Loading...
HomeMy WebLinkAbout2051 CUMBRE CT; ; CB970010; Permit3 I. :r L D I N G i- E 3. 'A I T 0.../06/97 li 5J Page 1 of i Job Address 2051 CUKBRE CT Suite. Permit Type MISCELLANEOUS Parcel No 216-49i-27-C'J Lot*: Valuation- 6,804 Occupancy Group. Referenced Dssci-.ption RE-ROOF 2BOO Sr-" STD CONC^RST W/CALCS 1CBO 2656 Nfi C3 9 7 in) 10 Project No A970U, ;, _ Development No Appl/Ownr JAEGER ROOFING 24-275 CONE JO ROAD SUN CITY, CA 92587 *** Fees Required **-\ Fee #1' * MISCELLANEOUS TOTA^ 1779 01/06/97 OC?O.L 01. 02 "-?WT 1.49,00Construction Type NEW status, isTur,:) Applied 01/06/97 Apr/.Is cue 01/0 fa/ 97 Entered By JM 244-2151 - -;-. - >].lecteJ & Credit: Fees . 1490 ,; ••• ;. Adjustments- /•>• Total Fees 14'% , ... :.. • Fee descrip-cion ' ' . . ' '"; : .»'.-•' \ •"=..J-'i:?: \:i& :i^ •'-, oo "• '•. 3 vpc "n.c-n>cT • , 00 '-'•• "-.vcii'ailu^ r>ue:'.. -, 1C 9 00 "'.-_.. i; .-Airiitn "•''Sfc/i1; :. '- Ext fee Data 143 00 PERM." 149 C! 0 :T FEE FINAL APPROVAL DATE CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr , Carlsbad, CA 92009 (619) 438-1161 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr, Carlsbad CA 92009 (619) 438-1161 FOR OFFICE USE Q PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date I !/„/"? 7 Address, (include I Suite#)Business Name (at this address) Legal Description gP K Lot No Subdivision Name/Number Unit No Phase No Total tt of units Assessor's Parcel #Existing Use5PV4 Proposed Use Description of Work ^6<?C5 s^ FT I #of Stories tefbooc woo,o -s^CvKt-S iiyv3»T£iM JV tb)^3;.,,. CONTACT PERSON (if different from applicant) •-..,,- 1, x,; f...ij^fis. * of Bathrooms Name Address City ^B.Contractpr^JQ^Agem]fc.Convacaor:: D Owner d Agent (or Ovwna'r 1 j!a% State/Zip Telephone # Fax # (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 bases for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) State License Address License Class C.-' City ^Ufl M '") State/Zip tC( City Business License # Telephone #Qpq Designer Name )3 [-(/,£,£. State License * ^ State/Zip £ $| TelephoneAddress ^ |gq£ fc M<£rpr iie.cVC.ty SJ COMPENSATION.'^..• ^...'jlISL:.fIZulrfLl..'^Jt^^F ?".':'&; Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued 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 My worker's compensation insurance carrier and policy number are Insurance Company <C>f}\,(\jP^I\ b/ylfii'fc- Policy No \i|/)£. S^. Ig^ls —L/*2_ Expiration Date_ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I Shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), irk addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees SIGNATURE (J^IS . DATE lUl 47 ,7 :-OWNER-BUILDER DECLARATION L, ". 1,1 «}•' '••'..•.•" i..: -.e *J 'v.'''..*..'*?. '/ ' ''K^'r^^^jiSS'? ^. 'fe^gK^rfE "V'? ..^••ffi'rt..-.:":,. ' "' I hereby affirm that I am exempt from the Contractor's License Law for the following reason Q I as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or imprbves 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) L~] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) Q I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) _____^^^__ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTJAL BUILDING>ERMITS ONLY*, Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1 ,OOO feet of the outer boundary of a school site? Q YES Q NO If ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT [8fc:?:c6NSTRucTtoN LENDING AGENCY" '-•''\7'TS'""?'>?. ?!'::™.~;T . ""•' 7>'y^,K^'^Sii^SESM^:S3EiEIr7^:'L ';»-,' •:-. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code) LENDER S NAME LENDER S ADDRESS ,9 :'! APPLICANT CERTIFICATION " "••••'" ' ..'"'• ."'"i '' ..-•• •'- ' " -:_-•••"* ,". •• 7"?. ^'~^£^J^£r'-• ™""..";"« _ ^; . I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0* deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is yfrpjmencfft for a period of 180 days (Section 106 4 4 Uniform Building Code) / / 1/6/4-)APPLICANT'S SIGNATURE DATE JL WHITE File YELLOW Applicant PINK Finance f CITY OF CARLSBAD SUPPLEMENTAL BUILDING PERMIT APPLICATION FOR REROOFING 1. JOB ADDRESS 2. TYPE OF BUILDING: RESIDENTIAL^ COMMERCIAL 3. ROOF SLOPE: RISE l{ inches in 12 inches 4. TYPE OF EXISTING ROOF COVERING (>0£>O scL^gx SHEATH ING 5. NUMBER OF EXISTING ROOF COVERINGS (circle one) 1 2 3 *6. NEW ROOF MATERIAL Lf frkl f^ _ CLASS j\ WEIGHT PER SQUARE 7. NUMBER OF SQUARES 8. TRADE NAME rfalPj£?fc fcW&v\ & MANUFACTURER LifVJ-. <L_ 9. ROOF SYSTEM APPROVAL UL No. _ Other? L L>D 10. IS THE EXISTING STRUCTURAL DESIGN SUFFICIENT TO SUSTAIN THE WEIGHT OF THE PROPOSED ROOF YES ^L NO _ If the answer is no, a roof plan must be provided with this application. 11. Fire rating of roof: Class A _ Class B _ I understand the following inspections are required: 1. Tear Of f/Pre- inspect ion prior to installing new roof covering. 2. Final Inspection I agree to provide a ladder extending at least 2 rungs above the roof for inspection. SIGN Contractor IA/Y ,L V v P* 4"7 1 DATE1 K p- <^s2 Owner Contractor Name -S(Xlft^)^K> IC^OT llrtSi t—"*6 - Rolled Roofing,f TiTfc/, Shake, Shingle, Asphalt/Comp Fiberglass, Built up. CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB970010 FOR 03/12/97 DESCRIPTION: RE-ROOF 2800 SF STD CONCTRET W/CALCS ICBO 2656 TYPE: MISC JOB ADDRESS:2051 CUMBRE CT APPLICANT: CONTRACTOR: OWNER: JAEGER ROOFING INSPECTOR AREA DC PLANCK* CB970010 OCC GRP CONSTR. TYPE NEW STE: LOT: 909 244-2151 REMARKS: BJN/ALAN/909-244-1521 SPECIAL INSTRUCT: PHONE: PHONE: PHONE: INSPECTOR -T TOTAL TIME: CD LVL DESCRIPTION 15 ST Roof/Reroof 19 ST Final Structural ACT COMMENTS DATE DESCRIPTION 010997 Roof/Reroof 010897 Roof/Reroof ***** INSPECTION HISTORY ***** ACT INSP COMMENTS AP DC CO DC NR 2:00 City of Carlsbad Building Department WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by section 3700 of the Labor Code, for the performance of the work for which this permit is issued I have and will maintain workers' compensation, as required by section 3700 of the Labor Code, for the performance of the work for which this permit is issued My workers' compensation insurance carrier and policy number are INSURANCE COMPANY POLICY NO EXPIRATION DATE (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS) 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 ™ C. workers compensation laws of California Signature I A.J I / Date | Warning: Failure to secure workers' compensation coverage is unlawful, and shall be subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. March 3, 1995 2075 Las Palmas Dr • Carlsbad, CA 92OO9-1576 - (619) 438-1161 • FAX (619) 438-O894 AOOrci>«lCERTIFICATE OF INSURANCE f j. : / % •• V* AVW.1W V S*\ vfiv S W, ••,,; BSUE DATE (MM/DO/YY) PRODUCER Irvine Pacific Insurance 2081 Business Center Dr. #245 Irvine, CA 92715 (714) 476-2600 PAX 476-1253 MSURED JAEGER ROOFING 24275 CONEJO RD. QUAIL VALLEY, CA 92587 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. ... v.. COMPANIES AFFORDING COVERAGE COMPANY LETTER COMPANY LETTER COMPANY LETTER COMPANY LETTER COMPANY LETTER A GOLDEN EAGLE INSURANCE CO. B "• f '• 's '"• * f~ THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POUCY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POUCIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POUCIES UMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS CO.in TYPE OF WSURANCE GENERAL UABUTY COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR. OWNER'S & CONTRACTOR'S AUTOUOBLE UABUTY ANY AUTO ^ AU. OWNED AJTO& SCHEDULED AUTOS HIRED AUTOS NON-OWNED AUTOS GARAGE LIABILITY EXCESS LIABILITY UMBRELLA FORM " OTHER THAN UM8RELLA FORM WORKER'S COMPENSATION AND EMPLOYERS' UABUTY OTHER POUCY NUMBER POLJCY EFFECTIVE DATE (MM£)D/YY) POLICY EXPIATION DATE (MM/DO/YY)LIMITS GENERAL AGGREGATE '$ PRODUCTS-COMP/OP AGO » PERSONAL & ADV INJURY t EACH OCCURRENCE J FIRE DAMAGE (Any one he) J MED EXPENSE (Any one person) J ICOMBINED SINGLE LIMIT BODILY IKAflY (P«( purton) BODILY INJURY (Per acttttnt) PROPERTY DAMAGE EACH OCCURRENCE AGGREGATE •y STATUTORY UMITS NWC321658-02 09/19/96 09/19/97 DISEASE - POUCY LMFT DISEASE • EACH EMPLOYEE * 1,000,000 * 1,000,000 % 1,000,000 DESCRrnON OF OPERATIONSAjOCATIONSnEHICLESnPECWL ITEMS *IN THE EVENT OF NON PAYMENT OF PREMIUM 10 DAYS NOTICE WILL BE GIVEN. RE: LICENSE #668882 CESTIF4CATE HOLDER. ' > ' CONTRACTORS STATE LICENSE BOARD P. O. BOX 26000 SACRAMENTO CA 95826 CANCJEtUjKH^ SHOULD ANY OF THE ABOVE DESCRIBED POUCIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBUGATION OH UABIUTY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES AUTHORIZED REPRESENTATIVE MANNING ENGINEERING CIVIL/STRUCTURAL CONSULTANTS BASED ON INFORMATION SUPPLIED BY GERQULD VAN STOCKUM STRUCTURAL CALCULATIONS FOR ' AN, EXISTING WOOD SHAKE ,ROOF TO BE REPLACED OVER. TWO LAYERS OF 30# FELT OVER 1/2" CDX PLYWOOD OR OSB 41892 ENTERPRISE CIRCLE SO , STE E • TEMECULA, CA 92590 • (909) 676-1844 • FAX (909) 694-6026 PROJECT: ENGINEER: MANNING ENGINEERING --------- 41892 ENTERPRISE CIRCLE SOUTH STE. E TEMECULA, CA . 92590 (909) 676-1844 1.0 DESIGN DATA GOVERNING CODE: 1994 UNIFORM BUILDING CODE LOADS 104TILE ................ Ibs FELT ................ 1.0 PLY ................ 1.5 SPACE SHEATHING ...... 5 FRAMING ............. 1.5 ELECT & MECH ........ 0.5 \5 '?? LBS/SQ FT < ------- LOAD TO RAFTER OR TRUSS TOP CHORD. INSULATION . . ., ....... 1.0 CLG JOIST ...... .... 1.0 GYPSUM .......... 2.5 MISC ................. 5 Lbs/SQ FT <•TOTAL ROOF LOAD 3:12 2O.O <-LIVE LOADROOF PITCH > REROOF .UFETILE |0':? LBS PER SQ.FT. 2 LAYER 90# ASTM FELT OVER 1/6" PLYWOOD SHEATHING NOTE: NAILING SCHEDULE PER UBC TABLE 23-1-Q. C —TO I <* I I V IMC;F- . 0 wcc 4)8HW OopCO feol 4)V* DUu u4->CO 40 •r*P0)?h1) otfp< crW OO 4)iH ? 4> !So8O P r)•P >W i-{O 4) O.§_. 4J ft.c3 § B O O* 00«w vv a) ee <u t) Ho P to -s>U A 03 co 6 G * •a Q) 4)C H >CO H OP /5(0 a v<y « "8o q o3d p e(A O - 0 -H= « P t-lOPA 03 CO « T3 H§4)h 4) P 3U M3 <W 4Jtfi 0)r! Is ^i? o a (O S - S ?Q \n c £ ^^ ^ 3 II. EC— 3 — -36.S 1 T COMCL.USIVE MrtRKETIMG 9 iQ u)4 q>• a D.EC— 3 — ^ «=•U 1 •* 5 1 CON CLUSIVE MARKET IMG . 0 to .2 £ I INTRASOFT- WOODTRUS - Timber Truss Design Version 2.0 - 4/12/94 - C5 .1 Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407) 394-4257 User #950069 BRUCE MANNING ENGINEERING TEMECULA CA 92590 Input data filename: YABUM DATE: 12- 4-1996 TIME: 16:13:53 PROJECT. TRUSS A-A *** GENERAL DATA *** MEM ITS LOADS E ( 19 11 1 1600. *** JOINT DATA (feet) ** * JT 1 2 3 4 5 6 7 8 9 10 11 7 14 23 31 38 6 12 18 24 30 X .00 .42 .84 .48 .34 .34 .16 33 .50 .66 .00 2 5 8 5 2 Y .00 .00 .00 .00 .00 .00 .16 .33 .00 33 .16 V H 1 1 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 *** MEMBER DATA *** MEM FM TO 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 1 7 8 9 10 6 2 2 3 4 5 6 7 8 9 10 11 11 7 EST WIDTH (inches) 1 .50 -1 .. 50 1 .50 1 ..50 1 .50 3 ,00 -3.00 3 .00 3 .00 3 .00 3.00 1 .50 EST DEPTH ( inches ) 3.50 3 50 3.50 3 5O 3.50 3 5O 3.50 3 5O 3.50 3 50 3.50 3 50 AREA (sq. in) 5.25 5 25 5.25 5 25 5.25 10 50 10.50 10 50 10.50 10 50 10.50 5 25 E (ksi) 1600.0 160O .0 1600.0 160O 0 1600.0 160O .0 1600.0 160O .0 1600.0 160O .0 1600.0 160O .0 LENGTH (feet) 7 42 7 .42 8.64 7 .86 7.00 6 .53 6.94 6 .72 6.71 6 .21 8.62 2. 50 13 3 8• 14 ' 3 8 15 3 9 16 4 9 17 4 10 18 5 10 19 5 11 *** TIMBER DATA *** MEM TYPE BMIN BMAX D/T 1 .00 2 .00 3 00 4 .00 5 .00 6 .00 7 .00 8 .00 9 .00 10 .00 11 .00' 12 .00 13 .00 14 00 15 .00 16 .OO 17 .00 18 . 00 19 .00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 in 1. .50 1 50 1 .50 1 .50 1 .50 3 .00 3.00 3.00 3.00 3.00 3.00 1 .50 1 50 1 .50 1 .50 1 .50 1 .50 1 .50 1 .50 in 6 .OO 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6 00 6.00 6.00 6 00 6.00 6.00 6 .00 6.00 *** UNBRACED LENGTH MEM 1 2 3 4 LUX 7.42 7.42 8.64 7 .86 LUY 7.42 7.42 8 .64 7.86 1 .501 .50 1 .50 1 .50 1 50 1 .50 1 .50 DMIN in 3 . 50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 DATA ( DMAX in 12 .00 12.00 12.00 12.00 12 .00 12.00 12.00 12.00 12.00 12 00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 feet) 1 5O 5.25 160O".0 b .89 3.50 5.25 1600.0 8.80 3 5O 5 25 160O .0 9 .42 3.50 5.25 1600.0 5.46 3 50 5 25 1600 0 8 .55 3.50 5 25 1600.0 2.54 FC FT FD FF FM TLAM psi psi 1350 .0 625 .0 1350.0 625.0 1350.0 625 0 1350.0 625.0 1350.0 625.0 1350.0 625 0 1350.0 625.0 1350.0 625.0 1350.0 625.0 1350.0 625.0 1350.0 625.0 1350.0 625.0 1350.0 625.0 1350.0 625.0 1350.0 625 0 1350.0 625 0 1350.0 625.0 1350 .0 625 .0 1350.0 625.0 <**£ 2fC 2fC 2fC ,; ^ -- V .^ f? f ' '•"'•< •/ (. vv-, ^ /'.'-~ A*--^u L A T!.rArA^\\W'- 1 .00 1 00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 00 1 00 1 .00 1 .00 1 OO I .00 1 .00 L««« ^ r '^ •f'' .-x v /^<>/ " * - 'J V •, 1 .00 1 .00 1 .00 1 00 1 .00 1 .00 1 .00 1 .00 1 00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 ^\ \ '*\v?"ivrA'"'•V',_\\, f.jfi * « 1 00 1 .00 1 .00 1 .00 1 .00 1 00 1 .00 1 00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 _ 1 .00 > X\ in 1.5 1 .5 1 .5 1 .5 1 5 1 .5 1 5 1 5 1 .5 - 1 5 1 .5 1 .5 1 5 1 .5 1 .5 1 5 1 .5 1 5 1 .5= B[NC i n OO 00 .00 .00 00 00 00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 DINC in .00 .00 .00 .00 00 00 .00 .00 .00 .00 .00 .00 ' .00 .00 00 00 .00 .00 - .00 \$v /:/>&^£5/^i^-CAOlh^ 7 .00 6.53 6.94 6.72 6.71 6.21 8 62 2.50 5 89 5.89 8.80 9.42 5.46 8.55 2.54 7 .00 6.53 6.94 6.72 6.71 6.21 8 .62 2.50 5 .89 5.89 8.80 9 .42 5.46 8 55 2.54 6 7 8 9 10 11 12 13 14 15 16 17 18 19 *** OUTPUT FOR LOADING CONDITION 1 *** *** JOINT LOADS (kips) *** JT 1 7 8 9 10 11 PY -.22 - .44 - .44 - .44 -.44 - .25 PX 00 .00 .00 .00 .00 .00 *** JOINT DEFORMATIONS (inches) *** JT 1 VERT 2-107 3 4 5 6 7 8 9 10 11 -16 -7 -88 -18 -12 -6 - .000 031 045 .946 .000 000 .835 382 .639 .834 .296 HORIZ - - - - - 31 "~O -7 -4 - 000 .029 .058 .098 .182 .505 .164 .016 .484 .932 .794 *** MEMBER FORCES (Kips) AND DESIGN RESULTS*** MEM AXIAL FORCE B kips in D i n FT psi FTA psi FC psi FCA psi STRESS RATIO Calculation Parameters CLX CLY LE 19.8 39.6 171.0 2.73 2.25 K 27.3 4.50 Calculation Parameters : CLX CLY LE K Z3 .48 0 Z3 XINT .63 XINT"0^"0 .630 19 8 39.6 171 .0 27.3 -.48 2 2.73 2.25 4.50 0 63 269 427 .631 Calculation Parameters CLX CLY LE 17.3 46.1 199.1 K Z3 27.3 -1.72 3.24 2.25 6 .00 0 XINT .76 0 239 314 762 Calculation Parameters CLX CLY LE 10 5 41 9 181 1 7 .51 2.25 K 27.3 ••> .00 Z3 - .86 O XINT .97 0 37O 380 974 Calculation Parameters CLX CLY LE 7.0 26 9 161 .3 32.33 3.13 K 27.3 12.00 Z3 .69 0 XINT .93 0 862 924 .932 Calculation Parameters 6 CLX CLY LE 17.4 25.1 150.4 -2.89 3.13 K 27.3 Z3 76 4.50 205 XINT .33 625 0 0 329 Calculation Parameters : CLX CLY LE K Z3 XINT 18 5 26.6 159.8 27.3 .70 35 -3.06 3 13 4 .50 217 625 0 349 Calculation Parameters CLX CLY- LE 17.9 25.8 154.9 -3 .25 313 K 27.3 " 4 . 5O Calculation Parameters CLX CLY LE 17.9 25.8 154.7 -6 .96 3 13 K 27.3 4 .50 Z3 .73 231 Z3 .73 495 XINT .37 625 370 -792 Calculation Parameters CLX 6 2 10 -49 . WARNING - CLY 14.5 66 Member Calculation 11 12 CLX 9.8 -33. Calcu CLX 6.7 - CLY 20 .2 40 Lation CLY 13.3 00 Calculation 13 14 15 CLX 15.7 Caicu CLX 15.7 - Caicu CLX 23.5 Caicu CLX 25.1 CLY 31 .4 31 I. ation CLY 31 .4 31 1 at ion CLY 46.9 61 ia'tion CLY 36 2 LE 143.1 27 K .3 5 1.3 12 00 is overstressed Parameters LE 198.5 27 5.13 10 Parameters LE 57.6 27 2 .25 4 Parameters LE 135.7 27 2 25 4 Parameters LE 135.7 27 2.25 4 Par a meters LE 202.7 27 2 .25 4 Parameters LE 217.1 27 : K .3 .50 K .3 .50 • K .3 50 • K .3 .50 K .3 .50 K .3 23 .97 807 **# Z3 .90 620 Z3 .98 0 Z3 .41 0 Z3 .41 0 Z3 -1 .92 60 Z3 -.03 XINT 1 29 625 XINT .99 625 XINT .00 0 XINT 04 0 XINT .04 0 XINT .10 625 XINT .83 16 5.96 3.13 4.50 0 O 0 0 30 30 Calculation Parameters 0 0 677 677, 0 510 ''92 .993 .000 .045 .045 .096 .829 INTRASOFT: UIQODTRUS - Timber Truss Design Version 2.0 - 4/12/94 - C5.1 Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407) 394-4257 User #950069 BRUCE MANNING ENGINEERING TEMECULA CA 92590 Input data filename: YABUKI DATE 12- 4-1996 TIME". 14"57:45 PROJECT: TRUSS R-B *** GENERAL DATA ** * MEM JTS LOADS 11 7 1 E ( ksi ) 1600. *** JOINT DATA (feet) *** JT 1 2 3 4 5 6 7 X .00 5.16 10.33 15 .50 5 .16 10 .33 15 .50 Y .00 1 .13 2.00 3.50 2.25 4 .50 6.75 V 1 0 01 0 0 0 H 1 0 0 0 0 0 0 *** MEMBER DATA *** MEM FM TO EST WIDTH (inches ) 1 .50 1 .50 1 .50 1 .50 1 .50 1 .50 1 .50 • 1 .. 50 1 .50 1 .50 1 .50 #** TIMBER DATA *•** MEM TYPE BMIN BMAX DMIN DMAX 1 2 3 4 5 6 7 8 9 10 11 1 2 3 1 5 7 2 2 3 3 4 2 3 4 5 6 6 5 6 6 7 7 EST DEPTH (inches ) 3.50 3 50 3_.50 3 50 3.50 3 .50 3.50 3. 5O 3.50 3.50 3.50 , AREA ( sq. in) 5.25 5.25 5 25 = 5.25 5.25 5.25 5.25 5 .25 5.25 5.25 5.25 >O> ~-~m£f&Li W^$Ati I'M *iv!£/ \y^"^ ^* fiW*Kd/I r ,--..-.:-. \\ \ <t_A..'vJi> V\ S&SSM E ( ksi) 1600.0 1600 .0 1600.0 1600.0 1600.0 1600 .0 1600.0 160O 0 1600.0 1600.0 1600.0 i%<v,V .V\ x-^M •v 'i~-i\ ( '_ c4/ * / " I 0^ LENGTH ( feet) 5.28 5 .24 5.38 5.63 5.64 5.64 1 .13 6.17 2.50 7 .02 3.25 FC FT FD FF FM TLAM BINC DINC D/T 1 M 2 B 3 . 4 H 5 B 6 M 7 . 8 in in in in psi psi in 1 1 .50 6.00 3.50 12.00 1350 O 625. 0 l.OO l.OO 1 OO 1.5 00 1 1.50 6 00 3 50 12.00 1350.0 625.0 1.00 1.00 1.00 1.5 00 1 1.50 6.00 3.50 12.00 1350.0 625.0 1 00 1.00 1.00 1.5 00 1 1.50 6.00 3.50 12 00 1350.0 625.0 1.00 1.00 1.00 1.5 OO 1 1.50 6.00 3.50 12.00 1350.0 625.0 1.00 1 00 1.00 1.5 OO 1 1.50 6.00 3.50 12.00 1350.0 625.0 1.00 1.00 1.00 1.5 00 1 1.50 6 00 3.50 12.00 1350.0 625.0 1.00 1.00 1.00 1.5 00 1 1.50 6.00 3.50 12.00 1350.0 625.0 1.00 1.00 1.00 1.5 in in OO .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 . 00 .00 .00 .00 9 . 10 . 11 • *** MEM 1 2 3 4 _5 6 7 8 9 10 11 #** *** JT 1 5 £> 7 *** JT 1 2 3 4 5 1 1.50 6.00 3.50 12.00 1350.0 625.0 1.00 1.00 1.00 1.5 00 1 1.50 6.00 3.50 12.00 1350.0 625.0 1.00 1.00 1.00 1.5 00 1 1.50 6.00 3.50 12.00 1350.0 625.0 1.00 1.00 1.00 1.5 00 UNBRACED LENGTH DATA (feet) *** LUX LUY 5.28 5 28 5.24 5.24 5.38 5.38 5.63 5.63 5.64 5.64 5.64 5.64 • 1 13 1.13 6.17 6.17 2.50 2.50 7.02 7.02 3.25 3.25 OUTPUT FOR LOADING CONDITION 1 *** JOINT LOADS (kips) *** PY PX -.19 .00 -.37 .00 -.37 . 00 ^^r^^T^s, ~"29 "°° ^^^^^^\JOINT DEFORMATIONS (inches) *** ff&ffi \^\ 1 f o I'TV^O ^ 4^ VERT HORIZ |£n#^CrT^f.Hij\.000 .000 \\ " V (-/i"'xX>i"- c ,; '# -.190 .055 \*0\ ,-W — .112 .048 v^*?*'*^. flV'1'' " • *' .000 .015 ^X£- fa'^X -- •> "' -.191 .067 ^ftBE^stf^ '" .00 .00 .00 .00 .00 .00 , - O -.i.k.3 Cj• -.003 -.0: *** MEMBER FORCES MEM 1 2 3 4 5 AXIAL FORCE kips Calculation CLX CLY 14.1 28.2 -1 .75 Calculation CLX CLY 14.0 28.0 - .78 Calculation CLX CLY 14 4 28.7 .00 Calculation CLX CLY, 15.0 30 0 1 .86 Calculation CLX CLY 15" 0 30.1 1 .86 Calculation CLX CLY 15.0 30.1 \4 (kips) AND DESIGN RESULTS*** B D in in Parameters : LE K 121 .7 27 3 2 .25 4 .50 Parameters : LE K 120 8 27.3 2. .25 4 . 50 Parameters : LE K 124.0 27.3 T> 25 4 .50 Parameters = LE K 129 7 27.3 '2 .25 4 .50 Parameters • LE K 129.9 27.3 2. .25 4 .50 Parameters -" LE K 129.9 27.3 FT psi Z3 .62 172 Z3 .63 77 Z3 .59 O Z3 .51 0 Z3 51 0 Z3 .51 FTA PG i XINT .28 625 XINT .12 625 XINT 00 0 XINT .25 0 XINT .25 0 XINT .11 FC psi O O O 183 183 6 .84 .25 4 .50 0 Calculation Parameters - CLX CLY LE K Z3 0 XINT FCA STRESS RATIO P151 276 .123 000 74.1 248 739 249 3 .0 60 .37 25.9 27.3 1.00 > 25 4 .50 0 .03 0 Calculation Parameters : 8 9 10 11 CLX CLY 16.5 32 9 -1 .12 Calculation CLX CLY 6.7 13.3 .58 Calculation CLX CLY 18.7 37.4 -1 .04 Calculation CLX CLY 8.7 17.3 .6fe LE 142.3 27 2 . 25 A Parameters LE 57.6 27 2 .25 4 Parameters LE 161.8 27 2 .25 4 Parameters LE 74 9 27 '2 .25 4 K .3 .50 : K .3 .50 : K .3 .50 : K .3. .SO ** RESTRAINING FORCES AT SUPPORTS JT 1 4 RY .37 .66 RX 00 .00 Z3 .29 110 Z3 .98 0 Z3 -.19 103 Z3 .95 0 ( kips ) XINT .18 625 XINT .04 0 XINT .16 625 XINT .05 0 *** End of WOODTRUS Elapsed Time 0 mm 26 sec 36 O 56 0 65 1350 12.76 027 .177 .043 165 051 H INTRASOFT- WOODTRUS - Timber Truss Design Version 2 0 - 4/12/94 - C5.1 Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407) 394-4257 User #950069 BRUCE MANNING ENGINEERING TEMECULA CA 92590 Input data filename: YABUKI DATE- 12- 4-1996 TIME: 15-29-39 PROJECT: TRUSS B-B *** GENERAL DATA *** MEM JTS LOADS 15 9 1 E ( ksi ) 1600. *** JOINT DATA (feet) *** JT 1 2 3 4 5 6 7 8 9 X B 6 . 14 21 . . 3. 9 . 15. 00 70 13 66 00 00 00 16 33 Y „ „ „ 3, 6. 9 . 5. 2 . 00 00 00 00 50 63 00 33 66 V H 1 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 *** MEMBER DATA *** MEM FM TO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 1 5 6 7 8 4 5 2 2 2 3 3 2 3 4 5 6 7 8 9 9 7 5 7 8 8 9 EST WIDTH (inches ) 1 50 1 .50 1 .50 1 .50 1 .50 " 1.50: 3 00 3.00 3.00 1. 1 1 1 1 1 50 50 50 50 50 50 EST DEPTH ( inches ) 3 3 3 3 3 . 3 3 3 3 3 3 3 3 3 3 50 50 .50 5O 50 .50 .50 50 .50 .50 .50 .50 50 .50 .50 AREA (sq 5 5 5 5 5 5 10 10 10 5 5 5 5 5 5 - in .25 .25 .25 .25 25 .25 .50 .50 .50 .25 .25 25 .25 .25 .25 E LENGTH ) (ksi) 1600 L60O 1600 160O 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 .0 .0 .0 0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 (feet ) 6 7 7 3 3 3 7 6 6 6 7 9 5 7 2 .70 .43 .53 50 .13 .83 .17 72 .87 .26 .56 .73 .87 .28 .92 *** TIMBER DATA *** MEM TYPE BMIN BMAX DMIN DMAX D/T in in in in 1 .00 2 .OO 3 .00 4 .00 5 .00 6 .00 7 .00 8 .00 9 .00 10 .00 11 1 .00 12 1 .00 13 1 .00 14 .00 15 .00 1 1 .50 6 .00 3 .50 12 .00 1 1.50 6.00 3.50 12.00 1 1.50 6.00 3.50 12.00 1 1.50 6.00 3.50 12.00 1 1.50 6.00 3.50 12.00 1 1.50 6.00 3.50 12.00 1 3.00 6.00 3.50 12.00 1 3.00 6.00 3 50 12.00 1 3 00 6.00 3.50 12.00 1 1.50 6.00 3.50 12.00 1.50 6.00 3 50 12.00 1.50 6.00 3.50 12.00 1.50 6.00 3.50 12.00 1 1.50 6.00 3.50 12.00 1 1 50 6.00 3.50 12.00 FC FT psi psi 1350.0 625 .0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625 0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625.0 1 1350.0 625.0 1 FD OO 00 00 00 00 00 00 00 00 00 00 00 00 00 00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FF .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 00 .00 .00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FM OO 00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 00 TLAM 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 in .5 5 5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 BINC in .OO .00 00 .00 .00 .00 .00 .00 .00 .00 00 00 00 00 00 DINC in .OO .00 .00 00 .00 .00 00 .00 .00 .00 00 .00 .00 00 .00 *** UNBRACED LENGTH DATA (feet) MEM 1 2 3 4 5 6 . 7 S 9 10 11 12 13 14 15 LUX 6.70 7.43 7 .53 3.50 3.13 3 83 7.17 6.72 6.87 6.26 7.56 9.73 5.87 7.28 2.92 LUY 6 .70 7.43 7 .53 3 50 3.13 3.83 7.17 6.72 6.87 6.26 7.56 9.73 5.87 7.28 2.92 *** OUTPUT FOR LOADING CONDITION 1 ***r-V^y •'YJ)-^' v'">" ^P^>.^X '*** JOINT LOADS (kips) ***n JT 6 7 8 9 4 PY -.29 - .33 -.44 - .44 - .22 PX .00 .00 .00 .00 .00 *** JOINT DEFORMATIONS (inches) *** JT 1 2 3 4 5 6 7 8 9 VERT .000 -.045 - .068 .000 -.005 -.006 -.022 -.057 -.067 HORIZ .000 .000 .008 .022 .017 .024 .037 .012 .002 *** MEMBER FORCES (kips) AND DESIGN RESULTS*** MEM iXIAL FORCE kips Calculation CLX CLY 17.9 35.7 B D in in Parameters • LE K 154.4 27.3 FT psi Z3 .02 FTA psi XINT .00 FC psi FCA STRESS RATIO psi .00 2.25 4.50 0 0 .000 Calculation Parameters : CLX CLY LE :K Z3 XINT 19.8 39.6 171.1 27.3 -.48 .12 -.77 2.25 4 50 76 625 0 0 122 Calculation Parameters : CLX CLY LE K Z3 XINT 20.1 40.2 173.6 27.3 -.57 .21 -1 .30 2.25 4 .50 128 625 0 206 Calculation Parameters CLX 9.3 CLY 18.7 LE 80.6 K 27.3 Z3 93 XINT .08 .96 2.25 4 .50 0 0 95 1251 .076 .Calculation Parameters CLX 8.3 CLY 16.7 .29 LE 72.0 2.25 K 27.3 4.50 Z3 .95 0 XINT 02 0 28 1287 .022 Calculation Parameter: CLX 10.2 CLY 20.4 .00 LE 88.2 2 25 K 27.3 4.50 Z3 .90 XINT 00 0 .000 Calculation Parameters CLX CLY LE K Z3 XINT 19.1 27.5 165.2 27.3 .65 .05 .56 3.13 4 .50 0 39 882 .045 8 Calculation Parameters CLX CLY LE K Z3 XINT 17.9 25.8 154.9 27.3 .73 .09 1 .23 3.13 4 .50 0 87 988 .088 Calculation Parameters CLX CLY LE K Z3 XINT 18.3 26.4 158.2 27.3 ' .71 .11 1 .41 3 13 4 .50 0 100 956 10'5 10 Calculation Parameters . CLX CLY LE 16.7 33.4 144.3 .59 2.25 K 27.3 4.50 Z3 .25 XINT .10 0 58 599 .098 11 Calculation Parameter1 CLX CLY LE 20.2 40.3 174.2 .32 2.25 K 27.3 4 .50 Calculation Parameters CLX CLY LE K 25.9 51 9 224.2 27.3 Z3 .59 31 XINT .05 625 051 12 -.52 2.25 4.50 51 625 0 0 082 Calculation Parameters CLX 15.7 CLY 31 .3 LE 135 .3 K 27.3 Z3 .42 XINT .10 13 .69 2.25 4 .50 0 0 68 682 ,100 Calculation Parameters - CLX CLY LE K 19.4 38.8 167.8 27.3 Z3 XINT -.37 .08 14 .53 2 .25 4 .50 51 625 0 0 .083 15 Calculation Parameter- CLX 7.8 CLY 15.6 .42 LE 67 3 2.25 K 27 .3 4.50 Z3 96 XINT .03 0 41 1302 .032 *** RESTRAINING FORCES AT SUPPORTS (kips) JT 1 4 RY .96 .55 RX .00 .00 End of WOODTRUS Elapsed Time:0 min 32 sec INTRASOFT: WOODTRUS - Timber Truss Design Version 2.0 - 4/12/94 - C5.1 Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407) 394-4257 User #950069 BRUCE MANNING ENGINEERING TEMECULA CA 92590 Input data filename: YABUK/ DATE: 12- 4-1996 TIME: 16:13:53 PROJECT. TRUSS g,-6» *** GENERAL DATA *** MEM JTS LOADS 19 11 1 E ( ksi ) 1600. **K JOINT DATA (feet) ** JT 1 2 3 4 5 6 7 8 9 10 11 7 14 23 31 38 6 12 18 24 30 X .00 42 .84 .48 .34 .34 .16 .33 .50 66 .00 2 5 8 5 2 Y .00 .00 .00 .00 -.00 00 .16 .33 .00 .33 .16 V H 1 1 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 *x* MEMBER DATA *** MEM FM TO 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 1 7 8 9 1O 6 •o•i™ 2 3 4 5 6 7 8 9 10 11 11 7 EST WIDTH (inches ) 1 .50 1 .50 1 .50 1 .50 1 .50 3 .00 -3.00 3 .00 3.00 3 .00 3.00 1 .50 EST DEPTH ( inches ) 3 3 3 3 3 3 3 3 3 3 3 3 .50 50 .50 5O .50 50 .50 50 .50 50 .50 5O AREA (sq 5 5 5 5 5 10 10 ' 10 10 10 10 5 . in .25 .25 25 .25 .25 .50 .50 50 .50 .50 .50 25 E LENGTH ) (ksi) 1600 160O 1=600 1600 1600 1600 1600 1600 1600 160O 1600 1600 .0 .0 .0 0 .0 .0 .0 .0 .0 0 .0 .0 (feet) 7 7 8 7 7 6 6 6 6 6 8 2 .42 .42 .64 .86 .00 .53 .94 .72 .71 .21 .62 .50 13 . 3 8' 14 3 8 15 3 9 16 4 9 17 4 10 18 5 10 19 5 11 *** TIMBER DATA •*** MEM TYPE BMIN BMAX D/T 1 .00 2 .OO 3 .OO 4 .00 5 .00 6 .00 7 .00 8 .00 9 .00 10 .00 11 .00 12 .00 13 .00 14 .00 15 .OO 16 .00 17 .OO 18 .00 19 .00 1 1 1 1 1 1 1 1 1 1 , -1 1 1 1 1 1 1 1 " 1 in 1 .50 1 .50 1 .50 1 .50 1 .50 3.00 3.00 3 .00 3.00 3.00 3.00 1 .50 1 .50 1 .50 1 .50 1 .50 1 .50 1 .50 1 .50 In 6 .OO 6.00 6.00 6 00 6.00 6.00 6.00 6.00 6.00 6.00 6 00 6.00 6 .00 6 00 6 00 6.00 6.00 6.00 6.00 1 .bO 1 .50 1 .50 1 .50 1 .50 1 .50 1 .50 DMIN DMAX in 3 .50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 '3.50 *** UNBRACED LENGTH DATA ( MEM 1 2 3 4 7 7 8 7 LUX .42 .42 .64 .86 LUY 7.42 7.42 8 .64 7.86 in 12 .00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 . 12.00 12.00 12.00 12.00 12.00 12.00 12.00 - 12.00 OOVJ _),.— >-> -Ls_-\vw •w3 "50 5 .25 1600 0 3.50 5.25 1600.0 3 50 5 .25 1600 .0 3.50 5.25 1600.0 3 5O 5 25 1600 0 3.50 5 25 1600.0 FC FT FD FF 5 . 8. 5. 8. 2. FM psi psi 1350 .0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350.0 1350 .0 1350/0 625 .0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 625.0 1 .OO 1 .00 1 .00 1 .00 1 .00 1 00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 00 1 .00 1 .00 1 .00 1 .00 1 .00 i .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 00 1 00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 00 1 .00 1 .00 1 1 . 1 . 1 1 . 1 . 1 . 1 1 . 1 . 1 . 1 . 1 . 1 . 1 1 . 1 . 1 . 1 . 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 89 80 42 46 55 54 TLAM in 1 .5 1 .5 1 .5 1 .5 1 .5 1 .5 1 .5 1 5 1 .5 1 .5 1 .5 1 .5 1 .5 1 .5 1 .5 1 .5 1 .5 1 .5 1 .5 BINC in OO 00 00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 *• DINC in .OO .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 feet) *** .^^tft-T'o?**^ 1 1 /$& 'QfwO/W <cfit.p A AS^^J^ *fy; . — ^ f[Er COSB^b\\*\ H\'^k 9?J ~~\ \\ - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 #*# *** JT 1 7 8 9 10 11 *** J-T 1 7 00 7.00 6.53 6 53 6.94 6.94 6.72 6.72 6 71 6 71 6.21 6.21 8.62 8.62 2.50 2.50 5.89 5.89 5.89 5.89 8.80 8.80 9.42 9.42 5.46 5 46 8.55 8.55 2.54 2.54 OUTPUT FOR LOADING CONDITION JOINT LOADS (kips) *** PY PX - 22 00 -.44 .00 -.44 .00 -.44 .00 -.44 .00 -.25 .00 JOINT DEFORMATIONS (inches) VERT HORIZ .000 .000 1 *#* #*# 2-107.031 -.029 3 4 5 6 7 8 9 10 11 *## MEM = -16 045 -.058 -7.946 -.098 .000 '-.182 .000 -.505 -88.835 31 164 -18.382 -5.016 -12.639 -7.484 -6.834 -4.932 -.296 -.794 MEMBER FORCES (kips) AND DES AXIAL FORCE B D kips in in = Calculation Parameters : CLX CLY LE K 19.8 39.6 171.0 27.3 IGN RESULTS*** FT FTA psi psi Z3 XINT -.48 .63 FC psi FCA STRESS RATIO psi 2.73 2.25 4.50 0 269 427 .630 Calculation Parameters : CLX CLY LE K Z3 XINT 19.8 39.6 171.0 2.73 2.25 27.3 -.48 4.50 0 ,63 Calculation Parameters CLX CLY 17.3 46.1 3.24 Calculation CLX CLY 10.5 41.9 7 .51 Calculation CLX CLY 7.0 26.9 32.33 Calculation CLX CLY 17 4 25.1 -2.89 Calculation CLX CLY 18.5 26.6 -3 .06 Calculation CLX CLY 17 9 25.8 -3 .25 Calculation CLX CLY 17 9 25.8 LE 199.1 27 2.25 6 Parameters LE 181.1 27 2 25 <? Parameters LE 161 3 27 3.13 12 Parameters LE 150.4 27 3.13 4 Parameters LE 159.8 27 3.13 4- Parameters LE 154.9 27 3 .13 4 Parameters LE 154.7 27 K .3 .00 : K .3 .00 : K .3 .00 : K .3 .50 : K .3 .50 : K .3 .50 : K .3 Z3 -1 .72 0 Z3 -.86 O Z3 69 0 Z3 .76 205 Z3 .70 217 Z3 .73 231 Z3 .73 XINT .76 0 XINT .97 0 XINT .93 0 XINT .33 625 • XINT .35 625 XINT .37 625 XINT .79 -6 .96 3 13 4 .50 495 625 269 239 37O 862 O O 427 .631 314 .762 380 974 924 .932 0 329 349 370 Calculation Parameters : CLX CLY 6.2 14.5 10 -49.66 WARNING - Member 11 12 13 14 15 16 Calculation CLX CLY 9.8 20.2 -33.40 Calculation CLX CLY 6.7 13.3 .00 Calculation CLX CLY 15.7 31.4 .31 Calculation CLX CLY 15.7 31.4 .31 Calculation CLX CLY 23.5 46.9 - .61 Calculation CLX CLY 25.1 - 36.2 5.96 LE 143.1 27 K .3 5 13 1.2.00 is overstressed Z3 .97 807 *** XINT 1 29 625 Parameters : LE 198.5 5.13 27 10 K .3 .50 Z3 .90 620 XINT .99 625 Parameters • LE 57.6 2 25 27 4 K .3 .50 Z3 .98 0 XINT .00 0 Parameters LE 135.7 2 .25 27 4 K .3 .50 Z3 .41 0 XINT .04 0 Parameters- : LE 135.7 2.25 2> ,4 K .3 .50 Z3 .41 0 XINT .04 0 Parameters LE 202.7 2 .25 27 4 K .3 - .50 Z3 -1 .92 60 XINT .10 625 Parameters • LE 217.1 3.13 27 4 K .50 Z3 -.03 0 XINT .83 0 Calculation Parameters O 30 30 1 292 ##* 0 .993 0 .000 677 .045 677 .045 .096 829 17 -5.18 2.25 4.50 511 625 0 .819 18 Calculation Parameters CLX CLY LE 13.7 20.0 196.9 45.03 5.13 K 27.3 7.50 Z3 .90 XINT .96 0 1171 1219 .961 19 Calculation Parameters CLX 2.9 -19.68 CLY 9 .8 LE 58 .6 3.13 K 27.3 10.50 Z3 .99 599 XINT .96 625 0 0 ,960 *** RESTRAINING FORCES AT SUPPORTS (kip-s) 4 ** JT 1 5 6 RY -.96 11 .36 -8.37 RX .00 .00 .00 End of WOODTRUS Elapsed Time'1 nun 1 sec INTRASOFT: WOODTRUS - Timber Truss Design Version 2.0 - 4/12/94 - C5.1 Copyright (C) 1986-1994, INTRASOFT Inc., Boca Raton, FL 33432 (407) 394-4257 It- User #950069 BRUCE MANNING ENGINEERING TEMECULA CA 92590 Input data filename: YABUKI DATE 12- 4-1996 TIME: 14:36:11 PROJECT: TRUSS D-D *** GENERAL DATA *** MEM JTS LOADS 961 E (ksi) 1600. *** JOINT DATA (feet) *** JT 1 2 3 4 5 6, X .00 10.50 21 .00 5.25 10.50 15.75 Y .00 ; .00 .00 2.33 4 .66 2.33 V 1 0 1 0 0 0 H 1 0 0 0 0 0 *** MEMBER DATA *** MEM FM TO EST WIDTH (inches ) 1 2 3 A 5 6 7 8 9 1 2 1 4 5 3 2 2 2 2 3 A i3 6 6 4 5 6 .50 50 .50 ,50 .50 1 .50 1 .50 1 .50 1 .50 1 1 1 1 1 **'* TIMBER DATA EST (i DEPTH nches ) 3 50 3 .50 3.50 3 5O 3.50 3.50 3.50 3.50 3.50 AREA ' (sq. in) 5.25 5 .25 5.25 5 .25 5.25 5.25 5 25 5.25 5.25 E (ksi) 1600.0 1600.0 1600.0 1600 .0 1600.0 1600.0 1600.0 1600 .0 1600.0 LENGTH (feet) 10.50 10 .50 5.74 5 .74 5.74 5 .74 5.74 4 .66 5.74 MEM TYPE BMIN BMAX DMIN DMAX D/T in in in in 1 .00 FC FT FD FF • FM" TLAM BINC DINC psi psi in in in 1 1.50 6..00 3..50 12.00 1350 ..0 625 0 1 .00 1.00 1 OO 1.5 .00 .00 2 .00 3 .00 4 .00 5 .00 6 .00 7 .00 8 .00 9 .00 1 1 1 1 1 1 1 1 1.50 6.00 3.50 12.00 1350.0 625.0 1 1.50 6.00 3.50 12.00 1350.0 625.0 1 1.50 6.00 3.50 12.00 1350.0 625.0 1 1.50 6.00 3 50 12.00 1350.0 625.0 1 1.50 6.00 3 50 12.00 1350.0 625.0 1 1.50 6.00 3.50 12.00 1350.0 625 0 1 1.50 6.00 3.50 12.00 1350.0 625.0 1 1.50 6.00 3.50 12.00 1350.0 625.0 1 *** UNBRACED LENGTH DATA (feet) *** MEM LUX LUY 1 10.50 10.50 2 10.50 10.50 3 5.74 5.74 4 5 74 5.74 5 5.74 5 74 6 5.74 5.74 7 5.74 5.74 8 4.66 4.66 9 5.74 5.74 *** OUTPUT FOR LOADING CONDITION 1 *** *** JOINT LOADS (kips) *** 00 1.00 1 .00 1 .5 00 1.00 1 .00 1 .5 00 1.00 1 00 1.5 00 1.00 1 .00 1 .5 00 1 00 1 .00 1 .5 00 1.00 1 .00 1 .5 00 1.00 1 00 15 00 1.00 1 .00 1 .5 JT 1 4 5 6 3 PY -.19 - .38 - .38 - .38 -.19 PX .00 .00 .00 .00 .00 *** JOINT DEFORMATIONS (Inches) *** JT 1 2 3 4 5 6 VERT .000 - 093 .000 - 087 -.090 -.087 HORIZ .000 .019 .038 .026 .019 .012 *** MEMBER FORCES (kips) AND DESIGN RESULTS*** ,.00 00 00 00 00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 MEM AXIAL FORCE B k I ps in D 1 n FT psi FTA PSI FC psi FCA STRESS RATIO Calculation Parameters : CLX CLY LE K 13 XINT 28.0 56.0 241.9 27.3 -4 93 .20 1 -1.28 2.25 4.50 126 625 0 0 .20^ Calculation Parameters CLX CLY LE 28.0 56.0 241.9 1 28 . 25 K Z3 XINT 27.3 -4.93 .20 4 ..50 126 625 O 2O2 Calculation Parameters : CLX 15.3 CLY 30.6 1 .40 LE 132.3 2 .25 K 27.3 4 .50 Z3 .47 0 XINT .19 0 138 712 .194 Calculation Parameters : CLX CLY LE 15.3 30.6 132.3 .93 .2b K 27.3 4 .50 Z3 .47 0 XINT ,13 0 712 129 Calculation Parameters : CLX , CLY LE K Z3 XINT 15.3 30.6 132.3 27.3 .47 .13 ..93 2 .25 4 .50 0 0 92 712 .129 6 Calculation Parameters : CLX CLY LE K Z3 XINT 15.3 30.6 132.3 27.3 .47 .19 1 .40 2 .25 4 .50 O 0 138 712 194 Calculation Parameters : CLX CLY LE K Z3 XINT 15.3 30.6 132.3 27.3 .47 .06 .47 2 .25 A .50 0 0 Calculation Parameters : CLX CLY LE K Z3 XINT 12.4 24.9 107.4 27.3 .77 .06 46 71.2 065 - 38 2 .25 4 .50 37 625 Q .060 -tf Calculation Parameters CLX 15.3 CLY 30.6 47 LE 132.3 '2 .25 K 27.3 4- . 5O Z3 .47 O XINT .06 0 At,712 065 *** RESTRAINING FORCES AT SUPPORTS (kips) *** JT 1 3 RY .57 .57 RX .00 .00 End of WOODTRUS Elapsed Time:0 mm .19 sec BEAM DESIGN BM1 DESIGN PARAMETERS, Fb = 100O Fv - , 95 LDF - 1.25 E = 1445000 USING DRESSED LUMBER FOR A BEAM SPAN = 16 LOADING UNIFORM LOAD ON MEMBER (PLF ) = 200 BEAM REACTIONS Rl = 1600 R2 = 1600 BEAM SPAN = 16 MAX SHEAR = 1600 MAXIMUM MOMENT OCCURS AT 8 FEET FROM Rl MOMENT = 6400 AREA REQ'D = 1.5*V/(LDF*Fv ) = 17 SECTION MODULUS REQ'D - 12*M/( LDF*Fb) = 61.44 INERTIA REQUIRED (1/2 DL + LL) = 191.3357 •I-** USE 4 X l<b *** A = 53.375 *•** Sx = 135.6615 *** I = 1034.419 PROJECT .. *^ DATE.. . ** ENGINEER s Ln 10 'Gi 3 V) ro E ^ta T ^ f Q K COc up girder and be:VI 10 g to as 2; ^ Q.P, ^ ||| S™ °o 3 ^ w to*Osr to wsss. w CDc up corner studs- | ONCL M 3 o 33 oo to ^1 1 % X 00i K 3 x S 3 1 S- 300 on S- 3 3 3 — 0? — ~ X OO " (25 mm x 203mm) sheathing or less to each bearing, fac(3 to k O — Mli mm) brace to e;ich stud and plate, face nail_ to ooc. •0 73to? 0•o_ E* i OO E g joists to parallc:l rafters, face nailLO i -j n 300 "o MS •IW 1 r partitions, face nailLO i ON n 5 nuous header to sec. IE ooo. V* 2 3 ig joists to plate,§E LO ooo. *• n 3 luous header, two•a E °5 oON 3 § O O E. OQ 1=r a."5? <jJ 5}•a "2. Ui 5T 5 CO so 3 to ONa. to ?3^f oist to top plate, I§w ooQ. 5 Lnto 3 3, or> - CO ing between joislIs or rafters to top plate, toenail2 o oo c ccr cr led top plates, ty|le top plates, lap.3 -T3 0 §5:8 3W <_ 2 8B ^§ 3 °o§is NO ?ccr !e studs, face nail£ S o 3g oo oo 9? c.o sole plate00n.^ S3 i"to p. rt3D. 3to -J ^•a late to stud, end ii ro £ c^ W C/3 S.S.rt" n"^^ *~^ilate to joist or blilate to joist or blocking, typical face nailocking, at braced wall panels[ ^2 2E °*§ i3 °3 |o =,« ui to "CS 1 mm) subfloor U'o ? 00 .1cr 3c. i N) i •f ^0.« f X 3 X LAto 3 co-! 0 rt 3- 3 i w — X rt*i"(25mmx 152I vtCo-=1OR 3 8 .0 1 *O ?ft 3» 10 S to CO of 300 0 'oa i 1re3Q. 10 S - o" £ o 00 1 - t o zmo z> 1 5 ?im **"§" "* 3 J sheathing diaphvalue may be 175iragms shall not be used to brace concrete(778 N) for '/2-mch x 4-foot x 8-foot ( 1 3 x 1TABLE 23-l-Q— NAILING SCHIm ro oo — -1 ^ x § ni ^ o M^|?3 B 21 "*sr§• 11 cr S™ S3 , 3* o M to".K 4' x 8'3 x 2438 mm)No 1 1 gage galvanized roofing nail!3/4" (44 mm) long, 7/16" (11 mm) heado (J1 (jJ — ^5x~ ^o -^ wx" oo No 1 1 gage galvanized roofing nail1 !/2" (38 mm) long, 7/16" (11 mm) headro r-J » U1 S1 z </> Nm zn > APPLICATIONNAIL SIZE2~oo> "oj111 — ZCZom =35 il "z— 5,cy>>y m TABLE 23-l-P:.RTICAL DIAPI—ALLOWABLE SHEARS FOR WINDHRAGMS OF FIBERBOARD SHEATHFOR TYPE V CONSTRUCTIONio = ^2m ""§55 §0 §£N2 ws = 2CO 5z - § i.lation detailsor roof shealmum 1 9 perc3 ? a. ifil i 2 81 i1!- si!300 0 3*8"5-a 3-1 Crt US ft O\ 1" r ro fO O) —o. 10 5 » 3 ?? n "TI §~ - -! oLi3 o- 11q •£> |s S3 51 2,=(/i™ o 3 11ro -u> <S — U) ro*. oS~ ^ °" •jj to ? 31 1(A M- O1* •£• Ln 'jJ — K Ox rsj Ln U> OC 4^ — W oTg" , 3 x 25 4 for mmg&nQa o u (/>C rfaced Un:ii Q. C/)C tt a "^ C/l ^n CL C3 § Plz X i Q* 3 ZJ TJA •gas» J I i<Q i f (Ac 12 (0 -g 5 ic M NET TH0 zm CO J ?•£•o Tl 1-cs0m30•o 0mD _|<VBLE 23-1-1T1 | [I O > D m (A3 ^ S31r-c oma Tl[•" 0Q jg ^^ o 30 O (/) m 5i z K> r-j — T3~Z9 3 tO^"| « 3 "T3 O O 5- S O i-lsg"9- = o^ x 5 w) - 3 |"1 f 1" 3 w 'I~v M 5/3 ^ L/I^ 3 3" ^ n&• Q 3 c ff "^-o.BS a 2 fD # VJ O O »BS5~ n z? «^ "s-3"! 5 f S § J5 d — n 1^1 s **• 3 n tt S^ciS. 3 LA |§ 3_ o1 7 S. ? 3 5.p « <T> » — « w 3 3ff » S.E° 5 5|» IM3 13 *» O 3 _ " O-B"!-° Q.S" to NO 5"jr ^^To ts^l 33 3 3 3,°" " £ t — o tooo Tl cr -S ^i"S '% ^ /—^- o 3 W 3 3 E3, -"S ~^ 00 - - ' Z ZZ ZO O Q O ON ~- ON — 'S g'S 'S g'S10 *• °° "* * °° to "^ "0 3 L« ^2. OO^ISJ^ W c^c; 5 ||? ^ o i: HI. 3n 3y> ?s S aCT. ON toON «n wo "^•^l^~' 3 3-S-" ^T?" 5 S" OO~ « « 2* oo «N*J 4 o ^ ,* — B 3 ,= i.Ms 01 0 3 i^ — 5 ^ "s^S: 3 5 - 23 5 5S?°6> " c " cT-o5* 5 ^3 Q. 3 § 1 »V — uC "~ 3 1 f'SET" 3* zr 3 m BT 5 o S { 1^ S 3 » ^ TO ^-s "™ o 3 ^J^ II=r toII Lflro j^. 3 1- 3^"^ 2 S S o 55 OO O3 O\ OO CO OS O\Q. Q- Q. O. t- Q. C.tyi Ln ui i_t '^J N-fi ijj 0o z fiHc z pZi— H>00 mro i z F zO 8 mo fo 03 5"c(D £ *