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HomeMy WebLinkAbout2853 CAZADERO DR; ; CB060518; Permit06-05-2006 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 CB060518 Building Inspection Request Line (760) 602-2725 2853 CAZADERO DR CBAD RESDNTL Sub Type 2153401700 Lot# $15,020 00 Construction Type Reference # 0 Structure Type 0 Bathrooms COHEN RES- INSTALL BEAMS,CHANG STAIRWELL, 437 SF REMODEL RAD 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# Plan Check# ISSUED 02/27/2006 LSM 06/05/2006 06/05/2006 Applicant WORTHING INC, B A SUITE #201 690 CARLSBAD VILLAGE DR CARLSBAD, CA 92008 619-729-3965 Owner COHEN ARNOLD&TERESA REVOCABLE TRUST 11-10-99 2853 CAZADERO DR CARLSBAD CA 92009 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#3Fee 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 $14589 ,$000 $9483 $000 $000 $1 50 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 Meter Size Add'l Reel Water Con Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (31 05540) PFF (4305540) License Tax (3104193) License Tax (43041 93) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL- MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $2000 $1950 $000 $000 $000 $000 $000 $000 $281 72 Total Fees $281 72 Total Payments To Date $281 72 Balance Due.$000 BUILDING PLA ^ INSTORAGF ATTACHED Inspector FINAL A Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions " You have 90 days from the date this permit was issued to protest imposition of these lees/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 m accordance with Carlsbad Muntcipal 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 lo which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY QF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By _ Date Addresi {include Bldg/Sulte #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Proposed Use Total # of units # of Bathrooms Name Address f^^^^W'tlSftiirfW* '! City State/Zip Telephone U Name Address City State/Zip (Sec 7031 5 Business and Professions Coda Any Crty O[ Qpunty which requites a permit to construct, alter, imptove, demolish or tepair 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 Codel or that he ts exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars |$500)1 Name sis\f-\ State License ft 3lQtfo*J Address License Class City State/Zip Crty Business License # O f T Telephone Designer Name State Llcento * Address City Stale/Zip Telephone '^/'j^v. -<.>../,';- ->v . „:* ;»u. ... ..^v Workers' Compensation Declaration i hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued ^JH — ' nave 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 earner and policy number are -, ^^ Insurance Company TfVTE F^-H O _ Policy No QCO^ f ' *T^ 2O&9 Expiration Dale /' ° / ITHIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS |$100] OR LESS) Q CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollar a (SICKWTOO), In ad/5orvlo the cost of compensation, damages as provided for in Section 3706 of the Lajior cotje interest and attorney s fees SIGNATURE ^WjfjttrfW3[\ _ DATE l hereby affitm that 1 am exempt fiom the ConWapW's License Law foi the following reason Q I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale ISec 7044, Business and Professions Codeljne Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-butlder will hove the burden of proving that he did not build 01 improve for the purpose of sale) Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to the Contractor's License Law) D I am exempt under Section Business and Professions Code tor this reason YES1 I personally plan to provide the major labor and materials for construction of the proposed property improvement 2 I (have I 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 COMPUftgmqracIt^^ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BC ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT «*g3®H9WQ^^ irtfiXa^Vwtf Vtf^ -...",*.'*-/.^ ; I hereby affirm that there is a construction lending agency for the performance of the wotk for which this permit is issued tSec 3097 ti) Civil Cods! LENDER'S NAME _. _^ _ LENDER'S ADDRESS •»^fciwcfcffigeffl*Wfls^ I certify that 1 have read the application and stata 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 CitV 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 stones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and votd if the building or work authorized by such permil is not commenced within 160 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 commencgd'f&Ja penod/^piaqdays (Section JOG 44 Uniform Building Code) f/torywj ^ : DATE YELLOW Applicant PINK Finance APPLICANTS SIGNATURE City of Carlsbad Bldg Inspection Request For 10/13/2006 Permittf CB060518 Title COHEN RES- INSTALL BEAMS.CHANG Description STAIRWELL, 437 SF REMODEL Inspector Assignment JM Type RESDNTL Sub Type RAD Phone 7607293965 Job Address 2853 CAZADERO DR Suite Lot 0 Location Inspector OWNER COHEN ARNOLD&TERESA REVOCABLE TRUST 11-10-99 Owner COHEN ARNOLD&TERESA REVOCABLE TRUST 11-10-99 Remarks Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By SHELLEY Entered By CHRISTINE Act Comment Comments/Notices/Hold Associated PCRs/CVs Original PCS Inspection History Date Description Act Insp Comments 08/22/2006 17 Interior Lath/Drywall 08/04/2006 14 Frame/Steel/Boltmg/Welding 08/04/2006 24 Rough/Topout 08/04/2006 34 Rough Electric 08/04/2006 44 Rough/Ducts/Dampers 06/29/2006 11 Ftg/Foundation/Piers 06/28/2006 11 Ftg/Foundation/Piers NR JM AP PC AP JM OKTODRYWALL WC JM AP JM WC JM AP JM OK TO POUR POST FTGS EsGil Corporation In (Partnership -with government for (Buifding Safety DATE May 30, 2006 JURISDICTION Carlsbad PLAN CHECK NO CB060518 SET II PROJECT ADDRESS 2853 Cazadero Dr. PROJECT NAME Remodel for the Cohen Residence Q APPLICANT a JURIS a PLAN REVIEWER a FILE XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when'mmor 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 X] Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Steve Sanders Esgil Corporation*n GA n MB n E PC 'Enclosures 5/22/06 trnsmtl do! '9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 / ?.. EsGil Corporation In (Partnership ivitfi government for (Buibfing Safety DATE March 7, 2006 JURISDICTION Carlsbad PLAN CHECK NO CB06O518 SET I PROJECT ADDRESS 2853 Cazadero Dr. PROJECT NAME Remodel for the Cohen Residence D APPLICANT Q PLAN REVIEWER Q FILE 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 X] 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 X) The applicant's copy of the check list has been sent to Brooks Worthing P O Box 1041 Carlsbad, CA 92018 I | Esgil Corporation staff did not advise the applicant that the plan check has been completed [X] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Brooks Worthing Telephone # (760) 729-3965 Date contacted 3 h faty (by K&j ^ Fax # (760) 729-0784 /Mail Telephone Fax I/In Person REMARKS ~ " "~ " By Steve Sanders Esgil Corporation D GA D MB D EJ Enclosures PC 2/28/06 trnsmtl dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad CB060518 March 7, 2006 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO CB06O518 JURISDICTION Carlsbad PROJECT ADDRESS 2853 Cazadero Dr. FLOOR AREA Remodel 437 ssq ft STORIES 2 HEIGHT REMARKS DATE PLANS RECEIVED BY JURISDICTION 2/27/06 DATE INITIAL PLAN REVIEW COMPLETED March 7, 2O06 DATE PLANS RECEIVED BY ESGIL CORPORATION 2/28/06 PLAN REVIEWER Steve Sanders 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 for 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 CB060518 March 7, 20O6 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 Please provide details showing how the loft floor diaphragm will transfer through the new stairs to the exterior shear walls -• > & 3 Please show the size of the beam where the new stair stringers are attached at . their upper end on sheet 4 This beam is shown as a 3 % x 16 Parallam on section A/3 4 PJease provide evidence that the first floor exterior wall where the new 5-0 x 4-0 window is to be located is not being used to resist wind and seismic lateral forces If this wall is an existing shear wall, provide structural calculations showing how these forced will be resisted To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a - result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans' • Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No Q The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 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 CB060518 March 7, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Steve Sanders BUILDING ADDRESS 2853 Cazadero Dr. PLAN CHECK NO CB060518 DATE March 7, 2006 BUILDING OCCUPANCY R-3 TYPE OF CONSTRUCTION VN BUILDING PORTION Remodel Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq Ft ) 437 cb Valuation Multiplier 34 37 By Ordinance Reg Mod VALUE ($) 15,020 15,020 $14589 Plan Check Fee by Ordinance Type of Review Repetitive Fee Repeats Complete Review D Other •—, Hourly Structural Only Hour Esgil Plan Review Fee $9483 $81 70 Comments Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER ADDRESS DATE RESIDENTIAL ADDITION MINOR (< $10,000.001 TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES \ VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE Docs/Mteforms/Plannlng Engineering Approvals CALCULATIONS FOR COHEN RESIDENCE SECOND FLOOR ADDITION PROJ. NO. 06011 4/26/06 Engineering-Consulting Lateral Forces Cohen Residence Seismic Forces Use UBC Simplified Procedure (Sec 1630 2 3) 3 0 CV = V = R 30 x 044 55 - W w Ca = 0 44 Na (Type SD Soil) Ca = 044x10 = 044(>10km from Type B fault per map O-36) VASD= 024 JF/14 = 0171 W (Total Base Shear and Shear at Each Level) Wind Forces P= CeCq^Iw 70 mph, Exposure Primary frames and 0'- 15'- 20'- Roof 0'- 15'- 20'- Eaves 0'- 15'- 20'- 15' 20' 25' 15' 20' 25' P — p = P = Slope < 7 P = P = P = C systems: 1 1 1 12 1 1 1 2 12 < Slope 151 20' 25' P = p = P = 1 1 1 06 13 19 06 13 19 <7 06 13 19 x x X • X X X 12 X X X 1 3 1 3 1 3 1 3 1 3 13 26 26 26 x x X X X X X X X 126 126 126 126 126 126 126 126 126 psf psf psf psf psf psf psf psf psf X X X X X X X X X 1 0 1 0 1 0 1 0 1 0 10 1 0 1 0 1 0 17.4 psf 18.5 psf 19.5 psf 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 Roof Concrete Tile 1/2" plywood Trusses @ 24" o c Insulation Ceiling (1/2" gyp) Misc 35 :12 Slope 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 Total DL = Window and Framing = 100 psf 20 psf 05 psf 2 5 psf 1 Opsf 16.0 psf 8 Opsf Cohen Residence 10psf x 1 042 = 1 5 psf x 1 042 = Total DL = LL = Total DL = LL = 10 4 psf 1 6 psf 30 psf 05 psf 2 5 psf 1 5 psf 19.5 psf 20.0 psf (3512) 40 psf 2 5 psf 31 psf 2 5 psf 09 psf 13.0 psf 40.0 psf Interior Wall 1/2" gyp 2x4 framing 1/2" gyp Misc 2 5 psf 2 Opsf 2 5 psf 1 Opsf Total DL = 80 psf j?R %A Tl*'**' * Dsgnr Q fti d^& Descnption Engineering-Consulting Rev 5BOOOG User KW 0606157 Ver 5 S D [c)19832003ENERC^LCEng Description 1 Dec 2003 neenng Software beams and joists Timber Member Information Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv- Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status beam at (wing in inft psps ks Prllm 70x180 7000 18000 2250 Truss Joist - MacMillan, 2,9000 2900 2,000 0 1250 Manuf/Pme No Job « 'I \ Date Scope Timber Beam & Joist Code Ref 1997/2001 NDS 2000/2003 IBC, 2003 NFPA 5000 beam at stair Prllm 35x925 3500 9250 133 Truss Joist - MacMillan, 2,900 0 2900 2,000 0 1 000 Manuf/Pme No alt 1 bm eft llwtg alt 2 bm at IMng Prllm 525x200 5250 20000 2250 Truss Jofst- MacMillan, 2,900 02900 2,000 0 1000 Manuf/Pme No 5 125x21 5125 21000 2250 Douglas fir, 24F - V4 2.400 0 2400 1,8000 1000 GluLam No bm at landing 2-3x10 3000 9250 1 33 Douglas fir - Larch, No 2 9000 1800 1,6000 1000 Sawn No Page 1 cohen ecw Calculations Base allowables are user defined Jf*g.1.-j5-H>'*r|tMflNIJ'M7m'Cii > i>J cant bm at landing Prllm 525x925 5250 9250 100 Truss Joist - MacMillan, 2,900 0 2900 2,000 0 1000 Manuf/Pme No stair stringer 2x14 1 500 8500 100 Douglas fir- larch. No 2 9000 1800 1 ,600 0 1000 Sawn No Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL@x Point #2 DL LL@x ft #/ft#ffi #/ft#mftft Ibs Ibsft Ibs Ibs ft 2250 35600 25000 12700 13000 17000 1150 11000 24000 2600 8000 4000 18400 56600 4000 5200 16000 4000 ri»6j^. -id*, m-a-m.Jimn.itftairBi 2250 35600 25000 12700 13000 17000 2250 35600 25000 12700 13000 17000 5 50 7 00 22600 10000 2600 8000 4000 18400 56600 4000 1730 87200 2,11800 6500 1323 1520 4670 Cantilever Span Span ft Uniform Dead Load Uniform Live Load Point #1 DL LL @X Results #m#m Ibs tbs ft Ratio = 0 4860 HEiwiru iTttfiu'i'iV n^**Vv •rrr^-imr -Tnwrti •nrtrminr • T Mmax @ Center in-k @X = Mmax @ Cantilever fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections ft in-k psi psi psi psi 63222 1107 QQO 1 6725 3,4418 Bending OK 987 3625 Shear OK u-.'^iH-j-urftf; Ibs Ibs Ibs Ibs Ibs ibs 5,348 38 418761 ^"9,6359^ 4,820 62 3,647 39 8,468 01 06963 10047 460 000 20129 2,890 9 Bending OK 1230 2900Shear OK Mtf&.]J^Mr-i^. flA'IW *q HT> . 872 33 > 2,11783^ C3-33015 TST^r1 ^.Jjjfifjjl? CT.42QJJ5) 07154 63222 1107 000 1,8064 2,524 9 Bending OK 1163 2900Shear OK ^J?JM^ftlii iTi> ngUnniiWutfe; $?)s 5 348 38 ^? 4,18761 ^ 3,53599 &\ 4,82062 _/ 3,64739 4r 8,46801 Ratio OK Deflection OK Deflection OK 08435 63222 11 07 000 1,6784 1 9898 Bending OK 1123 2400 Shear OK 5,348 38 4,18761 9,535 99 4,82062 3,647 39 8,468 01 Deflection OK 06178 2610 317 000 610 1 9875 Bending OK 727 1800 Shear OK 73786 633 00\ <T£i[70_8j£> 79314 _Jlfl300 Q396J4^ 350 45700 37000 73800 63300 3500 05457 000 000 -11837 1 581 0 2,897 1 Bending OK 1121 2900 Shear QK A^'^^, ™J(J JM546 04 f ^%8_S96,-3 C3J35JH£> 3,976 64 ^4,53496 AfiSrUu^ Deflection OK ^ Deflection OK Ktt*i&t*tf*i*#iM£Wft'avt<tffir&iP>& 09157 1625 661 000 8998 9826 Bending OK 432 1800Shear OK t Wlr 10055 Jfflfc 308,92 Cj694J_}W. 100 55 AT* - 308 92 V i 7#,%?°?l47 DeffBStion OK Engineering-Consulting Title. Dsgnr Description Scope Job* Date Rev 580006User KW 0606157 Ver580 (o)1983 2003 ENERCALC Eng mar~r v LI. jumuwjji' .'i_..i»isuejLl 1 Dec 2003 neenng SoftwareLWJI._™. IISIM:_IM „!> ,-viai is^sfaratsissaiiuB Timber M,-WIIUIS rruiVrW-tan Beam yaaasassst & Joist cohen ecv B.V AM-um.TVMIU9KH.il .UUUJHitlM^. u Page 2 / Calculations Description beams and joists Center DL Deft L/Defl Ratio Center LL Defl UDefl Ratio Center Total Deft Location UDefl Ratio Cantilever DL Defl Cantilever LL Defl Total Cam Oefl UDefl Ratio -0395 6844 -0307 8798 -0701 11 160 3849 -0124 1,1107 -0298 4625 -0423 5612 3265 -0383 7041 -0298 9051 -0682 11 160 3960 -0377 7161 -0293 9206 -0670 11 160 4028 -0019 3,5349 -0019 3,5196 -0037 2816 1,764 0 0038 2,239 3 0027 3,1216 0064 4060 1,303 9 -0147 -0112 -0253 3244 -0085 1,861 1 -0262 6058 -0347 6615 4570 Trtta Dsgnr Description Scope Job* Date Rev 580004User KW 0606157 Ver580 1 Dec 2003 (,c)1983 2003 ENERCALC Engmeeimg Software General Timber Beam Page 1 cohen ecw Calculators Description Beam at loft railing General Information Section Name Prllm Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density CodeRef 1997/2001 NDS, 2000/2003 ISC, 2003 NFPA 5000 Base allowables are user defined 35x11875 3 500 in 11 875 in Manuf/So Pme 1000 Pin-Pin 45000pcf Center Span 1 5 50 ft Lu 1 00 ft Left Cantilever ft Lu 0 00 ft Right Cantilever ft Lu 0 00 ft Truss Joist - MacMillan, Parallam 2 OB Fb Base Allow 2,900 0 psi Fv Allow 290 0 psi Fc Allow 650 0 psi E 2,000 0 ksi Full Length Uniform Loads Center DL 9 00 #ffi Left Cantilever DL fffi Right Cantilever DL #/ft Trapezoidal Loads #1 DL @ Left 264 00 tffi LL @ Left DL @ Right 264 00 #ffi LL @ Right #2 DL @ Left 20 00 #/ft LL @ Left DL @ Right 20 00 #ffi LL @ Right #3 DL @ Left 264 00 #ffi LL @ Left DL @ Right 264 00 #/ft LL @ Right Point Loads Dead Load 733 0 Ibs Ibs Ibs Live Load 1,688 0 Ibs |bs Ibs distance 3 000 ft 0 000 ft 0 000 ft | Summary ~f l^rV^T"1 •+*•*>*"** W 'I -»*Ml -IS-F^yf. -~ i -J-J-U*- LL 2700 #/ftLL #m LL #ffi 20500 #/ft Start Loc 0000 ft 20500 #ffi End Loc 3000 ft #ffi Start Loc 3000 ft #/ft End Loc 13000 ft 20500 #/ft Start Loc 13000 ft 20500 #/ft End Loc 15500 ft !bs Ibs Ibs Ibs Ibs Ibs Ibs Ibsooooft ooooft oooon ooooft Beam Design OK Span= 15 50ft, Beam Width = 3 500m x Depth = 11 875m, Ends are Pin-Pin Max Stress Ratio o 456 -( Maximum Moment 9 o k-ft Maximum Shear '15 5 o k Allowable i98k-ft Allowable 121 k Max Positive Moment 9 05 k-ft at 3 038 ft Shear @ Left 3 79 k Max Negative Moment 0 00 k-ft at 0 000 ft @ Right 217k Max @ Left Support 0 00 k-ft Carrber @ Left 0 000 in Max @ Right Support 0 00 k-ft @ Center 0 240 in MaxMaNow 1982 Reactons ««*« ««»'" fb 1.319 50 psi fv 11955psi Left DL 163 k Max /"379TK fUtW Fb 289128psi Fv 290 00 psi Right DL 110k Max vj_17(lx ^. . Deflections Center Span. Dead Load Total Load Deflection -0 160 in -0 366 in Location 7316ft 7192ft Length/Defl 1,1612 50796 Camber ( using 1 5 • D.L Defl } @ Center 0 240 in @ Left 0 000 in @ Right 0 000 in *T Left Cantilever Dead Load Total Load Deflection 0 000 in 0 000 in Length/Defl 00 00 Right Cantilever Deflection 0 000 in 0 000 in Length/Defl 00 00 Engineering Consulting Title Dsgnr Description Scope Job ft fr/M Date Rev 580004 User KW060b157 Ver 5 8 0 1 Dec 2003 (C)1983 2003 ENERCALC Engineering Software General Timber Beam Description Beam at loft railing - alt Page 1 cohert ecw Calculations General Information CodeRef 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Prllm 7 0x9 25 Beam Width 7 000 in Beam Depth 9 250 in Member Type Manuf/So Pine Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 45 000 pcf Center Span 1550ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, ParaHam 2 OE Fb Base Allow 2,900 0 psi Fv Allow 290 Opsi Fc Allow 650 0 psi E 2,000 0 ksi Lu Lu Lu 100ft 000 ft 000 ft Full Length Uniform Loads h-M^^a***!*!^***** •*•*•.*•«' '••-V-***?***? aragpH--,-* Center Left Cantilever Right Cantilever •- — ••>*.-> ft-r -iMJi^Wl*1 ^r-^t^-t-w^,f-^~-f^Fm DL DL DL i-r'^p»T»T«TK^^r-v>*f — -r-** =, nn 900#/ft #/ft#m "-"•! V»<1-*'>*'r""*^"WTanT*i "^^t—^f-f-TVipfc-l "< -• g*J — i *n -* • •"^T»'H'1*'J-r-n/'^"-*-T| • — •« . J-vkI» FP^...-!^^ — »-**i| | .1 I ->»*tfgp- LL 2700 #/ft LL #/ft LL #/ft Trapezoidal Loads mMWm ntwMniuwwv -o— «— m-^wtw #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right -^T,-™^^^"-**™— ^i^-wr --•TT«JP- 26400 #ffi 26400 #/ft 2000 fffi 2000 #ffi 26400 #/ft 26400 #ffi Brv**"I">*5'rfl «"*-*U*V^*iv'J LL @ Left LL @ Right LL@Left LL @ Right LL@Left LL @ Right *— ».,>— 5— fOVfV miMlv —"• - -"-r-^r— 1 . -~u~" . rrf-t.* ,»-„« .w--w-™~,™~~ «-»™™-u.T— ™~— ~.™~- 20500 #/ft Start Loc 0000 ft 205 00 #ffi End Loc 3 000 ft #/ft Start Loc 3000 ft #/ft End Loc 13000 ft 20500 #/ft Start Loc 13000 ft 20500 #/ft End Loc 15500 ft Point Loads Dead Load 733 0 Ibs Ibs Live Load 1 688 0 Ibs Ibs distance 3 000 ft 0 000 ft fra^w^a-^jfe'feawjiJiti-r^.ri^^A^aJ^tK j Summary | Ibs Ibs 0000ft ibs Ibs Ibs Ibs Ibs ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft Beam Design OK Span= 15 50ft, Beam Width = 7 000m x Depth - 9 25m, Ends are Pm-Pm Max Stress Ratio ° Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow 9 18 k-ft 000 k-ft 000 k-ft 000 k-R 2411 fb 1,103 82 psi fv Fb 2,898 37 psi Fv Deflections Center Span Deflection Location Length/Defl Dead. Load -01 80 in 7378ft 1,0356 381 1 9 2 k-ft 24 1 k-ft Maximum Shear * 1 5 5 2 k Allowable 188 k at 3 038 ft Shear @ Left 3 85 k at 0000ft ©Right 222k 80 15 psi 290 00 psi Total Load -0 398 in 7192ft 46792 Camber ( using 1 5 * D L Defl ) @ Center @ Left ©Right 0 269 in 0 000 in 0000 in Camber @ Left 0 000 in @ Center 0 269 in @ Right 0 000 mReactions Left DL 1 68 k Max 3 85 k Right DL 1 16k Max 222k _ Left Cantilever Dead_Load Total Load Deflection 0 000 in 0 000 in Length/Defl 00 00 Right Cantilever Deflection 0 000 m 0 000 in Length/Defl 00 00 Engineering Consulting Title Dsgnr Description Scope Job# Date Rev 580001User KW 0606157 Ver 5 8 0 1 Dec 2003 (c)19B3 2003 ENERCALC Engineering Software- General Timber Beam Page 1 cohen ecw Calculations Description Beam at loft railing - worst case General Information Code Ref 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Prtlm 35x11875 3 500 in 11 875 in Manuf/So Pine Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 45 000 pcf Center Span 1550ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2 OE Fb Base Allow 2,900 0 psi Fv Allow ' 2900pst Fc Allow 650 Q psi E 2,000 0 ksi Lu Lu Lu 1 00ft 000ft OOOtt Full Length Uniform Loads Center Left Cantilever Right Cantilever Trapezoidal Loads #1 DL @ Left DL @ Rtght #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right Point Loads DL DL DL 26400 #ffi 26400 #/ft 2000 «m 2000 #ffi 26400 #ffi 26400 #/ft Dead Load 733 0 Ibs 1 000 0 Ibs Live Load 1 ,688 0 Ibs 1 ,025 0 Ibs distance 3 OOC | Summary f ft 3 000 ft 900#/ft #/ftm LL @ Left LL @ Right LL@Left LL @ Right LL @ Left LL @ Right 1 000 0 Ibs 1 ,025 0 Ibs 13000ft LL 2700 #ffi LL #/ft LL #ffi 20500 #/ft Start Loc 0000 ft 20500 #m End Loc 3000 ft #/ft Start Loc 3000 ft ft/ft End Loc 13000 ft 20500 #/ft Start Loc 13000 ft 20500 #ffi End Loc 15500 ft Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft Beam Design OK Span= 1 5 50ft, Beam Width = 3 SOOin x Depth = 1 1 875m. Ends are Pin-Pin Max Stress Ratio o 753 1 Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow 14 9 k-ft 19 8 k-ft Maximum Shear * 1 5 79k Allowable 12 1 k 14 92 k-ft at 3 038 ft Shear @ Left 5 75 k 0 00 k-ft 000 k-ft 0 00 k-ft 1982 ft 2, 176 78 psi fv Fb 2,891 28 psi Fv at 0000 ft ©Right 426k 190 27 psi 290 00 psi Camber @ Left 0 000 m @ Center 0 450 in @ Right 0 000 m Reactions -?*— -~. LeftDL 259 k Max /T75k"^ Af,'? Right DL 213k Max vl26J$X fald Deflections Center Span Deflection Location Length/Defl Dead Load -0 300 in 7502ft 6203 Total Load -0 649 in 7378ft 28677 Camber ( using 1 5 * D L Defl ) @ Center ©Left @ Right 0 450 m 0 000 in 0 000 in Left Cantilever Dead Load Total Load Deflection 0 000 in 0 000 in Length/Defl 00 00 Right Cantilever Deflection 0 000 in 0 000 in Length/Defl 00 00 Engineering Consulting Title Dsgnr Description. Scope Job# Date Rev 5S0004 User KW 06061 57 Ver 5 8 0 1 Dec 2003 (c) i933 2003 ENERCALC Engineering Software General Timber Beam Page 1 cohen ecw Calculations Description Beam at toft railing - worst case - alt General Information Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined | Section Name Prllm 7 0x9 25 Beam Width 7000m Beam Depth 9 250 m Member Type Manuf/So Pine Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 45 000 pcf Center Span 1550ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2 OE Fb Base Allow 2,9000 psi Fv Allow 2900 psi Fc Allow 6500 psi E 2,000 0 ksi Full Length Uniform Loads Center Left Cantilever Right Cantilever Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right Point Loads Dead Load 733 0 Ibs Live Load 1,6880 Ibs distance 3 000 ft DL DL DL 26400 #ffi 26400 #ffi 2000 #ffi 2000 *ffi 26400 #ffi 26400 #/ft 1 000 0 Ibs 1,0250 Ibs 3000ft 9 00 ff/ft LL #/ft LL #/ft LL LL @ Left LL @ Right LL@Left LL @ Right LL @ Left LL @ Right 1 000 0 Ibs 1 ,025 0 Ibs 13000ft 2700 #/ft 20500 #ffi Start Loc 205 00 #/ft End Loc #/ft Start Loc #/ft End Loc 20500 #/ft Start Loc 205 00 #/ft End Loc Ibs Ibs Ibs Ibs 0 000 ft 0 000 ft 1 00 ft 000 ft 000ft 0000 ft 3000 ft 3000 ft 13000 ft 13000 ft 15500 ft Ibs Ibs Ibs Ibso ooo n o oooft I Summary f Span= 15 50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1,810 26 psi Fb 2,898 37 psi = 7 000m x Depth = 9 25m, 0625 1 15 1 k-ft 24 1 k-ft I506k-ft at 000 k-ft at 000 k-ft 0 00 k-ft 24 11 TV 12554psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 1 3038ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 265 k 219k 5 @Left@ Right @Left @ Center @ Right Max Max Beam Design OK 81 k 188 k 581 k 431k 0 000 in 0491 in 0 000 m 581k 431 K Deflections Center Span DeacLLoad Deflection -0 327 in Location 7 502 ft Length/Defl 568 2 Camber ( using 1 5 * D L Deft ) @ Center 0 491 in @ Left 0 000 in @ Right 0 000 in Total Load -0 696 in 7378ft 26712 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 tn 00 0 000 in 00 Total Load 0000 in 00 0 000 in 00 A.Tin ^y.Am •m,spiffs ring-Consulting Title Dsgnr Description Scope Date Jobfl Rev 580004User KW 0606157 Vet 5 8 0 1 Dec 2003(c)1983 2003 ENERCALC Engineering Software~mBa»ii^tJui«fcSal<aiBagriJtJB«aisgn!ri.'r*iamsgaE Timber Column Design Page 1 corien ecw Calculations Description 9' - 2x4, no wind - allowable General Information codeRef 1997/2001 NDS Wood Section 2x4 Rectangular Column Column Depth Width Sawn (along y-y axis) 3 50 in (along x-x axis) 1 50 in 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Total Column Height 9 00 ft Load Duration Factor Fc Fb E - Elastic Modulus Douglas Fir - Larch, Stud 125 850 00 psi 700 00 psi 1 ,400 ksi Unbraced length for "y-y" axis sideways deflection 9 00 ft Unbraced length for "x-x" axis sideways deflection 1 00 ft Lu XX for Bending Loads fc,*~**HM**.«W»~~H Axiat Load 900 ft Dead Load 0 00 Ibs Live Load 0 00 Ibs Short Term Load 2,1 00 00 Ibs Eccentncrty 0000 in j Summary I Using 2x4, Widtn= 1 50m, Depth= 3 50;n, fc Compression Fc Allowable fbx Flexural F'bx Allowable Interaction Value DL + LL 0 00 psi 389 50 psi 0 00 psi 999 28 psi 00000 Total Column Ht= 9 00ft DL * LL + ST 400 00 psi 401 74 psi 0 00 psi 1,216 15 psi 09957 Column OK DL + ST 400 00 psi 401 74 psi 0 00 psi 1,21615 psi 09957 Stress Details Fc X-X Fc Y-Y F'c Allowable F'c Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 945 66 psi 389 50 psi 389 50 psi 401 74 psi 999 28 psi 1,216 15 psi For Bending Stress Calcs.. Max k'Lu / d Le Bending (Lu-xx ' NDS Tabte 333 factor) Rb (Led/bA2}ft5 Mm Allow k'Lu Id Cf Bending For Axial Stress Calcs Cf Awal A»al X-X k Lu / d Axial Y-Y kLu/d Tr-»i— -. n-a,.,if*» ••iMi,«tfi«..j.aiiwu«inwiMl 5000 1656 ft 17582 11 00 1 500 1 150 800 3086 Engineering-Consulting Title Dsgnr Description . Scope Job it Date Rev 530004User KW-0606157 Ver 5 8 0 1-Dec 2003 (cM983 2003 ENERCALC Engines ng So"v are Timber Column Design Page 1 cohen ecw Calcute'ions f Description 9' - 4x8, no wind - allowable General Information CodeRef 1997/2001 NOS, 2000/2003 ISC 2003 NFPA 5000 Base allowables are user defined Wood Section Rectangular Column Column Depth Width Sawn (along y-y axis) (along x-x axis) 4x8 7 25 in 3 50 in Total Column Height Load Duration Factor Fc Fb E - Elastic Modulus Douglas Fir - Larch, No 2 900 ft 125 1,350 00 psi 900 00 psi 1,600 ksi Unbraced length for "y-y" axis sideways deflection Unbraced length for "x-x" axis sideways deflection Lu XX for Bending 900 ft 900 ft 900 ft Loads ^itfl^lfru ifVWAW*. l-^^^*+A&^&»&-#6*i&f#M+.' Dead Load Axial Load Eccentncity 0 00 Ibs Live Load 0 00 Ibs Short Term Load 11,92000 Ibs 0000 in Summary Column OK Using 4x8, Width= 3 50m, Depth= 7 25in, Total Column Ht= 9 00ft DL + LL PL •» LL + ST fc Compression 0 00 psi 469 75 psi Fc Allowable 459 93 psi 470 15 psi DL + ST fbx Flexural F'bx Allowable Interaction Value 000 psi 1,15609 psi 00000 0 00 psi 1,43957 psi 09991 469 75 psi 470 15 psi 0 00 psi 1,43957 psi 09991 Stress Details Fc X-X FC Y-Y F'c Allowable F'c Allow * Load Dur Factor F'bx F'bx* Load Duration Factor 459 93 psi 1,153 74 psi 459 93 psi 47015 psi 1,15609 psi 1,43957 psi For Bending Stress Cafes MaxK*Lu/d Le Bending (Lu-xx *NDS Table333 factor) Rb (Led/bA2)A5 Mm Allow k*Lu/d Cf Bending For Axial Stress Gales Cf Axial Axial X-X k Lu / d Axia! Y-Y k Lu / d 5000 1656ft 10845 11 00 1 300 1 050 3086 1490 .sfife Engineering Consulti Title Dsgnn Description Scope Job* Date Rev 580004 User KW 05Q61S7 Ver 5 S 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Timber Column Design Page 1 cohei ecw Calculations u l*^^ Description 11' -4x8, no wind -allowable General Information CodeRef 1997/2001 NDS 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Wood Section Rectangular Column Column Depth Width Sawn Unbraced length for " Unbraced length for " Lu XX for Bending Loads fa-jA.hakag^-»-AJ«Ki-iiKtEttm"'fri^ <• <m Axial Load Eccentricity 4x8 (along y-y axis) (along x-x axis) y-y" axis sideways deflection x-x" axis sideways deflection Tpt"raiET-ifc''-*r-.?^ >^i.^.'iit.^-rj''jF>"*^ET-r'5i"3?'*'Jrf'i1-i!*1Lii1"^"- 0000 in 7 25 in 3 50 m 11 00 ft 11 00 ft 1100 ft Dead Load 0 00 Ibs Total Column Height Load Duration Factor Fc Fb E - Elastic Modulus Douglas Fir - Larch, No 1 Live Load 0 00 Ibs 11 00 ft . 125 1 ,500 00 psi 1 ,000 00 psi 1 ,700 ksi Short Term Load 8,720 00 Ibs 1 Summary ^^| Using 4x8, Width= 3 50in, Depth= 7 25m, Total fc Compression Fc Allowable fbx Flexural F'bx Allowable Interaction Value Stress Details DL + LL 0 00 psi 339 85 psi 0 00 psi 1.27903 psi 00000 Column Ht= 1 1 00ft DL + LL + ST 343 65 psi 343 99 psi 0 00 psi 1,58980 psi 09990 Column OK DL + ST 343 65 psi 343 99 psi 0 00 psi 1 ,589 80 psi 09990 Fc X-X Fc Y-Y F'c Allowable F'c Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 339 85 psi 1,075 45 psi 339 85 psi 343 99 psi 1,279 03 psi 1,589 80 psi For Bending Stress Calcs Max k'Lu / d Le Bending (Lu-xx "NDS Table333 factor) Rb (Led/b*2)A5 Mm Allow k'Lu / d Cf Bending For Axial Stress Calcs Cf Axial Axial X-X K Lu / d Axial Y-Y k Lu / d 5000 2024ft 11989 11 00 1 300 1 050 3771 1821 Engineering-Consulting Title Dsgnr Description Scope Job ft Date Rev 580004 User KW 0606157 Ver 5 8 0 1 Dec 2003(c]19S3 2003 ENE^CALC Engineering Software Timber Column Design Page 1 cohen ecw Calculations Description 11' -4x10, no wind -allowable General Information Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Wood Section Rectangular Column Column Depth Width Sawn (along y-y axis) (along x-x axis) 4X10 9 25 in 3 50 in Total Column Height Load Duration Factor Fc Fb E - Elastic Modulus Douglas Fir - Larch, No 1 11 00 ft 1 25 1,500 00 psi 1,00000 psi 1,700 ksi Unbraced length for "y-y" axis sideways deflection Unbraced length for "x-x" axis sideways deflection Lu XX for Bending 11 00 ft 11 00 ft 1100 ft Loads Axial Load Eccentncrty Dead Load 0 00 Ibs LrveLoad 0 00 Ibs Short Term Load 11,11000 Ibs 0 000 in Summary Column OK Using 4x10, Width- 3 50in, Depth= 9 25m, Tola! Column Ht= 1 1 00ft DL + LL PL + LL * ST fc Compression 0 00 psi 343 17 psi Fc Allowable 338 79 psi 343 18 psi DL + ST fox Flexural Rbx Allowable Interaction Value 0 00 psi 1,17619 psi 00000 0 00 psi 1,45939 psi 10000 34317 psi 343 18 psi 0 00 psi 1,45939 psi 1 0000 Stress Details Fc X-X Fc Y-Y F'c Allowable F'c Allow * Load DUT Factor F'bx F'bx * Load Duration Factor 338 79 psi 1,250 55 psi 338 79 psi 343 16 psi 1,176 19 psi 1,459 39 psi For Bending Stress Calcs Max k'Lu / d 50 00 Le Bending 20 13 ft (Lu-xx * NDS Tabte 333 factor) Rb (Led/bA2)A5 13506 Mm Allow k'Lu/d 11 00 Cf Bending 1 200 For Axial Stress Calcs Cf Axial 1 000 Axial X-X k Lu / d 37 71 Axial Y-Y k Lu / d 1427 Engineering-C Title Dsgnr Description Scope Job 9 Date Rev 580000 User KW 0606157 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Description 5 8k footing Square Footing Design Page 1 cohen ecw Calculations 3KOOUX General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 5800k 0000k 0000* 4 400 000 psf HSOOpCf 1 330 000 in Code Ret ACI318-02, Footing Dimension Thickness f of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 1997 UBC, 2003 IBC 3250ft 12 00 in 6 4 3250 2,000 0 psi 40,000 0 psi 1,000 00 psf 2003 NFPA 5000 Note Load factonng 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 Depth & Width Increases Increases Based on Depth Ftg Base Depth below Surface increase per foot of depth when footing is below 2000ft 200 000 psf 1 000ft Increases Based on Width Increase per foot of width when footing is wider than 0 000 psf 0000 ft Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy AsReq'd by Analysis Mm Reinf % to Req'd 6 500 in 00050 0 0008 m2 0 0014 % As to USE per foot of Width Total As Req'd Mm Allow % Reinf 0 259 m2 0 842 m2 00014 (| summary | 3 25ft square x 12 Oin thick Max Static Soii Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity tf with f- #4 bars 1 094 1 1 psf 1,20000 psf 1,09411 psf 1 ,596 00 psf 2 02 k-ft / ft 901 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 3 #5's 2 #7's 2 #8's Footing 1377 psi 76 03 psi 53 32 psi 15205 psi 2 #6's OK 1 #9's 1 #10's // 4'tt'i \ I .!**!. Engineering Consulting Title Dsgnr Description Scope Job# Date Rev 580000 User KW 0606157 Ver 5 8 0 1 Dec 2003 (cj i983 2003 6NERCALC Engineering Sotware£9Utiwn i«aiM(rars3Kvaiiaiiaj»^WMaKiBet;wc--t- JIMBHIBS Description 9 5k footing Square Footing Design Page 1 i*Wfc VrB^ifl *4L^' ^£ cohen ecwCslculalionsL'ffiB'iH!? i- JtM&r JM as '**'jiHi» <TOO^K"^OT'M«!CTij!w&EffiJ!jwi^y.Mw^.w>5 KJSJ.* General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 9500k 0000k 0000* 4 400 000 psf 145 00 pcf 1 330 000 in Code Ret 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 4000ft 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 Depth & Width Increases Increases Based on Depth Ftg Base Depth below Surface Increase per foot of depth when footing is below Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysts Mm Remf % to Req'd 2000ft 200 000 psf 1 000 ft 8 500 in • 0 0050 0 0012 m2 0 0017 % Increases Based on Width Increase per foot of width when footing is wider than As to USE per foot of Width Total As Req'd Mm Allow % Remf 0 000 psf 0000ft Ji^-^'iiti fci^dMmai Jsraw- "a*. A'-VI- ^.^tftftit^s*tffln •atimtiiirlj''pBaara-. 0 259 m2 1 037 m2 00014 | Summary j 4 00ft square x 12 Oin 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 1 13875 psf 1,20000 psf 1.13875 psf 1 ,596 00 psf 319k-n/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 6 #4's 4 #5's 2 #7's 2 #8's Footing 20 19 psi 76 03 psi 85 50 psi 15205 psi OK 3 #6's 2 #9's 1 HMO's I I POLICYHOLCER f'tf i PO BOX 420807, SAN FRANCISCO,CA 94142-Ofao/ CERTIFICATE OF WORKERS' COMPENSATION INSURANCE ISSUE DATE 01-01-2006 SO COMPENSATION INSURANCE COUNTY OF SAN DIEGO ATTN BUILDING DEPARTMENT 5201 RUFFIN ROAD SAN DIEGO CA 92123 SD GROUP 000046 POLICY NUMBER 0008775-2006 CERTIFICATE ID 5 CERTIFICATE EXPIRES 01-01-2007 O1-01-2006/01-01-2007 JOB ALL OPERATIONS This is to certify that we have issued a valid Workers' Compensation insurance policy in a form approved oy me California Insurance Commissioner to the employer named below for the policy period indicated This policy is not subject to cancellation by the Fund except upon 30 days advance written notice to the employer We will also give ycu g0 days advance notice should this policy be cancelled prior to its normal expiration This certificate of insurance is not an insurance policy and does not amend, extend or alter the coverage afforded by the policy listed herein Notwithstanding any requirement, term or condition of any contract or other document with respect to whicn this certificate of insurance may be issued or to which it may pertain, the insurance afforded by the policy described herein is subject to all the terms, exclusions, and conditions, of such policy AUTHORIZED REPRESENTATIVE PRESIDENT EMPLOYER'S LIABILITY LIMIT INCLUDING DEFENSE COSTS- $1,OOO.OOO PER OCCURRENCE ENDORSEMENT #1600 - BROOKS A WORTHING, PRESIDENT - EXCLUDED ENDORSEMENT #1600 - PAMELA WORTHING, VP, SEC, TRES - EXCLUDED ENDORSEMENT #2065 ENTITLED CERTIFICATE HOLDERS' NOTICE EFFECTIVE O1-01-2000 IS ATTACHED TO AND FORMS A PART OF THIS POLICY EMPLOYER B A WORTHING, INC PO BOX 1041 CARLSBAD CA 92018 SD M0409 IREV 2-05)PRINTED 12-17-2005