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1434 FOREST AVE; ; CB023314; Permit
a- . W-r J 02-2-2003 ~bolf C~l • City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 (U" Residential Permit Permit No: CB023314 Building Inspection Request Line (760) 602-2725 Job Address: 1434 FOREST AV CBAD Permit Type: RESDNTL Sub Type: SFD Status: ISSUED Parcel No: 1560523200 Lot #: 0 Applied: 10/30/2002 Valuation: $297,115.00 Construction Type: NEW Entered By: SB Occupancy Group: - Reference #: Plan Approved: 02/26/2003 # Dwelling Units: 1 Structure Type: SFD Issued: 02/26/2003 Bedrooms: 5 Bathrooms: 3 Inspect Area: Project Title: WORTHING RES SFD 3211 HAB 751 Orig PC#: GAR/ 231 DECK Plan Check#: Applicant: - Owner: WORTHING INC, B. A. WORTHING BROOKS A&PAMELA J 690 CARLSBAD VILLAGE DR - - 9076 v'i ,i ,vi P 0 BOX 1041 - '"Si 'v CARLSBAD, CA 92008 -' CARLSBAD 'N. CA 92018 -.3P 22367.63 619-729-3965 -- / - /1 Meter Size Building Permit / $1,156.40 AddI Building Permit Fee / ' $0.00 AddI Red. Water Con. Fee (\ $0.00 Plan Check / $751.66 Meter Fee ' -) $140.00 Add'I Plan Check Fee / .. \ $0.00' ', SDCWA Fee 3 $2,004.00 Plan Check Discount / - ' $0.00 , CFD Payoff Fee \ \K ,J \ $0.00 Strong Motion Fee / ' $29.71 ' . PFF, \, \ \_./ $5,407.49 Park in Lieu Fee - , $0.00 PFF (CFD Fund) - \ -.. TTh $4,991.53 Park Fee "- $0.00 License Tax -, / , $0.00 LFM Fee .-. ': $0.00 . License Tax (CFD Fund) $0.00 Bridge Fee -. , $0.00 Traffic Impact Fee ', $451.00 Other Bridge Fee $0.00. Traffic Impact (CFD Fund ) )f 1 $509.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD#3 Fee $0.00 ' PLUMBING TOTAL / 5 $181.00 Renewal Fee $0.00, ELECTRICAL' TOTAL' / / $45.00 AddI Renewal Fee $0.00 MECHANICAL TOTAL )I ' $67.50 Other Building Fee , '. $Q.00-...) Housing Impact Fe e".f $2,925.00 Pot. Water Con. Fee $2400.00\\\ Housing InLieu Fee / $0.00 Meter Size D5/8 -1 Master Drainage Fee / $0.00 AddI Pot. Water Con. Fee $0.00 'Sewer Fee /$2,060.00 Red. Water Con. Fee , c . '. so:oo Co-Additional Fees / - / $0.00 TOTAL PERM!T.FEES / $23,119.29 / Total Fees: $23,119.29 'Total Payments To Date: $751.66\ Balà'nce Due: $22,367.63 FINAL Insoector\__ AP'ROVAL __________ Date: a 11C7 ./ 3 Clearance: NOTICE: Please take NOTICE at apiroval of your project includes the 'lmpition' of ffies, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions.' (i(ou 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 City of Carlsbad 1635 FaradayAv Carlsbad, CA 92008 12-05-2003 Right of Way Permit Permit No: RW030361 Job Address: 1434 FOREST AV CBAD Permit Type: ROW Subtype: MINOR Status: ISSUED Parcel No: 1560523200 Lot #: 0 Applied: 11/26/2003 Start Date: Est Complete Date: Issued: 12/05/2003 Insurance Expire: 09/09/2004 Traffic Control Plan: Y Expired: 06/05/2004 Liability Insurance: Y GOP: Entered By: JJ Reference#: Location: Project Title: WORTHING RESIDENCE Description: Sawcüt and remove asphalt .for a 3x3 weld hole LVHOLDERBY JR P.O. BOX 7792 SAN DIEGO CA 92167 / I 619-223-6630 \ , I Total Fees: $230.00 Total Payments To Date: $0.00 Balance Due: $230.00 Permit Fee ' j $23000 Additional Permit Fee ' Other T ___ '$0.06" I $000 Additional Fees $000 TOTAL PERMIT FEES ç / $230.00 / 7' 1P52 ___/\ 12/05/03 02 230 % H This permit may be revoked by the city Engineer if it is deemed that inadequate progress is being made towards the completion of the work or if the work does not meet city Standards. The applicant may be billed for the cost of any corrective work that the City must perform. Permit Release Date Released Cash Deposit? YOU MUST CALL UNDERGROUND SERVICE ALERT (1-800-422-4133) TWO WORKING DAYS PRIOR TO WORK. UNDERGROUND SERVICE ALERT NO. . THIS PERMIT IS INVALID WITHOUT THIS NUMBER IF ANY EXCAVATION OR BORING IS DONE. Il 1 ._-°- ... -- c:N•i - .-' /-- ,•• .-• .;.- '.- FOR OFFICE.USE-ONI!Y--'' .: PERMIT APPLICATION.. --r: PLAN CHECK NO. ES Ci32,i3 1J/ 'CITYOECARLSBAD BUILDING DEPARTMENt: .. L :'- • Plan Ck. Deposit 1635 Faraday Ave., Carlsbad, CA 92008 -•'--. .: . . .. Valldatedpy Date-/7O/oZ.... -. IPROEMON ,Address (include Bid /Suite #) . . Business Name (at this address) A- Legal Description '''' Lot No Subdivision Name/Number uKt i'-J&. 3iaQ& .-tal #tf units . -. , .. . '- -'-LGF 75166 Assessor's Parcel # . , , Existing Use . , . ,., . Proposed Use - Description of Work "- * SQ. FT. #ofStoriès # of Bedrooms ' # of Bathrooms T SON 'rjetFP: "ER fd . - Name -.- Address - ' City - State z p '• Telephone # - " Fax # --'-- ----'.o 4,6 , PPLjCANT Contrator ,Dgenj!or c ir actDwnerOgenfovj W'ThA1ei:V/DfOy tO'J -lr 92c Name Addr , City, State Telephone # - - - ' - !Name Ad , C ty Stt- Zp T phri ' - (Sec. 7031.5 Business and Professions Code: AnyCity 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 provis ions. :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 e plion. Any 101 ti n of Section 7031.5 by any applicant for a permit subjects, the applicant to a civil-penalty of not more than five-hundred dollars [$5001). 'k \J\irrv1eWpO')cHO2 1 1zo O7z Name Address ' City State/Zip Telephone '# State License # License Class City Business Licn#' Designer NameYPQ$' V11 I .,', . . City , 'State/Zip- Telephone State Licens # - -. - t SNSATI0N " Workers' Compensation Declaration: I hereby affirm 'under penalty of perjury one of the-following declarations: - L 4 0' I-have and will-maintain a certificate of consent-to sêlf-insuré for workers' compensation as-provided by Section 3-700 of the Labor Code, for theperformance of the work for which this permit is issued. -' I have and will maintain w'brkers' compensation, as required by Section 37000f the La6or Code, for the prformànce d(the wbrk for which this permit is I sued My worker's compensation insurance carrier and policy number are Insurance Company "Pt/I. V) Cl ' Policy No. O1') (.p O I 0177 G-,Expiration Date (THlSSECTION NEED NOT BE COMPLETED IF THE'PERMITIS FOR ONE HUNDRED' DOLLARS 1$1001 OR LESS) E] - CERTIFICATE OF EXEMPTION:.] certify that in the performance of the work for which -this permit is issued,.lshail 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 shallsubject an employer to criminal penalties and civil fi'es up to one hundred - thousand dollars ($100 00 In additu o the cost of compensation damages as provided for in Section 3706 of th Lab 9r code ipterest and attorney s fees SIGNATURE - .-'" DATE QERBUIECLAA1N - hereby affirm that I am exempt from the C tr ctor's License Law for the following reason: o I, as owner of the property or my e ees with wages as their sole compensation,, will do the work and the structure is not intended -or offered f or 'sale - (Sec. -7044, Business and Professions Code: The Contractor's License Law'does not apply to an owner of property who builds or improves thereon; and who does - such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-bUilder will have the burden of pró'(iin that he 'did not build or improie for the purpose Of sale): ' - 0 .1, as owner of the property, am exclusively contracting with licensed contractors to Construct the project (Sec. 7044;-éusiness.ard ProfessIons Cod'é:_,The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). . - .------------------------- 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES []NO I (have / have not) signed an application for a building permit for the proposed work, I have contracted 1. with the following person (firm) to provide the proposed construction (include name / address / phone number I contractors license number):, 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 I phone - - number I contractors license number):______________________._____-- _-- I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address 7'phOne number /type - of work): PROPERTY OWNER SIGNATURE . - ' - - , . - - - - DATE Tr CET I Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention 'prOgram under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Adcount Act? 0 YES 0 NO Is the applicant or future building ocipairequiid t40 obtain a permit fróm.the'air.polluion control district 6r air quality management district? 0 .YES -D NO Is the facility to be constructed within 1.1000 feet of the outer boundary of a school Site? 0 YES 0 NO IF ANYOF THE ANSWERS-ARE YES, A' FINAL CERTIFICATE OF OCCUPANCY MAYNOT BE ISSUED UNLESS THE APPLICANT. HAS MET OR ISMEETING THE .REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - - - CONSTRUCTIONLENDING AjçY - 1 hereby affirm that there is a construction lending agency.for the performance of the work forwhich this permit' is issued (Sec. 3097(i) Civil Code)'.- LENDER'S ,'. ' NAME LENDER'S ADDRESS I certify that4 I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances 'and State- laws relating to building construction. I hereby authorize representatives of the Cit%' of Carlsbad to ente'r uponthe above mentioned - property ,or inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLS BAD", AGAINST ALL LIABILITIES, - JUDGMENT. COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.-, Z 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 buildinOfficiaI under the provisions Of this Code shall expire by limitation and'beOOme null and void i1tf'('bui)ding 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 r a pen of 180 dais (Section 106.4.4 Uhiform Building Code): APPLICANT'S SIGNATURE t:;;,t4t DATE o/ Z/o L_ ITE: File YELLOW: Applicant PINK: Finance - - Inspection List Permit#: CB023314 - Type: RESDNTL SFD WORTHING RES SFD 3211 HAB 751 • ' GAR/ 231 DECK Date Inspection Item Inspector Act Comments 12/19/2003 89 Final Combo PS AP 12/19/2003 89 Final Combo - RI 12/17/2003 89 Final Combo - RI: 12/17/2003 89 Final Combo PS .- CO OK TO RELEASE GAS METER. 12/15/2003 89 / Final Combo - RI COURTESY FINAL • ' 12/15/2003 89 Final Combo PS CO EMR 12/12/2003 89 Final Combo PS CA BY PHILLIP 10/24/2003 22 Sewer/Water Service PD AP 10/24/2003 22 Sewer/Water Service PD AP '. 10/23/2003 22 Sewer/Water Service PS CA BY PHILIP 09/05/2003 82 Drywall/Ext Lath/Gas Test PY AP 09/04/2003 17 Interior Lath/Drywall PY NA 09/04/2003 18 Exterior Lath/Drywall PY AP , 09/03/2003' 17 Interior Lath/Drywall PS. CA CA BY TERESA RESET OR 'THURS 09/02/2003 17 Interior Lath/Drywall PS CA BY TERESA - 09/02/2003 18 Exterior Lath/Drywall PS CA 08/19/2003 16 Insulation PS AP 08/18/2003 16 Insulation PS CA 08/13/2003 84 Rough Combo PS AP 0 - 08/12/2003 84 Rough Combo ' PS CO SEE NOTICE ATTACHED 08/07/2003 84 Rough Combo. - PS CO 08/06/2003:84 Rough Combo PS NS - 07/23/2003 84 Rough Combo PS CO DID NOT COMPLETE INSP. PLUMBER - WENTOFF - SEE NOTICE ATTACHED 06/30/2003 13 '-Shear Panels/HD's PS . CA * 06/23/2003 13 Shear Panels/HD's PS CO OK TO WRAP AT OWN RISK .06/11/2003 13 Shear Panels/HD's PS CO . • 06/05/2003 13 Shear Panels/HD's • PS CO , 06/02/2003 15 Roof/Reroof PS PA OK TO WEATHER IN - DO NOT LOAD 05/07/2003 15 Roof/Reroof - • - PS rNS 05/97/2003 15 Roof/Reroof PS CO TRUSSES NOT PER PLAN- 04/07/2003, 16 Insulation JE AP • CALL FOR FLOOR SHEATHING INSPECTION 04/07/2003 21 Underground/Under Floor JE AP - • .' ' 04/03/2003 21 Underground/Under Floor ,PY PA SUB FLOOR OK TO INSULATE NEED T.O. 03/17/2003 11 Ftg/Foundation/Piers PS CA 03/05/2003 11 Ftg/Foundation/Piers PS AP 03/03/2003 11 Ftg/Foundation/Piers PS •. CO SET BACKS NOT PER PLAN NEED • . CERT. ' 0 03/03/2003 21. UndergrOund/Under Floor ;PS WC , - 02/18/2003 11 Ftg/Foundation/Piers PS AP GARAGE SLAB 0 , , I 0 Friday,' December 19, 2003 ' - - , Pagel of ,l V1 -, V• 4 City of Carlsbad Bldg Inspection Request V For: 12/19/2003 + Permit# CB023314 Inspector, Assignment: PS Title WORTHING RES SFD 3211 HAB 751 Description GAR/ 231 DECK - Type: RESDNTL Sub Type: SFD . : - . •' 'VV V • V Phone: 76O7293965. Job Address:. 1434 FOREST AV V V V V V V V V Suite: Lot V 0 Location Inspector APPLICANT WORTHING INC, B.A. Owner: V V VV V V• V V Remarks: 4 * V I V V Total Time: V . Requested By: TERESA V V V V V V V Entered By: CHRISTINE V V V CD . Description V V V A Comment V V V V V V V 19 Final Structural - 29 Final Plumbing 39 Final Electrical 49 Final Mechanical V V. V V V VV V V V Associated PCRs/CVs PCR03095 JSSUED WORTHING RES REV TRUSS CALCS InspectionHistory V V V V V Date Description V V Act lnsp V V Comments V V V 12117/2003 89 Final Combo CO PS OK TO RELEASE GAS METER * 12/15/2003 89 Final Combo CO PS EMR 12/1212003 89 Final Combo V CA PS , BY PHILLIP V V V V V V 10/24/2003V .22 Sewer/Water Service AP. PD V V 10/24/2003 22 Sewer/Water Service V AP PD V V V V 10/23/2003 22 Sewer/Water Service CA PS V V BY PHILIP 09/05/2003 Drywall/Ext Lath/Gas Test AP PY V V V V 09/04/2003 17 Interior Lath/Drywall V NR PY • V 4 V •V V 09/04/2003 • 18 Exterior Lath/Drywall • V AP pyV * V - • V 09/03/2003 17 Interior Lath/Drywall CA PS CA BY TERESA RESET FOR THURS V 09/02/2003 .17 Interior Lath/Drywall V V CA PS V V V BY TERESA 'V V • V : V V V 09/02/2003 18 Exterior Lath/Drywall CA PS 08/19/2003 16 Insulation AP P5 V V V V V 08/18/2003 16 Insulation CA PS VV V V V V VV V - V 08/13/2003 84 Rough Combo AP PS V V 08/12/2003 84 Rough Combo * V CO PS • SEE NOTICE ATTACHED V V V V V V V • •V , V V V V I * V V V: V V ajo1- TH&A,'Nc. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 JOB HEETNO. OF_____________________ CALCULATED BY, DATE CHECKED BY DATE To : &LfL,'jA(( . 1 I 431- •° IW9 1. c1at.5 D . . I 1l1tA,O60 OAJI'IT1OAJ1 HUC 4-2 Hs -Ø. (MU c.r pcL &4 4-xi o OF "I '29T 7. OF (5ji31 - 10 F*M oT,oAJ C.JO,_.w!aw.,M3..w,,I. Ivuruc, rnljo( Iuu.rncc IWWCJOU a W Ear h Earth Technics h. (9 ó9) 6995451 .0, Box 891989, Temecula, CA 92589 . CLIENT_,qp1i° Job#'3-oj Date _4g Project Location: /4/4 Tract No._ivi Grading Permit No: V Lot No Awcal .3 Subject: 4 J1y_ 'V rci4 77 4/'--zr V V )/ /fl2 1D;-2 /// e 71 P2-' V .., _z#1 V - /),y)LJ, (J(I,ve: V V• A. Wo r-I4'i1nq Li V - P.o. 60 V carkj, CA. JADvg V By: V V V ENGINEERING FILE • WHITE V FIELD FILE • YELLOW JOB SUPERINTENDENT 0 PINK Jun 24 03 05:26a TRANG HUNH :7607410480 P.2 JOB TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escoe4ido, CA. 92025 SET NO. - CALCULATED CY, cMEcxEo BY______________________ SCALE 4K 7gX— k• (41pd)................................/cduaA) (iJi) 1Li• ____ ___ t u ............... . 2WK .......................... ......... . ... O'zp )( ' " t1&/ __________ QJ - '(( Tr lol- OThi U j 77 T . , 1) U..L.: l4Z() 1+ ,grrLJIt fQ5Y .. ..... .,,. :rTM (o.)(.qJ) 1 93. . ...... -'15 c' 1.(;) .- (io) ('9 24 Rev. 4 1% .&)(J.. '.ç 4.4.44 PIoiQt. 4%J4 U(.2.rl3_ i) ,/;i(' 11,0211 v rwtr_ naMd. Ykm oii 1400,AW takgff wamm Rug 08 03 11:37a 'TRANG HLJYNH . 7607410480 p.2 * / I RV, wo PITY I crJ f1e LT 5t€'4j' Yc71otJ Ackw,' . JAMUAM Yea - . D1/.: —IJ6 4 4& f2Vftf WITH fubtl . . (x1tA- LAM q*Mivl - .. . .\ •1' j / . s•.. - ., .. •/ 4. . * • .,. •. •• 1 / V 4 EsGul Corporation In PartnersIrp with government for BurL1ing Safety DATE January 31, 2003 U ANT JURIS. JURISDICTION: Carlsbad - U PLAN REVIEWER --•-. UFILE PLAN CHECK NO.: 02-3314 r SET II . - .-- ----'.-. z PROJECT ADDRESS: 1434 Forest Ave PROJECT NAME SFD for Worthing /Mast - The plans transmitted herewith have been corrected where necessary and ubstantially comply with the jurisdiction's building codes - The plans transmitted herewith will substantially comply with the jurisdiáon'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 andresubmitted for a complete recheck. The cheák list transmitted herewith is fdr your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LII 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 - .-, - -. . I .•____., - Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff dud advise the applicant that the plan check has been completed Person contacted: Telephone.#: - Date contacted (by ) Fax # .. Mail Telephone Fax In Person .- LI REMARKS - By Bill Elizarraras Enclosures Esgil Corporation D GA El MB El EJ El PC 1/24/03 trnsmti dot 2 - - .-. . . l_ - - 4_ . -- - •- . - - - .. r - 9320 Chesapeake Drive Suite 208 • San Diego Califorma 92123 • (858) 560-14-68., • Fax (858) 5601576 - J - •- - -___,4___5 --U V V - - I " EsGil Corporation In Partnership with Government for Wuifling Safety DATE November 14, 2002 0 PPbICANT OJURIS JURISDICTION: Carlsbad ' - - V • PLAN REVIEWER VD FILE' PLAN CHECK NO 02-3314 SET I 1 - VV •V •, V V -. • V - V/ V PROJECT ADDRESS 1434 Forest Ave ' - a PROJECT NAME:,SFD for Worthing I Mast ; T The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes V - V •' - V VV • V LII The plahstransmitted herewith will substantially-comply with the jurisdiction's building codes V when minor deficiencies identified below are resolved and checked by building departmentstaff. Lii The plans transmitted herewith have significant deficiencies identified on the enclosed check list V and should be corrected and resubmitted fora complete recheck. V V V V The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck 4 LII 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 Brooks Worthing P.O.Box 1041, Carlsbad, CA. 92018 LI 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 Brooks Worthing Telephone # 760-729-3965 Date contacted ifi'-i /02 (by (9 Fax # 760-729-0784 Mail _-T'eIephone Fax ,-- In Person LII REMARKS By Bill Elizarraras Enclosures Esgil Corporation r LI GA LI MB C] EJ [1 Pc 10/31/02 trnsmticiot 4 4 - V t 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 PLAN CHECK NO.: 02-3314 PROJECT ADDRESS: 1434 Forest Ave. FLOOR AREA: 3211 sqft. Dwelling 751 sqft. Garage 231 sqft. Deck REMARKS: ..: DATE PLANSRECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: November 14, 2002 Carlsbad 02-3314 November 14, 2002 • PLAN REVIEW CORRECTION LIST - SINGLE FAMILY DWELLINGS AND DUPLEXES JURISDICTION: Carlsbad .' -,•: STORIES: 2 HEIGHT 28' DATE PLANS RECEIVED BY ESGIL CORPORATION: 10131/02 PLAN REVIEWER: Bill Elizárraras ii FOREWORD (PLEASE READ) This planreview 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 c 'nservation,- 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 Deartmént, Fire Department or other departments. Clearancéfrom those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations pplyto 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 r correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked tip list when you submit the revised plans - - - - .i - - : -- I •' I - •V VV V V - .'r • V V V Carlsbad 02-3314 41 November 14, 2002 . PLANS V •i-.-7 VV V 'Please make all corrections on the ohginal tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two V V sets of plans for residential projects). For expeditious processing, corrected sets - can be submitted inoneof two ways: V 1. Deliver all corrected sets of plans and calculations/reports directly to theVCity of V V V Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008; (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad V Planning, Engineering and Fire Departments. • V V 2. Bring one corrected §et of plans and calcUlations/reports to EsGil Corporation, V V V 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123,V;(858) 5601468. V Deliver all remaining sets VP plans and calculations/reports directly to the City of V V Carlsbad Building Department for routing to their Planning, Engineering and Fire V - Departments •V: V NOTE: Plans that 'are submitted directly to EsGil Corporation -only will not be V V •.. reviewed by the City Planning, Engineering and Fire Departmentsuhtil review .by EsGil Corporation is complete V 2 V Plans, specifications and calculations shall be signed and sealed by the California State licensed engineer o(architect responsible for their preparation, V . for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). V 3. Provide a statement on the Title Sheet of the plans stating that-this project shall V V comply with the 2001 edition of the California Building Code (Title 24), which V adopts the 1997 UBC, 2000 UMC,2000 UPC and the 1999 NEC. . •-. V - V V . GENERAL RESIDENTIAL REQUIREMENTS , V 4 Sleeping rooms shall have a window or exterior door for emergency escape. SillV V V height shall not exceed 44" above the floor. Windows must have an openable area of at 1ea5t5.7 square feet with the minimum openable width 20" and the V minimum openable height 24". The emergency door or window shall be V V openable from the inside to provideVa full, clear opening without-the use of' V V separate tools. Section 310.4-. Clarify what window type (SH, DH, Slider, V Casement or Awning) V 5. Glazing in the following locations should b6 of safety glazing material in V .: • accordance with Section 2406.4: V a) Where the bottom expdsed edge of the window glazing is less than 60 - inches above a standing surface and drain inlet of tubs and showers - - b) -Fixed or operable .panels adjacent to 'a door where the nearest exposed V edge of the glazing is within a 24-inch arc of either vertical edge of the door V V VV in a closed PO5VItIOfl and where the bottom exposed edge of the glazing is V V less than 60 inches above the walking surface V V V V V V• - - V • VV - V.. V. - V V . V V V V • ,'. ' , . I ' Carlsbad 02-3314 November 14,2002 . EXITS, STAIRWAYS, AND RAILINGS' . 4 . . * - - - 6 Guardrails (Section 509.1):3' .. . ' Shall have a height of 36". : • • Shall be detailed showing adequacy of connections to resist the horizontal • . "V. force prescribed in Table 16-B. . -• . Openings between railings shall be less than 4". The triangular openings . . formed by the riser, tread and bottom element of a guardrail at a stair ' shall be less than 6" '1 • ' - -, . • ' -'H - 7 Provide stairway and landing details Sections 1003.3.3.*,JP -: a). Maximum rise is 7" and minimum run is 11". When the stairs serves less • - than 10 occupants, or serves an iunoccupied roof, ris& may be 8" maximum and run 9" minimum Minimum headroom is 6-8" Minimum width is 36" 8 Handrails (Section 1003.3.3.6): •. -Handrails and extensions hall be 34" to 38" above nosing of treads and - becontinuous. The handgrip portiOn of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting, .' from walls sha11have at least 1-1/2 inches between the wall and the handrail 9. ' -- The walls andsoffits of the enclosed usable space under interior stairs shall be -. • protected on the enclosed side as required for one hour fire-resistive construction Section 1003.3.3.9.-* ROOFING - I• - - - 10. Show-the required ventilation for attics (or enclosed rafter spáces'forthed whe're ceilings are applied directly to the underside of roof rafters). The minimum vent , - area is 1/150 of attic area (or 1/300, of attic area if at least 50% Of the required vent is at least 3 feet above eave vents or cornice vents). Show area required* and area provided Section 1505.3. GARAGE 11. .Garage requires one-hour fire protection on the garage side of walls and ceiling '..- common to the dwelling Table 3-13, Section 302.4., • -I - • • . I-.. ' - • • - • . . -- .•- -, • .* • -• • _•_-*_•_* * -*• - - - .-- , •- .1 •, • - • ,.#. ,_w - - -• * Carlsbad 02-3314 November 14, 2002 - All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side Section 302.2. , Shôwa self-closing door, either 1-3/8" solid core or a listed 20 minute assenibly, for openings between garage and dwelling Section 302.4. Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark. -UMC Section 303.1.3, -UPC Section 510.1. J FOUNDATION REQUIREMENTS *, 15 The soils engineer recommended that he/she review the foundation excavations - Note on the foundation plan that "rior'to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that The building pad was prepared in accordance with the soils report, . The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and -: bearing capacity conform to the soils report." - 16 Show size embedment and location of hold down anchors on foundation plan Section 106.3.3..1 17 Show minimum underfloor access of 18'!.,x 24" Section 2306.3. • 18. • Show minimum underfloor ventilation equal to 1 sq. ft. for eath"150•sq. ft. of underfloor area. Openings shall be as close to corners, as practical and shall provide cross ventilation on at least two approximately opposite sides Section 2306.7. FRAMING 19 Provide legible truss details and truss calculations for this project 20 Provide a legible, stamped and signed truss layout Section 106 3 3 21. Provide calculations for lateral loads,-shear panels, shear transfer and related: Section 106.3.3. • . 22 Reference all shear transfer connections, including roof and floor diaphragms, to appropriate.,,. _•.;- -,.. .' •,'-, - 1 - - '': -. •• ".•._f' -'.-. - 'V I - . ..'- -. Carlsbad 02-3314 November 14, 2002 : • MECHANICAL (UNIFORM MECHANICAL CODE) 23: Show the location, type and size (BTU's) of all heating and cooling appliances or - systems -. 24. Detail the dryer exhaust duct.design from the dryer to the exterior. The maximum length is 14 feet with (two) 900 elbows. UMC Section 504.2.2. ELECTRICAL (NATIONAL ELECTRICAL CODE) 25 For a single-family dwelling unit show that at least one receptacle outlet accessible at grade level will-be installed outdoors at théfront and back of the dwelling. NEC Art. 210-52(e). This receptacle must be GFCI protected. - . PLUMBING (UNIFORM PLUMBING CODE). 26. ShowT and 'P valve on water heater and show route of dischare.line to exterior: UPC, Section 608 5 27:. in Seismic Zones 3 and 4,shOwtht water heater is adequately braced to resit seismic' forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank) UPC, Section 5105 - MISCELLANEOUS - 28.,- New, residential units must be pre-plumbed for future solar water heating. Note - "two roof jacks must be installed" where the water heater is in the one story garage - ,and directly below the most south facing roof (City Ordinance No.8093).. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel locatioriwhen the,water heater is not in a one story garage and is not-directly below the most south facing roof (City Ordinance No 8093) All piping for present or fUture solar water heating must be insulated when, inda re'as that are not heated or cooled by mechanical means (City Policy) -. 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 arCsult of corrections from thislist. If there are other changes, please briefly describe them, and where they are located in the plans. . . - N - - V - - - •,_• I The jurisdiction has contracted with Esil Corporation located at 9320 Chesapeake ' V Drive, Suite 208, San Diego, California 92123;telephone number of 858/5601468, to perform the plan reviev for your project. If you have any questions regarding these plan review items,-please contact Bill Elizarraras at Esgil Corporation. Thank you. ' Carlsbad02-3314 November 14,. 2002 .. VALUATION AND PLAN CHECK FEE - JURISDICTION: Carlsbad PLAN CHECK NO.:'02-3314 PREPARED BY: Bill Elizarraras . -DATE: Novembr14; 2002 BUILDING ADDRESS: 1434 Forest Ave. BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION:VN . BUILDING - PORTION AREA (Sq. Ft.) Valuation. Multiplier Reg. Mod. VALUE ($) Dwelling - 3211 City Estimate 297,115 Garage 751 Deck 231 Air Conditioning - . Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb - IBy Ordinance I - 1994 UBC Building Permit Fee L] l I * $1,156.401 I $751.66 1994 UBC Plan Check Fee [j Type of Review LI Complete Review LI Structural Only LI Other i I - - I I Repeats ElHourly LI Repetitive Fee Hour - - Esgil Plan Review Fee I $647 581 Comments - - . .-• - --- -• -r- Sheet 1 of i macvalue.doc 4- - -.• - -- -,-.•• - -•- - I '1 1' ,, ,' . - - '1 - BUILDING PLANCHECK CHECKLIST ! , DATE ifJ/o PLANCHECK NO CBO 3f1/ BUILDING ADDRESS:'- ., PROJECT DESCRIPTION:•- ASSESSOR'S PARCEL NUMBER /$ - 3 EST VALUE 97,i1S ENGINEERING DEPARTMENT •' APPROVAL- •' DENIAL --. The item you have submitted for- review has been Please sé t e attached report of deficiencies approved. The approval 'is based on plans, marked with X. Make necessary corrections to plans information and/or specifications provided in 'your or specific' tio s for compliance 'with applicable 'submittal; therefore any changes to these items after codes and standards. Submit corrected plans and/or this date, including field, modifications, must be ' specifications to this office for review. 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 . Date f/'/2,'J2.. A Right-of-Way permit is required prior to construction of the following improvements:B ' "FOR OFFICIAL USE ON ENGlNEERNGAUTHORlZATlON TO ISSUE BUILDING PERMIT: " ...By.-.. '. Date. ' ( A'1TH\1ENTS. * , ENGINEERING DEPT. CONTACT PERSON lor Application ' ' , Name:, JOANNE JUCHNIEWICZ City of Carlsbad Dedication Checklist Improvement Application " Adre: 1635 Faraday Avenue, Carlsbad, CA 92008 • Improvement Checklist' • , . . ' '" 'Phone: (760) 602-2775 Future Improvement Agreement CFD INFORMATION Grading Permit Application + Parcel Map No Grading Submittal Checklist Lots Right-of-Way Permit Application Recordation Right-of-Way Permit Submittal Checklist Carlsbad Tract: - ' -• -' - - and-Information Sheet - - - -' • - ' • - -- -• ;' • 5 - ' ' • -- ': -' Sewer Fee Information Sheet - . • , - * . • • - ' •-- -- A-4 • 4 - ' -' • .• . •* ., - • - - •, - - t_- - ' . -t 1.' ,' •'- • - - -S • '-; It',;- " - • , ' . "-•-'-,,-- . • t , 4 - - - ••-' • - * • •', •-.. - H:IW0RO1D0CS\CHKLS11BUIPI3r5C*FO(II+C)dOC - • •' • - •' _ •- •"' • ' Rev. 7114100. - . + • •. . "• , ,r,, • - • • • - & 4- • - BUILDING PLANCHECK CHECKLIST PL-i5 , . S EPLAN '. 'Y 12-C ttly 2ND . '3 RD Provide a fully dimensioned site klan'drawn to scale: Show: " . A. North Arrow F. Right-of-Way Width & Adjacent Streets I B. Existing & Proposed Structures ' G. Driveway widths C. Existing Street Improvements . Existing or proposed sewer lateral -D,. Property Lines . .. Existing or proposed water service '' . E. Easements . . J. Existing or proposed irrigation serviceS I ' I • .: f) eeJ- cc kcJci'. & cj- '/\y: J1 •, 7T .2.. Show on site plan: Drainage Patterns ' $ L 1. Building pad surface drainage must maintain" aintai minimum slope of oneQ--tYjS' Aercent towards an adjoining street or an, approved drainage course. -'-eY Qc A ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive F . drainage of 2% to swale 5' away from building". , Existing & Proposed Slopes and Topography. •2 . Size, type, location, alignment of existing or proposed sewer and water service cx-s (s) that serves the project. Each unit requires a separate service, however, t . . second dwelling units and apartment complexes are an exception. Sewer and water'laterals should not be located within proposed drivewaysJQç, standards. . . . S. / fl 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 footâge,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 . H:W0RD\D0CSCHKLSTs2uing Planched, CK1St Form (Genedc),doc. 4; :? •.' ; '- - Rev. : - - -C -, ,_• ,• C - -. I BUILDING PLANCHECK CHECKLIST - 1ST 2N0. 3rd DISCRETIONARY APPROVAL COMPLIANCE LI 0 4a. Project does not comply with the following Engineering Conditions of approval for ProjectNo._________________________________________________________ 4 0 0 0 4b All conditions are in comphance Date ? DEDICATION REQUIREMENTS . 0 0 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels v,ith a value at or exceeding $15600, pursuant to Carlsbad Municipal Code Section 1840.030. S Dedication required as follows: Dedication required Please have a registered Civil Engineer or Land Surveyor - prepare the appropriate legal description together with an 8 /2" x.11" plat map - and submit with a title report. Alleasement documents must be approved and * signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the - 'completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: - Date: IMPROVEMENT REQUIREMENTS LI 0 0 6a. All needed public improvements upon and adjacent to the building site must be - • constructed at time - of building construction whenever the value of the - construction exceeds $75.000, pursuant to Carlsbad Municipal Code Section 18.40.040. - - - . --S - - Public improvements required as follows:___________________________________ 77 Sr - - 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 - : --v•:. C 4 • 5 C .5, C. - . -. - ,.- •- t— • 5- 'r. - H WORD\DOCSCHKLST8uVd ng Pnthedr Cldst Form (RIDDLE HARVEY 712 00) doe 3 4 Rev. I2/26f96 - 4- . I.•.• - - I BUILDING PLANCHECK CHECKLIST p - 1ST 2ND 3RD checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved,. appropr.iat6 securities posted and fees paid prior to issuance of building permit Improvement Plans signed by - Date U U U 6b. Construction of. the pUblic improvements may be deferred pursuant to.Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreemert This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit 1 Future public improvements required as follows.-, . . .-••. . . . U . U 6c.Enclosed please find: your Future Improvement Agreement. . Please return agreement signed and notarized to the Engineering Department Eutureimpovement Agreement completed by Date U fl 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be. repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code inadequate informationavailable on Site Plan to make a determination, on gading requirements Include accurate grading quantities (cut, fill import, export) U U. U - Grading Permit requited. A separate grading plan prparéd by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit : • . Grading Inspector sign off by Date U U U - 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required) * t.. - -4. .. - 4 \WORD\OOCS\CHk1ST\BuIIdn Plancheck Ck1sI Foen (Generic 7 14 00) doe 4 R 7/WOO I - I St I I BUILDING PLANCHECK CHECKLIST 1ST 2ND 3R0 0 ET' )1/fd No Grading Permitrequired 0 7e If grading is not required, write "No Grading on plot plan MISCELLANEOUS PERMITS 0 El 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 drain, sewer and water utilitis. ,- - -• '4; k... Right-of-Way permit required for 0 Lii 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad r sewer service area, you need to coitact the Carlsbad Municipal Water District, - located at 5950 El Camino.Real, Carlsbad, CA 92008. District personnelcan 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 perrhit accepted by: . . 1- Date: El El 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 I discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. • - ~Req - 0 11. iuiredfeesareattached . •..-.- • • . - - 0 No fees required V WATER METER REVIEW . - ,•; - • - . / -. EX' 0 - 0 . 12a. Domestic (potable) Use . • -: - - Ensure that the meter proposed by the owner/developer is not oversized. - - S Oversized meters are inaccurate during low-flow conditions. If it is oversized, for S • the life of the meter, the City will not accurately bill the owner for the water used. • -. : .— All single family dwelling units received "standárd" 1" service with 5/8" service. S •• - I -•. I-. 9 i - . I - • . -. • - . -. S .•--, .-- •y ,_ .5 S • F• • • , •: - .•- S S - • :.r . I H:WORD\DOCSCHKLSTFB0dh1g Plandiedc Cidsi Form (Geflert).dOC 5 . . • • Rev. 7I*4OO . . . - •S-.'.: S" . - . . S - S • 'a 'a I ' 55) . ,, . .5- . j -, , BUILDING PLANCHECK CHECKLIST 4 * 4 1ST 2ND 3RD - If owner/developer proposes a size other than the "standard",- then - owner/developer must provide potable water demand calculations, which include total fixture counts and maximum waterdemand in gallons per minute (gpm). A typical fixture count and water demand worksheet is - attached. Once the gpm is provided, cheek 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 caseby case basis to limit multiple trenching into the street) : -. 12b. Irrigation Use (where recycled water is not available). All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer thah 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 sthtion, 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 serviceshould look like : STA 1+00 Install 2"service and - L_] 1.5: meter (estimated 100 gpm) 2. 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 (wl a right of way permit of course), then the * applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry' Black has already reviewed -this if landscape plans have been prepared, .. . °''- but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: - - - Hydraulic grade line •- . , . Elevation at point of connection (POC) ' .5 •• Pressure at POC in pounds per square inch (PSI) . -. • '. . Worse case zone (largest, farthest away from valve S S Total Sprinkler heads' listed (with gpm use per head) Include a 10% residual pressure at point of connection - ' S '• '7 . . . -5 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:\W0RD\D0CS'CHKLST4BuIId1flg Planthedr Cldst Form (Geneflc).doc . 6 . ' . Rev. 7114100 I ( "4 - . •1. BUILDING PLANCHECK CHECKLIST •'. -• 1ST 2ND RD service boundary, the City intends on switching, these irrigation services/meters to a new recycled water line in the future. . • 12c. Irrigation Use (where recycled water is available) -. 1. Recycled water meters are sized the same as the irrigation meter above. 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, "an 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 arecharged with potable water until -, ' recycled water is available), then the applicant must pay the San Diego Water Capacity charge.' If within three years, line is • charged with'recycled water by CMWb, 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: . • I . .t• •'• 4• X 13—.Additional Comments: - -• - • •' • ' • - -- --"---.--'•- - "----.-----'-'-.- '-"r-------y----' -'"• . J3 rip O_ V •' ' L?re, -Qe (ya Tvk •'çzrcJ Coll 74 -. . , H c -- ) of /• -' . / •.•- •':: V . . €_•- - 4 . • . ,•' -- - ., - . -. • • , - - - - • I, - - •• - -I •, I I . I • ' I. H:WORDlDOCSCHKLST\Buflcjing P1anthed, Cidsi Form (Geneslc).doc . - '. •' Rev 7114100 •• . 'I - - . '- •.-',i'•'- I-, - • ENGINEERING DEPARTMENT * FEE CALCULATION WORKSHEET 0 X4cnate based on unconfirmed information from applicant -'Calculation based on building plancheck plan submittal /i3Y TrQ4- )YQ. Bldg. Permit No. 0 2 .. Address: Prepared by: Date: Checked by: EDU CALCULATIONS List types and square footages for all uses Types of Use: Sq. Ft./Units: ' EDU': Types of Use Sq Ft./Units: EDU's ' ADT CALCULATIONS List types and square footage's for all uses Types of Use: iR. Sq. Ft./Units: . ADT's: . I Types of Use: Sq. Ft./Units: ADT's: - FEES REQUIRED - WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) PARK-IN-LIEU FEE PARKAREA'&#: . FEE/UNIT: X NO UNITS : cT''TRAFFIC IMPACT FEE ADTs/UNITS X FEE/ADT _______ - =s____________ BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 DIST. #3 ADT s/UNITS X FEE/ADT _______ FACILITIES MANAGEMENT FEE ZONE ________ UNIT/SQ FT X FEE/SQ FT /UNIT Be 5. SEWER FEE . . . •. X FEE/EDUOO EDU's: • JEFIT AREA - - EDU's: X FEE/EDU:' . . $_____________ . 0 6. SEWER LATERAL ($2,500) I . .7. DRAINAGE FEES PLDA : HIGH - - /LOW 'V =d2 ACRES X FEE/AC: POTABLE WATER FEES . r. . UNITS CODE CONNECTION FEE METER FEE. SDCWA FEE IRRIGATION ¼ a - _ Rev. 7/14/00 ' F:\FEE CALCULATION WORKSHEET.doc - 1of2 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB 6 Address /Y 3 - Planner Greg Fisher Phone (760) 6024629 APN: f 5) Type of Project & Use: ___A44/ Nt Project Density: _DU/AC Zoning:(- ( General Plan: Facilities Management Zone: / CFD (in/oJt) #_Date of participation ' Remainin net dev acres Circle One (For non residential development:Type of land used created by this CV M permit Legend Item Complete 0 Item Incomplete Needs your action 0 El Environmental Review Required YES - NO TYPE - - DATE OF COMPLETION: • - Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval 0 0 Discretionary Action Required YES - NO - TYPE APPROVAL/RESO NO DATE - •PROJECT NO.' 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 N , -- • t • CA Coastal Commission Authority? YES NO • - - If California Coastal Commission Au rity: Cont ct them at - 757E Metropolitan Drive, Suite 103, SanDiego CA 92108-44 ; (619)767-2370 - Determine status (Coastal rthit Required or Exempt): - - • ,. Coastal Permit Deter ation Form already completed? YES_ NO_ If NO complete C stal Permit Determination Form now Coastal Permit etermination Log # - Follow Up Actions - - - -1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at mifiimu6i Floor Plans). 2) Complete Coastal Permit Determination Log as needed. - - Pnc 0 IncIusionary Housing Fee required:- YESNO (Effective date of Inclusionary Housing Ordi - May 21, 1993.).- Data Entry Completed? YES NO - - - - • -(A/P/Ds, Activity. Maintenanc, enter CB#, toolbar, Sàreens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!)- -, S • ••: -; - H:\ADMiN\COUNTER\BidgPlnchkRevChklst - - Rev 9/01 4 4 - - •,- •- •:-. • - Site Plan: '1. Provide a fully dimensional site plan dra'wn to scale. Show: North arrow,, property lines: f\J , •.,. easements-,, existing and proposed structures, streets, existing street improver1ents, right- of-way width: diménional setbacks and existing topbgraphi'aa1 lines (including, all ide ant A rear yard slope). 0 .. Provide legal description of-property and assessor's parcel number. 'V Policy 44 - Neighborhood Architectural Design Guidelines / 1: Applicability: YES NO________ ' .. 2. Project cornplies,YES . Zoning: . . ( 0 0 1. Setbacks: .. Front: Required . Shown: .. Interior Side: Required 7 :Shown 7/ StreetSide: ,. .Required Shown Rear: . Required Shôvh * Top of sipe: ' Required _1_ Shon' - V 0 0 0 2. Accessory structure setback - FrOnt: _- Required . Shown Interior S. Required Shown St-~Fde: Re'qüired' V Shown Rar: • Required V Shown V. • . - -'Structure separation: Required . Shown . 3. Lot Coverage: Required ShownL • •.. 0 4 Height Required 7O Shown 0 0 5 Parking Spaces Required Shown . . . (breakdown by uses for commercial and industrial projects required) V Residential Gue'st Spaces-Required • V • • Shown . 0 0 0 Additional Comments • • • V V • V - V • . .. - 711/ V "' • OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER W ii/L V H:\ADMIN\COUNJER\BldgPlnchkRevChklSt . - - - V Rev 9/01 •• - V. . . . V. - - V . - •' J• VVVVV V V - - -- •. • - • -' ..-.-, ...... 1 T.H&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 Tel.: (760) 746-5112, Fax: (760) 741-0480 I'. STRUCTURAL CALCULATIONS PROJECT: MAST & WORTHING FOREST AVENUE CARLSBAD, CALIFORNIA DATE: OCTOBER 29, 2002 PROJECT NO.: 02-99 TH&A,'Nc. Engineering and Co4e Consultant. 125 West Mission Ave. Suits 201 Escondido, CA. 92025 JOB S$E ET NO.OF CALCULATED BY_______________________ DATE I_(0 —_I_—_02— CHECKEDBY________________________ DATE ---- Notes: Structural calculations are for the analysis or design of primary structural systems and elements. Other connections and attachments of non-structural elements, or systems are the responiles of the architectural designer unless they are shown otherwise by the Engineer. This calculations andspecifications are for this address only. Any other use is not allowed and Engineer shall not be responsible for the unauthorized use. Architectural designer is responsible for all applicable sketching details on plans which should represent required framing conditions, details needed for construction purposes. 0 P.XI Sdp 2Wl IPI .. Uau.01471 TO 010v A1W IOU IOU IflI4O LuM; Joe OHEETNO. . OF CALCULATED Y ... DATE 2- CHECKED BY__________________________ DATE SCALE ,1TH&A, INC, Engineering and Cod. Consultant.. 125 West Mission Ave. SuIt. 201 Escondido, CA. 92025 FROM . LLQM. - . 4vF'l. j•>5 )d)U .......... F2- . )' ......................... 2-x '° p .. . . ...........ii.. , '2P P ly 'O U i .... (107 4 .PF2- . ................... ........... ...c ....... ......................................... ... . . ....... .. N' .. 2- .................. ........ .................I ... ....... L - FROM YRP,'C.E ; 0I7J.J1..X,, c P.&41,/t,..: t'77O 74, ............................... f FCM iP ISS Edz,or 4..:........................ L.L2 ps ........ i.I1.o— I!oo. ........................... g j.x.I.o. .1p1........... .................. 4x 2 ....; ........................... L-Mfl(z -t _____i-rZ j V F CM . .............. ........1.................... . PFl (xJ Q bopCJ I ieo,.opC .. .2F4fl -ly,!._l#ad.t_....I.iQf.Qoo11 ................... ..L.....:. . . IrO ( o- 14O/OoQ 25 -.PNII- I30o,p5X •X i GOO9' . 1 ...............................I................................... X Jpr/nvE. I tJ foR.q%FOK :pp - JOB--" •sFo/li./ FTH&A,INC. SKEET NO. OF__________ Engineering and Code Consultants CALCULATED BY_________________ DATE _1.0-i-c- 0 1-- 125 West Mission Ave. Suite 201 Escondido, CA. 92025 . CHECKED BY - DATE _- SCALE 14O04XI 000-4 lS4 $004I 005-I (P214) I4c..G,oton. Ma,,. 0(174.1,0,00, P1400(0 (04.1 FROI 1402S-R380 TH&A,'Nc. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 ?I 15Nk St, ?Q5 PØ) /t.G,oton.MauQI47IToQtdisPHONE TOLL FREE 22535 - JOB SHEET NO. 4 OF___________________ CALCULATED BY________________________ DATE -0'1- CHECKED SY : DATE INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 JOB- III,1._j ,1..- i(v SHEET NO. OF - CALCULATED BY - DATE CHECKED BY________________________ DATE FRO(T na-i isqw Ste,osl TREl ipmw tx..00otm. Mion011yl. To OMit PRONE TOLL POET I-fl-O How TO USE THESE TABLES I. Determine the total load and live load on the joist in pounds per lineal foot (p11). .2. Locate under JOIST CLEAR SPAN a span that meets or exceeds the required joist span. 3. Scan to the right until you find a cell where both the maximum TOTAL LOAD value and the maximum LIVE LOAD value meet or exceed the required loads. In cells where LIVE LOAD is not listed. TOTAL LOAD will control. . The Series and depth of the appropriate TJI® joist is shown at the top of the column in which the cell is located. - o IL '1 Nil .- ___ , MM JOI5T -- s14" Mx M 14QQI 264 264 301 301 301 436 436 199 199 227 227 227 329 329 329 160 160 182 182 182 264 264 264 133 133 152 152 152 220 220 220 114 114 129 131 131 131 .185 189 - -189 100 100 90 114 114 . 114 131 166 66 - 66 - 78 89 89 65 102 94 102 102 95 147 136 - 47 - 47 ;zV 58 80 79 80 48 92 70 92 92 71 133 102 1,33 33 44 73 60 73 37 74 54 83 73 83 55 10 - 79 121 105 21 - 35 67 47 67 29 58 42 76 57 76 43 86 62 III 83 Il 27 55 37 62 23 46 33 67 45 70 34 68 49 99 66 102 22 44 30 57 18 37 27 - 54 37 65 27 55 40 80 54 95 18 36 25 50 30 22 44 30 61 22 45 33 66 44 89 25 18 37 25 50 18 37 27 55 37 74 21 31 21 42 31 23 46 31 62 18 26 18 36 26 19 39 26 53 GENERAL NOTES - Tables are based on: - Uniformly loaded joists. - • Values shown assume no composite action provided by sheathing. • Most restrictive of simple or multiple span. TOTAL LOAD limits joist deflection to L/240. LIVE LOAD is based on joist deflection of L1480. (live load deflection limit of L/360 is desired, multiply value in LIVE LOAD column by 1.33. The resulting live load shall not exceed the TOTAL LOAD shown. WEB STIFFENER REQUIREMENTS Required if the sides of the hanger do not laterally support the TJI® joist top flange. ii Pae4of4 Repbrt No. NER-119 .. Table 2- PROPERTIES FOR TJI JOISTS 3 . BASIC PROPERTIES REACTlON,PR0PERT1E5 45'6 End Reaction (lbs.) Intermediate Reaction (lbs.) 1-3/4 3-1/2' 3-1/2" 5-1/4' Bearing Bearing Bearirg Bearing Length Length . , Length . Length Joist Depth Joist Wt. Resist Moment Vert. Shear El x 10 Web Stiffeners1 Web Stiffeners1 Nails Web Stiffeners' ' Web Stiffeners' Nails NO YES NO I YES NO ___________ I YES NO, YES (in.) (pfl) (ft-lbs.) (Ibs) (in'-lbs) K Req'd Reqd TJI/Pro 150 9-1/2 2.0 2730 1120 160 4.5 NA 1120 NA NA 1.895 NA NA NA 11-7/8 2.3 3620 1420 276 4.5 1.945 945 NA 1420 NA NA 1895 . NA 12440 2440 NA NA TJI/Pro 250 9-1/2 2.2 3210 185 4.5 1015 NA 1120 NA NA 2030 NA 2575 NA NA 11-7/8 2:5 4260 1120:474 1420319 4.5 1015 1120 1420 1420 3-8d 2030 '2385 2575 2930 3-8d 14 2.8 5210 1710 4.5 1015 1120 1560 1710 3-8d 23-8d 16 3.0 6075 1970653 4.5 1015 1120 1560 1915 3-8d 2030 2385 2575 2930 3-8d TJI/Pro 350 9-1/2 2.7 3745 1120 231 4.5 1120 NA 1120 NA NA 2320 NA 2870 NA NA 11-7/8 3.0 5000 1420 395 4.5 1160 1420 1420 1420 3-8d 2320 2680 2870 3225 3-8d 14 3.2 6135 1710 584 4.5 1160 1505 1615 1710 3-8d 2320 2680 2870 3225 3-8d 16 3.5 7205 1970 801 4.5 1160 1505 1615 1970 3-8d 2320 2680 2870 3225 3-8d TJI/Pro 550 11-7/8 4.2 7675 1925 593 5.3 1400 1875 1885 1925 3-16d 3355 3830 3970 4445 ' 3-16d 14 4.5 9420 2125 874 5.3 1400 1875 1885 2125 3-16d 3355 :3830 3970 4445 3-16d 16 4.7 11065 2330 1192 5.3 1400 1875 1885 2330 3-16d 3355 3830 3970 4445 3-16d TJI/Pro120TS 9-1/2 2.4 2570 1120 141 4.5 1120 NA 1120 NA , NA 2480 NA 2900 NA NA 11-7/8 2.7 3430 1420 246 4.5 1120 1120 1420 1420 3-8d 12480 2480 3475 3600 3-8d 14 2.9 4205 1710 368 4.5 1120 1120 1615 1710 3-8d 12480 2480 3475 3600 3-8d Footnotes to Table 2: 1. Refer to the document titled, Code Evaluated Residential Products, dated May 2000, for web stiffener details. 2 Uniform load deflection is calculated as detailed in the document titled, Code Evaluated Residential Products, dated May 2000. . The stated allowable design properties are for loads of normal duration. Adjustments to the allowable design values shall be in accordance with the applibable code. 4. Interpolation between bearing lengths and joist depths is'permitted for allowable design reactions. The minimum bearing length is permitted to be reduced, for joists supported by hangers if supplemental nail attachment is provided to the web stiffener. . Allowable bearing lengths have been determined based on Trus Joist Products. Allowable bearing on supporting members shall be checked. . . 7. Joist weights shown are calculated on a rational basis, are based on heavier of eastern or western species products and are suitable for use in dead load calculation. Contact the producing plant for shipping weight information, if needed. 1 inch = 25.4 mm, 1 plf = 14.6 N/rn, 1 ft-lb = 1.36 N-m, 1 lb = 4.4 N, 1 in'-lb = 2.9 kN-rnrn2. ' - - JOB - - SWEETNO._________________________ OF_____________________ CALCULATED BY - DATE CHECKED BY BY_________________________ DATE - .1TH&A,iNC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 ?Roa_Li ?O.l (S 205-I PI (/ Inc. OnIon. Muo.01411. In 0,401 P0005 TOLL PROS I-flS-0300 SCALE .LL am MMMEM MMMUMMMMMM InIttommmmm 51/4" 2.OE WS PARALLAM® PSL 2.OE WS PARALLAM® PSL S ALLOWABLE DESIGN STRESSES Shear modulus of elasticity G = 125,000 psi Modulus of elasticity E =. 2.0 x 106 psi Flexural stress Fb = 2900 psit Compression perpendicular to grain parallel to wide face of strands = 650 psiiti Compression parallel to grain Fell .. = - 2900 psi Horizontal shear perpendicular - . to wide face of strands F - = 290 psi For 12-inch depth. For others, multiply by [j] 0.111 F1 shall not be increased for duration of load. ROUND HOLE CHART .\1icoIIIm L\'IJ & Parallam® PSL Design Properties. - Design values shown are for 100% load duration . 1/4 1.8E WS MICROLLAM' LVL 1.8E WS MICROLLAM LVL - Al I P%AIA I Moment(ftIbst) 2,190 3,520 5,885 8940 12,125 15495 19.365 Sjiear(Ibs 1,830 2,410 3,160 3950 4,655 5320 5,985 'MqmentofIia(Ij) 25 55 125 245 400 595 850 2.8 3.7 4.8 6.0 7.1 1 8.1 1 9.1 MLLUVVMDL LJIUF'I Q I Shear modulus of elasticity G = 112500 psi W Modulus of elasticity E = 1.8 x 106 psi Flexural stress F0 = 2600 psi' Compression perpendicular to grain parallel to glue line F1 = 750 psi'' Comnression parallel to arain F,.lI = 2460 psi -. Horizontal shear perpendicular GENERAL NOTES: , . , . - . to glue line F = 285 psi Lateral support of beam compression edge is required at intervals of 24" o.c. or closer. See NER126 lot additional design information. (1) For 12-inch depth., For others, multiply by [J ] 0.136 -. . (2) F± shall not be increased for duration of load. 1/4 2.OE WS PARALLAM® PSL 211/16" 2.OE WS PARALLAM® PSL' DESIGN PROPERTY. .. - _ '9½'.. Moment (ft. 11s:) ' 6.530 9.950 13,580 17,475 21,830 - Shear (lbs.) -'' 3.215 4,020 4,735 5,415 6,090 Moment ofiriértia'(in) 125 245 400 595 850 Weight (is.iIn.:ft.) 5.2 6.5 7.7 8.8 9.8 31/2 2.0E WS PARALLAM® PSL DESIGN PROPERTY. 9½1 11', Moment(ftlbs.)- 13.055 19.900 27.160 34.955 43.665 ''''''''',-;. Shear (ibs.)F:'. 6.430 8,035 , ......rr. 9,475 10,825 12,180 Moil,eniofinértlá'(In4) 250 490 800 1.195 1,700 .weIght(lba,IIf):. 10.4 13.0 15.3 . 17.5 19.7 7 2.OE WS PARALLAMtF' PSL DESIGN PROPERTY.7. 26.115 39.805 54.325 69,905 87,325 12.855 16,070 18.945 21,655 24,360 Moment of InertIá'(In) 500 975 1.600 2,390 3,400 Weight(tbs'Jl1nft) 20.81 26.0 30.6 35.0 39.4 WS indicates Western Species. Western Species may include Douglas fir, lodgepole pine, western hemlock or white fir. Microllam" LVL & Parallam® PSL - Allowable Holes 2x Diameter 01 the largest hole (minimum) FE GENERAL NOTES: - Lateral support of beam compression edge is required at intervals of 24" o.c. or closer - See NER292 for additional deign information. DO NOT cut, notch or drill holes in Paralfam' PSL except as indicated in chart and illustration. - GENERAL NOTES: Tne AlfoweO Hole Zone in this chart is suitable for uniformly loaded beams using maximum loaos for any tables listed in this guide. For other load conditions or hole conilguratrons. please contact your Trus Joist MacMillan Representative. 2 If more than one hole is to be cut in beam, the length of Ihe uncut beam between notes must be a minimum 01 twice the diameter of the largest hole. 3 Rectangular holes are not allowed. -lOICs in Canlevers requite additional analysis. Page 26 - JOB SHEET NO. 10 OF______________________ CALCULATED BY - DATE - ih o 2- TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 DATE - CHECKED BY Title Job # I .Dsgnr: Date: Descri -,.. • :Ptb0n / 000i General Timber Beam ' age ii Description . [General Information - - Section Name 6.75x21.0 /. Center Span 22.00 ft .....Lu . 1.33 ft Beam Width 6.750 in Left Cantilever ft .....Lu . ,' 0.00 ft 21.000Beam Depth LU.UU in Right Cantilever - ft . . . lu . 0.00 ft Member Type' GluLam em er , -..- .,.'• . . Bm Wt. Added to Loads . FbBase Allow 2400.0 psi . .- • 'a Load Our. Factor 1.000 FvAllow . - 165.0 psi . Beam End Fixity Pin Pin Fc Allow 385.0 psi Wood Density 34.000 pcf E 1 800.0 ksi . ,. -- ".'-.. [Uniform Loads Uniform Loads Over Full Span . ;. . Center DL 242.00 #M LL 500.00#/ft .•:•- Left Cantilever DL #/ft . LL #/ft 'Right Cantilever DL #/ft LL . #/ft Point Loads . . . Dead Load 2,145.0 lbs lbs lbs lbs lbs . lbs Live Load 2,076.0 lbs lbs lbs lbs - lbs lbs distance . 15000ff 0.000 ft 0000ff . :-0.000ft . 0.000 ft 0.000 ft Summary I ' Beam Design OK Span= 22 iOft Beam Width = 6 750in x Depth = 21 in Ends are Pin Pin Max Stress Ratio 0.694 1 Maximum Moment 62.9 k-ft Maximum Sheár* 1.5 . . 15.2 k Allowable 90.5 k-ft Allowable 23.4 k Max. Positive Moment 62.85 k-ft at 12.760 ft .. Shear:: @ Left 9.87k Max. Negative Moment 0.00k -ft at 22.000 ft -' @ Right . 11.41 k Max @ Left Support 0.00k -ft , Camber: - @ Left 0.000 in. Max @ Right Support 0.00k -ft . . @ Center. 0.341in V Max. M allow •• 90.52 Reactions... ' . - © Right 0.000 in • fb 1,520.23 psi . fv 107.00 psi Left DL ' 3.71 k Max . 9.87k -- Fb 2,189.42 psi Fv 165.00 psi Right DL 4.49k Max 11.41k Deflections . . .5 . Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection . -0.227 in -0.579 in . Deflection 0.000 in 0.000 in Location 11.352 ft 11.264 ft • ...Length/Defl .. 0.0 0.0 Length/Defl 1,160.5 456.16 i' Right Cantilever Deflection . •. 0.000 in.- 0.000 in - ...Length/Defl 0.0 .-.. 0.0 "5- -S -. .5 - ................ - . . - . • . . -. -. ... .a' . -s,, •-. - Title: .. , S Job# V .Dsgnr: Date: Description V V V Scope: r- 10600)• General Timber Beam Page 2 Description FB-3 Beam Stress Câlcs Bending Analysis C 22.210 Rb 5.562 Sxx 496.125 in3 Area 141.750 1n2 ' Cv 0.916 V V V Max Moment Sxx Regd Allowable fb © Center. V 6285 k-ft 34449 in3 V 2,189.42 psi . V © Left Support 0.00 k-ft 0.00 in3 2,197.49.psi, V V @ Right Support 000 k-ft 0.00 1n3 V 2197.49 psi Shear Analysis V © Left Support @ Right Support V V V V Design Shear 1286 k V 15.17 k . T' V Area Required .. 77.969 in2 91.923 in2 Fv Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 9.87 k Bearing Length Reqd 3.799 in - Max. Right Reaction 11.41 k Bearing Length Reqd 4.390 in [Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 it 0.00k-ft 9.87 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k-ft. 0.00 k V 0.0000 in @ Left Cant. Location = 0.00 ft 0.00k-ft V V 0.00 k , 0.0000 in V . V V : , V V S . V V .,, V V V5 . V , V V S . -..4 V.,. V., f V -V - -, V, •V'• V •V V V • V V V S V V .V. - •V - 9 - S I . , V ,• ,1TH&A, INC. '4 Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 JOB —.;-- _ - - - SHEET NO. _______________________ OF___________________ CALCULATED BY • DATE—; — - 02- CHECKED BY________________________ DATE I - r )r 1 II 10 L 2 .............. ............. ............ ......... ............. .... . ......................................................... -. - 11 f 1PH I H i Jt1.... ............... ...... ft )V-0 .. ... . . ... . . ...... .. ..... . ....... ... .... .. ...... ............................ .............. ....... ..... ... ........ clbo . : ............................. ................. ... ... .... . ..... ..... .... .................... .............. .............. ........I.e .............................................. JflM"W205 I (FJOW1 LA jqo bc.. G:oo& Mass. 01171. To 0r@g PRONE IOU FREE 220e8O i.( 1'J ............I....7... .... A~l ( 23.# 4) 22w< 2iit3 .r......i /... ........J (am TBeam(rM)6O2 Serial Nurner 7002015808 5 1/4" x 18" 2.OE Parallam® PSL ' Pagel Engine Version: 1.2.1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I - 16, Product Diagram Is Conceptual. LOADS: ' 1 Analysis is for a Header (Flush Beam) Member., Tributary Load Width: 1' Primary Load Group Residential Living Areas (psf) 00 Live at 100 % duration 00 Dead Vertical Loads Type Class Live Dead Location Application Comment . Point(Ibs) Floor(1 00) 6922 4564 8 1 Uniform(plf) Floor(1.00) 130.0 234.0 0To8' Adds To Uniform(plf) Floor(1 00) 161.0 1100 _8 'To 16 Adds To SUPPORTS: Input Bearing -. Vertical Reactions (Ibs) Detail Other • Width Length Live/Dead/U pllft/Total 1 Stud wall 3.50 3.90" 4562/4148 / 0/8709 A3: Rim Board 1 Ply 1 1/4" 1.3E TimberStrand® LSL - 2 Stud wall 3.50" 3.73 4688/3641/0/8330 A3: Rim Board 1 Ply 1 1/4 1.3E TimberStrand® LSL See TJ SPECIFIERS I BUILDERS GUIDE for detail(s): A3: Rim Board -Bearing length requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS 4 Maximum Design Control Control Location Shear (Ibs) - 8644 - 8004 18270 Passed (44%) Lt. end Span 1 under Floor loading •. '-' Moment (Ft-Lbs) 55635 55635 65497 Passed (85%) . MID Span 1 under Floor loading . . Live Load Defi (in)', 0.265 0.392 Passed (L1710) MID Span 1 under Floor loading Total Load Defi (in) 0.471,/ 0.783 / Passed (L/399) i MID Span 1 undr Floor loading -Deflection Criteria: STAN DAR D(LL:U480,TL:Lt240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES -IMPORTANT! The analysis presented is output fromsoftware developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.. -Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. PROJECT INFORMATION: - OPERATOR INFORMATION: TH&A,lnc. 125 West Mission AV.' Suite 201 - . - Escondido, CA 92029 Copyright S 2001 by Trus Joist a Weyerhaeuser Business araI1ani® is a re9i5cered trademark of Trus Joist. - .- , TH&A, INC. Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 205.1 (P0520j )Inc..Glolon.MusQl47l.TOrdlPl10i12 TOLL FREE In2225R380 . JOB SHEET NO. ___________________________ OF_I CALCULATED BY________________________ DATE 10 - 16.2 02- CHECKED BY DATE It.. WUIIt. M4a U141 I. IOU(W fl%JIW IULL Mt 1ILO-(b5380 r JOB E ' TH&A, INC. 'EETNO._ OF__________ Engineering and Code Consultants CALCULATED BY.DATE 125 West Mission Ave. Suite 201 Escondido CA. 92025 CHECKZDY DATE_________________ #TH&A,INC. / Engineering and Code Consultants 125 West Mission Ave. Suite 201 ..._.: '' SHEET NO I OF CALCULATED BY__________________________ DATE to - - UIVI Mill 01411. 10 01011 flhljlt IUIl 10100 Title '- Job # Dsgnr: Date: - ' Descilptlon Scope : - .. - Title: Job# Dsgnr: Date: Description i) Scope R-. 506001 - . General Timber Beam -. Page 1 Description fb-10 bEAM - • General Information 7 - Section Name 6.75x25.5 - Center Span 22.00 ft .....Lu t 1.33 ft Beam Width 6.750 in Left Cantilever . ft',-,. -. . .. Lu • .0.00 ft. Right Cantilever . ft . :. .Lu . 0.00 ft Beam Depth , 25.500 in Member Type. . GluLam ,., •c•S_S Bm Wt. Added to Loads Fb Base Allow 2 400.0 psi - .. . . Load Dur. Factor 1.000 FvAllow 165.0 Ps! Beam End Fixity Pin-Pin FcAllow 1 -g :: Wood Density 34.000 pcI ., ksi [niform Loads . Uniform Loads Over Full Span . . . Center. DL 340.00 #/ft LL 375.00 #/ft • .. . Left Cantilever -- DL #/ft LL #/ft r -• Right Cantilever DL #tft LL #/ft . .•' - -1 Dead Load 4,662.0 lbs lbs lbs lbs lbs lbs Live Load 5,826.0 lbs lbs lbs lbs lbs - lbs distance 10.000ft 0.000 ft 0.000ft . 0.000ft . 0.000 ft : 0.000 ft L Summary I .. '- Beam Design OK Span= 22.ft, Beam Width = 6.7501n x Depth = 25.5in, Ends are Pin-Pin Max Stress Ratio 0.784 Maximum Moment 102.4 k-ft , Maximum Shear * 1.5.. 18.7 k . Allowable 130.7 k-ft • Allowable . 28.4 k Max. Positive Moment 102.42k-ft at 10.032 ft Shear: @ Left 14.03k - Max. Negative Moment 0.00k-ft at 22.000 ft @ Right 13.08 k Max @ Left Support 0.00k-ft ' Camber: @ Left - 0.000 in Max @ Right Support 0.00k-ft - Center 0.337_in&- Max. M allow , 130.69 Reactions... • • @ Right 0.000 in - lb .1,680.04 psi fv 108.38 psi Left DL 6.73k - Max 14.03k Fb 2,143.90 psi Fv 165.00 psi • Right DL 6.31k . Max • 13.08k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.225 in -0.474 in Deflection 0.000 in • 0.000 in. Location 10.824 ft 10.824 ft ...Length/Defl 0.0 . 0.0 Length/Dell 1174.8 557.02 Right Cantilever... - ,•... .- ,. Deflection * 0.000'in . 0.000 in : * ...Length/Defl 0.0 - 0.0 . . r. ' ,,. ,.- •L ' - " Title Job #: Dsgnr: Date: - bescrlption 4e I Scope: . H- 506001 General Timber Beam - Page 2 Description fb-10 bEAM . ,. . . Stress Calcs Bending Analysis Ck 22.210 Rb 6.632 Sxx 731.531 1n3 Area 172.125 1n2 -• Cv 0.898 Max Moment Sxx Reg'd Allowable fb :- @ Center '- 102.42 k-ft 573.26 in3 2143.90 ps1 @ Left Support 0.00 k-ft 0.00 in3 2155.23 psi s.t - @ Right Support 0.00 k-ft 0.00 in3 2155.23 psi- Shear Analysis @ Left Support @ Right Support Design Shear 18.66 k 17.23 k Area Required , 113062 in2 104.395 in2 Fv: Allowable 165.00 psi 165.00 psi. Bearing @ Supports . S Max. Left Reaction 14.03 k / Bearing Length.Reqd 5.400 in ...- Max. Right Reaction 13.08 k / Bearing Length Reqd 5.033 in - Query Values .. . . M, V, & D @ Specified Locations Moment . - Shear. . ,. Deflection @ Center Span Location =. 0.00 ,ft 0.00k-ft - . .. 14.03 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k-ft 0.00 k -. . 0.0000 in @ Left Cant. Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in - . .. .. .. ( . . . _, . - -. -- * - . .. . . - . . - - .. .• --f . . -. - . . . .- .5- .....-.5 5• 5•_ _.5_ 5-- 3, 3 SCALE .....J .. ... JOB ' TH&A, INC. SEETNO.______________ OF___________ Engineering and Code Consultants CALCULATED BY, BY_____________________ DATE 125 West Mission Ave. Suite 201 Escondido CA. 92025 CHECKED av_______________________ DATE__________________ JOB T H &A, INC. SIEETNO. 'OF____________ Engineering and Code Consultants O CALCULATED BY (J _0.0 01 . fl _0 'DATE __4'_V 125 West Mission Ave. Suite 201 . ,. .:. . . . Escondido CA 92025 CHECKED By - DATE 0 'o 0 0• 000 sci.E ............................... . ............................ ............. ............ j1% . ... ... .. . . ............. ............ . ........... mu.. mmml. MU. Ul4Il. lou,uu HUlll lull Kt P000X1 2041 IS5 SO4i0 2051 lP05j Oc.. Gcolon. Mi. 22472. T00r5u 714014220110522 l22514380 JOB - 4TH&A, INC. SHEET NO. OF___________ Engineering and Code Consultants . CALCULATED BY_________________ DATE IP — 4j 125 West Mission Ave. Suite 201 . . : .. . Escondido CA. 92025 :CHECKED BY DATE .................................l_ .4 JOB fTH&A, INC. I SHEETNO..- IJ OF________________ Engineering and Code Consultants 125 West Mission Ave. Suite 201 .CALCULATED BY___________________ DATE_O SHEAR WALL SCHEDULE SYM MATERIAL NAILING SHEAR TRANSFER ANCHOR VALUE NAILING BOLTS 1(2" Gyp, Bd 5d Cooler Nails @7" OC 50#/FT 16d @12" OC or '5/8"x10' @48" OC (1) Unblocked F.N. & EN. MS @ 32" OC 2 5/8" Gyp Bd 6d Cooler Nails @7" OC 50#/F1' 16d @ 12" OC or • . 5/8"x10" @ 4.8" OC (1) Unblocked F.N. & E.N. A35 @ 32" OC A / 3\ 1/2" Gyp Bd 5d Cooler Nails @4' bC 75#/FT : I6d @8" OC or 5/8"xlO" @ 48"'.0C (I) Unblocked F.N. & E.N. A35 @ 32" OC 4 5/8" Gyp Bd 6d Cooler Nails @4" OC 75W/F1' 16d @8" OCor;•; 5/8"x10' @48" OC (1). Unblocked F.N. & E.N. MS @ 32" OC /5 7/8' Stucco WI 16 GA Staples 6' OC 180#/FT 16d @8" OC or ;-' 5/8'xlO" @48" OC (1) Paper Backed Top & Bottom Plates, Edges M5 @ 32" OC .. - Wire Lath & Field of Shear Panel . 8 318'Struct11 8d@6'OCE.N.&B.N. 260#/FT 16d@6'OCor 5/8"xlO"@24"OC(1) C-D or C-C 12' OC F.N. - M5 @ 24" OC Plywood 9 3/8" StructJl 8d@ 4" OC E.N. & B.N. 50#/FT 16d @4" OC or',,,- -5/8"x10' @24" oç (1) C-Dr C-C 12" OC F.N. (3) MS @ 16" OC - Plywood . - • - A 10 3/8' Siruct 11 8d @3' OC E.N. & B.N. 490W/F1' . 16d @3" OC or . 5/8"x 10" @ 16" OC (1) C-D or C 12" OC F.N. (3) .' A35 @ 12" OC. - - Plywood .: - A 3/8" Siruci 11 8d @2" OC E.N. & B.N. 640#/FT 16d @2" oç or- ' 5/8"x10" @ 12",0C'(]) C-D or C-C 12" OC F.N. (2) (3) ' A35 @ 9" OC Plywood A /12\ 1(2" Struct H lOd @3" OC E.N. & B.N. 600#/FT 16d @3' OC or 5/8"x 10" @ 12" OC (1) C-D or C-C 12" OC F.N. (2) (3) . . MS @ 12" OC Plywood 13 1/2' Struci I lOd @2" OC E.N. & B.N. 770#/FT , 16d @2" OC or = 518"xlO' @ 8" OC (I) -. C-DorC-C 12"OCF.N.(2)(3) - A35@8',OC' Plywood - :- , ' - . ..- - Nom Spacing of anchor bolts and shear transfer nailing shall be reduced by half if shear wall materials are required on both faces of wall. Framing at adjoining panel edges shall be 3-inch nomimal or wider and nails staggered Where plywood is on both sides of wall, framing member for panel joints shall be 3-inch nomimal or wider and nail on each side is staggered . : - - •- . .' GE NAIL (EN) PLYWOOD SHEATHING N RIM JST. O B -. - ' • 7 .- AILS RAMING ANCHOR 16d NAILS SPACED P SHWULE OR SCHEDULE PER SCHEDULE~ B.N D8L TOP PLATE • SHEAR TRANSFER w/ .., - ' SHEAR TRANSFER W/ .• . - 2x4 BLOCKING . METAL CUPS ' -. TABLE 23-11-134 - 1997 UNIFORM BUILDING CODE TABLE 23-11-B-1 -NAILING SCHEDULE CONNECTION - NAILING' I. Joist to sit) or girder, tocitnil 3-8ti LIt idgitig to Joist, toenail cacti cml 28,1 I" X (i' (25 not x 152 1 iI) Sill) lloot. or less to each joist, lace nait' - 2-$tl Witter lt,a,i I" x (i' (25 mit, X 152 min) sitbttoor to cacti joist, Itiec 1111il - 3-8,1 2" (5 1 inoi) ,ititlo>,m hi joist or glimlem, hli,iil aild lace imil - - - 2 lii -- -- Sole pinte to joist or blocking, typical face nail tbd at 16" ('Iltl'l lout) u.c. Sole tilniC to joist or blocking, at braced wall panels - -. - - - 3.16>1 per H." ('1(16 till,) 1. Ii1p1:tieiiialtitt, Coll imaul 8. Stud 10 stile plate . 4-8d, toenail or 2- (id, cntl lace Imil hut it 2.1" (Ii to 11111) l.. 10. l),it,Iilcd hip tlatcs, typical face nail - . lInt al lIP" (illllt tutu) P.c. I)iitulule lilt plates, 1:11) splice . M- I (it tlt,>ki,,1', ticliveeti joists or m;,tmcms In lilt) tilic, tiiemuiil '-'(il . 12. Itinu joist 1011)1> little, toenail - - 8d at (i' (152 tntiu) tic. 3. 'ti1i iI;ite, hills and iiitcrscelii,nt, face wijl header, twit pieces - - I 6>1 at 16" ('lIlt, uiiitl) n.e. alling etch cilge 15CcHjoisist1ittitocuinil . TV 6. Couttituttotis header 10 stud, toenail . 17. Ceiling joists, laps over partitions face nail . . . . 3-16>1 H. Ceiling joists to parallel rafters face nail (9. biller to plate, toenail 3-8d 211. I" (25 0011) brace to cielu stud and plate, Net: n;,it . 2-8>1 2 I .1 " x 8" (25min X 203 mm) sticnt Iii ig or lcs,s to cacti hearing, face nail . 2-8d Wider than I" x 8" (25 oun X 203 html>) sheathing to cacti beariog, face nail - 3-8c1 tiuilt-upcoriicr studs I Gd at 21" ((it II nint) o.c. 24.tJuiht-np giider aim>) bcamtts 20>lat 32" (8 13 into) n.e. at loll and btmtlomit and staggered 2-2111 ;it citits told at cacti splice 25.7." (St tim iii) planks, 2-16d ;it c tel p be ;trig 26. \\',uiitl structural panels and particicliunrd:2 .- Si'iihiiior;][ill walt shiettlilng (to Irmuiting): ' Ii,'. (12.7111)11) and less .- . lid-' (IS ummmim.t9min) - . -- - . Mcli (if I" (22 nun-25 min) . _ . 11,1-' I1/_ t/,i" (21) tnin.32 mint) . . -. . Illullill Sit Ciuinliinaliout smtt>tlour-undcrlaymimcnt (to fi-ammmiuig): ( 19 hut) and less - I" (22 tint-25 mmmi) . . , ,lid I 1/4". 1114" (29 nnmu-32. min) - .. " ' - 111,11 cu 2). Intel silliitp (Iti I'm ill it1':-.-.- '/(t.'/tutiit) tit less hi 11111111 1 - (12.7 tint,) . -. . , ' * No. II ("1,'. Iii - (21111110) . - - - Ni. II -: - Mill No. If I:;'." 29. tiileu hit lumcloig l/," (6.4 111111) /0" (9.5 111111) . . . . , .. jI1 (.ltluiuilttlt Of nix tu;tits lIlly be used except cvhicrc ottictwic staled, . ' • 2N;nls sp:uccd at (i jimetucs (152 nun) on ccitier at edges, 12 inches (3U5 mini) at Intermediate supports except 6 inches (152 min)at all sltplmllrts wl,c,e 5ets 'IC - '18 iiielic (12)9 1111)1) (It more. For laitilug of wood structural pallet and tiarticictmoard diupturagnms and sltcar walls, refer to Sect iitiis 231 5.3.3 mid 2315.'l. Nails hr wall sltenlhiitig may be common, box or casing. ' . - - 3Cotimnto,t tit dclou tied stm;unk. ' -- C'ommiuu,ot,. Sl)cf,im ,,iil shank. . sidiuig or casing nails comlllmrnlimlg to the rcipmireimtcnts of Section 2304.3, 71asleu,e,s sliaec:tl 3 indies (76 ill tit) mill center tit exterior edges 1111(1 6 niches (152 limit) out center at iiitermiicdiatc supports., 8Lun iosio,i-mcsislnttt roofing nails with 7/16-iticti'diamuieter (It limo>) head and I I /2-iuuclm (38 mull) length for /2-inch (12.7 miii,) slicutlmiitg hunt I -1/,,-i,icli ('I I cliii IciugIti Itir 25/32-iuiclu (2(1 mitt) slucallmitmgeonf9rmiming to tIme rcqtmircnicmit.c of Section 230,11.3.'Ciuu iusj,i,m-ucsistnu,I staples Willi nomumitmat '/)f,-imielm (Il 111110 crown and 11/8-Inch (29 mm) lcmigtlt for 1/2-inch (12.7 111111) slleatllitig and I /2-iitcl, (38 1111) Icigllc kr 25/12-iuteli (20 tim,>) sheathing conforming to the requirements o. Sccliomt 231)4.3. - 'ttl'a,tcl sitpporls at 16 incItes (406 Ion>) 120 imictucs (508 111111) ii strcmigtlt axis in the long direction of the panel, unless otherwise markcdj. Casing ot Ii,tili imils sjuncrtt 6 inches(152 ilium) on panel edges, 12 imletmes (305 mum) at imulcruncdiatc supports. . t'ncucl .stltipomts at 24 inches (610 uumn>). Casing or finishnails spaced 6 inches (152 mmii) OH panel etges, 1.2 iuiclics (31)5 non) at ilutemt,ucdiatc •c1111pt11 Is. - - -S 2-282 - TH&A,INCa Engineering and Code Consultants 125 West Mission Ave. Suite 201 Escondido, CA. 92025 TnL! (70 746.5112. Fax: (7601741-0480 age __________ of 1H 0*1 Cslckro IY Da,, SPECIFICATIONS/NOTES: = GENERALS'' ALL DETAILS, SECTIONS AND NOTES SHOWN ON STRUCTURAL DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE U.N.O. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE wtm THE LATEST ADOPTED EDITION OF THE UNIFORM BUILDING CODE. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WOR<ING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND -THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK INVOLVED. CONTRACTOR TO PROVIDE ADE?UATE SHORING AND BRACING TO SUPPORT ALL LOADS DURING CONSTRUCTION. DURING CONSTRUCTION AND PRIOR .TO THE INCORPORATION QF ALL CHAN— GESt REVISIONSt MODIFI CATIONS .AND/OR DEVIATIONS FROM THE STRUCTURAL DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OFt AND OBTAIN APPROVAL FROM THE ARCHITECT, STRUCTURAL ENGINEER AND THE GOVERNING BUILDING DEPARTMENT. . , ... LUMBER/FRAMING: ALL 2X HORIZONTAL RF/CLG LUMBER TO BE MIN DF$2 U.N.O. ALL 2X HORIZONTAL FLR LUMBER TO BE MIN DF*2. U.N.Q. ALL 4X & LARGER HORIZONTAL LUMBER TO BE MIN DF *1 U.N.O. ALL GLULAMS TO BE DF/DF COMB 24F—V4 DRY USE U.N.O. ALL 2X VERTICAL LUMBER TO BE PUN DF 02 U.N.Q. ALL 4X & LARGER VERTICAL LUMBER TO-BE PUN DF$1 U.N.O.. ALL PLYWD TO BE PUN CD—CC STRUCT II OR CDX. .. TYPICAL NAILING SCHEDULE AS PER VEC 2—P. BUILT—UP BEAMS: DBL IX MEMERS TO BE FACE NAILED WI PUN lód al 121ri OC STAGGERED TOP/SOT. 3 OR MORE 2x LAMINATIONS TO BE CONN W/ 1 /2ir DIA ne. & WASHER PUN & 241n OC STAGGERED TOP/SOT • 2 EA END. CARRY ALL POSTS & DBL STUDS DOWN TO FOUNDATIONS.. BLOCK SOLID AS RE111 0 FOR FULL BRG a FLR LINES. - CONCRETE: PROVIDE MINIMUM BAR COVERAGE OF 31n FOR CONCRETE CAST AGAINST EARTH.QR MINIMUM 21n FOR ALL FORMED CONCRETE. CONCRETE AS PER ASTMC-150 (AGGREGATES PER ASTM C-33), TYPICAL PORTLAND CEMENT TYPE USE GRADE 'C, MIX 1:2-1/2:3-1/2 wi MAX 7-1/2 GAL WATER PER SACK Of CEMENT. * . 1 a 3 4 I a 3 6 7 8 9 hO 1 0 a TH&A, INC. Engineering and Code Consultants $N(EYNO. 125 West Mission Ave. Suite 201 I_li ' DATE_________________ Escondido, CA. 92025 . 44OCKID. my______________________ BAIL Tel (760) 746-5112, Fax (760) 741-0480 - S S.. CONCRETE: . . 3 ALL CONCRETE TO REACH MIN ULYCOMPRESSIVE STRESS OF 2500 PSI a 2B DAYS U.N.O. MASONRY: I CONCRETE MASONRY UNITS TO BE NORMAL WEIGHT HOLLOW 'LOAD BEARING TYPE CONFORMING TO ASTM C-90. MASONRY UNITS SHALLBE CLEAN AND FREE OF ALL SUBSTANCE THAT MIGHT .:IMPAIR POND -AND SHALL BE STORED UNDER COVER ON THE JOE. . .2 ALL CONCRETE MASONRY UNITS Toe.E GRADE N-tI U.N.O'. 3 MIN COMPRESSIVE STRENGTH OF ALL MASONRY UNITS SHALL BE 1500 PSI. 4 TYPICAL TYPE 'M' MORTAR: 1 PART CEMENTI 3-1/2 PARTS SANDI 1/4 PART LIME PUTTY, CONFORM W/ ASTM C-270. WATER CONTENT SHALL BE MIN RE'D FOR WORKING CONSISTENCY. MIN 2000 PSI. S GROUT MIX SHALL EEl PART CEMENT, 3 PARTS SAND AND (OPTIONAL) 1/10 PART LIME PUTTY. ADD UP 10 2 PAR7S PEA GRAVEL WHERE SPACES EXCEED 2in MINI 28 DAY ULT STRENGTH OF GROUT SHALL BE 2000 PSI. US! SUFFICIENT WATER TO PRODUCE POURING CONSISTENCE W/O SEGREGATION. REINF SIL: I. 1 ALL P.EINF STL TO BE MIN ASTM-A615 GRADE 40 U.N.O. 2. flED WIN! M!' 5- UN.-O.- LAP ALL MESH -MIN --2- MODULES. . 3 ALL REINF BARS SHALL BE ACCURATELY & SECURELY PLACED BEFORE POURING CONC OR APPLYING MORTAR OR GROUT. . .; . . STRUCT sit..: I .5 5 - I ALL STEEL TO CONFORM TO ASTM—A36 U.N.O. . 2 DETAILING & FABRICATION PER AISC - LATEST EDITION. - 3 ALL STEEL PIPES TO CONFORM TO ASTh A53 GRADE B U. N. '6.' . .- FASTENERS: 1 ALL CONNECTORS NOTED TO BE SIMPSON OR EQUIVALENT. . S 2 ALL BOLTS TO BE MIN ASTM-A307. . . 3 BOLT HOLES: MAX 1/16in LARGER.THAN BOLT DIA. 4 ALL BOLTS ERG ON WOOD TO USE M.I. WASHER UNDER HEAD & NUT.. S LAG BOLTS: LEAD HOLES FOR SHANK TO BE SAME AS SHANK; THREADED PORTION TO BE 60-70Z OF SHANK DIA. 6 ALL NAILS TO BE COMMON U.N.O. . . .. -__••... S S TH&A INC. 7 1 or — Engineering and Code Consultants $$itT NO. 125 West Mission Ave. Suite 201 •CALCULATED SY___________________DATE Escondido, CA. 92025 CHECKED 8Y DATE Tel.: (760) 746-5112, Fax: (760) 7410480 SCALff FASTENERS: •. 7 USE FULL NAILING/BOLTING & ALL CONNECTORS U.N.O. FOUNDATIONS: 1 PROVIDE MIN CODE REfUIREMENTS FOR ALL FOUNDATIONS-U.N.O. 2 ALL CONT/ISOLATED FIGS TO BE PLACED MIN in INTO COMPETENT ERG SOIL OR BEDROCK. ACQUISITION OF A SOILS REPORT IS RECOMMENDED FOR ALL' Joe.s. IF NO SOILS REPORT IS AVAILAeLE, ASSUM'DSOIL TYPE & ERG VALUE USED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL. ENGR WILL NOT BE HLD RESPONSIBLE FOR BLDG DEPT APPROVED VALUE!. 4 SEE FOUNDATION PLAN FOR ALLOWABLE SOIL ERG PRESSURE. RETAINING WALLS: 4 1 CONTRACTOR SHALL VERIFY ALL DIMENSIONS & CONDITIONS ON THE JOE. 2 RESPONSIBILITY FOR ACCURATELY DESCRIBING THE SITE CONDITIONS RESTS ON THE CLIENT. REVIEW CALCULATIONS IMMEDIATELY TO DETERMINE WHETHER CONSIDERATION WAS GIVEN IN WALL DESIGN FOR ADJACENT FTGt VEHICLE oRe.AC}csLoP! SURCHARGE!. CONTACT THIS OFFICE IMMEDIATELY IF THERE IS ANY QUESTION REGARDING THIS MATTER. IF NO SOILS REPORT IS AVAILABLE., ASSUM'D SOIL TYPE & ERG VALUE USED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL. 4 VERIFY INSPECTION REiUIREMENTS W/ BLDG DEPT PRIOR TO CONSTR. 5 SEE RETAINING WALL SCHEDULE FOR BLOCK INSPECTION RE'UIREMENTS. 6 ALL RETAINING WALL FIGS TO EXTENDMIN 14iri INTO COMPETENT ERG SOIL AS DEFINED BY SOILS REPORT OR APPROVED STANDARD PRACTICE. RECOMMENDATIONS OF SOILS REPORT TO SUPERCEDE THIS MIN RE4UIREr.ENT 7 BOTTOM OF PAD TO BE MIN 5' FROM DAYLIGHTS. MEASURED IN A HORIZ DIRECTION FROM THE NEAREST BOTTOM EDGE OF PAD. 8 PROVIDE EITHER A MIN 12in x 12in GRAVEL POCKET a BASE OF UL WITH 4in DIA PVC PERFORATED DRAIN PIPE TO DAYLIGHT, OR MIN 2 St IN WE!? HOLES a BASE OF WALL STEM TO ADJACENT GRADE a 48in OC. 9 BACKFILLING SHALL NOT BE STARTED FOR AT LEAST21 DAYS AFTER THE FILLING OF THE CELLS WITH GROUT. 10 DO NOT BACKFILL' UNTIL ALL WORK HAS PASSED REQ'D INSPECTIONS. BACKFILLING MUST BE THOROUGHLY TAMPED TO PREVENT FURTHER SETTLING. 11 . IT IS. THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL - SHORING DURING CONSTRUCTION AS REQ'D. 14 ALL BACKFILL MATERIALS TO BE GRANULAR, i.e. SAND, GRAVEL, OR SOIL APPROVED BY PROJECT SOILS ENGINEER. -'f S Earth . . J;!Ics March 17, 2003 Project No. 20237-02 B.A. Worthington 690 Carlsbad Village Drive, Suite 201 Carlsbad, California 92008 SUBJECT: PAD CERTIFICATION - COMPACTION A}D FINE GRADING Single-Family Residential Development - Garage Pad 1434 Forest Avenue Parcel 3, P.M. 13415 Carlsbad, California References: "Preliminary Geotechnical Investigation Single'- Family Development, Parcel 3, P.M. 13415, Forest Avenue, Carlsbad, California", Report Dated June 29, 2000, by Earth Technics, Proj. No. 20237-01 Gentlemen: 1.0 INTRODUCTION This report presents the results of our observation and testing of the garage pad. The pad was initially dense, and nearly flat and no grading was performed other than establishing positive pad drainage. The finished grades were tested by Earth Technics to assure the finished pad densities were a minimum of 90% relative compaction of the maximum dry density as determined by ASTM D1557-00 method (five layer)'. 2.0 PROJECT DESCRIPTION The current pad preparation does not modify the original grades, but only establishes positive drainage. Earth Technics P.O. Box 891989, Temecula, California 92589 (909)699-5451..- FAX(909)767-1193 INDEX. MAP 02000 4000 . . . .. .1V SCALE feet INDEX MAP OF PARCEL 3, P.M. 13415 FOREST AVENUE, CARLSBAD . . CALIFORNIA .. - SOURCE U S G S 7½ MIN QUAD SAN LUIS REY 1963 (PR 1975) 4.0 SCOPE OF SERVICES 4 0 Subsurface Testing A total of 1 surface density test was performed and had in-place densities over 91.2% relative compaction of the maximum dry density. Compaction testing was performed utilizing the ASTM D1557-64 (Sand Cone) method. 4.1 Maximum Density Determination Maximum density/optimum moisture determinations were made from. representative samples of on-site soils used in.the f ill. operations. The test was performed in accordance with ASTM. D1557- 00 which consists of compacting 5 equal' layers of soi1in a.1/30 cubic foot volume mold with 25 blows of a 10 pound hammer fallin 18 inches.. . ... .. 4 2 Expansion Testing A finished grade sample was obtained and tested for expansion utilizing the U.B.C. 29-2 method. The test yielded anexpansión index (E.I.) of 17 which is very low per UBC Table 18-1-B. 4.3 Soluble Sulfate Testing i 4 A finished grade sample was obtained and tested for water soluble - sulfate. The results were 66 ppm indicating normal Type II • • concrete may be used in construction 5.0 CONCLUSIONS The garage pad preparation performed from Marchll-12, 2003 was accomplished in accordance with the UBC Appendix Chapter 33, requirements, the referenced Preliminary Geotechnical Investigation, and the City of Carlsbad Grading Ordinances 6.0 RECOMMENDATIONS / The foundation recommendations presented in the referenced report. should be followed. -• - •, This opportunity to be of service on.this project is..sincërely appreciated. If you have any furthe questions, please contact this office -, . .• . ,.• r . • Y4'vV4 r • - -. - 1 '- -- - - Ear till technics 1. c PREUMINARY GEOTECHNICAL INVESTIGATION , Single-Family Residential Development 5 Parcel 3, P.M. 13415, Forest Avenue Carlsbad, California 14 S.-- - •_•_5 -- - , June 29,2000 q $ - - PROJECT No. 20237-01 -- - - - - - - - • - -, - - - - - - • •• - • - - - PREPARED FOR: Claude & Katherine Rhead . --.• - - •, 1440 Forest Avenue Carlsbad, California 92008 - - --••-,-.,, -, -' S -- - •. --- -• -- •-•. .4 - - - • ,.--S• -_••.._$.'. 5 - - - _5. 5 - • $1 Earth Technics P.O. Box 891989 Temecula California 92589 3cç June 29, 2000 Project No. 20237-01, 1.0 INTRODUCTION At your request, we have performed a Preliminary Geotechnical Investigation for the above referenced site. The purpose of our investigation was to evaluate the underlying soil conditions with respect to the proposed development and to assess the geologic and engineering constraints that might exist considering this development. An assessors parcel map with a building footprint was used to locate the proposed single-family residence and appurtenances. Plate 1 presents the lot configuration and Geotechnical data obtained during our field investigation. / ACCOMPANYING MAPS, ILLUSTRATIONS AND APPENDICES Index Map - (2000-scale) - Page 2 Geotechnical Map - (20-scale) - Plate 1 Regional Fault Map - (1" = 20 miles) - Plate 2 Appendix A - Geotechnical Trench Logs Appendix B - Summary of Laboratory Test Results Appendix C - General Earthwork and Grading Specifications Appendix D - References Al INDEX. MAP' %3J Sir LJ\ - lb 4, h, rRlmquist c 2Trail N j Is it -Buena V' IllS r ' A AVE T 12 S td z AVE 69 ' \_LJL_J -. \c LAGUNA 4 rary Army and IN .77 al sc CARL \\J Ha ch. 0 .2000 4000 SCALE feet INDEX MAP OF. PARCEL 3, P.M. 13415 FOREST AVENUE, CARLSBAD CALIFORNIA SOURCE: U.S.G.S. 71-, MIN. QUAD SAN LUIS REV 1963 (PR 1975) 4 '1 4 - * I 'I 20237-01 ,. Page 3 2.0 SITE LOCATION/ CONDITIONS The 0.28+/- acre "flag lot" is located on Forest Avenue an ' improved paved street in the City of Carlsbad. Existing residences are located in all directions The access driveway extends north from Forest Avenue.. .., The lot is perimeter fenced with á combination' of wood 'and chain- link '-. -. The lot is in natural condition with extensive vegetation tand fruit trees The large mature trees included avocado, peach and apricot - Minor grasses and a few weeds are located in the open areas of the lot - Overall relief is less than 4 feet descending to the north The geographic 11 relationship of the property to the adj dining. areas is'shown. on the Index Map. •. - . . - -• * . . I • - .'', . --, '_b_. '' 3.0 PROPOSED DEVELOPMENT According to the information provided, the 0 28+/- acre site is to be utilized for a s'ingle-family 1 & 2-story house with long access driveway.". •, . - Minor.. grading of less than 1 foot. is necessary. to provide' lot •. drainage 4.0 SCOPE OF SERVICES The scope of our investigation included the following: 1 A review of available data pertinent to the site, both 'published and in-house unpublished data. . .. 2. Subsurface exploration of the site utilizing2 exploratory 'trenches to 'depths as great as 4.3 feet. The trenches were '-logged, and these logs appear in Appendix A of this report.,: Sand cone tests were performed at critical depths in the trenches,to determine in-place densitIes. Representative• bulk samples wer6 obtained for testing. . .' 3. Laboratory testing of representative earth materials to develop soil engineering parameters for-the proposed . development. I •. . • -. * -I I , • -- .• 1 '.. -- ,,•. - • • - I - • .. I- ', - - . . -, •.:'-'- -' - 20237-01 Page 4 4. Preparation of this report presenting our findings,, conclusions and recommendations concerning site development based upon an engineering analysis of geologic and geotechnical 'properties of the subsoils as determined by • field and laboratory evaluation. ' ? 5.0 LABORATORY TESTING The following tests were performed for this project in our laboratory in accordance with the American Society for Testing and Materials, the State of California Standard Specifications or contemporary practices of the soil engineering profession. ' 5.1 Maximum Density - Optimum Moisture Determinations t This test determines the density that a soil can be compacted to at 'v'arious contents. For each soil moisture, there is a maximum dry density obtained and the associated optimum .moisture content. The results are used to evaluate the natural compaction, control of the grading process and as an,aid in developingthe soil bearing capacity. 'This is based on ASTM Standard'-D1557-78 (five layer method). 5.2 In-Situ -Moisture and Density '' These. tests consisted '6f performing sand cone tests ,(ASTM D1556-* 64) within the trenches to determine in-place moisture and density. The results are used to analyze the consistency of the subsoils and aid in determining the necessary grading to prepare the pad area. • ' . '. - . .- '• .' 5.3 Sieve Analysis This test determines the material grading, of the individual particle sizes and is 'used in generating an engineering.- classification. 5 4 Expansion Testing The expansion index of the soils are determined by the U.B.C. Method 29-2 and is.used to design foundations for anticipated expansion forces. '• ' . ' 5.5 Soluble Sulfate A representative soil sample was tested-to determine soluble sulfate content. The results are use to recommended the, type and :, strength'of.concrete to be used in construction. * V ' - ' * . - - V • • - • • •x -i --- - ts 20'237-01 '. r Page 5 5.6 Direct Shear " A direct shear strength test was performed on a representative sample of the on-site soils remolded to 90%. relative compaction. To simulate possible adverse field conditions, the sample was saturated prior to shearing. A saturating device was used which permitted the samples to absorb moisture while preventing volume' change. This test is used to determine soil strengths. for slope stability evaluations and for foundation bearing capacity. - 6.0 SUBSURFACE CONDITIONS • The entire lot is underlain by a thin soil over a yery dense sedimentary bedrock.' -• •. In-place 'densities for the soil/dolluvium were very, low, with a value of 105.1 pcf (82.9% relative compaction). Densities for the deeper older terrace ranged from 122.3 pcf (96.5% relative compaction) in T-1 at 1.0-1.5 feet, to 124.1 pcf (979% relative compaction) in T-2 at 2.5-3.0 feet. Moistures were 3-4 percent for the -soil/colluvium and upto 6 percent for the underlying Older Marine Terrace. 7.0 GROUND WATER No ground water was encountered within the, site to depth of 4.3 feet on the lot. No seepage was observed in any of the cut or fill slopes in' the immediate area indicating. spring activity. - Historic ground water is 85 feet in the area. 8.0 'FLOODING According to the Federal. Emergency Management Agency and the 'County of San Diego, the site isñot located within the. - boundaries of a. 100-year-flood plain. The lot currently drains via sheet to the north. .• . -. 9.0 GEOLOGY '•' ': ' The entire site is underlain at depth by the fine silty sandstone and clayey siltstone representing an older Marine terrace (Weber, -. F.H., 1963; Kennedy, 1977). This formation member is a marine- sedimentary deposit with low angle southwest .dips of less than 5 degrees oriented in a N 20-30W direction' No evidence of slope instability was observed on the lot or adjoining areas. - The active off-shore' trace of the Newport-Inglewood fault is located approximately 3.7 miles to the southwest. The site is not included within any State or County fault hazard zone. 5- . -- .. - ' '•. '-S ' .. . _5',, 1' ' 20237-01 Page 6 - 10.0 SEISMIC SETTING/GROUND MOTION PARAMETERS The regional seismic setting is shown on Plate 2. The nearest active.fault.to the site is the Newport-Ing1eWOOd/ROSe Canyon fault located 6.7-miles southwest of the property (Hart, 1994). The large size and proximity make this fault the design fault when evaluation seismic hazards at the site. According to several * authors (Rockwell '& Lamar, 1986: Kennedy, 1977) the Newport- Inglewood/Rose Canyon fault 'has ruptured 2-3 times in the' last 1,500 years with an estimated magnitude of 6.5. The 1933 Long Beach beach earthquake occurred on this branch .of the Newport- Inglewood approximate .26 miles to the northwest. .' • . . 11.0 HISTORIC SEISMICITY We have utilized the computer program titled EQ SEARCH. (Blake (1998) to assess historic activity at the sité. Based 'on this analysis, the maximum ground acceleration at the, site from the period of 1800 to present is 0.38g . 12.0 SEISMIC EXPOSURE ,'-• . '' . Although no precise method' has been developed to evaluate the seismic potential of a specific fault, the available 'information on historic activity may be projeàted to estimate the future activity of faults. Based on such plots, recurrence intervals -' for earthquakes of given magnitudes may be estimated. A . probabilistic evaluation of potential seismicity for the site utilizing FRISKSP (Blake, 1998) indicates a 10% probability of exceedance of 0.48g in 50 years assuming all seismic sources. This value is slightly higher than Petersen, et al (19, 96) based on the-CDMG Probabilistic Evaluation. 12.1 1997 UBC Seismic Parameters The following UBC seismic design parameters" should be",, incorporated into seismic design ¼ Nearest Active Seismic Source (Type B Fault) - 10.7 km Soil-Type - S Near Source Factor N,, - 1.0 Near Source Factor N - 1.0 , "- 13,0 SECONDARY SEISMIC HAZARDS 'The dense nature of the underlying sedimentary bedrock coupled- with the depth to groundwater of 'over 45 feet in the aria of 'the proposed,pad precludes such secondary seismic hazards as liquefaction, lateral spreading or settlement of the ground the house is being 'placed upon. No rockfall or landslide hazard -' existsat the nearly flat site ' I 0 - 20237-01 Page 7-' - 14.0 CONCLUSIONS AND RECOMMENDATIONS 14.1 Foundation Design 'I•, - A strip and spread footin foundation system should provide an adequate foundation for one'and two-story buildings in this site. All exterior footings should be founded a minimum of 12 inches below adjacent finished grade for. 1-story buildiñgsand 18 inches for 2-story buildings. Interior footings may be founded a minimum of '12 inches below finished grade. When the footings are founded in properly compacted fill or dense older marine terrace, an allowable 'bearing capacity of 1500 .psf for 12 inch-wide footings is. acceptable for dead plus live load:.; This value may. be increased by one-third for short term wind and . seismic loading conditions. In-lieu of overexcavation and recômpaction to 12 inches, the footings could extend a minimum of 12 inches into firm èedimentary bedrock a depth of 24 inches from the existing ground surface. One No. 4 bar top and bottom,.for a total of two bars, is recommended as a minimum reinforcement design. . 14.2 Settlement . '•. Our subsurface investigation revealed that the near surface older marine terrace is verydense at the near surface. Footings should experience less than 1-inch settlement with less than 1/2 inch differential settlements between adjacent footings of similar sizes and loads. This settlement is based upon, grading of'up to 30+ feet of fill., If,thicker fills areproposed, settlement could be greater.and should be evaluated prior to placement. . . . 14.4 Concrete Slabs-On-Grade Sufficient fine-grained materials' exists within near surface earth materials to possible create moisture problems. Therefore, - we recommend that a moisture barrier be placed under any concrete - slabs that might receive a moisture-sensitive floor covering. This moisture barrier should consist of a 6-mil polyethylene vapor barrier sandwiched between a 2-inch layer of sand, top and bottom, to prevent'puncture of the barrier and enhance curing of the, cOncrete. Nominal rëinforcemènt of the slabs with 6.x -6 -6/6 welded wire fabric is advisable. .• 1-' 14.5 Expansive Soils-Slabs/Concrete Flatwork Design . Expansion testing of near-surface soils (T-1, 0-3 feet) indiate the near surface soils have a low expansion potential per UBC Table 18-B. The garage and-footing requirements are shown in -• n -• ' . -- - 20237-01 - Page S. Appendix.C. Concrete flatwork should, at a minimum have' 6/6 x 6/6 welded fire fabric for reinforcement. Flatwork adjacent to moisture sources, such as pools, or planters, should'consider No.. 3 bars on 24 inch centers. The soluble. sulfate was 42ppin, so normal Type II concrete with 2500 psi strength may be used in construction.. 14.6 Earthwork Shrinkage and Subsidence No additional grading is currently proposed, however,' any grading will result in a shrinkage of 5-7% of the soil/colluviuin when replaced as dense: compacted fill. 14.7 Retaining Wall Design Retaining walls should be designed using the following . parameters: --:"- Active pressure (level, backfill) 47 lb/ft-:/ft', Active pressure (2:1 backfill) 57 lb/ft /ft - Active 'pressure (1 1/2:1 backfill) 62 lb/ft/ft For purpose of lateral resistance, a value of 0.30 may be used, for frictional resistance. Avalüe of 275 lb/ft /ft maybe used for passive resistance for-footings placed into properly compacted fill. Frictional and passive resistance maybe combined, provided the later is reduced by one-third. Special loads for dead plus actual loads whould be considered in the driveway/parking area that' is retained. 14.8 Lateral Loads . . Lateral loads in the near-surface soils are:, Active - 47 pounds per square foot of soil' depth (psf/ft) At Rest - 62 psf/ft ' * Passive - 275 psf/ft (for wood 'shoring) * 350 psf/ft (for concrete footings) ' Active means movement of the structure away from the soil; at rest means the structure does' not move relative to the soil (Such as a loading dock); and Passive means the structure moves into the soil. The coefficient of. friction between the bottom of the * - * footings and the native soil may be .taken as 0.30. 14.9 Trench Stability '• * The near-surface soil to a 'depth of 5 feet should stand vertically when excavated, however, trenches in excess of-5 feet in depth should have the sides laid back at 1:1 in accordance with .OSHA requirements. * - 20237-01 Page 'S 14.9 Slope Stability There are no existing or proposedslopes on the site ,higher than 2 feet. The high strength values, allow 2:1 (horizontal to vertical) cut and fill slopes up to, 30, feet without gross instability. S 14.10 Selection of Shear Strength Parameters - The following-shear strength parameter utilized for our slope stability analysis was determined by.our laboratory'test results as presented below-.'- ' Material Friction Angle Cohesion. , (Cut or Fill) (Degree) lb/f t2 Anticipated On-Site Fill 27 350 , We have utilized'-values of 27 degrees and 350 1I/ft2 for bedrock cut slopes although it represents a conservative number, determined from ,a remolded saturated sample. Bedrock is expected to be 20%.+ stronger (Coduto, 1989). Even more critical to overall cut slope performance is the - orientation of: joints, fractures and bedding. The underlying - older marine terrace has no planes of weakness, and is oriented . in a favorable low dip configuration. 14.11 Drainage and Terracing Drainage and terracing should be in accordance with Uniform' Building Code Appendix Chapter 33 requirements. 'At no time - should water be diverted, onto the slope face in an uncontrolled - and erosive fashion. Rapid erosion and rutting of the fill ," • slopes is possible and they should be planted with drought - resistant landscaping as soon as possible. - 15.0 GENERAL SITE GRADING - 15.1 Clearing and Grubbing - .- 'S - ', • -The site is currently covered with mature trees, grasses and - weeds. This material will have to by cleared and removed offsite. No tree roots are allowed in the footing excavations. 15.2 Preparation of Building Pad -Areas The upper 0.5-1.0 feet of soil/colluvium in the area of the house is very loose and will require removal or mitigation-utilizing deep footings as discussed in Section 14.1 "FoundatiOn Dsign"., , .'. 4 20237-01 - - -, Page 10 15.3 Preparation of Surface to Receive Compacted Fill." All -sufficiently dense (90 percent relative compaction) surfaces, which are to receive compacted fill ,should be scarified to a depth of 6-inches, brought to nearoptimum moisture content and compacted to 90 percent relative compaction. Other softer areas must be overexcavated to sufficiently dense material,and recompacted. This' would include raising existing. .fillgrades. Maximum depth of removal and recompaction would be 12 inches.from existing ground, based on our testing 15.4 Placement of Compacted Fill t Compacted fill is defined as that.material which will'be replaced in the areas of removal due to root removal, the placement of footings and paving, and also wherever their grade is to be ' raised. All,f ill should becoiupacted to minimum of 90 percent based upon the maximum density obtained ina'ccordance with'ASTM D '1557-78 procedure. The area to be filled will-be prepared in, accordance' with the preceding section. The recompaction of the cut material may be waived if field density tests indicate densities' in excessof compacted-fill standards. - Fills placed on natural slopes of 5:1 (horizontal to vertical) oi steeper' will require a key and benching as shown,, in Appendix, C.- 15.5 Pre-Job Conference . ..' . • .. ' ' Prior to thecommnceinent of-grading, -a pre-job conference should be held with representatives of the owner, developer, contractor',', architect and/or engineer in attendance. The purpose of this meeting shall be to clarify any questions relating to the intent of the grading recommendations and to verify, that the project specifications comply with recommendations of this report 15.6 Testing and Inspection •'•, '. •, • S S ' During grading, density testing should be performed by a representative of the soil engineer in order to determine the degree of compaction being obta.iñéd. Where testing indicates insufficient density, additional compactive effort shall be applied with the adjustment of moisture content where necessary,', until 90 percent relative compaction is obtained. ' Inspection of critical grading control procedures such as keys, installation or need for subdrains shouldbe made by a qualified soils engineer or engineering geologist. . • ', . • • .. • A 20237-01. Page 11 -. 15.7 Deve1oment Impact Provided the recommendations of this report are incorporated into -the design and cohstruction of the residential project, both the proposed development and off-siteareas will-be safe from geologic and geotechnical hazards - - . 4. . . ' ---C'' - 41 - -- • -I GENERAL All gradin' should, at a minimum, follow the "Standard Grading and Earthwork Specifications" -as outlined in' Appendix C, unless otherwise modified in the text' of this report. The '. recommendations of this, report are based on the, assumptions that all footings will-be founded in dense, native, undisturbed older' marine terrace or properly compacted fill soil. All- footing excavations should be inspected prior -to the, placement of concrete in order to verify that.footings'are founded on satisfactory soils and are free of loose and disturbed materials and fill. All grading and fill placement should be performed under the testing and inspection of a representative of the soil engineer.-- The findings-and recommendations of this report were prepared in -' accordance, with contemporary engineering principles and practice. We make no. warranty,' either express or implied. Our - recommendations are based on an interpolation of soil conditions between trench locations. Should conditions be encountered - during grading, that appear tobe different than those indicated. - by this report, this office should be notified - .4 ,•- -, . - ' ---k '' - - - . • ' "4' V •' I- • :- - - - ••_I -' -• . - S - -. - 20237-01 Page 12 Respectfully Submitted, Fred Jaleh Warren L. Sherling R.C.E. 30527 Director of Geotechnical Services. Registration Expires 3-31-03 WLS/FJ:ss Distribution: (3) Addressee / 1952 M6.It - . VA R -g N / - /.- :• - - -I;. 40 c3 M6 J SF. I . .• - .. £ LI. 1893 •. •.0 . •-c' . CIO 1812 '- ;iM5 .•899 '•. LOS ANGELES . No FErJo. ,- cc ts SAN FERNANDO FAULT ' ..• 1769 6.2 1994 RIO. tku TO LbS, 1920 t O4 ANGELES r-, RIVERSIDE YIP .. ) 1918.1890 PALM '-q, LONG \' SANTA 1923 . <0 SPRINGS ANA m 6.3 EICH':. 0 R A Id -. - G E L_ R ELSINORE 1899 ' ( '934 -.. - •• I - \ J '-. P-NZA MGi .. •- • Santo _/ '• - • C4. . Co(c/,nc • — - — - - - - Island 1910 C, - SITE 1894 MILES JULIAN ° - \ •. s A. N 0 I' G gca Island 1941 .. ULT IP HISTORIC M6.0+ EPICETERS 18 )0-1998 18 6 /.• \ •-. - . . I • . ifed aftet Prpcto (AEG - 1973) Fogjr Ave'. W.O. No:, . IDATE: c FIGURE: - 20231 -01 I 6/c)0 . . • PLATE 2. S. • . • S . — 4 '•4- - . 4 - . V - +- - :- - V V' •V + - - - V £ V V . -: 4V . -: : --' 711 APPENDIX' 4 .4 - GEOTECHNICAL TRENCH LOG Project Name RHEAD - Elevation 1O8 +1- .,. Trench No. T-1 Project Number 2023701 Equipment Case 580 Super L Backhoe - - - - - - - GEOTECHNICAL. DESCRIPTION Logged by WL Sherling Date 6/21/00 LShelin Sampled by r ____ = . - MD - S0IL./C0LLUVIUM- Very pale brown 10YR 71.3 to grayish brow D 22 6.2 \ S 5/2 silty sand. fine- to medium with trace of.day and minor _• • - (.96. ) - . . fine gravel, -s6f't, porous, dry, gradual lower contact. / - SOL+ / M/SL BEDROCK -.OLDER MARINE TERRACE - Dark brown 10YR 3/3J ds brown 5/3 sandy siltand clayey. sand interbedded wit minor fine gravel. Occasional thin clean'sand i.nter to ½ - 1" thick very dense, slightly damp below 2' 10- TD 43 - - - . - NO WATER/MOTTLING/CAVING ,. t• - . • . -. ........ t - 15- . . ;. . .--- . I - . .. . a • . - . -. -I . . ..• •.,. . GRAPHIC LOG trend— scale: V: * Test Symbols - . •. B - Bulk Sample • - . - . . R - Ring Sample I I i I I I I -1 I I . SC.- Sand Cone - MD - Maximum Density -. GS - Grain Size - - a , SE - Sand Equivalent - - E I - Expansion index - • . . . (90)- Relative Compaction _____________ Earth ________ technics GEOTECHNICAL TRENCH LOG Project Nam. RHEAD -. -. - Elevation 107 +/ - Trench No. T-2 Project Number 20237-01 - Equipment Cpse 980 Super L Backhoe - . GEOTECHNICAL DESCRIPTION Logged by W L cherling Date 6/21/00 Sampled by W_L Sherling 051 42 - SM SOIL/COLLUVIUM - See T-1 for descr4iption (82) more clay 2 - - C3 24J 5 8 97 9 M/S( BEDROCK -OLDER MARINE TERRACE - Sèeif-1 for description L TD 41 - NO WATER/MOTTLING/CAVING 10-. - L 15- 45 • .. 4 - . - .- . - GRAPHIC LOG tfld— scale:," 1"= * Test Symbols B - Bulk Sample - . R - Ring -Sample -SC- Sand Cone • - - - MD- Maximum Density GS - Grain Size - . SE Sand Equivalent • - - - - - Ell ' Expansion Index . - (go)- Relative Compaction - - garth ecIh1r1ics MAXIMUM DENSITY - OPTIMUM MOISTURE DETERMINATION The maximum density was determined in accordance with ASTM Standard D1557-78. The result by full laboratory curve is Sample Depth Maximum Optimum Location (Feet) Soil Description Dry Density Moisture T-1 0-2 (Soil Type A) Soil/Colluvium 126.7 10.2 grayish brown fine sand with clay T-1 2-4 (Soil Type B) Bedrock yellow clayey fine sand 118.4 13.6 and sandy silt SUMMARY OF EXPANSION TESTING U.B.C. METHOD 29-2 Sample Location Depth Expansion Index Expansion Potential T-1 0-3' 18 very low - l V VV I: - - - - ---V V . T VI Actual Values Best-Fit Line' .1 I STANDARD GRADING AND EARTHWORK SPECIFICATIONS These specifications present Earth Technics Inc., standard recommendations for grading and earthwork. No deviation from these specifications .should epemitted unless specifically superseded in the geotechnical report of the project or by written communication signed by the geotechnical consultant. Evaluations performed by the geotechnical consultant during the course of grading may result in subsequent recommendations which could supersede these specifications or the recommendations of the geotechnical report 4 - 1.0 General I.I. The geotechnical consult int is the owner's or developer's representative on the project. For the purpose Of these specifications, observations by the geotechnical consultant include observations by the soils engineer, geotechnical engineer, engineering geologist, and those performed by persons employed by and responsible to the geotechnical Consultant. 1.2 All clearing, site preparation, or earthwork performed On the project shall be conducted and directed by the contractor under the supervision of the geotechnical consultant. I -, 1.3 The contractor should be responible for the safety of the project and - satisfactory completion of all grading. During grading, the contractor shall remain accessible. - 1.4 Prior to the commencement of grading, the geotechnical consultant shall be . , employed for the purpose of providing field, laboratory, and office services for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the geotechnical consultant provide adequate testing and 'Observations so that he may determine that the work was accomplished as specified. It shall be the responsibility of the contractor to assist the; geotechnicâl consultant and keep him apprized of work schedules and changes so that he may schedule his personnel accordingly. 1.5 It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes, agency ordinances, these specifications, and the I •, • 0 - r - . S • STANDARD GRADING AND EARTHWORK SPECIFICATIONS PAGE approved grading plans If, in the opinion of the geotechnical consultant, unsatisfaôtory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a * quality of work less than required in these specifications, the geotechnical consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified.,- 1.6 It is the contractor's responsibility to provide access to the geotechnical consultant for testing and/or grading observation purposes' This may require the excavation of test pits and/or the relocation of grading equipment 4 1.7 • A final report shall be issued by the geotechnical consultant attesting to the contractor's conformance with these specifications 20 SITE PREPARATION 2A All vegetation and deleterious material shall be disposed of off-site This removal shall be observed by the geotechnical consultant and concluded prior to fill placement 2.2 Soil, alluvium, or bedrock materials determined by the geotechnical consultant as being unsuitable for placement in compacted fills shall be removedfrom the site or used in open areas as determined by the geotechnical consultant. Any material incorporated as a part of a compacted fill must be approved by the geotechnical consultant prior to fill placement. S - 2.3. After the ground surface to receive fill has been cleared, tit shall be scarified, disced, or bladed by the contractor until it is uniform and free from ruts, hollows, hummock or other uneven features which may prevent uniform compaction. 4 - . .. -- C - •i. 4 • •q ..- •., -. - ••- •. , : I • •- -. --' * -- 4 - 3--. • - STANDARD GRADING AND EARTHWORK SPECIFICATIONS PAGE -3 1 The scarified ground surface shall then be brought to optimum moisture, mixed as required, and compacted as specified If the scan fled zone is - greater than twelve inches in depth, the excess shall be removed and placed in lifts not to exceed six inches, or less - , .,- •; - •- - 4• , * Prior to placing fill, the ground surface to receive fi ellshl1-b observed, tested, and approved by the geotechnical consultant - 2.4 Any underground structures or cavities such as cesspools cisterns, mining shafts, tunnels, septic tanks, wells, pipe hnes,or others are to be removed or treated in, a manner prescribed by the geotechnical consultant - • - 2.5 ". In cut-fill transition lots and where cut lots are partially in soil, collu'ium * r. unweathered bedrock materials, in order to provide uniform bearing I conditions, the bedrock portion of the lot extending a minimum of 5 feet _ outide of building lines shall be overexcavation a minimum of 3 feet and replaced with compacted fill. Greater overéxcavation could be 'required as determined by geotechnical consultant where deep fill of 20± feet transitions to bedrock over a short distance: Typical details are given on Figure D- 1. - • 30 COMPACTED FILLS 3.1 Material to be placed as till shall be free of organic matter and other deleterious substances, and shall be approved by the geotechnical . consultant. Soils of poor gradation, expansion, or strength characteristics shall beplaced in areas designated by geotechnicàl consultant or, shall be mixed with other soils to serve as satisfactory fill material, as directed by - •• .- the geotechnical consultant. • - • - - - •-- • - t - - • - • ••: .--* • - 4:: - 94 I • I I • -- _ •I :• -• • • -. - • I • - - - I - S : STANDARD GRADING AND EARTHWORK SPECIFICATIONS • PAGE 3.2 Rock fragments less than twelve inches in diameter may be utilized in the fill, provided: 1.:. They are not'placèd in concentrated pockets. There is a minimum of 75% overall-of fine grained material to surround the rocks The distribution of rocks is superrised by the geotechnical . consultant. S .- 3.3 Rocks greater than twelve inches indiamèter shall be taken off-site, or placed in accordance with the recommendations of the geotechnical consultant in areas designated as suitable for -rock- disposal. (A typical% detail for Rock Disposal is given in Figure D-2. . 3.4 Material that is spongy, subject to decay, or otherwise considered - unsuitable shall not be used in the compacte4 fill. -. 3.5 Representative samples of materials to be utilized as compacted fill shall be analyzed by the laboratory of the geotechnical consultant to d&ermine'their physiCal properties. If any material other than that previously tested is - encountered during grading, the appropriate analysis of the is material shall be conducted by the geotechnical consultant as soon as possible. 3.6 Material used in the compacting process shall be evenly spread; watered,, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer. The fill shall be placed arid compacted -. on a horizontal, plane, unless othewise approved by the jeotechnical - consultant. . . . . 3.7 If the moisture content or relative compaction varies from that required by the geotechnical consultant, the contractor shall rework the fill until it-is "approved by the geotechnical consultant. • 3.8 - Each layer shall be compacted to 90 percent of the maximutu density in compliance with the testing method specified by the controlling governmental agency or ASTM 1557-70, whichever applies. •. -. / STANDARD GRADING AND EARTHWORK SPECIFICATIONS PAGE , If compaction to a lesser percentage is authorized by the controllmg governmental agency because of a specific,land use of expansive soil condition, the area to receive fill compacted to less than 90 percent shall either be delineated on the grading plan or appropriate reference made to the area in the geotechnical report 3.9 All fills shall be keyed and benched through all topsoil, colluvium alluvium, or creep material, into sound bedrock or firm material where the slope receiving fill exceeds a ratio of five horizontal to one vertical, in Accordance with the recommendations of the geotechnical consultant. -3.10 The key for side hill fills shall be a minimum width of 15 feet within bedrock Or firm materials, unless otherwise specified in the geotechnical report (See detail on Figure D-3) 3.11 Subdrainage devices shall be constructed in compliance with the ordinances .. of the controlling governmental agency, or with the recommendations of the geotechriical consultant. (Typical Canyon Subdrain details are given in Figure D-4. . . 3.12 The contractor will be required to obtain a minimum relative compaction of 90 percent out to the finish slope face of fill slopes; buttresses, and * stabilization fills. This may be achieved byeither over buildingthe slope and cutting back to the compacted core, or by direct compaction of the slope fade with suitable equipment, or by any other procedure which produces the required compaction approved by the geotechnical consultant. 3.13 All fill slopes should be plantedor protected from erosion by other methods specified n the geotechnical report. 3:14 Fill-over-cut slopes shall be properly keyed throigh topsoil, colluvium or creep material into rock or firm materials, and the transition shall be stripped of allsoil prior to placing fill. (See detail on Figure D-3.) V-- - . STANDARD GRADING AND EARTHWORK SPECIFICATIONS PAGE6 . 40 CUT SLOPES 4A. The geotechnical consultant shall inspect all cut slopes at vertical intervals not exceeding ten feet ; 4.2-, Af any conditions not anticipated in the geotechnical report such as perched water, seepage, lenticular or confined strata of potentially adverse nature, * unfavorably inclined bedding, joints or fault planes encountered during grading, these conditions shall be analyzed by the geótechnical consultant, and recommendations shall be made to mitigate these -problems. (Typical details for stabilization of a cut slope are given in Figures'D-3a and D-5.) 4.3 ' Cut slopes that face in the same direction as the prevailing drainage shall be protected from slope wash by a non-erodible interceptor swale placed at the top of the slope 4.4 Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinancesof controlling governmental agencies. - 4.5 Drainage terraces shall be constructed in compliance with the ordmances of controlling governmental agencies, or with the recommendations of the geotechhical consultant. . 50 TRENCH BACKFILLS 5.1 Trench excavations for utility pipes shall be backfihled under the supervision of the geotechnical consultant. 'V 5.2 After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean sand or approved granular soil to a depth of at least one foOt over the top of the pipe. The sand backfill shall be uniformly jetted into place before the controlled backfill is placed over the sand. 5.3 * The on-site materials, or other soils approved by the geotechnical consultant shall be watered and mixed as necessary prior to,placement in lifts over the sand backfill. t V STANDARD GRADING AND EARTHWORK SPECIFICATIONS PAGE 7 5.4 The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density as détennined by the ASTI D1557-70 or the controlling governmental agencies 5.5- Field density tests and inspection of the backfill procedures shall be made by the geotechnical consultant during backfihlmg to see that proper moisture content and uniform compaction is being maintained The contractor shall provide test holes and exploratory pits as required by the geotechnical consultant to enable sampling and testing. 60 GRADING CONTROL .6 .1 Inspection of the fill placement shall be provided by the geotechnical consultant during the progress of grading. 6.2 In general, density tsts should be made at intervals not exceeding two feet of fill height or every 500 cubic yards of fill placed. This, criteria will vary depending on soil conditions and the size of the job. In any event, an adequate number of field density tests shall be made to verify that the required compaction is being achieved. 6.3 Density tests should also be made on the surface material to receive fill as required by the geotechnical consultant. - 6.4 All cleanout, processed ground to receive fill, key excavations, subdrains, * and rock disposals should be inspected and approved by the geotechnical consultant prior to placing any fill. It shall be the contractor's responsibility to notify the geotechnical consultant when such areas are ready for inspection - - 1 - *- 4 - STANDARD GRADING AND EARTHWORK SPECIFICATIONS PAGE 'I 70 CONSTRUCTION CONSIDERATIONS .7.1 Erosion control measures, when-necessary, shall be provided by the contractor during grading and prior to the completion and construction of permanent drainage controls 7.2 Upon completion of grading and termination of inspections by the geotechnical consultant, no further filling or excavation, including that necessary for footings, foundations, large tree wells, retaining walls, or other features shall be preformed without the approval of the geotechnical consultant 7.3 Care shall be taken by the contractor during final grading to preserve any - berms, drainage terraces, interceptor swales, or other devices of permanent nature on or adjacent to the property. / - •- TRANSITION :LT DETAILS GUT-FILL LOT NATURAL GROUND 451 MIN H 30" MIN - - -c - ---------- ----- p'.------- ' . OV E RE XCV ATE AND R EC 0 M PACT -Ti---1 ------J .UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT CUT LOT • . .. NATURAL GROUND UN SU tTAB L E . - . 51 MATERIAL 30DMIN. COMPACTED.---- OVEREXCAVATE AND RECOMPACT . UNWEATHERED BEDROCK OR MATERIAL APPROVED BY. • THE GEOTECHNICAL CONSULTANT NOTE: •. -Deeper overexcovation and recornooction sha'l be performed -. if dejermined1 0 be necesscry by the geotecnicct consultant. BENCHING DETAILS --------------- FILL SLOPE U U U -- ---------- -------.-- U U -----•••_ _•____• • : _ • _ U - PROJECTED PLANE I to i-1moximum from toe _________ of slope to approved ground \ U. "_ REMOVE U UNSUITABLE NATURAL ___ ----7GROUND rt MATERIAL Af'=_2""MIN=___ (typicuI) VARIES -. 2' MIN. .15' MIN. U KEY rLOWESTBENCH1 DEPTH (KEY) U COMPACTED FILL OVER CUT SLOPE U REMOVE' U NATURAL . . . ------- - - - UNSUh- BL GROUND U - U MATERIAL - 1 ' MIN., BENCH U __ -r--=_ .. rBENC - HEIGHT U U - • -U- -E-29`0MIN.--_ _ (typicaf VARIES U - - -- \ >- - '- '' • '- - U - U 15' MIN. - U LOWEST BENCH U . U -. U • - - . - • . 'CUT . •• U FACE U / To be constructed'prior U - U• to fill placement , U 4 * . -i ._ •'' U . , NOTES: I i .UU U LOWEST BENCH: Depth and width subject to field change U based cr consultoht's inspection. U - - • , U SU2DRAI'JAGE:. .e:-k d:H may be required at the discretion ai the.georechnical consultant.-. FOUNDATION AND SLAB RECOMMENDATIONS FOR EXPANSIVE SOILS - (ONE AND TWO-STORY RESIDENTIAL BUILDINGS). EXPANSION INDEX EXPANSION INDEX EXPANSION INDEX ' EXPANSION INDEX 0-20 - 2150 51-90 . 91 1 130 - VERY LOW EXPANSION LOW EXPANSION MEDIUM EXPANSION HIGH EXPANSION 1-STORY FOOTINGS ALL FOOTINGS 12 INCHES ALL FOOTINGS 12 INCHES EXTERIOR FOOTINGS IS EXTERIOR FOOTINGS 24 INCHES DEEP. FOOTINGS DEEP. FOOTINGS ANCHES DEEP. INTERIOR - DEEP. INTERIOR FOOTINGS IS CONTINUOUS. NO STEEL CONTINUOUS. 1NO. 4 BAR FOOTINGS 12 INCHES DEEP. INCHES DEEP. 1-NO. B EAR TOP REQUIRED FOR EXPANSION TOP AND BOTTOM. I-HO. 4 BAR TOP AND AND BOTTOM. FORCES. .. BOTTOM. k 2-STORY FOOTINGS. ALL FOOTINGS IS INCHES ALL FOOTINGS Ii INCHES. ALL FOOTINGS 15 INCHES EXTERIOR FOOTINGS 24 INCHES DEEP. FOOTINGS . DEEP. FOOTINGS DEEP. FOOTINGS DEEP. INTERIOR FOOTINGS IS CONTINUOUS. NO STEEL CONTINUOUS. I-NO. 4 BAR •. CONTINUOUS. I-NO. 4 BAR. INCHES DEEP. 1NO. B BAR TOP REQUIRED FOR EXPANSION TOP AND BOTTOM. TOP AND BOTTOM. AND BOTTOM. FORCES. ............ GARAGE DOOR GRADE - NOT REQUIRED. 12 INCHES DEEP. I-NO. 4 BAR IS INCHES DEEP. 1-NO. 4 BAR 24 INCHES DEEP. I-NO. B BAR BEAM . . TOP AND BOTTOM. TOP AND BOTTOM. TOP AND BOTTOM. LLVIHG AREA FLOOR SLABS 3112 INCHES THICK. NO MESH 31/2 INCHES THICK. 3 1/2 INCHES THICK. 4 INCHES THICK. 8 5 8-elI - . REQUIRED FOR EXPANSION 0 X 0-10/10 WIRE MESH AT S S 0-10/10 WIRE MESH AT. WIRE MESH AT MID-HEIGHT. FORCES. NO BASE REQUIRED. MID-HEIGHT. 2 INCHES MID-HEIGHT. 4 INCHES - NO.3 DOWELLS FROM FOOTING 0 NIL VISOLIEEN MOISTURE GRAVEL OR SAND BASE. S GRAVEL OR SAND BASE. S TO SLAB AT 30 INCHES ON - BARRIER PLUS 1 INCH SAND. NIL YISOUEEN MOISTURE NIL VISOUEEN MOISTURE CENTER. 4 INCHES GRAVEL OR BARRIER )LUS 1 INCH SAND. BARRIER PLUS I INCH BAND. BAND BASE. B NIL VISOUEEN - . MOISTURE BARRIER PLUS 1 - - . INCH SAND. GARAGE FLOOR SLABS 31/2 INCHES THICK. NO MESH 3 112 INCHES THICK. 3 1/2 INCHES THICK. , 4 INCHES THICK. S X 5-5/8 REQUIRED FOR EXPANSION S 5 0-10110 WIRE MESH OR S X 0-10/10 WIRE MESH OR WIRE MESH OR QUARTER FORCES. NO BASE REQUIRED. QUARTER SLABS. ISOLATE QUARTER SLABS. ISOLATE SLABS. ISOLATE FROM STEM HO MOISTURE BARRIER FROM STEM WALL FOOTINGS. FROM STEM WALL FOOTINGS. WALL FOOTINGS. 4 INCHES REQUIRED. . 2 INCHES ROCK. GRAVEL OR 4 INCHES ROCK. GRAVEL OR ROCK. GRAVEL OR SAND BASE. SAND BASE. NO MOISTURE SAND BASE. NO MOISTURE NO MOISTURE BARRIER BARRIER REQUIRED. BARRIER REQUIRED: • REOUIREO. FIlE-SOAKING OF LIVING NOT REQUIRED. MOISTEN SOAK TO 12 INCHES DEPTH SOAK TO 18 INCHES DEPTH SOAK TO 24 INCHES DEPTH TO AREA AND GARAGE SLAB PRIOR TO POURING • TO 4% ABOVE OPTIMUM TO 5% ABOVE OPTIMUM B% ABOVE OPTIMUM MOISTURE BOILS • CONCRETE. • MOISTURE CONTENT. MOISTURE CONTENT. CONTENT. NOTES: 1) ALL DEPTHS ARE RELATIVETO SLAB SUBGRADE. . ,. 2) SPECIAL DESIGN IS REQUIRED FOR VERY HIGHLY EXPANSIVE SOILS. . - . FOUNDATION AND SLAB.DETAIL . .- . (NOT TO SCALE), . . • . SLAB SUBORADE WIRE MESH . SAND LAYER '- EN f/__GRAVEL DOWEL (WHEN REOUIRED) SLAB . OR SAND BASE (WHEN REOUIREO) NO BAR DUI RED) JOB NO.: DEPTH OF DEPTH OF EXTERIOR FOOTING FOOTING SOIL - - INTERIOR FOOTING - EXTERIOR FOOTING .. . - FOUNDATION AND SLAB RECOMMENDATIONS L DATE: . . . .. . - 1FIGURE NO.: - . EARTH TECHNICS / , *- t I- S _•5S - REFERENCES - Blake, T.F., 1998, Computer Services Software, A Computer Program fo the Probabilistic DeterminationPrediction of Peak Horizontal Acceleration from Digitized California Faults, FRISKSP, July 1998 S . . 5 . . - - S-••5_' • Blake, T.F., 1998, Computer Services.Software, A c61nputer Program to Determine Historical Seismicity from :Digitized California. Faults, EQSEARCH, July 1998 - - 5 5 Hart, E.W 1997, Fault Rupture Hazard Zones in California, Calif.5.Div. Mines &Geology,Speciai Pub. 42, 35 pages. Ploessel, M.R., Slodson, J.E., 1974, Repeatable.High Ground Accelerations from Earthquakes, California Geology., September 1974 . . - I. S •••i .4 Weber.' F.. H., 1977, Seismic Hazards Related to Geologic Factors, • Elsinore -and Chino Fault Zones, Northwestern Riverside County California, C.D.M.G. Open-File Report 77-4 LA S.- Weber, F. H.,,1963, Nines- and Mineral Resources San Diego County, County Report 3,C.D.M.G. 309 pages 5 -5- 3A0 42OVE1ANG 1 __:_J_::_:. ::_:::_ ._;i.z:::: . COMPOSITION ROOF AG I k SR 1054043 )R: Drag - BEVELED END BLOCK . L DRAG = 1800 R: Girder CIURAL TRUSS INCASSUMES NO X ATH I k TH 1054041 IC: Hip Corner -- - - PONSIBILITY FOR TRUSSES CUT /' I IL - CALIF HIP IS: Hip Girder - INSTALLED IMPROPERLY. : /HC HIP CORNER RAFTER IS: Hip Set , * CHARGES A[ NOT ACCEPTED C ICONVENTIONALI RAFTER/END JACK HT: Hip Truss OHS 3 B HG PL 1054485 X Jacks - - - \ CT 2 . - DRAG = 5000 8: Stub - 0 7' - - _iI_ - - = CTR CALIF HIP H Tern Hip LUIH b1I4LfliJ - - /NC HIP CORNER RAFTER TA Truss 61 /J( RAFTER/END JACK CS 2 C. GA 1054044 1 coii~ F L - DRAG 6500 :. :11 IONA - - _______ CT 2C.TR899451 - EI) I - - CTH - I C: TH 904656 - - • - — CALIF HIP ) I - - FHU >1 - - / )'2 /l-IC HIP CORNER RAFTER ETh 1 / . - /Jl( RAFTER/END JACK - WT CIA I C: TA OR 1054038 I- - - / - DRAG = 6500 - 1GR 1054042 • - _ — - DRAG = 6000 - * 1 1 a TA 899452 - -; ii J'- - ) - - .. 0TH 1 a TH 904657 - I CALIF HIP - - - OWE I /HC HIP C0Rt€RRAFTF 7 — L /JK RAFTER/EM JACK EVibVED U REVISE AND RESUBMIT EH 2 E HS S8 105-4045 CALIF HIP J Li REJECTED U FURNISH AS CORRECTED /FJC HIP CORNEA RAFTEfI Corrections or comments made on the shop drawings /J( RAFTER/END JACK during this reviewdonot -relieve contractor from corn- END 2 E HS SB 904660 I pliance with requirements of the drawings and NVENTI I LUS JRO - CALIF HIP I specifications This check is only for review of general BItS - /NC HIP CORNER RAF1 conformance with the design concept of the project L j /JK- RAFT ER/END JACK and general compliance with the information given in-the contract documents The.contractor is responsible EHT. 2 E. NT 58 1054045 for 0 EHU I E. NT 58 1054046 confirming and correcting al! •quantitsand.. - dimensions selecting fabrication processes and = = n-v c wi cn QflAfl techniques of construction coordinating his work with that of all other trades; arid"performing his work in a 1054040 safe and satisfactory manner. The structural .integnty;; ETB - I E TR SB 1054039 of items shown in these shópdrains;arethesole ETU I E: TA SB 899454 responsibility of the Contractors Engineer;. not [çe 3/32-1 TH&A INC -. -O Date r2dID3 By ' CoZ33(V 4 ,. 4 .. 1 . çQ V7 24.0 I56—O5 Z- 1'= 100' X HIGHLAND DR. 152.03 ,' .. . IN .6 60 '.1 7iZ5 . •3 ,t 53.0/ 44.5.9 538 thBJS /1002 (' y 3/329 •• °28 24.5i 24 %9 . PAR.0 9';p 9L u 0.50 A IN 30 C . .23 INN 0 ., . . 030 • i,23® PAR. 4 'VeO40E /64.75 : 3.24. g98" P ®- . .. . . . 24 o V Oao~a,E 224 (_3. 29 PAR. : , ,,,,, &t.j, PAR c. . ifv . 9 0PM276 Ooo09E 28 25 70- '04 ".'5PMI34I5 Lu vi 28. tc . (;;_•\ . .c 25.81 -f " Th PAR.3 . PAR.2 ' PAR.1 27'' '•' . 2 p 6.2 tA :20 20 -i384 — Q k 216/2 NoO47-E rj - Lcrr CLS - , M4944 M4944 PM13415 z8. ii . . . 3I79 M3179 'ig.90 PM 979 23.74 .V8°0469E - fl -.-. 5 i m PAR.3 .- /20.: :ft 00 (c.O.66AC I 00 (T 3 •.. . '1- • ' 6 ,4a • ...___ ( . . PAR.2 2 0 tv /4188 . r2 45, 344 LLJ PARI 44 PM979 ST. ' CLsD. 43.0? I 1 •• •57•k •dp• •9j9 $ ,VO'0007'W N000'07'/v/ - . S0oi'iw P. — - - - ----J - - - - N;;;.: N'0/ 04 E /20 SPRUCE . POR.7 ST. _-"-- so'r'v CQ) • rMAP4g44—LEBARR ESTATES UNIT NO.2 MAP 3179—SHANGRILA TCT—.BLK 8 SECOR.OF - - MAP 532—CEDAR HILL ADD. - TCT..6 M1719 - . . ROS 2608, 3896, 8864, (3744 . , [ City of Carlsbad 1635 FaradayAv Carlsbad, CA 92008 . 05-30-2003 Plan Check Revision Permit No: PCR03095 Building Inspection Request Line (760) 602-2725 Job Address: 1434 FOREST AV CBAD Permit Type: PCR Status: ISSUED Parcel No: . 1560523200 Lot #: 0 Applied: 05/12/2003 Valuation: $0.00 Construction Type: NEW Entered By: RMA Reference #: Plan Approved: 05/30/2003 Issued: 05/30/2003 Project Title: WORTHING RES-REV TRUSS CALCS Inspect Area: Applicant: Owner: - ovo O i" " / 01 02 WORTHING BROOKS A&PAMELAJ WORTHING BROOKS A&PAME LAJ CGP 60-00 PO BOX IO41 PO BOX IO4I CARLSBAD CA 92018 ' CARLSBAD CA 92018, Plan Check Revision Fee ,,' ' $60.00, Additional Fees / ;. .'$0.00' \ \ Total Fees: $60.00 Total Payments To Date: $0.00 Balance Due: - $60.00 ...— / j j L S it I I / FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure 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 fIvfn,,f ,.,h,-h ,,,,,, nrui,..,,d,, kn mi-n MC'ITI(' f,, *hi,,.r,.. f,, ,.,hi,-h tfrn ,'sf I,,f,-,n.. n,...,,,,,,..,l,, n,,-1 4 FOR OFFICE USE ONLY/C3P5 PERMIT APPLICATION* ,.. .. - PLAN 'CHECK NO.__________ CITY OF CARLSBAD BUILDING DEPARTMENT EST VAL k1 A 1635 Faraday Ave., Carlsbad, CA 92008 . . ' Plan Ck. Deposit •. . • , •. . : Validated By . • -. , Date IL NFO -f A. . . XAddress (include Bldg/Suite #) . . '. - Business Name (at this address) - - —" AJ . • . . -. Legal Description ' - Lot No. Subdivision Name/Number Unit No. Phase No. Total # of Units Assessor's Parcel # Existing Use ., Proposed Use ., . °. ' . ? - • , Description of Work . SQ. FT...' #of Stories # of Bedrooms # of Bathrooms X Name Address . , ,- ,,,., City . State/Zip , Telephone # Fax # ' - - P;Iip PC IQK ii/ . . Name ' •. Address , -* City State/Zip Telephone # Name Address City Iafo,Tip Telephone # coN c NYN&ME,,Saw --,- . - (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 703 15 by any applicant for a permit subjects the applicant to a civil penalty, of not more than five hundred dollars 1$ 5001). ,4. -jCrc.- /ôi . CIb2.A CA- 520c)8 7O -21-ib5 Name Address City State/Zip .,, Telephone # State License# ' ' 'License Class City Business License 4 -- . Designer Name ,. Address . ' . City . State/Zip-'Telephone .4'.,, State License 4 WO jjSAT '" Workersi, Compensation Declaration: I hereby atfirm under penalty of perjury one of the following declarations: I have,and will maintain a certificate of.consent to self-insure for workers' compersation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier -and policy number are: . . . ,47 .., Insurance Company PolicyNo' k . ' Expiration Date_________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$'1001 OR LESS) •. :. ' a 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: Failtre to secure workers' compensation coverage is unlawful, end shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE • . . •' • . DATE ar I hereby affirm that I am exempt from the Contractor's License Law for the followiny reason: • . '. . •• , I, as owner of the property' or my employees with wages as theirsole compensation, will do the work ad ,the structure is not intended oçoffered for sale ' '(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon,'and who does such work-himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclisively contracting with licensed contractors to construct the project (Sec. 7044, Business and Piofessions Code: The Cotractor's'License Law' does not apply to, an owner of property who builds or improves thereon, and contracts for such projects 'with contractor(s) licensed pursuant to the Contractor's License Law). - . ,, - . • . -. • • • - 0 I am exempt under Section Business and Professions Coda for this reason: .- ' • . . ' - . 1: I pe'rsonally plan to provide the major labor and materials for Construction of the proposed property improvement. 0 YES ONO , 2. I (have / have not) signed an application for a building permit for the propOsed work. 1., - • . A . - ' 4'. •' • • • - I have contracted with the followin person (firm) to provide the proposed construction (include name / address / phone number /contractors license number): I plan to provide portiOns of the work, but I have hired the following person 'to coordinate, supervise and 'pro'v'ide the major work (include name / address / phone' number / contractors license number): ''•.i _••.-, _.' _.•• _•• - I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include nanie / address / phone number I type of work): • , .' . - - • ' - .'. ' ' -• 11 PROPERTY OWNER SIGNATURE -•'-'.'- __' DATE r'" __-, _•' , ' ,•' • . - . - Is the applicant or future, building occupant required to submit a business plan, acutely hazardous materials registration fOrm or ik rnu;ment and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act?, 1D YES 0 NO - • - -. • a - - -: Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 - YES 0 NO i Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? 0 YES. 0 NO 'r-- 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,'. , L- • - •- .- - -'-- ,. ' • - f I hereby affirm that there is a construction lending agency for the performance of the work for which thi,, permit is issued (Sec 30970) Civil Code( LENDER'S NAME LENDER'S ADDRESS '4 - I certify that I have read the application and ;tate 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 aüthorize'representatives of the Cit%' of Carlsbad to inter upon the above mentioned - property for inspection purposes. - I ALSO AGREE TO SAVE. INDEMNIFVAND 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 l5ermit is required for excavations over 5'0" deep anddemolition 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 abandorieci at any time after the work is commenced f - iod of 18Q days ion 106.4,4 Uniform Building Code), APPLICANT 's DATE - - WHITE. File • YELLOW. Applicantt PINK. Finance - • • . - I ' • - •'. .' 4 -, , ' " 'i,- •, . • - • - I • I %., •, , F - -. _ - EsGil Corporation F - In cPartners flip with Government for Bui(ding Safety DATE: May 21, 2003 NT JURIS JURISDICTION: Carlsbad D PLAN REVIEWER El FILE PLAN CHECK NO PCR03-095 (Old 02-3314) SET I F -' - j. ,.• - - PROJECT ADDRESS:' ADDRESS 1434 Forest Ave PROJECT NAME:.Truss Revisions for Worthing Residence LII The plans tran'mitted herewith have been corr'eted 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 enèlosed check list and should be corrected and resubmitted for a complete recheck. . F The check list transmitted herewith is for your information. The plans -are-being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant' copy of the check list is enclosed for thejurièdictioh to foard to the .applicant contact person. LII The applicant's copy of the check list has been sent to -. Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esil Corporation staff did advise the applicant that the plan check has been completed. - - Person. contacted Telephone -4; Date contacted: . (by:... ) Fax #:. Mail Telephone Fax In Person REMARKS: .Truss layouts must be stamped and signed by Engineer of desirkq3J By: Bill Elizarraras Enclosures:- - Esgil Corporation D GA D MB fl EJ LI PC 5/13/03 - - - - F trnsmtLdot -. - F ,.- - 9320 Chesapeake Drive, Suite 28 • San Diego, California 92123 • (858) 560-1468• Fax (858) 560-1576 a ¶ F Carlsbad PCR03-095 (Old 02-3314) May 21,2003 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad * PLAN CHECK NO.: PCR03-095 (Old 02-3314) . •.. . PREPARED BY Bill Elizarraras DATE May 21, 2003 BUILDING ADDRESS 1434 Forest Ave..,Revisions BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION-'- VN BUILDING PORTION .. .' AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICb 113y Ordinance 1994 UBC Building Permit Fee 1994 UBC Plan Check Fee I $60001 - Type of Review U Complete Review j Structural Only 1:- LI Other LI Repetitive Fee L !!Repeats Hourly J 0.51 Hour . Esgil Plan Review Fee Based On hourly rate Comments: - ... Sheet of I macvalue.doc - * I J6z1//44rzi/i1v2/r_r COMMERCIAL • RESIDENTIAL' 'ROOM ADDITIONS' COMPETITIVE PRICES• FREE AND PROMPT ESTIMATES• S -v -, -t Spec i al iz i ng in roof and f loor trusses '60 : ':H, ok "OP . • - I- - • • rI; 2847 INDUSTRY STREET •. (7601722 - 7696 •• OCEANSIDE, CA. 92054 FAX (76o) 722 - 04387 • v —i U ID =co J\ 3fl1 Fi cn C) o .... - a -" o COD '.CPC) c03€ ..;--. w —Ifn 3C) CD CD CD '< - 10 o . o CD ft ci cn.2 =om co CD C, in-go-TML4,12w - 29-5 1/2° t3- 28-5_1/4 C2 CD ID —cn E3 It Fn __ 28 -8_3/4 5 2. CD 03 Cl. Q. CO ! . C)., cn Cl - S .. - •. •. - ' 29-0 -1/4° 15'-4 3/40 . S -, • - - - - - & 'rj - 1/2° 6'-711 75- i = — ; TN f\ -i Lo .,, CAI -At C3 (JK>12 _ = _ L /• ci / STUB 1 ,-p /4" - • - CD is . STUB' o8/4u _'.ciJI C -- r -r • CD - Cl) :0 • • . -4 >- • C CD i-ri CD >- - ci 4-4 • Cl - 31. CD >- I—I mo >- 01 -1 • • - -• • - -• Cl) I • . 5'4 :0 M s-s 4 - - • • 0 -fl Cl) C) I\.) 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C))- -J ci 03 . ci . i-fl I -) W ci - A (0 -J . 0101 01 01 01 - II II II II II 3 I _ - • — CD 03 Cu s-- Cu ci - ci 03 (C) . 01 Cii 01 Cii - Cii I rn.c) CD I) o -. _ -. •_. . .. , - -. -•- . . - - V • -. -< . -• S. _ - S - -l••• -- 4-_ '.5 4' i-) - S_•.• ----S. '5 --. 5- - 0 5 -5 V - -- 4_ - . .•- • - • • - - - • • --S • .5 • -. C • .-• • --- • -4 C - . -5- -• .3 5 - V 5_ -• • - '-S - V - $•_ 4_S •••4. • ---5---- H -' I ON 11111 11111 N 111111111 1I Jill 1 - RAFTER SPAN C)RTS - 1998 Cumpulrus, Inc TRUcTURLTRUSS INC. LOAD DURATION INCREASE = 1.25 SPACING 24 P.P. Manuracturing 'Engineering . Computer Systems C t_ CERTIFIED INSPEc RAFTER SLOPE <4112 RAFTER SLOPE:!--7 411;C JST I S STRICIT ACCORDANCE TCLL (PSF) 20 20 20 16 16 16 10 WITHUB023') TCDL(PSF) 5 16 20 7 14 19 PRFABRICTED TOTAL(PSF) 28 35 40 23 30 35 C-1x2.6 ________ _______ ____ S SEE EE CHART 2x4:or 2x6 c25j6 NOTE: CONNECTOR PLATES SIZED FOR HANDLING ONLY AND V MAY BE REPLACED WITH EQUAL FASTENER. SLOPE < 4:12 = -IJ240 LIVE LOAD SLOPE >= 4:12 = U180 LIVE LOAD _______ V CEILING JOIST = U240 LIVE LOAD ssl t4o. 27635 LIJ DATE: 01/01/98 REF: 25-1 DES: VSC SIZE GRADE SPECIE END VERTICAL MAY BE OMITTED IF TOP CHORD IS __ ______ - ADEQUATELY SUPPORTED.___ ______ _____ 2x4 SS OF 8'-3 76' 7'-2' ''"7'2x4 #1&BTR DF 8'-? 7-5' 7'-? 9-7' 7191 715e 2x4 #1 OF 7'-11 7'-3' 6'-ll'2x4 #2 OF 7'-9' 7'-?eli2x4 CONST OF 7-2' 6'-S' 6'-O' 7'-ll' 6'-lV2x4 STUD OF 6-2'5-2' 2x4 STAND OF 4'g• 45!5'-ll' 5'..2' 4l 2x4 SS HF 7-9' 7-1' 6'-9 7'-6'2x4 #i&Bi HF 7-7' 6-1?2x4 #1 HF 7-7' 6'-1 1' 6-8' 9-0' 7'-4'V2A #2HF 7 6'4' 8'-7' 7'-O' 6'-7'2x4 CONST HF 7'-l' 6''7-10'6'-lO' 6'-4' 2x4 STUD HF V 62'2x4 STAND HF 5'4' 4•9' 4•5 5lV '4'9'.2x4 2400F MSR 8-4' 7'-8 7'-4" o'-iT 8.-i!V7••_• 2x4 2100F MSR 8-1' 7'-5 7'-1 9'7 7'9 7'.5 V 10'-2'2x4 1950F MSR 7'-ll' 73 61.11! 9'5' 7'7' 73 V 1O'OF2x4 1800F MSR 7'-9 7-1' 6-9' 9-3' 7-6' V 9'i0'2x4 1650F MSR 7-7'6-ll'.9'-7'2x4 1450F MSR 7-3' 6'-7 6'-4 8'i 70' 7 - 9'-2' SEE CHART FOR MA)(_SPANS V AND LUMBER GRADES DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) IF DL >= .5 LL (ALL SLOPES) L1180 TOTAL LOAD ______ ______ 2x6 SS DF 12'-ll' 11'-lO11-4' 15-4' i2!5'2x6 #1&BTR DF 12'-9 11'7! 11,-i. 15-1' 12-3'2x6 #1 DF 12'-6' 11'-5' 10-10 14-3' 122x6 #2 OF 12'-l' 10-10' 10-1'13.4! li'-8'10'-lO' 15'-5'2x6 STUDOF 8-4' 7-9' 10'-3' 9'-O' 8'-4'2x6 SS HF 12'-3' 11'-2' 10-8' 14-6' V 11'-9' 11'-2" 15'-S'2x6 #1&BTR HF 12-0' 10-11' 10-5' V 14'-2' 10'-li' 10-5' 13'-ll 11.6!2x6#2 HF ll 10'-5' 10'-O' 13'-2 11.0!2x6 STUD HF 9'- 8-4' 7-9' io'-3' 9'- 8'-4'V2x6 •2400F MSR 13'-2' 12-0' 11-6' V 155 12'-8'2x6 2100F MSR 12-9' 11-7' 111.1 15'-? 12'-3' 1V-7'•2x6 1950F MSR 12-6' 11-'''12'-O' ii'-5' 15-9'2x6 180SF MSR 12-3' 11-2' 10-8' 14'-6' 11'-9' 11'-2'15'-5' r FILE NO Rafter/End Jack Chart 2x6 165SF MSR • • 12'-O' 101-11' 1 101-5' 14'2' 11'-6' 10'-ll' 15'-? 2x6 1450F MSR 11'-5' 101-5 10-0' 13-6' 1'-0 1015' 14'-51 - V V V•VVVV •V •VVV•V .V - 111111111111111 t*J cr,Z-r)i',i..cZ?.. I (11111 11111 11111 11(11 11111 11(11 1(111 liii liii LUMBER SPECIFICATIONS 12- 9- 0 GIRDER TRUSS SUPPORTING 8- 0- 0 ° ANSI/TPI SINGLE MEMBER FORCES 4WRG0 LOAD DURATION INCREASE 125 . T 1- -2042 B 1 1973 If 1- -. 695 - - SIZE SPECIE GRADE PANEL(S) . T 2= 72042 B 2' 1973 TOP CHORDS: .., LOADING ?x 6 OF 12 1. ,2 . - . LEFT = 1052 RIGHT 1052 BOTTOMClI000S: . TC UNIF LL( 40.0) +DL( 16.0) 56.0 PLF 0' 0" TO 12 9.0" VERT . -. 2x 6 OF 12 I," 2 - ". BC UNIF LL( 60.0) +DL( 49.0)= 109.0 PLF 0" .0" TO 12" 9.0" VERT BEARING AREA REQUIRED (SQ. IN) WEBS: . ., S JOINT 1 1.58 OF / 2.60 HF / 2.48 SPF 2x 4 OF STAND I . JOINT 3 1.68 OF / 2.60 HF I 2.48 SPF óio 2 1800.00 LBS DRAG LOAD BC LATERAL SUPPORT <- 12"OC. UON. 6-04-08 . 6-04-08 12- 12 , 3.00 - 3.00 -- SJONAt TC-2.56 C-t.W.6 C-2.56 OAFi\ SS INC. TURALTRU NIP - 120900 87 TA cORDANCE ATFED Scale: 1/2" - .- JOB NAME: MAST • This de5iqp prepared from computer Input by Structural Truss. Inc. WARNINGS-. General Note., unless otherwise noted: . Read of G.nesol Not.. and Warnings 5.10w oonetn.clion of Into..,. 1. Design to support loads as shown. fles I n canto as to UBC-97 Anver I 07 IlL) - B..ud.. ewl .e...1!ofl contractor ,hsold I.. .dot..d of et Omen1 Not.. ond 2. Dcsi9n assumes the top and bottom chord, to 5s laterally braced or . Warninus b foro construction 7O o.c. and 0112-0" O.C. respectively. . 1.3 sonipwoolon web bendng mi.el b.InnI.0.d where shown =. - 3. 2x4 impact bridging or lateral bracing whereshown + + " ................................................................ nsta a on o truss is a responsibility o I e respective contractor. DATE- 1/ 7/2003 - 4. AU lateral (sic. nnl.IIn .I.rn.nt. eseb.. Ien.psresy end permanent broth.5. 5. Design assumes trusses are to be used in a non-corrosive environment. - . . no.1 be dwin.d end pronld.d by designer of ooiepl.I* etnootsi.. and are for "dry condition" of use. -. Compotn.. Simon no wapon.ailiity for such bracing. S. Design assumes full bearing at all supports ahown. Shim or wedge if I DES BY: " 6. No lead should be applied loony 000.ponent until after .5 bnthig end necessary. - •. . - nm ii ru uflC. I 1 I t d t time - I odd loads th d t 7. DesIgn assumea adequate drainage is provided. Id S 0.4 °' '$ 5 '° 8 Plates shall be located on both laces of truss and placed so their center lines coincide with joint center lines. 'SEG.: 1054043 S. Compototto has no central over and assumes no reoponodhUlty (or die 9. MNsUIACti.Iaro - 11301(uIala . cox.'UlLRGioIfMu - -. fabrication. handling. ehlpnienl and Ineteletion of coniponm.t.. 10. For basic design values of the Computrus Plate, indicated by (ho prehx 7. This desIgn In rcndsh.d .obfooi to the Inoltetlona on tot... desIgn. at tortS "C", see LC.8.0. R.R. 4211. by lan Tot.., list. 6i.lhootebiIi,..*ig Wso5 Tn...... lila-eS". • oopy 01 11. The Computrus Not SectIon Plate I. indicated by the prefix CU. the -.................................................... - wNdh oil be furnished by Con-.plamu open request. designator (18) indicates 18 ga. materiel Is used. All others are 20 ga -- -. I(jiIiiI(I(IIiI LAJo7zT7l,Nc-- A0r'l LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: I - - 2x6 OF #2 1.2 80110W CHORDS: 2x4 OF #2 1,2 - WEBS: 2x4 OF STAND TC LATERAL SUPPORT <- 12OC, UON. BC LATERAL SUPPORT <= 12"OC. LION., 12- 9- 0 TERMINAL HIP SETBACK 6- 4- 8 FROM END WALL AN5I/TPI SINGLE MEMBER FORCES 4WRGU - LOAD DURATION INCREASE - 1.25 + . 1 1- -2094 8 * 2016 N 1- 133 I 2° -2094 B 2= 2015 LOADING LEFT 810 RIGHT 830 .,TC UNIF LL( 40.0) +DL( 36.0)- 55.0 PLF 0' .0" TO 12' 9.0" VERT . BC UNIF LL( 0)+OL( 20.9)° 20.9 PLF 0' .0. TO 12' 9.0' VEAl ' BEARING AREA REQUIRED (SO. IN) JOINT 1 1.30 OF / 2.00 HF / 1.91 SPF TC CONC LL( 456.9)+OL( 162.8)- 639.6 LBS 9 6' 4.5' - JOINT 3 1.30 OF I- 2.00 HF / 1.93 5FF 6-04-08 6-04-08 1 12 12 3.00 ~RUCTUOL TRUSS INC' C-4x6 40 . %CTACC0R0AM 46 \NI rH U.B. CATED PREFABRI C-2.5x6 YOM• H. .- a .' .,- -. -E lab tO 0A.- - 12-09-00 Scale: 1/2' JOB NAI4E MAST ' - . This design prepared from computer Input bY Structural Truss. Inc. • WARNINGS; General Notes, unless otherwise noted: - 1. Read all General Nat,. and W.nabrs before oonetnastjan of teas.... 1. Design to support loads as shown. De 19n conforms to LIOC-97 Anyer: .07 (IL) -w . . - 2 BaUd.. and .reotien esnt,s.to, ehoadj be .dole.d of .6 General Na,., and aside hot.'* notnastl 5 S an m •fl505 2. Design assumes the top and bottom chords to be laterally braced at - 2'-0 o c and at 12'-0* a c respectively. -- - . . ... 3. 1.3 sampnaaefon web bracing must be Installed eaher. shown +. 2x4lmpactbridgingorlateraibracln rauiredwhereshown+ + Installation of truss is the responsibility of the respective contractor. DATE / 7/2003 . 1. 4. AU latent fare. restating element, such a. temper..y and permanent bredeg. be deigned by design.. 5. DesIgn assumes trusses are to be used In a non-corrosive envIronment, meat and proeid.d of oampl.t. etnaeta,.. Csmputnaa ee,men no responsibility for curd, bracing. any 'dry .• and are for condition" of use. 8. Design assumee full bearing at all supports shown. Shim or wedge it - qmpu ruInc, . DES. BY: S. N? load should be aPr.d to sampenotit unto faw.f br dnand fasteners or esmpf and at C themshould my , f d I o'ee er than design 7 Design assumes adequate drainage is provided. Plates shall be located on both faces of truss and placed so their center - SEQ.: 1054041 lead. be -pptl.d to -y copmanl. e. Computrus has no control over and assumes no !.spenttbWty lay thl lines coincide with joint center lines. Digits Indicate size of plate in inches. MAIIWACTLNBIO. CNY016114 - fabrication. hondUng, oidpmertt and Installation of eompanenta. For basic design Values, of the cofnptiliva Plate, Indicated by the prefix -- 7. This design fa furnished nE4.afto the tndauonasntnaosd.atqny lot forth 'C, eeol.C.B.0. KR. 411. ' 6 sir Tea. mat br thus 6. Bresin W 4 7n en 1B-1 copy 11 The Computrue Net Sectt n Plate Is Indicated by the prefix CN the deal 181 lBga.materlall.usad. At others .re20go. °- - •- whfaltw9b.t,and.ft.dbyCsmputeaicvenrequ.ot.' - UBC 97/TPI 3 MEMBER FORCES -25507 8 1= 25525 4 1= -25104 B 2- 25526 W 2- 1 3- -24831 8 3- 28077 N 3 1 4- -28077 8 4- 29079 N 4- 1 5- -29259 B 5- 27783 N T 6= -24186 B 6= 24186 W 6= 1 7- -21582 8 7- 22575 N 7- 1 8 -21828 B B= 22575 T 9- -23439 LEFT - 8121 RIGHT 4PHGD 5655 W$Os a;y; -5409 Nil? r43 4050 W421 185. -1$52 W3 L*21 267 NIl' '""•1 - 7269 BEARING AREA REQUIRED (Se. IN) JOINT 1 12.99 OF / 20.05 HF / $9.11 SPF JOINT 10 11.63 OF / $7.95 HF / $7.10 SPF ICOND. 2: 5000.00 LOS DRAG LOAD.I RM HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. 1(1111111111111 )o7z-,q/ A/Z,- ,/"J'1/937"" - LUMBER SPECIFICATIONS 25- 0-12 HIP GIRDER SETBACK 6- 7- 0 FROM END WALL SUPPORTING 29- 5- 8 SIZE SPECIE GRADE PANEL(S) LOAD DURATION INCREASE 1.25 + TOP CHORDS: ?x 4 OF I1&BTR 1- 9 LOADING BOTTOM CHORDS: 2x 8 OF 11&BTR 1- 8 IC UNIF LL( 40.0)+OL( 16.0)- 56.0 PLF' 0' .0" TO 5' 7.0" VERT WEBS: ICUNIF LL( 85.8)tOL( 34.3)- 120.2 PLF .6' 7.0" TO 18' 5.8' VERT 2* 4 OF STAND 1-14 IC UNIF LL( 40.0)fOL( 16.0)- 55.0 PLF 18'. 5.8 TO 25 .8" VERT BC UNIF LL( .0)+OL( 21.5)- 21.5 PLF 0 .0" TO 25' .8" VERT IC LATERAL SUPPORT c= 12"OC, UON. BC UNIF LL( 208.3).+OL( 178.51= 386.8 PLF 0' .0. TO 25" .8" VERT BC LATERAL SUPPORT < 12"OC. UON. IC CONC LL( 245.0)+OL( 98.0)- 343.1 LBS 8 6' 7.0" LOADS AS GIVEN. IC CONC LL( 245.0)+DL( 98.0)- 343.1 LBS 8 18' 5.8" BC CONC LL+DL 2304.0 LBS 8 0 .0" 4 1 3 ) complete trusses required. r'tI1rT Join together with 3"x.131 DIA GUN nails staggered at 9" oc throughout top chords, 5" oc throughout bottom chords. 12" DC throughout webs. STRUCTURAL T INC 6-07-00 111012 1' 60700 cFIN RNc 12 U.B.0 2321 3.00' C-5x6 C-5x7.7 12 . Ti 3 C-5.50.7 C-5x6 C-5x6 C-56 3.00 S PREFABRICA1EP C-5x6 C-56 Mx J4.5 C-5x 14.5 In -0 CN-7x14.5(S) " IYP. C-70.7 C-70.7 C-70.4 ___________ Note: Stagger splices on adjacent members. (Wedge required at heel (s)( 23041 l.a 11-00-12 14-00-00. I 25-00-12 Scale: 1/4" JOB NAME: STRUCTURAL - MAST General Notes, unless otherwise noted: Design conforms to UBC-97 AnVer: 1 .07 (IL) -W (421 1. Road all Gonmel Note, and WonrIns bet,,e construction of tn,300s. Design to support loads as shown. . 1. Bad.. and .lon senimoto. .1.0,14 1.. .doh.d .1011 Oan..ai Note. and Design assumes the top and bottom chords to be laterally braced at ........ DATE: 4/17/2003 Warnings hal 1.3 comprosolon web bracing moot be ln.1e11.d where shown ' 2'-O o.c. and at 12'-0"o.c. respectively. - : a o4 Impact btidgir s°r lateral bracing ta recommended of the 1rhere,n+ +tractor. . Al i.i...J low. r.ot.ilog elements such as lomporeip and pm.nm.l broo1.., Design assumes trusses are to be used in a non-corrosive environmept. f DES BY: RN moot be designed and presIded by designer of compi.ie otouctaw. Computsuo a,o.ose, no eoopofloktaJtV for each and are for "dry condition" of use. Design assumes full bearing at all supports shown. Shim or wedge if ornpu ru . jflq, S. No Load should 0. applied to ~ny oomp6nmt until after bracing and °Lumes SEQ. : 1186783 9.1maq we ( and at nod choijd .' toed, besppll.dte 0. ofl m any . er d.. sign comparient.. g adequate drainage I, provided. .. . 8y Plates shall be located on both faces of truss, and placed so their center NANUEACWIiINU . . coufuTfa Byqfpis . 0. Compotnis has no e.ntr,1 ecu and o.e.m.. no reoliafloibllty for lines coincide with joint center lines. 8. Digits indicate size of plate in inches. fabrication.Iian4Ing. .Npment and Installation Of components. 10. For basic design values of the Computrus Plate. indicate 'by the prolix 7 11.1. dedo I. lon.kh.d ..bbool tn ledi lion, nOn. d.aign. ot nh C eee I C B 0 R R 4211 by the Tn... plot Inothot Will dna Wood l.. e. Hill copy of 11 Th ("own serwise noted: ids as shown.. top and bottom chords lobe laterally braced 1Oes1gn conforms to UBC-97 AnVer: 1.07 (IL) -W -0' o.c. respectively. or lateral bracing required where shown + + the responsibility of the respective contractor. sen are to be used In a non-corrosive environment, lition' of use. bearing at all supports shown. Shim or wedge if u.te drainage is provided. 4 on both faces of truss, and placed so their center mt center lines. I plate in Inches. uea of the Cornputus Plate, indicated by the prefix 1.4211. *I DIa lJl,,OA I.., 01. .n., arM' the ., _,, , , ., MUsUrACTURiNO. inoiNEERPot . COMPUTER Overawe III1II1It1I1llI LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x6 OF 02 1.2 12-11- 0 GIRDER TRUSS SUPPORTING 29- 0- 4 LOAD DURATION INCREASE - i.25 + LOADING ANSI/TPI ? MEMBER FORCES 4WRGO T icr 75994 B 1 5810 W I 2594 T.2'... -5994 B 2- 5810 LEFT = 2956 RIGHT = 2955 BOTTOM CHORDS: IC UNIF LL( .40.0)+DL( 16.0)- 56.0 PLF 0' .0" TO 12' 1I.0 VERT 8 OF 02 1, 2 DC UNIF LL( 216.2)+DL( 185.6)w 401.8 PLF 0' .0" TO 12' 11.0' VERT WEBS: 2x 2x 4 OF STAND I T+TJO1n together With 3'x.131 DIA GUN nails staggered at TO LATERAL SUPPORT <- 12'O,C. UON. 5' oc throughout top chords. 2 1 complete trusses required. BC LATERAL SUPPORT <= 12Oc. (JON. .: oc throughout bottom chords, BEARING AREA REQUIRED (SQ. IN) JOINT 1 4.73 OF / 7.30 HF / 5.96 SPF .JOINT 3 4.73 OF / 7.30 HE / 6.96 SPF [COND. -26500.00 LBS DRAG LOAD.I oc throughout webs. 1' 6-05-08 6-05-08 12 12 3.00 '3.00 C-5.5x7..7 -STRUCTURAL N STRICT C,2321.3. VABRICAI WARNUtOS: General Note,, unless 1. Read aS General Nob, and Warnings bela,e oon.tnietbon of inns... 1. Design to support 2. laMer and maclIon contractor should be advised of .13 General Notes and 2. Design assumes 2-0 o.c. and at Warning. bar.. eanstn.sllon corn-es. 3. 1.3 oaniproo.lon mob bracing mint be Installed mba,. shown +. 4. Al lateral toree rcomflb.g ammonia such is temporary and permanent bracing, 5. Design assumes mint be designed and prevldnd by d.algnrn of complaIn .tnniw.. and are for 'dry Campatras i.aamna no ,aoponthmly to, each bracing. 6. Design assumes S. No load should be applied to any oomponent until .tier as bracing and necessary. 7Design assumes s fatten..s we oomplot., and at no time ahoald any land, great., than design Plates shall be loc load. b. applied to .ny component. lines coincide will 0. Compatnss has no control over and aooamns no ,mpono1b15ty forth. 9 Digits indicate sic f.bttoatton, handling.shIpment and Installation at components. 10. For basic design 7. This design I. lanilalind subject to the Imitation. on town doolgea set forth 'C', ea l.c.e.o. by the Ins., PInts biotflut. ln'lradnl Wood i.,.o. ttis.ot", a copy of 11. The Computrus N which will be furnished by Compatni. sPon request. designator (10) In Scale: 1/2° DATE: 4/16/2003 DES. BY: SEQ.: 1184646 c-r LUMBER SPECIFICATIONS TRUSS SPAN 12'-11.00 ANSI/TPI SINGLE MEMBER FORCES 4WRGO LOAD DURATION INCREASE - 1.25 I 1- -791 B 1- 762 N 1 65 SIZE SPECIE GRADE PANEL(S) SPACED 24.0 O.C. T-2g- -791 8 2 762 TOP CHORDS: 2x OF 02 1.2 LOADING LEFT 426 RIGHT 426 BOTTOM CHORDS: LL( 20.0)+DL( 8.0) ON TOP CHORD - 26.0 PSF 2x OF 92 .1.2 DL ON BOTTOM CHORD 10.0 PSFM BEARING AREA REQUIRED '(SQ. IN) WEBS: TOTAL LOAD - 36.0 PSFM JOINT 1 .68 OF / 1.05 HF / 1.00 SPF 2x OF STAND 85 PSF REDUCTION TAKEN ON JOINT 3 .68 OF / 1.05 HF / 1.00 SPF BOTTOM CHORD. AXIAL STRESS ONLY. TC LATERAL SUPPORT <- 22"OC. UDN. BC LATERAL SUPPORT <a 12'OC, (JON. 6-05-08 12 12 3.00 -ii. 00 C-1x6 L;1I. 12-11-00 Scale: 1/2' .JDB.NAME;.MAST-. ...... ..,..-- WARN94OS: Ocr 1. teed all Omrm.l Plato. and Wamloge beta,e soneinnatlan at (macas. 1. 2. Builder and mention contractor should be advised of all General Nat., and Warnings beta,e construction commence. 3. 1*3 compression web brcdng must be In where shown . 4. DATE' 4/16/2003 4. Al lateral torso resdsling elements such as temporary and permanent bracing, S. moal be deoltnad and provided by designer of complete structure. Camputeva aaaamo no r00pana1b151y for such besting. 6. DES. BY: ,.f../ S. Na load should be applied to any component anti alter .11 bracing and fastener, era complete, and at no time should any loads greater than design loads be applied to any component. SEP.: 1184 643 0. Campatnso has no control over and assumes no raupanalbWty for the 9 fabrication, bandIng, shipment and M,tdflatlan of components. 7. This design Is traciahsd ethjsat to the Ondtetlan, an truss dsaigne sal forth by the Tn.,. Plate bratitate b.'Brsdng Wood Trues,,, HIB.91% a copy of . .. . . . .........th will be hhnd by Co4n., npan request. TRUSS S%JsPE$E IN SICE jc2321 .3 Notes, unless otherwise noted: gntosupportloadsasshown. DesIgn conforms to UBC-97: AriVer: 1.07(IL)-W gn assumes the top and bottom chords to be laterally braced at o.c. and at 12'-0' o.c. respectively. Impact bridging or lateral bracing requited where shown + + liutlon of truss is the responsibility of the respective contractor. gn assumes trusses are to be used in a non-corrosive environment, are for 'dry condition' of use. Inc. gn assumes full bearing at all supports shown. Shim or wedge If ssary. Crimp gn assumes adequate drainage Is provided. Is shall be located on both faces of (fuss, and placed no their canter coincide with joint center lines. uuasctrAcn,sota . BIOsseEROIG . COMPUTER SYSTEMS * indicate size of plate in inches. basic design values of the Computrus Plate, 'Indicated by the prefix see l.C.B.0. R.R. 4211. . . . Cc mputrua Net Section Plate Is Indicated by the prefix 'CN'. the 1nator 1181 indicates 18 go. material Is use. All others are 20 go. I1IIIiIIIIIIIJI LJ&7.7.l,.y...//,44,r?i' - IlIllIllili IIIt liii 11111 11111 11111 liii liii LUMBER SPECIFICATIONS V 12-11- 0 TERMINAL HIP SETBACK 6- 5- 8 FROM END WALL ANSI/TPI,. SINGLE MEMBER FORCES 4WRGD V LOAD DURATION INCREASE -1.25 4 V V V V..: T 1- -2145 B 1- 2066 H j_ 137 V SIZE SPECIE GRADE PANEL(S) . V V V - . V V a T .2--, -2145 0 2 2056 TOP CHORDS: V V V . LOADING . •V - V V S 2x 6 OF 02 V 1. 2 V S . - V V. LEFT = 827 V RIGHT = V 827 V BOTTOM CI-iDRDS:' V V IC V UNIF LL(- 40.0)+00( 16.0). 56.0 PLF 0, TO 12' 11.0 VERT V VO V V 2)1 4 OF 02 V 1. 2 ' V V BC UNIF LL( .0)+OLI 211)= 21.1 PLF 0' OSSVTO 12' 11.0' VERT . BEARING AREA REQUIRED (SO. IN) V WEBS: V V - ' S - V V JOINT 1 1.32 OF / 2.04 HF / 1.95 SPF 2x 4 OF STAND ' 1 V V IC CONC LL( 470.0)+DL( 106.0)= 656:0 LOS 8 6' 5.5 . JOINT 3 1.32 OF / 2.04 HF / 1.95 SPF TC LATERAL SUPPORT <- 120C liON. V BC LATERAL SUPPORT <= 12"0. UON. V - V V V 6-05-08 . .. V 6-05-08. V V V V 12 V V 12 ' V V V 3.00 V V 3.00 V V V vOFESS/o R. VV S V V C46 V 5V V . 2 17 31107 FIC 12711700 Scale: 1/2 V V V S V V V V V V V V NAME.-MAT VVV'V VV VVVV VVS' VVVVV 'VV.:V - : V V VVV VV VVVVVV V V V V This design Qreoared from cojuputer input by Structural--truss. -Inc.. WAIU4INCO: General Notes, unless otherwise noted: V V V V V • R..da .o.siNns...dw •bsinre construction oftrusset. 1. gesign to support loads a s and hown.it ottom chords to be laterall braced )esjgn coriforms to- tgflC-97, AnVer:V1 .07(11) -W - V. VV•V.VV.V• ' -. y 013 ornii 'e' d erection ;;" '°'T _ ction V y óât'V' ;.c.respectivety. 2x4 Impact bridging or lateral bracing required where shown + + - V V V V _ - V V V V - Vt.. S3V 1 ,, V . 3 espreset webb, oing meal b ln.t.t.d. a,. oh. n +. 4. Al lateral foese re,klbig alementg oath as eempeesey and bracing, permanent Installation of truss is the responsibility of the respective contractor. DATE 4/15/2003 V V 5 Design assumes trusses are to be used in a non-corrosive environment. V V V V V mast be designed cad provided by designer of esmpieta structure. V and are for 'dry condition' of use. V V V mpeftii. iaeumeo no ,espena9iltlty for such bracing. 6. Design assumes full bearing at all supports shown. Shim or wedge if DES or Ne load should be applied to my component until after all bracing and V necessary. V V •V V V fasteners ma complete, and at no time ahe.4d any loads ga.t.r than design Design assumes adequate drainage is provided. Plates shalt be located on both faces of truss, and placed no their center V SEQ.: 1164645 lead. b lads t - V V V V V V 8. Computhoa ha. no central ei and .aaamoo no responattiy forth. - lines coincide with joint canter tines. V 9. Digits indicate size of ptate in Inches... V V V labalaatton..hondttog, ehlpmoot and Installation at companent... V .10. For basic design values of the Computrus Plate, Indicated by the prefix V V V . 7. TN, design to fmnlehcd aebjent Seth. endtatlona en toe.. dcoigna at fa,tl. V h. the T,,.s Plati h..tu..s. b.'fl..,-l... Wood 0......UISVSI' - ........ ..o 'C'. see l.C.8.O. R.R. 4211. I I - That ramnutrun Net Section Plots in Indicated be the prefix CN' that 5_V . . V V V V designator 1181 Indicates : material sJ:All others are oè. V V LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x OF 02 1.2 BOTTOM CHORDS: 2x OF 02 1.2 WEBS: 2* 4 OF STAND I IC LATERAL SUPPORT <- 12°0, UON. BC LATERAL SUPPORT <= 12"OC. (JON. TRUSS SPAN 12'-I1.00 LOAD DURATION INCREASE 1.25 SPACED 24.0 D.C. LOADING LL( 20.0)+DL( 8.0) ON TOP CHORD - 28.0 PSF DL ON BOTTOM CHORD 10.0 PSFN TOTAL LOAD 38.0 PSF N *5 PSF REDUCTION TAKEN ON BOTTOM CHORD. AXIAL STRESS ONLY. ANSI/TPI SINGLE MEMBER FORCES 4WRGD 1 1- -791 B 1- 762 W I- 65 I-2v- -791 B 2= 762 LEFT = 426 RIGHT 426 BEARING AREA REQUIRED (SQ. IN) JOINT 1 .60 OF 1.05 HF / 1.00 SPF JOINT 3 .60 OF / 1.05 HF / 1.00 SPF ICOND. 2: 6500.00 LBS DRAG LOAO.1 1 . 6-05-08 6-05-08 12 . 12 3.00 C-4x6 0. 0TcIx2..c3x7.7 pLTRU9St R$CTrED Scale: iir JOB NAML.HAST .. •,... . This design prepared from computer Inout by Structural Truss.. Inc. WARNINGS: General Note,, unless otherwise noted: I. Rind .5 Qanaral Net., and Warnings beto,e o.notnrottnn of tnn.er. 1. Design to support load, as shown. . flee 2-0 o.c. and at 12'0 o.c. respectively. 0 yn conforms to UBC-97 An 1 07 (IL) -W 2. Bolder and s,eotlon contractor .hoef,l I,. advised 01 all orenrel Notes and - •Wu,'J, abnfas.,.5 ., ,,s,, . g . 3. 1.3 enrnpr.umo,. web br.ofng ernst be bntafled *l.. shown Design be laterally braced assumes the top and bottom chords to of 2*4 Impact bridgi or lateral brad required where shown + + Installation of truss the rasponsibv o} the respective contractor. - DATE: 4/16/2003 4. All lateral fore. nasf.tlng .Ieertnts such as t.wparory and pw,sanwnt bTEdflg. enont be dootgn.d by d.n!an and p.nntd.d of oen,plete .tnretere. Design assumes trusses are to be used in a non'corroslve envIronment, BY' Conryntron ones.,., no responsibility for such bracing. U. No load should be applied to any component antI .ftar .6 bracing and and are for dry condition" of use. Design assumes full bearing at all supports shown. Shim or wedge if necessary. . Inc. DES umpu rus i fo.tenen.rn son, tat. nd at no tIn,. shedd an toad. rent Ut,,. d., P . v a " - Design assumes adequale drainage Is provided. I b led Plates shall be located on both faces of truss, and placed so their center SEQ.: 1184644 0. C:,,pot,u,hao no control over and assume, no responsibility farm. ,Digits indicate size of plale in lines coincide with joint center lines. MuniurAcnimeto . ENGINEERING 'COMPUTER eyetco 0. fabrication. banding, .hlpmwrt and in.t.ttatton at eowpone,ts. 10. For basic design values of the Computrus Plate. Indicated by the prefix . . This design Is fsmt.hed subject laths limitations on trorne designs act forth C. see I.CB.0. R.A. 4211. ..-.-.-. -- .. •0 , . by the Tn.,. Pt.te frmottlut. brBrsdng Weed Ire.,.,. III111-91, a copy of 11. The Computru, Net Section Plate), Indicated by the prefix CU'. the hlth w8 b. tond.t.nd by Can.potnm. open neqs..t. • designator (16) indicates 18 ga. material Is uoe All other. are 20 go. I IIlH 0 111L LIol'z.rH .. .. ,.. ..,,,... ..,. II!! II ! I !IIIII!m ,...... .-.. ... :. .......... LUMBER SPECIFICATIONS . . 15- 4-12 GIRDER TRUSS SUPPORTING 8- 0- 0. ANSI/TPI . SINGLE MEMBER FORCES 4WRGD - . . . LOAD DURATION INCREASE - 1.25 + T 1- -2915 8 1- 2819 W 1= 752 SIZE SPECIE GRADE PANEL(S) - .. - I 2,=- -2915 B 2= 2283 N 2= 752 TOP CHORDS: LOADING. B 3 2819 2x8 OF #2 1. 2 - . BOTTOM CHORDS: - . . TC UNIF LL( - 40.0)-+DL( 16.01= 56.0 PLF 0 0' TO 15 4.8 VERT LEFT- 1270 RIGHT . 1270 2x 6 OF 02 1- 3 . BC UNIF LL( 60.0)+DL( 49.0)= 109.0 PLF 0*_ ......TO 15 4.8' VERT WEBS: . . . . . . BEARING AREA REQUIRED (SQ. IN) 2x 4 OF .. STAND 1. 2 . . . JOINT 1 2.03 OF / 3.14 HF / 2.99 SPF JOINT 3 2.03 OF / 3.14 HF / 2.99 SPF IC LATERAL SUPPORT <- 12°OG VON. . . . BC LATERAL SUPPORT <= I2OC. UDN. . . . . COND. 2: 5000.00 LBS DRAG LOAO.I 7-08-06 . . . 7-08-06 - 1 12 3.00 E4" - . . . - -. - 'Z13 co -- - . . C-4x6 . . . . . . - .Lu 11 STRUCTUR 13 ON CERTIFIED, INSPECTI ORDANCE CT IN 0 fee 2q91 3 15-04-12 PRET' Scale /2 .JOB.NAME. _MAST -.- . . • . - This cleslangrepared from-computer Input by Structural -Truss.Inc.. WARNINGS General Notes unless otherwise noted 1 Read all Ganandfl tcoond Warnings before construction l trusses. , chords I. I. peslgn conforms to UBC-97 AnVer 1 07 (IL) -W and 0 . . -e • ... rnono. ••GenerO..O•• . . ar.,. construction corninerr... 3 10 bwtht b Installed the t bottom -. ;irr 3. 2x4 Impact bridgino or lateral bracinq required where shown + + compression web must whit. shown + 4. Al I,tmol 10000 coalotlng clamant. .i.d, as IanrP0000V and permanent broth.0. 4 Installation of trussls the responsibility of the respective contractor. DATE: 4/16/2003 . . moot be designed and prooldod by designer of somplot. atnicto... . Design be in assumes trusses are to used a non-corrosive environment, and are for 'dry condition' of use. Compotnii 000om4a no 000penaliulltly for such bntcb.5. - Design assumes full bearing at all supports shown. Shim or wedge If DES; BY - 5. No load .hoidd be .pptod to any compan,nt unto .fter .l bracing and Design assumes adequate drainage is provided. - fasteners len. an complete. and at no time should any lead, grantee than diodgn Plates shall be located on both faces of truss, and placed so their center SEQ.: 1184649 load I. applied to - . " . . 0. Con.putrua has no control over surd 000um. no ..opana5stsly for th. lines coincide with joint center lines. Digits Indicate size of plate In inches. - - lubdo.tion, handling. shipment and b.otdtstlon of components. For basic design values of the Computrus Plate. Indicated by the prefix 7. ml. design Ia tu.nlah.d .sdij.al lath, limitation, on tn,00 designs ..t forth h the ,,,.. in..e b,..o,,t. s.-n,.,. w...... s,,.... ino.al-...,,.,.., C. ace I.C.B.O. R.R. 4211. - - II - The Ccmntztms Net Section Plate Is Indicated by thi. oraffir CN. the -. way .r. desIgnator he) Indicates 18 go. material Is used. All others are 2'Ogo. . 11111 113111111 !!J!1I!JIt$$L J.L!III!IlIII.ftILIIIIIItHhIIIIHIIIIIIIIIl . LUMBER SPECIFICATIONS TRUSS SPAN 15'- 4.75" ANSI/TPI SINGLE MEMBER FORCES 4WRGD LOAD DURATION INCREASE - 1.25 T 1- -958 B 1 924 KI 77 SIZE SPECIE GRADE PANEL(S) . SPACED 24.0" D.C. T-2 -958 8 2 924 TOP CHORDS: - 25 6 OF •2 1, 2 LOADING . LEFT .= 508 RIGHT = 508 BOTTOM CHORDS: LL'( 20.0)-fDL( 8.0) ON TOP CHORD - 28.0 PSF - 2x 4 OF #2 1, 2 . DL ON BOTTOM CHORD = 10.0 PSFi BEARING AREA REQUIRED (SO. IN) WEBS: TOTAL LOAD - 38.0 PSFN • - JOINT 1 .81 OF / 1.25 HF I 1.20 SPF 2x 4 OF STAND I iS PSF REDUCTION TAKEN ON JOINT 3 .81 OF / 1.25 HF / 1.20 SPF BOTTOM CHORD, AXIAL STRESS ONLY. TC LATERAL SUPPORT < 12"O€. LION. BC LATERAL SUPPORT <= 12"DC, LION. . — . "1 7-08-06 . 7-08-06 3.00 112 ' 1' • 12 .00 R DEC ITIFIED INS' C 15-04-12 MV Scale: 12° This desjqn-orepareci from coisputer Input by Structural Truss.- Inc - WARNINGS: - - . - General Notes, unless otherwise notId: - , .. flre Notes and lorecan.thr=onoU. . ,. gesigfl tosuPPood$ash,o it Wn. ,,,, fieslgn conforms to UBC-97 AnVer': 1.07(11L) -w BuIlder and • ' : contractor should be '""°° of .o General Notes ono . ;.;; am ;r" y. -' - 3 1 3 th, . _. 5 Wth 5 M where shown +. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4 of twos is the responsibility of the respective contractor. - •.•. DATE: 4/16/2003 ' - . ANlet" fore. rosleting efontant. oath.. temporary and p..rnnnenl beanIng. Design assumes trusses are to be used in a non-corrosive environment. - leant be deetgn.d and provided by designer of complete structure. and are for "dry condition' of use. • . ' Conçatms deem.s no r.aponoibttty for such leoeIng. • Design assumes full bearing at all supports shown. Shim or wedge if DES BY: - 5. No load eltasid be .ppsed to any eon,ponmet anti after an besting and are oomplet.. end .5 no limo ehoald .ay load, geeetm •j necessary. Design assumes adequate drainage Is provided. teotanmo - Plates shall be located on both faces of truss, and placed so their center ....- .•• SEQ.: 1184647 foods b - . pp y °°'P°" G. Cempot,uo has isa nontrel overand assumes no reoponthitty for the • lines coincide with joint Center lines. Digits Indicate size of plate in inches. - fabrication. hendilog. ehlpm.nt and Installation of component.. For basic design values of the Comptitrus Plate, indicated by the prefix • . . . 1. ThIn design I. fsmloh.d subject lath. Ineltattono on sos.. dcetao.a cot forth ...-------- -c.,. a.. 2 -' C", see P.C.B.0. R.R. 4211. II 7k. C.0,....0 IJo C..ob,. Pt.,,.. b.M...led I.,, ak. ..._fl,. "rhi• the - - - , Wood trusses, ne:. . . yo, . .. Cam "'a' "TJTJ'Xff ; 11111 "I hhuhh1 &) cYZ77/ -111 1111111 111111111111111 11111 11111 1111111111111 LUMBER SPECIFICATIONS 15- 4-12 TERMINAL HIP SETBACK 7- 8- 6 FROM END WALL ANSI/IPX SINGLE MEMBER FORCES 4WR60 V LOAD DURATION INCREASE - 1.25 + 1 1- -2981 B 1. 2874 K 1- 187 SIZE SPECIE GRADE PANEL (S) V.,.. V ' - I 21.. -2981 B 2= 2874 CHORDS: V -TOP LOADING V V 2* 6 OF 02 1. 2 V V LEFT 1099 RIGHT . 1099 BOTTOM CHORDS: ', IC UNIF LL( 40.0)40L( 16.0)- 56.0 PLF 0' .0 TO 15' 4.8' VERT V V 29 4 OF 02 V 1. 2 V BC UNIF LL( .0)+DL( 24.2)= 24.2 PLF 0 .0" TO 15' 4.8' VERT . BEARING AREA REQUIRED (SQ. IN) V V WEBS: . - ' V JOINT 1 1.76 OF / 2.71 HF / 2.59 SPF 2* 4 OF STAND. I - - IC CONC LL( 687.5)+DL( 275.0) 962.6 LBS 8 7' 8.4' . JOINT 3 1.76 OF / 2.71 HF ( 2.59 SPF V IC LATERAL SUPPORT <- 12'0q. VON. V OC V . 7-08-06 LATERAL SUPPORT < 120C. UON. V 7-08-06 V V V 12 3.00 V VV - . -1' V V V V C-46 V 12 . cOFESs/ok 3 .00 V R. C4p' ENG CALIF T--3x7, - 7 C-W. - 61 C-3x7. 7. 'TRUSS INC.' - STRUCrURAL INSPECTION - CL IFIED DANIC - 15-04-12 iMTL9C%213PkAIMICA TM - 0B. Scale 1/2 NAME- MAST- --... V VVV VV •VVVVVV V V .., T a! assu es ttom ter h is design prepared- from computer Input by Structural Truss..Iflc. V - V WARN1fOSr V V General Note,, unless otherwise noted: V 1 Read alGanmaiN tea and W tale; before eo insolt n lint •, Design tosupport his dSa,jll,5Wn I. A I. I Ti.. I. 4 pes1gn conforms to UBC-97 AnVer 1 07 (IL) -w - V " Builder and eirectlon contractor should be advised °' aa °"'°' "°rac Warnings before const!uction commencis. ó0't'I W'.............. V V V 10P Oh 5 I I W 1 4. Installation of truss is the responsibility of the respective contractor. 3 Y3 .1 d,, .0 d h I. 3 2x4 Impact bridging or lateral bracing required where shown + + DATE' 4/15/2003 V - AS latwal tots, resisting .Iomsnis sad,.. tonpo,sry and permanent bred,,;. S. Design assumes trusses are to be used in a non-corrosive environment; - mast be designed and presided by deslgnre at eomplot* sinjenea. and are for dry condition" of use. DES BY: - S. No load should be applied Is any eomponanl anti .0w .1 bracing end necessary. . Cemputnia .000mm no respomibSty for sad, bracing, . .. 8. Design assumes full bearing at all supports shown. Shim or wedge If - f V one, plate. and i ii huld loads m a I 7. Design assumes adequate drainage is provided. - '- load, b' • lied 1 t ° ' ' 8. Plates shall be located on both faces of truss, and placed so their center V - • ' V V lines coincide with joint center tines. SEQ : 118464 8 - a. Campul,uo ha. no control saw and .animoe no teoponalbliiy for the e. Digits indicate size of plate in inches. V V fabrication. hanng, sh,m.nt and Maisgatlen of component.. V 10. For basic design values of. the Computrus Plate. Indicated by the prefix V V - 7. ml. design I. ts,nldwd .abtana lath. Imitation. on lets. ds.tgn. ..t lana 'C', see t.C.B.0. R.R. 4211. - - .... the ...... re .a..t In-8.......IN d T a s,.a.-.... 11 The tomes,In,s Net Section Plate I. Indicated ha the .,,.fl,, I'0J the . ... . ..:... V '' 20 go. V - I I1111iHi!ff CJoirwJ ?4$1 J'YTi,...: LUMBER' SPECIFICATIONS 29- 5- 0 STUB HIP SETBACK 8- 0- 0 FROM END WALL ANSI/TPI 2 MEMBER FORCES 4WRGO - LOAD DURATION INCREASE 125 + 1 1- -0130 B 1= 7088 W 1- 1006 SIZE SPECIE GRADE PANEL IS) . . -. - T 2= -7802 B 2= 10454 H 2= -2774 TOP CHORDS: .. - ' LOADING . . 0 3--1O574 B 3- 10302' H 3= 142 2* 6 OF #2 1- 5 - . , T 4= -7834 B 4= 7920 H 4= 228 BOTTOM CHORDS:. . .. TC UNIF LL( 40.0)'+DL( 16.0)- 56.0 PLF 0 . .0" TO 8 .0' 'VERT T 5- -8170 H 5- -2666 OF #1BTR 1- 4 TC UNIF LL( 100.0) +DL( 40.0)= 140.0 PLF 8' .0' TO 21' 9.0. VERT - W 6= 972 WEBS: '. . TC UNIF LL( 40.0)eOL( 16.0)- 56.0 PLF 21 9.0' TO 29' 5.5' VERT - - 2* 4 OF STAND 1- 6' - BC UNIF LL( .0)+OL( 25.0)- 25.0 PLF 0, .0" TO 29' 5.5' VERT LEFT as 2282 RIGHT - .2304 TC LATERAL SUPPORT <- 12"OC,' UON. TC CONC LL( 373.3)+OL( 149.3)- 522.7 LBS B 8' .0' ' BEARING AREA REOUIREO (SO. IN) BC LATERAL SUPPORT <= 12"OC UON. TC CONIC LL'( 373.3)+OL( 149.3)=-522.7 LBS B 21' 9.0' JOINT 1 3.65 OF / 5.64 HF / 5.37 SPF JOINT 6 3.69 OF / 5.69 HF / 5.42 SPF 2 ) complete trusses required. NOTE: 2X3 BRACING AT 24 D.C. FOR .i, A . ALL FLAT TOP CHORD AREAS NOT SHEATHED. •.rrr° together with 3 x.131 DIA GUN nails staggered at I I 112 oc throughout top chords, ' bId 12' oc throughout bottom chords. ' JJ12' oc throughout webs. 51 OFES310, co Ci Gj 1' 8-00-00 13-09-00 1' 7-08-08 12 f2 E 3/31107 eNG OF C C-5x11 PLTRUSS CL cco' 9(SI 13 QQRDJE TIFIE NC - IN ST Tg C 23213 - 29-05-08 k Scale: 1/4 ...JOB-NAME. MAST ,-----,--.-..'---,-. --,-- :.-.- - -• ---.,--. This design prepared -from computer input by' Structural Truss Inc. WARNINGS: . , ' General Notes, unless otherwise noted: '1. lts.da$ General Notes and warnings before construction etinnaes 1. Design to support loadsessloin. , , ,,,, j3eslgn conforms to (J0C-97 AnVer: 1.07 (IL) -W 2. BuIlder and esecdon contractor should be advised Seas uene .o,o en -'• '= ='='' °'-= - Warnings 2'-0' ' c. .'i;'-' before consiructlan commences. - . oenrprea n w is a ma * 2x4 Impact budging or lateral bracing required where shown + + Installation of twssls the responsibility of the respective contractor. DATE' 4/16/2003 ' 4. All Isissil fore, resisting sinsentg such as temporary and permanent biasing. S. Design assumes trusses are to be used in a non-corrosive environment, n.iset be designed and presided by designer of complete structure. - and are for 'dry condition' of use. BY: i Cainpstn.a a,niin.a no inapon.ibilliy for such biasing. G. Na tend should be .ppll.d to any component-0 after .g biasing end 8. Design assumes full bearing at all supports shown. Shim or wedge If necessary. DES fasteners are nemplet., and at no time should any leads greater than d.aign Design assumes adequate drainage is provided. Plates shall be located on both faces of truss, and placed so their center - ' 0 . . lead. b 0 5 applied to 5 tuft flent. , lines coincide with joint center lines. Sta.: 1184 6 50 , S. Censpetn.. has no earnest over and sesame, no ee.ponatbllhiy for the . 9. Digits Indicate sIze of plate in inches. fabrication. handling. shipment and Installation of osinponents. , 10. For basic design values of the Computruo Plate, indicated by the prefix --------- ..........• 7. This design I. fiantehad subject Sethe llniftaiiena an truss designs at teeth u....PIte tntltut -11 d.so .,,a - 'C' see l.C.B.0. R.R. 4211. ,, 11 The ('nn,n,,i,s Net Section r5o Plot. in Indicated by the n,.fio N the '°' .....âijj indicates material Is are 'i6. . - 111111 liii! 101 JAI-'?r 11! 11M101 1hI 11111 hhhI liii LUMBER SPECIFICATIONS * 29 0- 4 STUB HIP SETBACK 8- 0- 0 FROM END WALL ANSI/TPI 2 MEMBER FORCES 4WRGO LOAD DURATION INCREASE - 1.25 +, . I 1 -7988 B 1 7750 .W 1 970 • SIZE SPECIE GRADE PANEL(S) ,,._. ' T 2=-7668 B 2= 10202 H 2= -2652 - TOP CHORDS:.LOADING - T 3-10268 B 3a, 10020 H 3- 78 : . , 2x 6 OF 02 1- 5 . . ,, - T4= -7360 B 4= 7448 H 4= 292 , BOTTOM CHORDS: . .. TC UNIF LL( 40.0)+OL( 16.0)- ,56.0 PLF 0' .O TO B' .0" VERT 1 5- '-7718 H 5'. -2784 2x 4 " OF ' #I6BTR 1- 4 TC UNIF LL( iOO.0)+DL( 40.0)- 140.0 PLF 8'- .0" TO 21 9.0. VERT • H 6- 1000 WEBS: ' IC UNIF LL( 40.0)+DL(' 16.0)- 56.0 PLF 21' 9.0' TO 29 .3" VERT ' • '2x 4 OF STAND. 1-6 . , • BC UNIF LL( .0)+DL( 25.0)- 25.0 PLF 0 .0" TO 29' '.3" VERT • LEFT - 2248 RIGHT '- 2304 - iC LATERAL SUPPORT <- 12"OC. UON.' IC CONC LL( 373.3)+OL( 149.3)- 522.7 LBS P 8' .0" . BEARING AREA REQUIRED (SO. IN) 'BC LATERAL SUPPORT <= 12"OC, UON. ' - IC CONC LL( 373.3)+OL( 149.3)- 522.7 LBS P 21, go" JOINT 1 3.60 OF / 5.55 HF / 5.29 SPF JOINT 6 3.69 OF / 5.69 HF / 5.42 SPF NOTE: 1X3 BRACING AT 24" D.C. FOR 2 ) complete trusses required. together with 3"x.131 OIA GUN nails staggered at ALL FLAT TOP CHORD AREAS NOT SHEATHED.$ 1Join I I 112 oc throughout top chords, • Idd 12" oc throughout bottom chords. 12* oc throughout webs. OFES;: - 8-00-00 13-09-00 1' 2 017 7-03-04 12 Cj 'r-30.4 05" C-2.56 C-2.56 - C-5 '6 MW AN C L CERTIFIED INSPECTION, IN - PREFABRICA1E 29-00-04 Scale 1/4 . .... ...................•.,.-. .............. ,''.-" '.-.',' ... , .. ' --..... --THis desIgn-prepared U-oiii.cotsputer.jrtput by.StructuráLTruss.. inc.. WARNINGS: . . . General Notes, unless otherwise noted I. Read 5 d.O.nmiNot..mdW.ming.b.t..00n.I,ss1knottm.t..... 1. Design to support loads asshown. peg conforms to U8C-97 r flv' 1.07 (IL) -W ..: guRder er before construction -flon contractor should '""'"'' Not. . "' o am "'T' ' --'-" 'U'--' -' 3. 2x4 Impact bridging lateral bracing or required where shown + + 3 1.3 no ,.stto th bracingb h= h , .- - 4. All totmI for" resisting element. such temporary and bt.dn. .s perniment 4. Installation of twsolo the responsibily of the respective contractor. DATE: 4/16/2003 . " nwet bT designed and by designer of o*mptete ttmct.o.... provided 5. Design assumes trusses are to be used in a non-corrosive environment, Compute.. ..own., no m*ponlbiflty to, ooth bracing. for dry and are condition" of use. ' 8. Design assumes full bearing at all supports shown. Shim or wedgI It OES - BY: 5. No load should b. .ppliod to my eamponent until after all bracing and necessary. Design adequate drainage assumes is provided. footonmo as con.pl.t., and at no time should my loads 0000tm than d&gn Plates shall be located on both faces of truss, and placed so their center SEQ 1184651 lead. be .ppao*a 6 my 0 Pomputnts has no control over and turnss no responsthIlity for the lines coincide with Joint center lines. e Digits plate :inches. - fobdeatton, handling. shipment and Mateliatlon of components. ' 10. For basic design values of the Computrus Plate, Indicated by the prefix 7. This do.tg.. I, furnished nubjoet to the Ondtottons on inns designs ad forth I,. the fl.. o,..t,. ..'n, a_. ,00.-._,,... - C", see l.C.B.0. R.R. 4211. II Thernn,n,,,n,n Net Section Plate Is IndicatedI.,, the .,,,.fix 'rN' the 1111111111111 "1/ U I 111111 liii 11111 11111 11111 11111 11111 liii liii LUMBER SPECIFICATIONS - TRUSS SPAN 28- 5.25" ANSI/TPI SINGLE MEMBER FORCES 4WRGD - LOAD DURATION INCREASE .1.25 : T 1--'-2810 B 1- 2724 W 1 356 SIZE SPECIE GRADE PANEL (S) ' - - ..- SPACED 24.0" O.C. - I 2= -2693 B 2= 3505 H 2 -955 TOP CHORDS 1 3- -3631 8 3- 3531 N 3- 30 2x 6 OF 02 1- 5 : - " . LOADING ' . '' 1 4= -2465 B 4= 2500 H 4ss 118 BOTTOM CHORDS LL( 20 O)+OL( 8.0) ON TOP CHORD - 20.0 PSF 1 5- -2600 W 5- -1116 2x 4. OF #1BTR 1- 4 ' ' DL ON BOTTOM CHORD 10.0 PSFM H 6= 399 WEBS: ' TOTAL LOAD 38.0 PSFK 2x 4 OF STAND 1- 6 , . - . 25 PSF REDUCTION TAKEN ON , - LEFT - 939 RIGHT'- 938 BOTTOM CHORD, AXIAL STRESS ONLY. ' IC LATERAL SUPPORT <= 12"OC. LION. . " , . BEARING AREA REOUIREO (SO. IN) SC LATERAL SUPPORT = 12"OC, UON. .. . . - .. JOINT 1 1.50 OF / 2.32 HF' / ' 2.21 SPF JOINT 6 1.50 OF / 2.32 HIP / 2.21 SPF NOTE: 1X3 BRACING AT 24" D.C. FOR . ALL FLAT TOP CHORD AREAS NOT SHEATHED. 0 id Lu 7-08-08 13-09-00 6-11-12 N217 31/0 12 J2 3 00 C-5.503 C-2 5x4 3 C-2.56 LNG C-5.50.7 33 00 - ALIfu cn R-46 C-2.PxCl C-3x4.3 C-5.56 n - C-50.70 TRUSS INL' "-" STRUCTt Al cpECTIOM ICL CERTIFIED ' QTRIGT ORDANCE '.'• :-.-- , ':-.,-'.-"-- .- I ' ; 13 - [Wedge required at heellsi] 0 - 28-05-04 • PR$cPI P Scale: 114w NAME:.- MAST .--..-.. ,- . .:. ..............- .- - - ..- ...-...--- This design prepared from computer input by-Structural. Truss. ,.Inc.. WARNINGS: General Note., unless otherwise noted: I ficoddoenwoiN tuondW.nih,I b f llesotl n itnl 1 Design, to support loads as shown. ,. Design conforms to IJAr-97 AnVer I 67 (k) -w - 0. BOSOn and erection eontnctor 100100 be advised Cl 00 Oman Not.. and 0. U00150 l000IflCO 1(12 WU 01111 1111110111 ufloioo 111 Ill 11111 011 Urace 0 at at .,.,. - •- ,. .., Wesnlog. bel,,,. Ilsn.flueijon commences. , - - - . . 3 103 compression web bracing must b installed whoa h Wfl 2'-O o.c. and at 12'-O respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4 Installation truss the the of is responsibuffly of respective contractor . DATE- ' 4/ 6/2003 '• - " 4. All lateral furs. esshting elements auth as tolnpol'el'y and parn,ennnt boaslog, S. Design assumes misses are to be used In a noncorrosive environment, moot be designed and proalded by do,ig,se, of sonlpiete etmeturc and are for "dry condition" of use. csmpl.tmn., aeeumo. no .psnolDty for oath bracing.. 8. Design assumes full bearing at all supports shown. Shim or wedge If ' ' BY: DES Br ,1 S. No feed oheldd be applied to any eonpenmt anti otter all bracing end necessary- are so bit .,d line time should on loads eater than ae.t 7. Design assumes adequate drainage is provided. - B. Plates shall be located on both faces of truss, and placed so their center • SEG:: 1184652 . - d b load. IPP to y eump fl1,l - 6. Compute,s has no control eon end oseume, no wopenolbisty for the lines coincide with joint center lines. - 9. Digits indicate size of plate in inches.' fabrication, handling. shipment and holallutlon of eomponmtte. - 10. For basic design values of the Cornputrus Plate, Indicated by the prefix • -' ,., -----------.a. 7. lid, design I. fmntrhed subject to the Rndt.tlonu on in,.s designs ant forth . ... l... .. ,,. -. . "C", see l.C.B.0. R.R.'421 7. - Ii T eu.o,I,.,o b.j.I tI.'1j.., Plata Is lali,.ote.I h., the .,,.Ih, "nj" the the h 1prIthes;: ..aspyl. " ii'iThii . * . 111111111111111 lJôiz-ri..i / ,u4o.,,../'/"7q,r7 7Z' 111111111111101111111111111111111111111 IN LUMBER SPECIFICATIONS TRUSS SPAN 28 5.25' ANSI/TPI SINGLE MEMBER FORCES 4WRGO -. . LOAD DURATION INCREASE 1.25 . T 1= -2458 B 1- ' 2364 W j.. -379 SIZE SPECIE GRADE PANEL( S) SPACED 24:0" 0..C. I T 2= -2148 B 2= 1661 W 2= 550 TOP CHORDS: . . I 3° -2062 B 3° 2208 W 3- 442 2* 6 OF #2 1- 4 • - LOADING 1 4= -2316 W 4= -282 BOTTOM CHORDS: . . - LL( 20.0)4DL( 8.0) ON TOP CHORD 28.0 PSF 2x 4 OF 02 1- 3 DL ON BOTTOM CHORD = 10.0 PSFK LEFT = 938 RIGHT = 939 WEBS: - . TOTAL LOAD 36.0 PSFN 2* 4 OF STAND ' 1- 4 '- ' . *5 PSF REDUCTION TAKEN ON . -. BEARING AREA REQUIRED. (SQ. IN) BOTTOM CHORD. AXIAL STRESS ONLY.. . JOINT 1 1.50 OF / 2.32 HF / 221 SPF TC LATERAL SUPPORT <- 12°OC, UON. - JOINT 5 1.50 OF / 2.32 HF / 2.21 SPF BC LATERAL SUPPORT <= 12"OC, LION. . . TRUSSt4C. vC 011 tUt WITHU- V.. V '.. V 14-07-00 . 13-10-04 •.. V 1', 0-09-02 V 5-09-14 5-09-14 . -00-05 No. 017 V - 12 C-46 12 EX I 1/07 * 300l 40 c. q. 4 ENG • 6-44 3 C-2 5x4 3 C-2 5x4 3 5x61 ,C-5 C-2 5x4 3(3) Wedge required--t heel (s)1 V V 15-08-12 V V V • V - - - 28-05-04 Scale:-.1/4 ..,.,,, :., •V V VVVVV . V V. . This desian-orepared_trots computer Input by StructuraITruss. mc-.. V V WARNINO& I :.ad 0000nwoIN legand Wo,ntngob f construction lim V General Note., unless otherwise noted: Designtosupporoadsasln assumes the . V hod tnh it Itoh , peslgn conforms to UBC-97 AnVer I 07(IL)-W V V , V — top —. —=. tion commences. —. •oT ;V ii;: -- .. V .c. ... • V 103 compression wel, bracing must V be b..i.04 whr. Show V n o +. 4. All lateral force misting elements such as tnn.pom ond ry bracing, permanent i 2x4 impact bridgin or lateral bracing required where shown + + Installation of truss s the responsibility of the respective contractor. DATE: -- 4/6/2003 .. V S. Design assumes trusses are to be used in a non-corrosive environment, ,, V nrnot be designed and prodded by designer of ntnpt.to Otnoelore. and are for dry condition' of use. V V - - DES; BY: - Compotoos .o.on.so no reop0nstb1555 for such bracing. - V 5. No toed should be applied to any cowpsnsoi untilotter sO bracing and 8. Design assumes full bearing at all supports shown. Shim or wedge if necessary. - V toslonern ore co 'Plate. and at no time should my nods greater than design Design assumes adequate drainage is provided. V - - I odo be applied to my en t . V -. Plates shall be located on both faces of truss, and placed so their center lines coincide with Joint center lines. Sta.: 1184642 . e. Compolsu. hen no control en. and assumes no re for the en Digits indicate size of plate in inches. V V - f.bdeatiou.. handling, shipment and Installation of components. For basic design values of the Computrus Plate, Indicated by the prefix V 7 Thisdesign Ii furnished otobinot to 11e rn..uisllono on suns designs not forth by the to,.. flog. M.itosge hcn..4..,. w.,. y........ums-----------ii C, see l.C.B.O. AR. 4211 - - Tha Cnmnojtn.is Not Section Plate is indicated ha the prefix CW' the TT 5" V V V i ---V.-.. I V UV •V VVVV which will be furnished by Camputrua upon requ designator I 18) indicates 18 go. material is V --- --- --V - '-,r.2 t I 111111110111111111111111111111 1111 liii liii UBC 97/TPI SINGLE MEMBER FORCES 414 60 T 1= -1755 8 1= 2570 )V 1- -953 W 8 30 T 2- -2361 8 2- 2570 N 27 -47 N 9? -592 T 3= -803 B 3= 2239 N 3 -331 N19n 9- T 4- -793 •8 4 2822 N 4me ?37 T 5= -2373 B 5- 2823 W 5- -149 1 6= -2951 N 6= -149 W7 27 LEFT 990 RIGHT - 986 BEARING AREA REQUIRED (SQ. N) PRO 0 1'- 0.2 .58 OF / 2.45 HF ( ORG 5 29'- 5.5° 1.58 OF / 2•11 If I ?32 §FF LUMBER SPECIFICATIONS TRUSS SPAN 28'- 5.2 LOAD DURATION INCREASE = 1.25 SIZE SPECIE GRADE PANEL(S) SPACED 24.0 D.C. TOP CHORDS: ?x6 OF #2 LOADING BOTTOM CHORDS: LL( 20.0)+DL( 8.0) ON TOP CHORD 28.0 PSF 2x4 OF #1 1-5 DL ON BOTTOM CHORD 10.0 PSFN WEBS: TOTAL LOAD 38.0 PSFK 2x 4 OF STAND 1-10 55PSF REDUCTION TAKEN ON BOTTOM CHORD. AXIAL STRESS ONLY. IC LATERAL SUPPORT <= 120C. LION. BC LATERAL SUPPORT <- 120C. LION. 8C CONC LL+DL 100.0 LBS 5 13'- 10.2 .6 J13C.23214 I IN STRICT PRFABRICAT 1' 13-10-04 1' 14-07-00 1' 300 L 12 C-44.3 + 2X4 BRACE 12 00 C-46 C-46 C-1.5x2.6 1001111 CD c 12. -4x6 C-1.5x2.6 C-2.5x6(S) C-46 C-46 C-2.56(S) C-1.5x2.6 C-2.50.7 C? 8-11-12 9-09-00 9-08-08 28-05-04 Scale: 1/4° JOB NAME: STRUCTURAL - MAST General Notes, un(esv 9thqrWls. noted: Design conforms to UBC-97 nVer: 6.3.4 *L) F 14 S shown. Design to support loads as Design assumes the lop and bottom chords to be laterally braced at ... ... .. 0 2-0 o.c. and at 12-0° o.c. respectively. 2x4 Impact bridging or lateral bracing recommended where shown + t Installation truss of is the responsibility of the respective contractor. Design assumes trusses we to be used in a non-corrosive environmentand are for *dry condition" Des gn assume? full 9OtUJ7•supPOrt. shown. Shim or wedge EkirnpiTru friq, Design assumes adequate drainage is provided ' '. Plates shall be located on both faces of truss, and placcd so their center lines coincide with joint center lines. atAftuyAcrusee . pctytSefihie .fqWVTR S. Digits indicate ciie of plate in Inches. 10. Forbasic design values of the Computrus Plate, Indicated by th prefix ,..._ 1 1.194? Net.!?tir Plate i. indicated by (he prolix CN. the DATE: 4/17/2003 DES. BY:RW SEQ.: 1186778 WARNINGS: 1. Read all General Nor.. and Warnings balere construction of lena... 3. Sulider and emotion contractor should be edvl.ml of all General Notes and - Warning, bar- conotniellon commence.. 1.3 compression web bracing moot be Installed where shown +. AS lateral force red.tiog .l.menls such as temporary and permanent bracing. moot be designed and provided by designer of complot. otnoctar.. Computnoo assumes no reopon.IbIlIiy.lor such broth,9. No food should be applied to any oomponeni wetS efter ii bracing and lootanani .rc oomplet.. and ii no time should any losd4 grcoter than design loods by eppll.d to my component. 8. Computesur has no control over end o.earneo no rppop4lifty far thy l.b,toatico, feanlng, .htm.ni and ln,tol.Uon ef component.. 7. ml. de.lgn I. furnish "subject t lit? ImItatIon, on "o deitgny set forth by the Jan, flit. institute ks'Ore.obra Wood Tneeeeo. HIS.el°. • copy of - which b, furnished by Compotma anon request. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x6 OF #2 1-6 BOTTOM CHORDS: 24 OF 01 1-5 WEBS: 2x 4 OF STAND 1-10 TC LATERAL SUPPORT <- 12OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. TRUSS SPAN 28- 8.8 ANSI/TPI SINGLE MEMBER FORCES 4RGD LOAD DURATION INCREASE - 1.25 T 1- 71772 8 1- 2596 N *- -962 SPACED 24.0 O'.C. T 2= -2407 B 2= 2596 N 2 -52 N 9 -fl8 - T 3- -820 B 3- 2286 N 3 -309 )O Q LOADING 1 4= -806 B 4= 2962 P1 4= 234 LL( 20.0)+OL( 8.0) ON TOP CHORD = 28.0 PSF T 5- -2424 85- 2964 N 5- -1525 DL ON BOTTOM CHORD = 10.0 PSFe T 6= -3089 N 6= -1525 - TOTAL LOAD - 38.0 PSFN N 7- 282 55 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY LEFT = 1001 RIGHT = 995 BC CONC LL-IDL= 100.0 LBS 6 13•- I0.2 BEARING AREA REQUIRED (SQ. IN) JOINT 1 1.60 OF I 247 HF I 23R SPF JOINT 7 1 59 .........-. -- -. OF / 2.46 HF / 2.34 5FF STRUCTURAL TRUSS INC. CERTIFIED INSPECTION IN STRICT ACCORDANCE WITH U.B.C232l.3 OREFABRCATEP 10-04 . 14-10-08 1 - 12 •.. 3.00 + 2x4 Brace In .1 k-46 C-1.5x2.6 C2.5x6(S) C-46 C-46 C736(S) C-1.5x2.6 C-30.7 8-11-12 9-09-00 10-00-00 -. -• . 28-08-12 • .-. . 28-08-12 Scale: 1/4° J0 ME: TMS design prepared from coruouter iwut bv StruLLULzLLTruss. Inc. WAItNVfGS: General Notes, unless otherwise noted: - Reed 55 O.n.eoi Note, and Warnings before 00505nwlton Of *050001. 1. Design to support toads as shown. Design conforms to IiBC-97 Anyer: b ..? (IL) -F BuIlder and ereotlen conteactor shoold be ed,t,.d of uU.O.n.nt Notes end 2. Design assumes the top and bottom chords to be laterally braced aU Warnings before con 1050t1 commences. - 2-0 o.c. and at 12-0° o.c. respectively. . ... • .. ._.... -- - . 50 n mm 500. - 3. 2x4 Impact bridging or lateral bracingrequired where shown +- f =•=* -. - .3: 1s3 compression web bracing moot be ineteIlod Whoop shown + 4. Instal latIon of truss to the responsibility o1 the respective contractor. OATE 4/10/2003 - 4. .4 restating ulbmont. 0c1, *e,o,u,y pmnunnt braslng. S. Design assumes trusses are to be used in a non-corroslveenvironment, - . . omat be designed and psId.d by assigner of samplet. nt0550wf. and are (or -dry condition' of use. - Compotn .05cm.s no responsibility 1w suchbrad,5. 6. Design assumes full bearing at all 5upp0118 shown. Shim or wedge if DES. BY; B. Noised should be applied r Ud onWanprit millutt. sit bracing and IA"mor 7. assumes adequate drainage is provided. leads be' e' complete,n m ii my 90 on C 8 Plates shall be located on both faces of truss and placed so their center SEG.lines 1187998 Q. C mputiu beans conul V., and sesame, no responsibility for the 9 coincide with M510LCACUftING iQelEOltl49 C0Mpu euqrp tsb.tsoUon, hndling. plolpeseni end Installation -1 eooiponmots. • 10. for basic design values of the Computnis Plate, Indicated by the prolix 7. This design Is lundah.d doJool is the lijoltetlona on truss designs ut both °C°. see I.C.B.0. R.R. 4211. by the Tens PIess beStial. bi°B,adng Wood Tn.eo.s. yea-ar;. copy of 11. The Computeus Net Section Plate is indicated by the prefix °CN, the which w51 be furnished by Comptotess span eequeat. designator (181 indicates 18 go. material I, usea. All others are 20 ga. It 5 Scale: 1/4' C-2.5x4.3(S) 12-00-00 29-00-04 17-00-04 ' '•: r-r 1111111 11111 tIll 11111 11111 11111 111111111 lOt S TRUSS SPAN 29'- .25w ANSI/TPI SINGLE MEMBER FORCES 4WRGO LOAD DURATION INCREASE 1:25 . T 1- -2584 B IT 2492 N IT 45 SPACED 24.0 O.C. - . . 1 2= -2253 B 2= 1732 $ ?T 590 • . . T 3 -2167 8.3 2337 N 3 482 LOADING 1 4= -2441 N 4= -318 LL( 20.0)+DL( 8.0) ON TOP CHORD - 28.0 PSF . • DL ON BOTTOM CHORD 10.0 PSFN ' LEFT 957 RIGHT ' 958 TOTAL LOAD - 38.0 PSFN . :. ON - 5 PSF REDUCTION TAKEN BEARING AREA REQUIRED (Sq. t) BOTTOM CHORD. AXIAL STRESS ONLY. JOINT 1 1.53 OF / 2.36 HF/ : 2.25 SPF \: JOINT 5 1.53 OF / 2.37 HF / 2.25.SPF LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) - TOP CHORDS: 2x6 OF 02 1-4 BOTTOM CHORDS: 2x4 OF #2 1-3 - WEBS: 2x 4 OF STAND 1- 4 TCLATERAL SUPPORT <— I2eOC LION. BC LATERAL SUPPORT <= 12"OC. LION. 14-10-08 14-01-12 1' 9-00-10 5-09-14 ' 5-09-14 8-03-14 SI 1-. • 1' 1 . . 12 C-06 . 12 .. '1 0' '•°° C-4x4 3(S) C-15x4 3 U C-2.5x2.6 v'lAq.J(J c'J co .5-.. 1 STRUCTURAL TRUSS W4C J CERTIFIE° INSPECTION iN STRICT ACCORDAN 'd'I%Th U$C.2321.3 RIPfl,P DATE: 4/16/2003 DES. BY: SEQ.: 1184641 WARNINGS: General Notes, unless otherwise noted: 1. Read .0 Genmel Nat,, and Warnings befare construction of trusses. 1. Design to support load, as shown. DesIgn con t ores to UBC-7 Anyer: V. 07 (IL) -W a. Build. and e,,etthn santroata, ,haeid b. .dol.ed at all General Not., and ike ii... ond k.*r chords a.. ha iiar,.il,. bracedat .... - 0 WarnIngs beta,e construction commence,. - - 3. 1.3 eanipreaalan web bracing n,aai be Instaged where eliaten v. 4. AN lateral faree resisting daaa.ntn such as temporary and pmanent bracing. mast be designed and peasldad by designer at complete alnaetarn. Camjmtnis e.aume, no responsibility for such bracing. 6. Na land should be applied to any component until after allbraqng and fastener, a,e complete, and at no time should any loads greater than design toed, be applied to any eampanent. - 8. Computrus has no central aver and neuman no responsibility for the fabrication. handling. shipment and InotetatIan of eanapenanta. 7, This design Is furnished .a54.ot lath. llmltatlans an tnsa, dsafgn. oat fauth be the Teas. Plate Institute b,.eina Waed .a Tfla.a 5a flIR.t .a..a of 3. 2a4 Impact bridging or lateral bracing required where shown t + 4. Installation of truss is the responsibility at the respective contractor. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition of use. Design assumes full bearing at all supports shown. Shim or wage If necessary. -. Design assumes adequate drainage is provided. Plates shall be located on both laces of ti-us,, and placed so their center lines coincide with joint center lines. Digits indicate size of plate in inches. For basic design values of the Computrus Plato, indicated by the prolix C. see I.C.B.0. R.R. 4211. 5 ..• •. -.....11. The Computrus Net Section Plate is indicated by the prefix CN, the which w8 i. furnished by Camputnis upon request.-- -. designator 1181 indicates 18 ga. material Is used, All others are 20 9L p4 GomuTrijs.1nc. Manufacturing • Engineering Computer Systems I FRAMING DETAILS WHERE HIP TERMINATION - : POINT DOES NOT MEET WITH COMMON TRUSS. COMMON TRUSS RIDGE COMMON TRUSS SHAPED BLOCK] ZcROSs BLOCK HIP 17 - RAFTER - AA HIP GIRDER TRUSS y z;Ho. 27635 EXTENDED END -. EXP.3I311 JI ND McKBOUOM V E CHOFIDS - -.:'- -i - SETBACK FROM - dL - SPECIFIED ON ENGINEERING EXrENDED END JACK TOP CHORD . ACe #1 #2 112 .3 11 COMMON TRUSS NDJACK CTURAL TRUSSINC '- SETBACK FROM END WALL ASSPECIFIED f 't1STRTONENGINEERINGIFIEDINSPEGTION CER ACCORDANCE IN STRICT - - 2x vetiicaiat oFESSi& - - - - - ox.lypical \MTH_1 ___4° - PRE lu HIP TRUSS VA ' - :;--- NQ. 29017 - - EXP. 3131103 OFC ix LATERAL BRACING AS SECTION A-A - - I.ummurl TRUSS J_EXTENDED TOP CHORD SECTION - HIP RAFTER - - TA L ~~~C-W7 11111(1111111! ampuTrus, Inc. J IIIIIJ 111111111111111111111111111111111 LOAD DURATION INCREASE = 1.25 . . SPACED 24 D.C. LOADING - LL (20.0) + DL (15.0) ON TOP CHORD = 35.0 PSF - IER CORNER PIER FILE NO: Hip Corner Rafter - 35 DATE: 01/01198 REF: 25-1 DES: SC L SEQ: S250503 UBC-97 2x4 ,DGER TO FACE 2-2x4 ATTACHMENT OF 1RUSS 4x4 ALLOWABLE \j) HAILS 2x6 SETBACK 2-2x6 FOR BEAMS 4x6 TO KING ATTACHED 'TURAL TRUE .0 r3REFABRICAT OF SIZE AND GRADE AS SHOWN 2x8 2-2x8 4x8 210 S INC. 'r) 2-2x10 010 2400F 5-6" 6'-6" 6-9" 7'-8" 9-2" 9-6" 9'-6" 11-3" 11'-8" 11 -4 13'-6" 14-1" 2100F 5-4" 6-4" 6-7" 7-6" 8-11" 9-3" 9-3" 11-0" 11-5" 11 -1" 13'-2" 13'-8" 1950F 5-3" 6'-3" 6-6" 7'-5" 8'-10" 9-2" 9-1" 10-10 11-3" 10' 11" 13-0" 13-6" IBOOF 5'-2" 6-2" 6'-5" 7-3" 8-8" 91-0" 91-61. 10-8" 11-1.' 10-9" 12-9" 13-4" 1650F 5-1" 6-1" 6-4" 7'-2" 8'-6" 8-10" 8'-10" 10-6" 10'-11" 10 6" 127! 13'-i" 1450F 4'-11" 5'-10" 6-1" 6-11" 8-3" 8'-7" 8'-6" ,10'-i" 10'-6" 10-1" 12'-2 12'7" SS DF 5'-5" 6-5" 6-8" 7-7" 9-0" 9-5" 9-1" 11-1" 11'-7" 10f5" 13'-l" 13'-1V #1&B DF 5-4" 6'-4" 6-7" 7-2" 8-11" 9-3" 8-5" ' 10-7" 11-5" 1-1" 12-1" 13-1" #1 DF 5-3" 6-3" 6'-6" 6-10" 8-8" 9-1" 8-0" 10-1" 10'-11" 9'-" 11'-7" 12'-6 #2 DF 51-1" 6-2" 6-5" 6-7" 8-3" 8-8" 7-8" 9-8" 10-6" 8'-" 11'-l" 12'-0- SS HF 5-2"1 6'-2" 6-5" 7-3" 8-8" 9-0" 9-0" 10-8" 111-1" 10'3" 12-9" 13'-4" #1&B HF 5-1" 6-1" 6-4" 7-0" 8-6" 8-10" 8-2" 10-3" 101-11" 9,- 4" 11-9" 12'-9 #1 HF 5'-l" 6-1" 6-4" 6-9" 8-6" 8-10" 7-11" 9'-11" 10-9" 9'4" 11-4" 12-4" #2 HF 4-11" 5-10" 6-1" 1 6-6" 1 8-2' 8'-7" 7-7" 9'-7" 10'-4" 8'43" 10,-11" 1V-10- 2 - Denotes double member beam required Join together will, led nails at 12" O.C. - LompLirr us. Inc. [Manufacturing Engineering Computer TRUSSES SPACED AS REQUIRED DOUBLE TOP PLATE STUDS SPACED AS REQUIRED LU cc I 1111111 1111111 11111111111111111 11111 11111 11111 11111111 NAIL TRUSS TO SPACER BLOCK 1T WITH 2-16d NAILS PARALLEL ONE SIDE, TOENAIL TRUSSTOTOP • PLATE WITH 2-16d NAILS OPPOSITE SIDE. r 2-I6d NAILS INTO_• TOENAIL 2-16d NAILS EAVE BLOCK INTO EAVE BLOCK - SECTION A-A - ALTERNATE EXTERIOR WALL DETAIL - -. OF E EAVE BLOCK WITH 2-16d NAILS BLC PARALLEL. ONE END. 2-16d NAILS OENAILED OPPOSITE EN D. SEE NAILING REQUIREMENTS - SPACER BLOCK WITH • - .- - - . FOR SIMPSON H2.5 CONNECTOR. • • ' ' 3-16d NAILS INTO • . .. -' • - TOP PLATES -, otir.TURALTRUSS INChi 11111111111111111 NON-BEARING PARTITION PERPENDICULAR TO TRUSSES -TRUSS -- - -. - BOTTOM CHORD - - - A4-1 iI[ ll,N TRUSS CLIP OR EQUAL WITH - - - A 4-1 l-l6d NAIL OR - - • SECTION A-A EQUAL. - V - 2x4 BLOCK SPACED 24 oc. TYPICAL 2x4 BLOCK-ATTACHED WITH 2-16d B .-J NAILS AT EACH END -. T O ORD RUSS - - - - - - BOTTM CH- - B SECTION B-B - ...—NON-BEARING PARTITION PARALLEL TO TRUSSES - TRUSSES SPACED AS REQUIRED __ 1' •1' -' V ®NAIL TRUSS TO - - - - - BLOCK V • -. - V SPACER BLOCK - —k - • (D NAIL SPACER BLOCK TO TRUSS 3-16d TYPICAL Vt ® SET NEXT O \ @BACK NAIL AFTER A TRUSSES ARE EREC~ r \ V C • TRUSSAN TOE NAIL TO PLATE: - - - • SECTION C-C - I- - - - - - - -- - - •- - V - • V CJ EXTERIOR WALL - - V V • -. -, / -' - - V • - -41 V V V:Y1/ • - - V - FILE NO CONNECTION DETAILS fr - -URAL TRUSS INC. DATE 01/01/98 x STRUM REF: 25-15-1 DES SC CERTIFIEDINSPECTION OF C IN STRICT ACCORDANCE WITH U.B.C. 2321.3 PREFABRICATED SEQ: S151506 UBC-97 V - •V - V V - V - V tV - V_ V - • V - / CQmpuTru. Inc. Manufacturing • Engineering • Computer Systems 2XOVERHANG (MIN.) DESIGN CRITERIA - MOMENT: (W)(L2) < 1.25 (2)(FBR)(S) DEFLECTION; (3)(LL+ K(DL))(L4) DEF (24)(E)(I) SECTION PROPERTIES DEFLECTION: 2x4: S= 3.063(/N)3 1=. 5.359(IN)4 K = 0 FOR DL < .5 LL 2x6: S = 7.563(m)3 , 1= 20.797(1)V)4 K = I FOR DL .5 LL 2x8: 5= (3.141(111)' 1=47.635(1N) DEF U240 FILE NO: Max. Overhang Chart DATE: 01101/98 - REF: 25-1 DES: SC OVERHANG 1111111111 liii 1111111 11111 111111111111111111111111 IN MAXIMUM ALLOWABLE OVERHANGS FOR TRUSSES AND RAFTERS ampuTrus, Inc.r"ii LOAD DURATION INCREASE = 1.25 SPACING = 24 O.C. Manufacturing Engineering 'Computer Systems '..ij.) N STRICT •AGCO __________________________________ • \JV1T11U. LIVE LOAD (PSF) 20 20 16 16 16 PREFA" -) DEAD LOAD (PSF) 8 15 7 14 19 TOTAL LOAD (PSF) 28 35 23 30 35 SIZE GRADE SPECIE E FBR MAXIMUM OVERHANG HF 1.3 1466 HF 1.5 1639 2x4 #1 ER OF 1.6 1509 OF 18 OF 1.7 1725 HF 1.6 2415 J 110 10 2 3-0 1984 SS OF 1.9 2501 3-11" 3-3" 4-2' 3-5' 3-3' 1450F HF 1.3 1668 3-5" 2'-10" 3-8" 3-0" 2-10" 1650F HF 1.5 1898 3-7" 3-0" 3-10" 3'-2' 3-0" 1800F HF 1.6 2070 3'-8" 3-1" 4-0" 3-3" 3-i" 1950F HF 1.7 2243 3'-9" 3'-l' 4'-0" 3-3" 3'-l' * • 2100F HF 1.8 2415 3'-lO' 3-2" 4-1" 3-4" 3-2' 2400F HF 2.0 2760 4'-0' 3-3" 4-3" ." 2x6 #2 HF 1.3 1271 5-5" 4-6" 5'-10' 4'-8" 4-6" #1 HF . 1.5. 1420 5-8" 4-8' 6-1" 4-11" 4-8" - SS HF 1.6 2168 5-9' 4-10" 6-3" 5-1 4-10" - #2 OF 1.6 1308 5-9' 4-10" 6-3" 5-1" 4-10' #1 OF 1.7 1495 5-11" 4-11" 64" 5'-2" 4-11" #1&BTR OF 1.8 1719 6-0" 5'-0" 6-6" 5-3' 5'-0" SS OF 1.9 2168 6-1" 6-1' 6'-7" 54" 5-1' 1450F HF 1.3 1668 5-5' 4-6" 5'-1 0* 4-8" 4'-6' 1650F HF 1.5 1898 5-8' 4-8" 6'-l" 4-11' 4-8" 1800F HF 1.6 2070 51-9" 4'-10" 6-3" 5'-1 4-10" 1950F HF 1.7 2243 5'41" 4'-ll" 6-4 5'- 441 2100F HF 1.8 2415 6-0' 5'-0' 6-6' 5-3" 5'-0' 2400F HF 2.0 2760 6-3" 5-2" 6-8" 5'-5' 5--2- 2x8 92 HF 1.3 1173 7--1" 5-11" 7'-8' 6-2" 5-11" #1 HF 1.5 1311 7-5' 6-2' 8-0" 6-6' 6-2" SS HF 1.6 1932 7'-7' 6-4" 8'-2" 6-6" 64" #2 OF 16 1208 7-7' - 6'4' 8'-2" 6-8" 64' #1 OF 1.7 1380 7-9' 6'-5" 84' 6'-9' 6-5" #1 &BTR OF 1.8 1587 7'-1 1" 6-7" 8'-6' 6-11' 6-7" SS OF 1.9 2001 8-1" 6-8" 8-8" 7'-l" 6-8" 1450F HF 1.3 1668 7-1 5-11' 7-8' 6-2" 5'-11" 1650F HF 1.5 1898 7'-5' 6-2" • 8'-0' 6-6". 6-2" 1800F HF 1.6 2070 7-7" 6'-4' 8-2" 6-8" 64" 1950F HF 1.7 2243 7-9' 6'-5" 84" 6-9' 6- HF 1.8 2415 T-11" 6-7' 8-6" 1 6'-11" 6-7" HF 2.0 2760 8-2' 1 6-10" 8'-10" .7'-2" 6-10"