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1166 LARKSPUR LN; ; CB061047; Permit
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 CB061047 Building Inspection Request Line (760) 602-2725 1166 LARKSPUR LNCBAD RESDNTL Sub Type 2DU Status ISSUED 2054300600 Lot# 0 Applied 04/17/2006 $52,91500 Construction Type VN Entered By LSM Reference # Plan Approved 08/25/2006 1 Structure Type MF2-4 Issued 08/25/2006 0 Bathrooms 0 Inspect Area MC MAST RES-ADD 301 SF & REMODEL Ong PC# 106 SF TO MAKE SOU ON 2ND STORY/219 SF DECK Plan Check* Applicant WORTHING INC, B A SUITE #201 690 CARLSBAD VILLAGE DR CARLSBAD, CA 92008 619-729-3965 Owner MAST DEAN 1166 LARKSPUR LN CARLSBAD CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $365 61 Meter Size $0 00 Add'l Reel Water Con Fee $237 65 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $529 PFF (3105540) $0 00 PFF (4305540) $0 00 License Tax (3104193) $0 00 License Tax (4304193) $0 00 Traffic Impact Fee (3105541) $000 Traffic Impact Fee (4305541) $0 00 Sidewalk Fee $000 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $0 00 Housing InLteu Fee $0 00 Housing Credit Fee Master Drainage Fee $0 00 Sewer Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $963 05 $888 97 $000 $000 $301 74 $340 26 $000 $4800 $3500 $4350 $2,925 00 $000 $000 $000 $985 00 $000 $7,13907 Total Fees $7,139 07 Total Payments To Date $7,13907 Balance Due $000 BUlkDING PLANS \/lN STORAGE ATTACHED Inspector FINAL APPROVAL Date ¥-b Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications reservations, or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review, set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 1. PROJECT INFORMATION Plan Ck Deposit Validated By Date ntob Address (include Bldg/Suite #) \\(0(o Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel #Existing Use Proposed Use Descnp.tio/1 of Work SQ .FT .CONTACT PERSON ;(if different from applicant) #of Stories # of Bedrooms # of Bathrooms Name Address City D Agent for Owner. State/Zip Telephone #Fax # D Agent for Contractor D OwnerPQ.BQ* ioH-1 CONTRACTOR - CMPANY'NAME (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section.7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more thanfive hundred dollars ($5001)...... . PQ - - Name State License # Address Licensi :lass ~E>City >x \cH\ City Busin CA- State/Zip ss License # Telephone # -3^US Designer Name ~-jf~\ — e-^/^k I ^ Address City State/Zip Telephone State License # "^"l ^-Ol^T 6 WORKEIRSlCOMPENSATlbN .;;;:;;:::: • -l^1" : ^pff ' •' --^m',. ""i Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations l~l I have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.*•H 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 'Lj\(JLA~£. r'LA.K'lfyf' Policy NoQQfjQ / f^T" ^^•JQGg Expiration Date / ~OI ~ CJ | (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS t$100] 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 to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in additiotvjerltj^ cost of compensation damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE ^JfL/^^\ S DATE *»/ I T jOfe 7 V OWNER-BUILDER DECLARATION*^ "^ /\ ..,,,. •••"" ' ' , Y;:ll:k •-... 'W rf* :S. 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/vages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The CaotKctor 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) 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) n I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES I~|NO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMIT S ONLYs i .„,• f; '? ; i **• ; J « j ^' *; 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? O YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 l~) YES l~l NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site' d YES C] NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8 CONSTRUCTIONlENDING AGENCY -~f' A! :;; I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER'S NAME LENDER S ADDRESS 9F APPLICANT CERTIFICATION ..i-l' :...:--J: .. -,:•• "" -ij:'isi:sr':IL.,.-.^':i'-" ' .. v' :!„,, •••'«**?.• I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE PINK Finance Cltt of Carlsbad Final Building Inspection Dept Building Engineering Planning CMWD St Lite Fire MAR f ; 2007 Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected By x; Inspected By Inspected By Comments CB061047 MAST RES-ADD 301 SF & REMODEL 106 SF TO MAKE SDL) ON 2ND STORY/219 11 66 LARKSPUR LN SHELLY Phone 7607293965 CA Water Dlst CA Date '?£> Inspected 3/2- 1. /> Date Inspected Date Inspected Date Permit Type Sub Type SF DECK Lot 0 • "7 Approved ^— -"" Approved Approved 03/21/2007 RESDNTL 2DU Disapproved Disapproved Disapproved iiCity of Carlsbad TRACKING DES Final Building Inspection REC-D:^-^ COP 0^ "1 Dept Building Engineering Cplannmg-jCMWD St Lite Fire Plan Check # Date Permit # Project Name Address Contact Person Sewer Dist InspecJetT"), Bv i/^ Inspected Bv Inspected Bv CB061047 Permit Type MAST RES-ADD 301 SF & REMODEL Sub Type 106 SF TO MAKE SOU ON 2ND STORY/219 SF DECK 11 66 LARKSPUR LN Lot 0 SHELLY Phone 7607293965 CA Water Dist CA i <X? Date ^2 j ?> N /\1 } i V/V ^— ' ' Inspected ^)/ ~^-*A ^Approved \J " I ^Date Inspected Approved Date Inspected Approved t.NO^-^5 03/21/2007 RESDNTL 2DU Disapproved Disapproved Disapproved Comments UNSCHEDULED BUILDING INSPECTION DATE m-^fe^ INSPECTO PERMIT # DQtlOm-i PLAN CHECK # JOB ADDRESS _ DESCRIPTION tdJu^U CODEX DESCRIPTION ACT COMMENTS "XX Q trtopgction List Permit* CB061047 Type RESDNTL 2DU Date Inspection Item 03/27/2007 89 03/27/2007 89 03/22/2007 89 03/21/2007 89 12/04/2006 17 11/30/2006 14 11/30/200624 11/30/2006 34 11/30/2006 44 11/28/2006 17 11/20/2006 14 11/20/2006 16 11/20/200624 11/20/2006 34 11/20/200644 11/17/200684 11/16/2006 16 11/16/200684 11/13/2006 84 10/25/2006 13 10/25/2006 16 10/23/2006 13 10/23/2006 16 10/20/2006 11 10/20/2006 14 09/27/2006 1 1 09/26/2006 1 1 09/26/2006 15 Final Combo Final Combo Final Combo Final Combo Interior Lath/Drywall Frame/Steel/Bolting/Weldm Rough/Topout Rough Electric Rough/Ducts/Dampers Interior Lath/Drywall Frame/Steel/Boltmg/Weldin Insulation Rough/Topout Rough Electric Rough/Ducts/Dampers Rough Combo Insulation Rough Combo Rough Combo Shear Panels/HD's Insulation Shear Panels/HD's Insulation Ftg/Foundation/Piers Frame/Steel/Boltmg/Weldin Ftg/Foundation/Piers Ftg/Foundation/Piers Roof/Reroof Inspector Act MC - PD - MC MC MC MC MC MC MC MC MC MC MC PY RB RB MC MC MC MC MC PC PC MC MC MC CO Rl CO Rl AP AP we we we PA PA AP AP AP AP CO NR CO CO AP PA PA PA PA AP AP CO AP MAST RES-ADD 301 SF & REMODEL 106 SF TO MAKE SOU ON 2ND STORY/21 Comments NEED GAS TEST BEFORE FINAL 0 N CARD ALL 2ND FLOOR OK, 1ST LAYER AT LID FIRST FLOOR OK TO DRYWALL EXCEPT AT POST POST CONNECTION @ BED #1 & 2 NEED CORRECTION LIST COMPLETED SEE NOTICE NOTICE EXTERIOR ONLY 2ND FLOOR SOUTH WALL ONLY ENTRY WAY H D & ANCHORS ONLY ENTRY WAY ONLY DECK EXTEN DECK NAILING complete hardware ok to dry in & load Tuesday April 03 2007 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 11/30/2006 Permit* CB061047 Title MAST RES-ADD 301 SF & REMODEL Description 106 SF TO MAKE SOU ON 2ND STORY/219 SF DECK Inspector Assignment MC Sub Type 2DU 1166 LARKSPUR LN Lot 0 Type RESDNTL Job Address Suite Location APPLICANT WORTHING INC, B A Owner MAST POKEY FAMILY TRUST 04-05-06 Remarks Phone 7607293965 Inspector (M/<-' Total Time Requested By SHELLEY Entered By CHRISTINE CD Description Act Comment 14 Frame/Steel/Boltmg/Weldmg 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp 11/28/2006 17 Interior Lath/Drywall PA MC 11/20/2006 14 Frame/Steel/Bolting/Weldmg PA MC 11/20/2006 16 Insulation AP MC 11/20/2006 24 Rough/Topout AP MC 11/20/2006 34 Rough Electric AP MC 11/20/2006 44 Rough/Ducts/Dampers AP MC 11/17/2006 84 Rough Combo CO PY 11/16/2006 16 Insulation NR RB 11/16/2006 84 Rough Combo CO RB 11/13/2006 84 Rough Combo CO MC 10/25/2006 13 Shear Panels/HD's AP MC 10/25/2006 16 Insulation PA MC 10/23/2006 13 Shear Panels/HD's PA MC Comments ALL 2ND FLOOR OK, 1ST LAYER AT LID FIRST FLOOR OK TO DRYWALL EXCEPT AT POST POST CONNECTION @ BED #1 & 2 NEED CORRECTION LIST COMPLETED SEE NOTICE NOTICE EXTERIOR ONLY 2ND FLOOR SOUTH WALL ONLY ENTRY WAY H D & ANCHORS ONLY 23/2005 00 19 b!92757559 PAGE 01 315 South Coast Highway 101, Suite U-160 Encinites, CA 92024 (760)207-2232 (760)944-8210 FAX Engineering-Consulting FACSIMILE TRANSMITTAL SHEET ro Mara Worthing FROM Steve Jfrsa DAT B. A. Worthing Construction, Inc.11/27/2006 101.»I- NO or PAGE5; INCLUDING COVER 760-729-0784 PlIONi. N'UMBbK 760-729-3965 Nl.VfBFR Post change at Mast YOUR nr.rrR.rNcr sn EJ URGENT OfrOR REVIEW C PI MSF COXMCNT D PLEASF RFI'l V O FLLASE REC YCI.F Mara, See attached for changes at posts at grid line A-2. Please call if you have any questions Steve 6192757=59 PAGE (J2 *3 'k * teu* (IJ '2/4 61 tf 4/4 (1) Pec* wrff (t) j City of Carlsbad Bldg Inspection Request For 11/16/2006 PermiW CB061047 Title MAST RES-ADD 301 SF & REMODEL Description 106 SF TO MAKE SOU ON 2ND STORY/219 SF DECK Type RESDNTL Sub Type 2DU Job Address £066 LARKSPUR LN >" - Suite '" Lot 0 Location APPLICANT WORTHING INC, B A Owner MAST POKEY FAMILY TRUST 04-05-06 Remarks Inspector Assignment MC Phone 7607293965 Inspector Total Time Requested By SHELLEY Entered By CHRISTINE CD Description 16 j Ipsulation Act Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description, .. .-• • "" .- 11/1 3/2006 /84LRough Combo 10/25/2006 13 Shear Panels/HD's 10/25/2006 16 Insulation 10/23/2006 13 Shear Panels/HD's 10/23/2006 16 Insulation 10/20/2006 11 Ftg/Foundation/Piers 10/20/2006 14 Frame/Steel/Bolting/Weldmg 09/27/2006 11 Ftg/Foundation/Piers 09/26/2006 11 Ftg/Foundation/Piers 09/26/2006 15 Roof/Reroof Act :-^CO AP PA PA PA PA 3 AP AP CO AP Insp _MC MC MC MC MC PC PC MC MC MC Comments NOTICE ... EXTERIOR ONLY 2ND FLOOR SOUTH WALL ONLY ENTRY WAY H D & ANCHORS ENTRY WAY ONLY DECK EXTEN DECK NAILING complete hardware ok to dry in & load ONLY CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-2700 1635 FARADAY AVENUE DATE //TIME LOCATION PERMIT NO / / >•0jH f O- -r FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? LJ YES FOR FURTHER INFORMATION, CONTACT PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 11/13/2006 Permit* CB061047 Title MAST RES-ADD 301 SF & REMODEL Description 106 SF TO MAKE SOU ON 2ND STORY/219 SF DECK Inspector Assignment MC 1166 LARKSPUR LN Lot 0 Type RESDNTL Sub Type 2DU Job Address Suite Location APPLICANT WORTHING INC, B A Owner MAST POKEY FAMILY TRUST 04-05-06 Remarks Phone 7607293965 Inspector Total Time Requested By SHELLEY Entered By CHRISTINE CD Description 14 Frame/Steel/Boltmg/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Act Comments ^ ° Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act 10/25/2006 13 Shear Panels/HD's AP 10/25/2006 16 Insulation PA 10/23/2006. 13 Shear Panels/HD's PA 10/23/200*,'" 16 Insulation PA 10/20/20.J6 11 Ftg/Foundation/Piers PA 10/20/2d06 14 Frame/Steel/Boltmg/Welding AP 09/27/2006 11 Ftg/Foundation/Piers AP 09/26/2006 11 Ftg/Foundation/Piers CO 09/26/2006 15 Roof/Reroof AP Insp Comments MC EXTERIOR ONLY MC 2ND FLOOR SOUTH WALL ONLY MC ENTRY WAY H D & ANCHORS ONLY MC ENTRY WAY ONLY PC DECK EXTEN PC DECK NAILING MC MC complete hardware MC ok to dry in & load NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT " ••» . 1635 FARADAY AVENUE DATE IS NJe\J TIME I < fek L- A<Z^ptJ £- U (\LOCATION PERMIT NO Obi FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE'? L.J YES FOR FURTHER INFORMATION, CONTACT . - PHONE//V\, BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 10/25/2006 Permit# CB061047 Title MAST RES-ADD 301 SF & REMODEL Description 106 SF TO MAKE SOU ON 2ND STORY/219 SF DECK Inspector Assignment MC Sub Type 2DU 1166 LARKSPUR LN Lot 0 Type RESDNTL Job Address Suite Location APPLICANT WORTHING INC, B A Owner MAST POKEY FAMILY TRUST 04-05-06 Remarks Phone 7607293965 Inspector Total Time Requested By SHELLY Entered By CHRISTINE CD Description 13 Shear Panels/HD's Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description 10/23/2006 13 Shear Panels/HD's 10/23/2006 16 Insulation 10/20/2006 11 Ftg/Foundation/Piers 10/20/2006 14 Frame/Steel/Bolting/Weldmg 09/27/2006 11 Ftg/Foundation/Piers 09/26/2006 11 Ftg/Foundation/Piers 09/26/2006 15 Roof/Reroof Act Insp Comments PA PA PA AP AP MC ENTRY WAY H D & ANCHORS ONLY MC ENTRY WAY ONLY DECK EXTEN DECK NAILING PC PC MC CO MC complete hardware AP MC ok to dry in & load From 81'! V*n Tassel To ,n! BA Wooing Sate iO'2&/20'J6 ".me 6 54 34 Page 2 c* 2 Building Consultants Tel (760)720-7125 Fa< (760)720-7'' 10 October 23, 2006 B A. Worthing inc P O Box 1041 Carlsbad CA 92008 Re Special Inspection 1166 LarKspur Carlsbad, CA Dear Sirs, The installation of fourteen (14) 5/8" threaded rod 12" into the foundation and two (2) 7/8" threaded rods 15' into the foundation was observed at 1 00 p rn on Friday October 20, 2006 The installation was done in accordance with the instructions on the tube of Simpson epoxy I C B 0 #ER5279, plan detail, and standard building practices Should you have questions regarding this matter please contact me at 7607207125 Sincerely, Bi!i Van Tassel C BO #2832 AC I #049694 ICC #0570410 EsGil Corporation In Partnership with government for (BuiUing Safety DATE August 21, 2O06 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO CB061047 SET II PROJECT ADDRESS 1 166 Larkspur Lane PROJECT NAME Addition & Remodel (2nd Dwelling) for the Mast Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Steve Sanders Enclosures Esgil Corporation D GA D MB D EJ D PC 8/15/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with government for <BuiC<hng Safety DATE April 25, 2006 a APPLICANT JURISDICTION Carlsbad a FILE PLAN CHECK NO CB061047 SET I PROJECT ADDRESS 1 166 Larkspur Lane PROJECT NAME Addition & Remodel (2nd Dwelling) for the Mast Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck 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 Brooks Worthing P O Box 1041 Carlsbad, CA 92018 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Brooks Worthing Telephone # (760) 729-3965 Date contacted Y/$M (byj^) Fax # (760)729-0784I " J^Mail Telephone Fax-—*m Person REMARKS By Steve Sanders Enclosures Esgil Corporation D GA D MB D EJ D PC 4/18/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad CB061O47 'April'25, 2006 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO CBO61O47 JURISDICTION Carlsbad PROJECT ADDRESS 1166 Larkspur Lane FLOOR AREA Addition 301 sq ft STORIES 2 Remodel 106 sq ft HEIGHT 22'-6" Approx REMARKS DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION 4/17/06 ESGIL CORPORATION 4/18/06 DATE INITIAL PLAN REVIEW PLAN REVIEWER Steve Sanders COMPLETED April 25, 2006 FOREWORD (PLEASE READ)' This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC 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 CB061047 April 25, 2006 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 1 All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code) 2 Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations (California Business and Professions Code) 3 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 • EXPANSION/EPOXY ANCHORS YES C/5 4 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 CB061O47 April 25, 2006 5 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Sliding panels of sliding door assemblies b) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface 6 Guardrails (Section 509 1) a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B Please detail the connection of the guardrail to the deck 7 Specify on the plans the following information for the roof materials, per Section 10633 a) Manufacturer's name b) Product name/number c) ICBO approval number, or equal 8 Show deck drains and overflows Sections 1506 2 and 1506 3 9 Please provide evidence that the engmeer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 10 Provide calculations for mam vertical and horizontal framing members and footings Section 10633 11 Provide calculations for lateral loads, shear panels, shear transfer and related Section 106 3 3 12 Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30" Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening Section 1505 1 13 Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels If service is over 200 amps, submit single line diagram, panel schedule and load calculations 14 Show on the plans a wall receptacle adjacent to each lavatory in the bathroom NEC Art 210-52(d) Carlsbad CBO61O47 April 25, 2006 15 Show at least one wall switch-controlled lighting outlet to be installed at stairways and at the exterior side of outdoor entrances or exits NEC Art 210(a) 16 Show water heater size (1st hour rating), type, and location on plans UPC, Section 501 0 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 a 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 Steve Sanders at Esgil Corporation Thank you Carlsbad CBO61O47 April 25, 2006 Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site Carlsbad CB061047 'April! 25, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO CB061O47 DATE April 25, 2006PREPARED BY Steve Sanders BUILDING ADDRESS 1166 Larkspur Lane BUILDING OCCUPANCY R-3 TYPE OF CONSTRUCTION VN BUILDING PORTION Addition Remodel Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 301 106 cb Valuation Multiplier 121 94 121 94 By Ordinance Reg Mod VALUE ($) 36,704 12,926 49,630 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review [2 Repetitive FeeRepeats Complete Review D Other r-n Hourly D Structural Only Hour Esgil Plan Review Fee Comments $345 061 $224 29 $19323 Sheet 1 of 1 macvalue doc City of Carlsbad P u t>l ic Wo r ks — E n g i n e e r i n g BUILDING PLANCHECK CHECKLIST DATE __ ^ BUILDING A'DDRE'SS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D 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 0 Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application rj Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet Name ENGINEERING DEPT CONTACT PERSON JOANNE JUCHNIEWICZ Address Phone City of Carlsbad 1635 Faraday Avenue, Carlsbad, CA 92008 (760) 602-2775 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract enue • Carlsbad, CA 92OO817314 • (76O) 6O2-272O • FAX (76O) 602-' RD3 D viM BUILDING PLANCHECK CHECKLIST SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines E Easements D 2 Show on site plan F Right-of-Way Width & Adjacent Streets G Driveway widths H Existing or proposed sewer lateral I Existing or proposed water service J Existing or proposed irrigation service A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards D 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION F BUILDING PLANCHECK CKLST FORM doc Rev 7/H/OO BUILDING PLANCHECK CHECKLIST .ST 0ND1bl 2NU 3" DDE D DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date D D D IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F ^BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST • ST ,ND 5RD ODD 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 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 $360 so we may prepare the necessary Neighborhood 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 D D D 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 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 D D D ODD GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15 16 010 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This information must be included on the plans. j7b 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 n a D Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ,ST RD3 D D D 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D 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, tying into public storm dram, sewer and water utilities Right-of-Way permit required for D D n 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 7153, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs 11 |5 Required fees are attached D No fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service F \BUILDING PLANCHECK CKLST FORM doc ,i ST «RD D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA 1+00 Install 2" service and 1 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include _• . Hydraulic grade line „ ..Elevationlatpoifi't oLcohnectipn':(EQC)._;._jzr:..'~_r; Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water F \BUILDING PLANCHECK CKLST FOpM doc BUILDING PLANCHECK CHECKLIST ..ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this inn 13 Additional Comments' F \BUILDING PLANCHECK CKLST FORM doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D ^Estimate based on unconfirmed information from applicant Er Calculation based on building plancheck plan submittal Address )/£ b l^f^if UC 6/7 Prepared by.Date Bldg Permit No. Checked by Date EDU CALCULATIONS: List types and square footages for all uses Types of Use «^DO Sq Ft/Units Types of Use Sq Ft/Units APT CALCULATIONS: List types and square footages for all uses Types of Use ^PO Sq Ft /Units. Types of Use Sq Ft/Units EDU's EDU's ADT's . ADT's FEES REQUIRED: WITHIN CFD D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) PARK-IN-LIEU FEE FEE/UNIT 2 TRAFFIC IMPACT FEE ADT'S/UNITS ( PARK AREA & # X NO UNITS X FEE/ADT BRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2 ADT's/UNITS FACILITIES MANAGEMENT FEE UNIT/SO FT 5 SEWER FEE EDU'S FIT AREA EDU'S X FEE/ADT. ZONE I X FEE/SO FT /UNIT /FEE/EDU FEE/EDU =$_ DIST #3 _ =$_ =$_ =$_ =$_ (D 7^ <%$ 6 SEWER LATERAL ($2,500) 7 DRAINAGE FEES PLDA ACRES X 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE =$. HIGH. FEE/AC /LOW =$.. METER FEE SDCWA FEE SDCWA FEE F \FEE CALCULATION WORKSHEET doc 1 of 2 Rev 7/14/00 D Q >J S S S 3 c. c. c. PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Planner Address It Erin Endres Phone (760) 602- L-7O 4625 APN Type of Project & Zoning £_ -1 General Plan CFD (irtfo'utffcDate of participation Net Project Density DU/AC Facilities Management Zone (_ Remaining net dev acres Circle One (For non-residential development Type of land used created by this permit ) Legend- [3 Item Complete D Item Incomplete - Needs your action Environmental Review Required: YES NO V" TYPE DATE OF COMPLETION Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval Discretionary Action Required: APPROVAL/RESOLD PROJECT NO YESx*C NO DATE 0' TYPE OTHER RELATED CASES Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES>^ NO CA Coastal Commission Authority? YES If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402, (619)767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # _, _ 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 - ' * , ; Inclusionary Housing Fee required: YES>^ NO (Effective date of Inclusionary Housing Ordinance - May 21,1993) \ Data Entry Completed? YES>O 'NOJ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan: 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) 2 Provide legal description of property and assessor's parcel number SD SD Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES Np 2 Project complies YES NO Kl D D D Zoning. 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure setbacks Front Interior Side Street Side Rear Structure separation 3 Lot Coverage 4 Height 5 Parking Required Required Required Required Required / -O &• t/ ' ~•^ f> «• 2 & ' Shown Zv Shown / Shown Shown Shown ^-T ', &fr)L" - ZJZ.^' Required Spaces Required Shown Required Required Required Required Required Required (~& ]r^ Shown : Shown Shown Shown Shown *-~) ^~> £\ , ^^>^ Shown c^~~ "T5 Ir^ -LI Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown V , Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 "* OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 CALCULATIONS FOR MAST RESIDENCE ND2 FLOOR ADDITION PROJ. NO. 06016 06/22/06 EngineeTing-Consulting Lateral Forces Mast Residence Seismic Forces Use UBC Simplified Procedure (Sec 1630 2 3) 3 0 CV = V = R 30 x 044 55 W Ca = 0 44 Na (Type SD Soil) Ca = 0 44 x 1 0 = 0 44 ( 8 km from Type B fault per map O-36) W ASD = Q24W/14 = 0171 W (Total Base Shear and Shear at Each Level) Wind Forces 70 mph, Exposure C Primary frames and systems: 0' -15' P = 1 06 x 15'-20' P= 113 x 20' - 25' P = 1 19 x 1 1 1 3 3 3 x x X 12 12 12 6 6 6 psf psf psf X X X 1 1 1 0 0 0 = = = 17.4 18.5 19.5 PSf psf psf Roof Slope < 7 12 0' 15' 20' - 15' -20' -25' P P P = = = 106 1 13 1 19 x x X 1 3 1 3 1 3 x X X 126 126 126 psf psf psf X X X 10 10 1 0 Eaves 0'- 15' -20' 20' -25' 2 12 < Slope < 7 12 P= 106 x P= P= 113 119 x x 26 x 12 6 psf x 10 26 x 12 6 psf x 10 26 x 12 6 psf x 10 17.4 psf (outward) 18.5 psf (outward) 19.5 psf (outward) 34.7 psf (outward) 37.0 psf (outward) 39.0 psf (outward) •Building Weights Mast Residence Roof 4 :12 Slope Composition Roofing 1/2" plywood Trusses @ 24" o c . Insulation Ceiling (1/2" gyp) Misc Floor Flooring 3/4" plywood Floor joists (2x@ 16"oc) Ceiling (1/2" gyp) Misc Exterior Wall 7/8" stucco 2x4 framing Insulation 1/2" gyp Misc 100psf 20psf 05psf 25psf 1 Opsf 5 psf x 1 054 = 53 psf 1 5 psf x 1 054 = 16 psf 3 Opsf 05 psf 2 5 psf 1 1 psf Total DL = 14.0 psf LL = 16.0 psf (412) 4 Opsf 2 5 psf 31 psf 2 5 psf 09 psf Total DL= 13.0 psf LL = 40.0 psf Interior Wall 1/2" gyp 2 5 psf 2x4 framing 2 0 psf 1/2" gyp 2 5 psf Misc 1 Q psf Total DL= 8.0 psf Total DL = 16.0 psf Window and Framing = 8 0 psf Exterior Balcony Floor joists (2x6 @ 16" o c ) 2x decking Total DL = LL = .rr U*171 /•' V'' stirtttpt tips Ik &f (ill' V- to rf n tf p/tht?( .Shear Walls Roof Direction Line Length Height H/D Tnb Area Mast Residence Force Shear Mot Mr.Uplift Plywood Holdown AN-S A 120ft 91ft 08 NA 114k N-S B 120ft 91ft 08 NA 114k 95plf 104k-ft 149k-ft none 95plf 104k-ft 149k-ft none /£\ none none Floor Direction Line Length Height H/D Tnb Force Force Area Roof Floor Shear Mot Mr(Uplift Plywood Holdown N-S A 200ft 80ft 04 NA N-S A8 70ft 80ft 11 NA 230k 210k 220 plf 352 k-ft 14 9 k-ft 1.04k /8\ PHD2 230k 210k 629 plf 35 2 k-ft 3 2 k-ft 492k A PHD6 * a it .Shear Walls Roof Mast Residence TribDirection Line Length Height H/D Areg Force Shear M0,Mr,Uplift Plywood Holdown E-W 1 170ft 105ft 06 NA 100k E-W 2 63ft 101ft 16 NA 130k 59plf 105k-ft 155k-ft none /8\ none 208 plf 131k-ft 33k-tt 171k /8\ MST48 Floor D,rect,on L.ne Length Height H/D Shear Mo,Mres Uplift Plywood Holdown E-W 13 170ft 80ft 05 NA E-W 3 83ft 80ft 10 NA 230k 210k 259 plf 35 2 k-ft 9 4 k-ft 156k /8\ PHD2 230k 210k 533 plf 35 2 k-ft 5 9 k-ft 378k A PHD5 } 1 1 • DR*v 5S0004 User KW 08061 57 Ver 5 8 0 1 Dec-2003 fo) 1383-2003 ENERCALC Engineering Software Title Job # Dsgnr. Date 420PM 3JUL06 Description Scope Timber Beam & Joist ^SSJL ! Description Roof beams and joists Timber Member Information Bm Lns. A, B Timber Section '0| SL2 Prllm 3 5 Beam Width m 3 500 Beam Depth in 11875 Le Unbraced Length ft 500 Timber Grade Truss Joist -MacMillan, Fb - Basic Allow psi 1,8270 Fv- Basic Allow psi 1970 Elastic Modulus ksi 1,4600 Load Duration Factor 1 250 Member Type Manuf/Pme Repetitive Status No Center Span Data Span ft 10 00 Dead Load #/ft 13800 Live Load #/ft Cantilever Span Span ft 5 00 Uniform Dead Load #/ft 239 00 Uniform Live Load #ffi 17600 Point #1 DL Ibs 58000 LL Ibs 352 00 @ X ft 5 000 Results Ratio = 06426 Mmax @ Center m-k 0 45 @ X = ft 0 72 Mmax @ Cantilever m-k -11817 fb Actual psi 1 436 6 Fb Allowable psi 2,2356 Bending OK fv Actual psi 950 Fv Allowable psi 2463Shear OK Reactions ©Lett End DL Ibs 10125 LL Ibs -396 00 Max DL+LL Ibs -294 75 @ Right End DL Ibs 3,053 75 LL Ibs 1,62800 Max DL+LL Ibs 4,681 75 Deflections Ratl° =• 240 ' Center DL Defl in 0 050 L/Defl Ratio 2,383 1 Center LL Defl m 0 062 L/Defl Ratio 1,9493 Center Total Defl in 0111 Location ft 6 080 L/Defl Ratio 1,0782 Cantilever DL Defl m -0 272 Cantilever LL Defl m -0 229 Total Cant Defl in -0 501 L/Defl Ratio 239 4 Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined Hdr Line 2 4x10 3500 9250 1033 Douglas Fir - Larch, No 2 90001800 1,6000 1250 Sawn No n 1033 110003200 5 03454 | 2273 516 000 4554 1,3183 Bending OK 291 2250 Shear OK & 56815 16528 73343 56815 16528 73343 Deflection OK j -0076 1,6246 -0022 5,584 6 -0098 5165 1,2585 1 * 1 • Rev 580004User KW 06091 57 Ver 5 3 0 1 Dec 2003 [_ *)1£«33 2003 ENERC4LC Engineering Software Title Dsgnr Description Scope Timber Beam & Joist Description Floor beams and joists Timber Member Information deck joist Timber Section 2x8 Beam Width in 1 500 Beam Depth in 7 250 Le Unbraced Length ft 1 33 Timber Grade Douglas Fir - Larch, No 2 Fb - Basic Allow psi 900 0 Fv- Basic Allow psi 1800 Elastic Modulus ksi 1,6000 Load Duration Factor 1 000 Member Type Sawn Repetitive Status Repetitive Center Span Data Span ft 6 00 Dead Load #ffl 1730 Live Load #/ft 53 20 Cantilever Span Span ft 2 00 Uniform Dead Load #/ft 31 00 Uniform Live Load #/ft 80 00 Point #1 DL Ibs 2700 LL Ibs @ X ft 2 000 Results Ratio = 0 2052 Mmax ©Center m-k 314 @ X = ft 2 74 Mmax @ Cantilever m-k -3 31 fb Actual psi 2520 Fb Allowable psi 1,2280 Bending OK fv Actual psi 297 Fv Allowable psi 1800Shear OK Reactions ©Left End DL Ibs 3257 LL Ibs 15960 Max DL+LL Ibs 19217 @ Right End DL Ibs 16023 LL Ibs 346 27 Max DL+LL Ibs 506 50 Deflections Ratio OK Center DL Defl in -0 001 L/Defl Ratio 66,720 9 Center LL Defl in -0 020 L/Defl Ratio 3,537 4 Center Total Defl in -0 021 Location ft 2 880 L/Defl Ratio 3,4137 Cantilever DL Defl in -0 006 Cantilever LL Defl in 0 003 Total Cant Defl in -0 003 L/Defl Ratio 159105 Job* Date 420PM 3JUL06 Page 1 I mast ec'.v Calculations ; Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined Bm Line 1 Hdr line 3 Hdr line 3 Prtlm 35x160 4x10 4x10 3 500 3 500 3 500 16 000 9 250 9 250 1700 633 533 Truss Joist - Douglas Fir - Douglas Fir - MacMillan, Larch, No 2 Larch, No 2 2,900 0 900 0 900 0 2900 1800 1800 2,0000 1,6000 1,6000 1 250 1 000 1 000 Manuf/Pme Sawn Sawn No No No 1700 633 533 34700 15000 8500 280 00 260 00 260 00 Stair stringer 4x14 3500 13250 1600 Douglas Fir - Larch, No 2 9000 1800 1,6000 1000 Sawn No 1600 2300 7000 0 8008 0 4620 0 2752 271 80 24 64 14 70 850 316 266 0 00 0 00 0 00 1 820 1 493 7 294 6 2,2729 1,0688 1,0704 Bending OK Bending OK Bending OK 1211 457 303 3625 1800 1800Shear OK Shear OK Shear OK 2,949 50 474 75 226 52 2.38000 v. 822 90 692 90 rf^5,32S5Q/Wlr 29765 91942 / 2,94951 * 47475 22652 ^^jgfl.nn 822 90 692 90 Deflection OK (oJ&i?<?flor1 OK Deflection OK -0273 -0015 -0004 7475 5,1777 15,3053 -0220 -0025 -0013 926 4 2,987 2 5,003 7 . -0493 -0040 -0017 \ 8500 3165 2665 \ ffy/ 1,8943 3,7709 04046 3571 800 000 3487 861 8 Bending OK 208 1800Shear OK 18400 56000 74400 18400 56000 74400 Deflection OK ! -0031 6,1458 -0095 2,0193 -0126 8000 1,5199 .'&.$ ' ~ O'l ~? £fa f 2, $ / 9, ^I . -i '*•'* r Business TJ Beam® 6 20 Serial Number 7005104389 User 2 6(28/2006 11 54 31 AM Page 1 Engine Version 6 20 16 91/2"TJI®110@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 17' -11'-«• 4 Product Diagram is Conceptual LOADS: Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 130 Dead SUPPORTS Width Length 1 Parallam PSL Beam 350" Hanger 2 Stud wall 350" 350" 3 Parallam PSL Beam 3 50" Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Live/Dead/Uphft/Total Depth 255/80/0/335 N/A N/A N/A 592/192/0/784 N/A N/A N/A 155 / 22 /-66/176 N/A N/A N/A H1 Top Mount Hanger None B3 None H1 Top Mount Hanger NoneHanger -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s) H1 Top Mount Hanger,B3 HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H1 Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A N/A 3 H1 Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A N/A DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum Design Control Control Location -449 -419 1342 Passed (31%) Rt end Span 1 under Floor loading 784 784 1935 Passed (41%) Bearing 2 under Floor loading -761 -761 2380 Passed (32%) Bearing 2 under Floor loading 0 065 0 268 Passed (L/999+) MID Span 1 under Floor ALTERNATE span loading 0 084 0 535 Passed (L/999+) MID Span 1 under Floor ALTERNATE span loading 50 45 Passed Span 1 -Deflection Cntena STANDARD(LL L/480JL L/240) -Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking -Bracmg(Lu) All compression edges (top and bottom) must be braced at 4' 8" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability -The load conditions considered in this design analysis include alternate member pattern loading TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking The controlling span is supported by beams Additional considerations for this rating include Ceiling - None A structural analysis of the deck has not been performed by the program Comparison Value 1 32 PROJECT INFORMATION OPERATOR INFORMATION: Steve Jirsa Spire Engmeenng 315 S Coast Hwy 101, Suite U-160 Encmitas, CA 92024 Phone (760)-207-2232 SteveJirsa@(760)-207-2232 id Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI®, TJ-Beam® and Parallam© are registered trademarks of Trus Joist e-I Joist™,Pro* and TJ-Prom are trademarks of Trus Joist *Vmvcifcieuser]9 1/2" TJI® 110 @ 16" O/C THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group 10' Max. Vertical Reaction Total (Ibs) 335 Max Vertical Reaction Live (Ibs) 255 Selected Bearing Length (in) 1 75(W) Max Unbraced Length (in)59 8 50" " 5 784 592 3 50(W) 56 8 50" 176 155 1 75(W) 88 Loading on all spans, LDF = 0 90 , 10 Dead Shear at Support (Ibs) 75 -103 76 Max Shear at Support (Ibs) 75 -110 82 Member Reaction (Ibs) 75 192 Support Reaction (Ibs) 80 192 -17 -17 17 22 Moment (Ft-Lbs)164 -187 8 Loading on all spans, LDF Shear at Support (Ibs) Max Shear at Support (Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on odd # spans, LDF Shear at Support (Ibs) Max Shear at Support 'Ibs) Member Reaction (Ibs) Support Reaction (Ibs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1 00 , 1 0 Dead +10 Floor 307 328 307 307 668 ;ns, 314 335 0 0 LDF 314 314 .059 078 = 1 699 0 0 065 084 -419 -449 784 784 310 335 -761 00 , -413 -442 612 612 1 0 159 1"?0 -685 33 -0 -0 -68 -68 009 012 Dead + N/A -0 -0. 71 71 016 019 68 89 1 0 -71 -66 0 Floor ALTERNATE span loading on even # spans, LDF = 1 00 , 10 Dead +10 Floor Shear at Support (Ibs) 68 -110 227 -156 Max Shear at Support (Ibs) 68 -117 248 -156 Member Reaction (Ibs) 68 365 156 Support Reaction (Ibs) 73 365 176 Moment (Ft-Lbs) 135 -262 172 Live Deflection (in) -0 006 0 010 Total Deflection (in) 0.014 0.008 PROJECT INFORMATION OPERATOR INFORMATION: Steve Jirsa Spire Engineering 315 S Coast Hwy 101, Suite U-160 Encmitas, CA 92024 Phone (760)-207-2232 SteveJirsa@(760)-207-2232 id Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI®,TJ-Beam® and Parallax© are registered trademarks of Trus Joist e-I Joist™, Pro™ and TJ-Pro01 are trademarks of Trus Joist f fl la *<|<<1J- ..1,....^ | 1 r M •? t I i v ^ jA- it j/e. Wt. " * f iL* Jr ^i?r r WA' rtf /.' wi lie* r^7 •o& o 3 Q. 5-2 r^ ®c5 »o> EOTO CZ 111 QC Ul UJ § * t*1 iri 8' /Af ff '**' fi ver * * 9 /* t'*) •' ID . . i^^4 1 Rev 5800041 User KW 06061 57 Ver 5 3 0 1 Dec 2003 | (01983 2003 ENERCALC Engineering Software Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam _; flreplacechangesew^lJ5 Description Beam Line B - D+L General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 75'span Span ft 7 so Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9500 End Fixity Pm - Pin Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span ? Yes Dead Load #/ft 322 00 Live Load #/ft 27 00 Start ft 2 500 End ft 7 500 Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #/ft Live Load @ Right #/ft Start ft End ft 7 500 Point #1 Dead Load Ibs 2,950 00 Live Load Ibs @ X ft 2 500 Point #2 Dead Load Ibs Live Load Ibs @X ft Point #3 Dead Load Ibs Live Load Ibs @X ft Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 000 11 5' span 11 50 35x95 3500 9500 Pin-Pin 1 33 | Yes 32200 2700 3500 1700 1700 5300 5300 3500 11 500 68000 3500 68000 11 500 71000 2500 Results Mmax @ Cntr in-k 56 0 @ X = ft 2 50 Max @ Left End in-k 0 0 Max @ Right End m-k -61 2 fb Actual psi 1,1630 Fb Allowable psi 2,8907 Bending OK Shear ©Left k 1 87 Shear @ Right k 2 83 fv Actual psi 1149 Fv Allowable psi 2900 Shear OK Reactions & Deflection DL ©Left k 1 89 LL @ Left k -0 02 Total @ Left k 1 87 DL @ Right k 510 LL @ Right k 0 43 Total @ Right k 5 53 Max Deflection in -0055 @ X = ft 3 00 188 483 -612 00 1.1630 2,890 7Bending OK 270 1 15 1099 2900 Shear OK :< 510 043 553 090" -0 062 598 II *!?%> f 'm sB**fis Engineering Consulting Title Job # Dsgnr Date Description Scope . Rev ssoocx __ -, 0 KII 14. • o T' K D Paqe 1 (cITbss 2003 ENERCALC Engineering Software IVIUIl|-O|Jal IIIMUCI OValll ^^ firepiace cnanges ecw Calculations Description Beam Line B - D+L+Lr General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 7 5 span Span « 7 50 Timber Section ' 3 5x9 5 Beam Width in 3 500 Beam Depth in 9500 End Fixity ; Pin - Pin Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span ? Dead Load #ffi Live Load #ffi Start ft End ft Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #/ft Live Load @ Right #/ft Start ft End ft Point #1 Dead Load Ibs Lrve Load Ibs @X ft Point #2 Dead Load Ibs Live Load Ibs @X ft Point #3 Dead Load Ibs Live Load Ibs @X ft Yes 32200 21900 2500 7500 7500 2,950 00 2,380 00 2500 Results Mmax @ Cntr m-k @X= ft Max @ Left End m-k Max @ Right End m-k fb Actual psi Fb Allowable psi Shear @ Left k Shear @ Right k fv Actual psi Fv Allowable psi r 100 5 250 00 -995 1,90903,6102 Bending OK 335 469 1918 3625 Shear OK Reactions & Deflection --^^^^^^A.ikife1Wic;^rt:.J.£*McV-i;.J^^i.i.li.^v'ai.-iii DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max Deflection in @X= ft 189 146 I (3^)1 TTU 387 897 -0101 305 CodeRef 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 250 ! 11 5' span 1150 35x95 3500 9500 Pin -Pin 133 Yes 32200 21900 3500 1700 1700 5300 5300 3500 11500 68000 70400 3500 68000 70400 11500 71000 31200 2500 284 353 -995 00 1,3891 3,6102 Bending OK 428 1 96 1745 3625 Shear OK ; 510 <L >SL Pi» Jt^\/ 1* P- // - ifi&t'i'/ri, /g^Tj ^r* * * r 'All ' \v- I 0 \T3v~ " ~~ IJ2§ " QJJ5 K**1 l/)v* "2*-0 085 590 1 ^"^5* > *' m s6»^s Engineering Consulting Rev 580004User KW 06061 57 Ve- 5 8 0 1 Dec 2003 ;c11983 2003 ENERCALC Engineering Software Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam masl ,irep,acechan5eseOT^l,0Is "KTs^STS— jr^'i'-'iSt^aT^^r^ss^sv"^?^;*^^-;^^ Description Beam Line B - D+L+E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 7 5 span Span « 750 Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9 500 End Fixity PK> - « n Le Unbraced Length ft 1 33 Member Type Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 I 11 S'span 1150 35x95 3500 9500 Pin-Pm 133 Loads Live Load Used This Span ? Yes Dead Load #/ft 322 00 Live Load #ffi 27 00Start ft 2 500 End ft 7 500 Dead Load @ Left #ffi Dead Load @ Right #ffi Live Load @ Left #/ft Live Load @ Right #/ftStart ft End ft 7 500 Point #1 Dead Load Ibs 2,95000 Live Load Ibs @ X ft 2 500 Point #2 Dead Load Ibs 1,34000 Live Load Ibs @ X ft 2 500^ i Point #3 Dead Load Ibs Live Load Ibs @X ft Point #4 Dead Load Ibs Live Load Ibs @X ft Yes 32200 2700 3500 1700 1700 5300 5300 3500 11500 68000 3500 68000 11 500 71000 2500 -1,34000 3500 Results Mmax @ Cntr m-k 87 2 @ X = n 2 50 Max ©Left End m-k 00 Max @ Right End m-k -48 2 fb Actual psi 1,6561Fb Allowable psi 3,8402 Bending OK Shear @ Left k 2 91 Shear @ Right k 313 fv Actual psi 131 1 Fv Allowable psi 3857 Shear OK 928 -482 00 9153 38402 Bending OK 168 084 635 3857 Shear OK Reactions & Deflection \ Engineering-Consulting Title Dsgnr Description Scope Job* Date =!ev 580004 User KW 0606 '57 Ver 5 8 0 1 Dec 2003 1C11983 2003 ENERCALC Engineering Software Multi-Span Timber Beam :;^ET™^Ea^™-:r£^^^ 2 k rrast fireplace changes ecw Calculations B Description Beam Line B - D+L+E DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = | Query Values Location Moment Shear Deflection k k k k k k m ft ft m-k k in 293 -002 291 437 043 480 -0102 325 000 00 29 00000 437 043 480 059 0030 360 000 -482 1 7 00000 A^^IA^ » ;» S&*?6 EngineeTing-Consulting CRev 53000iUser KW 06061 57 Ver 5 8 0 1 Dec 2003 ic)1S33 200C ENERCALC Engineering Software Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam , , „ fa9® 1 " mast fireplace changes ecw Calculations XCS.riH^IBSSE'ii^v&JT^^^^ -5re---Vi-.w.:.T4rift-vi1.--*-..;.-i,«1 vi.-:.:sS.^JJi::vj.v^;=:K^^^ Description Beam Line B - D+L-E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information h.^X?:S:&.-L:ia.^-»s«^-«i"iw;i;wfcia,.r..A..':.».-':a. •..?.».'.•; >'L'^_-.--. JV» <.&{*...&:"•&•'!•• Mi I-."Description ; 7 5' span Span « 7 so Timber Section j 3 5x9 5 i Beam Width m| 3500 Beam Depth mi 9500 End Fixity , Pi" - f"1 Le Unbraced Length ft 1 33 Member Type Loads Live Load Used'f his Span ' Yes Dead Load #ffi 322 00 Live Load #ffi 27 00 Start ft 2 500 End ft I 7500I Dead Load @ Left Aft Dead Load @ Right #ffi Live Load @ Left #/ft Live Load @ Right #/ft Start ft End ft 7 500 Point #1 Dead Load Ibs 2,95000 Live Load Ibs @ X ft 2 500 Point #2 Dead Load Ibs -1,34000 Live Load Ibs @ X ft 2 500 Point #3 Dead Load Ibs Live Load Ibs @X ft Point #4 Dead Load Ibs Live Load Ibs @X ft Results Mmax @ Cntr in-k 24 9 @ X = ft 2 50 Max @ Left End m-k 0 0 Max @ Right End m-k -74 3 fb Actual psi 1,4106 Fb Allowable psi 3,8402 Bendrng OK Shear @ Left k 0 83 Shear @ Right k 2 53 fv Actual psi 101 3 Fv Allowable psi 3857 Shear OK Reactions & Deflection Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 ~] 115' span 11 50 35x95 3500 9500 Pin -Pin 133 Yes 32200 2700 3500 1700 1700 53 00 5300 3500 11500 68000 3500 68000 11 500 71000 2500 1,34000 3500 481 353 -743 00 1.4106 38402 Bending OK 373 146 1562 3857 Shear OK aJP*V . ^ ^SffrafQ Engineering Consultin Rev 58000"User KW 06061 57 Ver 5 8 0 (0)1933 2003 ENERCALC Eng Description DL @ Left LL@Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @X = Query Values K;_. ^^^--:;£*«.-/^y~«)i-:i-!";~ •«•£••*;£ Location Moment Shear Deflection 9 • Dec 2003nearing Software Beam Line B - D+L-E k kk k k k in ft 085 -002 083 582 043 625 0013 615 n m-k k in 000 00 08 00000 Title Dsgnr. Description Scope Multi-Span Timber Beam 582 043 625 122 0,25cH^ -0149 560 000 -743 37 00000 Job* Date Page 2 I; mast fsrepiace changes ecw Calculations p 1 • ^Rttfr . ^." "^ S&^te Engineering Consulting F Rev 580004! User KW 0606157 \ie~ 5 8 0 1 Dec 2003 | (CJ1983 2003 ENERCALC Engineering Software Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam rast f!replace clianges ecw ** Js Description Beam Line B - 0 9D+E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 75'span Span ft 7 50 Timber Section ;' 3 5x9 5 Beam Width m 3500 Beam Depth in; 9500 End Fixity P>n - Pin Le Unbraced Length ft: 1 33 Member Type Loads Live Load Used This Span ? Yes Dead Load #ffi 290 00 Live Load #/ft Start ft 2 500 End ft 7 500 Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #/ft Live Load @ Right #/ft Start ft End ft 7 500 Point #1 Dead Load Ibs 2,65500 Live Load Ibs @ X ft 2 500 Point #2 Dead Load Ibs 1,34000 Live Load Ibs @ X ft 2 500 Point #3 Dead Load Ibs Live Load Ibs @X ft Point #4 Dead Load Ibs Live Load Ibs @X ft Results Mmax @ Cntr m-k 82 3 @ X = ft 2 50 Max @ Left End m-k 0 0 Max @ Right End m-k -36 4 fb Actual psi 1,5624 Fb Allowable psi 3,8402 Bending OK Shear @ Left k 2 74 Shear @ Right k 2 70 fv Actual psi 1237 Fv Allowable psi 3857 Shear OK Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 11 5 span 1150 35x95 3500 9500 Pin -Pin 1 33 Yes 29000 3500 1500 1500 3500 11500 61200 3500 61200 11500 63900 2500 -1,34000 3500 00 1150 -364 00 6920 3,8402 Bending OK 1 16 050 423 3857 Shear OK Reactions & Deflection ? Engineering-Consulting Title Dsgnr Description Scope Job* Date Rev 58000"User KW 06061 57 Ver 5 8 0 1 Dec 200?(c)1983 2003 ENERCALC Engineering Software Multi-Span Timber Beam Page 2 p T.as\ fireplace changes ecw Calculations [£ Description DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @X = Beam Line B - 0 9D+E k k k k k k in ft 274 000 274 386000 386 -0100 330 386 000 386 050 0052 483 Query Values Location Moment Shear Deflection ft m-k k in 000 00 27 00000 000 -364 12 00000 • ^iiiljjv S&*^6 Engineering Consulting 1 Rev 580GOiUser KW 06061 57 Ver 5 8 0 1 Dec 2003 I (cj'383 2003 ENERCALC Engineering Software Description Beam Line B - 0 9 General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information •^xtt&KtiixziSj^&iKjsiaiM-asjx^ Description 7Sspan Span ft 7 so Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9 500 End Fixity P"1 - «"Le Unbraced Length ft! 1 33 Member Type Loads Live Load Used This Span ' Yes Dead Load #/ft 290 00 Live Load #/ft Start ft 2 500 End ft 7 500 Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #ffi Live Load @ Right #/ft Start ft End ft 7 500 Point #1 Dead Load Ibs 2,65500 Live Load Ibs @ X ft 2 500 Point #2 Dead Load Ibs -1,34000 Live Load Ibs @ X ft 2 500 Point #3 Dead Load Ibs Live Load Ibs @X ft Point #4 Dead Load Ibs Live Load Ibs @X ft Results Mmax @ Cntr in-k 20 6 @ X = ft 2 50 Max @ Left End in-k 00 Max @ Right End in-k -62 5 fb Actual psi 1,1873 Fb Allowable psi 3,8402 ! Bending OK Shear @ Left k 0 67 Shear® Right k 210 fv Actual psi 842 Fv Allowable psi 3857 Shear OK Reactions & Deflection Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam mas; ,,replacechangesecwSJs D-E Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 11 5' span 11 50 35x95 3500 9500 Pin -Pin 133 Yes 29000 3500 1500 1500 3500 11500 61200 3500 61200 11500 63900 2500 1,34000 3500 I 433 353 -625 00 1.1873 3,840 2 Bending OK 321 1 12 1349 3857 Shear OK ^ ,*<PtKm-~ "» 2 ^Engineering-Consulting Rev 580G04User KWC606157 Ver 5 8 0 1 Dec 20C3 (c) .933 2003 ENERCALC Engineering Soft-ware Description DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @X = Query Values Location Moment Shear Deflection Beam Line B - 0 9D-E k 067 k 000 k 067 k 531 k 000 k 531 in 0011 ft 610 ft 000 in-k 0 0 k 07 in 0 0000 Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam mas. !|rep!acechange5ecw^,Js 531 000 531 1 12 0 00(TTT) -0122 544 000 -625 32 00000 .<P8!K. & » sB«*f^6 Engineering Consulting Rev 58C3Ciuser KW 0606' 57 Ver 5 8 0 1 Dec 2003 fell 983 2003 ENERCALC Engineering Software1 — ~~£r-&;?iz5zz3ztt~£7.&~^^~£^?^^~-z^.&t"*^&.^*.z^~v™-~'i Description Beam Line B - 1 2 General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 7 5' span Span ft 750 Timber Section 3 5x9 5i Beam Width in 3 500 Beam Depth in 9 500 End Fixity Pi" - PI"Le Unbraced Length ftj 1 33 Member Type i Loads Live Load Used This Span ' Yes Dead Load #/ft 386 00 Live Load #/ft 1400 Start ft 2 500 End ft 7 500 Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #ffi Live Load @ Right #/ft Start ft End ft 7 500 Point #1 Dead Load Ibs 3,540 00 Live Load Ibs @ X ft 2 500 Point #2 Dead Load Ibs 3,80000 Live Load Ibs @ X ft 2 500 Point #3 Dead Load Ibs Live Load Ibs @X ft Point #4 Dead Load Ibs Live Load Ibs @X ft Results MmaxigCntr m-k'l 1561 @ X = ft 2 50 Max @ Left End m-k 0 0 Max @ Right End m-k -32 1 fb Actual psi 2,9648 Fb Allowable psi 6,5028 Bending OK Shear @ Left k 5 20 Shear ©Right k 414 fv Actual psi 2347 Fv Allowable psi 6554 Shear OK Reactions & Deflection Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam ras! fireplace ehanges ecw ^ajns ;r:?;:r'^ft™;^c^^ !D+0 5L+Em CodeRef 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 2 260 11 5' span 1150 35x95 3500 9500 Pin -Pin 1 33 Yes 38600 1400 3500 2000 2000 2700 2700 350011500 81600 3500 81600 11 500 85200 2500 -3,800 00 3500 . .. f -655 353 -321 00 1,2448 65028 Bending OK 014 032 242 6554 Shear OK '- ^ Engineering Consulting Title Dsgnr Description Scope Job# Date Rev SSOOOi User KW 0606157 Ver 5 8 0 1 Dec 2003 (C)19S3 2003 ENERCALC Engineering Software "~ ~" " ^.-S^-S^'C^-/^^^^-^^^^^:^^^^:!^;"^ Description Multi-Span Timber Beam nSEIEX3JE.r2I Beam Line B -1 2D+0 5L+Em Page 2 mast fireplace changes ecw Calculations s^^'iy^affiTVisrvr^is.^^ DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @x = Query Values Location Moment Shear Deflection k k k k k k in ft ft m-k k in 522 -001 520 406 022 428 -0203 340 000 00 52 00000 406 022 428 019 £OJ£> 0189 506 000 -321 01 00000 ' ^""^.*"' ' '* ^Z! Pliii $tf£^.ji i^^ ^i ^^^ Engineering-Consulting Rev 58COO-:User KVV 0606157 Ver 5 8 0 1 Dec 2003[0)1933 20C3 ENERCALC Engineer ng Software Title Job* Dsgnr Date Description Scope Multi-Span Timber Beam mast f replace changes ecw ^ Js iS:.:ra3S333££ZSSE5ZS^;£?K^ Description Beam Line B - 1 2D+0 5L-Em General Information Truss Joist - MacMillan, Paraliam 2 OE Spans Considered Continuous Over Support Timber Member Information Description ; 7 5' w™ Span ft- 7 so Timber Section 3 5x9 5 Beam Width in 3500 Beam Depth in 9 500 End Fixity fin - Pin Le Unbraced Length ft! 1 33 Member Type j Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 2 260 11 5' span 11 50 35x95 3500 9500 Pin -Pin 133 Loads Live Load Used This Span ? j Yes Dead Load #/ft 386 00 Live Load #/ft 14 00 Start ft 2 500 End ft 7 500 Dead Load @ Left #ffi Dead Load @ Right #/ft Live Load @ Left #ffi Live Load @ Right #ffl Start ft End ft 7 500 Point #1 Dead Load Ibs 3,54000 Live Load Ibs @ X ft 2 500 Point #2 Dead Load Ibs -3,80000 Live Load Ibs @ X ft 2 500 Point #3 Dead Load Ibs Live Load Ibs @X ft Point #4 Dead Load Ibs Live Load Ibs @X ft Yes 38600 1400 3500 2000 2000 2700 2700 3500 11500 81600 3500 81600 11 500 85200 2500 3,800 00 3500 Results Mmax @ Cntr m-k 0 0 @ X = ft 0 00 Max @ Left End m-k 0 0 Max @ Right End m-k -1061 fb Actual psi 2,0151 Fb Allowable psi 6,5028 Bending OK Shear @ Left k 0 69 Shear @ Right k 2 43 fv Actual psi 950 Fv Allowable psi 6554 Shear OK Reactions & Deflection 1045 353 -1061 00 20151 6,502 8 Bending OK 596 210 2552 6554 Shear OK 11 _; v&ati.\?jf: .vjs nL-"J%i Engineering Consulting Title Dsgnr Description Scope Job* Date Rev S8COC4 User KW 0606157 Ver 5 8 0 1 Dec 2003 [_IC)1983 2003 ENERC_ALC Engineering Software Description Beam Line B -1 2D+6 5L-Em Multi-Span Timber Beam Page 2 p mast fireplace chances ecw Calculations ft" DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = ! Query Values Location Moment Shear Deflection k k k k k k in ft ft m-k k in -067 -001 -069 817 022 839 0075 455 000 00 -07 00000 817 022 839 197 <&> — * #//#£ +10 : (/£// * $ qf" -0305 . ' 544 000 -1061 60 00000 : *<"**sfrfe Engineering Consulting =?ev 58000*User KW 0606157 Vgr 580 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam rast firepl.ceeh.naesecwSSLJ, | Description Beam Line B - 0 9D+Em General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information K^S4i/.«i^A-W«'^^£V^-i-y/Wlw*-V..T^ Description 7 5 span Span ft 7 so Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9 500 End Fixity *n - *"Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span ' Yes Dead Load #/ft 290 00 Live Load #ffl Start ft 2 500 End ft 7 500 Dead Load @ Left #ffi Dead Load @ Right #/ft Live Load ©Left #ffil Live Load @ Right #/ft Start ftEnd ft 7 500 Point #1 Dead Load Ibs 2,65500 Live Load Ibs @ X ft 2 500 Point #2 Dead Load Ibs 3,80000 Live Load Ibs @ X ft 2 500 Point #3 Dead Load Ibs Live Load Ibs @X ft Point #4 Dead Load Ibs Live Load Ibs @X ft Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 .-i'-i'v'.-ji'.-.i.'.. .^^ffi..i^:^i.--v.^..^:.i-iSr .i.^.^iuv;^.,^'.^ -^•.-.L'i-.ii^Ji.i.i.i.sS'sf.";:^.-'-'* :jU'.;:i^i1i^^1;'.'.'^.«->!i.Si.i .-;.£ .^J.:;ir..T..-:- -•;••.. iti;iJh:..-jLj^r •^••vrffev.^iw-^-j-AW-'Ii'.-.kK^iir 11 5' span 1150 35x95 3500 9500 Pin -Pin 133 I Yes 29000 3500 1500 1500 350011 500 61200 3500 61200 11500 63900 2500 -3,800 00 3500 Results K. Af^*"v.Aj;AriA.<ICXAt2.l-ai-~.w---"*^--.~'!->>>--':>b-i-'!f^.I.>.-i ••.».«. • '••- ':-•;.• . .:t- .'.at..,., -v - Mmax @ Cntr m-k 1 39 4 @ X = ft 2 50 Max @ Left End m-k 0 0 Max @ Right End m-k -125 fb Actual psi 2,6485 Fb Allowable psi 3,8402 Bending OK Shear ©Left k 4 65 Shear @ Right k 3 26 fv Actual psi 2097 Fv Allowable psi 3857 Shear OK Reactions & Deflection -717 353 -125 00 1.3612 3,840 2 Bending OK 072 008 427 3857 Shear OK ; l« Engineering Consulting Title Dsgnr Description Scope Job* Date Rev 580001 User KW 0606157 Ver 5 8 0 1 Dec 2003 [c)1983 2003 ENERCALC Engineering Software Multi-Span Timber Beam Page 2 Description Beam Line B - 0 9D+Em as* fireplace changes ecw Ca'culat'ons DL@Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = Query Values S2£*-c--i-ii3»«tttJ-:iJwr;w n jot; tf.is&.vu.i...:- jg. *.:•.. Location Moment Shear Deflection k k k k k k in ft """"ft in-k k in 465 000 465 253 000 253 -0187 345 000 00 46 00000 253 000 253 -008 000(3Tog) 0212 514 000 -125 -07 00000 ^^r ^^2tt AH^^MMM^7p 1^^^ ^1 ^^^ Engineering-Consulting Rev 580004User KW 0606 157 Ver 5 8 0 1 Dec 2003 | (C11933 2003 ENERCALC Engineering Software Description Beam Line B - 0 General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam mass firepiacediangesecw^lJs | 9D-Em Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 Timber Member Information Description ; 7 5' *<*" Span « Timber Section Beam Width in Beam Depth in End Fixity Le Unbraced Length ft Member Type 115' span 750 1150 3 5x9 5 3 5x9 5 3500 9500 Pin -Pin 1 33 Loads Live Load Used This Span ? Dead Load #/ft Live Load #/ft Start ft End ft Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #/ft Live Load @ Right #/ft Start ft End ft Point #1 Dead Load Ibs Live Load Ibs @X ft Point #2 Dead Load Ibs Live Load Ibs @X ft Point #3 Dead Load Ibs Live Load Ibs @X ft Point #4 Dead Load Ibs Live Load Ibs @X ft Yes 29000 2500 7500 7500 2,655 00 2500 -3,800 00 2500 Results Mmax @ Cntr in-k @ X = ft Max @ Left End in-k Max @ Right End in-k fb Actual psi Fb Allowable psi Shear @ Left k Shear @ Right k fv Actual psi Fv Allowable psi 00 000 00 -864 1,64203,840 2 Bending OK 124 155 593 3857 Shear OK Reactions & Deflection 3500 9500 Pin -Pin 1 33 Yes 29000 3500 1500 1500 3500 11500 61200 3500 61200 11500 63900 2500 3,800 00 3500 984 353 -864 00 1.8687 3,8402Bending OK 510 1 70 2200 3857 Shear OK **»* Engineering Consulting Title Dsgnr Description Scope Job# Date Rev 58COOi User KW 0606157 Ver 5 8 0 1 Dec 2003 (O1983 2003 ENERCALC Eng:neenng Software" Multi-Span Timber Beam Description ^E^E:-^^Ji^CS^ Beam Line B - 0 9D-Em Page 2 mast fireplace changes ecw Calculations DL @ Left LL@Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @x = Query Values Location Moment Shear Deflection k k k k k k in ft ft m-k k in -124 000 -124 664 000 664 0087 420 000 00 -12 00000 664 000 664 170 0,00 ^_7JJ> -0282 537 000 -864 51 00000 No 937 81 1 EEngineer's Computation Pad5)*f*,» w, i t-^ /, ^ 1 1 J F / 7 • itt ' ,rr~i2_ 1 : Jr 1 r i p ••#' f 1' < ft)n' * V "I*e - n'/z * a. fi & j?*!*( K- m Sftsife Engineering-Consulting Rev 58C004 User KW 0606157 Ve: 5801 Dec 2003 •;c!'983 2003 ENERC.ALC Engineering Software Description Beam Line 2 D+L | General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 13 3' span Span ft; 1330 Timber Section Prllm : 5 25x9 5 Beam Width ml 5250 Beam Depth in 9500 End Fixity Le Unbraced Length ft Pin -Pin 133 Member Type Loads Live Load Used This Span "> Dead Load #/ft Live Load #/ft Start ft End ft Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #/ft Live Load @ Right #/ft Start ft End ft Point #1 Dead Load Ibs Live Load Ibs @X ft Point #2 Dead Load Ibs Live Load Ibs @X ft Point #3 Dead Load Ibs Live Load Ibs @X ft Yes 31800 34000 6250 16700 16700 34000 34000 6250^R$00 S 3,100 oo al""~) 56000 6250 Results Mmax @ Cntr m-k @X= ft Max @ Left End m-k Max @ Right End m-k 1134 532 00 -1377 fb Actual psi 1.7442 Fb Allowable psi Shear @ Left k Shear @ Right k fv Actual psi Fv Allowable psi 2,896 0 Bending OK 663 472 1298 2900 Shear OK Reactions & Deflection DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total® Right k Max Deflection in @X= ft /480\ / 183J VjBW- Stfe ^ 476 . 979 -0318 585 Title Job # Dsgnr Date Description Scope Multi-Span Timber Beam ras f!replacechangesecwSL Js Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 000 vV:i -. ij.j....-^. .?.;,"*• Six .:.i.:-..^-r"..' •a-;.«5::i?_'.i-,.i-.-.-:«-iviy^.-..-'^---i:*--.\^ .i1j-~..:.-^M£.iv>W',*i;n.#:.u«../.-:;^^ 5 2' span 520 Prllm 525x95 5250 9500 Pin -Pin 133 Yes 16700 34000 2950 31800 31800 34000 34000 2950 5200 , 560 00 2950 3,10000 3700 90000 25000 3700 399 371 -1377 00 1,7442 2,896 0 Bending OK 507 272 1408 2900 Shear OK 502 476 )\-- 979 \^ 277lZ- -005 272 0014 128 Engineering-Consulting Title Job # !/ / Dsgnr Date Description Scope Rev 580004 .„..»» — . — Dona 1 nUser KW0606157 VerSBO 1 Dec 2003 MUltl-SD3n Timber D6am rage £ J(0)1983 2003 ENERCALC Engineering Software iwiwin v^v.1 •» WTVMII mas( fltep|ace cnanges ecw Calculations B ^^^^^.^^^.^j^^^.^.^^.j^l.^^^^^..^^^;^^^^.^^^..^^^Description Beam Line 2 D+L Query Values Location Moment Shear Deflection ft in-k k in 000 00 66 00000 000 -1377 51 00000 Engineering Consulting Title Osgnr Description Scope. Job* Date Rev 58COOi User KW 0606157 Ver 5 8 0 1 Dec 2003 !C)1983 2003 ENERC.ALC F.ncuneenng Software—i" Multi-Span Timber Beam Page 1 Description Beam Line 2 D+L+Lr ,^^^^^^ mast fireplace changes ecw Calculations^^ General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description Span Timber Section Beam Width Beam Depth End Fixity Le Unbraced Length Member Type [Loads 13 3 span ft 1330 Prllm 525x95 in 5 250 in 9 500 Pin - Pin ft 1 33 Live Load Used This Span ? Dead Load Live Load Start End Dead Load @ Left Dead Load @ Right Live Load @ Left Live Load @ Right StartEnd Point #1 Dead Load Live Load@X Point #2 Dead Load Live Load @X Point #3 Dead Load Live Load@x Results Mmax @ Cntr @X = Max @ Left End Max @ Right End ft Actual Fb Allowable Shear @ Left Shear @ Right fv Actual Fv Allowable #/ft #/ft ft ft #/ft #/ft #/ft#m Yes 31800 37200 6250 16700 16700 34000 34000 ft! 6250 ft ,-4^300 Ibs Ibsft Ibs Ibs ft Ibs Ibs ft ( 3,100 00^ (j ,600 00, 56000 16000 6250 m-k ft m-k m-k psi psi 1184 532 00 -1497 1,89573,6187 Bending OKI k! 839 k psi psi 492 1357 3625 Shear OK Code Ref 1997/2001 NDS. 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 250 5 2 span 520 Prllm 525x95 5250 9500 Pin -Pin 133 Yes 16700 34000 2950 31800 31800 37200 37200 2950 5200 \ 560 00 ( 160 00 2950 3,10000 1,60000 3700 90000 1,06000 3700 ~~1 693 371 -1497 00 1,8958 3,6187 Bending OK 604 439 1700 3625 Shear OK Reactions & Deflection DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = k k k k k k in ft ""7480s ( 359 V 8i39> :WZ 593 1096 -0325 576 V 502 1 J§J93 ^•4-1 tf£~f5) r^U ji <*w £.11 m ' VI 1 62~~ (fz§) fa. -0010 R 371 VjP^U, m •» Sffcife Engineering Consulting Rev 530001User KW 0606157 Ver 5 8 0 1 Dec 2003 fc)1983 2003 ENERCALC Engineering Software Title Job # I Dsgnr Date Description Scope Multi-Span Timber Beam rast (ireplacechangesecw^cgll ^^^'s/i'£^vi-^-J££:ii.Js.^^^JdZi7;r!KI^~l"VJXJi',L;^^:V:. Z~~^^^ Description Beam Line 2 D+L+Lr Conservative max General Information truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description j 13 3' span Span ft 1330 Timber Section Prllm 525x95 Beam Width ml 5250 Beam Depth in 9 500 End Fixity Pin - pm Le Unbraced Length ft; 1 33 Member Type CodeRef 1997/2001 NDS 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 250 5 2' span 520 Prllm 525x95 5250 9500 Pin -Pin 133 Loads Live Load Used This Span ? Yes Dead Load #/ft 31800 Live Load #/ft 372 00 Start ft End ft 6 250 Dead Load @ Left #ffi 167 00Dead Load @ Right #/ft 167 00Live Load @ Left #ffi 340 00Live Load @ Right #/ft 340 00Start ft 6 250End ft 13300 Point #1 Dead Load Ibs 3,10000Live Load Ibs 1,60000@X ft Point #2 Dead Load Ibsi 56000 Live Load Ibs 16000 @ X ft 6 250 Point #3 Dead Load Ibs Live Load Ibs @X ft Yes 16700 34000 2950 31800 31800 37200 37200 29505200 56000 16000 2950 3,300 00 2,500 00 3700 90000 1,06000 3700 Results [ Mmax@Cntr in-k 1174 @ X = ft 5 32 Max @ Left End in-k 0 0 Max @ Right End in-k -1 52 3 fb Actual psi 1,9281 Fb Allowable psi 3,6187 Bending OK Shear ©Left k 837 Shear @ Right k 4 93 fv Actual psi 1362 Fv Allowable psi 3625 Shear OK Reactions & Deflection "D'L® Left k /480\ LL @ Left k I 3 58 ] Total @ Left k V|3J/- DL @ Right k 5159 , LL@ Right k 624 ' Total® Right k 1133 Max Deflection in -0320 @ X = ft 5 76 826 371 -1523 00 1,9281 3,6187 Bending OK 640 513 1808 3625 Shear OK 509 i fi ?4 4/1 rfTss) f4f\ « *o n p L :T9D If/" iMt flo iAtvjf/1 6f ^Ov ^t a -'7/1 2^3 ^ >#**»' If' »v*fiti \r> flfZi/ljuf £$£&• ~~~" @™) fyi J *-0014 / 361 ^gifc . ^ '* SJ5»4^6 Engineering Consulting 1 Rev 580004 User KW 06061 57 Ver 5 8 0 1 Dec 2003 !c)1983 2003 ENERCALC Engineering Software Description Beam Line 2 D+L+E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 13 3' span Span ft 1330 Timber Section ' Prllm 525x95 Beam Width mj 5250 Beam Depth in 9 500 End Fixity PI" - w Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span ? Yes Dead Load #ffi 31800 Live Load #/ft 340 00 Start ft End ft 6 250 Dead Load @ Left #ffl 167 00 Dead Load @ Right #ffi 167 00 Live Load @ Left #/ft 340 00 Live Load @ Right #/ft 340 00 Start ft 6 250 End ft 13300 Point #1 Dead Load Ibs 3,10000 Live Load Ibs @X ft Point #2 Dead Load Ibs 56000 Live Load Ibs @ X ft 6 250 Point #3 Dead Load Ibs -2,30000 Live Load Ibs @X ft Point #4 Dead Load Ibs 2,30000 Live Load Ibs @ X ft 6 250 Title Job # Si Dsgnr Date Description Scope Multi-Span Timber Beam mas. !ireplace eh8nges ecw ^Jj. Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 5 2' span 520 Prllm 525x95 5250 9500 Pin -Pin 1 33 Yes 16700 34000 2950 31800 31800 34000 34000 2950 5200 56000 2950 3,10000 3700 95000 21000 3700 Results ..,!aii.1.ii£t-i^i^-i--i-fu.-1.'~.-il~.- Vu.-.ivi...* .^.v/i.:->,ur^';- I'.j i"-:2V..^. •...-..•£.•. .-;:m. •.'ii,''...-.-... .-•-.*. Mmax @ Cntr tn-k 178 9 @X= ft 621 Max @ Left End m-k 0 0 Max @ Right End m-k -1861 fb Actual pst 2,3563 Fb Allowable psi 3,8498 261 371 -1861 00 2.356 3 3.849 8 Bending OK Bending OK Shear ©Left k 5 24 Shear© Right k 610 fv Actual psi 1714 Fv Allowable psi 3857 Shear OK Reactions & Deflection 584 195 1642 3857 Shear OK Engineering Consulting Title Dsgnr Description Scope Job# Date Rev 580004 User KW 0606157 Ver 5 8 0 1 Dec 2003 (0)1983 2003 ENERCALC Engineering Software — ' Tsr^-:^5S-r.r7is-r!n3s^^ffl3^3^i7';^^--jrsKsr--1;^is-ra;.—.sn»r: Multi-Span Timber Beam Page 2 ;J Description mast fireplace changes ecw Calculations j Beam Line 2 D+L+E DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = Query Values Location Moment Shear Deflection k k k k k k in ft ft m-k k in 342 183 5 24*5, 1 720 Jl1475 **"> 1195<>44 -0475 — - 594 000 00 52 00000 720 475 1195 203 t -008 «- 1 95 -0028 1 59 000 -1861 58 00000 fBS^m ^ sffc«fe Rev 58000*User KW 06061 57 Ver 5 8 0 1 Dec 2003 ic;.19S3 2003 ENERCALC Eng neenng Software Title Job # | Dsgnr Date Description Scope Multi-Span Timber Beam _ fireplacschangesecw^jj :^r;:-s^-r:^^:s7^^^^ Description Beam Line 2 D+L-E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 13 3 span Span « 1330 Timber Section Prllm 5 25x9 5 Beam Width in! 5250 Beam Depth mi 9500 End Fixity «n - pin Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span '•> Yes Dead Load #ffi 31800 Live Load #/ft 340 00 Start ftEnd ft 6 250 Dead Load @ Lett #/ft 167 00 Dead Load @ Right #ffi 167 00 Live Load @ Left #/ft 340 00 Live Load @ Right #/ft 340 00 Start ft 6250 End ft 13300 Point #1 Dead Load Ibs 3,10000 Live Load Ibs @X , ft Point #2 Dead Load Ibs 56000 Live Load Ibs @ X ft 6 250 Point #3 Dead Load Ibs 2,30000 Live Load Ibs @X ft Point #4 Dead Load Ibs -2,30000Live Load Ibs @X ft 6250 Results Mmax @ Cntr m-k 62 2 @ X = ft 3 99 Max @ Left End m-k 0 0 Max @ Right End m-k -89 4 fb Actual psi 1,1327 Fb Allowable psi 3,8498 Bending OK Shear ©Left k 8 01 Shear @ Right k 3 34 fv Actual psi 882 Fv Allowable psi 3857 Shear OK Reactions & Deflection Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 t 5 2' span 520 Prllm 525x95 5250 9500 Pin -Pin 133 Yes 16700 34000 2950 31800 31800 34000 34000 29505200 56000 2950 3,10000 3700 95000 21000 3700 538 371 -895 00 1.1327 38498 Bending OK 430 350 1176 3857 Shear OK ; Engineering Consulting Title Dsgnr Description Scope Job if Date I Rev 58000-User KW 0606157 Ver 5 8 0 1 Dec 2003 [_ (c)1963 2003 EMERCALC Engineering Software Description Beam Line 2 D+L-E Multi-Span Timber Beam Page 2 mast fireplace changes ecw Calculations k DL @ Left LL@Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = Query Values S&bZa&Ai e^,~.^-3iVi.'*3B*s:.af.i':;» ^i'fii ^..J- Location Moment Shear Deflection k k k k k k in ft « m-k k in 618 288 1 83 „ , 4 75 801-7,1 763 2 88 ^ M , 3 58 475 . ^-008 763 >^350 -0161 -0012 5 50 3 47 0 00 0 00 00 -89 5 80 43 0 0000 0 0000 • 4R1^* 4 Sftiifig Engineering-Consulting I Rev 58000-Use," KW 06061 57 Ver 5 8 0 1 Dec 2093 [ (CJ19S3 2003 EMERC.ALC Engineering Software Title Job # ^ Dsgnr Date Description Scope Multi-Span Timber Beam _t f,repiacechangesecw^9lJ5 Description Beam Line 2 0 9D+E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 13 3' span Span ft 1330 Timber Section ; Prllm i 5 25x9 5 Beam Width in: 5250 Beam Depth in 9 500 End Fixity *n - Kn Le Unbraced Length ft 1 33 Member Type | Loads Live Load Used This Span ? Yes Dead Load #ffi 286 00 Live Load #/ft Start ft End ft 6 250 Dead Load @ Left #/ft 150 00 Dead Load @ Right #/ft 1 50 00 Live Load @ Left #ffi Live Load @ Right #ffi Start ft 6 250 End ft 13300 Point #1 Dead Load Ibs 2,79000 Live Load Ibs @X ft Point #2 Dead Load Ibs 504 00 Live Load Ibs @ X ft 6 250 Point #3 Dead Load Ibs -2,30000 Live Load Ibs @X ft^ i Point #4 Dead Load lbs| 2,30000 Live Load Ibs @ X ft 6 250 Results Mmax@Cntr m-k 1160 @X= ft 621 Max @ Left End m-k 0 0 Max ©Right End in-k -1099 fb Actual psi 1,4691 Fb Allowable psi 3,8498 Bending OK Shear @ Left k 2 94 Shear @ Right k 3 20 fv Actual psi 92 8 Fv Allowable psi 3857 Shear OK Reactions & Deflection Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 I 5 2' span 520 Prllm 525x95 5250 9500 Pin - Pin 133 Yes 15000 2950 28600 28600 2950 5200 50400 2950 2,790 00 3700 85500 3700 274 371 -1100 00 1.3923 38498 Bending OK 349 175 1015 3857 Shear OK jf*4 sfi^e«^LJ" T V»< Engineering Consulting Rev SSOOCi User KW 06061 57 Vet 5 (C11983 2003 ENERCALC Description DL @ Left LL@Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = Query Values Location Moment Shear Deflection 80 1 Dec 2003 Engineering Software Beam Line 2 0 9D+E k k k k k k in ft 294 000 . * 2 94 ->'«', 669 If? 000 raj 6.69 --* -0286 594 ft m-k k in 000 00 29 00000 Title Job # /r Dsgnr Date 7 Description Scope Multi-Span Timber Beam rast ?irep,acechansesecw^l,0l 669 000 669 . 175*• ooo " 175 0014 142 000 -1100 35 00000 ' ^BB^£" ;-4 sjffc^G Engineering-Consulting DRev 58000i Jser KW 06061 57 Ver 5 8 0 1 Dec 2003 0)1983 2003 ENERCALC Engineering Software Title Job # /, Dsgnr Date /f) Description Scope Multi-Span Timber Beam , . , , ^ge 1 ~ mas! fireplace changes ecw Calculations Description Beam Line 2 0 9D-E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 13 3' span Span ft 1330 Timber Section Prllm 525x95 Beam Width in 5 250 Beam Depth in 9 500 End Fixity Pin -Pin Le Unbraced Length ft 1 33 Member Type Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 5 2' span 520 Prllm 525x95 5250 9500 Pin -Pin 133 Loads Live Load Used This Span "> Yes Dead Load #ffl 286 00 Live Load #ffi Start ft End ft 6 250 Dead Load @ Left #/ft 150 00 Dead Load @ Right #/ft 15000 Live Load @ Left #/ft Live Load @ Right #ffi Start ft 6 250 End ft 13300 Point #1 Dead Load Ibs 2,79000 Live Load Ibs @X ft Point #2 Dead Load Ibs 50400 Live Load Ibs @ X ft 6 250 Point #3 Dead Load Ibs 2,30000 Live Load Ibs @X ft Point #4 Dead Load Ibs -2,30000 Live Load Ibs@ X ft 6 250 Yes 15000 2950 26600 28600 2950 5200 50400 2950 2,790 00 3700 85500 3700 Results Mmax @ Cntr m-k -20 8 @ X = ft 6 30 Max @ Left End m-k 0 0 Max ©Right End m-k -133 fb Actual psi 2630 Fb Allowable psi 3,8498 Bending OK Shear @ Left k 5 70 Shear @ Right k 0 44 fv Actual psi 123 Fv Allowable psi 3857 Shear OK Reactions & Deflection 552 367 -133 00 6993 3,8498 Bending OK 194 330 923 3857 Shear OK Engineering-Consulting Title Dsgnr Description Scope Job* Date Rev 5800C4 User KW 0606157 Ver580 i Dec 2003 (o)1983 2003 ENERCALC Engineering Software"T:3^^Z33SZ33SSEG3EE^: Multi-Span Timber Beam Page 2 Description Beam Line 2 0 9D-E mast flreoiace changes ecw Calculations |-j DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @x = i Query Values Location Moment Shear Deflection k k k k k k in ft ft m-k k in 570 000 570 238 000 238 0032 718 000 00 57 00000 238 000 ^1<V 238 •^A 3 30 ,. / V/ 0 00 '!!£-330 -0023 291 000 -133 19 00000 • f\s|We Engineering Consulting Rev SSOOOi User KW 06061 57 Ver580 1 Dec 2C03 !c)-i933 2003 ENERCALC Engineering Software V.- ifa.i;1ri: ..£H£^. j^j^^v^^w^Ji^-^^iSJ^— »^,— -, .-•;._-{i't*— ' >«AV.J ;.'. •-*.•* MS-W-IS Description Beam Line 2 1 2D+0 General Information Truss Joist - MacMillan, Paratlam 2 OE Spans Considered Continuous Over Support Title Job # 4 ft Dsgnr Date {? Description Scope Multi-Span Timber Beam mast !ireplacechangesscwSlJs 5L+Em Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 2 260 Timber Member Information Description Span ft Timber Section Beam Width in Beam Depth in End FnotyLe Unbraced Length ft Member Type 13 3' span 1330 Prllm 525x95 5250 9500 Pin -Pin 133 Loads Live Load Used This Span ? Dead Load #ffi Live Load #/ft Start ft End ft Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #/ft Live Load @ Right #/ft Start ft End ft Point #1 Dead Load Ibs Live Load Ibs @X ft Point #2 Dead Load Ibs Live Load Ibs @X ft Point #3 Dead Load Ibs Live Load Ibs @X ft Point #4 Dead Load Ibs Live Load Ibs @X ft Yes 38200 17000 6250 20000 20000 17000 17000 6250 13300 3,720 00 67200 6250 -6,440 00 6,440 00 6250 Results Mmax @ Cntr m-k @X= ft Max @ Left End m-k Max @ Right End m-k fb Actual psi Fb Allowable psi Shear @ Left k Shear @ Right k fv Actual psi Fv Allowable psi 5 2' span 520 Prllm 525x95 5250 9500 Pin -Pin 133 Yes 20000 17000 2950 38200 38200 17000 17000 2950 5200 672 00 2950 3,720 00 3700 1,14000 10500 3700 t 2836 133 621 371 0 0 -252 1 -252 1 0 0 3,591 4 3 192 7 6,532 9 6,532 9 Bending OK Bending OK 2 80 6 61 765 116 2212 1964 655 4 655 4 Shear OK Shear OK Reactions & Deflection Ak^ ^!w Engineering Consulting Title Dsgnr Description Scope Job* Date [580004s KW 0606157 Ver 5 3 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Multi-Span Timber Beam •*TTr^:-"?-V-",»: T^rrr?-^?"" Page 2 r,ast firepisce changes ecw Calculations Description Beam Line 2 1 2D+0 5L+Em DL @ Left LL@Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection j Query Values Location Moment Shear Deflection k k k k k k in ft ft m-k k in 1 89 091 , 1209 / 237 ' 1446? -0700 594 000 00 28 00000 1209 <D#ty* ./I 237 /" ^ j'- ' <TT58yW, VrT / \, -0 04 ^^~~^ " 177 000 -2521 68 00000 ' ^f^Am m "Sfti^ig Engineering Consulting Rev 580004 Use' KW 0606157 Ver 5 8 0 1 Dec 2003 !C)1983 2003 ENERCALC Engineering Software Title Job# J Osgnr Date Description Scope Multi-Span Timber Beam _, firep!ace changes ecw ^ Js Description Beam Line 2 1 2D+0 5L-Em General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 13 3' span Span ft 1330 Timber Section Prllm 525x95 Beam Width in 5 250 Beam Depth in 9 500 End Fixity Pi" -Pin Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span ' Yes Dead Load #/ft 382 00 Live Load #ffi 17000 Start ft End ft 6 250 Dead Load @ Left #ffi 200 00 Dead Load @ Right #ffl 200 00 Live Load © Left #/ft 17000 Live Load @ Right #ffi 170 00 Start ft 6 250 End ft 13 300 Point #1 Dead Load Ibs 3,72000 Live Load Ibs @X ft Point #2 Dead Load Ibs 67200 Live Load Ibs @ X ft 6 250 Point #3 Dead Load Ibs 6,44000 Live Load Ibs @X ft Point #4 Dead Load Ibs -6,44000 Live Load Ibs @ X ft 6 250 Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined ,. v-'^--^---^-''-'-^^^"-?-'^^^ .^ Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 2 260 S 2' span 520 Prllm 525x95 5250 9500 Pin - Pin 133 Yes 20000 17000 2950 38200 38200 17000 17000 2950 5200 67200 2950 3,720 00 3700 1,14000 10500 3700 Results Mmax @ Cntr in-k -98 7 @ X = ft 6 30 Max @ Left End in-k 0 0 Max @ Right End in-k 184 fb Actual psi 1 ,250 5 Fb Allowable psi 6,5329 Bending OK Shear© Left k 1055 Shear ©Right k 010 fv Actual psi 118 Fv Allowable psi 6554 Shear OK 91 3 367 184 00 1.1564 6,532 9 Bending OK 248 549 1519 6554 Shear OK Reactions & Deflection »",..„*,,.•«•....«..?..-,<,..;,!; ft.-.---; ^;.ij:.s..~:jsi,. Engineering Consulting Title Dsgnr Description Scope Job# Date Rev 580004 User KW 0606157 Ver 5 8 0 1 Dec 2003 (CJ1983 2003 ENERCALC Engineering Software — Description Beam Line 2 1 2D+0 5L-Em Multi-Span Timber Beam •nasi Veplace changes ecw Calculations ScEjK*:C?uifc- J!*.X .1:353! DL @ Left LL@Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @X = Query Values Location Moment Shear Deflection k k k k k k in ft ft m-k k in 964 091 n' 10 55 - '- 001 ^ffj\ 2 37 ./ 238 '**' 0185 638 000 00 105 00000 001 7 237 ' 238 *- 553 a i .ran pttf 2) ^4- £ -0*046' O I » *"'• 274 000 184 25 00000 . haft/ J'/ * A I t! £. t. iff f1$ J f V.1? * t ^v,* • ^JH IJ^ m~ "» sffr&Q Rev 58000-: User KW 0606 157 Ve: 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Title Job # < Dsgnr Date Description Scope Multi-Span Timber Beam _, fireplace changes ecw pc^Jm Description Beam Line 2 0 9D+Em General Information Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined ic^^.»;ttr...-^aaaaa^BUi^ijiirc^^ MI-TOM?!;.-..^.: Truss Joist - MacMillan, Parallam 2 OE Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Spans Considered Continuous Over Support Fv Basic Allow 2900 psi Load Duration Factor 2260 Timber Member Information *s*TsaB^5«fcacc».'*i!;si-'si»a-:Msi.v/ri- A^XfKK. .t-^s-z-t ffi--5_ir"<;a.t..-;i;;u ^ujK^BaiiJ Description 13 3 s"an Span ft 1330 Timber Section Prllm 525x95 Beam Width in 5 250 Beam Depth in 9 500 End Fixity «" - wnLe Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span "> Yes Dead Load #/ft 286 00 Live Load #/ft Start ftEnd ft 6 250 Dead Load @ Left #/ft 150 00 Dead Load @ Right #/ft 150 00 Live Load @ Left #/ft Live Load @ Right #/ft Start ft 6 250 End ft 13300 Point #1 Dead Load Ibs 2,79000 Live Load Ibs @X ft Point #2 Dead Load Ibs 50400 Live Load Ibs @ X ft 6 250 Point #3 Dead Load Ibs -6,44000 Live Load Ibs @X ft Point #4 Dead Load Ibs 6,44000 Live Load Ibs @ X ft 6 250 52 span 520 Prllm 525x95 5250 9500 Pin- Pin 133 Yes 15000 2950 28600 28600 2950 5200 50400 2950 2,790 00 3700 85500 3700 Results Mmax @ Cntr m-k 238 9 @X= ft 621 Max @ Left End m-k 00 Max ©Right End m-k -1969 fb Actual psi 3,0250 Fb Allowable psi 6,53? 9 Bending OK Shear @ Left k 0 44 Shear @ Right k 5 69 fv Actual psi 1677 Fv Allowable psi 6554 Shear OK Reactions & Deflection 26 395 -1969 00 2,493 6 6,532 9 Bending OK 488 035 1434 6554 Shear OK <jpl>> s&^e Engineering Consult!ng Rev 580004 User KW 06061 57 Ve: 5 8 0 1 Dec 2003 |c)19S3 2003 ENERCALC Engineering Software Description DL@Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = Beam Line k k k k k k in ft Title Dsgnr Description Scope Multi-Span Timber Beam 2 0 9D+Em 044 000 044-2 1058 rf. 000 1* 1058 ~ 4 -0 570 - 603 . 1058 Jr 000#1058 .+1K03S1 000 ^•f 0 35 1 — '0041 184 Job# ' Date Page 2 mast fireplace changes ecw Calculations Query Values Location Moment Shear Deflection ft m-k k in 000 00 04 00000 "ooo " ~ " ~ " " ' ' -1969 49 00000 ' tbf^^AK "a s&-*T6 Rev 58000*:User KW 0606*57 VerSSO 1 Dec 2003(CJ1983 2003 ENERCALC Engineering Sotware Title Job # Osgnr Date Description Scope Multi-Span Timber Beam mast fireplacechangesecw^aJ5 Description Beam Line 2 0 9D-Em General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 13 3 span Span « 1330 Timber Section Prllm 525x95 Beam Width m 5 250 Beam Depth in 9 500 End Fixity f" • *" Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span "> 1 Yes Dead Load #ffi 286 00 Live Load #/ft Start ft End ft 6 250 Dead Load® Left #ffi 15000 Dead Load @ Right #/ft 15000 Live Load @ Left #/ft Live Load @ Right #/ft Start ft 6 250 End ft 13300 Point #1 Dead Load Ibs 2,79000 Live Load Ibs @X ft Point #2 Dead Load Ibs 50400 Live Load Ibs @ X ft 6 250 Point #3 Dead Load Ibs 6,44000 Live Load Ibs @X ft Point #4 Dead Load Ibs -6,44000 Live Load Ibs @ X ft 6 250 Results Mmax @ Cntr m-k -143 4 @X= ft 621 Max @ Left End m-k 00 Max @ Right End m-k 73 6 fb Actual psi 1,8155Fb Allowable psi 6,5329 Bending OK Shear® Left k 819 Shear @ Right k 2 05 fv Actual psi 654 Fv Allowable psi 6554 Shear OK Reactions & Deflection Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 2900 psi Load Duration Factor 2260 5 2' span 520 Prtlm 525x95 5250 9500 Pin -Pin 133 Yes 15000 2950 28600 28600 29505200 50400 2950 2,790 00 3700 85500 3700 851 295 736 00 10779 6,532 9 Bending OK 055 469 1342 6554 Shear OK ift Engineering-Consulting Title Dsgnr Description Scope Job* Date ! Rev 58COCM User KW 06061 57 Ver 5 8 0 1 Dec 2003 (c)"S83 2003 ENESCALC Engineering Software - -' ":' Multi-Span Timber Beam Description Page 2 N mast frrepiace changes ecw Calculations p* ~'2i^^Sr^^~^^™r!^:^SuS^^^r^!S3S^3K£^^^^^^ Beam Line 2 0 9D-Em DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection@x = | Query Values Location Moment Shear Deflection k k k k k in ft ft m-k k in 819 000 . 819'Z/ -1 51>L0 OCT r' -1 51 ~^| 0314 " 621 000 00 82 00000 -151 -(«/ 000V -1 51 \,W 469 i, 0 00 .gr 469 -0051 253 000 736 05 00000 \ tine, A Pf <• -1 JZ f ^ I • .' Rev 580000User KW 06061 57 Ver 5 SO 1 Dec 2003 [ :c]1383 2003 ENERCALC Engineering Software Description Beam Line A - D+L General Information Truss Joist - MacMillan Parallam 2 OF Spans Considered Continuous Over Support Timber Member Information Description Span ft Timber Section 10 S span 1080 35x95 Beam Width mj 3500 Beam Depth mj 9500 End Fixity j Kn - pin Le Unbraced Length ft 1 33 Member Type Title Job # Dsgnr Date 226PM 3JUL06 Description Scope Multi-Span Timber Beam mast8cw^JL Code Ref 2001 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2 900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 000 62 span 620 35x95 3500 9500 Pin - Pin 133 Loads Live Load Used This Span t Dead Load #mLive Load #fft Dead Load #/ft Live Load #/ft Start ft End ft Dead Load @ Left #/ft Dead Load @ Right #/ft Live Load @ Left #/ftLive Load @ Right #/ftStart ftEnd ft Point #1 Dead Load IbsLive Load Ibs @X ft Point #2 Dead Load Ibs Live Load Ibs @X ft Yes 32200 2700 6300 11500 11500 2700 2700 6300 10800 43100 6300 Results Mmax @ Cntr m-k @X= ft Max @ Left End m-k Max @ Right End m-k fb Actual psi Fb Allowable psi Shear @ Left k Shear @ Right k fv Actual psi Fv Allowable psi 430 454 00 -373 81742,890 7 Yes 5500 2700 6200 6200 4,800 00 1,80000 431 00 00 620 -373 00 7091 2.8907 Bending OK Bending OK 1 58 169 71 0 2900 Shear OK Reactions & Deflection DL @ Left k LL @ Lett k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max Deflection in @X= ft 146 012 158 737 211 947 -0128 490 779 025 312 2900 Shear OK 737 211 9.47 -028 004 -025 0021 248 1 . D3ev 580000Jser KW 0605157 Ver 5 8 0 1 Dec 2003 ci I9S3 2003 ENERCALC Engineering Software Title Job # Dsgnr Date 226PM 3JUL06 Description Scope Multi-Span Timber Beam ^^SLJL Description Beam Line A - D+L+Lr General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 10SsPan Span ft 1080 Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9 500 End Fixity «" - H" Le Unbraced Length ft 1 33 Member Type Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 250 6 2 span 620 35x95 3500 9500 Pin - Pin 1 33 Loads Live Load Used This Span "> Yes Dead Load #/ftLive Load #/ft Dead Load #/ft 322 00 Live Load #/ft 219 00 Start ft End ft 6 300 Dead Load @ Left #/ft 11500 Dead Load @ Right #/ft 115 00 Live Load @ Left #/ft 43 00 Live Load @ Right #/ft 43 00 Start ft! 6 300 End ft 10 800 Point #1 Dead Load Ibs 43100 Live Load Ibs 396 00 @ X ft 6 300 Point #2 Dead Load Ibs Live Load Ibsi @X ft Results Mmax @ Cntr in-k 67 6 @ X = ft 4 54 Max @ Left End in-k 0 0 Max @ Right End in-k -56 8 fb Actual psi 1,2841 Fb Allowable psi 3,6102 Bending OK Shear ©Left k 2 47 Shear @ Right k 2 48 fv Actual psi 106 1 Fv Allowable psi 3625 Shear OK Reactions & Deflection DL @ Left k 1 46 LL@Left k 1,011 Total @ Left k O*D DL @ Right k V37 LL @ Right k 5 40 Total @ Right k 12 77 Max Deflection in -0200 @ X = ft 4 90 Yes 5500 4300 6200 6200 4,800 00 3,600 00 43100 39600 00 620 -568 00 1.0783 3,6102 Bending OK 1029 046 447 3625 Shear OK 737 ,*rdut>- MM — ^ in-**)-028^, ^ '-oism,. -046 6 0034 252 t Rev 580000User KVV 05061 5T Ver 5 3 0 1 Dec 2003 'c)19S3 2003 EHERCALC bngmeenng Software Title Job # Dsgnr Date 226PM 3JUL06 Description Scope Multi-Span Timber Beam „,„.«* SLl Description Beam Line A - D+L+E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 Timber Member Information Description 108sP3n Span ft 1°80 Timber Section 3 5x9 5 I Beam Width in 3 500 Beam Depth in 9 500 End Fixity Pin - pln Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span ? Yes Dead Load #/ft Live Load #/ft Dead Load #/ft 322 00 Live Load #ffl 27 00 Start ft End ft 6 300 Dead Load @ Left #/ft 115 00 Dead Load @ Right #/ft 1 1 5 00 Live Load @ Left #ffl 27 00 Live Load @ Right #/ft 27 00 Start ft 6 300 End ft 10 800 Point #1 Dead Load Ibs 43100Live Load Ibs @ X ft 6 300 Point #2 Dead Load Ibs -90000 Live Load Ibs @ X ft 6 300 Results Mmax @ Cntr m-k 29 8 @ X = ft 3 74 Max @ Left End m-k 0 0 Max @ Right End m-k -23 1 fb Actual psi 566 5 Fb Allowable psi 3,8402 Bending OK Shear @ Left k 1 32 Shear @ Right k 1 05 fv Actual psi 48 1 Fv Allowable psi 3857 Shear OK Reactions & Deflection DL @ Left k 1 20 LL@Left k 012 Total @ Left k 1 32 DL @ Right k 6 54 LL @ Right k 211 Total @ Right k 8 65 Max Deflection in -0080 @ X = ft 4 61 6 2 span 620 35x95 3500 9500 Pin - Pin 133 Yes 5500 2700 6200 6200 4,800 00 1,80000 431 00 00 620 -231 00 4382 3,8402Bending OK 760 006 226 3857 Shear OK 654 211 865 -009 004 -006 0011 240 ' * 1 1 Rev 5:50000User KW 0606157 Ver 5 8 0 1 Dec 2003 | -q 1 383 2003 EHERCALC Engineering Software Title Job # Dsgnr Date 226PM 3JUL06 Description . Scope Multi-Span Timber Beam ^.^Sll Description Beam Line A - D+L-E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information (Description j iosspan I Span ftl 1080 Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth mi 9500 End Fixity Pi" - P">Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span "> Yes Dead Load #/ft Live Load #/ft Dead Load #ffi 322 00 Live Load #/ft 27 00 Start ft End ft 6 300 Dead Load @ Left #/ft 115 00 Dead Load @ Right #/ft 115 00 Live Load @ Left #ffl 27 00 Live Load @ Right #/ft 27 00 Start ft 6 300 End ft 10 800 Point #1 Dead Load Ibs 43100 Live Load Ibs @ X ft 6 300 Point #2 Dead Load Ibs 90000 Live Load Ibs @ X ft 6 300 Results Mmax @ Cntr m-k 58 7 @ X = ft 5 33 Max @ Left End m-k 0 0 Max @ Right End m-k -51 6 fb Actual psi 1,1140 Fb Allowable psi 3,8402 Bending OK Shear @ Left k 1 85 Shear @ Right k 2 32 fv Actual psi 997 Fv Allowable psi 3857 Shear OK Reactions & Deflection DL @ Left k 1 73 LL@Left k 012 Total @ Left k 1.85 DL @ Right k 8 20 LL @ Right k 211 Total @ Right k 10 30 Max Deflection m -0 176 @ X = ft 5 04 Code Ref 2001 NDS. 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 6 2 span 620 35x95 3500 9500 Pin - Pin 1 33 Yes 5500 2700 6200 6200 4,800 00 1,80000 43100 00 620 -516 00 9799 3.8402 Bending OK 798 044 398 3857 Shear OK 820 211 1030 -047 004 -044 0031 252 • tt 1 • CR*v 530000 i«er KW 06051 57 Ver 5 3 0 1 Die 2003 n,)1S83 2003 EMERCALG Enginarring Software Title Job # Dsgnr Date 226PM 3JUL06 Description Scope Multi-Span Timber Beam ™.,«WSJL Description Beam Line A - 0 9D+E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description losspan Span ftl 1080 Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9 500 End Fixity wn - Rr> Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span "> Yes Dead Load #/ftLive Load #/ft Dead Load #/ft 290 00 Live Load #/ft Start ft End ft 6 300 Dead Load ©Left #/ft 10400 Dead Load @ Right #/ft 10400 Live Load @ Left #ffi Live Load @ Right #/ft Start ft 6 300 End ft 10800 Point #1 Dead Load Ibs 388 00 Live Load Ibs @ X ft 6 300 Point #2 Dead Load Ibs -90000 Live Load Ibs @ X ft 6 300 Results Mmax @ Cntr m-k 22 7 @ X = ft 3 60 Max @ Left End m-k 0 0 Max @ Right End m-K -168 ft) Actual psi 432 1 Fb Allowable psi 3,8402 Bending OK Shear ©Left k 1 05 Shear @ Right k 0 73 fv Actual psi 37 9 Fv Allowable psi 385 7 Shear OK Reactions & Deflection DL ©Left k 1 05 LL @ Left k 0 00 Total @ Left k 1 05 DL @ Right k 5 82 LL @ Right k 0 00 Total @ Right k 5 82 Max Deflection in -0058 @ X = ft 4 46 Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,9000 psi Elastic Modulus 2,000 Oksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 62 span 620 35x95 4000 9500 Pin - Pin 133 Yes 5000 6200 6200 4,320 00 38800 00 620 -168 00 2794 3.8444 Bending OK 509 007 135 3857 Shear OK 582 000 582 -007 000 -007 0008 244 1 , • » Rev 580000User KW 06061 57 Ver 5 3 G 1 Dec 2003••O1983 2003 EHERCALC Engineering Software Title Job # Dsgnr Date 226PM 3JUL06 Description Scope Multi-Span Timber Beam ™^2SLJL Description Beam Line A - 0 9D-E General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 1 330 Timber Member Information Description 10Sspan Span ft 1080 Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9 500 End Fixity p|n - "*>Le Unbraced Length ft: 1 33 Member Type \ Loads Live Load Used This Span "> Yes Dead Load #rtt Live Load #/ft Dead Load #/ft 290 00 Live Load #/ft Start ft End ft 6 300 Dead Load @ Left #ffl 10400 Dead Load @ Right #/ft 10400 Live Load @ Left #/ft Live Load @ Right #/ft Start ft 6 300 End ft 10 800 Point #1 Dead Load Ibs 38800 Live Load Ibs @ X ft 6 300 Point #2 Dead Load Ibs 90000 Live Load Ibs @ X ft 6 300 Results Mmax @ Cntr in-k 50 9 @X= ft 540 Max @ Left End in-k 0 0 Max @ Right End in-k -46 7 fb Actual psi 9663 Fb Allowable psi 3,8402 Bending OK Shear ©Lett k 1 57 Shear @ Right k 2 01 fv Actual psi 872 Fv Allowable psi 3857 Shear OK Reactions & Deflection DL @ Left k 1 57 LL @ Left k 0 00 Total @ Left k 1 57 DL @ Right k 7 51 LL @ Right k 0 00 Total @ Right k 7 51 Max Deflection in -0 151 @ X = ft 5 04 62 span 620 35x95 4000 9500 Pin - Pin 133 Yes 5000 6200 6200 4,320 00 38800 00 620 -467 00 7760 3.8444 Bending OK 549 047 293 3857 Shear OK 751 000 751 -047 000 -047 0026 256 • » Re-.' 580000User KW 0606 157 Ver 5 8 0 1 Dec 2003 • O19S3 2003 ENERCALC Engineering Software Title Job # Dsgnr Date 226PM 3JUL06 Description Scope Multi-Span Timber Beam mast_SLl Description Beam Line A - 1 2D+0 5L+Em General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description iosSPan Span ft 1080 Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9 500 End Fixity Pm - Pm Le Unbraced Length ft 1 33 Member Type Loads Live Load Used This Span ' Yes Dead Load #/ft Live Load #/ft Dead Load #/ft 386 00 Live Load #/ft 14 00 Start ft End ft 6 300 Dead Load @ Left #/ft 13800 Dead Load @ Right #/ft 138 00 Live Load @ Left #/ft 14 00 Live Load @ Right #/ft 1400 Start ft 6 300 End ft 10800 Point #1 Dead Load Ibs 51700 Live Load Ibs @ X ft 6 300 Point #2 Dead Load Ibs -2,50000 Live Load Ibs @ X ft 6 300 Results Mmax @ Cntr in-k 175 @ X = ft 2 74 Max @ Left End m-kl 00 Max @ Right End m-k -2 7 fb Actual psi 332 4 Fb Allowable psi 6,5028 Bending OK Shear @ Left k 1 08 Shear ©Right k 014 fv Actual psi 35 7 Fv Allowable psi 6554 Shear OK Reactions & Deflection DL @ Left k 1 02 LL @ Left k 0 06 Total @ Left k 1 08 DL @ Right k 6 54 LL @ Right k 1 06 Total @ Right k 7 60 Max Deflection in -0 021 @X= ft 310 Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 2 260 62 span 620 35x95 3500 9500 Pin -Pin 1 33 Yes 66001400 6200 6200 5,760 00 90000 51700 33 355 -27 00 636 6.502 8 Bending OK 746 021 100 6554 Shear OK 654 106 760 019 002 021 -0003 331 ; Title Job* /' Dsgnr Date 226PM 3JUL06 Description Scope URev 580000User KW 06051 57 Ver 5 8 0 1 Dec 2003 '.CI1983 2003 EMERCALC Engineering Software Multi-Span Timber Beam mastecwSaJL \ Description Beam Line A - 1 2D+0 5L-Em General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description I 108sPan Span ft! 1080 Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9 500 End Fixity P'n - «"Le Unbraced Length ft| 1 33 Member Type I Loads Live Load Used This Span "> Yes Dead Load #ffiLive Load #/ft Dead Load #/ft 386 00 Live Load #/ft 1400 Start ft End ft 6 300 Dead Load @ Left #ffi 13800 Dead Load @ Right #/ft 13800 Live Load @ Left #ffi 14 00 Live Load @ Right #/ft 14 00 Start ft 6 300End ft 10 800 Point #1 Dead Load Ibs 51700 Live Load Ibs @ X ft 6 300 Point #2 Dead Load Ibs 2,50000 Live Load Ibs @ X ft 6 300 Results Mmax @ Cntr in-k 97 7 @ X = ft 6 26 Max @ Left End m-k 0 0 Max @ Right End m-k -81 9 fb Actual psi 1,8554 Fb Allowable psi 6,5028 Bending OK Shear ©Left k 2 55 Shear @ Right k 3 67 fv Actual psi 160 1 Fv Allowable psi 6554 Shear OK Reactions & Deflection DL @ Left k 2 49 LL @ Left k Ofl6 Total @ Left k QSJC DL@ Right k 11 14 LL @ Right k LQ6 Total @ Right k /f2 m Max Deflection in ^0*280 X= ft 518 Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined | Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 2 260 1 62 span 620 35x95 3500 9500 Pin - Pin 1 33 I Yes 66001400 6200 6200 5,760 00 90000 51700 • 00 620 -81 9 00 1 5565 65028Bending OK 853 085 580 6554 Shear OK | 11 14 ,-, , 1 v^-— — 4~00 ^/££ £/& %// *7 0 -087 C_-o_85>~ y!/$ , £>Tl?'2'&'3r~ 4* fo) %x<$- YWIW • \ 2 56 — — — • ~'-™...-»»-.— -~ -- ' ' j-"-' ....T.,«™ fv Title Dsgnr Description Job* Date 226PM 3JUL06 Scope DRev 530000User KW 0606157 Ver 530 1 Dec 2003 'cj 1 933 2003 ENERCALC Engineering Software Multi-Span Timber Beam Page 1 mast ecw Calculations Description Beam Line A - 0 9D+Em General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description Span ft Timber Section Beam Width in 10 8 span 1080 35x95 3500 Beam Depth in 9 500 End Fixity Pin - H" Le Unbraced Length ft Member Type 133 Loads Live Load Used This Span ? Dead Load #/ft Live Load #/ft Dead Load #/ft Live Load #/ft Start ft End ft Dead Load @ Left #/ft Dead Load @ Right #/ftLive Load @ Left #/ft Live Load @ Right #/fl Start ft End ft Point #1 Dead Load IbsLive Load Ibs @X ft Point #2 Dead Load Ibs Live Load Ibs @X ft Code Ref 2001 NDS, 2003 IBC. 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 2 260 62 span 620 35x95 4000 9500 Pin - Pin 1 33 I Yes Yes 29000 6300 10400 10400 630010800 38800 6300 -2,520 00 6300 Results Mmax @ Cntr m-k @X= ft Max @ Left End m-k Max @ Right End in-k fb Actual psi Fb Allowable psi Shear @ Left k Shear @ Right k -247 634 00 101 4701 6,502 8 Bending OK 058 042 fv Actual psij 226 Fv Allowable psi 6554 Shear OK Reactions & Deflection DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max Deflection in @X= ft 058 000 058 431 000 431 0032 634 5000 6200 6200 4,320 00 38800 101 037 101 00 1683 6,5160 Bending OK 473 029 98 6554 Shear OK 431 000 431 029 000 029 -0009 277 1 • j Rev 580000User KW 0605157 Ver 5 3 0 1 Dec 2003 •c) 1 383 2003 ENERCALC Engineering Software Title Job # " Dsgnr Date 226PM 3JUL06 Description Scope Multi-Span Timber Beam ^^SSLl Description Beam Line A - 0 9D-Em General Information Truss Joist - MacMillan, Parallam 2 OE Spans Considered Continuous Over Support Timber Member Information Description 10Ss"an Span ft 1080 Timber Section 3 5x9 5 Beam Width in 3 500 Beam Depth in 9 500 End Fixity Hn-pin Le Unbraced Length ft! 1 33 Member Type j Loads Live Load Used This Span ? Yes Dead Load #/ft Live Load #/ft Dead Load #/ft 290 00 Live Load #/ft Start ft End ft 6 300 Dead Load @ Left #/ft 10400 Dead Load @ Right fffi 10400 Live Load @ Left #/ft Live Load @ Right #/ft Start ft 6 300End ft 10800 Point #1 Dead Load Ibs 388 00 Live Load Ibs @ X ft 6 300 Point #2 Dead Load Ibs 2,520 00 Live Load Ibs @ X ft 6 300 Results Mmax @ Cntr in-k 84 7 @ X = ft 6 26 Max @ Left End m-k 0 0 Max @ Right End m-k -73 6 fb Actual psi 1,6095 Fb Allowable psi 6,5028 Bending OK Shear ©Left k 2 04 Shear ©Right k 317 fv Actual psi 1392 I Fv Allowable psi 6554 Shear OK Reactions & Deflection 6i @ Left k 2 04 x LL @ Left k 0 00 Total @ Left k 2 04 DL @ Right k 9 02 LL @ Right k 0 00 Total @ Right k 9 02 Max Deflection in -0235 @X= ft 518 Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 2,900 0 psi Elastic Modulus 2,000 0 ksi Fv Basic Allow 290 0 psi Load Duration Factor 2 260 6 2 span 620 35x95 4000 9500 Pin - Pin 133 Yes 5000 6200 6200 4,320 00 38800 00 620 -736 00 1.2229 6.5160 Bending OK 585 083 436 6554 Shear OK 902 000 902 -083 000 -083 0043 260 Title Dsgnr Description Job* Date 319PM 5JUL06 Scope Rev 53QOOOUser KW 0606157 Ver 5 8 0 1 Dec 2003 .;c)1983 2003 ENERCALC Engineering Software Square Footing Design Page 1 mastecw Calculations Description 12 8K footing General Information Code Ref ACI 318-02, 1997 UBC, 2003 IBC. 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 12800k 0000k OOOQk 4 150000psf 14500pcf 1 330 000 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc FY Allowable Soil Bearing .„„„..„,. ..-^^..-.....^-^^.^..^ ....^T^rrjl 4500ft 12 00 in 6 4 3250 2,000 0 psi 40,000 0 psi 1,000 00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd 8 500 in 00050 00013 m2 00017 % As to USE per foot of Width Total As Req'd Mm Allow % Reinf 0 259 m2 1 166 m2 00014 | Summary f 4 50ft square x 12 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn " Phi Capacity 6- #4 bars 927 10 psf 1 000 00 psf 927 10 psf 1,330 00 psf 3 29 k-ft / ft 659k-ft/ft Vu Actual One-Way Vn*Phi Allow One-Way Vu Actual Two-Way Vn'Phi Allow Two-Way Alternate Rebar Selections 6 #4's 4 #5's 2 #7's 2 #8's Footing 19 62 psi 76 03 psi 88 69 psi 152 05 psi OK 3 #6's 2 #9's 1 #10's * , 4 G3ev 580000.'set KW 060(5157 V«r 5801 Dec 2003 .c'11963 2003 EMERCALC Engineering Software Title Dsgnr Description Scope Square Footing Design Job* Date 319PM 5JUL06 Page 1 mast ecw Calculations Description 11K footing General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 1 1 000 k 0000k OOOQk 4 150000psf 145 00 pcf 1 330 000 in CodeRef ACI318-02, Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 1997UBC 2003 IBC, 2003 NFPA 5000 4250ft 12 00 in 6 4 3250 2,000 0 psi 40,000 0 psi 1,000 00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd 8 500 in 00050 00011 m2 00015% As to USE per foot of Width Total As Req'd Mm Allow % Remf 0 259 m2 1 102 in2 00014 1 •aruam&BC-amaianMraHmvtirMi >.»-/••! j 1 Summary f 4 25ft square x 12 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 6- #4 bars 904 00 psf 1 000 00 psf 904 00 psf 1 330 00 psf 2 86 k-ft / ft 696 k-ft/ ft Vu Actual One-Way Vn'Phi Allow One-Way Vu Actual Two-Way Vn'Phi Allow Two-Way Alternate Rebar Selections 6 #4's 4 #5's 2 #7's 2 #8's Footing 17 58 psi 76 03 psi 76 90 psi 152 05 psi OK 3 #6's 2 #9's 1 #10's fa* ij- " 4* M '' ' Title Dsgnr Description Job* Date 321PM 5JUL06 Scope Rev 580000User KW 0606157 Ver 5 S 0 1 Dec 2003.'c)1983 2003 ENERCALC Engineering Software Square Footing Design mast ecw Calculations Description 8 5K footing General Information CodeRef ACI 31 8-02 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 8 500 k Footing Dimension 3 750 ft Live Load 0000k Thickness 1200m Short Term Load 0 000 k # of Bars 5 Seismic Zone 4 Bar Size 4 Overburden Weight 150000psf Rebar Cover 3250 Concrete Weight 14500pcf fc 2,000 Opsi LL & ST Loads Combine FV 40'000 ° PSI Load Duration Factor 1 330 Column Dimension 0 00 in Allowable Soil Bearing 1 ,000 00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 31 8-02 C 2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd 8 500 in 00050 0 0009 m2 00014 % As to USE per foot of Width Total As Req'd Mm Allow % Remf 0 259 m2 0 972 m2 00014 | Summary | 3 75ft square x 12 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 5- #4 bars 899 44 psf 1 000 00 psf 899 44 psf 1 330 00 psf 221 k-ft/ft 6 59 k-ft / ft Vu Actual One-Way Vn'Phi Allow One-Way Vu Actual Two-Way Vn'Phi Allow Two-Way Alternate Rebar Selections 5 #4's 4 #5's 2 #7's 2 #8's Footing OK 1 4 40 psi 76 03 psi 59 09 psi 152 05 psi 3 #6's 1 #9's 1 #10's ,1" •* CRev 530000User KW 06061 57 Ver 5 3 0 1 Dec 2003til 963 2003 ENERCALC Engineering Software Title Dsgnr Description Scope Square Footing Design Job* Date 323PM 5JUL06 Page 1 mast ecw Calculations Description 5 3K footing General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 5300k 0000k OOOQk 4 150000psf 145 00 pcf 1 330 000 in CodeRef ACI 318-02, Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 1 997 UBC, 2003 IBC, 3000ft 12 00 in 4 4 3250 2,000 0 psi 40,000 0 psi 1,000 00 psf 2003 NFPA 5000 Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factonng of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 8 500 in 200/Fy 0 0050 As Req'd by Analysis 0 0005 in2 Mm Remf % to Req'd 0 0014 % As to USE per foot of Width Total As Req'd Mm Allow % Remf 0 259 m2 0 778 m2 00014 | Summary jjj i hJY&4JKjfc(9F* • WS'ifiSiS* (jS&*:':,yati!a&*^<a*& •?W!T:N?'t-.'i 3 00ft square x 12 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 4- #4 bars 883 89 psf 1,00000 psf 883 89 psf 1 ,330 00 psf 1 39k-ft/ft 659 k-ft/ft Vu Actual One-Way Vn*Phi Allow One-Way Vu Actual Two-Way Vn'Phi Allow Two-Way Alternate Rebar Selections 4 #4's 3 #5's 2 #7's 1 #8's Footing 9 60 psi 76 03 psi 36 39 psi 152 05 psi OK 2 #6's 1 #9's 1 #10's Title Dsgnr Description Scope Job* Date 3 38PM 5 JUL 06 Rev 580000User KW 0606157 Ver 5 8 0 I Dec 2003 .c)1983 2003 EMERCALC Engineering Software Square Footing Design Page 1 mast ecw Calculations Description 4 4K footing General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 4400k 0000k 0000k 4 150000psf 145 00 pcf 1330 000 in CodeRef ACI318-02, Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 1997 UBC, 2003 IBC, 2003 NFPA 5000 2750ft 12 00 in 4 4 3250 2,000 0 psi 40,000 0 psi 1,000 00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd 8 500 in 00050 0 0004 m2 00014% As to USE per foot of Width Total As Req'd Mm Allow % Remf 0 259 m2 0713m2 00014 I ^aa^il^^^'^^^^^^iVV^^iisi jSummary J 2 75ft square x 12 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 4- #4 bars 876 82 psf 1 ,000 00 psf 876 82 psf 1,330 00 psf 1 16 k-ft/ft 717k-ft/tt Vu Actual One-Way Vn*Phi Allow One-Way Vu Actual Two-Way Vn*Phi Allow Two-Way Alternate Rebar Selections 4 #4's 3 #5's 2 #7's 1 #8's Footing 8 02 psi 76 03 psi 29 99 psi 15205 psi 2 #6's 1 #9's 1 #10 OK '8 I I ^ ^^t^*-? 1 Use 1 1 C3e/ 580000Jser KW 06061 57 Var 5 3 0 1 Dec 2003 t!l98? 2003 ENERCALC Engineering Software Title Dsgnr Description Scope Square Footing Design Job* Date 3 23PM 5 JUL 06 Page 1 mast sew Calculations Description 3 3K footing General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 3300k 0000k 0000k 4 150000psf 145 00 pcf 1 330 000 in CodeRef ACI318-02. Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 1997 UBC, 2003 IBC, 2003 NFPA 5000 | 2500ft 1200m 4 4 3250 2,000 0 psi 40,000 0 psi 1,000 00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing Rebar Requirement' Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd 8 500 in 00050 0 0003 m2 0 0014 % As to USE per foot of Width Total As Req'd Mm Allow % Remf 0 259 m2 0 648 m2 00014 p Summary | 2 50ft square x 12 Oin thick Max Static Sort Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity with 4- #4 bars 823 00 psf 1,000 00 psf 823 00 psf 1,330 00 psf 090k-ft/ft 7 86 k-ft / ft Vu Actual One-Way Vn*Pht Allow One-Way Vu Actual Two-Way Vn*Phi Allow Two-Way Alternate Rebar Selections 4 #4's 3 #5's 2 #7s 1 #8's Footing 6 12 psi 76 03 psi 22 92 psi 152 05 psi OK 2 #6's 1 #9's 1 #10's * DSev SSQQOGUser KW 06061 57 Ver 5 8 0 1 Dec 2003 'c)1S83 2003 ENERCALC Engineering Software Title Dsgnr Description Scope Square Footing Design Job* Date 347PM 5JUL06 I Page 1 mast ecw Calculations Description 2 5K footing General information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 2500k 0000k 0000k 4 150000psf 145 00 pcf 1330 000 in CodeRef ACI 31 8-02, Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 1997 UBC, 2003 IBC, 2003 NFPA 5000 2000ft 12 00 in 3 4 3250 2,000 0 psi 40,000 0 psi 1,000 00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI318-02 for concrete design Factonng of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Reinf % to Req'd 8 500 in 00050 0 0002 m2 0 0014 % As to USE per foot of Width Total As Req'd Mm Allow % Reinf 0 259 m2 0518m2 00014 iPKas.-A.K.-.ss^, «!S •v^vrt^'W^^*w'lSw™SB»J-Ssi *:| Summary } 2 00ft square x 12 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 3- #4 bars 920 00 psf 1.000 00 psf 920 00 psf 1,330 00 psf 0 64 k-ft / ft 7 38 k-ft / ft Vu Actual One-Way Vn*Phi Allow One-Way Vu Actual Two-Way Vn*Phi Allow Two-Way Alternate Rebar Selections 3 #4's 2 #5's 1 #7's 1 #8's Footing 368 psi 76 03 psi 1559 psi 15205 psi OK 2 #6's 1 #9's 1 #10's T3coQ_ co 3rjQ. E^6 5-12 iv, <"n ®O) 5 /8r//ftf " 2*1. aOlCDV£>Hu>CTIo IUoo& iiililiint??zf*fI?*rSI« Ipiilmlliiffiiili ilH?fffi|||Sg ^s*^ll f§ ;.„ | S^tSS- H I 2*H:l I §?l »' -- f c- tn— n012 o r t-TI *r\ n "n S3m PO _ x t-t n n «-• o o in33 Ddd B Imtnin 0-05-02 S 2 Z Z>*•>*• « •-! D D ou)i ID o o cn m «» — n( Ul ui inUJ tij I cnIUo 33 I-H a COUl CD » u » co cnID — «• o -Mzom w rmiu »n i r ^ >• mUJ CD 33OJ Ul IU U LU Ul O ^ OCEANSIDE TRUSS, INC. Specializing in Roof and Floor * COMMERCIAL * RESIDENTIAL * * ROOM ADDITIONS * * COMPETITIVE PRICING * * FREE AND PROMPT ESTIMATES * 2847 Industry Street 760/722-7696 Oceanside, CA 92054 Fax 760/722-0438 K. :*:b coCDCD _JCD CO CC CODC Z=C 31 31 O ZCJ CJ CC i— i LU1 — LU 1 —i— i Q. > I— i QCn cr> CD tn -=r1— CD _Jru = o_ ZD»-i ^r «3 ~sr m— . x en CD LU T OJ CJ DC 1 DC 0_CO;>£DC DD•< -<_1 03CO1 — CO 1 CO CO CC•<E •»-• -<e3E -^ CJ 9K 5KCDZ t—ID CDCO CJ LU2: CO >- CLr? LU i LUCO CO DC CJCO CO LU CJ•*t ~"^ Q_ -*rOC CD1— CC 1—t T n CDz: cc 3E zi— i CD i— iLu LUCO CD DCCO >- LU •<£— » i — i x OCEANSIDE TRIRESPONSIBILIOR INSTALI* BACKCHARGESc.o^H LU J-J _Ja. in ca -^r T -^ri— i ««-i ^C CO CD CDC_ C3 CD CD CD CDt J td T) OO T>to r^ i— i cs o C3OJ CD CJ CO GO COCD OJ CO OJ OJ OJ >- co •«-« oj -«-i •*-!1 —C3 LUQ_ CD CD UJ >- CO CO 1 — 1 — 1 —1— -«t •< -<C -<C -<C Z LUCJ CD CJ i— i i — -<t n CJ CD CD LO10 1 1 j cr: "-1 i jj oCO GL CD OJ 1— 0^> co cj m <t ojDC Z CO CJ OJ CJ1 — I — I I — I •<£ i — i_J CJ DC >-LU CD CJ 1 — CD CD — 1CD LU cj ZD -a: ;Dt— i i— i i— i |_i_ ~"Oco u_ cr ^: LU•z. *-* i — h— DC •«-••<c i — co i— i o_ m LU OC 3CCJ LU ZCD CJ I— I a T •w— 1 CD TOc_>CO \ po dr«cI CD CDcn I/ \ Campulrus, Inc. Manufacturing • Engineering • Computer Systems WARNINGS 1 Read all General Notes and Warnings before construction of trusses 2 Builder and erection contractor should be advised of all General Notes and Warnings before construction commences 3 1x3 compression web bracing must be installed where shown + 4 All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure CompuTrus assumes no responsibility for such bracing 5 No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component 6 CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components 7 This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CompuTrus upon request GENERAL NOTES, unless otherwise noted Design to support loads as shown 2) Design assumes the top and bottom chords to be laterally braced at 2'-0" o c and at 12'-0" o c respectively 3 2x4 Impact bridging or lateral bracing required where shown + + 4 Installation of truss is the responsibility of the respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use 6 Design assumes full bearing at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I C B O R R 4211 11 The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ga material is used All others are 20 ga General Notes Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing r.sQ^i-i^s*!•«10-90-0$ ;•=£8= §5355• w • •" ^^ 001^ O "SB IDIDlS S5—. c8- • **** iiii oooass >. o n o °m w §a a a sa £s § § § § i § eg 4 § § 8t ?evi J J 10-90-0 . •* I <D KOO 01° ^ m . a i I 10I 10-90-0Sfefe —iS gss ...2 oo . . ii ilil !!o CO §§ § §§ b. 88 cued I !H- § CM 10-90-0 » rf I. 1 a a 8§§IS.coat «»->-h § iiS5S00VXD in uig -<SS .. ii iiii III ...g o • o yio 99 b. &!«!" =s §• « a a 10-90 0 § 10-90-0 a g {£8 H. I » S< s • i i?k ~"4 !•* « OSS £r ui illu! S O CO S I. •- y- ••• iI wiY,nel ->2 16d NAILS INTOEAVE BLOCKw- -£ E Ob"}Ul O=i ^ UJ^J%coi^-s O ^tuS*"*F S z 3 w B<o *OQ:I«> gSoljIS iisg^i •p-3-1M NAILSTHROUGH SPACERBLOCK INTO J— »•TOP PLATE jL& I JL j—j -^r ^-i -*-KING OET/oV) CO S o (0 i Ha gc S oon(9§55 - f ui o. 5 *S«SI £?$A111 CO ^f Ot" «— CO (M O O O?! CM CM •» V Ul I 99tftj EN Wrf W* »** I ~CL (La JO (9 m r-a> a> .=frr> (o to 99i-ib 9coiin CO in b O O n a 7 U CO CO CO 33 CO CO CO CO CO ??rt m u. 0>j« ffr 9 01 JZ O) GO ajcojco 9V co CO . i Ki I cb 9•Pft£|O;T"992fc V? '-io 9co o Tq>o o OiCO i CNJCN (O &BOIO ;a «*? o3|Jn o olo Z\-o S t- ^-^•f "iS S" co cp o in CMJCM CM 4BXXX I 9 9T b9i9CM »-99 ^o!2 •iinicM ^i9 S3 to co a. g U. kJ E 5: Q ui _ 03 P 3 S S § 3553 u n n u •» •* V /! . UJ O 3 « w =iin au. s Oco co Ulo I ^S s COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS June 21,2006 Dean Mast 1166 Larkspur Lane Carlsbad, CA 92008 Subject PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Addition 1166 Larkspur Lane Carlsbad, California Dear Mr Mast In response to your request and in accordance with our Proposal and Agreement dated May 2,2006, we have performed a preliminary geotechmcal investigation on the subject site for the proposed residential addition The findings of the investigation, laboratory test results and recommendations for foundation design are presented in this report From a geologic and soils engineering point of view, it is our opinion that the site is suitable for the proposed development, provided the recommendations in this report are implemented during the design and construction phases If you have any questions, please do not hesitate 10 contact us at (858) 755-8622 This opportunity to be of service is appreciated Respectfully submitte COAST GEOTEC CERT1RED ENGINEERINGMark Burwell, C E Engineering Geolog? Vithaya Singhanet, P Geotechmcal Engineer 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Addition 1166 Larkspur Lane Carlsbad, California Piep«rcd For Dean Mast 1166 Larkspur Lane Carlsbad, CA 92008 June 21, 2006 WO P-494046 Prepared Bj COAST GEOTECHNICAL 779 Academy Drive Solatia Be^cIi, California 92075 TABLE OF CONTENTS VICINITY MAP 4 INTRODUCTION 5 SITE CONDITIONS 5 PROPOSED DEVELOPMENT 5 SITE INVESTIGATION 6 LABORATORY TESTING 6 GEOLOGIC CONDITIONS 7 CONCLUSIONS 10 RECOMMENDATIONS 10 A FOUNDATIONS 10 B SLABS ON GRADE 11 C SE F TLEMENT CHAR ACTERISl ICS i 1 D SEISMIC CONSIDERATIONS 11 E SEISMIC DESIGN PARAMETERS 12 F DRAINAGE (2 G UTILITY TRENCH 13 H GEO TECHNICAL OBSERVATIONS 13 I PLAN REVIEW H LIMITATIONS 14 REFERENCES 16 APPENDICES APPENDIX A LABORATORY TEST RESULTS EXPLORATORY BORING LOGS TEST PIT LOG SITE PLAN APPENDIX B REGIONAL FAULT MAP SEISMIC DESIGN PARAMETERS DESIGN RESPONSE SPECTRUM DELORME Topo USA® 5.0 VICINI YMAP SUBJECT PROPERTY Data use subject to license. © 2004 DeLorme. Topo USA® 5.0 www.delorme.com 1" = 733.3 ft Data Zoom 14-0 Coast Geotccbnical Tune 21,2006 WO P-494046 PageS INTRODUCTION Tnis report presents the results of our geotechmcal imestigation on the subject property The purpose of this study is to evaluate the nature and characteristics of the earth matenals underlying the pioperty, fhe engineering properties of the surficia! deposits and their influence on the proposed residential addition SITE CONDITIONS The subject property is located east of Adams Street along the terminus, east side cf L irkspur Lane, in tne cit} of Carlsbad The property includes a single family residence and attached garage constructed on a re'atwe'y birel pad The building pad is situated approximately 2 0 to 3 0 feet above street grade The site is bounded on the north, so'ith and east by enveloped resident'al lots Vegetation includes grass, plants and a few trees A planter is located adjacent to tne front foundation Diamage is general! ^ to the we^t by sheet flow PROPOSED DEVELOPMENT I hf existing single ston residence is s\pporfeJ on stem v,all footings with raided wood floors A second story addition has previously been constructed over the attached garage 1'lans for Lhc development of tbe site were prepared bv B Wording Plan Service The project will include the Coast Geotechnical June 21,2006 WO P-494046 Page 6 construction of a second story addition over the west-cential portion of the structure The addition \\ill be supported on new stem wall footings ana column pads SITE INVESTIGATION Due to limited accessibility, exploration was conducted with a portable bucket auger dnll Site exploration included two (2) exploratory boring* drilled to a maximum depth of 7 5 feet One (1) test pit was excavated adjacent to the existing foundation Earth materials encountered were \isually classified and logged by our field engineering geologist Undisturbed, representative samples of earth materials were obtained at selected intervals Samples were obtained by driving a thin walled steel sampler into the desired strata The samples are retained in brass rings of 2 5 inches outside diameter and 1 0 inches in height The central portion of the sample is retained in close fitting, waterproof containers and transported to our laboratory for testing and analj sis LABORATORY TESTING Classification The field classification was verified through laboratory examinanon, in accordance with the Unified Soil Classification System The final classification is shown on the enclosed Exploratdy Logs Moisture/Density The field moistuie content and dry unit weight weie determined for each of ths undistmbed soil Coast Geotechnical June 21,2006 WO P-494046 Page? samples This information is useful in pro\ idmg a gross picture of the soil consistency 01 variation among explorator> excavations The dry unit weight was determined in pounds per cubic foot The field moisture content was determined as a percentage of the dry unit weight Both are shown on the enclosed Laboratory Tests Results and Exploratory Logs Maximum Drv Density and Optimum Moisture Content The maximum dry density and optimum moisture content were determined for selected samples of earth materials taken from the site The laboratory standard tests were in accordance with ASTM D-1557-91 The results of the tests are presented in the Laboratory Test Results GEOLOGIC CONDITIONS The subject property is Located in the Coastal Plains Physiographic Province of San Diego The property is underlain at relatively shallow depths by Pleistocene terrace deposit* The terrace deposits are underlain at depth by Eocene-age sedimentary rocks which have commonl> been designated as the Santiago Formation on published geologic maps 1 he terrace deposit, are covered by minor soil and fill deposits A brief description of the earth materials encountered on the site follows FiM/Soil (af/Os) Appioximately 4 0 to 8 0 inches of orown slightly silty fine and medium-grain sand wa^ encountered in the exploratory borings The soil is moist and in a loose condition Coast Geotechnical June 21,2006 WO P-494046 PageS Terrace Deposits (Qt) Underlying the surficial materials, poorly consolidated Pleistocene terrace deposits are present The terrace deposits are composed of reddish brown, fine and medium-grained sand and are gene all} dense and competent Regionally the Pleistocene bands are considered flat-lying and are underlain at depth by Eocene-age sedimentary rock units Expansive Soil Based on our experience in the area and previous laboratory testing of selected samples the residual soil and Pleistocene sands reflect an expansion potential in the low range Ground water No evidence of perched or high groundwater tables were encountered lo the deptli explored However, it should be noted that seepage picblems can develop after completion of construction These seepage problems most often result from drainage alterations, landscaping and over-irrigation In the event that seepage or saturated ground does occur, it has been our experience that they are most effectively handled on an individual bas's 1 ectonic Setting The site is located \\ithm the seismically dcMve southern California region which is generally characterized by northwest trending Quaternary-age fault zoies Several of these fault zones and Coast Geotechmcal June 21,2006 WO P-494046 Page 9 fault segments are classified as active by the California Division of Mines and Geology Pnolo Earthquake Fault Zoning Act) Based on a review of published geologic maps, no known faults transverse the -=ite The nearest active tault is ine offshore Rose Canyon Fault Zone located approximate!) 5 1 miles west oi the site It should be noted that the Rose Canyon Fault is not a continuous, well-defined feature but rather a zone of right stepping en echelon faults The complex series of faults has been referred to as the Offshoie Zone of Deformanon (Woodward-CKde, 1 979) and is not fully urdert,tood Several studies suggest that the Newport-Inglewood and the R.CSC Canyon fa alts aie a continuous zone of en echelon faults (Treiman 1984) Further studies along the complex offsnore zone of faulting may indicate a potentially greater seismic risk than current data suggests Other faults which could Affect :he site include the Coronado Bank, Elsmore, San Jacmto and San Andreas Faults The proximity of major faults to the site and site parameters are shown on the enclosed Seismic Design Parameters Liquefaction Potential Liquefaction is a process by which a sand niasi loses its snear.ng strength complete'}- and flows 1 he temporary transformation of the materni into a fLud mass is oJen associated with grourd motion Irom an earthquake Owing to fhe moderately dense nature of the Pleistocene terrace deposits and the antic.pated depth to groundwater, the potential for seismically induced liquefaction and soil instability is consideied low Coast Geotechnical June 21,2006 W.O P-494046 Page 10 CONCLUSIONS 1) The subject property is located in an area that is relatively free of potential geologic hazards such as landsliding, liquefaction, high groundwater conditions and seismically induced subsidence 2) The existing fill and soil deposits are not suitable for the support of proposed footings All footings should penetrate soil and founded the design depth into competent terrace deposits RECOMMENDATIONS Foundations All proposed new footings should extend a minimum of 18 inches into competent terrace deposits Footings founded into competent terrace deposits as recommended abovt, may be designed for a bearing value of 2000 pounds per square foot Footings should be reinforced in accordance with the project structural engineers recommendations The bearing value indicated above is for the total dead and frequently applied live loads This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces Resistance to lateral load may be provided by triction acting at the base of foundations and by passive eartn pressure A coefficient of friction of 0 35 may be used with dead-load forces A Coast Geotechnical June 21,2006 WO P-494046 Page 11 passive earth pressure of 250 pounds per square foot, per foot of depth of sedimentary rock penetrated to a maximum of 2500 pounds may be used Slabs on Grade (if proposed) Slabs on grade should be a minimum of 4 0 inches thick and reinforced in both directions with No 3 bars placed 18 inches on center in both directions The slab should be underlain by a minimum 2 0-inch sand blanket Utility trenches underlying the sldb should be backfilled with granular materials, compacted to a minimum of % percent of the laboratory maximum dry density Slabs should be provided with saw cuts/expansion joints, as recommended by the project structural engineer All slabs sho aid be cast over dense compacted subgrades Settlement Characteristics Estimated total and differential settlement over a horizontal distance of 30 feet is expected to be on the order of % inch and '/2 inch, respectively It should also be noted that long term secondary settlement due to irrigation and loads imposed by structures is anticipated to be 1A inch Seismic Considerations Although the likelihood of ground rupture on the site is remote, the property will be exposed to moderate to high levels of ground motion resulting from the release of eneigy should an earthquake occur along the numerous known and unknown faults in the region Coast Geotechmcal June 21,2006 WO P-494046 Page 12 The Rose Canyon/Newport-Inglewood Fault Zone is the nearest known active fault and is considered the design earthquake for the site A maximum probable event along the offshore segment of the Rose Canyon Fault is expected to produce a peak bedrock horizontal acceleration of 0 32g and a repeatable ground acceleration of 0 22g Seismic Design Parameters (1997 Uniform Building Code) Soil Profile Type - SD Seismic Zone - 4 Seismic Source - Type B Near Source Factor (Nv) - 1 1 Near source Acceleration Factor (Na) - 1 0 Seismic Coefficients Ca = 044 Cv = 0 69 Design Response Spectrum T, = 0626 T =01250 Nearest Type B Fault Rose Canyon, 5 1 miles Drainage Specific drainage patterns should be designed by the project designer However, in general, pad water should be directed away from foundations and around the structure to the street or suitable discharge location Roof water should be collected and conducted to hardscape or the stieet, via non- erodible de\ ices Pad water should not be allowed to pond Vegetation adjacent to foundations Coast Geotechnical June 21, 2006 WO P-494046 Page 13 should be avoided If vegetation in the^e areas is desired, scaled planter boxes or drought resistant plants should be considered Other alternatives may be available, however the intent is to reduce moisture from migrating into foundation subsoils Irrigation should be limited to that amount necessary to sustain plant life Utility Trench We recommend that all utilities be bedded in clean sand to at least one foot above the top of fhe conduit The bedding should be flooded in place to fill all the voids around the conduit Imported or on-site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding The invert of subsurface utility excavations paralleling footings should be located above me zone of influence of these adjacent footings This zone of influence it> defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away fiom one another Geotechnical Observations Structural footing excavations should be observed by a representative of this firm, prior to the placement of forms and steel Coast Geotechnical June 21, 2006 WO P-494046 Page 14 Plan Review A copy of the final plans should be submitted to this office for review prior to the initiation of construction Additional recommendations may be necessary at that time LIMITATIONS Irrigation should be limited to that amount recessar) to sustain plant life Minor settlement due in part to concrete shrinkage of underpinned footings may resu't in cracking of stucco This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that ihey may be incorporated into plans If conditions encountered during conduction appear to dilfer from those described in this report cur office should be notified so that \\e may consider whether modifications aie needed No responsibility for construction compliance with design concepts, specifications or recommendations given in tins report is assumed unless on-s.te review is performed during the course of construction The subsurface conditions, excavation characteristics rind geologic structure described ncrem aie based on individual exploratory e\cavaticns made on the subject property The subsurface conditions excavation characteristics and geologic structure discussed should m no way be construed to reflect any variations which may occur among the exploratory excavations Coast Geotechnical June 21,2006 W O P-494046 Page 15 Please note that fluctuations in the level of groundwater may occur due to variations in rainfall, temperature and other factors not evident at the time measurements were made and reported herein Coast Geotechnical assumes no responsibihu for variations which may occur across the site The conclusions and recommendations of this report apply as of the current date In time, however, | changes can occur on a property whether caused by acts of man or nature on this or adjoining • properties Additionally, changes in professional standards may be brought about b> legislation or the expansion of knowledge Consequently the conclusions and recommendations of this report • may be rendered wholly or partially invalid by events beyond our control This report is tnerefore I subject to review and should not be relied upon after the passage of two years I The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechmcal field However, in no respect do we guarantee the outcome of the J project I This stud> has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party This studv is not to be used on other proiects or extensions to this project except by agreement in writing with Coast Geotechnical Coast Geotechnical June 21, 2006 WO P-494046 Page 16 REFERENCES Petersen, Mark D and others (DMG), Frankel, Arthur D and others (USGS), 1996, Probabilistic Seismic Hazard Assessment for the State of California, California Division of Mines and Geology OFR 96-08, United States Geological Survey OFR 96-706 Tan, S S , and Giffen, D G , 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, Plate 35A, Open-File Report 95-04, Map Scale 1 24,000 Treiman, J A, 1984, The Rose Canyon Fault Zone, A Review and Analysis, California Division of Mines and Geology MAPS/AERIAL PHOTOGRAPHS 1 Brooks Design, 2006, Site Plan, 1166 Larkspur Lane, Carlsbad, California Scale 1"-2G' 2 California Division of Mines and Geology, 1994, Fault Activity Map of California, Scale 1 "=750,000' 3 Geologic Map of the Oceanside, San Luis Rey and San Marcos 7 5' Quadrangles, 1996, DMG Open File Report 96-02 4 U S G S , 7 5 Minute Quadrangle Topographic Map, Digitized, Scale Variable APPENDIX A LABORATORY TEST RESULTS TABLE I Maximum Dry Density and Optimum Moisture Content (Laboratory Standard ASTM D-1557-91) (From Referenced Report) Soil Max Dry Tvus Density NOT sture Content (pet) B-l @ 1 0'-3 C' 126 8 10 1 TABLE II Field Dry Density and Moisture Content Sample Field Dry Field Moisture Location Density Content (pet) % 3-1 015' 110 6 30 6 B-l @ 3 0' 310 6 11 2 3-1050' 105 0 11 4 B-2 ©15' 106 1 11 2 B-2 g 5 O1 100 0 10 5 B-2 @ 7 U1 103 9 94 P-434046 I LOG OF EXPLORATORY BORING NO. 1 DRILL RIG PORTABLE BUCKET AUGER BORING DIAMETER 3 5" PROJECT NO P-494046 DATE DRILLED 06-05-06 &oO. c/; §n §ua D C/3 0' (Approximate) LOGGED BY MB O H > t_3 W Hs 13000 000 E o ^PfflC LOe2o SK-Kfr' Eggg»3-K»q ,"4»'i"', CJ t> t^i 0c/i SP SP GEOLOGIC DESCRIPTION SOIL(Qs) Brn fine and medium-grained sand slightly silty TERRACE DEPOSITS (Qt) Tan to Reddish brn fine and med -grained sand 129 OC 1 00 1106 106 ! 11061 112: f i T3CD <Uc/5J3 O i T3 ! ' I : O 12801 200 i 105 u; 114 i Moist and slightly clayey in upper 3 5' 400 i 1250' Too End of Boring @ 5 5' SHEET 1 OF 1 COAST GEOTECHNICAL LOG OF EXPLORATORY BORING NO. 2 DRILL RIG PORTABLE BUCKET AUGER BORING DIAMETER 3 5" SURFACE ELEV 130' (Approximate)DENS106 1 1000 105CONTENTMOIS11 2 1089 94 SUBSURFACE WA•o<D 5t/>J3 I ?i a3 'S •6c I Oo2 PROJECT NO P-494046 DATE DRILLED 06-05-06 LOGGED BY MB U>O§_ 000 CLASS (USCSSOWt«£ SP SP GEOLOGIC DESCRIPTION SOIL(Qs) Brn fine and medium-grained sand, slightly silly TERRACE DEPOSITS (Qt) Tan to Reddish brn fine and med -grained sand 1280C^if1 — 200 PZ2? — 300 12700pt 1 L*JTB f=125 Of: 500 — 124 O 600 ^v.vnnnn rfVtf » f f ii.W.»'.» ! 1230' 700 Slightly moist, dense End of Boring @ 7 5' SHEET i OF ,COAST GEOTECHNICAL LOG OF TEST PIT NO. 1 1 0O. V— X K Q as vOe §H §CJ H o2 s ^0 1 UJ &g ' ^j r5 i H > J HO,WQ 13000 000 • i i ! j — 170 nn 8w CJg CJc«5. 8 d • PROJECT NO P-494046 DATE EXCAVATED 06-05-06 SURFACE ELEV 130' LOGGED BY MB ^ 5 ;O m ;?'?'! r i' i ' r"i'i' ' '' J ^ i f 9 S | : 1 \t \ ', r r : •a -i TJWarn Sw!u MWMAUMJ &w ; DESCRIPTION SP SP •••••HKVfTiVH^^Mv^^^^^^^l ^^^HII^Sj^^^H^^^^^^^^^^^^^^^•^tPJJQuCQU^^^^^^^^^I FILL/SOIL (af/Qs) Brn fine and medium- grained sand silly TERRACE DEPOSITS (Qt) Tan to Reddish brn fine and mcd grained sand TEST PIT SKETCH -XLU af/Qs i- f -•"< • ^— » L i / SHEET 1 OF 1 COAST GEOTECHNICAL I -SPACZ I"- 2.0' GEOLOGIC UNITS af ARTIFICIAL FILL Qs RESIDUAL SOIL Qt TERRACE DEPOSITS SITE PLAN SCALE 1"=20' LEGEND SYMBOLS BORING LOCATION (approx ) TEST PIT LOCATION (approx ) COAST GEOTECHNICAL p-494046 APPENDIX B I I I I I I I I I I I I I I I I I I I 500 -- 400 -- 300 -- 200 -- 100 -- 0 -- -100 -- -200 -- -300 - - -400 - - -500 -- -600 CALIFORNIA FAULT MAP MAST I I I I I I I I i i i i i i i i i i i -300 -200 -100 100 200 300 400 500 600 1 1 1 1 1 1 1 1 1 • 1 1 1 1 1 1 1 1 1 1 * U B C S E I S* * Version I 03 ************************* COMPUTATION OF 1997 UNIFORM BUILDING CODE * * * * * * * SEISMIC DESIGN PARAMETERS JOB NUMBER P-494046 JOB NAME MAST FAULT- DATA- FILE NAME CDMGUBCR DAT SITE COORDINATES SITE LATITUDE 33 1549 SITE LONGITUDE 117 3339 UBC SEISMIC ZONE 0 4 UBC SOIL PROFILE TYPE SD NEAREST TYPE A FAULT NAME ELS INORE- JULIAN DISTANCE 38 8 km NEAREST TYPE B FAULT NAME ROSE CANYON DISTANCE 8 1 km NEAREST TYPE C FAULT NAME DISTANCE 99999 0 km SELECTED UBC SEISMIC COEFFICIENTS Na 10 Nv 11 Ca 0 44 Cv 0 69 Ts 0 626 To 0 125 DATE 06-19-2006 SUMMARY OF FAULT PARAMETERS Page 1 ABBREVIATED FAULT NAME ROSE CANYON NEWPORT-INGLEWOOD (Offshore) CORONADO BANK ELSINORE-TEMECULA ELS INORE- JULIAN ELSINORE-GLEN IVY PALOS VERDES EARTHQUAKE VALLEY NEWPORT-INGLEWOOD (L A Basin) SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY CHINO-CENTRAL AVE (Elsinore) ELSINORE-WHITTIER SAN JACINTO-COYOTE CREEK ELSINORE-COYOTE MOUNTAIN SAN JACINTO-SAN BERNARDINO SAN ANDREAS - Southern SAN JACINTO - BORREGO SAN JOSE CUCAMONGA SIERRA MADRE (Central) PINTO MOUNTAIN NORTH FRONTAL FAULT ZONE (West) CLEGHORN BURNT MTN RAYMOND CLAMSHELL- SAWP IT EUREKA PEAK SAN ANDREAS - 1857 Rupture NORTH FRONTAL FAULT ZONE (East) VERDUGO SUPERSTITION MTN (San Jacinto) HOLLYWOOD ELMORE RANCH SUPERSTITION HILLS (San Jacinto) LANDERS HELENDALE - S LOCKHARDT ELSINORE-LAGUNA SALADA SANTA MONICA MALIBU COAST LENWOOD-LOCKHART-OLD WOMAN SPRGS BRAWLEY SEISMIC ZONE JOHNSON VALLEY (Northern) SIERRA MADRE (San Fernando) EMERSON So - COPPER MTN SAN GABRIEL APPROX DISTANCE (km) 8 1 8 9 34 2 38 5 38 8 54 3 57 9 70 1 74 3 74 9 75 8 76 5 82 7 83 9 92 9 96 1 104 2 106 2 109 8 114 0 114 1 115 4 122 6 124 7 125 2 128 7 129 2 129 6 129 8 131 0 132 7 132 7 135 9 138 4 140 1 140 9 141 9 143 4 143 6 148 1 148 3 153 0 153 4 153 6 154 2 156 5 SOURCE TYPE (A,B,C) B B B B A B B B B A B B B B B B A B B A B B B B B B B B A B B B B B B B B B B B B B B B B B MAX MAG (Mw) 6 9 6 9 7 4 6 8 7 1 6 8 7 1 6 5 6 9 7 2 6 9 6 7 6 8 6 8 6 8 6 7 7 4 6 6 6 5 7 0 7 0 7 0 7 0 6 5 6 5 6 5 6 5 6 5 7 8 6 7 6 7 6 6 6 5 6 6 6 6 7 3 7 1 7 0 6 6 6 7 7 3 6 5 6 7 6 7 6 9 7 0 SLIP RATE (mm/yr) 1 50 1 50 3 00 5 00 5 00 5 00 3 00 2 00 1 00 12 00 12 00 1 00 2 50 4 00 4 00 12 00 24 00 4 00 0 50 5 00 3 00 2 50 1 00 3 00 0 60 0 50 0 50 0 60 34 00 0 50 0 50 5 00 1 00 1 00 4 00 0 60 0 60 3 50 1 00 0 30 0 60 25 00 0 60 2 00 0 60 1 00 FAULT TYPE (SS,DS,BT) SS SS SS SS SS SS SS SS SS SS SS DS SS SS SS SS SS SS DS DS DS SS DS SS SS DS DS SS SS DS DS SS DS SS SS SS SS SS DS DS SS SS SS DS SS SS SUMMARY OF FAULT PARAMETERS Page 2 ABBREVIATED FAULT NAME ANACAPA-DUME PISGAH-BULLION MTN -MESQUITE LK IMPERIAL CALICO - HIDALGO SANTA SUSANA HOLSER SIMI- SANTA ROSA OAK RIDGE (Onshore) SAN CAYETANO GRAVEL HILLS - HARPER LAKE BLACKWATER VENTURA - PITAS POINT SANTA YNEZ (East) SANTA CRUZ ISLAND M RIDGE -ARROYO PAR I DA- SANTA ANA RED MOUNTAIN GARLOCK (West) PLEITO THRUST BIG PINE GARLOCK (East) WHITE WOLF SANTA ROSA ISLAND SANTA YNEZ (West) So SIERRA NEVADA LITTLE LAKE OWL LAKE PANAMINT VALLEY TANK CANYON DEATH VALLEY (South) LOS ALAMOS-W BASELINE LIONS HEAD DEATH VALLEY (Graben) SAN LUIS RANGE (S Margin) SAN JUAN CASMALIA (Orcutt Frontal Fault) OWENS VALLEY LOS OSOS HOSGRI HUNTER MTN - SALINE VALLEY INDEPENDENCE DEATH VALLEY (Northern) RINCONADA BIRCH CREEK SAN ANDREAS (Creeping) WHITE MOUNTAINS DEEP SPRINGS APPROX DISTANCE (km) 156 7 164 6 166 5 166 9 169 1 178 0 185 8 186 5 194 9 194 9 209 9 214 1 214 6 223 3 224 6 228 1 230 7 236 1 242 0 245 4 256 6 258 2 260 1 269 8 274 6 275 9 276 1 276 6 285 4 302 5 319 9 326 2 329 5 330 0 338 0 342 9 359 5 365 7 369 5 378 8 379 5 380 3 435 0 436 4 439 6 458 2 SOURCE TYPE (A,B,C) B B A B B B B B B B B B B B B B A B B A B B B B B B B B B B B B B B B B B B B B A B B B B B MAX MAG (Mw) 7 3 7 1 7 0 7 1 6 6 6 5 6 7 6 9 6 8 6 9 6 9 6 8 7 0 6 8 6 7 6 8 7 1 6 8 6 7 7 3 7 2 6 9 6 9 7 1 6 7 6 5 7 2 6 5 6 9 6 8 6 6 6 9 7 0 7 0 6 5 7 6 6 8 7 3 7 0 6 9 7 2 7 3 6 5 5 0 7 1 6 6 SLIP RATE (mri/yr) 3 00 0 60 20 00 0 60 5 00 0 40 1 00 4 00 6 00 0 60 0 60 1 00 2 00 1 00 0 40 2 00 6 00 2 00 0 80 7 00 2 00 1 00 2 00 0 10 0 70 2 00 2 50 1 00 4 00 0 70 0 02 4 00 0 20 1 00 0 25 1 50 0 50 2 50 2 50 0 20 5 00 1 00 0 70 34 00 1 00 0 80 FAULT TYPE (SS,DS,BT) DS SS SS SS DS DS DS DS DS SS SS DS SS DS DS DS SS DS SS SS DS DS SS DS SS SS SS DS SS DS DS DS DS SS DS SS DS SS SS DS SS SS DS SS SS DS SUMMARY OF FAULT PARAMETERS Page 3 ABBREVIATED FAULT NAME DEATH VALLEY (N of Cucamongo) ROUND VALLEY (E of S N Mtns ) FISH SLOUGH HILTON CREEK HARTLEY SPRINGS ORTIGALITA CALAVERAS (So of Calaveras Res) MONTEREY BAY - TULARCITOS PALO COLORADO - SUR QUIEN SABE MONO LAKE ZAYANTE-VERGELES SAN ANDREAS (1906) SARGENT ROBINSON CREEK SAN GREGORIO GREENVILLE MONTE VISTA - SHANNON HAYWARD (SE Extension) ANTELOPE VALLEY HAYWARD (Total Length) CALAVERAS (No of Calaveras Res) GENOA CONCORD - GREEN VALLEY RODGERS CREEK WEST NAP A POINT REYES HUNTING CREEK - BERRYESSA MAACAMA (South) COLLAYOMI BARTLETT SPRINGS MAACAMA (Central) MAACAMA (North) ROUND VALLEY (N S F Bay) BATTLE CREEK LAKE MOUNTAIN GARBERVILLE-BRICELAND MENDOCINO FAULT ZONE LITTLE SALMON (Onshore) MAD RIVER CASCADIA SUBDUCTION ZONE McKINLEYVILLE TRINIDAD FICKLE HILL TABLE BLUFF LITTLE SALMON (Offshore) APPROX DISTANCE (km) 463 4 470 1 478 0 496 2 520 5 520 7 526 3 529 1 530 1 539 5 556 4 558 1 563 3 563 4 587 7 604 4 613 0 613 5 613 5 628 0 633 2 633 2 653 4 680 9 719 7 720 6 738 7 743 0 782 4 799 3 802 8 824 1 883 6 889 7 913 2 948 1 965 3 1021 6 1028 2 1031 0 1035 3 1041 4 1042 9 1043 4 1048 8 1062 1 I SOURCE TYPE (A,B,L) A B B B B B B B B B B B A B B A B B B B A B B B A B B B B B A A A B B B B A A B A B B TJ B B MAX MAG (Mw) 7 0 6 8 6 6 6 7 6 6 6 9 6 2 7 1 7 0 6 5 6 6 6 8 7 9 6 8 6 5 7 3 6 9 6 5 6 5 6 7 7 1 6 8 6 9 6 9 7 0 6 5 6 8 6 9 6 9 6 5 7 1 7 1 7 1 6 8 6 5 6 7 6 9 7 4 7 0 7 1 8 3 7 0 7 3 6 9 7 0 7 1 SLIP RATE (mm/yr) 5 00 1 00 0 20 2 50 0 50 1 00 15 00 0 50 3 00 1 00 2 50 0 10 24 00 3 00 0 50 5 00 2 00 0 40 3 00 0 80 9 00 6 00 1 00 6 00 9 00 1 00 0 30 6 00 9 00 0 60 6 00 9 00 9 00 6 00 0 50 6 00 9 00 35 00 5 00 0 70 35 00 0 60 2 50 0 60 0 60 1 00 FAULT TYPE (SS,DS,BT) SS DS DS DS DS SS SS DS SS SS DS SS SS SS DS SS SS DS SS DS SS SS DS SS SS SS DS SS SS SS SS SS SS SS DS SS SS DS DS DS DS DS DS DS DS DS HQ(J53 CD O '-H r/v OUl rf\ +7o2 ON pK L ^^^7 1/3«'s O ^ w Q c\ o CN (6) o o City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will noUissue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/1 ndustnal City Certification of Applicant Information f-fmodel 4o dwelliin Number of New Dwelling Units L Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Square Feet Floor Area IHOOLPISTRICTI Date S WITHIN THE CITY OF CARLSBAD Tarlsbad Unified School Distnj/t 6225 El Cammo Real Carlsbad CA 92009 (33>«tfOO) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (7262170) San Marcos Unified School District 215MataWay San Marcos CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) Encmitas Union School District 101 South Rancho Santa Fe Rd Encmitas, CA 92024 (944 4300 ext 166) San Dieguito Union High School District 710 Encmitas Blvd Encmitas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described pro)ect(s), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date 1635 Faraday AveHu& • Carlsbad, CA 92008-7314 • (760) 602-2700 Revised3/30/2006 Building Counter • (760) 602-2719 • FAX (760) 602-8558 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))**************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL D,STR,CT OFFICIAL TITLE NAME OF SCHOOL DISTRICT CARLSBAD, CA 92009 DATE gi av-o CQ PHONE NUMBER - 3 3 ) - Revised 3/30/2006 ' f I I CARLSBAD UNIFIED SCHOOL DISTRICT \ \ JEFFERSON ELEMENTARY \ \AVIARA OAKS ELEMENTARY ' >'';'..$' l | | CARLSBAD HIGH SCHOOL \ \ MAGNOLIA ELEMENTARY \ \ AVIARA OAKS MIDDLE SCHOOL , t , R6C6ipt NO | | CARLSBAD VILLAGE ACADEMY \ \ CALAVERA HILLS SCHOOL \ \ PACIFIC RIM '>"''l''2 1 f) 1 1 | | VALLEY MIDDLE SCHOOL \ \ KELLEY SCHOOL \ \ CALAVERA HILLS MIDDLE SCHOOL ''*' ,' | | BUENA VISTA SCHOOL \ | HOPE SCHOOL \ | OTHER RECEIVED FROM (If Applicable) PARENT OF _ PAYMENT FOR.ACCOUNT NUMBER ? AMOUNT $ *,', cg.30 o? RECEIVED BY 'CASH CHECK ;TOTAL $ 18££i&<*; CO <muJ = < :" < N i: 3Jz£iu<t-ffiQ.ulu.XXOw