBC Requirements 4000ft 24 00 in 2 5 3000 2,000 0 psi 40,000 0 psi 1 ,000 00 psf 0048m2 0192m2 00000 SSEK WfP sssmsmmmsmEmssssaij Summary 1 SaSS333SS!SS33!f338S38S^*B3aS8383SS8S33S3S^Footing OK 4 00ft square x 24 Om thick with 2- #5 bars Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 758 75 psf 1 ,000 00 psf 758 75 psf 1,00000 psf 2 24 k-ft 9 55 k-ft Vu Actual One-Way Vn'Phi Allow One-Way Vu Actual Two-Way Vn'Phi Allow Two-Way Alternate Rebar Selections 1 #4's 1 #5's 1 #7s 1 #8's 1 24 psi 76 03 psi 851 psi 152 05 psi 1 #es 1 #9's 1 #10's 30 yXX^r"* ^trr™ F.M9M* Rev 510002 User KW-06Q311B Ver5 1 2 13-Jun-lB98 Win32 <c)1 983-99 ENERCALC Description FOOTING B General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Reinf % to Req'd Title Dsgnr Description : Scope: Job# Date 321PM, 9JUL99 Square Footing Design , . . lu J pase 1 I1 ** *•* c \ec\schulbera residence ecw Calculations 1 Calculations are designed to ACI 318-95 and 1997 UBC Requirements 7 000 k Footing Dimension 5 000 k Thickness 0 000 k # of Bars 4 Bar Size 0 000 psf Rebar Cover 14500pcf rc Fy 1 000 0 00 in Allowable Soil Bearing 20 688 in As to USE per foot of Width 0 0050 Total As Req'd 0 0002 in2 Mm Allow % Reinf 0 0003 % 4500ft 24 00 in 3 5 3000 2,000 0 psi 40,000 0 psi 1 ,000 00 psf 0 071 m2 0321 in2 00000 ?WP8 Stfrnma^ry^^Tl Footing OK 4 50ft square x 24 Om thick with 3- #5 bars Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 882 59 psf 1 ,000 00 psf 882 59 psf 1 ,000 00 psf 3 32 k-ft 1270 k-ft Vu Actual One-Way Vn'Phi Allow One-Way Vu Actual Two-Way Vn'Phi Allow Two-Way Alternate Rebar Selections 2 #4's 2 #5's 1 #7s 1 #8's 2 78 psi 76 03 psi 1322 psi 15205 psi 1 S6-S 1 #9's 1 #10's Woodworks® Sizer SOFTWARE FOR WOOD DESIGN 14' Stud (DL+LL)Woodworks® Sizer 97d COMPANY PROJECT DESIGN CHECK - NDS-1997 Wall DESIGN DATA type pinned base, Loadface = width(b) material Lumber Stud @ 16.0 [in] spacing Ke x Lb 1 00 x 0 00= 0 00 [ft] Ke x Ld 1 00 x 14 00= 14 00 [ft] total length 14 00 [ft] repetitive factor applied where permitted(refer to online help) Load Combinations ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight of members has NOT been included« Load 1 Type | Distribution | Magnitude 1 Location | Pattern | | I Start End | Start End | Load_ i i _ i i II | i i i 1 Dead Axial 178 (Eccentricity = 00 in) 2 Constr Axial 150 (Eccentricity = 0.0 in) DESIGN SECTION D Fir-L, No 2, 2x6 This section PASSES the design code check ##lff##########*#H#####ffff###*####*#f###ff#ff################«##«#*###****#### SECTION vs DESIGN CODE (stress=psi, deflectlon=in) Criterion | Analysis Value | Design Value i Analysis/Design | I I [ | Axial fc = 40 Fc1 - 482 fc/Fc' = 0 08 Axial Bearing fg = 40 Fg1 = 2525 fg/Fg' = 0 02 FACTORS F CD CM Ct CL CF CV Cfu Cr LCS Fc' = 1350 1 25 1 00 1 00 1 10 (Cp = 0 259) 2 ET = 16 million 1 00 1 00 0 Fg1 = 2020 1 25 1 00 2 ADDITIONAL DATA Axial LC# 2 = D-t-C, P - 326 Ibs (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application Oct. 5,1999 17 1244 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN 14' stud (DL+LL+WIND)Woodworks® Sfzer 97d Oct6,1999 171330 DESIGN CHECK - NDS-199? Wall DESIGN DATA type pinned base, Loadface = width(b) material Lumber Stud @ 16 0 [in] spacing Ke x Lb 1 00 x 0 00- 0 00 [ft] Ke x Ld 1 00 x 14 00= 14 00 [ft] lateral support Top = Lb Bottom = Lb total length 14 00 [ft] repetitive factor applied where permitted(refer to online help) Load Combinations ICBO-UBC INPUT LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight of members has NOT been included« Load | Type Distribution Magnitude Start End Location Start End Pattern Load 1 Dead Axial 2 Constr Axial 3 Wind Full Area 'Tributary Width (in) ITS (Eccentricity - 0 0 in) 150 (Eccentricity = 0 0 in) 16 (16 0)*No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length-in) I 14 0 ft Dead | Live | Total 1 Length I 149 149 1 0 149 149 1 0 DESIGN SECTION D Fir-L, No 2, 2x6 This section PASSES the design code check SECTION VS DESIGN CODE [stress-psi, deflection=in) Criterion Analysis Value | Design Value | Analysis/Design Shear Bending(+) Axial Axial Bearing fv @d - fb = fc = fg = 25 329 40 40 FV = 152 Fb' = 2153 Fc' - 482 Fg' = 2525 fv/Fv1 = fb/Fb' - fc/Fc1 = 0 17 0 39 0 03 fg/Fg' = 0 02 Combined (axial compression + side load bending) Eq 3 9-3 = 0 40 Live Defl'n Total Defl'n 0 93 - L/180 0 93 - L/180 0 59 0 59 FACTORS CD CM ct LCff p FV = 900 95 625 1350 1350 1 6 million 2020 1 25 1 60 1 60 1 25 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 1 000 1 30 1 10 1 60 —combined comp + bending— 1 00 1 00 1 00 1 000 1 00 (CH = 1 000) (Cp = 0 259) fCp - 0.206) 1 15 ADDITIONAL DATA Bending(+) LCI 4 - D+W, M = 523 Ibs-ft Shear LC# 4 = D+W, V = 149, V@d = 140 Ibs Deflection LC# 4 = D+W Total Deflection = 1 50 (Defln_dead) + Defln_Live Axial LCJf 2 - D+C, P = 329 Ibs Combined LCff 4 = D+W, CD= 1 60 (1 - fc/FcE} = 0 96 (D=dead L=live S=snow W=wind I=impact Oconstruction) [All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 26 August 1999 Mr. Seth Schulberg 1713 Catalpa Road Carlsbad, CA 92009 Job No. 99-7579 Subject' Soil Bearing Evaluation and Base Shear Parameters Schulberg Residence Second-story Addition 1713 Catalpa Road Carlsbad, California Dear Mr. Schuiberg- In accordance with your request, we visited your residence on August 20, 1999. The purpose of our visit was to perform an evaluation of the soil bearing characteristics beneath the garage footings that will carry new loads from your proposed "over-the-garage" second- story addition. At the time of our visit, two hand-dug test pits had been placed. One was placed adjacent to and beneath the central portion of the northern garage footing and one in the southern side yard within a few feet of the footing. Our engineering geologist observed the existing garage footing to be approximately 12 inches in depth (below the adjacent planter soils) and 12 inches in width. The north and south footing test pits revealed the footings to be founded on top of dense, light gray- brown, silty fine sandstone of the Eocene-age Scnpps Formation, The observed materials possess good bearing characteristics Due to the 12-inch depth of the footing, however, we have assigned an allowable soil bearing capacity limited to 1,500 pounds per square foot (psf) Should you require a greater soil-bearing value, please contact our office and we will prepare remedial footing recommendations It must be understood that our soil bearing evaluation is limited to the area of your proposed addition over the existing garage Should you plan placement of new structures C 7420 TRADE STREET . SAN DIEGO CA92121 .(858)549-7222* FAX (858)549-1604. E-MAIL geoteck@pacbell net Schulberg Residence Carlsbad, California Job No. 99-7579 Page 2 at other locations on the property, additional test excavations and site evaluations would be required The following table summarizes site-specific seismic design criteria for the design of the base shear calculations The design criteria was obtained from the Uniform Building Code (1997 edition). Parameter Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Type Value 0 40 sr 0.40N3 0.56NV 1.0 1.0 B Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U Should you have any questions regarding this matter, Reference to our Job No. 99-7579 will help to expeditt Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. pleas to '-teslte D. Reed, fresidenT C E.G. 999/R.G. 3391 Jaime A. Cerros, P.E R.C E. 34422/G.E 2007 Senior Geotechnical Engineer LDR/JAC/pj contact our office, inquiries CD 10 CERTIFICATE OF COMPLIANCE RESIDENTIAL Project Title Project Address Documentation Author Climate Zone Compliance Method SCHULBERG RESIDENCE 1713 CATALPA ROAD ******* CARSLBAD, CA *v5 00* TONY FASHANDI ******* Fashandi & Associates 135 Liverpool Dr, Suite A Cardiff, CA 92007 760-944-7073 07 Page 1 CF-1R Date 10/1L/99 14 12 16 Building Permit # Plan Check / Date | Field Check/ Date MICROPAS5 v5 00 for 1999 Standards by Enercomp, Inc MICROPAS5 v5 00 File-SCHULBRG Wth-CTZ07S92 Program-FORM CF-1R User#-MP0622 User-Fashandi & Associates Run-PROPOSED RESIDENCE GENERAL INFORMATION Conditioned Floor Area Building Type Construction Type Building Front Orientation Number of Dwelling Units Number of Stories Floor Construction Type Glazing Percentage Average Glazing U-value Average Glazing SHGC 859 sf Single Family Detached Addition Alone Front Facing 90 deg (E) 1 2 Raised Floor 17 9 % of floor area 0 63 Btu/hr-sf-F 0 69 BUILDING SHELL INSULATION Component Type Wall Roof Door Floor SlabEdge Frame Type Wood Wood None Wood None Cavity Sheathing Total Assembly R-value R-value R-value U-value Location/Comments R-17 8 R-19 R-0 R-19 R-0 R- R- R- R- R- 0 0 0 0 0 R-17 R-19 R f\\J R-19 8 0 0 0 0 F2 = 0 065 051 330 037 760 Attic Solid Wood FLR OVR GARAGE To Outside FENESTRATION Orientat: Window Window Window Skylight ion Front Left Right Front (E) (S) (N) (E> Ares (sf) 35 45 16 57 i 0 0 8 0 I Va 0 0 0 0 J- ilue 600 600 600 680 SI 0 0 0 0 1GC 700 700 700 670 Interior Shading Standard Standard Standard None Exterior Shading Standard Standard Standard None Over- hang/ Fins None None None None SLAB SURFACES Area Slab Type (sf) Standard Slab 85 NOV-08-99 MON 13:28 P. 03 City of Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the prior to issuing a building permit Tre Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner(s) Name(s)) Project Description Building Type Residential Second Dwelling Unit Res Additions Comerc / Ind City Certification of Applicant's information /7/3 Number of New Dwelling Units Carbbad Unified School District 801 PmeAve Carlsbad CA 92009 (729-9291) Encinildt! UIIIUM bUiuul DTstnct 101 South Ranch Santa Fe Rd Encmitas, CA 92Q24 (944-4300) ISSL ed Certification of Applicant /Owners information provided above is correct £ certification of payment and pay the footage alter the building permit is that (2) the Owner is the owner/ d authorized to sign on behalf of the Owrfer Signature Building Department City the applicant, and the appropriate school districts and returned to the City City wil! not issue any build'ng permit without a completed school fee form t c£g/-i < J T9 /ft/ KAD Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Square Feet Floor Area SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD San Marcos Unified School District 215MataWay San Marcob CA 92069 (736-2200) San Dieguito Union High School District 710 Encmitas Blvd Encmitas, CA 92024(753-6491) The [person executing this declaration {"Ownpr") rerttfips under penalty of perjury that (1) the nd true to the best of the Owner's knowledge, and that the Owner will file an amended additional fee if Owner requests an increase m the number of dwelling units or square or if the initial determination of units or square footage is found to be incorrect, and of the above described projects), or that the person executing this declaration is Date 2075 Las Patmas Dr - Carlsbad, CA 92009-1576 • (760) 438-1161 - FAX f76O) 438-0894 '-93 *- IG57 HOV-UB-99 MON 13:28 P. 04 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school districts))*****•***•****• ****************** THIS FORM INDICATES THAT SCHOOL DISTRICT The undersigned, being duly developer, builder, or owner the applicant listed on page mitigation determined by the 5 SIGNATURE OF AUTHORIZED DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER ***********************************************************»******•**» HE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED authorized by the applicable School District, certifies that the satisfied the obligation for school facilities This is to certify that 1 has paid all amounts or completed other applicable school chool District The City may issue building permits for this project SCHOOL COMPENSATION INSURAWOfc FUND P.O. BOX 420807. SAN FRANCISCO. CA 94142-0807 PERTIFIQATE OF WORKERS' COMPENSATION INSURA,Np£ AUGUST 2fl, £000. r SCHULBERS RESIDENCE 1713 CATftLPft DRIVE CARLSBOD CA L 1 POLICY NUMBER 137&315 CERTIFICATE 'EXPIRES!- 95 JOB: ftLL OPERflnDN$ This is to certify that we havp issued a valid Workers' Compensation Insurance policy in a form approved by the California insurance Commissioner to tha employer namad betowforthe poficy period indicated. This policy Is not subject to cancellation by the Fund except upon ten days' advance written notice to the employer We wllj afso give you TEN days' advance notice should this policy be cancelled prtorto rts normal expiration. This certificate of insurance la nor an Insurance policy and does not amend, extend or aH»r the coverage afforded by the policies Hated herein. Notwithstanding any requirement, term, or condition of any contract or other document wfth respect to which this certificate ot li^p&nce m^y fate fc^t*d'or may pertain, th;e Insurance a?ftar<J©d by the policies described herein Is subject to eii the terms, exclusions and cDnditioris erf such policies. *,' '•. AUTHORISED REPRESENTATIVE' . ' ." ,- EMPLOYER'S LIABILITY'LIMIT INCLUDINS DEFENSE COSTS'.PER OCCURRENCE r RAYCQ CON CO 2131 OCEANVIEW ROPD OCEANSIDE CA 92356 NP THIS DOCUMENT HAS A BLUE PATTERNED BACKGROUND