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HomeMy WebLinkAbout1950 CALLE BARCELONA; TRUSS; PCR02259; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR02259 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title Applicant MICHAEL CONELY 195 CALLE BARCELONA 7606350219 1950 CALLE BARCELONA CBAD PCR 2550121500 Lot# $0 00 Construction Type LA COSTA GLEN TRUSS FIX FOR ASSISTED LIVING BLDG 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area Owner CONTINUING LIFE COMMUNITII C/O RICHARD ASCHENBRENhft 800 MORNINGSIDE DR FULLERTON CA 92835 ISSUED 09/30/2002 RMA 11/04/2002 11/04/2002 CHC LLC i 11/04/02 0002 01 02 CGP 240 = 00 Total Fees $240 00 Total Payments To Date $000 Balance Due $240 00 Plan Check Revision Fee Additional Fees $240 00 $000 Inspector FINAL APPROVAL 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 lees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 1 PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By_^._ Date Q / </") //) / I ^ / Address (include Bldg/Suite #)Business Name (at this Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel #Existing Use Proposed Use Description of Work 2 . CONTACT PERSON (if different from applicant) SQ FT #of Stories # of Bedrooms # of Bathrooms Name 3 - ::APPlilCANT Address City jSontractorffflir 0 Agent foftpritractor:! D Owner :*"O Agent "for Owner State/Zip Telephone # Fax # Name 4:: UPROPERTY OWNER Address City State/Zip Telephone # Address City State/Zip Telephone #Name 5 : CONTRACTOR COMPANY NAME ' '" .." ...,• .3K' " ,' %Si, .... :J:;|:: "" " ;jf (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 violationof Section 3^31 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License tt Address City State/Zip Telephone .&.." WORKERS aCOMPENS~AfiON ' " .,.. , ":: ,ir '!"f"" aP :i~" ™. -!f-:-' Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations ST 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 trie work for which this permit is issued fj] I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) n CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE DATE 7 OWNERJBUILDER DECLARATION If1" ... ' '"" ... fW I hereby affirm that I am exempt from the Contractor s License Law for the following reason PI 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 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) Q I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) l~l 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 f~lNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL* Z(l\LQ\tiG PERMITS ONLY ..J|||F" JS '3-li •• 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? d YES C3 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' l~| YES CD NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' D YES Q NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT "s CONSTRUCTION LENDING" AGENCY"'" ...... ai;-;i" ...,""'"' ....:i?":: :;? ....... .::>y|i::" ...... ?"" I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER S NAME _ LENDER S ADDRESS _ 9:|i APPLICANT CERTIFICATION; yi:;;; ..... ;;i)p: ........... "•,•••• ajf :;|P?:"' " "^i.... ": :: :" 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 CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the buildiqa 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 comfnenoed wuhinj 1 80 days f/pm 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 commgn^d % a pjgjiid cfjlftp dpys (Section 106 4 4 Uniform Building Code) APPLICANT S SIGNATURE DATE WH lie YELLOW Applicant PINK Finance ] EsGil Corporation In Partnership with government for EuiGfmg Safety DATE October 7, 20O2 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 00-2020 REV 18 (PCR02-259) __ SET I PROJECT ADDRESS 1950 Calle Barcelona PROJECT NAME La Costa Glen, Assisted Living Facility (Truss Repairs) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XJ The applicant's copy of the check list has been sent to Michael Conley (via fax) Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Michael Conley Telephone # (760) 635-0219 Date contacted ioll\o*.(by ^ ) Fax # -3783 Ma/I Telephone^-- Fax-^" In Person REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 10/1/02 tmsmudot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 O (858)560-1468 ^ Fax (858) 560-1576 Carlsbad OO-202O REV 18 (PCR02-259) October 7, 20O2 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad (PCR02-259) PROJECT ADDRESS 1950 Calle Barcelona DATE PLAN RECEIVED BY ESGIL CORPORATION 10/1/02 REVIEWED BY Kurt Culver PLAN CHECK NO 00-2020 REV 18 DATE REVIEW COMPLETED October 7, 2002 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments 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 • Please make all corrections on the original tracings and submit two new complete sets of prints to ESGIL CORPORATION • To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes a NO Carlsbad OO-2O2O REV 18 (PCRO2-259) October 7, 2OO2 1 Please provide complete calculations to justify the proposed "fixes" for the damaged/missing trusses The submittal we received only contained the original calculations, with some sketches added by the engineer Those sketches must be supplemented with calculations to justify the method of repair 2 Of particular concern are the conditions were a ply is missing from multi-ply trusses 3 Someone used ink to add things to the package we received (such as bracing for web members, etc ) Please make sure these are on the final package you submit 4 The final package you submit must be reviewed first by the engmeer-of-record The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation Thank you Carlsbad 00-202O REV 18 (PCR02-259) October 7, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 00-2O20 REV 18 (PCRO2-259) PREPARED BY Kurt Culver DATE October 7, 2002 BUILDING ADDRESS 1950 Calle Barcelona BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Rlrln Pp-rmit- FPP hv Di-dina AREA (Sq Ft) cb Valuation Multiplier By Ordinance nrp ^ Reg Mod VALUE ($) Plan Check Fee by Ordinance Type of Review [~1 Repetitive Fee ~"~] Repeats $240 00 Complete Review D Other m Hourly Structural Only Hours Esgil Plan Review Fee * Based on hourly rate Comments Truss repairs Esgil fee = 2 hrs @ $96 00/hr $19200 Sheet 1 of 1 macvalue doc isGil Corporation In yartnersftip with government for Quitting Safety DATE October 31, 2002 O^APPttCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO OO-2020 REV 18 (PCR02-259) SET II PROJECT ADDRESS 1950 Calle Barcelona PROJECT NAME La Costa Glen, Assisted Living Facility (Truss Repairs) IXI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I | 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 I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I | 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 IXI Esgil Corporation staff did not advise the applicant that the plan check has been completed I I Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person 1 REMARKS By Kurt Culver Enclosures Esgil Corporation D GA D MB D EJ D PC 10/28/02 tmsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Landmark BY AGBROVED NOV 0 4 2002 October 10, 2002 Esgil Corporation 9320 Chesapeake Drive Suite 208 San Diego, California 92123 (858) 560-1468 Attn Kurt Culver BUILDING DEPT npy ^ o CAMCO PACIFIC CONSTRUCTION RE Roof Truss repairs for La Costa Glenn (Carlsbad. California) (Carlsbad 00-2020 REV 18 (PCR02-259)) Dear Kurt Culver, This letter is in response a fax I received from CAMCO PACIFIC CONSTRUCTION COMPANY, INC , which outlines some concerns you expressed regarding the repairs done on this project I am sending you an outline of the trusses repaired and a commentary explaining the accompanying calculations Please refer the commentaries to Table 1 following the commentaries Calculation Commentaries Truss #1 and #2 - T50A and D27 One ply of existing 2 ply girders were notched as indicated by contractor due to steel column intrusion First the 2 ply truss is analyzed as a one ply with additional available bearing added as per existing bearing walls below This truss is compared to the existing truss for wood grade and metal plate changes In this cases the lumber is okay, but plates at joints 3,4 and 13 are'undersized A plate editor indicates the actual and required-areas of the plate with respect to bach member in turn The actual area is multiplied by two, since in reahtythere are'two plies of truss gripping at these joints The difference between the required and actual area indicates the missing area of grip in square inches This missing area could be further reduced by factors such as 8 for net area versus gross area, plating tolerances, and end and edge areas - in this instance these factors arejgnored to provide a - conservative repair I ' •' > - > This area is multiplied by the worst-case plate grip of 197 psj (again in reality plate grip perpendicular is 144 psi - and the plate grip would possibly fall between 197 and 144, psi using Harkmson's formula for loading at an angle to gram) in order to yield the addition force tha't must be taken up by a plywood gusset, ; _ „ ? Table 12 3A - Box Nail Design Values for SPFcand 2-1/2"--8d nails gives Z=47 Ibs Dividing the force Z gives the number of nails required for this connection, and multiplying this by the spacing gives the approximate length of the gusset required LANDMARK TRUSS AND LUMBER INC 304SO South Eraser Way Abbotsford B C RR #7 Canada V2S 5W6 Phone (604)854-5766 (604) 857-9772 Fax (604)857-9773 ift£>CLPTION T",KtN D REJECT L D MAKE CORRECTIONS NOTED D REVISE AND RESUBMIT D SUBMIT SPECIFIED ITEM Review ib only lor ccnformance with the design concept Of the project and cjmplianca with u, formation given in the contract docLrrents Aiy action indicated is subject to the rpquiremc its of the contract documents Contractor is respOTSioia for aimensions to be confirmed an1 corrected at the icb site for information that perfoins colely to fabr:cation processes and tfl techniques UT corstr'icTion for coordination of his worK with that of t.ll o*-";i?r tiacies and the satisfactory rsncc ot f.c. DATc MYERS, HOilGHWN & PARTNERS, INC STUiJCTU-SrtL ENGINEERS4500 E pAL;ncro/-.&THIGHWAY, SUITE 100 in' ', tTACw C A 90804 SUBMITTAt ACTION S Reviewed I—I Rejected - Resubmlt I—I Submit Specified hem Submittal No. JZjfia___-_ I—I Make Corrections Noted I—I Revise and Resutxnit CD Other Cameo Pacific s review It orrt» fcr aemraT etntgrmMie* «Mi to undwiunding at the requiremenu o* the plan* and ipeuhntion*. CAMCO PACIFIC CONSTRUCTION COMPANY. INC frr PLEASE RETURN SUBMITTAL BYS REJECJKTREVISE AND RESUBMIT NQ^CEPTION TAKE CORRECTI NTIFICATIONOfWESICN MIX BYELBffBNTde Sl. CONJM.'IS WAW5 FWTiNGS ETC )xfS NOTSPROV> AN D\H ALL/IE IN ACCORDANCE JffTH THE stren^thd aggregste/s'iie only'Xoi His desigjircoiiSer.t of iKe project an\ giverrv i jXe contract docu' on du8Rted is subjeauo the requirements Cortr^cuirV resporiSijj^ for tdbncs'ipn pfe«ss and coctdinj\3H/of his work cs and J*(i satisfactory KOlJG>HON & PARTN^S, INC STRIJ/IUR^LENGINCFRSX 0 E PACIFIC COA3J HIGHWAY, SB-ITE 100 LONG BEAC\ CA 90804 Landmark The final repair specified 3"-10d nails as I realized there was 2 plies of trusses, however this results in a more conservative repair Also the sealing engineer noticed that the addition of the bearing resulted in additional lateral braces on members Truss #3 - D6 Existing beam pocket lengthen into the bottom chord by 2-3 feet The truss was modelled as shown in D6R with bearing on top of the beam and bottom chord connection to the butt end of the beam New web 5-7 must be installed with plywood gussets Z=47 used as above, with 2 rows and both sides to size the gusset 2-1/2" and Yz" gussets may also yield double shear Z values and using single shear Z gives a conservative repair Truss#4-D17 Truss cut to allow beam pocket D17R model as in truss #3 No repair necessary as existing tension web takes to load Additional 2x6 scab used to "hold" bottom chord in place only Truss # 5, #6, and #7 (T12, D26R, D13R) Same repair as truss #4 Truss #8 - T72R Truss run with reduced bearing Truss bearing ran okay with 2" bearing length Truss#9-D15 Same as truss #3 The flat portion of the truss was cosidered non-structural since it bears directly on the intruding beam The plate at joint #13 fails due to bite violation only since the program "thinks" it is sticking out over that flat portion of the truss modelled as non-structural Truss #10-T40 Truss notched at left to allow 2x8 rafter to pass flush with top of sloping top chord Truss was re-analyzed with additional webs as shown A spreadsheet used to calculate number of nails, nails/side, nails/row, and approximate length of gusset using Vz" plywood, 2-1/2"-8d box nails The length of the gusset was a little tight to fit into the truss repair, so %" plywood was used - this increases Z to 57 Ibs and reduces the length of gussets Similiarly, 2x6 webs were used to increase the nailing area A single sheet of plywood was specified to ensure forces are transmitted through all members Truss #11-T50R Additional dead load for 5/8" gysum board and studs applied to both sides of truss The truss was loaded for additional loading The truss plating at joint 13 The plate grip was exceeded by 4% and an engineering judgment call was made to okay this since, the deficieny is small (4%), some bearing is actually under this truss, and the gysum board and 16" o c studding will stiffen the truss and probably reduce the load at the plate LANDMARK TRUSS AND LUMBER INC 30480 South Eraser Way Abbotsford B C RR #7 Canada V2S 5W6 Phone (604) 854-5766 (604) 857-9772 Fax (604) 857-9773 Landmark Please find attached copies of these models and calculations used in the above repairs If you have any additional jquestions concerning these repairs, feel free to contact me a your convenience Sin jith Ohlhauser, P Eng (British Columbia and Alberta) P E (Civil - State of Washington) (82 pages attached) LANDMARK TRUSS AND LUMBER INC 30480 South Fraser Way Abbotstbrd B C RR #7 Canada V2S 5W6 Phone (604) 854-5766 (604) 857-9772 Fax (604) 857-9773 Landmark Truss #12 to #20 (J49 to J57) Same type of repair as truss #4 Table 1 - List and Description of Repairs TRUSS NUMBER 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 TRUSS NAME T50A D27 D6 D17 T12 D26R D13R T72R D15 T40 T50R J49 J50 J51 J52 J53 J54 J55 J56 J57 REPAIR DESCRIPTION (2) Ply Girder notched for New Steel Column not shown on Structural Plan (2) Ply Girder notched for New Steel Column not shown on Structural Plan Existing beam pocket extended 2 to 3 feet into truss bottom chord - not shown on detail 1/6S-4 1 or detail detail D/6s-4 3 Truss bearing pocketed - missed by designer Truss bearing pocketed - missed by designer (ambigious details) Truss bearing pocketed - missed by" designer (ambigious details) Truss bearing pocketed - missed by designer (ambigious details) Truss has reduced bearing due to beam misplacement'? Existing beam pocket extended 2 to 3 feet into truss bottom chord - not shown on detail 1/6S-4 1 or detail detail D/6s-4 3 Built-in valley truss incorrectly notched for 2x8 California Framing Truss loaded to carry unexpected dead load of 5/8" drywall (both sides) Jack truss cut by contractor to bear on top of beam instead with skewed hanger as designed Jack truss cut by contractor to bear on top of beam instead with skewed hanger as designed Jack truss cut by contractor to bear on top of beam instead with skewed hanger as designed Jack truss cut by contractor to bear on top of beam instead with skewed hanger as designed Jack truss cut by contractor to bear on top of beam instead with skewed hanger as designed Jack truss cut by contractor to bear on top of beam instead with skewed hanger as designed Jack truss cut by contractor to bear on top of beam instead with skewed hanger as designed Jack truss cut by contractor to bear on top of beam instead with skewed hanger as designed Jack truss cut by contractor to bear on top of beam instead with skewed hanger as designed c LANDMARK TRUSS AND LUMBER INC 30480 South Fraser Way Abbotsford B C RR #7 Canada V2S 5W6 Phone (604) 854-5766 (604) 857-9772 Fax (604) 857-9773 Job Truss *A0985 T50A , Truss i ROOF TRUSS Qty Ply |A^ j5 La Costa Glen BCH & Sons Landmark Truss and Lumber' Abbo"tsford"B C~V2T~6L4 4 201 'SRI s Nov 15 2COO MiTek Industries Inc Won Jun 17 15 16 11 2002 Pag= 1 1!_4J? 1700 2"1 7 3 5 q 1 I 33.9 3. -J •> •• 573 . C :3 A•' C "j 374 3 ' 4 LOADINQpsf) SPACING 200 TCLL 160 Plates Increase 125 TCDL 180 Lumber Increase 125 BCLL 00 Rep Stress Incr NO BCDL 120 Code UBC97/ANSI95 LUMBER TOP CHORD 2X6 DF NNo1/No2 BOT CHORD 2 X 6 DF N No 1/No 2 WEBS 2X4 SPF Stud Except W5 2 X 4 SPF No 2 W5 2 X 4 SP W1 2 X 4 SPF 1650F 1 5E W8 2 1700 34 12 CSI TC 099 BC 0 86 ' WB 0 89 . (Matrix) i 25- 12 E - •> DEFL m (loc) l/defl Vert(LL) 011 11 13 >999 Vert(TL) 033 11 13 >999 Hcrz(TL) 011 8 n/a Is'LCLL Mm I/deft = 360 BRACING TOP CHORD Sheathed or 5 5 33 93 64 I"1 PLATES 1 MII20 ; Weight 415 6 oc purlins except 3-00 0:3 GR 197, Ib end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing FNo2 X 4 SPF No 2 WEBS 1 Rowatmidpt 214 68 REACT! ON Sb/size) 14=5209/0 5 8 8=5209/0 3 8 Max Horz 14=105(load case 4) FORCESlb) First Load Case Only TOP CHORD 1 15= 1445 2 15= 1212 2 16= 8320 3 15= 8107 3 17= 6923 4 17= 6555 4 18= 6556 5 18= 6923 519=7973 6 19=8186 620= 1042 720= 1263 1 14= 1120 78= 1029 BOT CHORD 1314=7382 1213=7586 11 12=7586 1011=7516 910=7515 89=7157 WEBS 2 13=431 313=254 3-11= 1639 4 11=2920 511= 1544 59=133 69=525 2 14=7239 68=7239 NOTES 1) This truss has been checked for unbalanced leading conditions 2) This truss has been designed for the v/ind loads generated by 70 mph v/inds a1 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 2CO ft by 195 ft v/ith exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the ngnt is not exposed If cantilevers ex:st the left is exposed and the right is not exposed If porches exist they are not exposed to wind The Umber DOL increase is 1 33 and the plate grip increase is 0 76 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with a.-./ other live loads per Table No 15 B UBC 97 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 has been rrcdified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and a! all panel points along the Top Chord nonconcurrent with an/ other live loads 7) 2 ply truss to be connected together with 0 131 x3 Nails as follows Top chords connected as follows 2X6 2 rows at 0 9 0 oc Bottom chords connected as follows 2X6 2 rows at 0 9 0 oc Webs connected as follows 2X4 1 row at 0 9 0 oc 2 X 4 -1 row at 0 9 0 oc Job JA0985 Truss JT50AX 1 Truss Type ,ROOF TRUSS iQty • 1 | Ply 1 .A0985 La Costa Glen BCH & Sons i Landmark Trusslnd Lumber "Abbotsford~~B C V2T 6L4 i 59 11 11 4 13 5911 573 17 00 573 j (optional) I "4201 SR1 s Nov 16 2000 Mitek Industries Inc We'd Oct 16"i6 26 20 2002 Page i ' _22 7 3 573 28 2 5 573 _33 9 8 34,0 0 573 028 Scale = 1 8? 5t Camber = 1/8 in 3x10 1 'W2'':?-' \'W3 B1 W6r; i s p-us/a,;- '• B2l— 3x4 -; 5 4x8 \W4 3x10 I 7 'VJ/J3 14 7x8 -- 11 4x8 = 10 5x6 - 9 3x4 - 874 874 1700 _ 25 4 12 . 84 12 84 12 *** Design Problems ** REVIEW REQUIRED Shear Stress Limit Exceeded 1 14 33 9 8 84 12 I LOADING (psf) I TCLL 160 TCDL BCLL BCDL 180 00 120 020020] SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CS! TC 095 BC 076 WB 084 (Matrix) DEFL in (loc) l/defl Vert(LL) 004 13 14 >999 Vert(TL) 0151314 >999 Horz(TL) 002 8 n/a IstLCLL Mm l/defl = 360 PLATES MII20 Weight 207 Ib GRIP 197/144 LUMBER TOP CHORD 2 X 6 DF N No I/No 2 BOT CHORD 2 X 6 DF N No 1/No 2 WEBS 2X4SPFStud Except W52X4SPFN02 W5 2 X 4 SPF No 2 W1 2 X 4 SPF 1650F 1 5E W82X4SPF 1650F1 5E BRACING TOP CHORD Sheathed or 5 3 0 oc purlins except end verticals BOT CHORD Rigid celling directly applied or 10 0 0 oc bracing Except 6 0 0 oc bracing 9 11 WEBS 1 Row at midpt 411 511 214 2 Rows at 1/3 pts 3 11 REACTIONS (Ib/size) 14=2109/0 5 8 11=5182/4 0-0 9=2135/4 0 0 8=993/0 3 8 Max Horz 14=105(load case 4) MaxGrav14=2114(loadcase6) 11=5182(load case 1) 9=2193(load case 7) 8=1013(load case 7) FORCES (Ib) First Load Case Only TOP CHORD 1 2= 887 2 3= 1885 3 4=1327 4 5=1327 5 6=763 6 7= 598 1 14= 839 7 8= 677 : BOT CHORD 1314=2216 1213=869 11 12=869 1011=296 910=296 89=412 | WEBS 2 13= 918 3 13=1523 3 11= 2636 4 11= 1983 5 11= 1052 5 9= 481 6 9= 1384 2 14= 1813 6 8= 10 | NOTES ! 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf I bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per Ui3C97/ANSI95 II end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed I and the nght is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 j 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 4) Following joints to be plated by qualified designer Jomt(s) 3 4 13 not plated | 5) This truss has been designed with ANSI/TPI 1 1995 critena 1 6) Load case(s) 1234567 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss TRUSS REPAIR CALCS TRUSS TYPE T50 Truss was modeled as a single ply truss with added bearing as per existing bearing walls below See truss commentaries for more information Truss plating fails in 3 locations, plywood gusset's designed see joint information and calc's below JOINT # 3 Original truss has 3x4 Plate intact Plate Editor [> Joint Information ; Plate Information Plate jfiipe :f '"' r ^Center [ .GRIP FT ' stress '".:' METALrriTi? stress '-' '•' H'Ne'xtSize mmmmmaam^^^^^^^^^^^m . Member Information'-•--- ••• ; . ! Load fT" Member FT" M I! Case U '' . , . i j: Axial Center ,• I Q 000 H 0 000 L' |'Shear IncL is T ' «Normal, Bite viol Th ^ Actual "^Required ''METAL .VM,-,•' i' I Par to Main Member ,.:. ,;:, .Jjy Plate j | Close | ^Border [UddPlate Q r-^ ,-, ip j Plate Editor i;-:Joint Information-- -.—\;-Plate Information- i| Plate '•' Mm 1:- Member Information —j- — ' ; Load r '"Member | "I ^1 „ Case ' ' ; Center ' ;-[Q.-J-I3 jj Center( | Q 000 | 0 000 .i Case - Shear IncL (v* « Normal Bite viol I;Orient' .'• . Angle ,fT METALF~ Stress '" '" ; \Next Size ;! Par to Main Member j, Moment r ' - ' H. !: . Actual Required NETAL .Fo late Close Border J Add Plate ilii',:'. ; Actual = 5 x2= 10 Req = 6812 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Actual = 1 927 x 2 = 3 854 Req = 4784 4 784 - 3 85 = 0 93 in 2 093 x 197 = 184 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 184 / 47 = 391489 Req Mm 4 Nails Plate Editor '[=• J pint I nf orrnation-r-- =.- .j: ;-'!;:i ' .:" ,• '-. •''• -:' ' ^ -*-'..'« .li:'iiP if Jt No |o"'"--H ""'"' ; *:- i GRIP r~r; !;'stress '" |ME-TAL|! n:,,- -Plate Information;—-- - --:-::—; 1; -Member Information—-—-—;,~ r Plate ,, fier^fr^li"^^ ^^oT-'floOO _! ';,Lpad: p~: Member (~T5! 'Axial"'-- ' |_r^'.L"l •;.:..'"; '•' v .j Shear |U" |ncL , r & ^< Orient •Moment I'J Nornidl Bite viol T ., : Ac,ua| ReqU|[ec| 184 GR|R I. m ;U p-.: ||; | Par to Main Member Close ..Border Add Plate Actual = 2 448 x 2 = 4 896 Req = 4176 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = Req Mm JOINT # 4 Original Truss has 5x6 Plate intact Plate Editor I Joint Information ^^-"ij Plate Information/—-- .e *==•-",-Member Information -• .,,. it..1-* I Type .. - , . Load FT" 'Member FT1]!' -- i!, Plate 'JMII2Q 5y6 Hi'' >-'Case . }•- i', *C .!,:.. ',. -—' l| Axial T.-'' ' :' '4, Min ji "-•-. I; stress ' i; << Normal.,.. ,B;ite Shear | .;:'.;IT..., % .IncL h. I -5 in I— 'I' Moment,. I ' ''•' • . ; ' -'j . "Actual •- 'Required i' Next Size Orient ..V Angle |° °°'IJ-GRIP • - \ Horizontal TrvPlatP I V.i: METAL Close | gordcr | ^dd Plate) P . ' • •;•• Plate Editor j-Joint information —•'?- 'Plate Information .-• Member Information; , - • . ; - — , l-JtN'oL, •'" "i" Plate . MII20 5x'6 ^]f ji.Case ' — - - — ; I' C '— , " jLoad F~ . Member FT;!. i.Case L_ _ — Lr..-.. Shear ' Center '•' stress ' j METAL! i'stress ' :• Center, IQOOO :|0000 ij t. " h Moment •? IncL' I "•'" ; —" |f 1^ X^Normah. R[te:viol r,jj,.! Actual. Required ! •••-"'•'.'Orient -! Angle |000 :|! r-pip |;:'ri •.; :'| .tv ! GR|P ,;'i-',.: ; I Horizontal ~^nP METAL-—'i i > r" •':• NextSjze^l':'., .,..•*•.-, • .Jry Plate"] '' Close ] ;;Border, :'Add-Platej Hr., Actual = 7448 x2= 14896 Req = 17572 17572 - 149 = 268 in 2 2676 x 197 = 528 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 528 / 47 = 11 234 Req Mm 12 Nails Actual = 6854 x 2= 13708 Req = 3451 0 - 0 = 0 in z 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Joint #13 Original truss has 3x4 plate intact Plate Editor r-Joint Information 1 r Plate Information - - tvGRipn~r^r , stress -Member Information- !j Plate. MII20 3x4 1 i :' rV_v ~;1i'Min '•'•'-'• I-;V'.,::;....;;. ^L, !i Load rf~ Member. FT:' V), lltfase.., . . ' - j: I ii Axial.;'"• ;Shear ;-; IncL : f « •Orient |0000 ,||DOOO |,. , - ,:, r ,, ., j|;Moment I .,. JL., r . Bite viol f_F Actual.; Required .• Angle |0 00 M, GR|p fi^TT Fa^ to Main Member :^ ji-METAL f~7I h7i~ '•<-^ IriLPIate | |: Close | • MfiorderlAdd Plate[•.;,,,, ;V-| Actual = 5 x2= 10 Req = 3 939 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Plate Editor i-Joint Information ': ""''' ' '' ' ; JtNo ' LT^e. ' -]'. •••'•-; •' ! ''Center I^Vi ;pPlate Information-- -- - • ••"':— "~=]f Member,Information- I' *'F"°*_ ' '"-V" • •• ijLoad F~: Member T Plate | Mil JO "4 ^ | ; Case |j r—. i Axial !•• '• I : Mlrr " '" ' •' ' iicu (o • , , 'Shear I1-1 IncL ' ;i Center Q 000 0000 : i; I T~" r- !M' ••• -n- • •. ^,.-- ••_! Ij-Mome'nt l-i, ':':.,;. !• M-i; ;i: i| 17 <"< Normal, • Bite Viol F ,\ ^^ "Required l! :;.! I Par to Main Member . •' Try Plate .; ; "Close ~| Border I Add Plate!' RPI P:,stf:| Actual = 2188 x 2 = 4 376 Req = 1 369 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47 Ibs 0 / 47 = 0 Req Mm 0 Nails Plate Editor rJoint Information'-T^E r. '•:•:•;^-vV- .-' -Plate Information"-- : Type " | ' Centerl ; GRIP p~~~ .,stfess ' I'1 ?*-'ess ' .."Next Size. I Plate-: JMII20 3x4 !•»• |;' •'• Min :' 'T'3"'° " ' !|! Center JOOOO ..|0000 i: ' <\ fjormal Bite viol F j —- j,- M ember, I nf ormation — • [Load ,: ' I M ember F~ • . lfra« • • ' ••' -. '•• "' "I1-1 • -|r ':^ti • < |-Axial IncL .' Moment I ' •I Orient Actual Required. ,; Angle,|000 ;| GR|P " F^F1 \F^7". i ! [Par to Main Member _»J:i.METAL', T > Plate Close ,;,Border 'Add Plate1 Ri, r'.-j;ir-1 Actual = 2188 x2= 4376 Req = 5105 5105 - 438 = 073 in 2 0729 x 197 = 144 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 144 / 47 = 306383 Req Mm 4 Nails Web Member 1-14 over stressed by max 10% on a single ply In actuality this is a 2 ply truss there for stresses are half of what is modeled No repair required LC:1 - •* ,mr of? (Frame) Lurr 1 4 2X 47 2X 1 14 2X Jnt V Lod 1 00 2 00 3 00 Regular; CSI: TO0.95; BC=0.76; WEB=0.84; SSI=1 .10... Q Rssction Vertical y: [ -| -| : i 1 -:•••-• • '. •• ;•• i ••; r!if-=-u <-• •,- ! : " . ' . ,. 3 LT IN NO Iff 4 SPF 1650FJ d H Load Mom 00 0 00 0 00 0 -: Mrr riF nlio-r--1 . . , -. „ ^ 2109 II - 5182 lt_i. •r ..,,. ^J '_] 34 (Ibin) V [ r t •!" IDOL Lumber 1 25 ^ I Spacing 200 ' — '' Print | Exit | Loads (plf) Vertical Horizontal Forces Axial Bend Total CSI 230 0 230 0 0 0 00 887 0 00 0 44 2300 2300 00 00 1885 001 053 2300 2300 00 00 1327 020 049 )efl H Defl Hanger Plate Size Type Offset X' Of 0 44 •'* 0 54H" 069^ fSetY 000 000 3x10 MII20 000 000 * I 001 000 4x8 MII20 000 000-H' 001 000 . ^JL -. •! \y. Job A0935 Truss 027 Truss Type ROOF TRUSS Landmark Truss and Lumber Abbotsford B C V2T 6L4 Toty TPTy I" |i 2 ' La Costa Glen BCH & Sons | (optional) 4 201 SRI s Nov 16 2000 MiTek Industries Inc Won Jun 17 15 15 39 2002 Page \> 2*4 mb 7*& wifrvjtffc 5511 ^551 i v- 5911 Plate OffsetsJX YJ_ LOADINGpsf) TCLL TCDL BCLL BCDL 160 180 00 120 874 299 \2 0 2 S 0 3 8]_[1 2 0 SPACING Plates Lumbe Increase • Increase Rep Stress Incr Code 1203 200 1 25 1 25 NO UBC97/ANSI95 1700 8-112 JO802 ' CSI TC BC i WS ttZSCV^ ^PflieJf 1203 12] DEFL 0 86 ; Vert(LL) 0 84 Vert(TL) 098 | (Matrix) Horz(TL) IstLCLL 254 12 84 12 23 1 1 1 24 in (loc) 011 15 032 15 007 Mm l/defl = 17 17 20 360 I/den >999 >999 ; n/a | [ ••S3 51 PLATES MI120 Weight 435 Ib GRIP 197/144 BRACING TOP CHORD Sheathed or 4 0 1 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 00 oc bracing Excep 6 0 Ooc bracing 1112 LUMBER TOP CHORD 2 X 6 OF N No 1/No 2 BOT CHORD 2 X 6 OF N No 1/No 2 WEBS 2X4SPFStud Except W6 2 X 4 SPF No 2 W8 2 X 4 SPF No 2 W1 2X4SPF 1650F1 5E W2 2X 4 DF N No 1/No 2 W13 2 X 4 SPF No 2 W12 2 X 4 OF N No 1/No 2 OTHERS 2X3 SPF No 2 REACTION$b/size) 19=5270/0 6 12 20=5229/0 3 8 Max Horz 19= 44(load case 5) Max Grav 19=7395(load case 4) 20=7339(load case 3) FORCESib) Firs! Load Case Only TOP CHORD 1 2=23 2 3= 8081 3 4= 7793 4 5= 8316 5 6= 6883 6 7= 6883 7 8= 8115 89= 7507 9 10= 7784 2 19= 4899 11 20=338 10 20= 4677 BOT CHORD 1819=889 1718=7454 1617=7544 1516=7544 1415=7446 1314=7446 1213=7153 11 12=542 WEBS 4 18= 1598 4 17=381 5-17=330 5-15= 1626 6 15=2873 7 15= 1498 7 13=147 8-13=571 812= 1574 218=6766 10 12=6834 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 15 B UBC97 3) Bearing at pint(s) 20 considers parallel to grain value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 1 2345678 has been modified Building designer must review loads to verify that the/ are correct for the intended use of this truss 6) This truss has been designed for a total drag load of 300 p!f Connect truss to resist drag loads along bottom chord from 0 0 0 to 34 0 0 for 300 0 plf 7) 2 ply truss to be connected together with 0 131 x3 Nails as follows Top chords connected as follows 2X6 2 rows at 0 9 0 oc Bottom chords connected as follows 2X6 2 rows at 0 9 0 oc Webs connected as follows 2X4 1 row at 0 9 0 oc 2 X 4 1 row at 0 9 0 oc Job !A0985 Truss D27A Truss Type ROOF TRUSS Landmark Truss and Lumber Abbotsford BC V2T 6L4 0110 0110 5911 59 11 11 4 14 573 _LZ ° P. 573 ,T2 'W3 -'.. W4 20 19 18 6x12 W7 "Qty "Ply A0985 La Costa Glen BCH & Sons I I (optional)_ 4201 SR1 sNov 16 2000 MiTek Industries Inc Wed Oct 16 16 52 18 2002 Page 1 22 6 13 . 28 1 11 3400 56 13 56 13 5 105 Scale = 1 59 6 Camber = 1/8 in W8.-' 4x6 •-:- 9 W10 ••--WIT 10x14 - -.. ""T-3.... 10 12 6x10 - 11 3x8 5911 59 11 874 299 17 0 0 84 12 205 12 3512 254 12 4110 28 1 11 28 15 3400 5 105 ** Design Problems *** REVIEW REQUIRED CSI Failure 2 20 Shear Stress Limit Exceeded 2 20 ." Pi'a'le Offsets (X Y) [2 03J1 0 5 , LOADING (psf) i TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 ! 51] [12024030] [19038034] SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 1 18 BC 084 WB 097 (Matnx) I DEFL in (loc) Vert(LL) 008 18 19 Vert(TL) 0 18 16 18 Horz(TL) 003 21 1stLCLLMml/defl = 36 I I/den '' PLATES GRIP >999 >999 n/a MII20 197/144 Weight 21 Sib LUMBER TOP CHORD 2 X 6 DF N No 1/No 2 BOT CHORD 2 X 6 DF N No 1/No 2 WEBS 2X4 SPF Stud Except W6 2 X 4 SPF No 2 W8 2 X 4 SPF No 2 W1 2 X 4 SPF 1650F 1 5E W2 2 X 4 DF N No 1/No 2 W13 2X4 SPF No 2 W12 2 X 4 DF N No 1/No 2 OTHERS 2X3SPFN02 BRACING TOP CHORD Sheathed or 2 4 4 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 5 9 0 oc bracing WEBS IRowatmidpt 6161012 2 Rows at 1/3 pts 5 16 7 16 3 Rows at 1/4 pts 220 REACTIONS (Ib/size) 20=2010/0612 16=6272/400 21 = 1761/038 14=456/400 Max Horz20= 44(load case 5) Max Uplift20= 187(load case 5) 21= 439(load case 6) Max Grav20=4099(load case 4) 16=6434(load case 4) 21=3865(load case 3) 14=650(load case 5) i FORCES (Ib) First Load Case Only j TOP CHORD 1 2=23 2 3= 2278 3 4= 1990 4 5= 1511 5 6=1779 6 7=1777 7 8= 1001 8 9= 1646 9 10= 1923 2 20= 1725 11 21=245 10 21= 1401 ; BOT CHORD 1920=510 1819=1972 1718=468 1617=468 1516=201 1415=201 1314=201 1213=1628 11 12=408 , WEBS 4 19= 204 4 18= 1127 5 18=1625 5 16= 2669 6 16= 2281 7 16= 2313 7 13=1171 8 13= 1358 8 12=84 2 19=1506 10 12=1261 '• NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 3) Bearing atjomt(s)21 considers parallel to grain value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 Ib uplift at joint 20 and 439 Ib uplift at joint 21 5) Following joints to be plated by qualified designer Jomt(s) 4 5678 13 18 20 not plated 6) This truss has been designed with ANSI/TPI 1 1995 criteria 7) Load case(s) 12345678 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 8) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 34 0 0 for 300 0 plf TRUSS REPAIR CALCS TRUSS TYPE D27 Truss was modeled as a single ply truss with added bearing as per existing bearing walls below See truss commentaries for more information Truss plating fails in 5 locations, plywood gusset's designed see joint information and calc's below JOINT # 5 Original Truss has 3x4 Plate intact Plate Editor rr:d.oiht-lnformation~~-.---.— :. Plate Information .Type |ihi'.-•-. f I Center[.•• ^ i GRIP F !, stress ! ~ : stress JL_ ""Next Size ."'i; Plate "•PI Mm •^••••^^^^^^^^^^^^•^^^^^^^^^^•^••M^^^Nl ...•-r- Member Information j: ;_ .j, Load- . > FT - Member F~ \ <-\ -Case ' -•- "''• ' '" Axial : Shear IncL F— |i Center I ij QUOI U UUU . ,. - "' :!" • : Moment I. -; i. I* « Normal Bite violF jjl • Actua| Required vjj-Orient '. ..'.Angle |18 4 'il'gpip '•- •• |Pdr toMamMernber _rj ... . J_ry Plate | ; 'Close | ]'Border |:A ' ' " Actual = 5 x2= 10 Req = 6812 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2" Gusset 2 1\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Plate Editor 'r Jointlnformation j! - -X h.JtNo tion - : -----M- Plate Information .-. .-™-r- rMe >"?-- M : il ' i r Member Information i'-r™b>fh'"•'•' P :' Center l°000 : | 0000 ' iLenter) | - •<--,*«? „.,.„.>.,,,1 , .-.!..,.. . ; Load .i-pli .F.Member I ! Case ' - ;—— i; , Axial Shear •._. '_ IncL . . Jr 'Moment','IV - ' '. ' «;Norinal;;, ; s Bite viol F Ij. >" 'Actual Required Orient "'" '•• Angie |184 ;; gpip |l <-•"' I i. :'• | Par to Main Member ^jj METAL Close | Border | Add Plate] jRm • -., Actual = 1 927 x 2 = 3 854 Req = 4784 4 784 - 3 85 = 0 93 in 2 093 x 197 = 184 Ibs 1'2"Gusset21\2"-8d Capacity = 47 Ibs 184 / 47 = 391489 Req Mm 4 Nails Plate Editor .Joint Information—T^FF JtNo I ~- ,' ' ljr-4Plate Information Type \<;i>. 'i .' .. , i-rpniflrli-:; '•[•••'• ••' 'j- Center I— .:..;!. v .. ,.; Plate'"'! H jT'Mm __ . _ Center '"I 0000 : 1 0 000 r: v;;r Member Information.——— Tl. !':Case"''"§|i !;Axial. , I "'"""" jShear . ^ _.,._ ., ., =,JncL ; ^Moment Actual Required;- GRIP:.F~P~~ - r,--r!|r-!?^<<J.iiormal Bite vioI^ , "stress I'' 'f'-'.-.;:eFO;ri.' . :i:o"ri^ht*:tT;;,,;.. ';i:::- Angle '|184 ;|| GRIP>^| T';- ..Vil-f::-1 !t^Par to Main Member "Close "| -"Border'. |JA'ddPldti['^}i. ' ': Actual = 2 448 x 2 = 4 896 Req = 4176 0 - 0 = Om2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs JOINT # 6 Original Truss has 5x6 Plate intact Plate Editor p. Joint Information 4jtN6'P~', ! • '"•' ""Type H ~ . Center ' .:GRIP F^ stress ' MET All ^stress ' . Next Size ;., Plate Information - |i'Elate -'.|Mil20 5x6~ ij 'ij, Center |0 000 .-[JOOOO I Is? « Normal-1,."' ...Bite viol i Orient .,•.- Member Information ;—. i! Load r~ Member | - : I T] 'jCase ' j — j i Axial M i ;iShear I'----7 IncL I F Angle -000 ; (Horizontal Moment Actual Required GRIP METAL Plate:e | ' 'Close | E!order "Add Plate) R>x• i-v-t^ Actual = 7448 x2= 14896 Req = 17572 17572 - 149 = 268 in 2 2676 x 197 = 528 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 528 / 47 = 11 234 Req Mm 12 Nails Plate Editor r Joint.Information ~ ! Center' "• I stress7 i Next Size • .Plate Information MII20 5x6 "'...--- ....- i|rMember Information ,-- j;. —' i'Load-'7 rj^: Member L.,-, i- Case ' _ ' " ' Axial I- •'-•''. Center |Q 000 ;|0000 ]* « Normal Bite viol Shear | Moment ,,GRIP j. [Horizontal ~^"| j'iMETAL Orient • Angle |000 IncL F Actual Required! •:..!f,.lri;Plate_'| : :| -'Close f Border ^ddPlatepMm h-'ia-r,)" Actual = 6855 x2= 1371 Req = 3451 0 - 0 = 0 0 x 197 = 0 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails in Ibs JOINT # 7 Original Truss has 3x4 Plate intactsaznEmi^^H IT Joint Information:••---,. -]-n4Plate. Information -- i= ' : ^.. ' '. *" "•"' ;•'' .'• Plate JMII20 3x4 !;i|Type -?|f;~M v :?'Center pCCTi j-Member Information — | Load I M ember, IT" ,_•'M, h r=op i ' li^Ji- ! , ? - F^^i ""•—, j.Axial " I •>•••> • •• • ••: ;.. . .; ^.,-^-,r" , -^-.•-. — ^--. Snear • Center ||rj Q32 .|0097 : Moment .GRIP j""stress ' « formal Orient Bite viol l~. •• Angle pieT']i GRIP"' IncL j ~ r ! Actual Vi;vFlequired ; i, stress -! Next Size <\ Par to Main Memberi ;•(_ ' __,_. __ ., . ,.,.._ ._ Tiy Plate Close j-JjiMETAL |>' ~T\ |?293.. j ~1 Border I'Add Plate! :•>;• >-iVe| Plate Editor '--Joint Information' ••••MMMMMMMMMMMHMHHHi Plate Information- ^i'Plate ' ;-f'|MII20 3x4* •'.- Member Information — __^[iiL6ad^Y'[^^-Member j ~ j >:-=-. - -j± •"••" •!• .. "-i —a, . -- :;;.' ; ij Axial," •^'J^^.v-'-,. ^;:-' ' i^pe PM:-;1' .•.^::;;;|:M'n -T-;;4^;'-^f~-:. : 1,shear" I) incL : r:.—~—~ r^r~—:— •' P^nl'pr n no^ n no*? ' i— Center 2; W:: , _ .Center IQ032 .-1 0097 I i --------- .. . j ; * GRIP' l- •-^•' • stress I -'"':..:.. ,!:, Moment r i, ,. --------- . .._ ., ;!-Moment , hriSi'^i'-^rNorrrial .. .. . B ite yiol ,VC jj; • , ,v. Actual .. Required : 'I'Orienr: ..... ^ Ahgle!*| 18 4>! j^Rfp •'"' |:: ; ;,; i |.; b;,. ., \ - lljf'1 Par to Main Member ! I !.•• ...... ......... ..... Iry Plate | | Close | j,Border |,A_dd Plate|;i!".: (-•<*•? Plate Editor irit Information NtNo F ••- [- Plate Information —Member Information :! Plate |MII20 3x4 "»]; [Case :, , . . ;i Axial :! Mm j^Lo'ad •' [ Member I r :'r=M ;l ".. ''l'- !"" "'...j..- •"• Actual^ Required ir GRIP ;|. stress Par to Main Member jcr^- - ••;.-.•--• : Size'5 . 3!i;iMETAL |:".;', ;.|-i;- i^ e - !"- i: jorder''£dd"Rl'ate' ftti" riJL'; Actual = 5 388 x 2 = 10 776 Req = 5 93 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Actual = 2 202 x 2 = 4 404 Req = 3557 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Actual = 1 833 x 2 = 3 666 Req = 4748 4 748 - 3 67 = 1 08 in 2 1 082 x 197 = 214 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 214 / 47 = 455319 Req Mm 5 Nails JOINT # 18 Original Truss has 3x4 Plate intact Plate Editor ;f-.Jomt Information ' Jt NO i p.Plate Information —-----•— —--—--i;-Member Information * ' prni lif1-0^ F~ Member rfH.| GRIP F ;• stress ' i-METALr j. stress ':••..-. . .'Moment lu ' -;..,, Bite viol I II Actua) Required- ,^!'•:' ; I Orient ,:. •'•''Angle |0 00 h GR[p .':'!;! Par to Mam Member 'Next Size Plate •*] METAL Close I Border I Add Platel.: .ni r Actual = 5 x2= 10 Req = 4574 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47 Ibs 0 / 47 = 0 Req Mm 0 Nails Plate Editor ;': JomtJnformation fJtNo 'ITi1 Center |;;''!;. : ' p 1 'GRIP |;> ,;>-;• stress '" "" METALI : stress ' - -?. ' Nexti'^ize ; i. riate inrormauc j| P^e 111 !j . . 1 (l Mm | '• '' <- , r- —,., ..Center '-JOOO 'i-^v.-:|l' ' |i 1^ « Normal 1 •'[j1 -Orient jn - — ;•- - ~'m&m^\ ! D :|oooo ; 4 Bite viol F i ' -Angle |0 00 ; • !'|i- Pat to Mam Member i^,, • '- .:.— Ji'---_ • - — : - ::--.rv = -r^.' '"Try Plate. • i;.: Member . - >,Load ' . Case •Shear ! Moment JMET AL .• Close "> \ : Border— i — ^^^^^Hxi Information- -••?- ----- p~ Member f ~ I r:~ !: , '••' . -IncL ; • |~' •-- j j. Actual Required ; Add Plate) ^>:^, Actual = 2188 x2= 4376 Req = 2355 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Plate Editor --:Jbiht'lnformation •••--•••'" Type '|3- Center!^ GRIP stress ' Next Size Plate, Information------- '•' Plate E: ijCase nr Member Information !|:Load F~. Member ;' Mm ii Center |0 QOO [0 000 ;;; I*/ « Normal Bite viol j! OnenV1 : • v- ,, Angle:vfb 00 '• |!j|Par to Mam Member ^JJMETAL _Jry Plate | | Close | ..•jth , Border.I.Add Platel^ Fiiri". PI-tel Actual = 2188 x2= 4376 Req = 5 835 5 835 - 4 38 = 1 46 in 2 1 459 x 197 = 288 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 288 / 47 = 612766 Req Mm 7 Nails JOINT # 13 Original Truss has 3x4 Plate intact Plate Editor —Joint Information- - - , r Plate Information ! !' JtNo I''" . .Center . . .stress?!;-".- :•-.. METALH T "Nek Size L '!.!' Plate : •!' Mm •,jj Center 'ii .rv <„<. Normal Orient , —,|- Member Information Member , IncL •:.!••'- • r Actual .Requiredji- ' |Par to Mam Member _»J';|| METAL |3'j:j_ |J.'..:.! ]j: "iry'Rate"") | " Close \ . Bolder;(lAcid^ f^latej •Trr~F;":i^| Actual = 5 x 2 = 10 Req = 4375 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Plate Editor ii-doint Information- .--=r==--;ir Plate Information =^===i,.^;.=-- =^;, Member Information — Center ";1' IMETALF""777 i stress_ ' .Newt Size '(I Plate: Load : Center !••• «'Normal ?';6nent Member |vv'-.' " 'Moment I" IncL r Actual .'Required! IGRIP METAL 4— .ii L l" I Par to Main Member J_ry Plate | ' | Close . \ • Border.|iAdd;Plate|_Fiui !:!^| Actual = 2188 x2= 4376 Req = 5066 5 066 - 4 38 = 0 69 in 2 069 x 197 = 136 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 136 / 47 = 289362 Req Mm 3 Nails Plate Editor p-Joint ..Information --^---- iir Plate Ihformatiori--— • • -----—r~-:-..T- Member lnformation;.--r=^-- '.-•- -\* ''<•. ;|!;Load "• pT~: Member r~7'i Axial i Center r'W! ;r'J-- • ! i GRIP fT I. stress ' -Next Size Mm 1 Center. JQ 000 : |0 000 f | jiShear IncL ; •' ' • . I : • - ' _j ; 'Moment :IJ ' '•• I : Normal, Bite viol I. ;• ^ctua| Required Orient , , S-Angle". |0 00 ;GRIP , (Par to Mam Member • Try Plate | |; Close | .Border | ^dd_Plate[ P.m "-ve) Actual = 2188 x2= 4376 Req = 2629 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails JOINT # 4 Original Truss has 3x4 Plate intact Plate Editor Joint Information •- jj- Plate Information - — Jt-No [^ t- !i; Plate IMII203x4~ Type IT I/, •.: j ^~. % Mm Next .Size -Ceh'ter|S1j..::'._-:| .T"' ^ 'GRIP -! (_, ",••.. .;• ,..; ,, s"k~tT. "-^tc;.~-SL. jiyDnent Center | o 000 rj 0 000 ,. Bite,:.yiol-:.r -•'' Angle": |184 Member Information -,. Member I r? :|Ax,al P™ :'-Shear | '••-'• _—. j i Load'1 I Member I r? ^ ; !| Case - •'. -r j. i -; -HI 5 Moment "I1,:1 *. 'IncL j: Actual Required..!^ I Par to Main Member ~"" " ' "_^ -y IryJ'late "J Close | gorder |'!Add Plate) P.rn f'-Jz^ j-Jli METAL | .-, Actual= 5 x2= 10 Req = 3228 0 - 0 = Om2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Plate Editor ^^^^HH^B^^HB^^^^^^^^^^HH^^^^HB^^^^MH^^^^^B^^^^^M^H^^HH^^H^^Hi^H^^^^^^^^Bi^^^^^Bi^^H^^H^^^^^^^BM^^^^^HHi^^H Joinf-'lhformation— — •; •< Plate-Information^^- ==^~...y^ -~,^ Member Information -+•-''••=;, ' ; "'; -' il :v---.'.-;., :' r—-- •*..;- ,-• ..\\r.- . ,— .' , . ,-, M " , : : ,: !;:-Load [5 Member F~ 'I Plate • MII20 3x4 ~JtNo T I :;Case i AyialiiShear IncL 'I r i:. i! Moment r-'1 . , 'GRIBP^T • '•' '"" s-<^ormal! ';i BltevlQl ^' '! ': V Actual "Required), stress L,.:"f'. r..7. '..y.Orient . , :. . •. I ' ' ~! . •> ' I. "stf?s.? i^::.-' •^.i-' ;.*.f': •NexlTSizel !!ij|Par to Main Member i 'Try Plate Close |., :finder]:A.dd_Plate|';;J-"'"^.~ Actual = 1 927 x 2 = 3 854 Req = 19 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Plate Editor Joint Information — Type |T i i :.-:J Center pT^T^Rir GRIR|-rp sstress ' r METAL[. ^ stress '" Next Size j- Plate I nformation - I P|dre ' IMII20 3xT" -ir Member Information-—-..- —j. Load | Member | r !' Case ' ' !' Axial Shear ; Center | o 000 f|0000 -M ,'i Moment i Iv7 « Normal. .* Bite viol n:.;; i| Orient' '"' ' Angle |184~:J: GR|P METAL I'IncL ... , Actual' Required !' S;!!° Par to Mam Member '_J_ry.PJate | |: Close | ;;gorder |]Add Plate);iln. V Actual = 2 448 x 2 = 4 896 Req = 2517 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails JOINT # 8 Original Truss has 3x4 Plate intact Plate Editor r, Joint Information1^-^-— y • Plate,Informationr^-~ I Jt;Np;;"fI~|;:.. . :i;Pla;te ,| . Type | :w • •• __ j Mm Center F^uT" ip~W ::;| lid; stress j-Member Information-- Load F~lf, M ember [~ P a^Ci *•••'' 'Case :Axial Orient' j'Shear |-i--J ; IncL :,.,., - - -,|;Moment I' :" "-.'/'. rjormal..;^ ",'Bite viol I!';! . Actual Required; -Center, -JOOOO , JO 000 ,, . Anglev |0 00 ' Par to Mam Member :GRIP |: ' • ['METAL TT^ I 'Next Size.J ']J -. 'Border | A_dd PJa(e|;'i.',. !-,. Actual = 4667 x2= 9334 Req = 3336 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Plate Editor ,-jJoint:Information — -r-jij-- Plate Information .; Plate IMII20 3^T~ Center GRIP rr— stress ' ; Member Information— -—;; i Load I" Member r^ j5. , Case : ' '-. '-•' I i I*/1 « Normal' ri-'Bite'Viol ^ !! Orient,,.. i Angle |000 /Axial i S hear IncL Moment ]'•' - ' - Actual Requiredi ;• i -I i ~- i.GRIP" "- »trJ« I'-" -'• : !i Par to Main Member TH I ;METAL [TT7" StfCSi . "" •• . - it-ai.j.,.. * ,• ' ^-. • . .. -t . ^. '•(• • I Next Size.;, Iry Plate ' 'r' Close : Border Add Plate:Ri- i Actual = 2698 x2= 5396 Req = 2629 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47 Ibs 0 / 47 = 0 Req Mm 0 Nails Plate Editor Joint Informations™--— '• Plate lnformation;—-^—^—^--^-•••fr Member Information ;• Plate •••.- MII20 3x4 i Type ?)/!: V. Center F7T7 HT^ | Centef PoO~ [OOOO" ' Load FT Member I f\ i :: Case: ' Axial |j Shear .. IncL ii Moment I ' '': .'. :: '• GRIP.|; -.,-,-, ...... --. ^<<£i°"Tial. Bite viol R ' , Actua| Required !"stress'U..!:,J". ...-• .^V'i( 'Orient••:£. •- Angle,^|000 '""TA" '" ' ~~" :META.L I-'11 12.' -'/;.!:1.--. ' --it |Par to Mam Member ^Jij Ne/tSize I "'T" Jry Plate 1' I' Close I": Border Add Plate Rn, i'ldis •if Actual = 1 677 x 2 = 3 354 Req = 284 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails JOINT # 2 Original Truss has 2x8 Plate intact Plate Editor --'Joint Information ;~ Plate Information — ...Center |•50P stress "Plate |MII20 3x8 Mm-' | ' ' ' Center |o 000 \ [JO 000 ' Normal 1 >-- Member Information —- —| —.. !| Load I . Member I 3 fCase .' ' .4 " -.. jjiA««i ••-• "-;: ' , i Shear r " • •• " |: IncL j; I ~. • r- I'j: Moment l; :" ' ; Actual Required! p Orienti ! t • Bite viol' f~ Angle <[oob~jj;GR|p (Vertical Close,''Border Add Plate iRm Flaw Actual = 11 25 x2= 225 Req = 1019 0 - 0 = Om2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47lbs 0 / 47 = 0 Req Mm 0 Nails Plate Editor -JointInformation -—.|- Plate Information- JtNo pL7 stress f'Type "|PM-- = > Center F^~ ; Plate. ..i/Min MII20 -•j-" Member Information-— :| Load I Member I T Tf li'Case .„ I . Shear ; Center h 000 tlo 000 Ij r: --:• |i Moment I Normal Bite viol p |!; , Actual -Required IncL ; P " !Orient : (Vertical' i •' __. ; j' Iry Plate Actual = 11 25 x2= 225 Req = 13999 0 - 0 = 0 in 2 0 x 197 = 0 Ibs 1'2"Gusset21\2"-8d Capacity = 47 Ibs 0 / 47 = 0 Req Mm 0 Nails Web Member 2- 20 over stressed by max 20% on a single ply In actuality this is a 2 ply truss there for stresses are half of what is modeled No repair required of 8 [Frame) Lurr 1 3 36 69 Jnt V 1 2 3 T: — .---r— 2X 2X 2X Loa 00 00 00 1 l-U iUlU II'" Vertical ^ 16 6272 |^ ,.;uM,v-,i.,;,. -.„. vd y_ !_ J i: '.'•: riT ! I '"-r fft "' ! ~ iil'.r- : "Li ... J. f ' i "-iikr ' 'Ii 'iDQLLumb: Loads Vertical.. • 680 680 230 0 230 0 230 0 230 0 a H Luaa Morn I_ID inj V Uen n uen sr 1 25 (Plfj- Horizontal 00 00 00 00 00 00 Hanger 00 0 000 000 00 0 000 000 00 0 002 000 \...:: .-i: vj ! Spacing 2.0 0 ; Forces Axial 23 2278 1990 Plate Size 4x6 ! .Print Bend 'I' Exit j Total CSI 0 00 0 04 0 05 U I. 002 037 039 ,: 0 01 0 46 0 48_lJ Type Offset X OffSefY MII20 000 000 jj |£ Job A0985 Truss D6 Truss Type ROOF TRUSS Qty 4 Ply 1 A0985 La Costa Glen BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4201 SR1 s Nov 16 2000 MiTek Industries Inc Fn Jul 19 14 31 14 2002 Page 1 71111 , 158 14 , 236-0 - _ ,71111 793 792 ' T^feM/ &uf ^ for ^,4^z, fj} .. I* 4°°n7 3x12 = 5 Scale 3/16 =1 j Camber = 1/8 :n> oef- 7 11 11 158 14 236-0 7 11 11 793 792 Plate Offsets (X Y) [1 Edge 0 2 8| [5 0 8 S.Edqel [8 0 1J.2 0-3 0] LOADINQpsf) TCLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 097 BC 081 WB 088 (Matrix) DEFL m (loc) l/defl Vert(LL) 021 8-9 >999 Vert(TL) 031 8-9 >877 Horz(TL) 003 11 n/a IstLCLL Mm l/defl = 360 PLATES GRIP Ml 120 197/144 Weight 122lb BRACING TOP CHORD Sheathed except end verticals BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing 1 Row at midpt 5-6 2 Rows at 1/3 pts 192846 WEBS LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 Except T1 2 X 4 DF-N 2400F 2 OE BOT CHORD 2X4SPF1650F1 5E Except B22X4SPFNo2 WEBS 2X4SPFNo2 Except W1 2X4SPF1650F1 5E W22X4SPF 1650F 1 5E W3 2 X 4 SPF Stud W5 2 X 4 SPF Stud OTHERS 2X3SPFNo2 REACTION$b/size) 10=1053/0 6411 =1356/0-3-8 Max Horz 10=44(load case 6) Max Uphft10=-1867(load case 5) Max Grav 10=3838(load case 4) 11=1542(load case 3) FORCES;ib) First Load Case Only TOP CHORD 1 10= 954 1 2= 1560 2 3= 968 3 4= 884 4 5=45 6-11=834 11 12-521 5-12= 231 BOT CHORD 9 10=282 8 9=1402 78=839 6-7=839 WEBS 1 9=1142 29=46 28=640 48=489 46=1102 NOTES 1) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC97 2) Bearing at jomt(s) 11 considers parallel to gram value using ANSI/TP11 1995 angle to gram formula Building designer should verify capacity of bearing surface 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1867 Ib uplift at joint 10 4) This truss has been designed with ANSI/TP11 1995 criteria 5) Load case(s) 1 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 300 0 plf 7) Special hanger(s) or connection(s) required to support concentrated load(s) Design for unspecified connection(s) is delegated to the building designer Job A0985 Truss 06R Truss Type ROOF TRUSS Qty 4 Ply 1 A0985 La Costa Glen BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 71111 4 201 SR1 s Nov 16 20CO MiTek Industries Inc Fn Jul 19 14 40 50 2002 Page 1 158 14 236-0 7 11 11 793 792 Scale 3/16=1 Camber = 1/8 in 7 11 11 158 14 203-0 7 11 11 793 462 33-0 Plate Offsets (X.Y) [1 Edge 0-2 8], [5 0 6-0.0-3-51, [7 0 4-4,0-3-0] LOADING^) TOLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 095 BC 089 WB 088 (Matrix) DEFL m (loc) I/den Vert(LL) -022 7-8 >999 Vert(TL) -034 78 >700 Horz(TL) 026 10 n/a 1stLCLLMinl/defl = 360 PLATES MII20 Weight 123lb GRIP 197/144 LUMBER BRACING TOP CHORD 2 X 4 DF N No 1/No 2 'Except TOP CHORD T12X4DFN2400F20E BOT CHORD BOT CHORD2X4SPF1 650F 1 5E 'Except WEBS B22X4SPFNo2 WEBS 2 X 4 SPF No 2 'Except' W12X4SPF1650F1 5E W22X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2X4 SPF Stud OTHERS 2X3 SPF No 2 REACTION$b/size) 9=1042/0-6-4 10=1262/0-3-8 6=35/Mechanical Max Horz 9=906(load case 6) Max Uphft9= 1881 (load case 5) MaxGrav9=3824(loadcase4) 10=1447(loadcase3) 6=62(load case 6) Max Mom 10= 1576lb in(load case 4) Sheathed except end verticals Rigid ceiling directly applied or 2 8 5 oc bracing 1 Rowatmidpt 5-10 2 Rows at 1/3 pts 1827 First Load Case Only TOP CHORD 1 9= 945 1 2= 1542 2 3= 937 3-4= 854 4 5=-939 10-12= 1262 5-12= BOT CHORD 89=279 7-8=1385 6-7=0 WEBS 1-8=1128 2 8= 36 2 7= 653, 4-7=-534 5-7=1291 972 NOTES 1) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 2) Refer to girder(s) for truss to truss connections 3) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TP11 1995 angle to grain formula Building designer should verify capacity of bearing surface 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1881 Ib uplift at joint 9 5) This truss has been designed with ANSI/TP11 1995 criteria 6) Load case(s) 1 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 300 0 plf 8) Special hanger(s) or connection(s) required to support concentrated load(s) Design for unspecified connection(s) is delegated to the building designer Job Truss A0985 D6 Jomt# 7 Web 4-8 2-8 8-9 8-6 5-8 Force -534 -653 1385 0 1291 Jomt# 5 Web 4-5 5-11 5-8 Force -939 -1262 1291 Nf 12 -14 30 0 28 Nf 20 27 28 La Costa Glen Z= 47 /Side 6 -7 15 0 14 Nr 2 2 2 2 2 Z= 47 /Side 10 14 14 Nr 2 2 2 /Row 3 -4 7 0 7 Spacing 3 3 3 3 3 Length 15 -6 27 6 27 /Row 5 7 7 Spacma 3 3 3 Length 21 27 27 Comment Existing Plate OK Existing Plate OK Existing Plate OK Existing Plate OK New Gusset Req'd Comment Existing Plate OK Existing Plate OK New Gusset Req'd Job A0985 Truss 017 Truss Type ROOF TRUSS Qty 3 Ply 1 A0985 La Cos a Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 111:0 7 11 11 4 201 SR1 s Nov 16 2000 MiTek Industries Ire Fn Jul 19 14 25 25 2002 Page 1 15813 , 235-0 255-0 011-0 71111 -To Vxtet 79-3 -4- 793 30-0 H Scale 3/16-av Camber = 1i3 ir 15 14 9x1SMII16= 5x12 = 71111 158 13 7 11 11 793 793 3-0-0 Plate Onsets (X.Y) [2 0-4 10 .Edge], [12044 Edge] (150-9 8 Edgel LOADINQpsf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 096 BC 099 WB 0 97 (Matrix) DEFL m (loc) I/den Vert(LL) -008 12 >999 Vert(TL) -0201213 >999 Horz(TL) 012 10 n/a IstLCLL Mm l/defl = 360 PLATES GRIP MII20 197/144 MII16 127/82 Weight 145lb BRACING TOP CHORD Sheathed except end verticals Except 2 Rows at 1/3 pts 711 BOT CHORD Rigid ceiling directly applied or 1-11-14 oc bracing WEBS 1 Row at midpt 2 Rows at 1/3 pts LUMBER TOPCHORD2X4SPF1650F 1 5E 'Except T32X4SPFNo2 BOT CHORD 2X4 SPF 21 OOF 1 8E 'Except B22X4SPFNo2 WEBS 2X4 SPF No 2 Except W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W72X4SPFStud W1 2X6SPFNo2 W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud REACTION§b/size) 10=2136/0-3-8 15=1834/0-58 Max Horz 15—8181 (load case 3) Max Uplift15= 2284(load case 4) Max Grav10=2136(load case 1) 15=4397(load case 5) FORCES;ib) First Load Case Only TOP CHORD 1 2= 338 2 3=2357 3-4=2772 4 5=3368 5-6=2302 6-7=2180 8-11= 1576 7 8= 197.8 9= 738 9-10=2094 215=1834 BOT CHORD 1415=8049 13-14=5466 1213=4054 11 12=750 1011=16 WEBS 4 13=1153 412=2054 612=160 68= 1211 8 12=2007,911=1839 214=2810 3-14=1239 3-13= 1739 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) All plates are MII20 plates unless otherwise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 5) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TP11 1995 angle to grain formula Building designer should verify capacity of bearing surface 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2284 Ib uplift at joint 15 7) This truss has been designed with ANSI/TP11 1995 criteria 8) Load case(s) 1,234 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails Continued on page 2 ~_ 688- 910 Job A0985 Truss 017 Truss Type ROOF TRUSS Qty 3 Ply 1 A0985 La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Fn Jul 19 14 25 25 2002 Page 2 NOTES 10) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4-4 on top chord Design for unspecified connection(s) is delegated to the building designer Job A0985 Truss D17R Truss Type ROOF TRUSS Qty 3 Ply 1 A0985 La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Fn Jul 19 14 28 44 2002 Page 1 7 11 11 158 13 23 6-0 256-0 0 11-0 7 11 11 793 793 30-0 5x6 = Scale 3/16=1 Camber = 1/3 in 7 11 11 158 13 236-0 262-8 7 11 11 793 793 266-0 -H 28-803-6 Plate Offsets (X Y) [20 4 lO.Edqe], [90-3-00 2 101 [120-4 4,Edqe] [15 09-8 Edge! LOADINQpsf) TOLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 096 BC 099 WB 097 (Matrix) DEFL in (loc) tfdefl Vert(LL) 008 12 >999 Vert(TL) -0201213 >999 Horz(TL) 023 16 n/a IstLCLL Mm l/defl = 360 PLATES GRIP MII20 197/144 MII16 127/82 Weight 144lb BRACING TOP CHORD Sheathed except end verticals Except 2 Rows at 1/3 pts 711 BOT CHORD Rigid ceiling directly applied or 1 -11 14 oc bracing WEBS 1 Rowatmidpt 9 16 6-8 8-12 2 Rows at 1/3 pts 412 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E Except T32X4SPFNo2 BOT CHORD 2 X 4 SPF 2100F 1 8E 'Except' B22X4SPFNo2 WEBS 2X4 SPF No 2 Except W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2 X 4 SPF Stud W1 2 X 6 SPF No 2 W22X4SPF1650F1 5E W3 2X4 SPF Stud W4 2X4 SPF Stud REACTION^b/size) 16=2113/0-38 15=-1835/0 5-8 10=18/Mechanical Max Horz 15=-8181 (load case 1) Max Uplift15= 2285(load case 4) Max Grav 16=2113(Ioad case 1) 15=4396(load case 5) 10=26(load case 2) Max Mom 16= 235lb-in(load case 1) FORCESjb) First Load Case Only TOP CHORD 1 2= 338 2 3=2358 3 4=2773 4 5=3370 5 6=2304 6 7=2184 8-11 =-1596 7 8= 198 89= 740 9-16=2113 215=1834 BOT CHORD 1415=8049 1314=5465 1213=4052 11 12=749 10-11=0 WEBS 4 13=1153 4-12= 2055 6-12= 159 6-8=-1213 8-12=2005 9-11=1883 2 14= 2812 3-14=1240 313=1740 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) All plates are MII20 plates unless otherwise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 5) Refer to girder(s) for truss to truss connections 6) Bearing at joint(s) 1615 considers parallel to grain value using ANSI/TP11 1995 angle to grain formula Building designer should verify capacity of bearing surface 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2285 Ib uplift at joint 15 8) This truss has been designed with ANSI/TP11 1995 criteria Continued on page 2 Job " A0985 Truss D17R Truss Type ROOF TRUSS Qty 3 Ply 1 A0985 - La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Fn Jul 19 14 28 44 2002 Page 2 NOTES 9) Load case(s) 1234 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 11) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26 4 4 on top chord Design for unspecified connection(s) is delegated to the building designer Job A0985 Truss T12 Truss Type ROOF TRUSS Qty 65 Ply 1 A0985 La Costa Glen 8CH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2COO MiTek Industries Inc Won Aug 12 15 20 1 1 2002 Page 1 011,0 71111 , 15313 , 236-0 , 255-0 . 11-0 7 11 11 793 793 30-0 Scale 3/16-= I Camber = 3/15 in X^(2 7 11 11 793 793 30-0 Plata Orsets (X Y) (2028 Edqel [6 0 0 0.0 2 61 [110412030] LOADINQpsf) TCLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/AMSI95 CSI TC 1 CO BC 072 WB 0 45 (Matrix) DEFL m (loc) I/den Vert(LL) -009 11 12 >999 Vert(TL) 0 25 1 1 12 >999 Horz(TL) 003 9 n/a 1 st LC LL Mm I/den = 360 PLATES GRIP MII20 137/144 Weight 129lb LUMBER BRACING TOP CHORD 2X4 SPF No 2 Except TOP CHORD Sheathed except end verticals Except T1 2X4SPF1650F1 5E 1 Row at midpt 610 BOTCHORD 2X4SPFNo2 BOTCHORD Rigid ceiling directly applied or 10 0 Ooc bracing WEBS 2X3 SPF No 2 Except WEBS IRowatmidpt 89311 57^_. W82X4 SPF 1650F 1 5E W102X4 SPF Stud >^nFE9^>*sv W3 2 X 3 SPF Stud W4 2 X 4 SPF No 2 X^j^^^VV W5 2 X 3 SPF Stud W7 2 X 4 SPF No 2 /<&T ^X <<\ REACTION §b/size) 9=1494/03-8 13=1279/058 Max HOR 13=138(load case 4) FORCE^lb) First Load Case Only TOP CHORD 1 2=23 2 14= 1851 3 14= 1767 3 4= 1324 4 15= 1241 5 15= 1240 5 16= 221 6-16= 135 7-10= 935 6 7= 204 7-17= 469 8 17= 465 8-9= 1457 2 13= 1178 BOTCHORD 1213=286 11 12=1676 1011=471 910=13 WEBS 312= 101 3 11=563 5-11= 192 57= 1041 7 11=953 810=1144 212=1418 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the v/ind loads generated by 70 mph v/inds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanline on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC-97 5) This truss has been designed with ANSI/TP11-1995 criteria 6) Load case(s) 1 234567891011 12131415 16 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Clb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC til 2 10d nails Job A0985 Truss T12 Truss Type ROOF TRUSS Qty 65 Ply 1 A0985 - La Costa Glen BCH & Sons ^optional) Landmark Truss and Lumber Abbotsford B C V2T 614 4 201 SR1 s Nov 16 20CO MiTek Industries Inc Won Aug 12 15 20 11 2002 Page 2 NOTES 9) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4 4 on top chord Design for unspecified ccnnection(s) is delegated to the building designer IJob |A0985 Iruss T12R Iruss lype ROOF TRUSS Oty 65 Ply " ' 1 A0985 La Costa Glen"~BCH & Sons " (optional) 1 Landmark Truss ana Lumber ADDOtstord BU V2I 6L4 4201 5K1 s Nov IB ZUOO MITek Industries Inc hn Oct 1 1 00 33 09 2002 Page 1 0 110 0 11-0 7 11 11 7 11 11 158 13 236-0 266-0 793 793 30-0 Scale = 1 63 3 Camber =3/16 ir 7 11 11 158 13 236-0 262-826,6-0 7 11 11 Plate Oftsets (X Y) [202$ tdge] [6 0 0 0 0 2 6f [80 300212] LOADING (psf) TCLL 160 TCDL 130 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 793 [1003 00 1 16] [11 U-4 CSI TC 1 00 BC 072 WB 045 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) IstLCLL 7 12030| 93 28-e in (loc) I/den 009 11 12 >999 025 11 12 >999 028 14 n/a Mm l/defl = 360 — n 03-8 PLATES MII20 Weight 128lb GRIP 197/144 LUMBER TOP CHORD 2X4 SPF No 2 Except T1 2X4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF No 2 WEBS 2X3SPFNo2 Except ] W8 2 X 4 SPF 1650F 1 5E W10 2X4 SPF Stud W3 2 X 3 SPF Stud W4 2 X 4 SPF No 2 W5 2 X 3 SPF Stud W7 2 X 4 SPF No 2 W1 2X4 SPF 1650F 1 5E BRACING TOP CHORD Sheathed except end verticals Except 1 Row at midpt 6 10 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS IRowatmidpt 81431157 REACTIONS (Ib/size) 14=1471/038 13=1278/058 9=19/Mechanical Max Horz 13=148(load case 4) Max Grav14=1471(load case 1) 13=1278(load case 1) 9=28(load case 2) Max Mom 14= 1125lb in(load case 3) FORCES (Ib) First Load Case Only TOP CHORD 1 2=23 2 15= 1849 3 15= 1765 3-4= 1321 4 16= 1239 5 16= 1238 5 17= 218 6 17= 132 7 10= 951 6 7= 205 7 18=-469 8 18=-465 8 14= 1471 2 13= 1178 BOT CHORD 12 13=286 11 12=1674 10 11=469 9 10=0 WEBS 3 12= 100 3 11= 563 5 11= 192 5-7= 1042 7 11=953 8 10=1176 2 12=1416 NOTES 1) This truss has been cheeked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 5) Refer to girder(s) for truss to truss connections 6) Bearing atjoint(s) 14 considers parallel to grain value using ANSI/TPI 1 1995 angle to grain formula Building designer should verify capacity of bearing surface 7) This truss has been designed with ANSI/TPI 1 1995 criteria 8) Load case(s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 has been modified Building designer must review loads to verily that they are correct for the intended use of this truss 9) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 11) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4-4 on top chord Design for unspecified connection(s) is delegated to the building designer Job A0985 Truss 026R Truss Type ROOF TRUSS Qty 1 Ply 1 A09S5 - La Cosla Glen BCH & Sons (ootional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4201 SR1 s Nov 16 2000 MiTek Industries Inc Mon Aug 12 15 33 51 2002 Page 1 tkpaV ^o Voctelt ^7-(^^o T?0^ for && ^P^ KM QUO 71111 , 15-813 , 236-0 2o 2-3 , , 793 793 28-30 3-3 Camber = 1/3 in 71111 Plate Offsets (X Y) (202 1202 12| [90-3002 121 [1205 12030] LOADINQcsO TOLL 160 TOOL 180 BCLL 00 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 092 BC 1 00 WB 0 85 (Matrix) DECL m (loc) l/defl Vert(LL) 0201213 >399 Vert(TL) 0341213 >895 Horz(TL) 013 16 n/a 1 st LC LL Mm l/defl = 360 PLATES GRIP MII20 197/144 MII16 127/32 Weight 14516 BRACING TOP CHORD Sheathed except end verticals Except 2 Rows at 1/3 pts 711 BOT CHORD Rigid ceiling directly applied or 3 5-14 oc bracing WEBS 1 Rowatmidpt 9 15 6 8 8-12 2 Rows at 1/3 pts 412 LUMBER TOP CHORD 2X4 SPF1650F1 5E Except T32X4SPFNo2 BOT CHORD 2 X 4 SPF 1650F 1 5E Except B22X4DF-NNo1/No2 WEBS 2X4 SPF No 2 Except W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2X4 SPF Stud W1 2X4 SPF 1650F 1 5E W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2X4 SPF Stud REACT! ON ^b/size) 16=1465/0 3 8 15=1265/0 6 12 10=11/Mechanical Max Horz 15= 62(load case 3) Max Uplift15= 1889(load case 5) Max Grav 16=2063(load case 3) 15=4229(load case 4) 10=16(load case 5) Max Mom 16= 255lb in(Ioad case 4) FORCESjb) First Load Case Only TOP CHORD 1 2=23 2 3= 1480 3 4=-1737 4 5=-1304 5 6=-1226 6 7=-216811 =-945 7 8= 201 89= 423 916=1465 215= 1203 BOT CHORD 1415=86 13-14=1358 1213=1624 11 12=423 10-11=0 WEBS 4-13=36 412=523 6-12=215 68=-1041 8-12=992 911=1158 214=1376 3-14=468 313=327 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) All plates are MII20 plates unless otherwise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with an/ other live loads per Table No 16-8 UBC 97 5) Refer to girder(s) for truss to truss connections 6) Bearing at jomt(s) 16 considers parallel to grain value using ANSI/TPI 1 1995 angle to grain formula Building designer should verify capacity of bearing surface 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1889 Ib uplift at joint 15 8) This truss has been designed with ANSI/TP11 1995 criteria Job A0985 Truss D26R Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 - La Costa Glen BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2COO MiTek Industries Inc Mon Aug 12 15 33 51 2002 Page 2 NOTES 9) Load case(s) 1 23456 7 has been modified Building designer must review loads to verify that the/ are correct for the intended use of this truss 10) This truss has been designed for a total drag load of 3CO plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 26 2 8 for 3CO 0 plf 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 12) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26 0 12 on top chord Design for unspecified connection(s) is delegated to the building designer Job A0985 iruss D26R Truss Type ROOF TRUSS Qty 1 Ply 1 A098b La Costa Glen BCH i Sons (optional) Landmark Truss and Lumber ADDolslord BC V2T 6L4 4201 5K1 s Nov Ib 2UOU Mi leK Industries me l-n UCM 1 uo JD uo ^uu^ rage 1 26 6-0 7 11 11 15813 236-0 , 262-8 0 11-0 7 11 11 793 793 -H 28-803-8 Scale = 1 63 9 Camber = 1/8 in 7 11 11 "Plate Oftsets (X Y) [2 0 2 VJL u a 12] 19~0 3 0 0 2 12| [12 ( LOADING (psO TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 092 BC 1 00 WB 085 (Matrix) DEFL in (loc) l/defl Vert(LL) 020 12 13 >999 Vert(TL) 034 12 13 >895 Horz(TL) 013 16 n/a 1st LCLL Mm l/defl = 360 PLATES GRIP MII20 197/144 MII16 127/82 Weight 145lb ! BRACING TOP CHORD Sheathed except end verticals 2 Rows at 1/3 pts 711 BOT CHORD Rigid ceiling directly applied or 3 9 2 oc bracing WEBS 1 Rowatmidpt 2 Rows at 1/3 pts I LUMBER TOP CHORD 2X4 SPF 1650F 1 5E Except T32X4SPF No 2 BOT CHORD 2X4 SPF 1650F 1 5E Except B22X4DF NNo1/No2 WEBS 2X4SPFNo2 Except W12 2X4 SPF Stud W5 2 X 4 SPF Stud W7 2 X 4 SPF Stud W1 2 X 4 SPF 1650F 1 5E W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud REACTION S(lb/size) 16=1465/038 15=1265/0612 10=11/Mechamcal Max Horz 15= 62(load case 3) Max Uphftl 5= 1889(load case 5) MaxGrav16=2063(loadcase3) 15=4229(load case 4) 10=16(load case 5) Max Mom 16= 255lb m(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 2=23 2 3= 1480 3-4= 1737 4 5= 1304 5 6= 1226 6 7= 216 8 11= 945 7 8= 201 8 9=-423 9 16= 1465 2 15= 1203 BOT CHORD 14 15=86 13 14=1358 12 13=1624 11 12=423 10 11=0 WEBS 4 13=36 4 12=523 6-12=215 68= 1041 8 12=992 9 11=1158 2 14=1376 3 14=-468 3 13=327 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) All plates are MII20 plates unless otherwise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B 5) Refer to girder(s) for truss to truss connections 6) Bearing at jomt(s) 16 considers parallel to gram value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1889 Ib uplift at joint 15 8) This truss has been designed with ANSI/TPI 1 1995 criteria 9) Load case(s) 1 234567 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 10) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 000 to 26 2 8 for 300 0 plf 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 12) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26 0 12 on top chord Design for unspecified connection(s) is delegated to the building designer Except 9 16 68 8 12 4 12 Job A0985 Truss D13R Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 La Costa Glen BCH & Sons (ootional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Mon Aug 12 15 30 08 2C02 Page 1 7 11 11 793 793 2 3-8 0 3-3 Plate Oi.sets (XY) [2 0 2 12 0 2 12|, [9 0 3 0,0 2 12| [1205 40 3 Ol LOADINQpsf) TCLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 094 BC 087 WB 0 85 (Matrix) DEFL m (loc) I/den Vert(LL) 021 1213 >SS3 Vert(TL) -0351213 >391 Horz(TL) 014 16 n/a 1stLCLLMinl/defl = 360 PLATES GRIP ! MII20 197/144 | Mil 16 127/82 |ti Weight 144lb j Sheathed except end verticals Except 2 Rows at 1/3 pts 711 Rigid ceiling directly applied or 3-5 13 oc bracing 1 Rowatmidpt 9 16 6-8 8-12 2 Rows at 1/3 pts 412 LUMBER BRACING TOP CHORD 2X4SPF1650F 1 5E 'Except TOP CHORD T32X4SPFNo2 BOT CHORD 2 X 4 SPF 1650F 1 5E EOT CHORD WEBS 2X4SPFNo2 Except WEBS W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2 X 4 SPF Stud W1 2 X 4 SPF 1650F 1 5E W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud REACTION$b/size) 16=1475/0-38 15=1278/0612 10=15/Mechanical Max Horz 15= 62(load case 3) Max Uphft15= 1893(load case 5) Max Grav 16=2089(load case 3) 15=4258(load case 4) 10=25(load case 5) Max Mom 16= 275lb-in(load case 4) FORCE^ib) - First Load Case Only TOP CHORD 1 2=23 23= 1498 34= 1763 45= 1336 56= 1258 6 7= 212 8 11= 949 78=202 89=472 916=1475 215=-1216 BOT CHORD 1415=86 1314=1375 12-13=1649 11 12=471 10-11=0 WEBS 413=41 412=517 6-12=-204 68=1076 8-12=970 911=1183 2-14=1394 3-14=475 313=336 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) All plates are MII20 plates unless otherwise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16B.UBC97 5) Refer to girder(s) for truss to truss connections 6) Bearing at jomt(s) 16 considers parallel to grain value using ANSI/TP11 1995 angle to grain formula Building designer should verify capacity of bearing surface 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1893 Ib uplift at joint 15 8) This truss has been designed with ANSI/TP11 1995 criteria 9) Load case(s) 1 23456 7 has been modified Building designer must review loads to verify that the/ are correct for the intended use of this truss Job A0985 Truss 013R Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 - La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Mon Aug 12 15 30 08 2002 Page 2 NOTES 10) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 26 6 0 for 300 0 plf 11) Design assumes 4x2 (flat orientation) purlins at cc spacing indicated fastened to truss TC w/ 2 10d nails 12) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4 4 on top chord Design for unspecified connection(s) is delegated to the building designer Job A0985 truss D13R Truss Type ROOF TRUSS Uty 1 Ply 1 A09Sb La Costa Glen bCH & Sons (optional) Landmark Truss and Lumber Abbotstotd b C V2I BL4 4 2U1 bKI s Nov 1b iiUUu MileK Industries Inc l-n (Jet 11 U8 3i 4U ^UU^ Hage 1 0110 71111 , 15813 , 236-0 , 256-0 , 011-0 71111 793 793 30-0 Camber = 1/8 in 7 11 11 15813 236-0 7 11 11 793 793 , 262-826^-0 28-8 03-8 rPlaTe~Ofrs'etsiyTn2'CrTT2'0~?~T2ng'tr3 0 0 2 T2] [12 0 3-4 OTDT LOADING (psO TCLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 094 EC 087 WB 085 (Matrix) OEFL in (loc) l/defl Vert(LL) 021 12 13 >999 Vert(TL) 0351213 >891 Horz(TL) 014 16 n/a IstLCLL Mm l/defl = 360 PLATES GRIP MII20 197/144 ' MII16 127/82 ' Weight 144lb Sheathed except end verticals Except 2 Rows at 1/3 pts 7 11 Rigid ceiling directly applied or 4-4 2 oc bracing 1 Rowatmidpt 9 16 6 8 8 12 2 Rows at 1/3 pts 4 12 LUMBER BRACING TOP CHORD 2X4 SPP 1650F 1 5E Except TOP CHORD T32X4SPFNo2 BOT CHORD 2X4 SPF 1650F 1 5E EOT CHORD WEBS 2X4SPFNo2 Except WEBS W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2 X 4 SPF Stud W1 2X4 SPF 1650F 1 5E W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud REACTIONS (Ib/size) 16=1475/038 15=1278/0612 10=l5/Mechamcal Max Horz 15= 62(load case 3) Max Uphft15= 1893(load case 5) Max Grav16=2089(load case 3) 15=4258(load case 4) 10=25(load case 5) Max Mom 16= 275lb m(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 2=23 2 3= 1498 3-4= 1763 4 5= 1336 5 6= 1255 6 7= 212 8 11= 949 78= 202 8 9=-472 9 16= 1475 2 15= 1216 BOT CHORD 14 15=86 13 14=1375 12 13=1649 11 12=471 10 11=0 WEBS 4 13=-41 4 12= 517 6 12= 204 6 8= 1076 8 12=970 9 11=1183 2 14=1394 3 14=-475 3 13=336 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) All plates are MII20 plates unless otherwise indicated 4) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 5) Refer to girder(s) for truss to truss connections 6) Bearing at joint(s) 16 considers parallel to gram value using ANSI/TPI 1 1995 angle to grain formula Building designer should verify capacity of bearing surface 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1893 Ib uplift at joint 15 8) This truss has been designed with ANSI/TPI 1 1995 criteria 9) Load case(s) 1 23456 7 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 10) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 000 to 26 6 0 for 300 0 plf 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 12) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4-4 on top chord Design for unspecified connection(s) is delegated to the building designer lab A0985 Truss T72R Truss Type ROOF TRUSS Qty 1 Ply" 2 A0985 La Costa Glen BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 6315 , 12-47 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Tue Aug 13 14 04 43 2002 Page 1 18-» 14 , 24 S-6 , 2889 . 321113 . 37212 Scale = 1 77 C< Camber = 1/8 in! 6315 12-47 18-4 14 24 5-6 6 3 15 607 607 607 I 2889 I 32 11 13 37 212 43-1 43-»4 2 15 Plate Offsets (X.Y) (10 0-5-8,0 4 0], [21 0 0-12,0 4-Q| LOADINGS!) TCLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 062 BC 072 WB 099 (Matrix) DEFL m (loc) I/den Vert(LL) 0061618 >999 Vert(TL) 01816-18 >999 Horz(TL) 001 15 n/a IstLCLL Mm l/defl = 360 PLATES MII20 Weight 492 Ib GRIP 197/144 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins except end verticals EOT CHORD Rigid ceiling directly applied or 10 0-0 oc bracing Except 6 OOoc bracing 15-161415 LUMBER TOP CHORD 2X4SPFNo2 Except T32X4SPF2100F18E BOT CHORD 2X6 DF-N No 1/No 2 'Except* B32X6SPF1650F1 5E WEBS 2X4SPFNo2 Except W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2 X 4 SPF Stud W9 2 X 6 SPF No 2 W13 2 X 4 SPF Stud W1 2 X 4 SPF Stud W2 2 X 4 SPF Slud OTHERS 2X4 DF-N 1800F1 6E REACTION^b/size) 20=1707/0-712 15=10626/0-4-15 21=3521/0-20 Max Horz20= 121 (load case 4) Max Grav20=1709(load case 6) 15=10626(load case 1) 21=3568(load case 7) FORCES;ib) - First Load Case Only TOP CHORD 1 2=23 2-3=3198 34=3139 4 5=-1215 5-6=-1215 6-7=1210 78=193 8 9=-29 1013=1401 910=6 1011= 1098 1221=1369 11 21=2152 220=-1567 BOT CHORD 1920=154,1819=3107 17-18=3057,1617=3057 15-16=2046 1415=2046 13-14=10S9 1213=22 WEBS 3 19=73 3-18= 55 4-18=1781 4-16= 2316 6-16=24,7-16=5029,7-15= 7427.7-14=4377 8 14=129 8 10= 161 10-14-1744 2 19=3038 11-13=2169 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist, they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC97 Job A0985 Truss T72R Truss Type ROOF TRUSS Qty 1 Ply 2 A0985 • La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Tue Aug 13 14 04 43 2002 Page 2 NOTES 5) Bearing at jomt(s) 1521 considers parallel to grain value using ANSI/TP11 -1995 angle to grain formula Building designer should verify capacity of bearing surface 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 21 7) This truss has been designed with ANSI/TP11 1995 criteria 8) Load case(s) 1 234567 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 9) 2 ply truss to be connected together with 0 131 x3 Nails as follows Top chords connected as follows 2X4-1 row at 0-9-0 oc 2X4-1 row at 0-9 0 oc Bottom chords connected as follows 2X6-2 rows at 0 5 0 oc Webs connected as follows 2X4 1 row at090oc 2X4-2 rows at 0 9-0 oc 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2-1 Od nails 11) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 37 2 12 on top chord Design for unspecified connection(s) is delegated to the building designer 3ob A0985 Truss T72 Truss lype ROOF TRUSS Landmark Truss and Lumber Abbotslord B L. Wl bL4 139 6315 12-47 18-414 CRy 1 Hly 2 A098b La Costa Glen BCH & Sons (optional) 4201 i>Kl s Nov IB 2000 MiTeK Industries Inc 24 5-6 , 28 8 9 32 11 13 -n Oct 11 08 38 1 1 2002 Page 1 37 2 12 1 39 63 15 6-07 607 42 15 6315 607 607 607 43-4 43-4 4215 Plate Offsets (X Y) 110 0 S 8 0-4 0] [21 0 0 12 U-4 0] LOADING (psO TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 062 BC 072 WB 099 (Matrix) DEFL in (loc) l/dert Vert(LL) 0061618 >999 Vert(TL) 0181618 >999 Horz(TL) 001 15 n/a IstLCLL Mm l/defl = 360 PLATES GRIP MII20 197/144 Weight 492 Ib BRACING TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing Except 600ocbracing 15 16 14 15 LUMBER TOP CHORD 2X4 SPF No 2 Except T32X4SPF2100F 1 8E BOT CHORD 2 X 6 DF N No 1/No 2 Except B3 2 X 6 SPF 1650F 1 5E WEBS 2X4 SPF No 2 Except W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2X4 SPF Stud W9 2X6 SPF No 2 W13 2 X4 SPF Stud W1 2 X 4 SPF Stud W2 2 X 4 SPF Stud OTHERS 2X4DF N 1800F 1 6E REACTIONS (Ib/size) 20=1707/0 7 12 15=10626/0-4 15 21=3521/0-4 15 Max Horz20= 121(load case 4) MaxGrav20=1709(loadcase6) 15=10626(load case 1) 21=3568(load case 7) FORCES (Ib) First Load Case Only TOP CHORD 1 2=23 2 3= 3198 3-4= 3139 4 5= 1215 5 6= 1215 6 7= 1210 7 8= 193 8 9= 29 10 13=1401 9 10= 6 10 11= 1098 12 21=1369 11 21= 2152 2 20= 1567 BOT CHORD 19 20=154 18 19=3107 17 18=3057 16 17=3057 15 16-2046 14 15= 2046 13 14=1099 12 13=22 WEBS 3 19=73 3 18= 55 4 18=1781 4 16= 2316 6 16=24 7 16=5029 7 15= 7427 7 14=4377 8 14=129 8 10= 161 10 14= 1744 2 19=3038 11 13=2169 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B : UBC 97 5) Bearing at joint(s) 15 21 considers parallel to grain value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 6) This truss has been designed with ANSI/TPI 1 1995 criteria 7) Load case(s) 1 23456 7 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 8) 2 ply truss to be connected together with 0131 x3 Nails as follows Top chords connected as follows 2X4 1 row at 0 9 0 oc 2 X 4 1 row at 0 9 0 oc Bottom chords connected as follows 2X6 2 rows at 0 5 0 oc Webs connected as follows 2X4 1 row at 0 9-0 oc 2 X 4 2 rows at 0 9 0 oc 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 10) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 37 2 12 on top chord Design for unspecified connection(s) is delegated to the building designer Job Truss Truss • A0985 D15 ROOF TRUSS Landmark Truss and Lumber Abbolsford B C V2T 6L4 'Qty I Ply 1 1 "55 - La Costa Glen - BCH & Sons ! (optional) 4 201 SR1 s Nov 16 2060 MiTek Industries Inc Tue Jul 09 09 33 45 2002 Page 1 71111 7 11 11 793 Plate Offsets (X Y) _[1 Edge 032] [7 0-5 12 0~4 8] [110412030] i LOADING (psf) i ITCLL 160 ' 'TCDL 180 ' i BCLL 0 0 i BCDL 120 ! SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 | CSI I TC BC ! WB i (Mat 090 100 088 rix) DEFL in (loc) l/defl ! PLATES Vert(LL) -01911-12 >999 MII20 Vert(TL) 033 11 12 >933 < Horz(TL) 004 16 n/a IstLCLL Mm l/defl = 360 ! Weight 155lb GRIP 197/144 Sheathed except end verticals Except 2 Rows at 1/3 pts 6-10 Rigid ceiling directly applied or 3 8-11 oc bracing 1 Row at midpt 8-9 57 7-11 2 Rows at 1/3 pts 3 11 LUMBER BRACING TOP CHORD 2X4 SPF 1650F 1 5E 'Except* TOP CHORD | T3 2 X 4 DF-N 2400F 2 OE ' SOT CHORD 2X4 SPF 1650F 1 5E 'Except BOT CHORD B2 2 X 4 DF-N No 1/No 2 WEBS WEBS 2X4 SPF No 2 'Except W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2 X 4 SPF Stud W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2 X 4 SPf Stud j OTHERS 2X3 SPF No 2 'Except* BL2 2 X 6 SPF No 2 REACTIONS (Ib/size) 15=1179/0 3-8, 16=1473/0 5 4 Max Horz15=-87(!oad case 3) Max Uphft15=-1957(load case 5) | MaxGrav15=4159(loadcase4) 16=2103(load case 3) ! FORCES (Ib) - First Load Case Only TOP CHORD 1 2= 1394 2 3=-1663 3 4= 1264 4-5= 1186 5 6= 235 7 10=-873 6 7= 196. 7 8=-380 9 16=15 8 16= 1458 14 15=56 1-15= 1089 BOT CHORD 1314=12 12-13=1273 11 12=1557 1011=385 910=9 I WEBS 312=61.3-11=491 511=232 5-7=985 7-11=993 8-10=1078 1-13=1370. 2 13-478. 2-12=356' |NOTES I 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 4) Bearing at joint(s) 1516 considers parallel to gram value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1957 Ib uplift at joint 15 6) This truss has been designed with ANSI/TP11 1995 criteria 7) Load case(s) 1234567 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 8) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0-0 0 to 26-6 0 for 300 0 plf 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2-10d nails ' 10) Special hangerfs) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4 4 on top • chord Design tor unspecified connection(s) is delegated to the building designer •JOD A0935 Truss D15 iruss lype ROOF TRUSS uty 1 fly 1 AUSBb La Costa men BCH & Sons (optional) Landmark I russ and Lumber Abbotstord ti C V2I bL4 4201 SK1 s Nov 15 2000 Mil ek Industries Inc Pri Oct 11 08 53 'i'i ml<Xfi Page 1 71111 . 158 13 , 236-0 , 266-0 7 11 11 793 793 30-0 10 9 5x6 = 2x4 11 Scale = 1 63 21 Camber = 1/8 in! 7 11 11 158 13 236-0 266-0 71111 793 793 30-0 Plate Oltsets (X Y) LOADING (psO TCLL 160 TCDL 180 BCUL 0 0 BCDL 120 1 Edge u 3 ~i\ [/ 0 b 12 u-» 0] [11 0-4 12 0 3 0] SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 090 BC 1 00 WB 088 (Matrix) DEFL in (Ice) l/defl Vert(LL) 0 19 11 12 >999 Vert(TL) 033 11 12 >933 Horz(TL) 004 16 n/a 1st LCLL Mm l/defl = 360 PLATES GRIP MII20 197/144 Weight 155lb Sheathed except end verticals Except 2 Rows at 1/3 pts 610 Rigid ceiling directly applied or 3 8 11 oc bracing LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1 5E Except TOP CHORD T3 2 X 4 DF N 2400F 2 OE BOT CHORD 2X4 SPF 1650F 1 5E Except BOT CHORD B22X4DF NNo1/No2 WEBS 1 Row at mldpt " "8957711 WEBS 2 X 4 SPF No 2 Except 2 Rows at 1/3 pts 311 W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2 X 4 SPF Stud W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud OTHERS 2 X 3 SPF No 2 Except BL2 2 X 6 SPF No 2 REACTIONS (Ib/size) 15=1179/038 16=1473/05-4 Max Horz 15= 87(load case 3) Max Uplift15= 1957(load case 5) I MaxGrav15=4159(loadcase4) 16=2103(load case 3) FORCES (Ib) First Load Case Only TOP CHORD 1 2= 1394 23= 1663 3-4= 1264 45= 1186 56=235 7 10=873 67= 196 78=380 9 16=15 8 16= 1458 14 15=56 1 15= 1089 BOT CHORD 13 14=12 1213=1273 1112=1557 1011=385910=9 WEBS 3 12=61 3 11=-491 5-11= 232 57= 985 7 11=993 8 10=1078 1 13=1370 2 13=-478 2 12=356 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 4) Bearing at joint(s) 15 16 considers parallel to gram value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1957 Ib uplift at joint 15 6) This truss has been designed with ANSI/TPI 1 1995 criteria 7) Load case(s) 1 23456 7 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 8) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 000 to 26 6 0 for 300 0 plf 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 10) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4-4 on top chord Design for unspecified connection(s) is delegated to the building designer Job A0985 Iruss D15R Iruss Type ROOF TRUSS Qty 1 Ply A0985 La Costa (Jlen UCH & Sons (optional) Landmark Truss and Lumber Abbotstord b C V2I t>L4 4 201 SKI s Nov 1b 20UO MiTek Industries Inc r-ri Oct 1 1 08 4/ 1B 1(M2 Hage 1 , 71111 158 13 236-0 266-0 7 11 11 793 793 30-0 400[TT ' 7 o-;>x x'O /^ / s B2_ BtS F Scale = 1 63 2 Camber = 1,8 in 7 11 11 158 13 232-S 23 6-0 26 6-0 7 11 11 793 7 5 11 03-8 30-0 Plate Offsets (X Y) [8 0-4 12 0'3"D] 113 U b 12 U-4 8] " LOADING (psO TOLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 088 BC 082 WB 085 (Matrix) DEFL in (loc) l/defl Vert(LL) 016 89 >999 Vert(TL) 0 27 89 >999 Horz(TL) 017 12 n/a IstLCLL Mm l/defl = 360 PLATES Ml 120 Weight 147lb GRIP 197/144 I LUMBER BRACING TOP CHORD 2X4 SPF 1650F 1 5E Except TOP CHORD Sheathed except end verticals T3 2 X 4 DF N 2400F 2 OE EOT CHORD Rigid ceiling directly applied or 3-4 0 oc bracing BOT CHORD 2X4 SPF 1650F 1 5E WEBS IRowatmidpt 6125-13 WEBS 2X4 SPF Stud Except 2 Rows at 1/3 pts 3 8 W10 2 X 4 SPF 1650F 1 5E W6 2 X 4 SPF No 2 i W9 2 X 4 SPF No 2 W8 2 X 4 SPF No 2 W11 2 X 4 SPF No 2 i W1 2X4 SPF No 2 W2 2X4 SPF 1650F 1 5E | OTHERS 2X3 SPF No 2 Except j BL22X6SPFNo2 REACTIONS (Ib/size) 12=1269/0 3 8 7=67/Mechamcal 17=1063/038 Max Horz 17= 711(load case 4) Max Uphft17= 1925(load case 5) MaxGrav12=1809(loadcase3) 7=123(load case 6) 17=3908(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 2= 1239 2 3= 1442 3-4= 990 4 5= 912 5 6= 187 12 13= 1259 6 13=-499 11 17=55 1 17= 976 BOT CHORD 1011 = 18 910=1127 89=1347 78=0 WEBS 3 9= 16 3 3= 547 5-8= 305 5-13= 770 8 13=1161 1 10=1205 2 10=-411 2 9=276 NOTES 1) Provide adequate drainage to prevent water ponding 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC97 3) Refer to girder(s) for truss to truss connections 4) Bearing at joint(s) 12 17 considers parallel to grain value using ANSI/TPI 1 1995 angle to grain formula Building designer I should verify capacity of bearing surface i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1925 Ib uplift at joint 17 6) This truss has been designed with ANSI/TPI 1 1995 criteria 7) Load case(s) 1 2345 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 8) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 000 to 23 6 0 for 338 3 plf 9) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4-4 on top chord Design for unspecified connection(s) is delegated to the building designer fcjMiTek 2000 - AOSS5 - [DISH-TRE] Re Window i.. I2680 I Camber * 1 400 [TT 4x8 = 11 3*4 | 10 7x10 : 8 4.6 :SxlO = 158 13 23 2 8 23,8 0 7 11 11 793 7511 038300 niras iflSICS UN? Q;I, it ll —Joint In/ornietion—^r^pPlatelnformaiicn'• i- *.;*:' si/ess .*/-X'.''v5^^v Plate ,t JMII20 7x8 Center * "fi 750 -h 000 Fl^ Normal •- JfBiteviol [-• M embaf I nfornraticin - Load , JTJ;; Member p?^ "Axial T*fijj~l';'"..'' Shsai'-'r^r^Tir :lncLM^i^r, • rp. ....'••• Acruaii.i; Requited GRIP.^:|4tS2j HMj i«S||» PUre al t«n» 13 fafled due to 025 D26 D26R D27 D27A D3 D4 ,/ 1 D5 y 4 D6 y 4 D6R y 4 DBR2 X 1 D7y 1 DS y 1 Da y iy 3y i 7 i y iy 1y i ,»*.»", t;| x ;. •jv,---*^* ^ •?—s™ ~t^ ^ * ^iiff*™"' 5'j'^!*iT'Vs"1*^,,-lfi ,s.A0985,:j;,,||..siUDi5fj .^.uinSitodified.;..:=!/ '-,_.«-""i1.. ; .: iUh ^;.-ii.-U;',.:vir " '• •i^CS:^^ ^VJsa. v^&z .*-„• CA\_co M , JOO A0935 iruss T40 [russ Type ROOF TRUSS Uty iHly11 J1 I A09B3 La Cos'u2 Glen oun & Sons (optional) Landmark I russ and Lumber Abbotstord B (J V2T BC"4" 60 12 T"ZO~1SKI s Nov 16 ZOOQTMireK Industries Inc Pri 5ep 20 OS 19 08 2002 Page 1 j ,71111 15814 236-0 Scale = 1 £3 o' Camber = 1 8 in. 60 12 1 10 15 793 792 Plate Oflsets (X Y) [1 LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 '0 1 5'0 2 0] SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 091 BC 070 WB 0 82 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) IstLCLL in (loc) l/defl 008 9 10 >999 0 22 9 10 >999 0 02 7 n/a Mm l/defl = 360 PLATES MII20 Weight 1 1 1 Ib GRIP ' 197/144 !j BRACING TOP CHORD Sheathed or 3 6 10 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 1 Row at midpt 673957 LUMBER TOP CHORD 2X4 SPF No 2 Except T32X4SPF2100F 1 8c BOTCHORD 2X4SPFNo 2 WEBS 2X3 SPF Stud Except W1 2 X 4 SPF Stud W9 2 X 4 SPF No 2 W6 2 X 4 SPF No 2 W3 2X4 SPF No 2 OTHERS 2X3 SPF No2 REACTIONS (Ib/size) 7=1344/038 13=1069/033 Max Horz 13=207(load case 4) PORCES (Ib) First Load Case Only TOP CHORD 12 13=79 1 13= 986 1 14= 1251 2 14= 1262 2 15= 1407 3 15= 1375 3-4= 993 4 16= 917 5-16= 842 5 17= 120 6 17=44 7 18= 506 6 18= 216 BOT CHORD 11 12=51 1011=1282 910=1343 89=870 78=370 WEBS 1 11 = 1430 2 11=718 2 10=127 3 10=31 39= 537 59=451 57= 1131 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC97 4) Bearing at jomt(s) 13 considers parallel to gram value using ANSI/TPI 1 1995 angle to grain formula Building designer should verify capacity of bearing surface 5) This truss has been designed with ANSI/TPI 1 1995 criteria 6) Load case(s) 1 6 7 8 9 10 11 12 13 14 has been modified Building designer must review loads to verify that the/are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any ether live loads 8) Special hanger(s) or connection(s) required to support concentrated load(s) Design for unspecified connection(s) is delegated to the building designer Job Iruss Truss lype A0985 T40R ROOF TRUSS 1 1 uty I Ply 1 1 AUyab La uosta Glen BGH & Sons |I (optional) i Landmark I russ and Lumber ADbotstord BC V2I 6L4 4 i!Ul SKI e Nov m zouu Mil eK Industries Inc l-ri uct 1 1 uy Ul Jb ^uuz Page 1 { 60 12 ^ 11 11, 158 14 , 236-0 , ' 60 12 1 10 15 793 400JTT 792 Scale = 1 65 5 _ ,. Camber = 1/8 inJ/O 1 1 7 ! 3/5 = 6012 7 11 11,158 14 236-0 Plate cmsets (X Y) LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 i U u a 0 i; o| [iiu3 60 12 1 10 15 793 1 1 U ^ UJ SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 083 BC 069 WB 082 (Matrix) DEFL in (loc) Vert(LL) 0031011 Vert(TL) 0241011 Horz(TL) 0 02 8 1stLCLLMml/defl = 36 792 I/den >999 >999 n/a 0 PLATES GRIP MII20 197/144 , | Weight 125lb ' BRACING TOP CHORD Sheathed or 4 3 9 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 1 Row at midpt 7841068 LUMBER TOP CHORD 2X4 SPF 2100F 1 8E Except T2 2 X 4 SPF No 2 T1 2 X 6 SPF No 2 j EOT CHORD 2X4SPFNo2 IWEBS 2X4SPFNo2 Except j W1 2 X 4 SPF Stud W2 2 X 6 SPF No 2 W3 2 X 6 SPF No 2 ! W5 2 X 3 SPF Stud W6 2 X 3 SPF Stud W8 2 X 3 SPF Stud ! W4 2 X 6 SPF No 2 I OTHERS 2 X 3 SPF No 2 REACTIONS (Ib/size) 8=1054/038 14=1069/038 FORCES (Ib) First Load Case Only TOP CHORD 13 14=72 1 14= 977 3-4= 1424 4 5= 992 5-6= 917 6 7=44 7 8= 215 2 12= 714 2 3= 1603 1 2= 1887 BOT CHORD 1213=109 11 12=1602 1011=1340 910=870 89=870 WEBS 1 12=1916 3 11 = 1312 4 11=67 4 10= 533 6 10=443 6 8= 1132 2 11= 1371 NOTES i 1) Provide adequate drainage to prevent water ponding i 2) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B j UBC 97 3) Bearing at joint(s) 14 considers parallel to gram value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails Job A0985 Truss 140 La Costa Glen Jomt# 1 Web 1-2 1-12 1-13 Force -1887 1818 -977 Nf 41 39 21 Z= 47 /Side 21 20 11 Nr 2 2 2 /"- /Row 11 10 5 Spacing 3 3 3 Length 39 36 21 Jomt# 2 Web 1-2 2-12 2-3 2-11 Force -1887 -714 -1603 -1371 Nf 41 16 35 30 Z= 47 /Side 21 8 18 15 Nr 2 2 2 2 /Row 11 4 9 7 Spacing 3 3 3 3 Lenoth 39 18 33 27 Jomt# 3 Web 2-3 3-4 3-11 Force. -1603 -1424 1312 M 35 -31 28 Z= 47 /Side 18 -16 14 N_r 2 2 2 /Row' 9 -8 7 Spacing 3 3 3 L Length 33 -18 27 Joint* 11 Web 3-11 2-11 4-11 Force, 1312 -1371 67 Nl 28 30 2 Z=47 /Side 14 15 1 Ml 2 2 2 /Row 7 7 0 Spacing 3 3 3 Length 27 27 6 Jomttf 12 Web 2-12 1-12 Force -714 1818 Nf 16 39 Z=47 /Side 8 20 Nr 2 2 /Row 4 10 Spacing 3 3 Length 18 36 Job A0985 Truss 140 La Costa Glen Jomt# 1 Web 1-2 1-12 1-13 Force -1887 1818 -977 Mf 34 32 18 Z= 57 /Side 17 16 9 Mr 2 2 2 *-/£ /Row 9 8 4 Spacing 3 3 3 Length 33 30 18 Jomt# 2 Web 1-2 2-12 2-3 2-11 Force -1887 -714 -1603 -1371 Nf 34 13 29 25 Z= 57 /Side 17 7 15 13 Mr. 2 2 2 2 /Row 9 3 7 6 Spacing 3 3 3 3 Length 33 15 27 24 Jomt# 3 Web 2-3 3-4 3-11 Force -1603 -1424 1312 Nf 29 -25 24 Z=57 /Side 15 -13 12 Mr 2 2 2 /Row " 7 -7 6 Spacing 3 3 3 Length 27 -15 24 Joint# 11 Web 3-11 2-11 4-11 Force 1312 -1371 67 Mf 24 25 2 Z= 57 /Side 12 13 1 Mr 2 2 2 /Row 6 6 0 Spacing 3 3 3 Length 24 24 6 Jomt# 12 Web 2-12 1-12 Force -714 1818 Mf 13 32 Z=57 /Side 7 16 Mr 2 2 /Row 3 8 Spacing 3 3 Length 15 30 JOB A0985 Landmark | Iruss iTSOR 1 iruss ROOF Type TRUSS Iruss and Lumber Abbotsrord B C V2T 6U4 5911 11-4 13 Uty 5 4201 SRI 17 0-0 227 s 3 Ply 'l Nov IB ( A09S5 La Costa (optional) 2000 MiieK Industries 28 2 5 (jlen BCH & Sons i i 1 ine rnu Sep 19 10 41 10 2uu<! Page I 339-8 340-0 i 5911 573 5-73 573 573 573 02-3 Scale = 1 80 2 Camber = 1 4 m 4.<5 - 4 00 ,TT Fpc 87-4 170-0 25-4 12 33-9-8 34.0-0 87-4 8-412 8-412 8-t 12 0 2-8 Plate Ottsets (X Y) 1/018030] LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 054 BC 078 WB 092 (Matrix) DEFL in (loc) I/den Vert(LL) 0 03 911 >999 Vert(TL) 023 911 >999 Horz(TL) 005 8 n/a IstLCLL Mm I/den = 360 PLATES GRIP MII20 197/144 Weight 231 Ib LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 3 1 1 1 1 oc purlins except end verticals BOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing Except WEBS 2X3SPFStud Except 6 0 0 oc bracing 13 14 W52X3SPFNo2 W5 2 X 3 SPF No 2 W1 2X4 SPF No 2 WEBS 1 Row at midpt 3135-1168 W2 2 X 4 SPF Stud W7 2 X 4 SPF Stud W3 2 X 4 SPF No 2 OTHERS 2 X 4 SPF Stud REACTIONS (Ib/size) 14=158/058 13=2436/05-8 8=1365/038 MaxGrav14=221(loadcase3) 13=2436(load case 1) 8=1365(load case 1) FORCES (Ib) First Load Case Only TOP CHORD 1 2= 259 2 3=644 3-4= 1181 4 5= 1181 5 6= 1907 6 7= 294 1 14= 256 7 8= 274 BOT CHORD 1314=171 1213=339 1112=339 1011 = 1598 910=1598 89=1717 WEBS 2 13= 573 3 13= 1393 3 11=981 4 11=209 5-11= 759 5 9=311 6 9=40 2 14=422 6 8= 1781 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Gable studs spaced at 1-4 0 oc 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 S UBC 97 4) Following joints to be plated by qualified designer Jomt(s) 13 not plated 5) This truss has been designed with ANSI/TPI 1 1995 criteria 6) Load case(s) 1 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss Job A0985d iruss T50 Truss Type ROOF TRUSS Landmark iruss ana Lumoer ADOotstord u u , 5911 Qty 5 Ply 1 AUy«b La Costa Glen BCH (optional) & Sons V2T 6L4 4 i!Ul SR1 s Nov 16 ZOUO Mi leK Industries Ine fnu Sep la 1U */ U4 2UU2 Pager 11-413 , 170-0 2273 2825 33 9-8 34 0-0 ' 5911 573 573 573 573 573 02-8 Scale = 1 80 2 Camber = 1 4 in LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 , 87-4 87-4 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 170-0 8^ 12 CSI TC 069 BC 081 WB 088 (Matrix) 25-4 12 8-4 12 DEFL in (loc) Vert(LL) 011 911 Vert(TL) 035 9 11 Horz(TL) 012 8 1st LCLL Mm l/defl = 360 339-8 8-4 12 I/den >999 >999 n/a _34J)-0 0 2-8 PLATES MII20 Weight 131 Ib GRIP 197/144 14 5x6 = 13 12 3x4 = 3x6 = 11 3x8 = 10 9 3x5 = 3x4 4x6 = BRACING TOP CHORD Sheathed or 3 2-4 oc purlins except end verticals EOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 1 Row at midpt 21468 LUMBER TOP CHORD 2X4 SPF No 2 BOT CHORD 2X4 SPF No 2 WEBS 2X3SPFStud Except W5 2 X 3 SPF No 2 W5 2 X 3 SPF No 2 W1 2 X 4 SPF No 2 W2 2 X 4 SPF Stud W7 2 X 4 SPF Stud W8 2 X 4 SPF No 2 REACTIONS (Ib/size) 14=1541/05-8 8=1541/038 Max Horz 14=109(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 15= 301 2 15= 239 2 16= 2395 3 16= 2333 3 17= 1997 4 17= 1937 4 18= 1937 5 18= 1997 5 19= 2294 6 19= 2355 6 20= 211 7 20= 270 1 14= 272 7 8= 254 BOT CHORD 13 14=2107 12 13=2180 11 12=2180 10 11=2160 9 10=2160 8 9=2043 WEBS 2 13=167 3 13=75 3 11=-472 4 11=841 5-11=-444 5 9=37 6 9=208 2 14= 2210 6 8= 2190 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC97 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 8 9 10 11 12 13 14 15 16 17 18 19 20 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads Job A09S5 Truss T50 truss type ROOF TRUSS Qty 5 Landmark Truss and Lumber Abbotstord B (J V2I 6L4 Ply 1 AUUtJb La uosta Glen BGFToi Sons (optional) T70T SFT1 s Nov Its 2UUO Mi tek Industries Inc I hu Sep 19 09 U/ 43 2002 Page 1 , 59-11 11-4 13 17 0-0 2273 28 25 33 9-8 34,0-0 5911 573 573 573 573 573 02-8 Scale = 1 802 Camber = 1/4 in 8 7-4 8-4 12 LOADING (psf) TOLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI ! TC 0 69 ! BC 081 : WB 0 88 j (Matrix) i 8-412 ' 8-412 0:2-8 ! DEFL in (Ice) I/den Vert(LL) 011 911 >999 Vert(TL) 035 911 >999 Horz(TL) 012 8 n/a IstLCLL Mm I/den = 360 PLATES GRIP ! MII20 197/144 ! i Weight 131 Ib . BRACING TOP CHORD Sheathed or 3 2-4 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 1 Row at midpt 21468 LUMBER TOP CHORD 2X4 SPF No 2 BOT CHORD 2 X 4 SPF No 2 WEBS 2X3SPFStud Except W5 2 X 3 SPF No 2 W5 2 X 3 SPF No 2 W1 2 X 4 SPF No 2 W2 2 X 4 SPF Stud W7 2 X 4 SPF Stud W8 2 X 4 SPF No 2 REACTIONS (Ib/size) 14=1541/05-8 8=1541/038 Max Horz 14=109(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 15= 301 2 15= 239 2 16= 2395 3 16= 2333 3 17= 1997 4 17= 1937 4 18= 1937 5 18= 1997 5 19= 2294 6 19= 2355 6 20= 211 7 20= 270 1 14=272 78=254 BOT CHORD 13 14=2107 12 13=2180 11 12=2180 10 11=2160 9 10=2160 89=2043 WEBS 2 13=167 3 13=75 3 11=-472 4 11=841 5-11=-444 5 9=37 6 9=208 2 14= 2210 6 8= 2190 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 8 9 10 11 12 13 14 15 16 17 18 19 20 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads % ?fi^ I j WMiTek2000-A03S5-rT50l!.TRE] .£'« .E.i^£^^6^!lll^bS'^?w U''!*'es, ¥.***?",Jid 5911 5911 1700 3393 573 573 -^fc 573 028 400 |7T 1700 84-12 4 PUIe at icinl 13 failed due (•... HEIE3 HextSize I 'Vc ''• I^TryPtate |,d!v>i'';;Close I ,JisBotde/1 §c!dPlata fim p'-- J H —~~^ ••*»»•**•*«. 44llu- .^«.™rf <• -^ -H-.(u,.^,.,.| ft 1» * « ft <V~f " « I--' • r- -•- "•• ..— -'I •" ' Hi _ _ , .zLd 'Ty:Ti" ^^.-.—..,y';-.-:9p'-;-i7"*"»"""!.'*'-" ^f-""".T<r,-;.'-~-ir' ""T'^T.rJ'"" "'"•T;!!''7 fa^Ta:. | - i| !.;/• .A0985 ~ljl'..J--!.T5CR , ;[p Modified *\\ : '.x-V-' Job A0935 Truss J49 j Truss Type i ! MONO TRUSS IQty | Ply A0985 La Costa Glen BCH & Sons H (optional) Landmark Truss and Lumber Abbotstord B C V2T 6L4 4201 SR1 sNov IS 2COOMiTe!< Industries Inc Thu Feb 21 12 30 53 2002 Page 1 \a ^ ft f K-""1-' ® Cov\r£ I-*** £ -b^ffcv^ c^CX^ W1 j)&vw, UDifk (W/7/x, M)/. "2— i . VW \— --»-' -/ ^-o/ /^5 — lltfrl&^O/,, / o "rC4 ^ PI •— s /r . cf-" ^^^ ^n «l W3 fi P „ v 1 1 J „ ^.TA! L/L 2£?4 /Z^ ^>Jn /Y ri X^ f/;/^ff .^ i« .l-.//^' VI/W.L- ^" "^ ^ "/ ^ ~ £# r*-**^--3 1x4 |, 3x4 = LOADING (psO TCLL 160 TCOL 130 BCLL 0 0 ' 8CDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC EC WB 3-46 3-4-5 DEFL jn (loc) I/den PLATES GRIP 059 Vert(LL) 001 34 >999 MII20 197/144 0 11 VertfTL) 001 34 >999 006 HorzfTL) 000 3 n/a (Matrix)IstLCLL Mm I/den = 360 Weight 19lb LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 3 4 6 oc purlins except end verticals SOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X3SPFStud Except W1 2X4 SPF Stud REACTIONS (Ib/size) 4=143/Mechamcal 3=143,Mechanical Max Horz4=112(load case 4) Max Up!ift3= 60(load case 4) Max Grav4=393(load case 6) 3=393(load case 8) FORCES (Ib) First Load Case Only TOP CHORD 1 5= 27 2 5=27 2 3= 106 1 4= 106 BOT CHORD 3 4=0 ; WEBS 1 3= 0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195ft with exposure C ASCE 7 93 per U8C97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 15-3 ' U8C 97 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plaie capable of withstanding 60 Ib uplift at joint 3 5) This truss has been designed with ANSI/TPI 1 1S95 criteria 6) Load case(s) 678 has been modified Building designer must re/iew loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads LOADCASE(S) Standard Except 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 Concentrated Loads (Ib) Vert 1= 3000 7) 2nd Sprinkler Load Lumber Increases 1 25 Plate Increased 25 Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 Concentrated Loads (Ib) Vert 5= 300 0 8) 3rd Sprinkler Load lumber Increased 25 Plata Increase31 25 Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 Concentrated Loads (Ib) Vert 2= 300 0 ^ FEB 26,2002 Job A0985 Truss J49R Iruss Type MONO TRUSS Landmark Truss and Lumber Abbotsford B C V2F 6L4 t^r-icTv ^ r~^> 4201 3-4-6 3-4-6 4COIT2" |Uty Ply 1 A0985 La Cosla Glen BOH 4 Sons (optional) ! SRI s Nov 15 2000 Mil eK Industries me t-ri uct 11 o/ zu 3J iiuuz Page 1 j 1 1x4 || 5 I Scale = 1 27 5 5x6 LOADING (psO TCLL 160 TCOL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 4 0 3-8 3-4-6 0 3-S 3 0-14 CSI TC 059 BC 0 10 WB 001 (Matrix) 3 3x4 DEFL in (loc) Vert(LL) 0 00 3-4 Vert(TL) 0 01 3-4 Horz(TL) 0 05 4 1stLCLLMml/defl = 360 l/deH >999 >999 n/a PLATES GRIP MII20 197/144 Weight 18lb LUMBER TOP CHORD 2X4 SPF No 2 BOT CHORD 2X4 SPF No 2 WEBS 2X3 SPF Stud Except W1 2X4 SPF Stud REACTIONS (Ib/size) 4=35/Mechamcal 3=141/Wechamcal 5=106/Mechamcal Max Horz 5=81 (load case 4) Max Grav4=64(load case 2) 3=391(load case 8) 5=356(load case 6) Max Mom5=-1314!b m(load case 4) FORCES (Ib) First Load Case Only i TOP CHORD 1 6= 27 2 6=27 2 3= 106 1 5= 106 BOT CHORD 3-4=0 I WEBS 1 3=0 BRACING TOP CHORD Sheathed or 3-4 6 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing I NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 3) Refer to girder(s) for truss to truss connections 4) Refer to girder(s) for truss to truss connections 5) This truss has been designed with ANSI/TPI 1 1995 criteria 6) Load case(s) 678 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads Job A0935 | Truss J50 ! Truss Type i i MONO TRUSS IQty i Ply A0935 La Cista Glen BCHiSons J1 '1 I (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SRI s Nov 16 2CCO MiTek Indus nes Inc Fn Feb 22 07 15 01 2002 Page 1 S i e 5-4 a LOADING (psO TOLL TCOL 8CLL BCOL 150 130 00 120 SPACING 200 Plates Increase 1 25 ! Lumber Increase 1 25 Rep Stress Incr NO i Code UBC97/ANSI95 CSI TC 055 BC 033 W3 050 (Matrix) DErL Vert(LL) Vert(TL) HorzfTL) in- (loc) 1 defl 0 04 45 >999 0 09 45 >S30 0 00 4 n/a IstLCLL Mm I/den = 360 PLATES MII20 Weight 29 Ib GRIP 197/144 BRACING TOP CHORD Sheathed or 5 4 6 oc p.rlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing LUMBER TOP CHORD 2X4 SPF No 2 BOT CHORD 2X4 SPF No 2 WEBS 2X3 SPF Stud Excep! W1 2 X 4 SPF Stud REACTIONS (Ib.size) 4=566/Mechamcal 5=410/Mechamcal Max Horz 5= 126(load case 4) Max Grav4=735(load case 9) S=S2S(load case 6) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 23 2 6=41 2 7= 29 3 7=5 3 4= 23 1 5= 97 BOT CHORD 4 5=174 WEBS 2 4= 503 2 5= 306 NOTES 1) This truss has been designed for the wind loads genera'ed by 70 mph winds at 27 ft above ground level using 120 psf top c-crd dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is no! exposed If porches exist they are not ex;csed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 pst bottom chord live load nonconcurrent with any other live loads per Table No 15 3 UBC 97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TP11 1995 criteria ' 5) Load case(s) 6 7 S 9 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at a'l panel points along the Top Chord nonconcurrenl with any other live loads , 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer LOADCASE(S) Standard Except 1) Regular Lumber Increase11 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 68 0 4 5= 24 0 1 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 i Uniform Loads (plf) ; Vert 1 3=360 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002= 5060 7) 2nd Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6= 3CO 0 8) 3rd Sprinkler Load Lumber Increases 1 25 Plate Increase31 25 • Continued on page 2 FEB 26,2002 Job Aogas i Truss !J50 Truss Type MONO TRUSS Qty 1 Ply 1 'A093S La Costa Glen I i (optional) 8CH 4 Sons Landmark Truss and Lumber Abbolsford B C V2T 6L4 LOAD CASE(S) Uniform Loads (pit) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 31 4th Sprinkler Load Lumber Increases 1 25 Plate Increase'1 25 Uniform Loads (pll) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 300 0 2= 506 0 10) Slh Sprm/der Load Lumber Increase31 25 Plate Increase11 25 Uniform Loads (plf) Vart 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4 201 SR1 s Nov 13 2000 MiTe< Indus r:es Inc Fri Feb 22 07 15 01 2002 Page 2 FEB 26, 2002 Job A0985 » Iruss J50R Iruss lype MONO TRUSS Landmark Truss and Lumber ADbotstord B C V2T 6L4 4 201 Qly 1 Ply 1 A0935 'La'Costa Glen BCH & Sons (optional) SKI s Nov IB iiuuu MireK Industries me f-n uci 1 1 ut 10 34 20u^ Page 1 5 2x4 I 3 6-8 , 5-4-6 _j | Scale = 1 37 5 4 3x4 = 5-4-6 03-8 SO 14 LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 042 BC 031 WB 042 (Matrix) DEFL in (loc) l/defl Vert(LL) 0 03 45 >999 Vert(TL) 0 07 45 >888 Horz(TL) 005 4 n/a IstLCLL Mm I/den = 360 PLATES GRIP MII20 197/144 | { Weight 28 Ib ' LUMBER TOP CHORD 2X4 SPF No 2 BOT CHORD 2X4 SPF No 2 WEBS 2X3 SPF Stud Except W1 2X4 SPF Stud BRACING TOP CHORD Sheathed or 5 4 6 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (Ib/size) 4=553/Mechamcal 5=314/Mechamcal 6=105/Mechamcal Max Horz6=95(load case 4) Max Grav4=697(load case 9) 5=340(load case 10) 6=3S6(load case 6) Max Mom6= 1252lb m(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 7= 33 2 7=39 2 8= 32 3 8=6 3-4= 37 1 6= 105 BOT CHORD 4 5=171 WEBS 2-4=-482 2 5= 310 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC-97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 1 23456789 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for | unspecified connection(s) is delegated to the building designer Job A0935 Truss J51 Truss Type MONO TRUSS Qty |Ply ,A0935 La Costa Glen BCH 4 Sons 1 1 (optional)_ Landmark Truss and Lumber Abbotsford 8 C V2T 614 _ _ _ _ 4201 SRI s Nov 15 20COMrTek Industries Inc Fn Feb 22 07 15 45 2002 Page l ?«-* LOADING (psf) TCLL TCDL BCLL BCOL 150 180 00 120 SPACING Plaies Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 NO Code U3C97/ANSI95 CSI TC BC WB 065 072 062 (Matrix) DEFL Vert(LL) VertfTL) Horz(TL) jn_ 015 034 000 (loc) 45 4 5 4 l/defl >556 >253 n/a 1stLCLLMml/defl = 360 PLATES MJI20 We:ghl 35 Ib GRIP 197/144 LUMBER BRACING TOP CHORD 2X4 SPr No 2 TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals EOT CHORD 2X4 SPF Mo 2 BOT CHORD Rigid ceiling directly applied cr 10 0 0 oc bracing WHBS 2X3SPFStud Excep! W1 2X4SPF Slud REACTIONS (Ib/size) 4=532/\1eehanical 5=599/Mechamcal MaxHorz5=140(loadcase 4) Max Grav 4=743(load case 9) 5=735(load case 6) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 19 2 6=45 2 7= 49 3 7=25 3 4= 104 1 5= 82 BOT CHORD 4 5=294 WEBS 2 4= 475 2 5= 522 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanline on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per U8C97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If parches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 3) Refer to girder(s) for truss lo truss connections 1 4) This Iruss has been designed wilh ANSI/TPI 1 1995 criteria 5) Load case(s) 6 789 10 has been modified Building designer must review loads to verify thai they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Clb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or conneclion(s) required lo support concentrated load(s) 506 Olb down al 3 6 8 on top chord Design for unspecified conneclion(s) is delegated to the building designer LOADCASE(S) Standard Except 1) Regular Lumber Increase1! 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 630 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber Increased 25 Plate Increased 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002=5060 7) 2nd Sprinkler Load Lumber lncrease=1 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 35 0 4 5= 24 0 Concentrated Loads (Ib) i Vert 2= 506 0 6= 3CO 0 8) 3rd Sprinkler Load Lumber Increased 25 Plate Increase51 25 FEB 26,2002 .Continued on page 2 Job AQ935 . Truss J51 j Truss Type j MONO TRUSS Qty 1 j Ply 11 |AQ93S La Costa Glen SCH & Sons Landmark Truss and Lumber Aobotsford 8 C V2T 6L4 LOAD CASE(S) Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) 4ih Sprinkler Load Lumber Increase3! 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 300 0 2= 506 0 10) 5(h Sprinkler Load Lumber Increase1! 25 Plate Increase*! 25 Uniform Loads (pll) Vert 1 3= 36 0 4 S= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4 201 SRI s Nov 15 2CCO MiTek Industries Inc Fri Feb 22 07 15 46 2CC2 Page 2 Job A0985 Iruss J51R Iruss [ype MONO TRUSS Qty 1 Ply 1 A0985 La Costa Ulen BCH i bons . j (optional) ! 5 2x4 3 6-8 36-8 400[TZ- 7-4-6 3914 Scale = 1 41 9, Camber = 1/8 ir, 4 3x4 : 7-4-6 03-8 7 0 14 Plate Offsets (XY) [40112018] LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCOL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code (JBC97/ANSI95 CSI TC 081 BC 059 WB 055 (Matrix) DEFL in (loc) l/defl Vert(LL) 012 45 >726 Vert(TL) 0 25 45 >333 Horz(TL) 005 4 n/a 1st LC LL Mm l/defl = 360 PLATES GRIP i MII20 197/144 : Weight 34 Ib LUMBER TOP CHORD 2X4 SPF No 2 BOT CHORD 2X4 SPF No 2 WEBS 2X3SPFStud Except W1 2X4 SPF Stud BRACING TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (Ib/size) 4=549/Mechamcal 5=517/Mechanical 6=91/Mechamcal Max Horz6=109(load case 4) Max Grav4=683(load case 9) 5=539(load case 10) 6=349(load case 6) Max Mom6= 1532lb m(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 7= 29 2 7=42 2 8= 60 3 8=22 3-4= 112 1 6= 91 BOT CHORD 4 5=288 WEBS 2-4=-441 2 5= 526 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed fora 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B U8C 97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 1 23456789 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer Job AC93S Truss J52 'Truss Type ROOF TRUSS |Qty ,Ply A093S La Costa Glen BCH i.Sons (optional) Landmark Truss and Lumber Abbotsfcrd B C V2T 6L4 To 4201 SRI sNov 16 2CCO Mi Tek Industries Ire Fn Feb 2207 IS 47 2C02 Page *] Xfcvc/ S *:« t t < Cv-cer i 9-* 3 LOADING (psf) SPACING TCLL TCDL BCLL BCDL 160 130 00 120 Plates Increase Lumber Increase Rep Stress Incr 200 125 1 25 NO Code UBC97/ANSI95 CSI TC BC WB (Ma 081 052 079 !nx) DEFL Vert(LL) VertfTL) HorzfTL) in 015 032 001 (loc) 4 5 4 5 4 Udell >733 >343 n/a 1s!LCLLMinl/defl = 360 PLATES Mil 20 Weight 43 Ib GRIP 197/144 LUMBER BRACING TOP CHORD 2 X 4 DF N No 1/No 2 TOP CHORD Sheathed or 6 0 0 oc purlins ex:epl end verticals BOT CHORD 2 X 4 DF N No 1/No 2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X4SPFNC-2 Except WEBS IRowatmidpt 34 W4 2 X 4 SPF Stud W2 2 X 3 SPF Stud W3 2X3 SPr No 2 REACTIONS (Ib/size) 5=734.Mechanical 4=S07/Mechanical Max Hoc 5=154(load case 4) Max Gra / 5=S890oad case 6) 4=762(load case 9) FORCES (Ib) First Load Case Only ! TOP CHORD 1 5= 104 1 6= 82 2 6= 16 2 7= 99 3 7= 36 3 4= 175 BOT CHORD 4 5=413 WEBS 2 5= 632 2 4= 499 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurncare oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If candle/ers exist the left is exposed and Ihe right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 75 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 15 B UBC 97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 678910 has been modified Building designer must review loads to verify that they are correct for Ihe intended use of this truss 5) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at ail panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer LOADCASE(S) Standard Except 1)Regular Lumber Increased 25 Plate Increased 25 Uniform Loads (plf) Vert 1 3= S3 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber Increases 1 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002= 5C6 0 7) 2nd Sprinkler Load Lumber lncrease=1 25 Plate Increase11 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6= 300 0 8) 3rd Sprinkler Load Lumber Increase31 25 Plate lncrease=1 25 FEB 26,2002 ' Continued on page 2 Job A0935 Truss JS2 ! Truss Type 1ROOF TRUSS Ot-/ I Ply A0935 La Cos a Gien BCH^Sons |1 (opl onal) 'Landmark Truss and Lumber Abbolsford 8 C V2T 6L4 LOAD CASE(S) Uniform Loads (pll) Vert 1 3= 35 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) <th Spriruler Load Lumber Increase* 1 25 Plata fncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 3CO 0 2= 506 0 10) 5ih Sprinkler Load Lumber Increased 25 Plate Increase11 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4 201 SR1 s Nov 16 2COO MiTek Industries Ir.c Fri Feb 22 07 16 47 2002 Page 2 UoE A0985 truss J52R Landmark truss ana Lumber Addolstord Truss lype ROOF TRUSS "Qly - [Fly La Costa Ulen BCH 4 Sons V2T6UT ^_^ (optional) ! 4 201 SKI s Nov 1b ZOOu MileK Industries Inc Fri Oct 11 OY 20 35 2002 Page 1 | 36-8 9-4-6 36-6 59 14 2x3 oj Scale = 1 46 2 Camber = 1.'4 inj 5 3x5 :| 4 3x8 = 0^-8 03-S 9-4-6 90 14 "PlaieTOHsets (X"Y) [3TTD a 0 2 13] LOADING (psO TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 056 BC 051 WB 071 (Matrix) DEFL in (loc) l/defl Vert(LL) 0 20 45 >543 Vert(TL) 0 42 45 >253 Horz(TL) 005 4 n/a IstLCLL Mm l/defl = 360 PLATES MII20 Weight 43 Ib GRIP 197/144 BRACING TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 1 Row at midpt 3-4 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2X4 SPF 2100F 1 8E WEBS 2X4SPF 1650F 1 5E Except W2 2 X 3 SPF Stud W3 2 X 3 SPF No 2 REACTIONS (Ib/size) 6=73/Mechamcal 4=595/Mechamcal 5=669/Mechamcal Max Horz6=123(load case 4) Max Uplift6= 14(load case 8) Max Gray 6=341 (load case 6) 4=708(load case 9) 5=669(load case 1) Max Mom6= 1828lb m(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 73 1 7= 23 2 7=50 2 8= 108 3 8=-46 3-4= 175 BOT CHORD 4 5=387 WEBS 2 5= 637 2-4=-453 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanhne on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 6 5) This truss has been designed with ANSI/TPI 1 1995 criteria 6) Load case(s) 12345678910 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 8) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer Job AC935 " , Truss J53 .Truss Type ROOF TRUSS Qty 1 Ply 1 JA0985 I La Costa Glen BCH 4 Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 r& 4201 SRI s Nov 16 2CCOMiTek Indus nes Ine Fn Feb 22 07 17 43 2002 Page 1 f ^ S n < i • LOADING (psf) TCLL 150 TCDL 130 BCLL 0 0 BCDL 120 *w ^7^ -i SPACING 200 ! Plates Increase 1 25 I Lumber Increase 125 Rep Stress Incr NO 1 Code UBC97/ANSI95 [1 1;-' •, S.3 = 9-5-S 9-5-8 X\,• • ^ . ^f^iLif *-*\) r ^ ^~ / ^ ^*>t5 ^/^"iQf. rW^ 3«3 = CSI DEFL in j(loc) l/defl PLATES GRIP TC 083 Vert(LL) 016' 45 >708 MK20 197'144 BC 0 53 VertfTL) 0 33 45 >331 WB 080 ! HorzfJL) 001 4 n/a (Matrix) i 1stLCLLMm(/defI = 360 WeigM 43 Ib LUMBER BRACING TOP CHORD 2 X 4 DF N No 1/No 2 TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD 2 X 4 DF N No 1/No 2 EOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X4 SPF No 2 Except WEBS 1 Row at midpl 3 4 W4 2 X 4 SPF Stud W2 2 X 3 SPF Stud W3 2 X 3 SPF No 2 REACTIONS (Ib/size) 5=740/Mechanical 4=609/Mechamoal Max Horz 5=154(load case 4) Max Grav5=893(load case 6) 4=762(load case 9) FORCES (Ib) First Load Case Only TOP CHORD 1 5= 103 1 6= 82 2 6= 16 2 7= 101 3 7= 37 3 4= 178 BOT CHORD 4 5=418 WEBS 2 5= 639 2 4= 501 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads per Table No 16 B UBC97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 6 789 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrenl with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down a( 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer LOADCASE(S) Standard Except 1) Regular Lumber Increase51 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 63 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 5C6 0 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002= 506 0 7) 2nd Sprinkler Load Lumber Increased 25 Plate Increased 25 Uniform Loads (plf) Vert 1 3= 36 0 A 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6= 300 0 8) 3rd Sprinkler Load Lumber Increased 25 Plate Increased 25 • Continued on page 2 Job ' A098S Truss J53 1 Truss Type j ROOF TRUSS Qty 1 Ply 1 A093S La Costa Glen j I (optional) BCH & Sons Landmark Truss and Lumber Abbolsford B C V2T 6L4 LOAD CASE(S) Uniform Loads (plf) Vert 1 3= 35 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) 4th Sprinkler Load Lumber Increase31 25 Plate Increase51 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 300 0 2= 506 0 10) Slh Sprinkler Load Lumber Increase31 25 Plate Increased 25 Uniform Loads (plf) Vert 1 3=360 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4201 SR1 sNov 15 2000 MiTek Industries Ire Fn Feb 22 07 17 43 2002 Page 2 FEB 26,2002 Job A0985 truss J53R truss Type ROOF TRUSS Uty 1 Ply 1 AOS8t> La costa wen BCH & sons (optional) Landmark Truss and Lumber Abbotsiord B t; V2TEL4 4 201 SKI e Nov 1irZCO"0~MiIek Industries Inc Pn Oct 11 uv ^0 35~20~U2 Hage 1 j 36-8 9 5-6 36-8 5 10 14 4CCTT Scale = 1 464, Camber = 1/4 m, 9 5-6 03-8 9 1 14 Plate Offsets (X V) [3 0 1 0 0 3 0] [5 0 2 12 0 2 8] LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0 51 BC 052 WB 072 (Matrix) DEFL in (loc) l/defl Vert(LL) 0 20 45 >528 Vert(TU) 0 44 45 >246 Horz(TL) 004 6 n/a IstLCLL Mm l/defl = 360 PLATES GRIP MII20 197/144 Weight 43 Ib ; BRACING TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 1 Row at midpt 3-4 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 2100F 1 8E WEBS 2X4 SPF 1650F 1 5E Except W2 2 X 3 SPF Stud W3 2 X 3 SPF No 2 REACTIONS (Ib/size) 6=72/038 4=597/Mechamcal 5=676/Mechanical Max Horz5=123(load case 4) Max Uplift6=-46(load case 4) Max Mom6=761lb m(load case 3) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 72 1 2=50 2 3= 109 3-4= 178 BOT CHORD 4 5=391 WEBS 2 5= 704 2-4=-454 NOTES 1)This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure CASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 5 UBC-97 3) Refer to girder(s) for truss to truss connections 4) Bearing atjomt(s)6 considers parallel to gram value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 Ib uplift at joint 6 6) This truss has been designed with ANSI/TPI 1 1995 criteria 7) Load case(s) 12345 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 8) Special hanger(s) or connection(s) required to support concentrated load(s) 5C6 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer IP] Job* A0935 Truss JS4 1 Truss Type MONO TRUSS iQty I Ply A0985 La Costa G en BCHASons ,1 '1 (optional) Landmark Truss and Lumber Aobolsford B C V2T 6L4 4 201 SRI s Nov 16 2000 MiTe'< Industries Inc Fn Feb 22 07 13 51 2002 Page 1 7J.6 Sia'e Ca<-e«r 75-0 LOADING (psf) TCLL TCOL BCLL BCDL 160 130 00 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 CSI TC 1 25 BC NO ] W3 067 074 063 120 i Code U5C97/ANSI95 (Matrix) DEFL Vert(LL) VertfTL) HorzfJL) in (loc) 0 16 45 035 45 000 4 l/defl >536 >244 n/a IstLCLL Mm t/defl = 360 PLATES GRIP MII20 197/144 Weight 36 Ib LUP.1BER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD 2X4 SPF No 2 EOT CHORD Rigid ceiling directly applied or 10 0 0 cc bracing WEBS 2X3 SPF Stud Except W1 2 XI SPF Stud REACTIONS (Ib/size) 4=563/Mecnamcal 5=605/Mechanical Max Horz 5=140(load case 4) Max Gra/4=743(load case 9) 5=790(load case 6) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 19 2 6=45 2 7= 50 3 7=25 3 4= 1C6 1 5= 81 BOT CHORD 4 5=299 WEBS 2 4= 476 2 5= 530 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground le/el using 12 0 psf top chord dead load and 9 0 ps' bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASC5 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord li/e load nonconcurrenl with any other live loads per Table No 16 3 UBC 97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 6 789 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrenl with any other li/e loads 7) Special hanger(s) or connection(s) required lo support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer LOAD CASE(S) Standard Except 1) Regular Lumber Increase51 25 Plate Increased 25 Uniform Loads (plf) Vert 1 3= 68 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002= 5C6 0 7) 2nd Sprinkler Load Lumber lncrease=1 25 Plate Increase1! 25 Uniform Loads (plf) Vert 1 3= 360 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6= 3CO 0 8) 3rd Sprinkler Load Lumber lncrease=1 25 Plate Increase1! 25 FEB 26,2002 Continued on page 2 Job A0935 * * Truss ! Truss Type |Qty |Ply J54 MONO TRUSS 1 1 A0935 La Costa Glen (optional) BCH 1 Sons Landmark Truss and Lumber Abbotsford B C V2T 6L4 LOAD CASE(S) Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vsrt 2= 5C6 0 7= 300 0 9) 4th Sprinkler Load Lumber lncrease=1 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 360 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 3CO 0 2= 506 0 10) 5lh Sprmk'er Load Lumber Increased 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= SC6 0 4 201 SR1 s Nov 15 20CO MiTek Industries Ire Fri Feb 22 07 13 51 2C02 Page 2 FEB 26, 2002 •Job" A0985 Truss J54R Oly 1 Ply 1 A098S La Costa Glen BCH 4 Sons (optional) 1 russ Type MONO TRUSS Landmark Truss and LumBer Abbots lord B C V2T 6L4 T70T SKI s Nov Ib 2000 Mi fek Industries Inc Fri Oct 11 07 20 3d 2002 Page 1 36-8 7 5-6 3 10 14 oevil Scale = 1 42 1 Camber = 3/16 in 5 3x4 = 4 3x4 = 7 5-6 03-8 7 1 14 Plate Offsets (X Y) |o U U U u u UJ LOADING (psO TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 067 BC 071 WB 055 (Matrix) DEFL in (Ice) I7defl Vert(LL) 015 45 >571 Vert(TL) 0 33 45 >259 Horz(TL) 010 6 n/a IstLCLL Mm l/defi = 360 PLATES GRIP MII20 197/144 Weight 34 Ib LUMBER TOP CHORD 2 X 4 SPF No 2 BOT CHORD 2 X 4 SPF No 2 WEBS 2X3 SPF Stud Except W1 2X4 SPF Stud BRACING TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (Ib/size) 4=552/Mechamcal 5=532/Mechanical 6=81/Mechamcal Max Horz5=110(load case 4) Max Uphft6= 32(load case 4) MaxGrav4=685(loadcase9) 5=551(load case 10) 6=343(load case 6) Max Mom6=1325lb m(load case 3) FORCES (Ib) First Load Case Only TOP CHORD 1 7= 19 2 7=45 2 8= 50 3 8=25 3-4= 106 1 6= 81 BOT CHORD 4 5=292 WEBS 2-4=-464 2 5= 534 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 6 5) This truss has been designed with ANSI/TPI 1 1995 criteria 6) Load case(s) 1 23456789 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 8) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer Job .A093S Truss J55 Truss Type i j MONO TRUSS |Oty 'Ply A093S La Cos a Glen BCH & Sons 1 1 '(optional) Landmark Truss and Lumber Abbolsford B C V2T 6L4 4 201 SR1 s Nov 15 20CO MiTe.< Indus ries Inc Fn Feb 22 07 20 1o 2C02 Page i S-l-3 LOADING (psO TCLL TCDL BCLL BCDL 160 130 00 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 125 NO 120 ' Code UBC97/ANSI95 CSI TC BC WB 056 039 050 (Matrix) DEFL Vert(LL) VertfTL) Hoe(TL) in. 004 0 10 OCO (loc) 4 5 4 5 4 l,defl >999 >648 n/a IstLCLL Mm I/den = 360 PLATES GRIP WII20 197/144 Weight 30 Ib LUMBER BRACING TOP CHORD 2 X4SPF No 2 TOP CHORD Shealhed or 5 5 6oc purlirs except end verticals BOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 1C 0 0 oc bracing WE3S 2X3S?FStud Except W1 2X4SPFStud , REACTIONS (Ib/size) 4=565/Mechanical 5=420/Mechanical Max Horz 5= 126(load case 4) Max Gra/4=782(load case 9) 5=S36(load case 6) ' FORCES (Ib) First Load Case Only TOP CHORD 1 6= 23 2 6=41 2 7= 30 3 7=6 3 4= 32 1 5= 95 BOT CHORD 4 5=130 V.EBS 2 4= 504 2 5= 317 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground le/el using 120 psf top chord dead load and 9 0 psf bcttom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft v;ith exposure C ASCE 7 93 per U3C97/ANSI95 If end verticals exist the left is exposed and , the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plale grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads per Table No 16 3 UBC97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 6 789 10 has been modified Building designer must review loads to venfy that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along (he Top Chord nonconcurrent with any other hie loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 5C6 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer LOADCASE(S) Standard Except 1) Regular Lumber Increase5! 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 63 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber Increase31 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 360 4 5= 24 0 Concentrated Loads (Ib) Vert 1=30002=5060 7) 2nd Sprinkler Load Lumber Increase31 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 ' Concentrated Loads (Ib) ! Vert 2= 5C6 0 6= 300 0 8) 3rd Sprinkler Load Lumber Increase51 25 Plate Increase31 25 FEB 26, 2002 Continued on page 2 Job AC935 Truss ,JS5 Truss Type MONO TRUSS Qty 1 Ply 1 AOS35 La Costa Glen BCH &. Sons ! ?(optonal) Landmark Truss and Lumber Abbotsford B C V2T 6L4 LOADCASE(S) Uniform Loads {pi!) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) 4ih Sprmklsr Load Lumber Increases 1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 350 4 5= 240 Concentrated Loads (Ib) Vert 3= 300 0 2= 506 0 10) Slh Sprinkler Load Lumber Increased 25 Plate Increase'! 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4 201 SRI s Nov 16 2000 MiTe* Industries Inc Fn Feb 22 07 20 15 2002 Page ; FEB 26,2002 Job A0985 Truss J55R Iruss lype MONO TRUSS Qty 1 Ply 1 A098S La uosta laien tsun & sons (optional) Landmark Iruss and Lumber Abbolslord B C V2I6L4 iv TO ^uuu MI i ex industries me rn uci i i ui t\i jo ^uux rage i | 36-8 ,55-6 j Scale = 1 37 7 5 3x4 03-8 4 3x4 5 5-6 03-8 5 1 14 Plate OtfseTs(XY) [bOOOOOOJ — | j LOADING lost) TCLL 16 0 TCDL 130 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 042 BC 033 WB 042 (Matrix) DEFL in (loc) l/defl Vert(LL) 0 03 45 >999 Vert(TL) 0 07 45 >845 Horz(TL) 0 05 4 n/a IstLCLL Mm l/defl = 360 PLATES GRIP i MII20 197/144 Weight 28 Ib [ LUMBER TOP CHORD 2X4 SPF No 2 EOT CHORD 2X4SPFNo 2 WEBS 2X3 SPF Stud Except W1 2X4 SPF Stud BRACING TOP CHORD Sheathed or 5 5-6 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0-0 oc bracing REACTIONS (Ib/size) 4=552/Mechanical 5=324/Mechanical 6=105/Mechanical Max Horz6=96(load case 4) Max Grav4=695(load case 9) 5=350(load case 10) 6=356(load case 6) Max Mom6= 1264lb m(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 7= 33 2 7=39 2 8= 33 3 8=7 3-4=-41 1 6= 105 BOT CHORD 4 5=177 WEBS 2-4=-477 2 5= 321 I NOTES ! 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psftop chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist i they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 I 2) This truss has been designed fora 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 1 23456789 10 has been modified Building designer must review loads to verify that they are correct . for the intended use of this truss j 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all I panel points along the Top Chord nonconcurrent with any other live loads | 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for I unspecified connection(s) is delegated to the building designer JOD . AS935 Truss ; Truss Type IQty (Ply J53 MONO TRUSS ; ' 1 1 AG93S La Costa Giei (oclionall BCH 4 Sons Landmark Truss and Lumber Abbolsford B C V2T 6L4 4201 SR1 sNov 15 2000 MiTek Indus ries Inc Fri Feb 22 07 20 57 2002 Paga 1 Sea t 137 LOADING (psf) TCLL 150 TCDL 130 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 060 BC 0 12 W8 0 06 (Matrix) DEFL Vert(LL) VertfTL) HorzfTL) in- (loc) I/den 001 34 >999 001 34 >999 0 00 3 n/a IstLCLL Mm I/den = 360 PLATES MII20 We ghl 20 Ib GRIP 197/14-t LUMBER BRACING TOP CHORD 2X4 S?F No 2 TOP CHORD Sheathed or 3 5 6 oc purlins except end verticals BOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X3 SPF Stud Except W1 2X4 SPF Stud 1 REACTIONS (Ib/sue) 4=147/Mechamcal 3=147/Mechanical Max Horz 4=112(load case 4) Max Uphft3= 53(load case 4) Max Gra/4=396(load case 6) 3=396(load case 8) FORCES (Ib) First Load Case Only TOP CHORD 1 5= 28 2 5=28 2 3= 109 1 4= 109 BOT CHORD 3 4=0 W58S 1 3= 0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf lop cMord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 tt by 195 ft with exposure C ASCE 7 93 per U8C97/ANSI95 If end verticals exist Ihe left is exposed and the right is not exposed If candle/ers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and Ihe plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint 3 5) This truss has been designed with ANSI/TPI 1 1995 criteria , 6) Load case(s) 678 has been modified Building designer must re/iew loads to verify that they are correct for Ihe intended use of this ' truss ! 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads LOAD CASE(S) Standard Except 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate Increase31 25 Uniform Loads (plf) Vert 3 4= 240 1 2= 36 0 Concentrated Loads (Ib) Vert 1= 3000 7) 2nd Sprirwler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 Concentrated Loads (Ib) Vert 5= 300 0 8) 3rd Sprinkler Load Lumber Increased 25 Plate lncrease=1 25 i Uniform Loads (plf) Vert 3 4= 240 1 2= 360 Concentrated Loads (Ib) Vert 2= 3CO 0 FEB 26,2002 Job .truss e85 J56R icTmark Truss and~ Nlo ^ LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 JZ ^A Lumber Abbots forcf P Ttos \xi ££&~ Truss Type MONO TRUSS ~B C V2f 6L4 >s SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 Oty 1 •RTy IAOy«3 La Costa Ulen i3CH & Sons 1 (optional) 4201 SKI s Nov 16 2000 MileK Industries Inc Pn Oct 1 1 O'f 20 3f 2002 H age 1 o 3 5-6 3 5-6 o 5 4COITT m 5 5x6 * ^^^ \\ W1 \X \\ \ \W2 L \ , 4 Q 3-8 35-6 03-8 3 1 14 CSI DEFL TC 0 60 Vert(LL) 1x4 n 2 ^^^^ \ \ ^\ \ D VC "f h? 3 Scale = 1 27 7 3x4 = II in (loc) I/den PLATES GRIP 000 3-4 >999 MII20 197/144 BC 010 Vert(TL) 001 3-4 >999 WB 008 Horz(TL) 009 5 n/a (Matrix) IstLCLL Mm l/defl = 360 Weight 1 8 Ib LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 3 5-6 oc purlins except end verticals BOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X3 SPF Stud Except W1 2X4 SPF Stud REACTIONS (Ib/size) 4=36/Mechamcal 3=145/Mechamcal 5=109/Mechanical Max Horz4=82(load case 4) Max Upl*ft3= 90(load case 4) MaxGrav4=66(loadcase2) 3=393(load case 8) 5=358(load case 6) Max Mom5=1325lb m(load case 3) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 28 2 6=28 2 3= 109 1 5= 109 BOT CHORD 3-4=0 WEBS 1 3= 0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC-97 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 3 5) This truss has been designed with ANSI/TPI 1 1995 criteria 6) Load case(s) 678 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads Job * Truss AC985 J57 t Truss Type MONO TRUSS Qty 1 Landmark Truss and Lumber Abbolslord B C V2T 6L4 4201 SR1 1 H '5-8 1«i IPly ..i A0985 La Costa Glen BCH & Sons '(optional) s Nov 16 2000 MiTek Industrial Inc Fn Feb 22 07 21 18 2002 Pags 1 S«ji« • I 1 9 e « #• J 5 r [--- ! I 'I <*' T \ ^ • \ \ \ \\ \\\ r- ff -I ^v °' "TJ 4 3 / / , A*S \?v\ 1 O ^ ^*-7 X ^-/c^iWx. v/J fl ^0 „. , 1<4 _ iJl /. /[ . l| I j x '5-6 /^ fQ?J4^w£ ' ,5-6 LOADING (psO SPACING 200 ' CSI TCLL 16 0 Plates Increase 1 25 j TC 0 28 TCDL 180 Lumber Increase 125 j BC 0 02 BCLL 00 Rep Stress Incr YES ' WB 009 BCDL 120 Code UBC97/ANSI95 '• (Matrix) DEFL in (loc) l/defl PLATES GRIP Vert(LL) -000 4 >999 MII20 197/144 VertfTL) -000 4 >9S9 HorzfTL) 000 3 n/a 1st LC LL Mm I/den = 360 Weight 14 Ib LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 1 5 6 oc purlirs except end verticals BOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly acplied or 10-0-0 oc bracing WEBS 2X3SPFStud Except W1 2X4SPFStud REACTIONS (Ib/size) 4=55/Mechanical 3=55 Mechanical Max Horz 4=98(load case 4) MaxUphft3= 159(loadcase4) Max Grav4=336(load casa 6) 3=336('oad case 8) FORCES (Ib) First I oad Case Only TOP CHORD 1 5- IJ 2 S=10 2 3=-41 1 4= 41 BOT CHORD 3-4= 0 WEBS 1 3=0 NOTES 1 1) This trass has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanline on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) Th s '-uss has bee- dcs gned 'or a 10 C psf bot'o-n chord live load nonconcurrent with any other live loads per Table No 15-B UBC97 3) Refer to girder(s) for truss to Inns connections 4) Prov^a mechanics' connsc en (by othe s) of truss to bearing plate capable of withstanding 159 Ib uplift at joint 3 5) This truss has been designed with ANSI/TPI 1 1995 cntena 6) Lead case(s> S 7 8 has been modified Building designer must review loads to verify that they are correct for the intended use cf this I truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord noncsncurrer* With any other Irva loads I OAO CASE(S) Standard ExcepL i 6) 1st Sprinkler Load Lumber Increase 1.25 Plate Increase" 1.25 Uniform Loads (plf) Vert 3-4» 24 0 1 2» 36 0 Concentrated Loads (Ib) Vert 1«-3000 7) 2nd Sprinkler Load Lumber Increase'1 25 Plate Increase* 1 25 Uniform Loads (plf) Vert 3-4= 24 0 1-2--38 0 Concentrated Loads (Ib) Vert 5»-3000 8) 3rd Sprinkler Load Lumber Increase" 1 25 Plate Increase* 1 25 Uniform Loads (plf) Vert 3-4- 24 0 1 2- 38 0 I Concentrated Loads (Ib) Vert 2" 300 0 FEB 26,2002 Job « A09S5 Iruss J57R 1 russ Type MONO TRUSS Uty 1 Landmark Truss and Lumber Abbots lord b U V2I bL4 4201 SKI s Hly 1 [AUyaa La (Josta Glen I (optional) Nov is 2000 Mi IeK Industries Inc BCM & Sons FnOct 11 1(70833 2002 Page 1 Kooe J-W ?! ^ -^^ £?A\£ &EQ. o EN 0 en 5 1 5-6 1 5-6 1X4 4 SMI" 2 6 ^^\ A/1 L Ft ^r ' \v.\\\." «* U ,: -f 4 3 3x4 i " Scale = 1 24 5. I I i 1 i 1 03-8 15-6 LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 0 3-6 1 1 14 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 028 BC 001 WB 002 (Matrix) DEFL in (Ice) l/defl PLATES GRIP I Vert(LL) 000 4 >999 MII20 197/144 i Vert(TL) -000 4 >999 I Horz(TL) 003 4 n/a 1st LCLL Mm l/defl = 360 Weight 12 Ib I LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 1 5-6 oc purlins except end verticals BOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X3 SPF Stud Except I W1 2X4 SPF Stud REACTIONS (Ib/size) 4=12/Mechamcal 3=53/Mechanical 5=41/Mechanical Max Horz 5=68(load case 4) Max Uphft3=-28(load case 4) MaxGrav4=23(loadcase2) 3=334(load case 8) 5=322(load case 6) Max Mom5=-876lb m(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 10 2 6=10 2 3=-41 1 5=-41 BOT CHORD 3-4=0 i WEBS 1 3=0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 3) Refer to girder(s) for truss to truss connections 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3 6) This truss has been designed with ANSI/TPI 1 1995 criteria 7) Load case(s) 678 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 8) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads MYERS HOUGHTON & PARTNERS INCORPORATED Circle Business Center I 4500 E Pacific Coast Highway Ste 100 Long Beach California 90804 Tel (562) 985-3200 Fax (562)985-1011 www mhpse com JOB MEMORANDUM Date September 27 2002 Project Name La Costa Glen ALF Time 232PM Project Number 00027-00-2 Page 1 of 1 From Ken O Dell To Axel Stoltz Michael Conley of MHP of KTGY Cameo Pacifica Construction Co Ph (562)985-3200 Fx (562)985-1011 Ph (949)851-2133 Fx (949)851-5156 Subject Review of Repair Requirements for Trusses at Assisted Living Facility (Original Submittal No SD-A-026 / 06131-1 03-2, Reviewed on 7/24/02 ) At the request of Cameo Pacfic, MHP has reviewed the repair requirements prepared by the Truss Manufacturer for conformance with the design intent As noted below with our review disposition stamp MHP takes no exception to the proposed solutions Submitted for our review • Calculation sheets with hand or CAD drafted repair comments Repairs for 26 trusses identified numerically in the lower right corner of the calculation page • Reference Plans provided to identify the trusses to be repaired As noted by on stamp on 7/24/02 MHP has reviewed these drawings previously without exception SUBMITTAL ACTION I — I Rejected » Resubmft Submit Specified Item Submittal No , LJ Make Corrections Noted I—I Revise and Resubmit LZJ Other th.«^.nudlr»plw.IM£S!^^ CAMCO P\NSTRUCTION COMPANY. PLEASE RETURN SUBMlTOLBVklTOL h \2000\00027\00027002 m09 doc D REJECTEDEXCEPTION TAKEN D MAKE CORRECTIONS NOTED D REVISE AND RESUBMIT D SUBMIT SPECIFIED ITEM Review is only for conformance with the design concept of the project and compliance with information given in the contract documents Any action indicated is subject to the requirements of the contract documents Contractor is responsible for dimensions to be confirmed and correlated at the job site for information that pertains solely to fabrication processes and to techniques of construction, for coordination of his work with that of al/ other trades aftd /he satisfactory performance of h/s wdUt- * "•* * By. DATE. MYERS, HOUGrtTON & PARTNERS, INC STRUCTURAL ENGINEERS 4500 E PACIFIC COAST HIGHWAY, SUITE 100 LONG BEACH, CA 90804 Job Truss A0985 T50A : Truss Type ROOF TRUSS Toty A0985 La'Costa Glen'" BCH &"Sons ' lipptionaj] Landmark truss'andlumber''Abbotsford BC V2T 6L4 "" 4201 " SR'fs Nov"l 6 2000 Mitek Industries Inc Mon Jun 17 15 16 11 2002 Page 1 59V. 11 4 13 . 1700 _J 22 7 3 _ . 2B 2 5_ LOADINQpsf) TCLL 160 TCDL 180 BCLL 00 BCDL 120 874 374 SPACING Plates Increase Lumber Increase Rep Stress Incr 1700 84 12 2 1 1 00 j 25 I 25 : NO Code UBC97/ANSI95 CSI TC BC WB 099 086 089 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) IstLCLL 254 12 34 12 in 011 033 011 (loc) 11 11 Mm l/defl = 13 13 8 360 l/defl >999 >999 n/a 3398 8412 PLATES MII20 Weight 415 34 C 0 o :? Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS 2 X 6 DF N No 1/No 2 2 X 6 DF N No 1/No 2 2X4SPFStud Except W5 2 X 4 SPF No 2 W5 2 X 4 SPF No 2 W1 2 X 4 SPF 1650F 1 5E W8 2 X 4 SPF No 2 BRACING TOP CHORD Sheathed or 5 5 6 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS IRowatmidpt 21468 REACTIONS.b/size) 14=5209/0-58 8=5209/038 Max Horz 14=105(load case 4) FORCES;ib) First Load Case Only TOP CHORD 1 15= 1445 2 15= 1212 2 16=-8320 3 16= 8107 317= 6923 4 17= 6556 4 18= 6556 5 18= 6923 519=7973 619=8186 620= 1042 720= 1263 1 14= 1120 78= 1029 BOT CHORD 1314=7382 1213=7586 11 12=7586 1011=7516 910=7516 89=7157 WEBS 21 3=481 3 1 3=254 3 1 1 = 1 639 411 =2920 5 1 1 = 1 544 5 9=1 33 6 9=625 2 1 4= 7239 6 8= 723: NOTES 1 ) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 4) This truss has been designed with ANSI/TPI 1 1 995 criteria 5) Load case(s) 1 234567891011 1213141516171819 20 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads . 7) 2 ply truss to be connected together with 0131 x3 Nails as follows Top chords connected as follows 2X6 2 rows at 0 9 0 oc , Bottom chords connected as follows 2X6 2 rows at 0 9 0 oc Webs connected as follows 2X4 1 row at 0 9 0 oc 2 X 4 1 row at 0 9 0 oc Job A0985 Truss 027 Landmark Truss and Lumber Abbotsford B C V2T 6L4 j Truss Type : ROOF TRUSS i Qty 1 Ply 2 A0985 La Costa Glen BCH & Sons j (optional) 4201 SR1 sNov 16 2000 MiTek Industries Inc Mon Jun 17 15 15 39 2002 Page 1 QJ1.._Q 59 11 5911 ' v 874 299 Plate Offsets (X Y) [2 0 2 8 0 3 8] [12 0 LOADINQpsf) TCLL TCDL BCLL BCDL 160 180 00 120 SPACING Plates Increase Lumber Increase Rep Stress Incr noo&KifirYl • 25412 1 1203 200 1 25 1 25 NO Code UBC97/ANSI95 84 12 81 [18 0-2 ' CSI i TC i BC | WB 60pC>lj£^ 8412 1203-12] 086 DEFL Vert(LL) 0 84 Vert(TL) 098 (Matrix) Horz(TL) IstLCLL in 011 032 007 (loc) 1517 1517 20 l/defl >999 >999 n/a Mm l/defl = 360 28 1 1 1 34 0 0 2815 5 105 i PLATES I MII20 i Weight 435 Ib GRIP 197/144 BRACING TOP CHORD Sheathed or 4 0 1 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing Excep-. 6 0 0 oc bracing 1112 LUMBER TOP CHORD 2 X 6 DF N No 1/No 2 BOT CHORD 2 X 6 DF N No 1/No 2 WEBS 2X4 SPF Stud Except W6 2 X 4 SPF No 2 W8 2 X 4 SPF No 2 W1 2 X 4 SPF 1650F 1 5E W2 2 X 4 DF N No 1/No 2 W13 2 X 4 SPF No 2 W12 2 X 4 DF N No 1/No 2 OTHERS 2X3 SPF No 2 REACTIONS.b/size) 19=5270/06-12 20=5229/0-38 Max Horz 19= 44(load case 5) Max Grav19=7395(load case 4) 20=7339(load case 3) FORCESjb) First Load Case Only TOP CHORD 1 2=23 2 3= 8081 3 4= 7793 4 5= 8316 5 6= 6883 6 7= 6883 7 8= 8115 89= 7507 9 10= 7784 2 19= 4899 11 20=338 10 20= 4677 BOT CHORD 1819=889 1718=7454 1617=7544 15-16=7544 14-15=7446 1314=7446 1213=7153 11 12=542 WEBS 4 18= 1598 4 17=381 5 17=330 5-15= 1626 6 15=2873 7 15= 1498 7 13=147 8 13=571 8 12= 1674 2 18=6766 10-12=6834 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC97 3) Bearing at jomt(s) 20 considers parallel to gram value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 4) This truss has been designed with ANSI/TP11 1995 criteria • 5) Load case(s) 1 2345678 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 34 0 0 for 300 0 plf 7) 2 ply truss to be connected together with 0131 x3 Nails as follows Top chords connected as follows 2X6 2 rows at 0 9 0 oc Bottom chords connected as follows 2X6 2 rows at 0 9 0 oc Webs connected as follows 2X4 1 row at 0 9 0 oc 2 X 4 -1 row at 0 9 0 oc pob A0985 Truss T40 I ("Landmark Truss aTid Lumber AbDotstord' I Truss Type ROOF TRUSS "TQty [Ply [~A09B'b La Costa GlenBCFTSTSons M J1 I \ I i (optional) ~'4"20"1 SR1 s Nov T6 2000'MiTek IntfDstries Inc FTrS5p~20"09 r9~08~2002~Page 60 12 ,71111 158 14 236-0 Scale = 1 655: Camber = 1 8 in 60 12 1 10 15 793 792 LOADING (psf) TCLL 160 TOOL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 091 BC 070 WB 082 (Matrix) DEFL in (loc) l/defl Vert(LL) 008 910 >999 Vert(TL) 022 9 10 >999 Horz(TL) 002 7 n/a IstLCLL Mm l/defl = 360 PLATES MII20 I .s \ Weight 111 Ib GRIP 197/144 BRACING TOP CHORD Sheathed or 3 6 10 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 1 Row at midpt 673957 LUMBER TOP CHORD 2X4 SPF No 2 Except T32X4SPF2100F 1 8E BOT CHORD 2X4 SPF No 2 WEBS 2X3 SPF Stud Except W1 2 X 4 SPF Stud W9 2 X 4 SPF No 2 W6 2 X 4 SPF No 2 W8 2X4 SPF No 2 OTHERS 2X3SPFNo2 REACTIONS (Ib/size) 7=1344/038 13=1069/038 Max Horz 13=207(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 12 13=79 1 13= 986 1 14= 1261 2 14= 1262 2 15= 1407 3 15= 1375 3-4= 993 4 16= 917 5-16= 842 5 17= 120 6 17=44 7 18= 506 6 18= 216 BOT CHORD 11 12=51 10 11=1282 9 10=1343 89=870 78=870 WEBS 1 11=1430 211=716 2 10=127 3 10=31 3 9= 537 5 9=451 5 7= 1131 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC97 4) Bearing at joint(s) 13 considers parallel to gram value using ANSI/TPI 1 1995 angle to grain formula Building designer should verify capacity of bearing surface 5) This truss has been designed with ANSI/TPI 1 1995 criteria 6) Load case(s) 1 6 7 8 9 10 11 12 13 14 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 8) Special hanger(s) or connection(s) required to support concentrated load(s) Design for unspecified connection(s) is delegated to the building designer j Job i A0985 Landmarit i Truss |T47 Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 La Costa Glen BCH & Sons SC149951(optional) Tmss and Lumber Abbotsford BC V2T 6L4 4201 SRI s Jul 26 2002 MiTek Industries Inc Wed Sep 1 1 09 34 53 2002 Page 1 R74602"2 0-11 I 6-9-15 -H 13-5-5 20-0-12 23-0-12 0-110 6-9-15 6-77 FIELD REPAIR IS DUE TO A BREAK IN WEB 5-13 24" FROM TOP Attach AS SHOWN SPF NO 2 scab as shown to one side of +'u3s with 10 d common nails (0 148' x 400 0") @ 6" 0 C , 2 rows Scale = 1 62 9 8x8 6-9-15 3-0-0 Plate Offsets (X Y)|2 0 2 8 Edge] LOADING TOLL TCDL BCLL BCDL (psf) 16 0 180 0 0 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 NO Code UBC97/ANSI95 CSI TC BC WB 093 0 62 081 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1 st LC LL in 0 06 0 18 004 Mm l/defl doc) 11 13 11 13 9 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 136 Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 SPF No 2 2X4 SPF No 2 2 X 4 SPF No 2 'Except' 3142X3 SPF Stud 3 13 2 X 3 SPF No 2 5 13 2 X 3 SPF Stud 7 11 2 X 3 SPF No 2 7102X3 SPF No 2 2142X3 SPF Stud BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3 3 7 oc purlins except end verticals Rigid ceiling directly applied or 10 0 0 oc bracing 1 Row at midpt 89 511 611 79 (Ib/size) Max Horz 9 = 1494/0 38 15 = 1279/0 5 8 15=217(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 2 = 23 216= 1804 316= 1731 34= 1513 4-17= 1444 517= 1385 518= 832 6 18= 756 6 19= 715 7 19= 715 7 20= 42 820 = 28 9 21 = 397 821= 107 215= 1188 BOTCHORD 1415=223 1314=1642 1213=1370 1112=1370 1011=427 910=427 WEBS 3 14= 194 313= 314 5 13 = 328 511= 874 611= 120 7 11 =877 7 10 = 50 7 9= 1132 2 14 = 1458 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanhne on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist, the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 21 Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load easels) 1 67891011 12131415 16 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) Design for unspecified > connection^) is delegated to the building designer SEP Vi'rifv design paramcreis and READ NOTES ON THIS ANT) REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector ' Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 MiTek Industries, lt1C IIi§00 8ao III3 Oc; c39CD«&12£1§1I|l2280 CD a TOP CHORD oooo o -too is 8 § ? OS ° I ss2S ^ £ O5 m </> 5 8 B 3 §5_, jj m O ™ O 3 Q O <_ 5;m a (D CO TOP CHORD ©1993 Mitekllation of trusoldings, IncGJ i 1 O itqo3 itQO Q.CD K> |g «3CD CT o bear tighagainstchProvide copies ot this truss design tobuilding designer erection supervisorowner and all other interested partieheA SafetyFailure to Follow Could CaDamage or Personal InjurypropertyGenerac (A (D -o 3 ^"S ^>® <nNo i Job !A0985 ;T47 I ss Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 (optional) La Costa Glen BCH & Sons SC14995 R746029 1 ! Landmark 7 uss and Lumber Abbotsford B C V2T 6L4 4 201 SRI s Jul 26 2002 MiTek Industries Inc Wed Sep 11 09 34 53 2002 Page 2 LOAD CASE(S) Standard Except II Regular Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=680 26=680 67=680 78=680 915= 24 0 Concentrated Loads (Ib) Vert 21 - 290 0 6) 1st Sprinkler Li *d Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 2= 300021= 1540 7) 2nd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 16= 3000 21 = 1540 8) 3rd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 17= 300 0 21 = 1540 9) 4th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 18= 3000 21 = 1540 10) 5th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 19= 300 0 21 = 1540 11) 6th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 20 = 300 021= 154 0 12) 7th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 8= 3000 21 = 1540 13) 8th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 3= 300021= 1540 14) 9th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 5 = 300 021= 1540 15) 10th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 6= 3000 21 = 1540 16) 11th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert. 7= 3000 21 = 1540 SEP '.'.WARNING Venf\ tlfsign parameleis ami READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual buildiffg component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is (or lateral support of individual ' regaring abrication quality contro storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison WI53719 MiTek Industries, Inc X1o5CD „ 3 Q O CD" a £aM2 o1§3808 -o aco"^a om 5"O TOP CHORD « o §Q 00 00 —• ^J ^1 OiO N) O g % - % S 8 _ IVJ O CO O± o c§oi > 3 TO O CDms £ 3 i O3 O .=1 O o A3 8 5" ^3 D cr (Q CO </> 3" TOP CHORD ©1993 Mitek Holdiyi Care should be exercised in haand installation of trussesQ. D (Q CD CD O^ ' O ^Do not cut or alter truss membersprior approval of a professiona§^— Q" CD CD ? i ^£ s shownDo not overload roof or floor tnof construction materials^ en CD ^1. to S"o $~ 73 Anchorage and/or load transfer!to trusses are the responsibility <o<Q5 o c/> ^ C CD D O_ i? §"> 5 ^Bottom chords require lateral tspacing or less if no ceiling is notherwise notedQ 0 cb~ -* a(Q C -f -j- Q ®* 0 Top chords must be sheathed orat spacing shown on design! D TJ 3 a -0 Lumber shall be of the speciesall respects equal to or betterspecified° a. — ^ CD ® CQ Q Q = 0.°- CD 5 CD Plate type size and location dnindicate minimum plating requIs0 — 3- §y> o | ^Camber is a non-structural coris the responsibility of truss fabn<practice is to camber for dead8a| n n<H <r> - CD" § D a CD Q §°ol 0 Unless expressly noted this desapplicable for use with fire retcpreservative treated lumber&E 5- ^ O 0 01 Unless otherwise noted moistuilumber shall not exceed 1 9% afabrication3 o CD § 9, CD D— *•o J^Unless otherwise noted locaticat 1 /4 panel length (±6 from c-Pr D m n" 3.3. Q-o ^i «Place plates on each face of 1joint and embed fully Avoid krat joint locationsw" <" Q Q D- CDr Q5 o § 1 CD N3 Cut members to bear tightly a<otherUJ Q D 25- CD O D" -Provide copies of this truss desbuilding designer erection supiowner and all other interestedE^ ^- CO _|- CD ° O CO _|- "D 3" 0 "> "DCD 0 Q mage or Personal Inju-5 •n Q i O -n O i g a O Qc</> (D •o 5 T3 (D ^L General Safe•3" Z O <D</> Job A0985 i Truss !JS7 ,Truss Type MONO TRUSS Qty ;Ply A09SS La Costa Glen 8CH 4 Sons 1 '1 (oplional) Landmark Truss and Lumber Abbolsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTe< Industries Inc Fri Feb 22 07 21 18 2002 Page 1 C ^ : | i d «, \«: 1 1 \ \ i\ \\ -r K "' 'r ' J £/ 1 Jtf ., . : 1 M% ^^ ' 3 ~/y~KAWM- %IL& AxM LOADING (psO SPACING 200 TCLL 160 Plates Increase 125 TCDL 180 Lumber Increase 125 BCLL 00 Rep Stress Incr YES BCDL 120 Code UBC97/ANSI95 CSI TC 028 BC 002 WB 009 (Matrix) 1X4 II 3x4 = 1 5-S 1 5-5 DEFL in (loc) l/defl PLATES GRIP Vert(LL) 000 4 >999 MII20 197/144 VertfJL) 000 4 >999 HorzfTL) 000 3 n/a IstLCLLMm l/defl = 360 Weight 14 Ib LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 1 5 6 oc purlins except end verticals BOT CHORD 2X4SPFNo2 BOT CHORD Rigid ceiling directly acplied or 10 0 0 oc bracing WEBS 2X3 SPF Stud Except W1 2X4SPFStud REACTIONS (Ib/size) 4=55/Mechamcal 3=55/Mechamcal Max Horz 4=98(load case 4) Max Uphft3= 159(load case 4) Max Grav4=336(load case 6) 3=336(load case 8) FORCES (Ib) Firsl Load Case Only i TOP CHORD 1 5= 10 2 5=10 2 3= 41 1 4= 41 i BOT CHORD 3 4= 0 ' WEBS 1 3=0 NOTES ' 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enc'osed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANS195 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 Ib uplift at joint 3 5) This truss has been designed with ANSI/TPI 1 1995 criteria 6) Load case(s) 678 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads LOADCASE(S) Standard Except 6) 1st Sprinkler Load Lumber Increase31 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 Concentrated Loads (Ib) Vert 1=3000 7) 2nd Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 34= 240 1 2= 360 Concentrated Loads (Ib) Vert 5= 300 0 8) 3rd Sprinkler Load Lumber Increased 25 Plate Increased 25 Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 ! Concentrated Loads (Ib) Vert 2= 300 0 FEB 26,2002 Job A0935 Truss | Truss Type |Qty J56 1 MONO TRUSS 1 Ply 1 A0985 La Costa Glen I (optional) BCH & Sons Landmark Truss and Lumber Abbotsford B C V2T 6L4 4201 SR1 sNov 16 2000 MiTek Industries Inc Fri Feb 22 07 20 57 2002 Page 1 3-5-5 3-5-6 LOADING (psf) TCLL TCDL BCLL BCDL 160 SPACING Plates Increase 180 Lumber Increase 0 0 Rep Stress Incr 200 1 25 1 25 YES 120 Code UBC97/ANSI95 CSI TC EC W8 060 012 006 (Matrix) DEFL Vert(LL) VertfTL) HorzfTL) in 001 001 000 (loo) 3 4 34 3 l/defl >999 >999 n/a IstLCLL Mm l/defl = 360 PLATES MII20 Weight 20 Ib GRIP 197/144 LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 3 5 6 oc purlins except end verticals EOT CHORD 2X4 SPF No 2 EOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X3SPFSlud Except W1 2X4 SPF Stud | REACTIONS (Ib/size) 4=147/Mechamcal 3=147/Mechamcal Max Horz 4= 112(load case 4) Max Uplifl3= 53(load case 4) Max Grav4=396(load case 6) 3=396(load case 8) FORCES (Ib) First Load Case Only TOP CHORD 1 5= 28 2 5=28 2 3= 109 1 4= 109 BOT CHORD 3 4=0 WEBS 1 3= 0 . NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads per Table No 16 B UBC 97 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint 3 5) This truss has been designed with ANSI/TPI 1 1995 criteria ; 6) Load case(s) 678 has been modified Building designer must review loads to verify that they are correct for the intended use of this | truss i 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel ! points along the Top Chord nonconcurrenl with any other live loads LOADCASE(S) Standard Except 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate Increases 1 25 Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 Concentrated Loads (Ib) Vert 1= 3000 7) 2nd Sprinkler Load Lumber Increase3! 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 Concentrated Loads (Ib) Vert 5= 300 0 ! 8) 3rd Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 i Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 Concentrated Loads (Ib) Vert 2= 300 0 FEB 26.2002 Job A0985 Truss J55 Truss Type i MONO TRUSS IQry 1 i Ply 1 A0985 La Ccsta G'en BCH 4 Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 Jl~]/ rl "w^^-1^^ * oo ~iT ! 201 SR1 s Nov 16 20COMiTek Indus nes Inc Fri Feb 22 07 20 S-5-5 ^-^-O^> rf&.^/UV\f< ua-rr-" ( 1 4 ' r 3 ~~ i ~--~ 152C02 Sc LOADING (psO TOLL 160 TCDL 180 BCLL 0 0 BCDL 12 0 I ! SPACING 200 I Plates Increase 1 25 j Lumber Increase 1 25 I Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 056 EC 039 WB 050 (Matrix) DEFL in (loc) l/defl Vert(LL) 0 04 45 >999 Vert(TL) 0 10 45 >648 HorzfTL) 000 4 n/a IstLCLL Mm I/den = 360 PLATES GRIP WII20 197/144 Weight 30 Ib BRACING TOP CHORD Sheathed or 5 5 6 oc purlins except end verticals EOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing LUMBER TOP CHORD 2x4 SPF NO 2 BOT CHORD 2x4 SPF NO 2 WEBS 2X3 SPF Stud Except W1 2X4 SPF Stud REACTIONS (Ib/size) 4=565/Mecnamcal 5=420/Mechamcal Max Horz 5= 126(load case 4) Max Grav4=782(load case 9) 5=636(load case 6) ' FORCES (Ib) First Load Case Only TOP CHORD 1 6= 23 2 6=41 2 7= 30 3 7=6 3 4= 32 1 5= 96 BOT CHORD 4 5=180 WEBS 2 4= 504 2 5= 317 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 perUBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 678910 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer LOAD CASE(S) Standard Except 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 63 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate Increased 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1=30002= 5060 7) 2nd Sprinkler Load Lumber lncrease=1 25 Plate Increase11 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6= 300 0 8) 3rd Sprinkler Load Lumber Increase31 25 Plate lncrease=1 25 Continued on page 2 FEB Job A0985 Truss J55 Truss Type MONO TRUSS Qty (Ply 1 J1 i i |A0985 La Costa Glen BCH 4 Sons i •(opt onal) Landmark Truss and Lumber Abbotsford B C V2T 6L4 LOAD CASE(S) Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) 4,'h Sprinkler Load Lumber Increase3! 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 300 0 2= 506 0 10) 5th Sprinkler Load Lumber lncrease=1 25 Plate Increased 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4201 SR1 sNov 16 2000 MiTek Industries Inc Fri Feb 22 07 20 15 2002 Page : FEB 26,2002 Jot) A0935 Truss J54 1 Truss Type MONO TRUSS iQty | Ply A0985 La Costa Glen 8CH 4 Sons (optional) Landmark Truss aid Lumber Abbolsford B C V2T 6L4 4201 SRI sNov 16 2000 Mi Te* Industries Inc Fn Feb 22 07 18 51 2002 Page 1 75-6 ( J 2x I n I i . < • ^-^""l^C ' . "" -"-"" | **^* W< t!WJ W3 ] i I *^* t 1 ) ti 1 1 \ ^ 75-6 75-S 1 LOADING (psO SPACING 200 CSI DEFL in (loc) I/den PLATES GRIP TCLL 160 Plates Increase 125 ! TC 0 67 Vert(LL) 016 45 >536 MII20 197/144 TCDL 180 ! Lumber Increase 125 ! BC 0 74 VertfTL) 035 45 >244 BCLL 00 Rep Stress Incr NO j WB 0 63 HorzfTL) 000 4 n/a BCDL 120 Code UBC97/ANSI95 (Matrix) 1st LC LL Mm I/den = 360 Weight 36 Ib LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X3 SPF Stud Except W12X4SPFStud REACTIONS (Ib/size) 4=563/Mechamcal 5=605/Mechanical Max Horz 5=140(load case 4) Max Grav4=748(load case 9) 5=790(load case 6) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 19 2 6=45 2 7= 50 3 7=25 3 4= 106 1 5= 81 BOT CHORD 4 5=299 WEBS 2 4= 476 2 5= 530 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf lop chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 2CO ft by 195 ft with exposure C ASCc 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 6 789 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer LOADCASE(S) Standard Except 1) Regular Lumber Increase31 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 68 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate Increase5! 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002= 5060 7) 2nd Sprinkler Load Lumber Increased 25 Plate lncrease=1 25 Uniform Loads (pll) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6= 300 0 8) 3rd Sprinkler Load Lumber lncrease=1 25 Plate Increase*! 25 Continued on page 2 JOB A0935 Truss :JS4 Truss Type : I MONO TRUSS I Qfy | Pfy A0935 La Costa Glen QCH & Sons ; ! N 11 (optional) Landmark Truss and Lumber Abbolsford B C V2T 6L4 LOADCASE(S) Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) 4th Sprinkler Load Lumber lncrease=1 25 Plate !ncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 3CO 0 2= 505 0 10) Slh Sprinkler Load Lumber Increase31 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4 201 SRI s Nov 16 2000 MiTek Industries Ire Fri Feb 22 07 18 51 2002 Page 2 FEB 26,2002 (& Job AC935 Landmark Truss £YC#.<(j^XV- (DCri*l<£uno 0}r ,fo Truss J53 and Lumber Abbotsford To "HtV C^K\rr- J ifify <z. rcus** 7 a plrfj*- Irrft , j. 1 >c .Truss Type Qty |Ply JA0985 La Costa Glen BCH 4 Sons ROOF TRUSS 1 1 1 (optional) BC V2T 6L4 4201 SR1 s Nov 16 2000 MiTek Industries Inc Fn Feb 22 07 17 43 2002 Page 1 Off") \>&jr z-2''^jXaf \rJ^y fQS '•^/2^'^C ¥?'£-' -s 3-6-8 S-10-14 /O ^7 ^/^t-I^Vf *f\y- *• Ai^K >^^"- ^L-<^\ \ •<(J <«.-5> pcf=e<f?* j , Scan 1 '3 j,a . C.™,, *.5 n 00 12 j f.^ ^^'''''l ' ^ ^^^ \'' I !*XC>T,V»'1 v/J'i'\ vjiifc^' / It? ' \Qy y&f^ LOADING (psf) SPACING 200 I TCLL 160 Plates Increase 125 TCDL 180 Lumber Increase 125 BCLL 0 0 Rep Stress Incr NO BCDL 120 Code UBC97/ANSI95 "V . x^ 5 5a= 3x 9-5-6 9-5-5 I^WH^zfe 3 = CSI DEFL in (loc) l/defl PLATES GRIP TC 083 Vert(LL) 016 45 >708 MII20 197/144 BC 0 53 VertfTL) 0 33 45 >331 WB 080 HorzfTL) 001 4 n/a (Matrix) 1stLCLLMmiyden = 360 Weight 48 Ib LUMBER BRACING TOP CHORD 2 X 4 OF N No 1/No 2 TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD 2 X 4 DF N No 1/No 2 EOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X4SPFNo2 Except WEBS IRowatmidpt 34 W4 2 X 4 SPF Stud W2 2 X 3 SPF Stud W3 2 X 3 SPF No 2 REACTIONS (Ib/size) 5=740/Mechamcal 4=609/Mechanical Max Horz5=154(load case 4) Max Grav5=893(load case 6) 4=762(load case 9) FORCES (Ib) First Load Case Only TOP CHORD 1 5= 103 1 6= 82 2 6= 16 2 7= 101 3 7= 37 3 4= 178 BOT CHORD 4 5=418 WEBS 2 5= 639 2 4= 501 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads per Table No 16 B UBC 97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 6 789 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer LOADCASE(S) Standard Except 1) Regular Lumber Increase11 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 63 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber Increases 1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002= 5060 7) 2nd Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6= 300 0 8) 3rd Sprinkler Load Lumber Increased 25 Plate lncrease=1 25 ^Continued on page 2 . PEB 26, 2002 Job A098S 1 Truss 'J53 Truss Type ROOF TRUSS Qty Ply 1 A098S La Costa Glen BCH 4 Sons (optional) Landmark Truss and Lumber Abbolsford B C V2T 6L4 LOAD CASEfS) Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) 4th Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 300 0 2= 506 0 10) 5th Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4201 SR1 sNov162000MiTeklnduslries Inc Fn Feb 22 07 17 48 2002 Page 2 FEB 26, 2002 Job A09S5 Truss J52 Truss Type ROOF TRUSS |Qly | Ply A0985 La Costa Glen BCH i Sons M i (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s No/16 2CCO MiTe'< Industries Inc Fri Feb 22 07 16 47 2002 Page 9-<6 S ale l 5 ancer 3' \* LOADING (psO : SPACING 2 TCLL 160 Plates Increase 1 TCDL 180 Lumber Increase 1 BCLL 0 0 Rep Stress Incr BCDL 120 Code UBC97/ANS ~ y' ! fir-1 "* ^*^ 4\ / \ I S^ 5 4 * I M - 3.3 = V? S-46 9-45 0 0 CSI DEFL m (loc) l/defl PLATES GRIP 25 TC 081 Vert(LL) 015 45 >733 MII20 197/144 25 BC 0 52 Vert(TL) 0 32 45 >343 NO WB 079 HorzfH-) 001 4 n/a 95 (Matrix) 1st LC LL Mm I/den = 360 Weight 48 Ib LUMBER BRACING TOP CHORD 2X4 OF N No 1/No 2 TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD 2 X 4 DF N No 1/No 2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X4 SPF No 2 Except WEBS 1 Row at midpl 3 4 W4 2 X 4 SPF Stud W2 2 X 3 SPF Stud W3 2 X 3 SPF No 2 REACTIONS (Ib/size) 5=734/Mechamcal 4=607/Mechamcal Max Horz 5=154(load case 4) Max Grav5=889(load case 6) 4=762(load case 9) FORCES (Ib) First Load Case Only TOP CHORD 1 5= 104 1 6= 82 2 6= 16 2 7= 99 3 7= 36 3 4= 175 BOT CHORD 45=413 WEBS 2 5= 632 2 4= 499 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanline on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 6 789 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified connection(s) is delegated to the building designer LOADCASE(S) Standard Except 1) Regular Lumber lncrease=1 25 Plate Increase51 25 Uniform Loads (plf) Vert 1 3= 63 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate Increase11 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002= 5060 7) 2nd Sprinkler Load Lumber lncrease=1 25 Plate Increase51 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6= 300 0 8) 3rd Sprinkler Load Lumber Increase51 25 Plate lncrease=1 25 '• Continued on page 2 FEB 26, 2002( \£> Job A0935 Truss J52 1 Truss Type | ROOF TRUSS jQty |Ply 'A0985 La Costa Glen BCH 4 Sons I1 !1 j | (opl onal) Landmark Truss and Lumber Abbolsford B C V2T 6L4 LOAD CASE(S) Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) 4th Sprinkler Load Lumber Increase=1 25 Plate Increase3! 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 300 0 2= 506 0 10) 5th Sprinkler Load Lumber lncrease=1 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4201 SR1 sNov 16 2000 MiTek Industries Inc Fri Feb 22 07 16 47 2002 Page 2 FEB 26,2002 Job AC935 Truss J51 Landmark Truss and Lumber Abbolsford 'Truss Type j MONO TRUSS B C V2T 6L4 3-s-a Qty | Ply 4201 SR1sNov16« ^^-*£W-— """" A0935 La Costa Glen BCH 4 Sons (optional) !CCO MiTek Industries Inc Fri Feb 22 07 15 46 2002 Page 1 f- O^ rfcX-w^a AjfOVf ' s=« <; , h f? '^ I LOADING (psO TCLL TCOL 8CLL BCDL 160 180 00 120 \)f*\Z{0 <^H£/tT2G 2? " fod N^^ SPACING Plates Increase Lumber Increase Rep Stress Incr / 200 1 25 1 25 NO Code UBC97/ANSI95 MIS! f 1S\ CSI TC 8C WB / '/ 745 7 4-6 065 072 062 (Matrix) DEFL Vert(LL) VertfTL) HorzfTL) '"' \\ "$4 /*- fSjH\-\f ^ 1 (JO/. 4 If in (loc) l/defl 015 45 >556 0 34 45 >253 0 00 4 n/a IstLCLL Mm I/den = 360 ^2^ W ^ PLATES GRIP MII20 197/144 Weight 35 Ib LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 6 0 0 oc purlins except end verticals BOT CHORD 2X4 SPF No 2 EOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X3 SPF Stud Except W1 2X4 SPF Stud REACTIONS (Ib/size) 4=562/Mechamcal 5=599/Mechanical Max Horz 5=140(load case 4) Max Grav4=748(load case 9) 5=785(load case 6) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 19 2 6=45 2 7= 49 3 7=25 3 4= 104 1 5= 82 BOT CHORD 4 5=294 WEBS 2 4= 475 2 5= 522 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is no! exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 3) Refer to girder(s) for truss to truss connections 1 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 6 789 10 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and a! all panel points along the Top Chord nonconcurrent with any other live loads 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design (or unspecified connecdon(s) is delegated to the building designer LOAD CASE(S) Standard Except 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 68 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 ' 6) 1st Sprinkler Load Lumber Increase31 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002=5060 7) 2nd Sprinkler Load Lumber Increase11 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) i Vert 2= 506 0 6= 300 0 8) 3rd Sprinkler Load Lumber lncrease=1 25 Plate Increase31 25 .Continued on page 2 FEB 26, 2002 Job A0935 Truss JS1 I Truss Type | MONO TRUSS Qty 1 jPly I II |A0935 La Costa Glen BCH4 Sons Landmark Truss and Lumber Abbolsford B C V2T 6L4 LOAD CASE(S) Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) 4th Sprinkler Load Lumber Increase1! 25 Plate Increase31 25 Uniform Loads (p!f) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 300 0 2= 506 0 10) 5th Sprinkler Load Lumber Increased 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4201 SR1 sNov162000MiTeklrdus!nes Inc Fn Feb 22 07 15 46 2002 Page 2 FEB 26,2002 Job A0985 !Truss JSO | Truss Type . MONO TRUSS |Qty A0985 La Ccsla Glen BCH 4 Sons (optional) Landmark Truss and Lumber Abbotsford 6 C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTe'K Industries Inc Fri Feb 22 07 15 01 2C02 Page 1 5-4 3 LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 056 BC 038 WB 050 (Matrix) DEFL in (loc) 1 defl Vert(LL) 0 04 45 >999 VertlTL) 0 09 45 >680 Horz(TL) 000 4 n/a IstLCLL Mm 1/deH = 360 PLATES GRIP MII20 197/144 Weight 29 Ib LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 5 4 6 oc purlins except end verticals BOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X3 SPF Stud Except Wl 2X4 SPF Stud REACTIONS (Ib/size) 4=566/Mecnamcal 5=410/Mechamcal Max Horz5=126(load case 4) Max Grav4=785(load case 9) 5=628(load case 6) FORCES (Ib) First Load Case Only TOP CHORD 1 6= 23 2 6=41 2 7= 29 3 7=5 3 4= 28 1 5= 97 BOT CHORD 4 5=174 WEBS 2 4= 503 2 5= 306 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf lop chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanhne on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and (he plale grip increase is 0 76 2) This truss has been designed for a 100 psf bottom chord live load nonconcurrenl with any other live loads per Table No 16 5 UBC97 3) Refer to girder(s) for truss to truss connections : 4) This truss has been designed with ANSI/TPI 1 1995 criteria ' 5) Load case(s) 678910 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel : points along the Top Chord nonconcurrent with any other live loads i 7) Special hanger(s) or connection(s) required to support concentrated load(s) 506 Olb down at 3 6 8 on top chord Design for unspecified conneclion(s) is delegated to the building designer LOAD CASE(S) Standard Except 1) Regular Lumber Increase91 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 68 0 4 5= 24 0 1 Concentrated Loads (Ib) Vert 2= 506 0 6) 1st Sprinkler Load Lumber Increase31 25 Plate lncrease=1 25 Uniform Loads (plf) | Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 1= 30002= 5060 7) 2nd Sprinkler Load Lumber Increase31 25 Plate Increase31 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 6= 300 0 8) 3rd Sprinkler Load Lumber lncrease=1 25 Plate Increase'1 25 FEB 26.2002 I Continued on page 2 Job A0935 i Truss U50 1 Truss Type i MONO TRUSS Qty 1 |Ply i 'A0985 La Costa Glen BCH 4 Sons 1 (opiional) Landmark Truss and Lumber Abbolsford B C V2T 6L4 LOADCASE(S) Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 506 0 7= 300 0 9) 4th Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 3= 300 0 2= 506 0 10) 5th Sprinkler Load Lumber lncrease=1 25 Plate Increase'! 25 Uniform Loads (plf) Vert 1 3= 36 0 4 5= 24 0 Concentrated Loads (Ib) Vert 2= 806 0 4 201 SR1 s Nov 16 2000 MiTeV Industries Inc Fn Feb 22 07 15 01 2002 Page 2 FEB 26,2002 Job A09S5 Truss J49 : Truss Type i j MONO TRUSS (Qly | Ply A0985 La Cosla Glen BCH & Sons (optional) Landmark Truss and Lumber Abbolsford B C V2T 6L4 4201 SR1 sNov 16 2000 MiTek Industries Inc Thu Feb 21 12 30 53 2002 Page 1 3-46 to LOADING (psf) TCLL 160 TCDL 180 BCLL 0 0 1 BCDL 120 \}^2 flfefc-nbi ,v SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Slress Incr YES Code UBC97/ANSI95 O-M, ™" 4 1x4 1 CSI TC 059 BC 011 WB 006 (Matrix) 01 3-46 3-4-6 ! I I , vUvL 3 3x4 = ^^f-S^ DEFL in (loc) l/defl PLATES GRIP Vert(LL) 001 34 >999 MII20 197/144 VertfJL) 001 34 >999 Horz(TL) 000 3 n/a 1st LC LL Mm l/defl = 360 Weight 19 Ib LUMBER BRACING TOP CHORD 2X4 SPF No 2 TOP CHORD Sheathed or 3 4 6 oc p-rlins except end verticals BOT CHORD 2X4 SPF No 2 BOT CHORD Rigid ceiling directly apclied or 10 0 0 oc bracing WEBS 2X3 SPF Stud Excepl W1 2 X 4 SPF Stud REACTIONS (Ib/size) 4=143/Mechamcal 3=143/Mechamcal Max Horz 4=112(load case 4) Max Uphft3= 60(load case 4) Max Grav4=393(load case 6) 3=393(load case 8) FORCES (Ib) First Load Case Only TOP CHORD 1 5= 27 2 5=27 2 3= 106 1 4= 106 BOT CHORD 3 4=0 ! WEBS 1 3= 0 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top c'-crd dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not expcsed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads per Table No 15-3 UBC 97 3) Refer to girder(s) for truss to truss connections 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 Ib uplift at joint 3 5) This truss has been designed with ANSI/TPI 1 1995 criteria 6) Load case(s) 678 has been modified Building designer must review loads to verify thai they are correct for the intended Lse of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and a all panel points along the Top Chord nonconcurrent with any other live loads LOADCASE(S) Standard Excepl 6) 1st Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (pit) Vert 3 4= 240 1 2= 36 0 Concentrated Loads (Ib) Vert 1= 3000 7) 2nd Sprinkler Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 3 4= 24 0 1 2= 36 0 Concentrated Loads (Ib) Vert 5= 300 0 8) 3rd Sprinkler Load Lumber lncrease=1 25 Plate Increased 25 Uniform Loads (plf) Vert 3 4= 240 1 2= 36 0 Concentrated Loads (Ib) Vert 2= 300 0 Job A0985 Truss D13R Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 La Costa Glen BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4201 SR1 s Nov 16 2000 MiTek Industries Inc Mon Aug 12 15 30 08 2002 Page 1 , . 23 6-0 , 25 5-0I—I 1 1 _ 0 11-0 71111 793 I Scale = 1 647 Camber = 1/8 in 7 11 11 793 793 2 3-3 0 3-3 Plate OfT'sets (X,Y) [2 Q 2 12 0-2 12], [9 0 3 0,0 2 12| [12054,030] LOADINQpsf) TCLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 094 BC 087 WB 085 (Matrix) DEFL m (loc) I/den Vert(LL) 021 1213 >S99 Vert(TL) 0351213 >391 Horz(TL) 014 16 n/a 1stLCLLMinl/defl = 360 PLATES MII20 Mine Weight 144lb GRIP 197/144 127/82 Sheathed except end verticals Except 2 Rows at 1/3 pts 711 Rigid ceiling directly applied or 3 5 13 oc bracing 1 Rowatmidpt 9 16 6-8 8 12 2 Rows at 1/3 pts 4 12 LUMBER BRACING TOP CHORD 2X4 SPF 1650F 1 5E 'Except* TOP CHORD T32X4SPFNo2 BOT CHORD 2X4 SPF 1650F 1 5E EOT CHORD WEBS 2 X 4 SPF No 2'Except WEBS W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2 X 4 SPF Stud W1 2 X 4 SPF 1650F 1 5E W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud REACTION§b/size) 16=1475/038 15=1278/06-12 10=15/Mechanical Max Horz 15= 62(load case 3) Max Uphft15= 1893(load case 5) Max Grav 16=2089(load case 3) 15=4258(load case 4) 10=25(load case 5) Max Mom 16= 275lb m(load case 4) FORCES;ib) - First Load Case Only TOP CHORD 1 2=23 2 3= 1498 3 4= 1763 4-5= 1336 5 6= 1258 6-7= 212 8 11= 949 78= 202 8 9= 472 916= 1475 215—1216 BOTCHORD 1415=86 1314=1375 1213=1649 11 12=471 10-11=0 WEBS 413=41 4 12=517 612=204 68= 1076 8-12=970 911=1183 214=1394 3-14=475 313=336 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) All plates are MH20 plates unless otherwise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 5) Refer to girder(s) for truss to truss connections 6) Bearing at jomt(s) 16 considers parallel to gram value using ANSI/TP11 1995 angle to grain formula Building designer should verify capacity of bearing surface 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1893 Ib uplift at joint 15 8) This truss has been designed with ANSI/TP11 1995 criteria 9) Load case(s) 1 234567 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss Job A0985 Truss D13R Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 - La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Mon Aug 12 15 30 08 2002 Page 2 NOTES 10) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0 0-0 to 26 6 0 for 300 0 plf 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 12) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4-4 on top chord Design for unspecified connection(s) is delegated to the building designer Job A0985 Truss D26R Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 La Costa Glen BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 ra 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Mon Aug 12 15 33 51 2002 Page 1 for Scale = 1 75 4 Camber = 1/8 in 7 11 11 Plate Offsets (X Y) [202120212] [9 0 3-0 0 2 12], (12 0 5 12 0 3 0] LOADINQpsf) TOLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 092 BC 1 00 WB 085 (Matrix) DEFL m (loc) l/defl Vert(LL) 0201213 >999 Vert(TL) 0341213 >895 Horz(TL) 013 16 n/a IstLCLL Mm l/defl = 360 PLATES MII20 Mine Weight 145lb GRIP 197/144 127/82 Sheathed except end verticals Except 2 Rows at 1/3 pts 711 Rigid ceiling directly applied or 3 5 14 oc bracing 1 Rowatmidpt 9 16 6-8 8-12 2 Rows at 1/3 pts 412 LUMBER BRACING TOP CHORD 2X4 SPF 1650F 1 5E "Except* TOP CHORD T32X4SPFNo2 BOT CHORD 2X 4 SPF 1650F 1 5E "Except' BOT CHORD B22X4DF NNo1/No2 WEBS WEBS 2X4 SPF No 2 "Except W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W72X4 SPF Stud W1 2X 4 SPF 1650F 1 5E W22X4SPF1650F1 5E W3 2X4 SPF Stud W4 2X4 SPF Stud REACTION^b/size) 16=1465/0-3-8 15=1265/0-6-12 10=11/Mechanical Max Horz 15= 62(load case 3) Max Uplift15= 1889(load case 5) Max Grav 16=2063(load case 3) 15=4229(load case 4) 10=16(load case 5) Max Mom 16= 255lb m(load case 4) FORCES;ib) First Load Case Only TOP CHORD 1 2=23 23= 1480 3-4= 1737 45= 1304 56= 1226 67=216 811=945 78=201 8 9=-423 9-16= 1465 215= 1203 BOT CHORD 1415=86 1314=1358 1213=1624 11 12=423 10-11=0 WEBS 4 13= 36 4-12= 523 6-12= 215 6-8= 1041 8-12=992 9 11=1158 2 14=1376 3-14=-468 313=327 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) All plates are MII20 plates unless otherwise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC-97 5) Refer to girder(s) for truss to truss connections 6) Bearing at jomt(s) 16 considers parallel to gram value using ANSI/TP11 1995 angle to gram formula Building designer should verify capacity of bearing surface 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1889 Ib uplift at joint 15 8) This truss has been designed with ANSI/TP11-1995 criteria Job A0985 Truss D26R Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 La Costa Glen BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Mon Aug 12 15 33 51 2002 Page 2 NOTES 9) Load case(s) 1 234567 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 10) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 26-2 8 for 300 0 plf 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails | 12) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26 0 12 on top chord Design for unspecified j connection(s) is delegated to the building designer Job A0985 Truss D17 Truss Type ROOF TRUSS Qty 3 Ply 1 A0985 La Costa Glen BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T-6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Fn Jul 19 14 25 25 2002 Page 1 011,0 71111 15813 . 236-0 . 266-0 . 0 11-0 7 11 11 793 793 30-0 Scale 3/16 =1 Camber = 1/8 in 45 14 9x15MII16 = 5x12 = 7 11 11 15813 7 11 11 793 793 30-0 Plate Offsets (X,Y) [2 0 4-10,Edge], [12 0-4 4,Edqel, [1509 S.Edqel LOADINQpsf) TCLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 096 BC 099 WB 097 (Matrix) DEFL m (loc) l/defl Vert(LL) 008 12 >999 Vert(TL) 0201213 >999 Horz(TL) 012 10 n/a IstLCLL Mm l/defl = 360 PLATES GRIP Ml 120 197/144 M1I16 127/82 Weight 145lb BRACING TOP CHORD Sheathed except end verticals Except 2 Rows at 1/3 pts 711 BOT CHORD Rigid ceiling directly applied or 1-11-14 oc bracing WEBS IRowatmidpt 6-88-12 2 Rows at 1/3 pts 910 4- LUMBER TOP CHORD 2X4 SPF 1650F 1 5E "Except T32X4SPFNo2 BOT CHORD 2 X 4 SPF 2100F 1 8E 'Except B2 2X4 SPF No 2 WEBS 2X4 SPF No2 'Except* W12 2 X 4 SPF Stud W5 2 X 4 SPF Stud W7 2 X 4 SPF Stud W1 2 X 6 SPF No 2 W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud REACTION$b/size) 10=2136/0-38 15=-1834/0-5-8 Max Horz 15—8181 (load case 3) Max Uplift15= 2284(load case 4) Max Grav 10=2136(load case 1) 15=4397(load case 5) FORCES;ib) First Load Case Only TOP CHORD 1-2= 338 2 3=2357 3 4=2772 4 5=3368 5 6=2302 6-7=2180 8 11= 1576 7-8= 197, 8 9= 738 910=2094 2-15=1834 BOT CHORD 1415=8049 13-14=5466 1213=4054 11 12=750 10-11=16 WEBS 4 13=1153 4-12=-2054 6 12=-160 68-1211 8-12=2007 9 11=1839 2-14=2810 3-14=1239 313-1739 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) All plates are MII20 plates unless otherwise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 5) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TP11-1995 angle to grain formula Building designer should verify capacity of bearing surface 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2284 Ib uplift at joint 15 7) This truss has been designed with ANSI/TPl 1 1995 criteria 8) Load case(s) 1234 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails Continued on page 2 Job A0985 Truss 017 Truss Type ROOF TRUSS Qty 3 Ply 1 A0985 La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T-6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Fn Jul 19 14 25 25 2002 Page 2 NOTES 10) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4-4 on top chord Design for unspecified connection(s) is delegated to the building designer Job Truss' Truss > A0985 D15 ROOF TRUSS Landmark Truss and Lumber Abbofsford B C V2T-6L4 71111 ' Qty I Ply 1 1 35 La Costa Glen BCH&'Sons i (optional) 4 201 SR1 s Nov 16 2000 MiTek Industries Ihc Tue Jul 09 09 33 45 2002 Page V 158 13 Scale = 1 62 7 Camber = 1/8 in 7 11 11 7 11 11 158 13 793 Plate Offsets (X,Y) [1 Edge 0 3 2]_[70£5 12"0~4~8] [110-4 12"0-3-0] _ ; I LOADING (psf) I TCLL 160 'TCDL 180 i BCLL 0 0 ! BCDL 120 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO : Code UBC97/ANSI95 i CSI ! TC ; BC : WB i (Mati 090 1 00 088 •ix) / 23 6 0 793 in (loc) l/defl -01911-12 >999 2660 , 300 '• PLATES j MII20 ! GRIP 197/144 DEFL Vert(LL) Vert(TL) -03311-12 >933 Horz(TL) 004 16 n/a IstLCLL Mm l/defl = 360 Weight 155lb Sheathed except end verticals Except 2 Rows at 1/3 pts 6-10 Rigid ceiling directly applied or 3 8-11 oc bracing 1 Row at midpt 8-9 57 7-11 2 Rows at 1/3 pts 3-11 i LUMBER BRACING ' TOP CHORD 2 X 4 SPF 1650F 1 5E 'Except* TOP CHORD ; T32X4DFN2400F20E EOT CHORD 2 X 4 SPF 1650F 1 5E 'Except* EOT CHORD B2 2 X 4 DF-N No 1/No 2 WEBS WEBS 2X4 SPF No 2'Except' W12 2X4 SPF Stud W5 2X4 SPF Stud W7 2 X 4 SPF Stud W2 2 X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W4 2 X 4 SPF Stud OTHERS 2 X 3 SPF No 2 'Except* BL2 2 X 6 SPF No 2 REACTIONS (Ib/size) 15=1179/0-3-8 16=1473/0-54 Max Horz15=-87(load case 3) Max Uplift15= 1957(load case 5) Max Grav15=4159(load case 4) 16=2103(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2= 1394 2 3= 1663 3 4=-1264 4 5= 1186 5 6= 235 7 10=-873 6 7=-196 7-8=-380 9-16=15 8 16= 1458 14 15=56 1 15= 1089 EOT CHORD 1314=12 12-13=1273 11-12=1557 1011=385 910=9 WEBS 3 12=-61 3 11=491 5 11=-232 5 7=-985 7 11=993 8-10=1078 1 13=1370 2 13—478 2-12=356 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 4) Bearing at jomt(s) 15 16 considers parallel to gram value using ANSI/TP11-1995 angle to gram formula Building designer should verify capacity of bearing surface 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1957 Ib uplift at joint 15 6) This truss has been designed with ANSI/TPI 1 1995 criteria 7) Load case(s) 1 2 3 4 5 6 7 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 8) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 26 6 0 for 300 0 plf 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2-1 Od nails 10) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4 4 on top chord Design for unspecified connection(s) is delegated to the building designer I Job j A0985 Truss J3 Truss Type MONO TRUSS A0985 La Costa Glen BCH & Sons SC149951F j (optional) R74602!>9 Landmark'•fuss and Lumber Abbotsford BC V2T 6L4 4201 SR1 s Jul 26 2002 MiTek Industries Inc Wed Sep 11 09 34 47 2002 Page! 0-110 , 3-9-14I 1 Scale =1169 BREAK 3-9-14 Plate Offsets (X Y|[2 0 2 140 2 8) LOADING TCLL TCDL BCLL BCDL (psf) 16 0 18 0 00 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 YES Code UBC97/ANSI95 CSI TC BC WB 0 67 0 15 0 04 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1 st LC LL I in 0 01 0 07 0 00 Mm l/defl (loc) 4 5 1 2 4 = 360 l/defl >999 >187 n/a PLATES MII20 Weight 1 7 Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 SPF No 2 2 X 4 SPF No 2 2 X 3 SPF Stud 'Except* 2 5 2 X 4 SPF Stud (Ib/size) 5 = 247/038 4 = 154/Mechamcal Max Horz 5 =79(load case 4) Max Grav 5 =451 (load case 6) 4 = 402(load case 8) BRACING TOP CHORD BOT CHORD Sheathed or 3 9 14 oc purlins except end verticals Rigid ceiling directly applied or 10 0 0 oc bracing FORCES (Ib) First Load Case Only TOP CHORD 12 = 23 26= 42 36 = 27 34=111 25= 204 BOTCHORD 45=0 WEBS 24=0 FIELD REPAIR IS DUE TO A BREAK IN RIGHT END VERTICAL NO PLATE DAMAGE Attach 2x4 SPF NO 2 scab as shown to one side of truss with 10 d common nails (0148 x30)@6 OC 2 rows NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 \ 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 3) Refer to girder(s) for truss to truss connections =r 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads LOAD CASE(S) Standard WARNING Vcnfv ilt sign i>iiHiineti'i:\ ami READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateTal support of individual , web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector -. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrlo Drive Madison Wl 53719 SE MiTek Industries, Inc x £ o<?ffIII»5§CD co 3,3 O 5, Q o f (DE.§9I(D §§iaa^OQ.Oll Oo CO<o O TOP CHORD 00 00 —• iGO-J-t* WO O OOO O o73 TJ I O Oom > -DTJ S 5 s5 o /o -nO S3 Z sIS Is <7> c CJ (D (Q CO TOP CHORD ©1 993 Mitek Holdings, Inc01 O o «)9-0 g- ? Q- c 3 a §1 i ail CD o. il > a . on CD O Job A0985 Truss D6 Truss Type ROOF TRUSS Qty 4 Ply 1 A0985 La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 7 11 11 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Fn Jul 19 14 31 14 2002 Page 1 15814 , 236-0 Scale 3/16 =1 Camber = 1/8 in *» **£> <#f*2. 3*4 - - 7 11 11 158 14 23-6-0 7 11 11 793 792 Plate Offsets (X.Y) [1 Edqe,0-2 8], [508 S.Edqe], [8 0 1-42 0-3 0] LOADINGS!) TOLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 097 BC 081 WB 088 (Matrix) DEFL m (loc) l/defl Vert(LL) 021 89 >999 Vert(TL) -031 8-9 >877 Horz(TL) 003 11 n/a IstLCLL Mm l/defl = 360 PLATES MII20 Weight 122lb GRIP 197/144 BRACING TOP CHORD Sheathed except end verticals BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing WEBS 1 Rowatmidpt 56 2 Rows at 1/3 pts 192846 LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 'Except' T1 2 X 4 DF-N 2400F 2 OE BOT CHORD2X4SPF1650F 1 5E 'Except* B22X4SPFNo2 WEBS 2X4SPFNo2 Except W1 2X4SPF1650F1 5E W22X 4 SPF 1650F 1 5E W3 2 X 4 SPF Stud W5 2 X 4 SPF Stud OTHERS 2X3SPFNo2 REACTION$b/size) 10=1053/0-64 11=1356/03-8 Max Horz 10=44(load case 6) Max Uplift10=-1867(load case 5) Max Grav 10=3838(load case 4) 11 =1542(load case 3) FORCES;ib) First Load Case Only TOP CHORD 1-10=954 1 2=1560 2 3=-968 3-4=884 4-5=45,6-11=834 11-12=521 512=231 BOT CHORD 9-10=282 8-9=1402 7-8=839 6-7=839 WEBS 1 9=1142 2 9=-46 2-8= 640 4 8=489 4 6=-1102 NOTES 1) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 2) Bearing at jomt(s) 11 considers parallel to gram value using ANSI/TP11 1995 angle to gram formula Building designer should verify capacity of bearing surface 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1867 Ib uplift at joint 10 4) This truss has been designed with ANSI/TP11-1995 criteria 5) Load case(s) 1 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a total drag load of 300 plf Connect truss to resist drag loads along bottom chord from 0 0 0 to 23 6-0 for 300 0 plf 7) Special hanger(s) or connection(s) required to support concentrated load(s) Design for unspecified connection(s) is delegated to the building designer I • Job A0985 : Truss IT68 Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 La Coste (optional) SC14995rP60293 '"LamTmarT T, uss and Lumber Abbotsfbrd BC V2T 6L4 4201 SRI s Jul 26 200TMifek Industries Inc Wed Sep 11 09 34 56 2002 Page! 56-1 0 le = 1 1096 600 SCAB1 FIELD REPAIR IS DUE TO A BREAK IN BOTTOM CHORD AT 24 TO THE RIGHT OF JOINT 22 NO PLATE DAMAGE Attach 2x6 SPF NO 2 scab as shown to one side of truss with 10 d common nails (0 148 x 3 0 ) @ 6 0 C ,3 rows ,26-4-4 , 30-76 34-7 0 , — 42 3-13 50-0-11 58-1 0 210-4 4-3-2 3-1110 78-13 Plate Offsets (X Y) |2 0 2 8 Edge] |6 0 0 8 Edge] [100 640481 [11008 Edge] [15028 Edge] [19 0 5 004 81 [25 0 5 0 0 LOADING TCLL TCDL BCLL BCDL (psf) 16 0 18 0 00 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 YES Code UBC97/ANSI95 CSI TC BC WB 1 00 0 35 0 65 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1st LC LL in 004 0 11 0 01 Mm l/defl doc) 25 26 25 26 28 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 360 Ib GRIP 197/144 LUMBER TOP CHORD EOT CHORD WEBS OTHERS 2 X 4 SPF No 2 2 X 6 SPF No 2 'Except* 8 23 2 X 4 SPF No 2 8 22 2 X 4 SPF No 2 2 X 4 SPF No 2 "Except* 3 26 2 X 4 SPF Stud 5 25 2 X 4 SPF Stud 9 21 2 X 4 SPF Stud 12 19 2 X 4 SPF Stud 14-182X4 SPF Stud 24 28 2 X 4 SPF Stud 21 28 2 X 4 SPF Stud 2 X 6 SPF No 2 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3 2 1 5 oc purlins except end verticals Except T Brace 67 11 20 Rigid ceiling directly applied or 6 0 0 oc bracing Except T Brace 8 28 T Brace 2 X 4 SPF No 2 3 25 7 28 14 19 REACTIONS (Ib/size) 20 = 1579/03827 = 1083/058 Max Horz 27 = 191 (load case 4) Max Grav 20 = 1672(load case 7) 27 = 1095(load case 6) case 7) 28 = 1836/038 17 = 945/058 28 = 1914(load case 6) 17 = 963(load FORCES (Ib) First Load Case Only TOP CHORD 1 2 = 23 2 29 = 1483 3 29 = 1398 3 4= 869 4 30= 786 5 30 = 786 5 31 = 227 6 31 = 141 7 24 = 144 6 7= 201 7 32 = 776 8 32 = 776 8 33 = 779 9 33 = 779 9 34 = 660 10 34 = 654 10 20= 1262 10 11 = 211 11 35= 106 12 35= 192 12 36= 377 13 36= 444 13 14= 527 1437= 1124 15 37= 1208 15 16 = 23 2 27= 974 15 17= 839 BOT CHORD 26 27 = 316 25 26 = 1327 24-25= 194 23 24= 234 23 28= 132 22 28= 98 8 28= 300 21 22= 233 20 21 = 569 19 20= 660 18 19 = 1067 17 18 = 304 WEBS 3 26= 27 3 25= 659 5 25 = 344 5 7= 612 7 25 = 1267 7 28= 7358 9 28 = 377 9 21 =119 9 20= 166 10 12= 320 10 19 = 1445 12 19= 430 14 19= 732 14 18 = 28 226 = 1029 1518 = 776 24-28 = 42 2128=338 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to svmd The lumber DOL increase is 1 33 and the plate grip increase is 0 76 SEP 1 2 Cofititfued on page 2 /$Q? WARNING \'ci-ij\- tlesixn parameters and READ NOTES ON THIS AND RKVERSE SIDK BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and isJor an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is lor lateral support of individual • web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult OST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 MlTek Industries, InC Indicatewhichbe§ oD OCQ Qw ^j-?§"U O O B g 3 s 8 ii§ -CD Q. rr aa-oao O>oc/> 83 oo GOo o Oo Oo —'*-j -vj en8 g 3 Ji, O Q 8 oo -o s °° TOP CHORD " Ii ^ _^ J g -I o 3 32J8 2 > >3 3 ;oO Z! m <F)™ OiR C5 II ^ TOP CHORD ?<-Ico C C7 (D CO <</>_ 3"©1993 Mitek HoldinncI &i I |f1 I! O CT"0 0 5 =tQ CD CD— * c/> 3- o D Q ^5CD 3i^ §ci § Sis o i |i oo.i^ CD o i cianQ-zi oo D Q. 1 Q. i a 7T g^ | ^PJ CD <jo o" O CD "§- CD 3 each face of trussaTQ 3- to ^8 *30 3 ys o bear tightly againC/) CD Q O D"ownera a Q o her interested partCD C/J E o. D CQo_ CD CO (Q CD ir erection superviso •Q 3 T3 CD — 1 a CD O O •D S r^rfthis truss design 1o 5 CD 0 Q Q (Q (D O -O 0)io_ Jf 3 m Q c" o 0 5 o^? a O Qc$ •o 5 T3 (D >r O (D (D 3 CO Q^ <f ^? -z. O (D(n Job A0985 Truss T68 Truss Type ROOF TRUSS Qty 1 Ply 1 A0985i La Costa Glen BCH & Sons SC14995TF60298 (optional) Landmark~T: uss and lumber "Abbotsford BC V2T 6L4 4201 SR1 s Juf26~2002~ Mitek Industries Inc Wed Sep 11 09 34 56 2002 Page 2 NOTES 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 5) Bearing at jomt(s) 28 considers parallel to grain value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 6) This truss has beer designed with ANSI/TPI 1 1995 criteria 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along th» Ton Chord nonconcurrent with any other live loads 8) Design assumes 4x2 {flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 lOd nails LOAD CASEISI Standard SEP 1 2 ?no2 WARNING lrn/v ilesign ptinimt'icrx mid READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison WI53719 MlTek Industries, InC € D2" Q-S" ®CD en9 o5 o(Q Q o otl8ao qga Q O *ai aCD a ^ I -o aooS"- oo oo —• §2§ oo TOP CHORD ^ 5 o ;a D TOP CHORD c CJ (D (Q CO 7S ©1993 Mitekldings, Inc5sii !I s Job A0985 Landmarl | Truss GS67 . Truss and Lumber Abbotsford Truss Type Qty ROOF TRUSS 1 Ply i A0985 La Costa Glen BCH & Sons 1 SC149951 (optional) BC V2T 6L4 4201 SRI s Jul 26 2002 MiTek Industries Inc Wed Sep 1 1 09 34 46 2002 Page! R74602E7 S-O-5 23-6-0 ,26-4 4 , 30-7 6 . 34-7 0 78-13 2 10-4 4-3-2 3-11 10 78-13 THIS REPAIR ASSUMES THERE IS NO DAMAGE TO PLATES 400 fT2~ 5x8 = 3x6 || 3x8 _ 3x6 6. . . .. 11 1 c = 3x6 5x6 -f- Scale= 1 1175 7x12 =8x12 =3x6 3x6 12 5x6 13 8x8 3x4 TEMP AND PERMANENT BRACING PLAN SHALL BE DESIGNED %tfQUALIFIED BLDG DESIGNER AND APPROVED BY ARCHITECT PROJECT ENGINEER AND LOCAL BLDG DEPT . 8-0-5 . 15-9-3 , 23-6-0 ,26-4-4. 30-76 .34-70 , - 423-13 7-8-13 7-8-13 2 10-4 4-3-2 3-11 10 78-13 Plate Offsets (X Y)[2 0 2 8 Edge] [4006030] 113002030) [15 02 8 Edge) [170400212] [18024048] [24050048] [25 0 4-0 0212] LOADING TCLL TCDL BCLL BCDL (psf) 16 0 18 0 0 0 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 YES Code UBC97/ANSI95 CSI TC BC WB 0 68 0 35 0 66 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1 st LC LL Mm in 0 04 0 11 0 01 l/defl doc) 24 25 24 25 27 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 556 Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2 X 4 SPF No 2 2 X 6 SPFNo 2 'Except* 8 22 2 X 4 SPF No 2 8212X4 SPF No 2 2 X 4 SPF No 2 'Except* 3 25 2 X 4 SPF Stud 5 24 2 X 4 SPF Stud 7 27 2X4 SPF Stud 9 27 2 X 4 SPF Stud 9 20 2 X 4 SPF Stud 12 18 2 X 4 SPF Stud 14172X4 SPF Stud 23 27 2 X 4 SPF Stud 20 27 2 X 4 SPF Stud 2 X 4 SPF Stud BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4 3 4 oc purlins except end verticals Except T Brace 67 1119 Rigid ceiling directly applied or 6 0 0 oc bracing Except T Brace 8 27 T Brace 2 X 4 SPF No 2 3 24 7 27 14 18 (Ib/size) 19 = 1600/038 26 = 1089/058 27 = 1815/038 16 = 871/058 Max Horz 26 = 202(load case 4) Max Grav 19 = 1686(load case 7) 26 = 1102(load case 6) 27 = 1889(load case 6) 16 = 889(load case 7) FORCES (Ib) First Load Case Only TOP CHORD 1 2 = 23 23= 1495 34= 884 4-5= 801 56= 228 7 23 = 134 6 7 = 201 7 8 = 748 8 9 = 753 9 10 = 660 10 19= 1264 1011= 211 11 12= 192 1213= 379 13 14= 528 14 15= 1214 2 26= 980 15 16= 764 BOT CHORD 25 26 = 317 24 25 = 1338 23 24= 174 22 23= 246 22 27= 111 21 27= 72 8 27= 303 2021=234 1920=558 1819=660 1718 = 1072 1617 = 329 WEBS 3 25= 30 3 24= 655 5 24= 340 57= 625 7 24 = 1260 7 27=-3338 9 27= 350 9 20 = 116 9 19= 188 10 12= 322 10 18 = 1447 12 18= 430 14 18= 737 14 17 = 30 225 = 1040 1517=756 2327=74 2027=326 FIELD REPAIR IS DUE TO A CRACK IN VERTICAL WEB 8-22 JUST BELOW THE 5X16 PLATE NO DAMAGE TO PLATES Attach 2x4 SPF NO 2 scab as shown to one side of truss with 10 d common nails (0 148" x 3 0") @ 6" 0 C , 2 rows Continued on page 2 SE /£& WARNING Verify design i>tir(iwetcr.\ and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of budding designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector ,, Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison WI53719 MlTek Industries, IllC II o£=; oD O(Q Q CO Z±-r^ o lo Ei o Xrv ° us o o §D o a CD" o_ ^ it Z« <ra 2 58* 3 53 (D O a. $ -o o g op a 3 3 § o i^ CD CD CD -i- Q ?^§&E Q o " 3 CD 5 Q "0 T3 ro OO CDn O 2 > oo GO ™§ O O K3 O O TOP CHORD 8 1 1 CD Oy TOP CHORD O -D Oc_5W *j 8 a (D 5' (Q CO S" a s s §1 n II>s|8is t!i CTCD C/) o cr ighagainst eachProvide copies of this truss design to thebuilding designer erection supervisor propeowner and all other interested partiesFailure to Follow Could Cause PropeDamage or Penal InjuryAFailGeneral Safety Notesso - >' . Job" 1A0985 Landmark Truss GS67 j Truss Type :ROOF TRUSSi Qty 1 fp'ly ] A0985" uTcbsta Glen BCH & Sons (optional) SC149951 D R74602i7 and Lumber Abbotsford B~C V2T 6L4~ "4201 SRI s Jul 26 2002 MiTek Industries Inc Wed Sep 11 09 34 47 2002 Page 2 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanhne on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per -.BC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers e;->»t, tie left is exposed and the right is not exposed If porches exist they are not exposed to wind Tfe lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face) see MiTek Standard Gable End Detail 4) Provide adequate drainage to prevent water ponding 5) All plates are 2x4 MII20 unless otherwise indicated 6) Gable studs spaced at 1 4 0 oc 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 8] Bearing at jomt(s) 27 considers parallel to grain value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 9) This truss has been designed with ANSI/TPI 1 1995 criteria 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 lOd nails LOAD CASE(S) Standard WARNING Verify ilcxiKn /xirainetcrs and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofno Drive Madison Wl 53719 MiTek Industries, IflC II•a o 8aoc O"O *in!*2 S tHIO Co — CD Q O CD=» co < o o > 00 00 - o e i ooro % z % TO 3 3 ^o TOP CHORD 1 TOP CHORD " C CJ CO ©15I 2 t7?x Oa. (O CA o Q Da 5 CO Q a OD O— +1 c w? CO o O~* en o a cTj CD X CD O CO& D ^• Q O. DCQ CD TJ O "D•D § a Q "O O C?i? o D CDOCQ D CD 0 -3 0 O I i_ 3 ST5! O •QaCD ^ 0 O GO Co_ D 3 Q o CO D -j O CD Qa 8 — hg z* Og P CO CO€5 8 " o -O -^C Q ^8I? CD w Q be of the speciesequal to or better 15 Q ^J CD O j^ *^- 1 u CD 3 D 3 C •Da CD 1 S D_ c/> T) CD C/)ze and location dirgCD & O CD CO o"i camber for dead 1ooo_ 0 responsibihty of truss fabn<i. ) ~4-o Om CD E7i Q non-structural con£2 Q- -5 | Q CD treated lumberC; "> %$ CD"R -K CD ssly noted this desior use with fire reta3.<° Q -3 3 CO ?! Q ^ ^ CO O 3"D Q_not exceed 1 9% a1^> ^0a C/)o o /^ise noted moisturCD o 0 1 E|i.® CD" I <!. J O 1+ ®o a =r o" O 03a Q 0a ^ Q 0 O 3" CD O3-3. i s-8 oo Q n CO Q.embed fully Avoid knots amu. | CD CO "O n ites on each face of truss ato N> |g <°3 CD ibers to bear tightly against (nuo owner anCT 5 CO. r\designer erection supervisorid all other interested parties"O 3 "D CD =1- -•Provide c;opies of this truss design to 1IT CD O Q Q "8 or Personal InjuryTlQ c" <D 6"Follow Could Cause•D 5 ^ >^ O (D D (D 3 CO Q 5f^? 0 <Da> Job ;A0985 i I Truss T46 Truss Type ROOF TRUSS I A0985 La Costa Glen BCH & Sons 1 R74602S.6 SC149951 C| (optional) Landma'rK ^"russ and Lumber" Abbotsford B C V2T 6L4 4T01 SR1 s Jul 26 2002 Mitek Industries Tnc Wed Sep 11 09 34 52 2002 Page 1 0-11 (18-0-12 6-1 15 FIELD REPAIR IS DUE TO A BREAK AT 24' FROM TOP OF WEB 5-1 fl AND 6-11 AS SHOWN 400 |T2 Attach 2x4 $rF NO 2 scab centered over breaks to one sirtr (0 148 x 3C • uss with 10 d common nails ) @ 6 0 C 2 rows Scale = 1 62 9 8x8 6-1 15 5-11 7 5-11 7 3-0-0 Plate Offsets (X Y)|2 028 Edge) LOADING TCLL TCDL BCLL BCDL (psf) 16 0 18 0 0 0 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 NO Code UBC97/ANSI95 CSI TC BC WB 0 80 0 56 0 82 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1 st LC LL in 0 05 0 15 004 Mm l/defl doc) 11 13 13 14 9 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 130 Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 SPF No 2 2 X 4 SPF No 2 2 X 4 SPF No 2 'Except* 3142X3 SPF Stud 3 13 2 X 3 SPF Stud 5 13 2 X 3 SPF Stud 6112X3 SPF No 2 7112X3 SPF No 2 7102X3 SPF No 2 2 142 X 3 SPF Stud BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3 8 6 oc purlins except end verticals Rigid ceiling directly applied or 10 0 0 oc bracing 1 Row at midpt 89 511 79 (Ib/size) Max Horz 9 = 1494/038 15 = 1279/058 15=217(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 2 = 23 2 16= 1763 3 16= 1697 3 4 = 1597 4 17= 1535 517= 1482 518= 1036 618= 968 619=918 719=918 7 20 =75 8 20 = 38 921= 456 8 21 = 166 215= 1195 BOT CHORD 1415 = 186 1314 = 1610 1213 = 1457 1112 = 1457 1011=695 910 = 694 WEBS 314= 250 313= 179 5 13 = 248 5 11 = 732 611=18 7 11 =622 7 10 = 92 79= 1184 214=1472 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and tine right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 1 6 7 8 9 10 11 12 13,14 15 16 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mtd panels and at all panel points along the Top Chord nonconcurrent with any other live loads SEP :ontinued on page 2 ££g'WARNING Verify ilesif-n i>tinimet<!rs ami KKAD NOTES ON THIS AND REVERSE SIDE BKl'ORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual /web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector 'Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 MiTek Industries, Inc < D2" O.O O^ Q5 o(Q QCO ^-?° •§ O O Q O C BEG39?icf§CD „ 3 u CD <_Q o <asa CD Q. ^ II!</> TOP CHORD < CO ;=: < CO O oR§ 0000—- 8 -o IS. ' -O O § § O O Tl Oc_Xc3 CJ (D (Q (D TOP CHORD ©1993 Mitek HoldingncCJl Care should be exeand installation of tisd CO CO CD CD 00 Q_ 5 a a CQ ft)\\J Io S Do not cut or alter tnprior approval of ajss members or fprofessional enCO Si5 a CD CD 3 | ! CO Do not overload rocof construction ma1Df or floor trusseterialsCO 1 D" c/> DO 7^en S Anchorage and/or l<to trusses are the reshownoad transferringsponsibihty of oJ§ C CDD r^ ^1 =Bottom chords reqispacing or less if notherwise notedli 5 CT p c -+ D —. CD °g; =* s Top chords must be ;at spacing shown csheathed or pur>n design1 15. & -o Lumber shall be of 1all respects equal 1specifiedfhe species anco or better thai_i "- i§ ol OO Plate type size andindicate minimum flocation dinnerbating requirenCD — " « O 3 ^Camber is a non-stiis the responsibility cpractice is to camb*!!-l§ ctol C? § D Q. CD Q S °a 0 Unless expressly notapplicable for use \preservative treateiIII ^%%Q 52 3- ^ cn Unless otherwise nolumber shall not excfabricationCD CD CD O. Q. ^Q O 5^ CO a| 3 " CD § C; * Q C-"• 3c; CDfeg?EI ol i"!t?3" O 1+ ®O Q. =ro 0 0^a D 0 § §^ •§« 3-5 CO Place plates on eaijoint and embed fuat joint locations:h face of trusslly Avoid knots10 1" N)Cut members to beotheriar tightly againSO- CD o IT —Provide copies of trbuilding designer eowner and all otheius truss designrection supervi:• interested panCD ° O "•o3 3° S O Q Q (Q <D 0 I D 3 1 -n Q ilure to FollowOoca. O Q C Cft (D "D 3 TJ (D^ ^, Genera</> Q <D < Z O (fa> "Job !A0985 ]Truss I T46 Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 La Costa Glen BCH & Sons | : {optional) R74602b6 SC149951 C , Landmark 1 ross and Lumber Abbotsford B C V2T 6L4 4 201 SRI s Jul 26 2002 MiTek Industries Inc Wed Sep'l 1 09 34 52 2002 Page 2 NOTES 7) Special hanger (s) or connection(s) required to support concentrated load(s) Design for unspecified connection(s) is delegated to the building designer LOAD CASE(S) Standard Except I) Regular Lumber increase = 1 25 Plate Increase = 1 25 Uniform Loads pfti Veil 12=680 26=680 67=680 78=680 915= 240 Concentrated Loads (Ib) Vert 21 = 290 0 6} 1st Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 2= 3000 21 = 154 0 7) 2nd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 16= 300 0 21 = 1540 8) 3rd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 17= 300 0 21 = 1540 9) 4th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 18= 300 0 21 = 1540 10) 5th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 19= 300 0 21 = 1540 II) 6th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 20= 300021 = 1540 12) 7th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 8= 3000 21 = 1540 13) 8th Sprinkler Load Lumber Increase = 1 25 Rate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 3= 300 0 21 = 1540 14) 9th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 5= 3000 21 = 1540 15) 10th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 6= 3000 21 = 1540 16) 11 th Sprinkler Load Lumber Increase = 1 25 Plate lncrease= 1 25 Uniform Loads (plf) Vert. 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert. 7= 300021= 1540 SEP -WARNING Vcnj\ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE US£ Design valid (or use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 MiTek Industries/ x -aI o a sQ o a CD" a. ^ a jg-o ago0033QC CD CD CO 4-(D 01 3 D CD3- _». co co -10 o 0 -0 Qsi33 "" 3 CD 5a^Q - Q:OC£ ^ 5c: O 00 00 —• en -D § WO TOP CHORD »oR 1 3o OOQ 2 O O ^j a<D (Q CO (D TOP CHORD Ol — ' O O Q a 5 3- Q_ o; o o — h CO CO CD CO o Q cB CO o & £ CD 1o GOa D :r Q P- CO CD 8 cf D •D O Q "D•o i Q O — h Q •D 5_ Q1 5S O D Q CD CD D CD CD & ^0 g Q ! 3 CD o? g T3a CD | O ~+ a § i- o^ o 3 Q O Q 5T D O O CD a 1 g ^!8 t c en ? 1w CO i s I o | i?i I QQ o 1 CD K) 0 — t" 3 CD O~ CD &O to bear tightly against ecLj O IT I CD Q CL Q_other intere:V)I •D Q CD CO CT a D CD & CO <Q •^ier erectioni supervisor po a>CD , •^o a CD oo "O CD 1 IT Crt K > design to thCD 0 Q Q (Q (D O^ •o ersonalJ3 "c 3 Tl Q c" (D 3" -n O_ 6~ O O a O Q C V) <D T3 5 T3 (D•^ O (D3 (D Q CO Q 0 ^? Zo 3" 0) : Job ; A0985 j Truss i J48 Truss type ROOF TRUSS A0985 La Costa Glen BCH & Sons Landmarl li^ss and Lumber Abbotsford BC V2T'6L4 "4201 SRi s Jul 26 2002 MiTek Industries Inc" Wed Sep 11 09 34 48 2002 Page 1 7 10-15 15-9-14 FIELD REPAIR IS DUE TO A PANEL OF WtS 3-6 AND 3- Attach 2x1 SPr NO 2 scab to one side of truss with 10 d (0 148" x 3 0") @ 6" 0 C BREAK IN MID AS SHOWN entered over breaks common nails 400 [T2~ rows 8x8 Scale = 1 58 8 7 10-15 7 10-15 710-15 Plate Offsets (X Y) (2028 Edge] [4 Edge 02111 LOADING TCLL TCDL BCLL BCDL (psf) 16 0 18 0 00 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 YES Code UBC97/ANSI95 CSI TC BC WB 083 0 48 045 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1stLC LL in 008 0 16 001 Mm l/defl doc) 5 6 5 6 5 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 74 Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 SPF No 2 2 X 4 SPF No 2 2 X 4 SPF No 2 'Except* 2 6 2 X 3 SPF No 2 3 6 2 X 3 SPF Stud (Ib/size) 7 = 789/058 5 = 712/Mechamcal Max Horz 7 = 211 (load case 4) Max Grav 7 = 805(load case 6) 5=765(load case 9) BRACING TOP CHORD BOT CHORD WEBS Sheathed or 5 2 7 oc purlins except end verticals Rigid ceiling directly applied or 10 0 0 oc bracing 1 Row at midpt 4535 FORCES (Ib) First Load Case Only TOP CHORD 27=696 12 = 23 28=637 BOT CHORD 67 = 92 56 = 531 WEBS 26 = 48336=1435=636 38= 486 39 = 127 49=40 45= 225 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left ;s exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DDL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 3) Refer to girder(s) for truss to truss connections v 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads LOAD CASE(S) Standard , - WARNING Verify tit-sign panwH'lcr* ami RF.,\D NOTES ON THIS AMD REVERSE SIDE HEl-'ORE USE Design Valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation ot ; component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual '"' web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector i. Additional permanent bracing of the overall structure is the responsibility ot the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onolno Drive Madison Wl 53719 SEP MiTek Industries, Inc IIo- <?CD o>§ o3 O9 9- Q- D OO O O" g_ If "IQ. X£*3 CD-io 0 3?o Q- a3 O 5illJJ§cq S + CD ISCD Q. g a oQQ — =Ta® >|||||[|llllllllilUziiiinimim zlrf^HllU fiiiiim ® ® > ^•S \ — H 3f\ "-WIp-fB s< * ^a ® —® 3 ft P21 '-1LJ•••g TOP CHORD S^"/"! XO3 O S^anO *—I R S £ 0 0 S 50§;ir V ^ ;=: rj /^\ 2 </) ^ i^ •o o o ^ « 1 > Sis 0~ ? o S^°>F > Q m -i -H Z S > 0 i 0=0 £ i S|== S S s|S 9 QOCO-J —loo "" 53c/>5 con(JJ (^J — i i l^W ^^ ^ —» %^ yj I^W (^ g^ §S 8 8 IB 1 -s| s? | I H § -/->^^J ^ so — < S no cow^j^ w 0 SiS 0 <5 <J < O ij S S^K -" ^ WTO— ' — 'to j^ r^. 5? 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Job !A0985 j Truss I Truss Type ROOF TRUSS A0985 La Costa Glen BCH & Sons R746029& (optional)SC149951 B "Landma k r,jss"and Lumber "Abbotsford BC V2T 6L4 4201 S'RI s Jul 26 2002 MiTek Industries Inc Wed Sep 11 09 34 49~2002 Page 1 71111 . 15-8-13 , 23-6-0 , 26-6-0 Scale = 1 65 0 12 3x6 I 11 4x6 = 10 5x10 = 7 11 11 15-S-13 4x4 = 2x4 26-6-0 7 11 11 79-3 [1 Edge 014] [5 0 0 0 0 2 61 16 0 6 4 0 4 0] [10 0 3 6 0 3 79-3 3-0-0 Plate Offsets (X Y) LOADING TCLU TCDL BCLL BCDL (psf) 16 0 18 0 0 0 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 NO Code UBC97/ANSI95 CSI TC BC WB 0 99 0 70 0 99 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1 st LC LL Mm in 009 024 002 l/defl doc) 10 11 10 11 14 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 138 Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2X4 SPF No 2 'Except* 1 3 2 X 4 SPF 1650F 1 5E 2X4 SPF No 2 2X3 SPF No 2 'Except* 5 9 2 X4SPF 1650F 1 5E 2 11 2 X 3 SPF Stud 4-10 2X 3 SPF Stud 1 12 2 X 4 SPF Stud 2X4 SPF Stud *Except* 7 142 X 6 SPF No 2 7 8 2 X 4 SPF Stud 2 10 2 X 4 SPF No 2 4-62X4 SPF No 2 BRACING TOP CHORD BOT CHORD WEBS Sheathed excepi end verticals Except 1 Row at midpt 5 9 Rigid ceiling directly applied or 10 0 0 oc bracing Except 6 0 0 oc bracing 8 9 1 Row at midpt 78210 (Ib/size) Max Horz 13 = 1179/038 14 = 1473/054 13 = 122(load case 4) FIELD REPAIR IS DUE TO WEB 6-10 BEING DAMAGED THIS REPAIR ASSUMES THERE IS NO DAMAGE TO PLATES Attach 1/2' CDX, SIR 1, plywood gussets to each face of truss with 10 d common nails (0148 x30)6'OC 2 rows with minimum amount of nails per face of each member shown circled Note 1 5/32, exp 1, 32/16 span rated O S B may be substituted for plywood FORCES (Ib) First Load Case Only TOP CHORD 115= 1749 215= 1665 23= 1250 316 = 69= 883 56= 200 618= 380 7 18= 372 1 13= 1009 BOT CHORD 1112 = 201 1011 = 1579910 = 38689=8 WEBS 211=1132 10= 532 4-10= 222 4-6= 959 1168 8 14 = 4 16= 1167 4 17= 234 5 17= 148 22 7 14= 1451 12 13 = 94 610 = 973 79 = 1076 1 11=1409 NOTES 1 ) This truss has been checked for unbalanced loading conditions 21 This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 5) Bearing at jomt(s) 13 14 considers parallel to gram value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface S^Ttiis truss has been designed with ANSI/TPI 1 1995 criteria uroed on page 2 WARNING \'c'nj\puntim-icrs and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult OST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate institute 583 D Onofrio Drive Madison Wl 53719 MiTek Industries, ItlC Ig^8C?S§8CQ Qw i±T- Oc =>•D O•o crgo ll 8ao Ximenso slotspediThe first dimension is the wipendicular to slots Secsion is the length pa:'This symbol indicatesrequired direction ofconnector platesCD a § s ° o o ro co ^s 8 OOo Ica > o rooo O O s TOP CHORD §- TOP CHORD o cr (D CO 3" 'I i | Job A0985 uss 7 Truss Type ROOF TRUSS : Qty . 17 ;Ply i 1 A0985 La Costa Glen BCH & Sons (optional) R74602SJ5 SC149951 B Laridmary."''russ and Lumber Abbotsford BC V2T 6L4 4201 SRI s Jul 26 2002 MiTek Jiidustnes Inc Wed'Sep 11 09 34 49 2002 Page 2 NOTES 7) Load case(s) 8 9 10 11 12 13 14 15 16 17 18 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 8) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 10) Special hangerlij or connection(s) required to support concentrated load(s) 290 Olb down at 26 4 4 on top chord Design for unspecified connection!* ;« delegated to the building designer LOAD CASEIS) Standard Except I) Regular Lumber Increase = 1 25 Plate Increases 1 25 Uniform Loads (plf) Vert 15=680 67=680 812= 24 0 Concentrated Loads (Ib) Vert 7= 290 0 8) 1st Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 7= 1540 1 = 300 0 9) 2nd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 7= 1540 15= 300 0 10) 3rd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 7= 1540 16= 300 0 II) 4th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 7= 1540 17= 3000 12) 5th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 5 = 300 07= 1540 13) 6th Sprinkler Load Lumber Increase = 1 25 Rate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7 = 154 0 18 = 300 0 14) 7th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7= 4540 15) 8th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7 = 454 0 16) 9th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7 = 154 0 2 = 300 0 17) 10th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert. 7= 15404= 3000 18) 11th Sprinkler Load Lumber Increase = 1 25 Plate Increase =1 25 Uniform Loads (plf) Vert 1 5= 360 67= 36 0 8 12= 240 Concentrated Loads (Ib) Vert 7 = 454 0 SEP 1 2 ?n()2 ^g^ WARNING Verify design paniinelcm and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTeK connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual ; .web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector tAdditifinal permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 MlTek Industries, lflC id§8CQ Q— •73 O II8ao x§nT3 CD < Q O <a Q a o^ 5 O</> TOP CHORD oo ~CD nO ron u §8 OO 00 —• OON5 3 8om > 3 1 a S §s CJ (D (Q (D TOP CHORD 1 CD K> Oc t memo~ CD CO ? CT 8 (Q 1 Q CQ Q D CO CD Q O D" i nerana Q. g_ CD 5 CD CDco 0 CT a. CQ n CDco CQ CD CD CD O O £ D--5 E CD 2q. CD CO £/) Q 73 0 73 (Tl*.U . TJ o CD O O 73 $o i en en C/) a CD GO CQ O CD O Q Q (Q ® O t Q JT 1 -n Q c" (D ? Tl O_ 03 oo a OQ C$ •D S T3 ® =! ^ o (D (D Q O> Q^ S* < Z O 3"<y> Job A0985 Truss T12 Truss Type ROOF TRUSS Qty 65 Ply 1 A0985 La Costa Glen BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T-6L4 4201 SR1 s Nov 16 2000 MiTek Industries Inc 0 11rO 71111 15 8 13 . 236-0 Mon Aug 1 2 1 5 20 1 1 2002 Page 1 266-0 . 11-0 71111 793 793 30-0 Scale 3/16 =1 j Camber = 3/16 in 7 11 11 793 793 30-0 LOADING^ TCLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 1 00 BC 072 WB 045 (Matrix) DEFL m (loc) l/defl Vert(LL) 009 11 12 >999 Vert(TL) 0 25 1 1 12 >999 Horz(TL) 003 9 n/a IstLCLL Mm l/defl = 360 PLATES GRIP Mi!20 137/144 Weight 129lb LUMBER BRACING TOP CHORD 2X4 SPF No 2 *Except* TOP CHORD Sheathed except end verticals Except T1 2X4SPF1650F1 5E IRowatmidpt 610 BOT CHORD 2X4 SPF No 2 EOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing WEBS 2X3 SPF No 2 'Except* WEBS 1 Row at midpt 89311 5-7 W8 2 X 4 SPF 1650F 1 5E W10 2 X 4 SPF Stud W3 2 X 3 SPF Stud W4 2 X 4 SPF No 2 W5 2 X 3 SPF Stud W7 2 X 4 SPF No 2 W12X4SPF1650F1 5E Plata Of sets (X Y) [2028 Edge], [600 0,0 26! [1104 12,0 3-0] REACTION^b/size) 9=1494/03-8 13=1279/0-5-8 Max Horz 13=138(load case 4) FORCED) First Load Case Only TOP CHORD 1 2=23 2 14= 1851 3 14-1767 3-4= 1324 4 15= 1241 515= 1240 5-16= 221 6-16= 135 7 10=-935 6-7= 204 7 17=-469 8-17= 465 8 9= 1457 2 13= 1178 BOTCHORD 1213=286 11 12=1676 1011=471 910=13 WEBS 312= 101 3 11=563 511= 192 57= 1041 711=953 8 10=1144 212=1418 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 5) This truss has been designed with ANSI/TP11-1995 criteria 6) Load case(s) 1 234567891011 12131415 16 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails ^-^ Job A0985 Truss T12 Truss Type ROOF TRUSS Qty 65 Ply 1 A0985 La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Mon Aug 12 15 20 11 2002 Page 2 NOTES 9) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26-4 4 on top chord Design for unspecified ccnnection(s) is delegated to the building designer "-,--rvr-3=^"i;. ~ l~.i Job A0985 Truss T72R Truss Type ROOF TRUSS Qty 1 Ply 2 A0985 - La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T-6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Tue Aug 13 14 04 43 2002 Page 1 6-3 15 12-47 18-4 14 24 5-6 2889 32 11 13 37 2 12 Scale = 1 77 0 Camber = 1/8 in 6315 12-47 18-4 14 245-6 2889 32 11 13 37212 63 15 607 607 607 43^43-4 4215 Plate Offsets (XY) [10 0-5-8,0 4 01J21 0-0-12,0-4-0] LOADING^) TCLL 160 TCDL 180 BCLL 00 BCDL 120 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 062 BC 072 WB 099 (Matrix) DEFL m (loc) l/defl Vert(LL) 00616-18 >999 Vert(TL) 018 16-18 >999 Horz(TL) 001 15 n/a IstLCLL Mm l/defl = 360 PLATES GRIP MII20 197/144 Weight 492 Ib LUMBER BRACING TOP CHORD 2X4 SPF No 2 *Except* TOP CHORD T32X4SPF2100F18E BOT CHORD BOT CHORD 2X6 DF-N No 1/No 2 'Except* B32X6SPF1650F15E WEBS 2X4 SPF No 2 'Except* W3 2 X 4 SPF Stud, W4 2 X 4 SPF Stud W5 2 X 4 SPF Stud, W7 2 X 4 SPF Stud W9 2 X 6 SPF No 2 W13 2 X 4 SPF Stud W1 2 X 4 SPF Stud W2 2 X 4 SPF Stud OTHERS 2X4DF N1800F1 6E REACTION §b/size) 20=1707/0-7 12 15=10626/0 4-15 21=3521/0-2 0 Max Horz 20= 121 (load case 4) Max Grav20=1709(load case 6), 15=10626(load case 1) 21 =3568(load case 7) FORCES;ib) - First Load Case Only TOP CHORD 1 2=23 2-3=3198 3-4=-3139 4-5-1215 56= 1215 67= 1210 7-8-193 89=29 10-13=1401 910-6 10-11=1098 1221=1369 11-21 =-2152 2-20=-1567 BOT CHORD 1920=154 18-19=3107 17-18=3057 16-17=3057,15-16=2046 14 15=-2046 13-14=1099 1213=22 WEBS 3-19=73 3 18=-55 4-18=1781, 4-16=-2316 6-16=24, 7-16=5029, 7-15= 7427 7 14=4377 8-14=129 810=-161 10-14=-! 744 219=3038 11-13=2169 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level, using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load, 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC-97 Continued on page 2 Sheathed or 6-0-0 oc purlins except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing Except 6-0-0 oc bracing 15-1614-15 Job A0985 Truss T72R Truss Type ROOF TRUSS Qty 1 Ply 2 A0985 La Costa Glen - BCH & Sons (optional) Landmark Truss and Lumber Abbotsford B C V2T-6L4 4 201 SR1 s Nov 16 2000 MiTek Industries Inc Tue Aug 13 14 04 43 2002 Page 2 NOTES 5) Bearing at joint(s) 15 21 considers parallel to grain value using ANSI/TP11 1995 angle to grain formula Building designer should verify capacity of bearing surface 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 21 7) This truss has been designed with ANSI/TP11-1995 criteria 8) Load case(s) 1 234567 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 9) 2 ply truss to be connected together with 0 131 x3 Nails as follows Top chords connected as follows 2X4 1 row at 0-9 0 oc 2X4-1 row at 0 9-0 oc Bottom chords connected as follows 2X6-2 rows at 0 5-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2X4-2 rows at 0 9-0 oc 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails 11) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 37 2 12 on top chord Design for unspecified connection(s) is delegated to the building designer b A0985 i Truss |T47 Truss Type ROOF TRUSS Qty 1 Ply 1 'A0985""La Costa Glen "BCH'fi. Sons" Landmark Truss and Lumber Abbotsford B C V2T 6L4 Q-11 0 _ 6-9-15 0-11 0 R7450 SC149951(optional) ~4~20"1 SRI s JuT2"6To"0~2~Mite~k Industries lnc~Wed"Sep"l i~0~9 34 53 2002~'~Page 1~"OF 2 SEE PAGE 2 FOR REPAIR CALCULATIONS 13-5-5 , 20-0-12 . 23-0-12 26-6-0 6-9-15 6-77 FIELD REPAIR IS DUE TO A BREAK IN WEB 5-1 3 24" FROM TOP AS SHOWN 40° T1 Attach 2x^ SPF NO 2 scab as shown to one side of truss with 10 d common nails 3x4 (0 148" x 8 0") @ 6" 0 C , 2 rows 6-77 4x8 5x10 rr f 3x6 Scale = 1 62 9 21 grty of CARtSBAB = 13 3x4 = 13-5-5 12 3x4 = 20-0-12 11 4x8 = 23-0-12 10 1x4 --- B 9 4x4 6-9-15 6-77 6-77 (• 26-6-0 3-0-0 3-5-4 Pia'te Offsets (X Y)[2028 Edge! LOADING TCLL TCDL BCLL BCDL (psf) 16 0 SPACING Plates Increase 180 Lumber Increase 0 0 Rep Stress Incr 200 1 25 1 25 NO 120 Code UBC97/ANSI95 CSI TC BC WB 0 0 0 93 62 81 (Matrix) DEFL Vert(LL) Vert(TL) Hotz(TL) 1stLC LLMrn in 0 06 0 18 004 l/defl Hoc) 11 13 11 13 9 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 136 Ib LUMBER TOP CHORD EOT CHORD WEBS REACTIONS FORCES (Ib) TOP CHORD BOT CHORD WEBS NOTES 2 X 4 SPF No 2 2 X 4 SPF No 2 2 X 4 SPF No 2 'Except* 3 14 2 X 3 SPF Stud 3 13 2 X 3 SPF No 2 5 13 2 X 3 SPF Stud 7 11 2 X 3 SPF No 2 7 10 2 X 3 SPF No 2 2 14 2 X 3 SPF Stud BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3 3 7 oc purlins except end verticals Rigid ceiling directly applied or 10 0 0 oc bracing 1 Row at midpt 89 511 611 79 (Ib/size) Max Horz 9 = 1494/038 15 = 1279/058 15 = 217(load case 4) r~ '"/ EXCEPTION TAKEN MAKE CORRECTIONS NOTED D REVISE AND RESUBMIT n SUBMIT SPECIFIED ITEM REJECTED First Load Case Only 1 2 = 23 216= 1804 316= 1731 34= 1513 417= 1444 517= 1385 518 = 618=756 619=715 719=715 720=42 820 = 28 921=397 821=107 Review is only for conformance with the desien conrfrt 2 15 = 1188 of the project and compliance with information * 1415 = 223 1314^=1642 1213 = 1370 1112 = 1370 1011=427 910 = 427 *h« „„..»..._*., 314= 194 313= 314 5 13 = 328 511= 874 611= 120 7 11 =877 7 10 = 50 7 9= 1132 2 14 = 1458 the contract documents Any-action md.ca ed s s bj'ed to he requirements of the contract documents Contractor is responsible for dimensions to be 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground le\t^chma*ues of rnn*t f fabrication processes and t<h using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane ocean^n that "f , . '"'on' Tor coordination of his work' on an occupancy category I condition I enclosed building of dimensions 200 ft by 196 ft with exposur.B.lfc,,-, .? OtDer trades and the satisfactory ASCE 7 93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed1^ If a"i3l nis,work 2) cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 °V- Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live ldddT£- per Table No 16 B UBC 97 >°l-^j. 4) This truss has been designed with ANSI/TPI 1 1995 criteria MYERS, HOOGHTON (X Vf\I\ I I^CW 5) Load case(s) 1 6 7 8 9 10 11 12 13 14 15 16 has been modified Building designer must review STRUCTURAL ENGINFFR^ ' loads to verify that they are correct for the intended use of this truss 4500 E "*"""•• «mc.c.no 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcuirent with any other live loads 7) Special hanger(s) or connectjon(s) required to support concentrated load(s) Design for unspecified connection(s) is delegated to the building designer Continued on page 2 ^ WARNING Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation ol component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 MiTek Industries, Inc ^ oen ^- o o ~SQ ® a- Q o USCD Q. Iao §mS O</> < CO ;=r< CD O CO O CO OO 00 —• •-J -~J OiO (O -OO O.fc. O -010 — i Ni -O TOP CHORD > S ? e s 8o £ oo o o" c CJ (D (Q CO S" TOP CHORD istallation ishould be <approval ot cut or alteistruction rit overloadQ 8»| IB EIsa S S o 1 IO oc 3 CD o- CD CO to bear tigh=t>< Q CD D D 3- 8o^ownera a. Qi CD 5 CD CD cr S33 CDo_ CDc/> CD CD CD CD O_ O C/J — $ cQ--D "O CDa ? q. 55 CD c/> g T3 O "D CD _, "D § Q. CD 0 O "D CDCO O — h 5 CO CO Q. CD CO CO 0 CD O Q Q (Q (D O—i -H 'ersonal^ 1 TlQ c1 (D 6* •n O O O O C a. g (A (D •Ds T3 (D ^ ^ ^ W^ O CDD (D Q CO Q •*4k (D •? Zo_ S"u> ! b •A0985 Truss T47 I Truss Type ' ROOF TRUSS jQty j Ply i 1 A098S" La Costa Glen BCH & Sons _L | (optional)SC149951 R74602T Landmark Truss and Lumber Abbotsford BC V2T 6L4 " 4201 SRI s Jui 26 2002 MiTek Industries Inc W-ecT'Sep 11 09 34~53 2002 Page 2 OF LOAD CASEIS) Standard Except I) Regular Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=680 26=68O 67=680 78=680 915=240 Concentrated Loads (Ib) Vert 21 = 2900 6) 1st Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 2= 3000 21 = 1540 7) 2nd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 16= 300 021= 1540 8) 3rd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 17= 3000 21 = 1540 «. 9) 4th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 18= 3000 21 = 1540 10) 5th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 19= 300 0 21 = 1540 II) 6th Spunkier Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 20 = 300 021= 1540 12) 7th Sprinkler Load Lumber Increase = 1 25 Plate Increases 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 8= 3000 21 = 1540 13) 8th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 3= 3000 21 = 1540 14) 9th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 5 = 300 021= 1^4 0 15) 10th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 6= 3000 21 = 1540 16) 11th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 7= 3000 21 = 1540 328 85X1,25 = 4 NAILS PROVIDED - 16 NAILS "OK" O REJECTED XHOEKFPTION TAKEN ancot n«^ \ 45C OCT 1 T2002 WAKNING V'cn/v </<•.«.?« parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid tor use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofno Drive Madison Wl 53719 MiTek Industries, Inc BEAicicHPoaa fcff QOS (D &Q Q(Q "DIIJ!i -..g a n-o TOP CHORD $ 83 o ^ 5 OO OO —i ~-J ~~J C71 i O .. <5 CO "" —t :oo Q 9- -O° , O oo ^ en TO ,1^ -a o '' ,< oo O % -i O 1 o ^i |l 33 5§€ O DO .=1 Oo C o (D 0) </> 3" TOP CHORD ©1993 Mitek HoldiQ CL 5 1 Q_ O O— h CO CO CD CO t o Q CD in o a c? CD Sg /-i D J Q a D CQ CD ! •g 5 Q•D T3 o Q a Q T3s si?<D S^ O Q. CD D CQ 5 1 £ 3. O o1 truss mCD -? % 55g , •oaCD | oc o— +* o 0 i- ao D 3 Q CD Q CO ^- oo g^ i CD 0 Q Q. 6g^ g =*og c CO €§ CO Q 05 rrc"^ Qc: Q ai a =o g^ CD N3 o 3 CD 1co to bear tightly against eQo D"ownerQ cr 5 33 CQ n Q-CD is other interener erectioni supervisor fsted partiesu O E , "D i Q. CD O On CD CO o— 1\ 3= CO =t X 5 design to trCD 0 Q Q (Q <D O -a 'ersonal2 1 -n _ c" <D S" Tl 0 O 1 a g i •o 3 •D <D ^ ^> ^ r O <D <D 5 CO Q 3*3- z O (Den • _ V) 'A0985 Truss J48 ! Truss type ROOF TRUSS TQty ^iy TA0985 La Costa Glen BCH & Sons (optional) f 7460J A 74602-3 ; Landmark Truss and Lumber Abbotsford B~C V2T 6L4 4201 SRTs Jul 26 2002 MiTek Industries Inc Wed Sep 11 09 34 48 2002 Page 1 0-110 710-15 . 16-9-14 0-11 0 7 10-15 7 10-15 FIELD REPAIR IS DUE TO A BREAK IN MID PANEL OF WEB 3 6 AND 3-5 Attach 2x4 SPF NO 2 scab centered over breaks to one side of truss with 10 d (0 148" x 3 0") @ 6" 0 C , . common nails rows 400 [TZ" AS SHOWN 8x8 Scale = 1 58 8 7 10-15 Plate Offsets (X Y)[2028 Edge] |4 Edge 0 2 111 LOADING TCLL TCDL BCLL BCDL (psf) 16 0 18 0 00 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 YES Code UBC97/ANSI95 I CSI TC BC WB 0 83 0 48 045 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1st LC LLMm in 008 0 16 001 l/defl doc) 5 6 5 6 5 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 74 Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 SPF No 2 2 X 4 SPF No 2 2 X 4 SPF No 2 'Except* 262X3 SPF No 2 362X3 SPF Stud (Ib/size) 7 = 789/058 5 = 712/Mechamcal Max Horz 7 = 211 (load case 4) Max Grav 7 = 805(load case 6) 5 =765(load case 9) BRACING TOP CHORD BOT CHORD WEBS Sheathed or 5 2 7 oc purlins except end verticals Rigid ceiling directly applied or 10 0 0 oc bracing 1 Row at midpt 4535 636 85X1 25 = PROVIDED - 1 6 "OK" 10 NACcSCErTiONTAKir. n VAKt CORRECTIONSSWOTEC FORCES (Ib) TOP CHORD BOT CHORD WEBS First Load Case Only 27= 696 1 2=23 28= 637 38= 486 39= 127 49 = 40 45= 225 6 7 = 92 5 6 = 531 ,. 2 6 = 483 36=1435= 636 fa! the contract documentsy to the requirements. Contractor is re NOTES confirmed and corn 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level ^at pertali'S using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlmetechn,ques of construction on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C^^ that of 3/i Other ASCE 7 93 per UBC97/ANSI95 1f end verticals exist, the left is exposed and the righfcis not exposed IfDerformar!Ce ot cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed t'o ' wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loadfy per Table No 16 B UBC 97 3) Refer to girder(s) for truss to truss connections DATE 4) This truss has been designed with ANSI/TPI 1 1995 criteria t nyr 5) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all "' ' '- mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads REJECTED n SUBMIT SPECIFIED ITE the contract documents for dimensions to be the job site, for information Tication processes and to or coordination ot his work es and the satisfactorytra' LOAD CASE(S) Standard LONG WARNING design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE f&< Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to msu e stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the buildmgjdesigner For general guidance regarding fabrication quality control storage delivery erection and bracing consult OST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 te'i iUr L^fe i»v\ MiTek Industries, Inc •Q&* : CAiAc D O(Q Qen 1^-C•o o "D ^ OQ 8ao <D X4^o"L 3 -^CD115 Q.D Q- D.3°;*0CD u> ? o Q O Q ° cF a I O Li a ;4Q go"o cB 5Q. Q- Q-S Q R ?3 OoCDOCD•<CDa -sQ"CDco0both sideen 0 g V, Q D D3CDOns are in iiDo3- $ > T3 T> Q.-<" a.3CD0ns indicatCD o_ CD | C/) CD +oCDCD"•DQ^CD"o"6 D c~ u CD CO (S> o>oomNOIIVIN:O -O N3 —• —• tO §8 ^i o 8 ^ 31 ^ <— - Ill >mZ 00 m g S m K•n O -" <« i s i §8 my ° TOP CHORD TOP CHORD o §fe •&o Ss: o*• oa. I o -O Q Q Anchorage and/or load transferring cc•o trusses are the responsibility of othishownBottom chords require lateral bracinispacing or less if no ceiling is installsotherwise notedFop chords must be sheathed or purlini3t spacing shown on design.umber shall be of the species and siall respects equal to or better than tspecifiedDlate type size and location dimensicndicate minimum plating requiremeDamber is a non-structural considercs the responsibility of truss fabricatorDractice is to camber for dead load cJnless expressly noted this design is rapplicable for use with fire retardantDreservative treated lumberJnless otherwise noted moisture corumber shall not exceed 19% at time;abncationJnless otherwise noted location choat 1 /4 panel length (±6 from adjaceDlace plates on each face of truss a1oint and embed fully Avoid knots arat joint locations3ut members to bear tightly againstjther3rovide copies of this truss design toxiilding designer erection supervisor3wner and all other interested partielure to Follow Could Caus<mage or Personal Injury.go 1!13 o | CQQ 1!f il §8 §' jA0985 ; Truss in 7 I Truss Type ROOF TRUSS Qty 17 Ply "]" A0985 La Costa Glen BCH & Sons R7460IS* SC149951 B Landmark truss and Lumber Abbo'tsford ' B C V2T 6L4 4 20"1 Sfif's Jul 26 2002 MiTek Industries Inc Wed" Sep 11 09 34 49 2002 'Page 1 OF" 7 11 11 , 15-8-13 , 23-6-0 26-6-0 3-0-0, .„ _ Scale = 1 65 0 6x10 = 12 3x6 11 4x6 = 1 10 5x10 = 15-8-13 23-6-0 4x4 = 2x4 26-6-0 Plate Offsets (X Y) [1 Edge 0 1 41 I5~0~0 0 0 2 61 [6064040] 110036030) LOADING TOLL TCDL BCLL BCDL (psf) 16 0 SPACING Plates Increase 180 Lumber Increase 0 0 12 0 Rep Stress Incr 200 1 25 1 25 NO Code UBC97/ANSI95 CSI TC BC WB 0 99 0 70 099 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1stLC LL in 009 0 24 002 Mm l/defl (loc) 10 11 10 11 14 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 1 38 Ib GRIP 197/144 LUMBER TOP CHORD EOT CHORD WEBS OTHERS REACTIONS 2 X 4 SPF No 2 'Except' 1 3 2 X 4SPF 1650F 1 5E 2 X 4 SPF No 2 2 X 3 SPF No 2 'Except* 5 9 2 X 4 SPF 1650F 1 5E 7 8 2 X 4 SPF Stud 2 11 2 X 3 SPF Stud 2102X4 SPF No 2 4-10 2X3 SPF Stud 462X4 SPF No 2 1 12 2 X 4 SPF Stud 2 X 4 SPF Stud 'Except* 7 142 X 6 SPF No 2 (Ib/sizel 13 = 1179/038 14 = 1473/054 Max Horz 13 = 122 (load case 4) BRACING TOP CHORD BOT CHORD WEBS Sheathed except end verticals Except 1 Row at midpt 5 9 Rigid ceiling directly applied or 1 0 0 0 oc bracing Except 6 0 0 oc bracing 8 9 1 Row at midpt 78210 FIELD REPAIR IS DUE TO WEB 6-10 BEING DAMAGED THIS REPAIR ASSUMES THERE IS NO DAMAGE TO PLATES Attach V-2' CDX, STR 1, plywood gussets to each face of truss with 10 d common nails (0 148" x 3 0") 6" 0 C 2 rows with minimum amount of nails per face of each member shown circled Note 1 5/32, exp 1, 32/16 span rated 0 S B may be substituted for plywood FORCES (Ib) First Load Case Only - TOP CHORD 115= 1749 215= 1665 23= 1250 316= 1168 416= 1167 417= 234 517= 148 69= 883 56= 200 618= 380 718= 372 8 14 = 22 7 14= 1451 12 13 = 94 1 13= 1009 BOT CHORD 1112 = 201 1011 = 1579910 = 38689=8 WEBS 211=1132 10= 532 4 10= 222 4 6= 959 6 10 = 973 7 9 = 1076 1 11 =1409 NOTES • 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist, the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 5) Bearing at jomt(s) 13 14 considers parallel to gram value using ANSI/TP11 1935 angle to gram formula Building designer should verity capacity of bearing surface 6) This truss has been designed with ANSI/TPI 1 1995 criteria OCT 1 1 2002 "oritjnued on paae 2/S\ WARNING Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building compononl to be installed and loaded vertically Applicability of design parameters and proper incorporation of component ^"responsibility of building designer - not truss designer Bracing shown is for lateral support of individual woo" members only Additional temporary bracing to insure stability during construction is the responsibility of tho erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison WI53719 MiTek Industries, InC Xn" -i!i (D703^-o g aCD „ 8 ifli CD Q. * "SB*§ ID Ki £ 42® CD 32.Q. g-o g o"O. CD 5D g_ Q.8 § 8"CD0®."*•CDQ.131— 1-0CT2.ITaCD CO Q, ^* EO aimensoCOQCDD 5o IT CO *^ aimensoDCODao § o 3 CD oCD5""OQCD"0'o c-3 CD .*»2D0DOmz5HO Q "O £ D P. CD TOP CHORD gr— ^3 oo oo - •O n e 8om -D .5 / / u, TOP CHORD -O O ind installation o— ^ =r to ^are should be exercisecD Q p. 5rn inor approval ofQ •o S S1 ue JDUOISS<Q )o not cut or alter3 Q T3 n if construction mlatenals)o not overload i•oof or floor trusseCO <r D trusses are thehownresponsg ^o p^Anchorage and/c%a 1 CD 0 >therwise notedCD g cb"tnt/) ^i no ceiliCO. CO 1 m O O ac/> CDn c5 o; CD Q tj Qo op chords must bit spacing shownsio. $ 8| ^8.g "D g" . 's °- 0 §• Co" Q CD ^ ^C^Q. O^ cT 5 0 ® —i en II 5 $ 3§ §a 'late typeidicate miD «> 3ffi § Q 1-!§ <55 CD D -Q Q. c =^ if Camber is <; the respoiractice is 1o 3 u 8i§ §?iCD 0 p jctural cof truss fabir for deac- oo P. ^o a a Q. O CD Inless expnipplicableireservativi«J -t, CD =f°, w <P. c •< Q tg D ff^o 0- C CDc?a 3 -3= CjCDcJ ^^%Q u>a° Q D D to 0 ! (QQ II I t!! IA0985 Truss T17 : Truss ROOF Type [ Qty ! Ply TRUSS 17 1 A0985 La Costa Glen BCH & Sons R746025*' (optional)SC1 49951 B Landmark Truss and Lumber Abbotsford BC V2T 6L4 4201 SRI s Jul 26 2002 MiTek Industries Inc Wed Sep" 11 09" 34" 49 2002 Page 2 OF 2 NOTES 7) Load case(s) 8 9 10 11 12 13 14 15 16 17 18 has been modified Building designer must review loads to verify that they are correct 1or the intended use of this truss 8) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 lOd nails 10) Special hanger(s) or connection(s) required to support concentrated load(s) 290 Olb down at 26 4 4 on top chord Design for unspecified connection(s) is delegated to the building designer LOAD CASE(S) Standard Except I) Regular Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=680 67=680 812= 24 0 Concentrated Loads (Ib) Vert 7= 290 0 8) 1st Sprinkler Load Lumber Increase = 1 25 Plate Increases 1 25 Uniform Loads (plf) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 7 = 154 0 1 = 300 0 9) 2nd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (pit) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 7= 1540 15= 3000 10) 3rd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7= 1540 16= 3000 II) 4th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 7= 1540 17= 300 0 12) 5th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 5= 300 07= 1 54 0 13) 6th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7 = 154018= 300 0 14) 7th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7 = 454 0 „ 15) 8th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812=240 Concentrated Loads (Ib) Vert 7 = 454 0 16) 9th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7 = 154 0 2 = 300 0 17) 10th Sprinkler Load Lumber Increase = 1 25 Rate Increase = 1 25 Uniform Loads (plf) Vert 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7= 1540 4= 300 0 18) 11th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Veif 15=360 67=360 812= 24 0 Concentrated Loads (Ib) Vert 7 = 454 0 973 85X1 25 = 10 NAILS PROVIDED - 5 NAILS PER "OK" FACE OCT 1 1 2002 WARNING Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to bo installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of buildmg designer - not truss designer Bracing shown is 1or lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 MlTek Industries, 5-Q-Q o5 oCD Qco ^r* o. o C O CD*io Q. ao gc 3° SCD CO ™ Q to (C <D s:O <o a a. ^ o g o"D. CD DQ o g(D O S TOP CHORD o m ^ ^ 3 il -SX D <— 5Qm o TOP CHORD 1 Ui Care should be exercised in heand installation of trusses' Q. 5 CO. (D 1 O S Do not cut or alter truss memberprior approval of a professionc==. C/J CD 0 CQ"S.5 a CD CD 5 £ "" §: 1 OO Do not overload roof or floor trof construction materialsy, CD CO 1 ? CO Q 07T CO K>Anchorage and/or load transfeito trusses are the responsibilityshowno =-h 3 o <Q =$ o CD § Z 3 ,— (T)ia(Ti ^^CD n *oo Xen 13c/> -Bottom chords require lateral 1spacing or less if no ceiling isotherwise noted5 R <0-QQ 0 &a c a CD" ^ S! =t o Top chords must be sheathed oat spacing shown on design^? — ^I? n Q 1 -o Lumber shall be of the speciesall respects equal to or betterspecified^R§a -^ C/> 3= N d> CD CO. Q 3 Ro. °- 0 5 OO Plate type size and location diindicate minimum plating reqi§ CD 1 2|g CO CO O D ^1 Camber is a non-structural coiis the responsibility of truss fabrpractice is to camber for deado" Q »o a a-d o c" Q. ~" Q $-°oc? § § Q.CD q§°ci o Unless expressly noted this de;applicable for use with fire retcpreservative treated lumberiJ *" Q.<§ D D D con Ul Unless otherwise noted moistLlumber shall not exceed 19% cfabrication^ CD 3 oCD ow -D 9.? D O — h x^Unless otherwise noted locaticat 1 /4 panel length (±6 from cw *~< Q. D Q 0 0 ^CD O 3-a *n "> Q "D 3-cf -~s CD CO OO Place plates on each face of •joint and embed fully Avoid krat joint locationsu Q QD y. D- CD < Q §& CD M Cut members to bear tightly aotherCD Q 52.— ^ CD Q D- -•Provide copies of this truss de:building designer erection supowner and all other interestedE!<g t 0 0 0? " ° -D ^ n ®(J ®vU O Q mage or Personal Inji•3 -n Q lure to Follow Could C^ f Q </> (D •D S T3 (D A0985 Truss T46 Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 La Costa Glen BCH & Sons R74602J* SC149951 C Landmark truss and'Lumber"Abbotsford BC V2T 6L4 ~'4~2'6~T S~R1 s Jul 26~2002 Mifek Industries "fnc Wed'Sep 11 09 34 52 2002 P^ge 1 OF 2 18-0-12 21 0-12 26-6-0 FIELD REPAIR IS DUE TO A BREAK AT 24 OF WEB 5-1 jl AND 6 1 1 AS SHOWN SAttach 2x4 to one side ol (0 148 x 3 C FROM TOP 400 PF NO 2 scab centered over breaks 5-11 7 3-0-0 5-5-4 SEE PAGE 2 FOR REPAIR CALCULATIONS 5x6 = 3x4 8 Scale = 1 62 9 truss with 10 d common nails ) @ 6 O C 2 rows 3-0-0 5-5-4 Plate Offsets (X Y)12 028 Edge] LOADING TCLL TCDL BCLL BCDL (psf)SPACING 1 6 0 Plates Increase 18 0 0 0 12 0 Lumber Increase Rep Stress Incr 200 1 25 1 25 NO Code UBC97/ANSI95 CSI TC BC WB 0 80 0 56 0 82 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1 st LC LL in 0 05 0 15 004 Mm l/defl doc) 11 13 13 14 9 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 130 Ib GRIP 197/144 LUMBER TOP CHORD EOT CHORD WEBS REACTIONS 2 X 4 SPF No 2 2 X 4 SPF No 2 2 X 4 SPF No 2 "Except* 3142X3 SPF Stud 3132X3 SPF Stud 5132X3 SPF Stud 611 2 X 3 SPF No 2 7 11 2 X 3 SPF No 2 7 10 2 X 3 SPF No 2 2 142 X 3 SPF Stud BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3 8 6 oc purlins except end verticals Rigid ceiling directly applied or 10 0 0 oc bracing 1 Row at midpt 89 511 79 (Ib/size) Max Horz 9 = 1494/038 15 = 1279/058 15 = 217(load case 4) FORCES (Ib) First Load Case Only TOP CHORD 1 2 = 23 216= 1763 316= 1697 3 4= 1597 4 17 = 1535 517= 1482 5 18= 1036 618= 968 619=918 719= 918 7 20 =75 8 20 = 38 9 21= 456 8 21 = 166 2 15= 1195 » BOT CHORD 1415 = 186 1314 = 1610 1213 = 1457 1112 = 1457 1011=695910 = 694 WEBS 3 14= 250 3 13= 179 5 13 = 248 511= 732 611=18 711 =622 7 10 = 92 79= 1184 214=1472 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from Hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) Load case(s) 1 67891011 12131415 16 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss 6) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads OCT 1 1 2002 tinued on oaao 2WARNING Verierify n parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison WI53719 MlTek Industries, I DC \~A I!!!'illIts ll!111 t» CD a in Q CD D ~ SsS oo -0 O ° 58 s 9 N3 °° Oz I o § s% i 23 £ *3? OS §1sis ii x ««O m TOP CHORD o-o 9^I"DSTOP CHORD I 2 o *x ings, Incro -o o Care should be exerand installation of tnC/) 0 O) C/J CD CDC/> Q_ 5 o"prior approval of a p\^fessionalDo not cut or alter tru:ZJ nembers iDo not overload rooof construction mat(n 0 \ floor tru;ilsAnchorage and/or Icto trusses are the resshown"O Qo a.1 transferninsibihty ospacing or less if ncotherwise noted0 CO. 5!Bottom chords requiCD Q CD" Q cr Top chords must be siat spacing shown or0. 0 CD Qv> ~7•§& o Lumber shall be of ttall respects equal tcspecified\J -J D-"D |8 CD CD— » c/j Plate type size and 1indicate minimum pQ. g It 11 Camber is a non-stais the responsibility opractice is to cambe-* =r a ural consjss fabric)r dead IcUnless expressly noteapplicable for use wpreservative treatedc" 5 a |ll ^a£ Q ££ Q^D ?l^ Q CD "&S-s a O^5 =; ^gCD g i f!! Q C -*• ~3_ ^L CD ^g5 a « Co Q "Q ^ CT 5 Qo =!• o D Q «t> ffltais §^i 1/5 °- CD CD 1 *Cut members to beothertetiO CT -O« e 3lio. Q(Q <D D n O Q.® O D ^ ^ = CD CD n ^ ""|5o $ CD 5 ^ CD 5!i-o ightly against eachrutioss design to thn supervisor prrested partiesropeerty j Truss IT46 Truss Type ROOF TRUSS Qty 1 Ply 1 A0985 La Costa Glen BCH & Sons R7460 «fi SC149951 C(optional) ib A0985 "LandmarkTruss^and Lumber Abbotsford BC V2T~6L44~201SR1 s Jul 2~6"2002 MiTek Industries Inc Wed Sep 11 09 34T2"2002" Page 2 OF 2 NOTES 7) Special hanger(s) or connection(s) required to support concentrated load(s) Design for unspecified connection(s) is delegated to the building designer LOAD CASE(S) Standard Except 1) Regular Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=680 26=680 67=680 78=680 915= 24 0 Concentrated Loads (Ib) Vert 21 = 290 0 6) 1st Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 2= 300 0 21 = 1540 7) 2nd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 16= 300 0 21 = 1540 8) 3rd Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 •. Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 17= 300 0 21 = 1540 9) 4th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) '; Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 18= 300 0 21 = 1540 10) 5th Sprinkler Load Lumber lncrease=1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 19= 300 0 21 = 1540 111 6th Sprinkler Load Lumber lncrease= 1 25 Plate Increase = 1 25 Uniform Loads (pH) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 20= 3000 21 = 1540 12) 7th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 8= 300 0 21 = 1540 13) 8th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 3= 300021 = J540 14) 9th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 5= 3000 21 = 1540 15) 10th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915= 24 0 Concentrated Loads (Ib) Vert 6= 3000 21 = 1540 16) 11th Sprinkler Load Lumber Increase = 1 25 Plate Increase = 1 25 Uniform Loads (plf) Vert 12=360 26=360 67=360 78=360 915=240 Concentrated Loads (Ib) Vert 7= 3000 21 = 1540 732 85X1 25 = 10 NAILS PROVIDED - 1 6 NAILS "OK" OCT t I 2002 WARNING Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to msu e stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofno Drive Madison WI53719 MiTek Industries/ § o3 OCD Qw I± OQ3- oc ° 552. 3O CD sCOMQ- a23o o< CO CD CD < O < O Q. Q. ^ 8 <s E?x .a ">B E 4=0-CTo, o"O. CD 5Q O Q. O CD-4 <^ — 4 P OoCD0~<CDa 1coOcro^coQ. CO — . -=h — *• C CO Q Df~± DCDCOo"DQCDD 5 O CD CO 13 "PI Q.CD0CO5a0Q (T> o 27 CD S CD OCDCD"T3QCD"o'o ~^. c D 0 J*DOrnzg-IOz OO OO g I o 8 CD 9 CD 8 me O8 1 !» | £ O v :: le TOP CHORD o—i—i* *k> TOP CHORD Care shoiand instalas 0 CT3 0 O CD -" x ->- CD S o C/J CO CD CD« Q_ ^Do not cuprior appii°Q-Qa^ D =f "D w O -)^ D i | ! "D co n :amber isthe respcractice is 1Q ^ Q 8l8 1^1® as "O Q C nless exprpphcablereservativCD -h CD =r9 % CD c ^ 111 .-cDi &§^ EiX ri- m ^ m i Q.O 2 d" 5 Q O =•- O 5 Q ® -S"0O D-Q « i : Truss I A0985 GS67 jTruss Type ROOF TRUSS A0985 La Costa Glen BCH & Sons SC149951 D jojjtipnal) ' Landmark"Truss"and Lumber Abbofsford B C" V2T 6L4 4201 SR1 s Jul 26 2002 Mifek Industries Inc Wed SepTi 09 34 46 2002 Page 1 OF 2 0-.11,0 8-0-5 . 15-9-3 , 23-6-0 26-4-4 30-7 6 34-70 423-13 SO-0-11 58-1 0 210-4 4-3-2 3-1110 78-13 78-13 8-0-5 Scale = 1 1175 0-11 0 8-0-5 78-13 78-13 THIS REPAIR ASSUMES THERE IS NO DAMAGE TO PLATES 400 pf2~ 5x8 - 78-13 78-13 8-0-5 SEE PAGE 2 FOR REPAIR CALCULATIONS 3x6 jo in 3x4 jl TEMP AND PERMANENT BRACING PLAN SHALL BE DESIGNED %S* QUALIFIED BLDG DESIGNER AND APPROVED BY ARCHITECT PROJECT ENGINEER AND LOCAL BLDG DEPT 8-0-5 , 15-9-3 23-6-0 .26-4-4 , 30-7 6 , 34-7 0 , 42 3-13 8-0-5 78-13 78-13 -f- 2 10-4 4-3-2 3-11 10 -t- 78-13 78-13 8-0-5 Plate Offsets (X Y)|2 0 2 8 Edge] (4006030) [130020301 115028 Edge] 1170400212] [18024048] [24050048] [25 0 4 0 0212] LOADING TCLL TCDL BCLL BCDL (psf) 16 0 18 0 0 0 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 YES Code UBC97/ANSI95 CSI TC BC WB 0 68 0 35 0 66 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1stLC LL in 004 0 11 001 Mm l/defl doc) 2425 24 25 27 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 556 Ib GRIP 197/144 LUMBER TOP CHORD EOT CHORD WEBS OTHERS REACTIONS 2X4 SPF No 2 2 X 6 SPF No 2 'Except* 8 22 2 X 4 SPF No 2 8 21 2 X 4 SPF No 2 2 X 4 SPF No 2 'Except* 3 25 2 X 4 SPF Stud 5 24 2 X 4 SPF Stud 7 27 2 X 4 SPF Stud 9 27 2 X 4 SPF Stud 9 20 2 X 4 SPF Stud 12 18 2 X 4 SPF Stud 14-172X4 SPF Stud 23 27 2 X 4 SPF Stud 20 27 2 X 4 SPF Stud 2X4 SPF Stud BRACING TOP CHORD EOT CHORD WEBS Sheathed or 4 3 4 oc purlins except end verticals Except T Brace 67 1119 Rigid ceiling directly applied or 6 0 0 oc bracing Except T Brace 8 27 T Brace 2X4 SPF No 2 3 24 7 27 14 18 (Ib/size) 19 = 1600/038 26 = 1089/058 27 = 1815/038 16 = 871/058 Max Horz 26 = 202 (load case 4) Max Grav 19 = 1686Xload case 7) 26 = 1102(load case 6) 27 = 1889(load case 6) 16 = 889(load case 7) FORCES (Ib) First Load Case Only TOP CHORD 1 2 = 23 2 3= 1495 34= 884 45= 801 5 6= 228 7 23 = 134 67= 201 7 8 = 748 8 9 = 753 9 10 = 660 10 19= 1264 10 11 = 211 11 12= 192 12 13= 379 13 14= 528 14 15= 1214 2 26= 980 15 16= 764 EOT CHORD 25 26 = 317 2425 = 1338 23 24= 174 22 23= 246 22 27= 111 «1 27= 72 827= 303 2021=234 1920=558 1819=660 1718 = 1072 1617 = 329 WEBS 3 25= 30 3 24= 655 5 24= 340 5 7= 625 7 24 = 1260 7 27 = 1338 9 27 = 350 9 20 = 116 9 19= 188 10 12= 322 10 18 = 1447 12 18= 430 14 18= 737 14 17 = 30 2 25 = 1040 15 17 = 756 23 27 = 74 20 27= 326 FIELD REPAIR IS DUE TO A CRACK IN VERTICAL WEB 8 22 JUST BELOW THE 5X16 PLATE NO DAMAGE TO PLATES Attach 2x4 SPF NO 2 scab as shown to one side of truss with 10 d common nails (0 148" x 3 0") @ 6" 0 C , 2 rows Continued on page 2 OCT 1 1 2002 WARNING Verify design iniramerer.i unit READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison WI53719 MlTek InduStTICS, IlK S" 3"CD v>§8T3 On ^TO O 3- 5 o Ia-o 53? ?s^g-en D =!•O Q- a^ O -!Qco H^ —4> C/l ^ H, CO CDE8iQ o a CD O_ -* X (0 ^§ ^ »D — *<® CD 3O g o"5. CD 5Q o gCD" o Qv ^ Q O ,?mOoOOm1O I;o coo 00 0 § >c; « 23^0 05 IT1 C S 2 = D (D |I O 3 55 TOP CHORD Q § o~o o,_ico TOP CHORD 2 i; <D o Q 0 _-§ ? ">5q. D-a? Q k=4- O_be exercised in handling erecion of trusses«, ;Do not cu1prior apprO o< 2 • alter truss members or plate wital of a professional engineerQ shownDo not ovof construQ- 5 oad roof or floor trusses with ston materialsQ 0 7T ' C/>Anchoragto trusses i^J7 — .3nd/or load transferring connec? the responsibility of others ur$ o "> 2 Bottom crspacing cotherwise13 ^ 7*if~ . CJ •ds require lateral bracing at 1ess if no ceiling is installed un>tedI?Top chord:at spacingVW C/3 C/5 3 lust be sheathed or purlins provhown on designQ.Lumber shall respecspecifiedv> Q be of the species and size arequal to or better than the gr<Z*CD 5 Plate typeindicate n^> 3 v>ize and location dimensions shiimum plating requirementsi Camber i:is the resppractice is_j_ Oo ^ O non-structural consideration csibihty of truss fabricator Gen<i camber for dead load defleci°ci Unless expapphcablipreservati% w 3CD -k CD ssly noted this design is notor use with fire retardant ortreated lumberUnless othlumber sh<fabncatioi— ' " 0— -^A/ise noted moisture content <not exceed 19% at time of-*•Unless othat 1 /4 par?n ®*•" T A/ise noted location chord spllength (±6 from adjacent JON*~s CD V) o^ | 8 o 3 Place plaljoint and e-% CD3 c)> £§ aCD II !?° CD£a °2^K;ga Q. CD ? Q Q ° D ^" CD Cut memlotheru CD rs to bear tightly against eachProvide c<building downer am*-*- CD t~\ "* "C"ies of this truss design to thegner erection supervisor propall other interested partiesCD 3 c o 5" O ^n^i ^\>llow Could Cause Pr<Personal Injuryw j J :A0985 Truss GS67 j Truss Type i ROOF TRUSS Qtv j 1 Ply" j 1 A0985 "La Costa Glen BCH & Sons R74602V i SC149951 D i (optional) Landmark Truss and Lumber Abbotsford BC V2T 6L4 4 201 " SRTsJul 26 2002 MiTek Industries Inc Wed Sep 11 09 34 47 2002 Page 2 OF 2 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanhne on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face) see MiTek Standard Gable End Detail 41 Provide adequate drainage to prevent water ponding 5) All plates are 2x4 MII20 unless otherwise indicated 6) Gable studs spaced at 1 4 0 oc 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 8) Bearing at jomt(s) 27 considers parallel to grain value using ANSI/TPI 1 1995 angle to gram formula Building designer should verify capacity of bearing surface 9) This truss has been designed with ANSI/TPI 1 1995 criteria — 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 lOd nails LOAD CASE(S) Standard 303 85X1 25 = 4 NAILS PROVIDED - 8 NAILS TO EACH SIDE OF DAMAGED SECTION OK' OCT 1 1 2002 WARNING Verify tltxigii paramtiers ami READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support ol individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIE! 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofno Drive Madison Wl 53719 MiTek Industries, IflC € D2" Q.5 oCQ Qco =!-"c? °C D"O O o oII8a O Xo |!O CD "j" « 'O !D ;CO iCDCD" Q Q. CD" Q §O OCO. 3 O CO O <i a Q. ^ It<Q -g.zaQ =Z<Q2 o£§2 a280 O 8 sy n coB c «® CD 3Q. Q. §•O g O"D CDO .O CDii co — =v o Di— o o to —' —• K3 GJ O -O §oo e o ="8 3 O 0 V ""X 70 33"oi§ <- CO O m TOP CHORD O O A3 S TOP CHORD -D 5"§ 2 i <DJT « 0- CD -,asiisr 1 Q_ ^ -O Lumber shall be of tl_>m OO Plate type size andindicate minimum pQ O ^Camber is a non-stnis the responsibility opractice is to cambe~" H n o Unless expressly noteapplicable for use \Apreservative treatec=H X Ol Unless otherwise notlumber shall not excfabricationCD CD .fc. 0 C -* D C^ 0fc. to •^ CO E| §.| §1i§1+ ® OJ Place plates on eacjoint and embed fullat joint locations-< D- w Cut members to be<otheru — 'Provide copies of thbuilding designer erowner and all other5 ® "> w Q Q (Q <D O i3^ Q lure to Follow <o 5S II -gQ-Q-?q i 1- i ill b i Truss ! T. i A0985 -T68 fl russ Type OOF TRUSS Landmark Truss and Lumber Abbotsford B C V2T 6L4 4 201 SRI 0-110 8-0-5 15-9-3 23-6-0 ,26-4-4 0-11 0 S-0-5 7 B-1:78-13 210-4 Qty Ply '1 1 j s Jul 26 2002 MiTek Industries 30-76 3470 . 423-13 4-3-2 3-11 10 78-13 r B5 La Costa Glen BCH & Sons SC 14995 TF6°"« ; (optional) Inc Wed Sep 1 1 09 50-0-11 78-13 34 56 2002 Page 1 OF 2 58-1 0 59-0-.0 8-0-5 0-11 0 400 pf2~"5x12 =: 4x8 II 3x8 = ** 6 11 7x12 = 7x8 = if Scale = 1 1096 SEE PAGE 2 FOR REPAIR CALCULATIONS 35 3x6 3x6 I L 27 4x4 26 4x4 = 25 7x10 = 3*4il42f | -24 U-i 21 5x6 = 4x4 =F" 600 SCAB 20 — 4x4 = 19 7x10 = 18 4x4 = 17 4x4 FIELD REPAIR IS DUE TO A BREAK IN BOTTOM CHORD AT 24 TO.THE RIGHT OF JOINT 22 NO PLATE DAMAGE Attach 2x6 SPF NO 2 scab as shown to one side of truss with 10 d common nails (0 148' x 3 0 ) @ 6 0 C ,3 rows 8-0-5 15-9-3 23-6-0 ,26-4-4 , 30-76 34-70 50-0-11 8-0-5 78-13 78-13 4-3-2 3-11 10 78-13 8-0-5 Plate Offsets (X V)|2 0 2 8 Edge] |6 0 0 8 Edge] [100 64048] 111 00 8 Edge] |15 0 2 8 Edge] |19 0 5 0048] [25 0 5 0 0 4 8] LOADING TCLL TCDL BCLL BCDL (psf)SPACING 160 ' Plates Increase 18 0 0 0 Lumber Increase Rep Stress Incr 200 1 25 1 25 YES 120 ! Code UBC97/ANSI95 CSI TC BC WB 1 00 0 35 0 65 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1 st LC LL in 0 04 0 11 001 Mm l/defl doc) 25 26 25 26 28 = 360 l/defl >999 >999 n/a PLATES MII20 Weight 360 Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2 X 4 SPF No 2 2 X 6 SPF No 2 'Except* 8 23 2 X 4 SPF No 2 8 22 2 X 4 SPF No 2 2 X 4 SPF No 2 'Except* 3 26 2 X 4 SPF Stud 5 25 2 X 4 SPF Stud 9212X4 SPF Stud 12192X4 SPF Stud 14 18 2 X 4 SPF Stud 24-28 2 X 4 SPF Stud 21 28 2 X 4 SPF Stud 2 X 6 SPF No 2 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3 2 15 oc purlins except end verticals Except T Brace 67 11 20 Rigid ceiling directly applied or 6 0 0 oc bracing Except T Brace 8 28 T Brace 2X4 SPF No 2 3 25 7 28 14 19 REACTIONS (Ib/size) 20 = 1579/038 27 = 1083/058 28 = 1836/038 17 = 945/058 Max Horz 27 = 191 (load case 4) Max Grav 20 = 1672(load case 7) 27 = 1095(load case 6) 28 = 1914(load case 6) 17 = 963(load case 7) ^ FORCES (Ib) First Load Case Only TOP CHORD 1 2 = 23 2 29= 1483 3 29 = 1398 3 4= 869 4 30 = 786 5 30 = 786 5 31 = 227 6 31 = 141 7 24=144 6 7= 201 7 32 = 776 8 32 = 776 8 33 = 779 9 33 = 779 9 34 = 660 10 34 = 654 10 20= 1262 10 11 = 211 11 35= 106 12 35= 192 12 36= 377 13 36= 444 13 14= 527 1437= 1124 15 37 = 1208 15 16 = 23 2 27= 974 1517= 839 BOT CHORD 26 27 = 316 25 26 = 1327 24-25= 194 23 24= 234 23 28= 132 12 28= 98 8 28 = 300 21 22= 233 20 21 = 569 19 20= 660 18 19 = 1067 17 18 = 304 WEBS 3 26= 27 3 25= 659 5 25 = 344 57= 612 7 25 = 1267 7 28= 1358 9 28 = 377 921=119 920=166 1012=320 1019 = 1445 1219=430 14-19=732 1418=28 226 = 1029 1518 = 7762428 = 422128=338 NOTES 1) This truss has been checked for unbalanced loading conditions 2) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 12 0 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 Continued on page 2 WARNING Verify tlesiRn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building componont to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building .designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 OCT 1 1 2002 MiTek Industries, Inc 111!11!111 O o <Q o a ^&II(Q "D^ifl|fa3®§!?lCD o o >n a a o z9.3 3 § DCD CD CD =f- o"5 S 5 3 0s"§ 5 =r <S 3= C " CD "D. CD CD 5 ^ —*- C 3g £ ie 0000- H! co o 8n c^ 8? CD i, —. 00 g ^J Ooo O -DTJ | 5 illa z oSii S^o n S ^ X O C §i=J m ^3 |p o o TOP CHORD TOP CHORD o T> o«_§" ^3 D si 3-JT O Q. (Q nc01 -Care shouldand installatibe exercised in handlingion of trusseso COo o Do not cut orprior approvalter truss members or platal of a professional enginCD CD 9 € 3=Do not overliof constructioad roof or floor trusses won materials^>3~ CO o"o 5 Anchorage cto trusses areshown]nd/or load transferring cois the responsibility of othe3» Dc CD D O_ CD n C/J -^Bottom chorspacing or l<otherwise ncds require lateral bracing3ss if no ceiling is installec•tedca D — i CD ^ g! =t Top chords nrat spacing stlust be sheathed or purlinsiown on design1 Q_a Lumber shallall respects ispecifiedbe of the species and sizequal to or better than thCD <D CD Q 05 Plate type siindicate minze and location dimensioimum plating requiremer* 1 o|Camber is ais the responpractice is tonon-structural considera'sibihty of truss fabricator <camber for dead load dic? | § Q- CD Q §°a Unless expre:applicable f<preservativessly noted this design is nDr use with fire retardant <treated lumber- °Unless otherxlumber shallfabricationvise noted moisture conlnot exceed 1 9% at time c-K| o Q C -"• D Si E| 5 1 CD 7n D 0 ~3 O 1+ CD 0- CL ^ 0 O 03 a Q 0 Q 0 0 3" CD O 2- Q- o-n— \*> ~$Place platesjoint and emat joint locaton each face of truss atbed fully Avoid knots amions"- CD C Q § IT CD Cut membeiotherrs to bear tightly against <u/ Q 0u Provide copibuilding desiowner and cles of this truss design to 1gner erection supervisorill other interested partiesT3 ^ 0 °> "O kud Q (Q (D 0 Personal Injuryc. <5 6" -no O O O C a O Q i •o 5 TJ (D P-- 0© 3 ^Cb.Cp i. <^3 Q BE^ <D -? © tzn> (D^ jA0985 Truss * T68 Truss Type •' ROOF TRUSS [Qtv h "| Ply h 1FC4602-S Landmark Truss and Lumber Abbotsford B~C V2T 6L4 4~201SR1 s Jul 26 2002 MiTekTnclustnes Inc W«d~Sep"lT09" 34 S6~2002 PageT'OFT" A0985 La Costa Glen BCH &"Sons SC14995 (optional) NOTES 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 5) Beating at jomt(s) 28 considers parallel to grain value using ANSI/TPI 1 1995 angle to gtam formula Building designer should verify capacity of bearing surface 61 This truss has been designed with ANSI/TPI 1 1995 criteria 7) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated fastened to truss TC w/ 2 10d nails LOAD CASE(S) Standard 233 85X1 25 = 4 NAILS •. PROVIDED - 12 NAILS TO EACH SIDE OF DAMAGED SECTION "OK" OCT t I 2002 WARNING Verify design i>araii<rters ami READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building-designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 MiTek Industries, IllC X IO CD "D 73,o g 2D O 5 Q o < IS| tD_ Q. ^ 0 55 3°E iT1 i3CD CD gQ-ag-2 8- °-"O CD 13Q 0_ gCD O O01 D g.Q <s TOP CHORD o 50 oo oo — • ^ 5 o O i| 5 Qo TOP CHORD 2 Care should be exercised in handling erectionand installation of trussesDo not cut or alter truss members or plate withoutprior approval of a professional engineerDo not overload roof or floor trusses with stacksof construction materialsAnchorage and/or load transferring connectionsto trusses are the responsibility of others unlessshownBottom chords require lateral bracing at 1 0 ftspacing or less if no ceiling is installed unlessotherwise notedTop chords must be sheathed or purlins providedat spacing shown on designLumber shall be of the species and size and inall respects equal to or better than the gradespecifiedPlate type size and location dimensions shownindicate minimum plating requirementsCamber is a non-structural consideration andis the responsibility of truss fabricator Generalpractice is to camber for dead load deflectionUnless expressly noted this design is notapplicable for use with fire refardant orpreservative treated lumberUnless otherwise noted moisture content oflumber shall not exceed 19% at time offabricationUnless otherwise noted location chord splicesat 1 /4 panel length (±6 from adjacent joint )Place plates on each face of truss at eachjoint and embed fully Avoid knots and waneat joint locationsCut members to bear tightly against eachotherProvide copies of this truss design to thebuilding designer erection supervisor propertyowner and all other interested parties b A0985 . Ttuss I J3 | Truss Type i MONO TRUSS Qty 4 Ply 1 T"A0985 La Costa Glen BCH & Sons ! SC149951F 1 (optionall Landmark Truss and Lumber Abbotsford BC V2T 6L4 4 201"SRTs"juF26 2002 MiTek Industries Inc Wed Sep 11 09 34 47 2002 "Page 1 0-11 0 . 3-9-14 1x4 111 85X1 25 = 1 63 NAIL,! PROVIDED - 8 NAILS TC "OK" OF DAMAGED SECTIO Scale =1169 BREAK 3-9-14 Plate Offsets (X Y> |2 0 2 14 6 2 8] LOADING TCLL TCDL BCLL BCDL (psf) 160 18 0 00 12 0 SPACING Plates Increase Lumber Increase Rep Stress Incr 200 1 25 1 25 YES Code UBC97/ANSI95 CSI TC BC WB 0 67 0 15 0 04 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 1stLC LL in 0 01 0 07 000 Mm l/defl doc) 45 1 2 4 = 360 l/defl >999 >187 n/a PLATES MII20 Weight 17 Ib GRIP 197/144 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 SPF No 2 2 X 4 SPF No 2 2X3 SPF Stud 'Except* 2 5 2 X 4 SPF Stud (Ib/size) 5 = 247/0 384=154/Mechamcal Max Horz 5 = 79 (load case 4) Max Grav 5 = 451 (load case 6) 4 = 402 (load case 8) BRACING TOP CHORD BOT CHORD Sheathed or 3 9 14 oc purlins except end verticals Rigid ceiling directly applied or 10 0 0 oc bracing FORCES (Ib) TOP CHORD BOT CHORD WEBS First Load Case Only 1 2 = 23 2 6= 42 3 6 = 27 45=0 2 4= 0 34=111 25= 204 FIELD REPAIR IS DUE TO A BREAK IN RIGHT END VERTICAL NO PLATE DAMAGE Attach 2x4 SPF NO 2 scab as shown to one side of truss with 10 d common nails (0148 x30)@6 OC 2 rows NOTES „ 1) This truss has been designed for the wind loads generated by 70 mph winds at 27 ft above ground level using 120 psf top chord dead load and 9 0 psf bottom chord dead load 100 mi from hurricane oceanlme on an occupancy category I condition I enclosed building of dimensions 200 ft by 195 ft with exposure C ASCE 7 93 per UBC97/ANSI95 If end verticals exist the left is exposed and the right is not exposed If cantilevers exist the left is exposed and the right is not exposed If porches exist they are not exposed to wind The lumber DOL increase is 1 33 and the plate grip increase is 0 76 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with»any other live loads per Table No 16 B UBC 97 3) Refer to girder(s) for truss to truss connections 4) This truss has been designed with ANSI/TPI 1 1995 criteria 5) This truss has been designed for a moving concentrated load of 250 Olb live and 50 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads LOAD CASE(S) Standard OCT 1 1 2002 WARNING Verify design parameter* and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing ot the overall structure is the responsibility of the buildmg designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult QST 88 Quality Standard DSB 89 Bracing Specification and HIB 91 Handling Installation and Bracing Recommendation available from Truss Plate Institute 583 D Onofrio Drive Madison Wl 53719 MiTek Industries, Inc Indicates locationwhich bearings (sO Q O "* £if= 5(Q TJI . g -o o a o 1o D 3 g o t5 CD CD CD 4. o® ig 3 5 3•$050-0 m&|H»(D 5 CD tD" O "O g 2 "2. 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