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Home My WebLink About4490 Carr Streeti CITY OF WHEAT RIDGE Buiiding'Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �rncf i 12(-', r— Job Address: ` / L/ %Q 5T Permit Number: _'2 U 19 01 L)No one available for inspection: Time `e_., AM%PM Re -Inspection required: Yes ,"No (_1L,- When corrections have been made, call for re -inspection at 303 -234 - Date: La ' 1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspectiort Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �6 A4 -00-r Job Address: 4W0 (AST S+. Permit Number: Z4I$01'Fg0 ❑ No one available for inspection: Time 2 j Z AM/ M Re -Inspection required: Yes , When corrections have been made, call for re -inspection at 303-234-5933 Date:U/ 0 Inspector: haraPf Lovelf DO NOT REMOVE THIS NOTICE Q i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Y0Q" r'n6t I RV� Job Address: yq qo Car,- St. Permit Number: SqU on d ❑ No one available for inspection: Time) ? y A Re -Inspection required: Ye No *When corrections have been ade, call for re -inspection at 303-234-5933 Date:-6/am Inspector: bane Lt1yet DO NOT REMOVE THIS NOTICE e City of Wheat Ridge Residential Roofing PERMIT - 201801590 PERMIT NO: 201801590 ISSUED: 05/31/2018 JOB ADDRESS: 4490 Carr ST EXPIRES: 05/31/2019 JOB DESCRIPTION: Reroof with asphalt shingles, 5/12 pitch, 39 squares - house only *** CONTACTS *** OWNER (720)448-5753 NOONAN GREGORY W SUB (970)418-0884 Tom Allen 150105 Hairy Yeti Construction *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 11,466.00 FEES Total Valuation 0.00 Use Tax 240.79 Permit Fee 236.00 ** TOTAL ** 476.79 *** COMMENTS *** *** CONDITIONS *** Midroof & Final Roof inspections for ROOFS 6/12 PITCH & OVER: 3rd party inspection will be required for both the midroof and final inspections. The 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. REGARDING ROOF VENTILATION: Roof ventilation shall comply with IBC Sec. 1203.2 or IRC Sec. R806. The installation of ridge venting requires the installation or existence of soffit venting. For calculation purposes, one hat or turtle vent equal to one-half of one square foot of opening. Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and mid -roofs may be called in at the same time, one hundred percent of the sheathing must be complete and 25-75 percent of the mid -roof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. City of Wheat Ridge Residential Roofing PERMIT - 201801590 PERMIT NO: 201801590 ISSUED: 05/31/2018 JOB ADDRESS: 4490 Carr ST EXPIRES: 05/31/2019 JOB DESCRIPTION: Reroof with asphalt shingles, 5/12 pitch, 39 squares - house only I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the roperty and am authorized to obtain this permit and perform the work described and approved in conjunction with this ppenn[t. Lfvrther attesfthat I am legally authorized to include all entities named within this document as parties to the work to be pertormed ,and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature`of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 da s made be granted at the discretion of the Chief Building Official and maybe subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a pet shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable codeor any ordinance regulation of this jurisdiction. Approval of work is subject to f any inspection. Signature of Chief Buildinj Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Kimberly Cook no c;�I_v (0 S, From: no-reply@ci.wheatri dge.co.us Sent: Wednesday, May 30, 2018 10:26 PM To: CommDev Permits Subject: Online Form Submittal: Residential Roofing Permit Application Categories: Kim Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received and due to the volume of requests, time to process varies and is subject to change. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes residential roof? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATION Property Address 4490 Carr St. Property Owner Name Greg Noonan Property Owner Phone 720-448-5753 Number (enter WITH dashes, eg 303-123-4567) Property Owner Email Field not completed. Address Do you have a signed Yes contract to reroof this property? Applications cannot be submitted without an executed contract attached below. Attach Copy of Executed Scan0201 (1).pdf Contract CONTRACTOR INFORMATION Contractor Business Hairy Yeti Construction Name Contractor's License 150105 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 970-418-0884 Number (enter WITH dashes, eg 303-123-4567) Contractor Address 5415 Howell St. (Primary address of your business) Contractor Email Address Hairy-yeti@hotmail.com Retype Contractor Email Hairy-yeti@hotmail.com Address DESCRIPTION OF WORK TOTAL SQUARES of 39 the entire scope of work: Project Value (contract 11466 value or cost of ALL materials and labor) Are you re -decking the No roof? Is the permit for a flat Pitched roof (2:12 pitch or greater) roof, pitched roof, or 2 both? (check all that apply) What is the specific pitch 5/12 of the PITCHED roof? How many squares are 39 part of the PITCHED roof? Describe the roofing Asphalt Shingles materials for the PITCHED roof: Type of material for the Asphalt PITCHED roof: Provide any additional house detail here on the description of work. (Is this for a house or garage? Etc) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this Yes application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal 3 owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Name of Applicant Tom Allen Email not displaying correctly? View it in your browser. Property Owner (please print): G reg Noonan `° I, Phone: 0 - 424 + 6 Mailing Address: (if different than property address) Address: S arr e as above City, Mate, Zip: r at home services, Inc Contractor License #: 070156 Phone: 303-209-8660 ninnany AMR; Not applicable VA - e >.At, j j Ptan Revkrww (due at hme of submittal). Sq. Ft /L.Ft added: Squares BTU's Gallons Amps M w. a. Use credit card listed on rile. Date Credit Card Payment. Print name: Signature ....... 10/1012012 15:57 13033600166 � 1 1, 41 19 m I I I -4 I 00 L4 Ak VA V, k. 80 7 1E 19 m I I I -4 I 00 L4 VA V, k. 80 E. I I 9 P AGE 37/49 l o g m wp 1P E. I I 9 P AGE 37/49 l o g m wp COMMUNITY DEVELOPMENT DEPT. Inspection Services Division (303) 235-2855 Correction Notice Job Address: L-J L.L.3 0 en Q."Q s;::- \ yoJ .,..., \ V""\ ~ '\r-J (l.,\d~ '<""(~ \ N ~ \ E:, '- '\ 1 '\ <:. "" \, It - c:,~y,-,v::,~ <;;:~Q1. Q\....u , ./ !t- ~\ \ ~ yo,:::, . S '\ -(1\}S') (l,-a(c.'l \j.j ~ u When corrections have been made, call for re-inspection at 303-234-5933. Date: 2...-<..'6-QS" ~- Inspector DO NOT REMOVE THIS NOTICE :t' ,~ .. Certificate of Completion And / Or Compliance City of Wheat Ridge 7500 W 29'h Avenue Wheat Ridge) Colorado 80033 THIS CERTIFICATE VERIFIES TIfAT THE PROPER IT DESCRIBED BELOW, DOES COMPLY WITH THE WHEAT RIDGE BUIWING CODE, ZONING AND OTHER RELATED LAND USE AND DEVELOPMENT LAWS OF THE CIIT OF WHEAT RIDGE FOR THE FOLLOWING PURPOSE. PERMIT #17644 Roof Replacement & Elec. Date: 'J.p.R,/?nnr; Owner: r-.-reg Nnnnan Owner Address: 440n rll.... t\t ~ "Wh""t nir;fgf~ rn Rnn~~ Property Address: fame Contractor: Repairs Unlimited Contractor Address: 5310 Ward Rd. G-07, Arvada. CO 80002 ClnifBuiUUng Offi<iRl, ~ ~ Zoning Administrator: v- !ltt A ~ INSPECTiON RECORD 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 (303) 235-2855 CF Inspection Line (303) 234-5933 Inspections will not be made unless this card is posted on the building site 24 Hours notice required for inspections Jo~ .c:-ddress ~n G,r r r ~i:, BUilding P~rmlt No. --1 r Il..--llll Owner ~_c '.,. Contractor ') Date Issued '(.L+ Occupancy INSPECTOR MUST SIGN ALL SPACES PERTAINING To THIS JOB FOUNOATlON INSPECTIONS DATE ApPROVAL DISAPPROVAL INSPECTOR COMMENTS: INITIALS Footings/Caissons Stemwall Reinforcing or Monolithic Weatherproof / French Drain Water/Sewer Service Lines POUR No CONCRETE UNTIL ABOVE HAS BEEN SIGNED CONCRETE SLAB FLOOR Electrical (Underground) Plumbing (Underground) Heating (Underground) Do NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED Electrical Service Rough Electric Rough Plumbing Air Test Gas Piping Rough Mechanical Framing . "C') I,.., ~'-! ( 12 Roofing ".'r ~ r;. Insulation I iUZ' 7l',tl ,/ Drywall Screw /1 ; FINALS -;,.... -" ^ a LV Electrical 1 H <.. Jtti}s. Plumbing Mechanical , Frame /Interior Finish -ItA $ll Y'\!J, '''---'' <..-U-5 e'l~ "-""" S-....." R.OW & Drainage Fire Department Parking & Landscaping **NOTE: ADDITIONAL INSPECTIONS / COMMENTS ON BACK OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED PROTECT THIS CARD FROM THE WEATHER COMMUNITY DEVELOPMENT DEPT. Inspection Services Division (303) 235-2855 Correction Notice Job Address: L-{ Lf q 0 C)(':,rh W EU-.-CX Ole ~Ih'~\ W' :)~~ l~~ l'~ >; \:, '- s;:-, G ' '0 () cJ~ ~M ~ When corrections have been made, call for re-inspection at 303-234-5933. Date: \ I - I L ~v ~ ~ Inspector DO NOT REMOVE THIS NOTICE GEIlEn.leAl & STRUCTlRAl C..SlLTlNn PARK'S ENGINEERING, LLC. 10521 S parker Road, Suite F. Parker. CO 80134 Phone: (720) 842-1101 Q~--~ * \"\6<+<-t --- --_.::,,-;> Repairs Unlimited 5310 Ward Road, Ste. G-07 Arvada, CO 80002 Date: September 27,2004 Insp. Date: September 23, 2004 Job. No.: 1-41561 Reference: Truss T02A. by High Plateau Truss, Inc. Job Address: 4490 Carr Street, Wheatridge, Colorado As requested, we inspected subject roofrafters. I. 2 X 10 roof rafters at 16" on center over rear patio are supported by 2-11 7/8" ML at one end and house exterior wall at the other end. This is acceptable practice and will perform accordingly. 2. 2 x 10 over-built roofrafters over Engineered Truss T02A (rear side of the house) are over-loading Engineered Trusses at ridge. We recommend distributing roof snow load with 2 x 4 vertical members as shown on attached sketch. If we can be of further service, please call. i) J .::e:>;'~.~..' L ~i~~' . ii:difaPARK,s.ENGINEERlNG, Lfc;,li-' ;). ::,' (}.I~'~ 127:Jil ~., , obert S. Park, ~E. {\ \~, ,;f.':} ':~ '9-.- ....>- ..~,tI j.~ ". _!~. ,s~ (.,~-..... .,,.,, ,~,t u)';"..,',r}f'ia..t t-'" ..&",,',.!'., ". , -1;~(."""..""'!O.~'\"t}:'>f,,':::;:'" ,~ Of Gt\\~~ , '-"~'$~~P / 2 x 10 ROOF // OVER PATiO / I \ \ RAI TERS /",- 2 x 10 ..,OOf R Af I LRS / OVER-BLlL T OVLR F.NGINFT.RFD TRUSSE'.::) ! I \ // /- // /"- ,1..T6d NAILS :~ x 4 VERL ~~~-~ --,-~----~" O~,J FA. TRUS~; SST L30 OR EO_ ~E.iN;::ORCING ANGLE \ '---. Er,GINEERf.l] T02A TRUSSES \ \ \,'..... '----2 x 6 SUEEPER ~yp 2 P.^CLS 44-90 Carr Street \Nheotrldge OVERBUILT ROOF FRAMING DATE: 09/27/04 PARK'S ENGINEERING, LLC Consulti"IJ En9in..ri."IJ JOB NO. 1-41561 Soil: It PW'CobIion rut, .1'oundaticm I: FIG. NO. 1 OF 1 .5ep 24 04 03:02p RUI 7208980280 p.3 \'JOb-~------ iTru!;S.------' iTruss Type - , .4REPAIR \ Ta2A i ROOF TRUSS , . ; ~-High PlateauTru"ss. Inc:-Golden, to 80403, B:")'aii'Co!orOSO----- :Qly --rPiY-I------.--- is 11 " l I I Job ReferBn;;:.~'la;) S 000, Fob E 2003 MiTe'< Induslrte.. Inc. Wed Jun 30 08:30.18 2004 ~~-I , Page '--1 ! ~~:!._~_+_~1:~-.........-.L----g.6-12 2-0.0 4_11_1!li 4-6-12 14-1.a r---------,--- 4-6-12 18-(1-4 4.6-12 c 23.3-1 4.6~12 +~8.~O _ _--r.l~~ 4.'\1-15 2-0-0 5",,1._1:5&." ....== .. . " I . ../;4T~':c--.. $)<0-;" ....J~./. I I! -'-...~ lid,. // I ,,',,- '$:>/ I.''.~ ~/:::<;,. ,,'\, \q /)0 1.~104'~' /--// // ",-'\., II // \\ ,,,~ /</ ;'f \.', Ii // \i ~~ 1.5,,4r;. 3 /:// _.... <\~2 I, '! W~'I/ \~3 ~'-..... .. <X I' '.' II /11/ '.\ "'t"-:. /',- "' , ' ". \. . , \ \ /"-. '-, ..ry,. " ". . :' \. \. , .'" / \ '. " / ,-.,:-.... /// ,V(& J: '.'\.: /. .\ \~'/ ','. ,:// ":"~ .' i ',,". 'II'. 1/ \ '\ / " .-;>. // .1 ',', I; \\ /1 '.' //': ! i "\ L/~/ \\/ / '<:.:, . ; ~ )F----:-::---~:=-'---:---==-==---=-~~-~- ~. -----:, :-::.:-.",., , ,1 0, / / . """-<:::" ,. :;.~./ ". _ " " " 'd 0 '-.:::' ~_. ~= ~= a.oorf2 ~.~ ____7...L.. __-+-~ _~1:!___ 20-11.11 . 2&-.-0 --.. ---j 7-3.5 5-10-3 6.10-3 7.3-5 1_~.\'LQf~Set. r){:!240.fl.'I..E!!lID~jj:~o:.3=0,~:0.1.l8:0.a'1 .ecisillhO-4-~-Ol .----------- . --- ! LOADING iPsf; SPACING 2-0-0 I CSI ',DEFL in (toe) Vdefl PLATES GRIP _ 'LL 300 Plat..lnc,e.se 1 .< , l"C 0,50 : Velt{LL) -009 1C>-11 >999 MII20 1691123 ,OL i 5 lumber Increase '.15 Be 0.45 . Ver.{TL) -O.H ~O-11 >99'9 , ~C~L :):0 I Rep Suess Incr YES we 0.52 Horz{Tl) c..'JO S !l:a 1_~CO:_7:=-~- COde___~RC2000 ___ L :.. 151 LC LL Mill Vciefl'~_.l_ We;ght 1251b ~----------, , LUMBER BRACING ' I TOF CHORD 2 X' SPF 1650F I.SE TOP CHOR') I' BOT CHORD 2)( 4 SPF 16S0F ~ .SE BOT CHORD WEBS 2 X.4 WW Stud "Except- I W2 L X 4 SPF 165CF 1.5E., w~ 2 X 4 SPF 1650F 1.SE , W2 2 X 4 SPF 16S0F 1SE , I .---1 Shea~heC: or 4-:"-12 or: pur~ns. RiSid ceikng direcll:f applied c.r 1C-O-O 0:' bracing. REACTIONS i (Iblsize) 2;14~8IO-5.e, 6=141E.lO-S-8 Max Harz ~=373(toad case 6) Max lJp:iit2=-492(ICaC case 7). 6=-49~{;oatj case 6) Max Grav2=t"115(load case 2i, 8,=,~715{1cad ease 3) I . ; fORCES (lb)' Fnst Load Case Only , TOP CHOR:) '_2=42.2-30.1771. 3-4'.'570, '.5~1105. 5-6=-1 ';)5 5.;~lS70. 7-8'.lnl. 8-9=42 I BOT CHORO 2_12::::1447,11-12=1203 10-11=1203, e-10=':.t47 I WEBS 3.12;-24"1, 4~12::::317, 4-11=-480, 5-11=877. C-11:~450. 6-', ~=317 7_;0"'_241 ! NarES 1) Wlod .-sCE 7-96 per IRC200J: 100l"ph. 0025ft TCDL04Spsf; BeDL..5"I; cccupanCi category II: exposure C, i enclosed.M'NFRS g.ble end zone; c.nt,1ev91Ieft .nd right exposed; end "",,'eal left ar.d rtght exposed:eu",nel DOL;:' _33 plate grip OOl=1.33. 21 Design !oad is b2sed on 30.0 psf specified roOf soo'.vJ:Jed. , 31 Unbalanced sncw loads have been considered for this dcsigfl. i 41 Thi, """ .as ..en OO81gne<l ..C~ 1 .~D tne' t1.t1oollcao or 30.0 ps' on ,.e'h.ng' non-ccncu"enh,ith o'"er ",e ioa<::s. S) Thl. truss has be.n designed ;01 a 10,0 pst bottom coord he load noneoncu"." witl1 .ny elrer I,ve loads per -able 1607,' oflBe-CO, )ne RTi US? connectors recomr;1el"lded ~o cOn!",ect tr....ss to bearing ,^,a\~ due 10 uplift at jt{s} 2 and 8. \ LOA.O CASE{S) Stal"dard __ ____~. _.__" _____________ _ ~_._______u_ .__ -~_.- ------ -----~----- - --- ---------- ---- -------------- COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - (303-234-5933) CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Building Permit Number: 17644 Date: 9/1/2004 Property Owner: GREG NOONAN Property Address: 4490 CARR ST Contractor License No. : 22046 Company: Repairs Unlimited, Inc. JJb~JJ Phone: 424-4656 Phone: (720) 898-0272 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Total: $49,874.00 $836.95 $0.00 $598.49 $1,435.44 I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compli nee y.'ith the Wheat Ridge Building Code (U.B.C.) and all other applicable Whe Ridge ordi 7:' for work under this p mf. ,'" 7f- /;1 / . (" C. 'L (OWNER)(CONTRACTOR) SIGNE ~.". f "/ <I'. DATE! " - ;/ . Construction Value: Permit Fee: Plan Review Fee: Use Tax: /' Use: Description: REPLACE RAFTER SYSTEM WI ENGINEERED TRUSSED SYSTEM. COLLAPSED. BUILDING DEPARTMENT USE ONLY ~ Approval: Zoning: SIC: Sq. Ft.: OK. MEETS 30 LB. SNOW LOAD Approval: CR ~ Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval : Expiration Date: Approval: (4) (5) (6) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City, This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. . Contractor shall notify the Building Inspector twenty.four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the job. The issuance of a permit or the ap roval of dra~~pecifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building c y ot~rdinance, law-;-Tule: or regulation. (1) (2) (3) Chief Building Inspector Please sign Terms and Conditions on reverse side of page. "~' ~Hr~r "/ ~ 0 _ C> U ~ COl.OR~'iP COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE. 303.234.5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 . (303.235-2855) APPLICATION Building Permit Number: Oate: Property Owner: (",re& Nocwk/V" Property Address: "/tI<Jo C~ 5'''- Contractor License No.: 'Z-"Z.(J<l1, Company: j2e{Jc"r) U IV/,";', f.,..J S'^'L Phone: 3'03 'fz'f'/600 Phone:"3QJ -%1-0 h 'i' / OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value:$ 'I~f'7~ Permit Fee:$ Plan Review Fee:$ Use Tax:$ Total:$ ot.. I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances. rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (V.B.G) and all other applicable Wheat Ridge Ordinances, for work under is p mit. Description: 12(5""1'1",-< ~ DATEr" 7 ErVlel.t- f'1t:1~ \--<~I'''Z..-.- ?v./~J- S,J1r"-- w-~ [ ")\~f'ey.--f (QWNERXCONTRACTOR): SI BUILDING DEPARTMENT USE ONLY tYf-< JkJ1 (.,1 (LfJf" . ~EC(U'lJ'EfDj llUr: ~" ~ ~ ',' / 11 Sq. Ft. added ONING COMMENTS: Approval: Zon ing: _~~C~_~ Sq ------ --- BUILDING COMMENTS: Approval: 6~ # ~ ~tb ~/IIOW Lc.:d e;~ PUBLIC WORKS COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No: Company: Plumbing License No: Company: Mechanical License No: Company: Expiration Date: Approval: Expiration Dale: Approval: Expiration Date: Approval: (1) This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the building authorized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of. any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. -~?~ Repairs Unlimited. Inc. 5310 Ward Rd. Suite G-07 Arvada, CO. 80002 08/20/2004 Insured: GREG W NOONAN Business: (303) 424-4656 xOOOOO Property: 4490 CARR ST WHEAT RIDGE, CO 80033-3245 Estimator: Martinez, Ernie Company: USAA Property and Casualty Insurance Business: (720) 898-0272 Business: (800) 531-8222 Business: P.O.Box 35718 Colorado Springs, CO 80935-3718 MEMBER NUMBER UR NUMBER 04434460 005 POLICY NUMBER 90A Business: TYPE OF LOSS ALL OTHER CIRCUMSTANCE (720) 898-0272 DEDUCTIBLE $ 500.00 Dates: Date Contacted: 01106/04 Date of Loss: 03/18/03 Date Est. Completed: 08/06/04 Summary for ALL OTHER CIRCUMSTANCE Line Item Total Overhead Profit Material Sales Tax @ @ @ 10.0% x 10.0% x 7.900% x 40,726.89 40.726.89 12,674.25 40,726.89 4,072.69 4,072.69 1,001.27 Replacement Cost Value Less Deductible 49,873.54 (500.00) Net Claim 49,373.54 Repairs Unlimited. Inc. 08/20/2004 Page: 2 GREG W NOONAN Repairs Unlimited, Inc.531O Ward Rd. Suite G-07 Arvada, CO. 80002 Repairs Unlimited, Inc. hereby proposes to furnish all of the materials and perform all the labor necessary for the completion of the attached scope of work. , All material is guaranteed to be as specified, and the work to be performed and completed in a substantially workman like . manner for the stated amount with payment of the deductible to be made upon acceptance and payments to be made as follows: balance due at completion of project. Any alteration or deviation from the above specifications involving extra costs will be executed only upon written orders and will become an extra charge over and above the original estimate. All agreements contingent upon strikes, accidents, or delays beyond our control. Owner to carry fire, tornado, and other necessary insurance on the work being done. Workman's Compensation and Public Liability Insurance will be carried by Repairs Unlimited, Inc. This proposal may be withdrawn if not accepted within thirty days. ACCEPTANCE OF PROPOSAL IN THE AMOUNT OF $ The prices, specifications, and conditions of the attached scope of work are hereby accepted. Repairs Unlimited, Ioe is authorized to do the work as specified. Final payment will be made upon completion. If applicable, I authorize USAA to pay Repairs Unlimited, Inc. directly for their services. Accepted by Date GREG W NOONAN Notice: USAA will not accept supplements to the estimate unless it is for an item we have agreed is pending, or damage that was hidden. In either event, USAA must have the opportunity to re-inspect prior to supplemental work being done. R. o Repairs Unlimited, Inc. GREG W NOONAN 08/20/2004 Page: 3 Room: 010604-00003NOONAN2 Formula Hip Roof & Box 60'0" X 29'0" x 9'0" Subroom 1: Offset !front entry Formula Gable Roof & Box Tie-In 16'0" x 5'0" x 9'0" Subroom 2: Offset 2 front garag Formula Gable Roof & Box Tie-In 15'0" x 9'0" x 9'0" Subroom 3: Offset 3 back east Formula Gable Roof & Box Tie-In 30'0" x 12'0" x 9'0" 3,327.75 SF Walls 2,315.00 SF Floor 774.00 SF Long Wall 3,545.18 SF Ceiling 257.22 SY Flooring 969.75 SF Short Wall 6,872.93 SF Walls & Ceiling 352.00 LF Floor Perimeter 391.95 LF CeiL Perimeter DESCRIPTION QUANTITY UNIT COST RCV DEPREe. ACV Remove Rafters - 2x6 - 24" OC (3-5/12 Gable, per SF of floor) 2,315.00 SF 0.50 1,157.50 0.00 Remove Hip or roof intersection 4/12 slope (hip/valley length) 48.00 LF 14.55 698.40 0.00 Scissor truss - 4/12 slope 1,290.00 LF 6.55 8,449.50 0.00 Girder truss - 4/12 slope 60.00 LF 8.15 489.00 0.00 Remove Sheathing - spaced II! x 6 n 2,500.00 SF 0.39 975.00 0.00 Sheathing - waferboard - 5/8" 2.500.00 SF 1.82 4,550.00 0.00 Remove 3 tab - 20 yr. - composition shingle roofing - incL fell 25.00 SQ 34.20 855.00 0.00 3 tab - 20 yr. - composition shingle roofing - incL felt 31.00 SQ 123.45 3,826.95 0.00 Remove Additional layer of compo shingles. remove and dispose of 25.00 SQ 21.59 539.75 0.00 Remove Chimney flashing - large (32" x 60") 1.00 EA 15.52 15.52 0.00 Chimney flashing - large (32" x 60") 1.00 EA 318.47 318.47 0.00 Remove Valley metal 48.00 LF 0.36 17.28 0.00 Valley metal 48.00 LF 3.31 158.88 0.00 Remove Drip edge 230.00 LF 0.20 46.00 0.00 Drip edge 230.00 LF 1.58 363.40 0.00 1,157.50 mIL 698.40 rot. 8,449.50 ~,-\\ 489.00 ~\ 975.00 IY\~ 4,550.00 fi'J 855.00 ~ 3,826.95 t} b 539.75 I? ~ 15.52 (J h 318.47 b b 17.28 bb 158.88 f') Il:J 46.00 fjJ 363.40 f;h Repairs Unlimited, Inc. 08/20/2004 Page: 4 GREG W NOONAN CONTINUED - 010604-00003NOONAN2 DESCRIPTION QUANTITY UNIT COST RCV DEPREC. ACV Remove Roof vent - turtle type 11.14' ~& 2.00 EA 5.57 11.14 0.00 Roof vent - turtle type 80.94 fib 2.00 EA 40.47 80.94 0.00 Remove Flashing - pipe jack 5.00 EA 4.37 21.85 0.00 21.8566 Flashing - pipe jack 5.00 EA 24.39 121.95 0.00 121.95'~ Remove Blown-in insulation - Machine removal 2,315.00 SF 1.20 2,778.00 0.00 2, 778.00 O~ Blown-in insulation - 6" depth - R19 2,315.00 SF 0.51 1,180.65 0.00 1,180.65 iJ.'f-, Remove Soffit - box framing - 21 overhang 266.80 'f'10-- 230.00 LF 1.16 266.80 0.00 Soffit - box framing - 2' overhang 230.00 LF 4.41 1,014.30 0.00 I,014.30mL Remove Soffit & fascia - wood - 2' overhang 230.00 LF 0.72 165.60 0.00 165.60 rnU-- Soffit & fascia - wood - 2' overhang 230.00 LF 8.15 1,874.50 0.00 1,874.50 In t Remove Soffit & fascia - metal - 2' overhang 126.50 <1k~ 230.00 LF 0.55 126.50 0.00 Soffit & fascia - metal - 2' overhang t'~ 230.00 LF 8.16 1,876.80 0.00 1,876.80 I' metal soffit& fascia has been install over the old wood soffitt & fascia white Remove Gutter I downspout - aluminum 300.00 LF 0.31 93.00 0.00 93.00S fl1,1 Gutter / downspout - aluminum 300.00 LF 3.91 1,173.00 0.00 1,173.00 ~rJ Prime & paint exterior soffit - wood 460.00 SF 1.37 630.20 0.00 630.20 ~ Prime & paint exterior fascia - wood, 4"_ 6tl wide Fr-J.. l 230.00 LF 1.06 243.80 0.00 243.80 ~.,;\ Carpenter - General Framer - per hour 28.00 HR 54.89 1,536.92 0.00 1,536.921110. ADDDTIONAL TIME NEEDED TO DEMO ROOF AND INSTALL NEW TRUSSES Awning & Patio Cover - General Laborer - per hour 4.00 HR 32.53 130.12 0.00 130.12-/l)~ GREG W NOONAN Repairs Unlimited, Inc. 08/20/2004 Page: 5 CONTINUED - 010604-00003NOONAN2 DESCRIPTION QUANTITY UNIT COST RCV DEPREC. ACV Dumpster load - Approx. 30 yards. 5-7 tons of debris I 5.00 EA 338.61 1,693.05 0.00 1,693.05 (Lv. \ Taxes, insurance, permits & fees (Bid item) 1.00 EA 1,200.00 1,200.00 0.00 1,200.00 /l.I.A \ price is estimate only will supplement if needed ArchitecturallDrafting fees (Bid item) 1.00 EA 0.00 0.00 0.00 0.00 open line item cost for engineer inspection fees (PIE) HEAT, VENT & AIR CONDITIONING 1.00 EA 0.00 0.00 0.00 0.00 open line for D&R of mechanical vents and any code upgrade requirements PLUMBING 1.00 EA 0.00 0.00 0.00 0.00 open line item for cost of plumbing vents and any code upgrades ELECTRICAL 1.00 EA 0.00 0.00 0.00 0.00 open line item will get sub bid the current service and mast will have to be R&R and brought up to code this will be required also the interior lighting system is low voltage and the transformer and the home runs are in the attic. Crane and operator - 14 ton capacity - 65' extension boom 16.00 HR 112.39 1,798.24 0.00 1,798.24 rr.(L for setting trusses 2 days Cleaning Technician - per hour 6.00 HR 41.48 248.88 0.00 248.88,?? clean up of exterior after construction AFTER READING THE ENGINEER REPORT THEY HAVE THE STRUCTURE AS A WOOD FRAME WITH A BRICK VENEER. THE STRUCTURE IS CINDER BLOCK AND BRICK AND THIS MAYBE A PROBLEM ANCHORING THE NEW TRUSSES TO THE HOME I WILL NOTIFY PIE AND THE ADJUSTER. ONCE I MEET WITH THE TRUSS MANUFACTURE I WILL INSERT THE COST FOR TRUSSES AND REMOVE THE COSTS FOR REPLACEMENT OF RAFTER FRAMING. RUI WILL TAKE REASONABLE PRECAUTION TO DRY IN THE HOME DURING CONSTRUCTION. HOWEVER RUI WILL NOT BE RESPONIBLE IF THE STRUCTURE HAS GOTTEN WET FROM RAIN OR SNOW.RUI WILL NOTIFY THE ADJUSTER AND REPAIRS DAMAGE AREAS AND SUPPLEMENT FOR THE REPAIRS. THERE IS SOME INTERIOR DAMAGE ON THE CEILINGS OF THE HOME DRYWALL STRESS CRACKS AND THERE WILL BE SOME ADDITIONAL DAMAGE TO THE INTERIOR CEILINGS FROM THE CONSTRUCTION AND LOADS FROM _ THE ROOF SHIFTING.ONCE CONSTRUCTION IS COMPLETED THE CEILINGS WILL NEED TO REPAIRED AND PAINTED RUI WILL SUPPLEMENT ONCE THE HAVE BEEN REPAIRED. Room Totals: 010604-00003NOONAN2 40,726.89 0.00 40,726.89 GREG W NOONAN Repairs Unlimited, Inc. 08/20/2004 Page: 6 Grand Total Areas: 3,327.75 SF Walls 3,545.18 SF Ceiling 6,872.93 SF Walls & Ceiling 2,315.00 SF Floor 257.22 SY Flooring 352.00 LF Floor Perimeter 774.00 SF Long Wall 969.75 SF Short Wall 391.95 LF Ceil. Perimeter ., 0.00 Floor Area 0.00 Total Area 0.00 Interior Wall Area 0.00 Exterior Wall Area 0.00 Exterior Perimeter of Walls 0.00 Surface Area 0.00 Number of Squares 0.00 Total Perimeter Length 0.00 Total Ridge Length 0.00 Total Hip Length 0.00 Area of Face 1 GREG W NOONAN Repairs Unlimited, Inc. 08/20/2004 Page: 7 Recap by Room Estimate: 010604-00003NOONAN2 40.726.89 ,ubtotal of Areas 40,726.89 Total 40,726.89 100.00% 100.00% 100.00% GREG W NOONAN Repairs Unlimited, Inc. Recap By Category O&P Items " 'NINGS & PATIO COVERS GeNERAL DEMOLITION EQUIPMENT PERMITS AND FEES FRAMING & ROUGH CARPENTRY J~"'ULATION L._oORONLY PAINTING ROOFING SOFFIT, FASCIA, & GUTTER Subtotal Overhead Profit O&P Items Subtotal Material Sales Tax Subtotal Less Deductibles Grand Total @ @ 10.00% 10.00% @ 7.900% 08/20/2004 Page: 8 Total Dollars % 130.12 0.26% 9,460.39 18.97% 1,798.24 3.61% 1,200.00 2.41% 8,938.50 17.92% 1,180.65 2.37% 1,785.80 3.58% 874.00 1.75% 9,420.59 18.89% 5,938.60 11.91 % 40,726.89 81.66% 4.072.69 8.17% 4,072.69 8.17% 48,872.27 97.99% 1,001.27 2.01% 49,873.54 100.00% (500.00) 49,373.54 ..I@ IMiTek@ MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 6761909 TElEPHONE (916) 6761900 Re: 4REPAIR REPAIRS UNLTD-4490 CARR The truSS drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by High Plateau Truss. Pages or sheets covered by this seal: R13211815 thru R13211859 My license renewal date for the state of Colorado is September 30, 2005. August 12,2004 Anderson, Bob The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI!TPI-2002 Chapter 2. Job Truss Truss Type Qty Ply REPAIRS UNl To-4490 CARR R13211815 4REPAIR CJ06 ROOF TRUSS 1 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Shert~-8loroso 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 1209:37:352004 Page b-O-<l -2-9-15 2-9-15 3-+11-9 3---11-9 6-7-14 2-8-5 Scale = 1:171 1.5x4MII2Q II 5 4 3x4Mll20 :;:::; 354 fl2 3 2 0; ~ o NaWad 9 Nailed 7 1.5x4M1I20 Special 10 Special 6 2x4M1I20 3x4M!120 LOADING TCll TCDl BCll BCDl 0-0-0 0-0-0 3-11-9 3-11-9 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2..()~O 1.15 1.15 NO IRC2000 CSI Te 0.78 BC 0,38 WB 0.12 (Matrix) DEFL in (Ioe) Vert(ll) -0.01 6-7 Vert(Tl) -0.47 1 Horz(TL) 0.00 6 1 st LC LL Min Vdefl = 240 6.7-14 2-8-5 IIdefl PLATES GRIP >999 MII20 169/123 >81 nla Weight: 241b lUMBE TOP CI- 0 BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E 2 X 4 WW Stud "'Except. 4-62 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 DC purlins, except end verticals. Rigid ceiling directly applied. REACTIONS (lb/size) Max Horz Max Uplift 6=517/Mechanical,2=607/0-7-12 2=132(load case 4) 6=-215(load case 4), 2=-354(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=60, 2-8=-428, 3-8=.353, 3-4=25, 4-5=-6, 4-6=-125 BOT CHORD 2-9=335,7-9=335,7-10=335,6.10=335 WEBS 3-7=168,3-6=-372 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft: TCDL=4.5psf; BCDL=4.5psf; occupancy category II: exposure C: enciosed:MWFRS gable end zone: cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi!~n load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 0.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabl13 1607.1 of lBC-OO. 5) Refer to girder(s) for truss to truss connections. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at j1(s) 2. 7) "Nail.ad" indicates 3-10d or 2-12d common wire toe-nails. 8) Spedal hanger(s) or connection(s) required to support concentrated load(s) 161.61b down and 80.11b up at 5-8<', and 161.61b down and 80.11b up at 5-8-3 on bottom chord. Design for unspecified connection(s) is dele!lated to the building designer. LOAD GASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 A C=i' m' 1I.ert;.Jt=-75,O. 4-5=.75,0. 2-6=-15,0 .B. -w)(WlV1Re;~"'W/'ifv design ]Jarameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Oeslgn valid for use only with MITek connectors, This design Is based only upon parameters shown, and is tor 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 member5 only. Additional temporary bracing to insure 5tabHity during construction Is the responsibility of the erector. .-.- ~ Additional petmanent bracing of the overall structure is the responsibilily of the building designer. 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"D Vi' () - -0 o ::r3 0" =:.....,0- 0"" ,,~- Vi'"'8;;;;' o~o -.~ 8 gg 3-' -<~ gs,2" - _0 0ce -~- D-::'~ "00 o 0- 0 o..~'::J _0 ~. 000. 0-" 0.0_ '-'0 o.Gl'" ~ro g " ~ 0 ()~::J gQ.a. ::> :'J DOC -'0 ::> ffi u CD CD =V> ;: 0 ~ 00" =: !It) < ,,- " -" -+-Ot:; CD 2-< o~::> -"0 ~~CD -=+Q. e ::r. 3 ='1:y 0- CD Vi' ~roQ. -" o !::':'. -'" o.~ 0_, ~ ~ -::> QS- TOP CHORD ~ Q '" o ~ =I '" 0 s n I o '" ~Cl ~ '"' ~ <>- TOP CHORO <>- tn c~ 3- o-iJi ,,~ - 0 :r3= 0" ;':i: o Vi' -co co::> "0 o~ "" ,,0. 0.' -3 -00 ~v;' oc :::(0 3'0 ,,0 ~ 0- _co -::> 0- g-g, o' 9- 6' ~ OC -~ ;::ffi D~ 00 ~- ,,::r -" ro:i: ~ -, <D~ -" ::r~ _0 1+ - <>-" =p. 00 30 o o~ 0." ~'o o::r 00 ,,- :::.0. o'-Q S'iY "::ffi Cl W2 8 ,. ~ Oo'3! ~5'Q 0-0 5'0 ([) -~D DO-a 0,,_ 8.3ffi o'ZO ~w::> ~ o...(D ~R -<::r >0' < 0 Q.CD 0.0 " - 52 -~ ~~ 00 ~- 0." ~o 00 ~::r " ~ " ~ o .." o~ Iw o '" o '" ~ .. !'O 00 -e ::r_ ~3 " 3 0- " OJ o 0-"" ~ ~.a ~Q;6: ~ <6 CD ~ 0. 0 0.,,0 o !!!."Q. =<0 CD o::>~ -"0 :::T:-' ...... m CD :Y s'(j) Vi' -o- m :::tc roO~ ~:::lQ. (Dcro o.u !::':'. D,,<D o ;: ~ 4 -.-+- (i)'o :: y>:':y '0" o '0 " "" -< 0' 0- " ~ - <is' '" -< o '" o ~ " o o ::r :- c." o e. 3c O~ cell> ll>O 0." ~O ....= ll>0 Ul:E On =>0 e.c -0. a. en -<0 c .. ll> .... ~ o "0 ll> ~ z c 3 C" CD ... -. ~ (Q (;) "< tI) - CD 3 I ~I G) CD ~ CD ... C (;) C .... CD - "< Z o - CD tI) Job Truss Truss Type aty Ply REPAIRS UNL T0-4490 CARR R13211815 4REPAlR CJ06 ROOF TRUSS 1 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 12 09:37:36 2004 Page 2 LOAD CASE(S) Standard Concl~ntrated Loads (Ib) Vert: 9=1.510=-323.3 A WARNING - Verifv design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an Individual building componenllo 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 01 individual web members only, Additionallemporary bracing to insure stability during construction is the responsibiiity ot the erector, Addillonalpermanent bracing of the overall structure is the resp onsibilityolthebuildingdesigner. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult Q8T-88 Quality Standard, D8B- 89 Bracing Spaclflcatlon, and HIB-91 Handling Installation and Bracing Recommendation available from Truas Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mlr MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211816 4REPAIH CJ06A ROOF TRUSS 1 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sh~ry).5oloroso 5.000 s Jun 92003 M1Tek Industnes, Inc. Thu Aug 12 09:37:36 2004 Page 1 0-0-0 f- -2-9-15 2.9-15 3-11-9 3-11-9 6-7-14 2-8-5 Scale: 314""'1' 1.5x4M1I20 5 4 LOADIN TCLL TCDL BCLL BCDL G (pst) SPACING 2-0-0 CSI DEFL in (roc) I/defl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.Q1 7 >999 MillO 169/123 7.5 Lumber Increase 1.15 BC 0.11 Vert(TL) -0,21 1 >183 0,0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 6 nla 7,5 Code IRCZOOO 1st LC LL Min I/defl = 240 Weight: 24 lb 3-11-9 2-8-5 LUMBER TOP CHORD BOT CHORD WEBS 2 X4 SPF 1650F 1.5E 2X4SPF 1650F 1.5E 2 X 4 WW Stud *Except* 4-62 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 DC purlins, except end verticals. Rigid ceiling directly applied. REACTIONS (lb/size) Max Harz Max Uplift 6=356/Mechanical, 2=552/0-7-12 2=132(load case 4) 6=-148{load case 3), 2=-315(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=30, 2-3=-493, 3-4=0, 4-5=-3, 4-6=-111 BOT CHORD 2-7=469.6-7=469 WEBS 3-7=151. 3-6=-521 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi,;:!n load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 0.0 psf on overhangs non..concurrent with other live loads. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC~OO. 5) Refer to girder(s) for truss to truss connections. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. 7) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. LOAD GASE(S) Standard 1) Snow: Lumber lncrease=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-75.0, 4-5=-75.0, 2-6=-15.0 Concentrated Loads (Ib) August 12,2004 .Ii.. WARNING - Vaif\' de.dgn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and Is for an individual building component to be installed and loaded vertically. Appllcabllily of design parameters a nd 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 insura stability during construcllon 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 Stendard, DSB. 89 Bracing Specification, and HIB-91 Handllng Installation and Bracing Recommandatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Mldlson, WI 53719 Mil ek Industries, Inc. Job Truss Truss Type Oly Ply REPAIRS UNL TD4490 CARR R13211817 4REPAIR CJ08 ROOF TRUSS 4 1 Job Reference (optional) HIgh Plateau Truss, Inc., Golden, CO 80t~.:oSheryl Coloroso 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 1209:37:372004 Page 1 0-0-0 I- .2.9.15 2.9.15 4-10-8 4-10-8 8-5-13 3-7-5 Scale = 1:19.5 1.5x4M1I20 II 5 4 3x4MII20 -;;;. 3.54 f12 3 " Nailed Nailed 8 o 2 ~ [ Nailed 9 Nailed Special 7 10 '.5x4 MIl20 II Special 8 3X4MII20 3x4M1120 0-0-0 0-0-0 LOADIN TCll TCDl BCll BCDl G (pst) SPACING 2-0-0 CSI DEFl In (Ioc) l/defl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.03 6-7 :>999 MII20 169/123 7.5 Lumber Increase 1.15 BC 0,44 Vert(TL) -0.43 1 >88 0.0 Rep Stress Incr NO WB 0,35 Horz(TL) 0,01 6 nla 7.5 Code IRC2OQO (Matrix) 1st LC LL Min I/defl = 240 Weight: 30 Ib 4.10-8 4-10-8 8-5-13 3-7-5 LUMBER TOP CHORD BOT CHORD WEBS 2X4SPF-S2100F 1.8E 2 X4 SPF 1650F 1.5E 2 X 4 WW Stud "Except" 4-62X4SPF-S21QOF 1.8E BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 DC purlins, except end verticals. Rigid ceiling directly applied. REACTIONS (lbfsize) Max Harz Max Uplift 6=547/Mechanical,2=74110-7.12 2=162(load case 4) 6=-205{load case 3), 2=-401 (load case 5) FORCE.S (lb) - First Load Case Only TOP CHORD 1.2=60,2-8=-865,3.8=.790,3-4=27,4-5=-6,4.6=.141 BOT CHORD 2.9=753,7-9=753,7-10=753,6.10=753 WEBS 3-7=343, 3--6=-820 NOTES 1) Wind: ASCE 7.98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; expclsure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end verticallefl and right expclssd;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 0.0 psf on overhangs non-concurrent with other five loads. 4) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC.OO. 5) Refe!r to girder(s) for truss to truss connections. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt{s) 2. 7) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. 8) Special hanger(s) or connectian(s) required to support concentrated load(s) 161.61b down and 80.11b up at 5-8-:3, and 161.61b down and 80.11b up at 5.8.3 on bottom chord. Design for unspecified connection(s) is dele9ated ta the building designer. LOAD GASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 A C ,tl d Y.ert;~"'=-75,O. 4-5=-75,0, 2.6=.15,0 a. WAl}?Wrt.?81:'~frlfY design parameters und 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 lor an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - nol truss designer. Bracing shown Is for laleral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. "-1- ~ Additional permanenl bracing of the overatl structure Is Ihe responsibilily of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QS1-88 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Inltallatlon Ind Brlclng RacommendlUon available trom TrUll Pllte Inltltute, 583 D'Onofrio DrIve, Madllon, WI 53719 MiTek Indushies, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL T04490 CARR R13211817 4REPAIH CJ08 ROOF TRUSS 4 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek InduSlnes, Inc. Thu Aug 1209:37:372004 Page 2 lOAD CASE{S) Standard Concentrated Loads (Ib) Vert: 9=1.5 10=-323.3 A WARNING - Veril" design p(/ramefer.~ and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is lor an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of componantis responsibllllyof building designer-not Iruss designer. Bracing shown is for lateral support of individuel web members oniy. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. .-,- ~ Additional permanent bracing of the overall structure isthe responsibility of the building designer. For general guidance regarding fabl'ication, quality contrOl, storage, delivery, arection, and bracing, consult QST-aa Quality Standard, DSB. a9 Bracing Specification, and HIB-91 Handling Inatallatlon and Bracing Recommendation available from Truaa Plate InaUtule, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211818 4REPAIR CJ11 ROOF TRUSS 1 1 Job Reference (optional) High Plateau Truss. Inc., Golden, C~-o~403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 1209:37:382004 Page h-o-o -2-9-15 2-9-15 4-8-9 4-8-9 7-10-7 3-1-14 11-3-12 3.5-6 Scale'" 1:25.3 2x4MII20 II 5 6 3x4MII20 -::;;. 11 354 fl2 Special 3x4MII20 .;;:- Nailed 3 ;q 6 2 3x8MII20 \2 Nailed 9 1.5x4M1I20 13 B 14 3x4MlI20 7 3x4M1I20 Nailed Special Special Special 0-0-0 0-0-0 LOADIN TCLL TCDL BelL BCDL G (psD SPACING 2-0-0 CSt DEFL in (Ioe) IJdefl PLATES GRIP 30.0 Plates Increase 1.15 TC 0,78 Vert(LL) .0.06 8.9 >999 MII20 169/123 7,5 Lumber Increase 1,15 BC 0,54 Vert(TL) -0,33 1 >115 0,0 Rep Stress Incr NO WB 0,60 Horz(TL) 0.02 7 nla 7.5 Code IRC2000 (Matrix) 1 st LC LL Min I/defl ;::: 240 Weight: 43 lb 4-8.9 4-.8-9 7-10-7 3-1-14 11-3-12 3.5-6 LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E 2 X 4 WW Stud *Except* 5-72 X 4 SPF 1650F 1,5E BRACING TO? CHORD BOT CHORD Sheathed or 5-1..0 DC purlins, except end verticals. Rigid ceiling directly applied. Except 1 Row at midpt 2-7 REAcnONS (1b/size) Max Horz Max Uplift 7=985/Mechanical,2=1005l0-7-12 2=208(load case 4) 7=-395(load case 3), 2=-493(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=60,2-10=.1663,3.10=-1599,3-11=-1171, 4-11=-1120, 4-5=-79, 5-6=.6, 5-7=-122 BOT CHORD 2-12=1524,9-12=1524,9-13=1524,8.13=1524, 8-14=1075, 7-14=1075 WEBS 3-9=66,3-8=492,4-8=774,4-7=-1279 NOTES 1) Wind: ASCE 7-98 per IRe2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS 9able end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate 9rip DOL=1.33. 2) Desi!3n load is based on 30.0 pst specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 0.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabll;l1607.1 of IBC-OO. 5) Refer to girder(s) for truss to truss connections. 6) One RT7 US? connectors recommended to connect truss to bearing watts due to uplift at jt(s) 2. 7) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. 8) Special hanger(s) or connection(s) required to support concentrated load(s) 105.71b down and 51.11b up at 5-8<1 on top chord, and 161.61b down and 80.11b up at 5-8-3, and 251.61b down and 117.71b up at 8-6-2, and 251.15lb down and 117.71b up at 8-6-2 on bottom chord. Design for unspecified connection(s) is delegated to the t,uilding designer. LOAD GASE(S) Standard AC~A~W1flep.aV;rtf\' 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 componantis responsibility of building designar-not truss dasigner, Bracing shown is for lateral support of individual web member5 only. Additional temporary bracing to Insure stability during construction islhe responliibility of the erector. Mil ~ Additional pelmanent bracing of the overall structure is the re sponsibility of the building designer. For general guidance -- regarding fabrication. quality control, storage. delivery. erection, and bracing, consult QSl-88 Quality Standard, DSB- 89 Bracing SpecifIcation, and HIB-91 Handling Installation snd Bracing Recommendation available from Trus. Plat.lnsmuta, 583 D'Onofrio Drive, Madison, Wi 53719 MiTek Indusmes, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL T[)..4490 CARR R13211818 4REPAIFt CJ11 ROOF TRUSS 1 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 M1Tek Industnes, Inc. Thu Aug 1209:37:38 2004 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=.75.0,5-6=-75.0,2-7=-15.0 Cono:mtrated Loads (Ib) Vert: 11=-105.712=1.513=-161.614=-503.3 A WARNING - Verify design paramefers und READ NOTES ON THIS AND REVERSE SIDE BEFORE USE 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 01 building designer-not truss designer. Bracing shown Is for lateral support 01 individual web member~: only. AMilional temporary bracing to insure stability during construction Is the responsibility of the erector. .-.- ~ Additional permanent bracing 01 the overail structure isthe responsibility of the building designer. Forgenerel guidance regarding labricalion, quality control, storage, delivery, erection. and bracing, consult OST.88 Quality Standard, DSB. 89 Bracing Sp.cttlcation, and HIB.91 Handling Installallon and Bracing Recommendation available from Trusa Plat.lnstltufe, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211819 4REPAIH F01 ROOF TRUSS 1 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 60403, Sh~'d1Coloroso 5.000 s Jun 92003 MITek lndust~.!olnc. Thu Aug 12 09:37:39 2004 Page 1 5-2-0 5-2-0 3x4MII20 1.5x4M1I20 2 Scale: 1:215 " 4 1~1l2011 3 3x4MIIBQ).g:: LQADIN TCll TCDl BCll BCDL G (ps1) SPACING 2.Q-0 CSI DEFL in (loci I/deft PLATES GRIP 30,0 Plates Increase 1.15 TC 0,36 Vert(LL) -0,03 3-4 >999 MII20 169/123 7.5 Lumber Increase 1.15 BC 0.17 Vert(TL) -0,06 3-4 >999 0.0 Rap Stress Incr YES WB 0.10 Horz(TL) 0.00 3 nla 7.5 Code IRC2000 1 st LC LL Min IIdefl = 240 Weight: 23 Ib 5.2-0 5-2-0 LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E 2X4WWStud BRACING TOP CHORD BOT CHORD Sheathed or 5-2-0 DC purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACT liONS (Ib/size) Max Harz Max Uplift 4=219/Mechanical,3=219/Mechanlcal 4=-166(load case 3) 4=-140(load case 3), 3=-140(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-4=-183,1-2=0,2-3=-183 BOT CHORD 3-4=-0 WEBS 1-3=0 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desiqn load is based on 30.0 psf specified roof snow load. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Tabll~ 1607.1 of IBC-OO. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard A WARNING - Venf)' design pOT(lll1eters 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 tor an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation 01 component is responsibility 01 building designer - not truss designer. Bracing shown is for lateral support 01 individual web members only. Addilionaltemporary bracing to Insure stability during construction is the responsibility 01 the erector. .-.- ~ Additional pelmanent bracing 01 the overall structure isthe responsibility 01 the building designer. For general guidance regarding fabl"ication, quality contrOl, storage, delivery, erection, and bracing, consult QST.88 Quality Stlndlrd, DSB. 89 Bracing Specification, and HIB-91 Handling Instillation and Bracing Recommendation available from TrUll Plate Institute, 583 D'Onofrio Drive, Mldlson, WI 53719 Mil ek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211820 4REPA1H F02 ROOF TRUSS 1 1 Job Reference (optional) High Plateau Truss, Inc., Golden, Cu 80403 Sheryl Coloroso 5.000 s Jun 92003 MiTek Industries, Inc. Thu Aug 1209:37:40 2004 Page 1 O-O'b 0-0-0 5-2-0 5-2-0 3x4MII20 1,5x4M1I20 II 2 Scale = 1:17.6 4 3 1's2;/\'1I20 3x4MIlZO-O~ lOADIN TCll TCDL BCll BCDl G (pst) SPACING 2-0-0 CSI DEFl in (Ioe) Ildefl PLATES GRIP 30,0 Plates Increase 1.15 TC 0,36 Vert(ll) -0.03 3-4 >999 MII20 1691123 7,5 Lumber Increase 1.15 BC 0.17 Vert(Tl) -0.06 3-4 >999 0.0 Rep Stress Incr YES WB 0,06 Horz(Tl) 0,00 3 nla 7.5 Code IRC2000 1 st LC LL Min IIdefl = 240 Weight: 21 Ib 5-2-0 5-2-0 LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1,5E 2 X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 5-2-0 DC purlins. except end verticals. Rigid celling directly applied or 10-0-0 DC bracing. REACTtONS (Ib/size) Max Harz Max Uplift 4=219/Mechanical, 3=219/Mechanical 4=-126(load case 3) 4=-115(load case 3), 3=-115{load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-4=-183,1-2=0,2-3=-183 BOT CHORD 3-4=0 WEBS 1-3=-0 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi9n load is based on 30.0 psf specified roof snow load. 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 Tabh~ 1607.1 of IBC-QO. 5) Refer to girder(s) for truss to truss connections. lOAD CASEIS) Standard August 12,2004 A WARNING - Verif\' design parameters alld READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid tor use only with MITek connectors. This design Is based only upon paremeters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation 01 component Is responsibility 01 building designer - notfruss designer. Bracing shown is for lateral support of Individual web members only. Addllional temporary bracing to insure stability during consfrucllon is the responsibility of the erector. 1M Additional permanent bracing 01 the overall structure istheres ponsibility otthe building designer. For general guidance .-.- regarding fab"icalion, quality contrOl, storage, delivery, erection, and bracing, consult OSl-88 Quality Standlrd, DSB- 89 Bracing Splctflcatlon, and HIB-91 Handling InstallaUon and Bracing Recommendation available from Trulll Plate Institute, 583 D'OnofrIo Drive, MadIson, WI 53719 MiTek Industries, Inc. JOD Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211821 4REPAIR GR01 ROOF TRUSS 1 3 Job Reference (ontional\ High Plateau Truss, Inc., Golden, CO 80403 5.000 s Feb 62003 MiTek Industries, Inc. Thu Aug 12 15:51:202004 Page 1 -2-0-0 2-0-0 4-8-14 4-8-14 11-&-8 3-5-13 15-1-8 3-J.() 22-2-5 3-5-13 18.fl-S 3-7-0 6-0-11 3-5-13 8x8MII20= 7~15MII16= 3x4t.l1l20= , ~~ tMMlf21)-;::O 1;,,16M1I2O<::' 12><12 MII20= 16 2212 23 tOx10MII20= " $><6MII20= 16 1..19 1Oxl0t.l1l20= 20 13 21 lOxl0M1I20= H " 10:1I.10MII20= 3x8 MillO II I-- 4-&-14 4-6.14 11-6-8 3-5-13 15-1-8 3-7-0 22-2-5 3-5--13 18-8-8 3-7-0 6-0-11 3-5-13 25-8-2 3-5-13 30-3-0 4-6-14 Scale "1:51.t 3""M1120-:::- . :i l~ " " ''''' 3xBMII2011 6x16MII2~ 25-8-2 3-5-13 30-3-0 4-8-14 Plate Offsets (X V)' (1'0-5 140~3-10l (1-0-8.12 Edael (4'O.1.120.s.Dl (6'09-801-81 [9"0-513 Edael (12'0-5-00-6-81 (13'0.5-00-7-81 (14'0-3-805-01 [15'0-3-80-6-81 LOADIN TelL TCDL BCLL SCOl . - . . . . . - . . . . . - . G (psD SPACING 2-0-0 CSI DEFL in (lac) I/detl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.45 13 >797 MU20 169/123 7,5 Lumber Increase 1,15 BC 0.92 Vert(TL) -0.61 13 >590 0,0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.12 9 nla 7,5 Code IRC2000 (Matrix) 1 st LC Ll Min I/detl = 240 Weight: 617lb LUMBER TOP CHORD BRACING TOP CHORD BOT CHORD Sheathed or 3-9-8 DC purlins. Rigid ceiling directly applied or 10-0-0 DC bracing. BOT CHORD WEBS 2 X 6 SPF 1650F 1.5E .Except. 6-92 X4 SPF 1650F 1.5E 2 X 10 OF 1950F 1.7E 2 X 4 WW Stud .Except. 3-152 X4 SPF 1660F 1.5E, 3-14 2X4 SPF 1650F 1.5E 4.142 X4 SPF 1650F 1.5E, 6.12 2X4 SPF 1650F 1.5E 7.112 X4 SPF 1650F 1.5E WEDGE left: 2 X 8 DF 1950F 1.7E REACTIONS (Iblsize) 1=11365/0-5-8,9=9431/0-5-8 Max Harz 1=-100{load case 8) Max Uplift 1=-3385(1oad case 7), 9=.2846(load case 8) Max Grav 1=11746(load case 2), 9=9812(load case 3) FORCES (Ib) ~ First Load Case Only TOP CHORD 1_2=_28760,2_3=_28012,3-4=_23116,4_5=_22408, 5-8=-20665, 6-7=-22442, 7--8=-23650, 8-9=-22445 BOT CHORD 1-16=26887,16-17=26887,15-17=26887, 15-18=25876, 14-18=26876, 14-19=21722, 19-20=21722, 13-20=21722, 13-21 =22407, 21-22=22407, 12-22=22407, 12-23=21797, 11-23=21797, 11-24=20860, 10-24=20860, 10-25=20860,9-25=20860 WEBS 2-16=-347, 2-15=-1112, 3-15=5609, 3-14=-5740, 4-14=7449, 4-13=1090, 5-13=1243, 5-12=-2698, 6~12=8153, 7-12=-1199, 7~11=1620, 8-11=1041, 8-10=-1695 NOTES 1) 3-ply truss to be connected together with 10d Common(.148~x3~) Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0.9-0 OC, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 4 rows at 0-4-0 DC. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf: occupancy category II; exposure C: enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed:Lumber DOL=1.33 plale grip DOl=1.33. ~4) Provide adequate drainage to prevent water ponding. WARNING - Verif\" design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE on{inued on page:Z . L Oesign valid fur use only with Mirek connectors. This design is based only upon paremeters shown, and is for an individual building com~onentto be installed and loaded vertically. Applicabillfy of design perameters and proper incorporation 0' component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additionallemporary bracing to insure stability during construction is the responsibility of the erector. .-.- ~ Addilionelpermanent bracing of the overall structufe is the resp onsibililyofthebulldingdesigner. For general guidance regarding fab'ication, qualify control. storage, delivery, erection, and bracing, consult 05T-I8 Ouallly Standard, D5B- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Racommandetlon evailable from Truss PlatelnsUtula, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211821 4REPAIH GR01 ROOF TRUSS 1 3 Job Reference fo'"'tional' High Plateau Truss, Inc., Golden, CO 80403 5.000 s Feb 62003 MiTek Industries, Inc. Thu Aug 1215:51:20 2004 Page 2 NOTES 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-OO. 6) All plates are MT20 plates unless otherwise indicated. 7) Use USP THD28-2 (With l6d nails into Girder & 10d nails into Truss) or equivalent spaced at 13-11-0 OC max. starting aI6-1-8 from the left end 10 20-0-8 to connect truss(es) GROg (2 ply 2 X 6 SPF) to front face of bottom chord 8) Use USP THD28 (With l6d nails into Girder & NA90 nails into Truss) or equivalent spaced at 2-0-0 DC max. starting aI8-0-12 from the left end to 12-0-12 to connect truss(es) HH01 (1 ply 2 X 4 SPF) to front face of bottom chord. 9) Use USP JL210 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-8 DC max. starting at 14-0-12 from the left end to 1&-1-4 to connect truss(es) T06 (1 ply 2 X 4 SPF) to front face of bottom chord. 10) Use USP JL28 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 7-10-8 oc max. starting at 18-1-4 from the left end to 25-11-12 to connect truss(es) T02 (1 ply 2 X 4 SPF) to front face of bottom chord, 11) Fill all nail holes where hanger is in contact with lumber. 12) "Nailed" indicates 3-1 Od or 3-12d common wire toe-nails. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-75.0,4-6=-75.0,6-9=-75.0,1-9=-15.0 Concentrated Loads (Ib) Vert: 15=-1802.311=-204.417=-3459.518=-1802.3 19=-1802.3 20=-1615.3 21=-1607.5 22=-1452.8 23=-3862.0 24:::-204.4 25=--301.9 A WARNING - Verif)' design parameters ulld 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. ApplicablUty of design parameters and proper incorporation of componanl is rasponsibility of buildingdaslgner- not truss dasigner. Bracing shown is for leleral support of Individual web members only. Additional temporary bracIng to insLlra stability dLlring constrLJction is the responsibility of the erector. .-.- ~ Additional pel'manent bracing of the overall structure is the responsibility oftha building designer. For general guidance regarding fabl'ication, quality control, storage, delivery, erection, and bracing, consult QST-e8 Quality Standard, DSB. 89 Bracing Specification, and HIB-91 Handling Inst.II.lIon and Br.clng Recommendation available from TrulS Plate Institute, 583 D'OnofrIo Drive, Madlaon, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qly Ply REPAIRS UNL TO-4490 CARR 3 R13211822 4REPAIR GR02 ROOF TRUSS 1 Job Reference (optional) HlghtJ~~eau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 12 09:37:44 20%~!age 1 4+2~14 4-2-14 6-8-0 2-5-2 ,7-4-12, 0-8-12 10-6-10 3.1.14 14-9-8 4-2-14 16-9-8 2-0-0 Scale = 1:28.1 4x6M1IZ0 II 5x6MIIZO -:::-4 ~ " 3 5.00 fl'2 1.5x4M1l20 ~ 1.5x4MIIZO /; EHUH26 6 ~ o 5x6MII20 12 EHUH26 13 10 10xl0MII20 EHUH26 9 10xl0MII20 = Special 6 3x4M1l20 3x8MIIZO O..{)..Q 0-0-0 Plate Offsets (X, V): LOADlN TCll TCDl BCll BCDL G (ps~ SPACING 2-0-0 CSI DEFL ;n (toc) I!defl PLATES GRIP 30,0 Plates Increase 1.15 TC 0.44 Vert(ll) -0.14 1-10 >999 M1I2Q 1691123 7.5 Lumber Increase 1.15 BC 0.88 Vert(Tl) -0,19 1-10 >919 0,0 Rep Stress Incr NO WB 0.87 Horz(TL) 0,04 6 nla 7,5 Code IRC2000 (Matrix) 1st LC LL Min I/defl = 240 Weight: 186 Ib 5-3-8 5-3-8 [9:0-3-8.0-5-0J 6-8-0 1-4-8 9-8-0 2-10-0 14-9-8 5-3-8 lUMBER TOP CHORD BOT CHORD WEBS 2X4SPF 1650F 1.5E 2X6SPF 1650F 1.5E 2 X 4 WW Stud *Except* 4-92 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied. REACTIONS (lb/size) Max Horz Max Uplift Max Grav 1=680310.5--8, 6=3571/0-5-8 1=-132(load case 8) 1 =-1869(load case 7), 6=-1156(load case 8) 1=6921(load case 2), 6=3775(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-11542,2-3=-11360,3-4=-9125,4-5=-7843, 5-6=-7959, 6-7=63 BOT CHORD 1-11=10622,11-12=10622,12-13=10622, 10-13=10622, 9-10=8711, 8-9=7341, 6-8=7248 WEBS 2-10=-384,4-8=-168,5-8=-7,3-9=-1787,3-10=3748,4-9=5828 NOTES 1) Spedal connection required to distribute bottom chord loads equally between all plies. 2) 3-ply truss to be connected together with 10d Common(. 148Hx3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 DC. Bottom chords connected as follows: 2 X 6 - 3 rows at 04-0 ce. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 ce. 3) Winel: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4) Desiqn load is based on 30.0 psf specified roof snow load. 5) This truss has been designed for 1.00 times flat roof load of 0.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-DD. 7) Four RT7 USP connectors recommended to connect truss to bearing walts due to uplift at jt(s) 1. 8) Threl3 RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 6. Jti.cr~k'#Pf1fJeP"a~afY design parameters ulld READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid 1m use only with MITek connectors. This design is based only upon paremeters shown, and is for an indivIdual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responslbiiityof 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. .-1- ~ 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 aST.88 au.llty St.nd.rd, DSS- 89 Bracing Sl3eclflcatlon, and HIB.91 Handllng Installation and BracIng Recommendation available from Trual Platelnstllut.., 583 D'Onofrio Drive, Msdlson, WI 53719 Mirek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNl TD-4490 CARR 3 R13211822 4REPAIR GR02 ROOF TRUSS 1 Job Reference (optional) High Pldteau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 12 09:37:44 2004 Page 2 NOTES 9) Use US? EHUH26 (With 16d nails into Girder & NA90 nails into Truss) or equivalent spaced at 2-1-8 oc max. starting at 0-7-4 from the left end 104-8-12 to connect truss(es) H05 (1 ply 2 X 4 SPF) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) SPE~ial hanger(s) or connection(s) required to support concentrated load(s) 4292.41b down and 1404.21b up at 6-B..() on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 UnifCofnl Loads (ptf) Vert: 1-4=-75.0,4-7=-75.0, 1-6=-15.0 Concentrated Loads (Ib) Vert: 9=-4292.411=-1450.512=-1548.313=-1625.6 A WARNING - Ver/fv tlesign pllramcters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid fer use only with MITek connectors. This design is based oniy upon parameters shown, and is for an Individual building comp,)nent to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responslbililyof building designer-nol Iruss 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. .-.- N Additional perll1anent bracing of the overall structure isthe responsibility oftha building designer. For general guidance fegarding fabrication, quality control, storage, delivary, erection, and bracing, consult QST.88 Quality Standard, OSB- 89 Bracing Specification, and HIB-91 Handling Instailation and Bracing Recommendation available from Truss Plate Instltuta, 583 O'Onolrlo Drive, Medlson, WI 53719 Mil ek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211823 4REPAIH GR03 ROOF TRUSS 1 3 Job Reference 'o"tional\ High Plateau Truss, Inc., Golden, CO 80403 5.000 s Feb 62003 MiTek Industries, Inc. Thu Aug 12 10:44:292004 Page 1 1---2-0.0 2-0-0 6-1-8 1.5-0 16-2-0 3-9-4 8-5-12 2-4-4 12-4-12 3-11-0 4-8-8 4-8-8 4.... 4-8-8 16-2-0 3-9-4 20-0-8 3-10-8 l"-10,,\ 0-10-0 16-1-8 '-5-0 8-5-12 2-4-4 12-4-12 3-11-0 20-0.. 3-10-8 10.10,,\ 0-10-0 &ale = 1:37.7 Plate Offsets (X Yl' [2"05-13 Edael 13"09-801-81 [4-0-3-8020] f7-0-8 1202-81 [8"0.-513 Edoel [9'0..3-80-6-01 [10'0-6-009-01 112'03-807-41 LOADIN TelL TCDL BelL BCDL . - . . - . - . . -. . . - . . . . . . - G (psD SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.4710-11 >516 MII20 169/123 7,5 lumber Increase 1.15 BC 0.92 V ert(TL) -0.6310-11 >392 0,0 Rap Stress lncr NO WB 1.00 Horz(TL) 0.09 B nla 75 Code IRC2000 (Matrix) 1 st LC LL Min IIdefl = 240 Weight 386 Ib LUMBER TOP CHORD BRACING TOP CHORD BOT CHORD Sheathed or 3-1 0-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, BOT CHORD WEBS 2 X4 SPF 1650F 1.5E *Except* 3-72 X 6 SPF 1650F 1.5E 2X10DF1950F1.7E 2X4SPF1650F1.5E *Except* 4-11 2X4 WW Stud REACTIONS (Ib/size) 8=1172610-5-8,2=8606/0-5-8 Max Harz 2=114(load case 7) Max Uplift 8=-3270(load case 6), 2=-2689(load case 5) Max Grav 8=12092(load case 3), 2=9059(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=72, 2-3=~20325, 3-4=-26813, 4-5=-30282, 5-6=-30282, 6-7=-20942, 7-8=-23183 BOT CHORD 2-13=18934, 12-13=19107,12-14=26814, 11-14=26814,11-15=31462, 15-16=31462, 10-16=31462, 10-17=31462, 9~17=31462,9-18=21622, 18-19=21622, 8-19=21622 WEBS 3-13=-2031,5-11=-202,6-11=-1282, 6-10=4642, 6-9=-11435, 7-9=7988, 4-12=-2862, 3-12=12056, 4-11=4251 NOTES 1) 3-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows al 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 4 rows at 0-4-0 oc Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed, end verticallefl and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Desi~,n load is based on 30,0 psf specified roof snow load. 4) This 1russ has been designed for 1.00 times flat roof load of 0,0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This 1russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-OO. 7) All plates are MT20 plates unless otherwise indicated. P9 ith 10 n II int iOn il int Trus or uiv) t 4-8-8 from the left end to nn t tr CJ06 (1 ply 2 X 4 SPF) to front face of bottom chord, skewed 45.0 deg,to the left, sloping 0.0 deg. down. ^ W}.RNING - Ver.if)' design paramefcr.\' lInd READ NOTES ON THIS AND REVERSE SIDE BEFORE USE ~onfinu€!d on page z . 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 paramefers and proper incorporation ot component is responsibility 01 building designer - noltruss designer. Bracing shown is for lataral support of individual web members only. Additional tamporary bracing to insure stability during construction isthe rasponsibility ot the erector. .-.- ~ Additional permanent bracing of the overall structl1re is the res ponsibilityofthebuildingdesigner. For general guidance regarding fabrication, quality control, storage, delivery, areclion, and bracing, consult QST-88 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installatlon and Bracing Recommendation avaliable from Truss Platelnslltuta, 583 D'Onofrio DrIve, Medlaon, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211823 4REPAIR GR03 ROOFTRUSS 1 3 Job Reference fontionan High Plateau Truss, Inc., Golden, CO 80403 5.000 s Feb 62003 MiTek Industnes, Inc. Thu Aug 12 10:44:29 2004 Page 2 NOTES 9) Use US? HJC28 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 16-1-6 from the left end to connect truss(es) MOt (1 ply 2X4 SPF), CJ06A (1 ply 2 X 4 SPF) to front face of bottom chord. 10) Use US? THD28.2 (With l6d nails into Girder & tOd nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) GROg (2 ply 2 X 6 SPF) to back face of bo'rtom chord. 11) Use USPTH028 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-8 oc max. starting at a-D-,2from the left end 10 16-'4 to connect truss(es) HH01 (1 ply 2 X 4 SPF) to back face of bottom chord. 12) Use USP THD210-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 20--0.8 from the left end to connect truss(es) GR08 (2 ply 2 X 6 SPF) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) ~Nailed~ indicates 3-10d or 3-12d common wire toe-nails. 15) Special hanger(s) or connection(s) required to support concentrated toad(s) 1452.8Ib down and 383.81b up at 18-1-4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD eASElS) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Unifonn Loads (pit) Vert: 1-3=-75.0,3-7=-75.0,7-8=-75.0,2-8=-15.0 Concentrated Loads (lb) Vert: 13=-501.89=-2330.9 12=-3687.3 14=-1997.0 15=-1997.0 16=-1997.0 17=-1990.3 18=-1452.8 19=-2372.9 A WARNING - Verify de.dgn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building componenlto 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 member!: only. Addilional temporary bracing 10 Insure stability during construction Is the responsibility of the erector. .-.- ~ Additional pel"manent bracing of the overall structure Istheres ponsibillty of the building designer. For general guidance regarding fabrication, Quality control. storage, delivery, ereclion, and bracing, consult QST-88 Quality Standard, DSB. 89 Bracing Specification, and HIB.91 Handling Installation and Bracing Recommendation available from Tru.. Plate tnstltute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR 2 R13211824 4REPAIF~ GR04 ROOF TRUSS 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 0-0-0 5.000 s Jun 9 2003 MITek InduSlnes, Inc. Thu Aug 1209:37:49 2004 pageo~-o f--Z-o-O 2-0-0 3-6-8 3-6-8 6-0-0 2-5-8 10-5-14 4-5-14 15+8 4-7-10 19-9-2 4-7-10 24-3-0 4-5-14 26-8-8 2-5-8 30-3-0 ,...8 32-3..(1 2-0-0 Scale: 1:57.7 4xl0MII20 :;;;: 4x10MII20 3x8 MIl20 = 1.5x4 MII20 II 5x8 Mll20 = 5.00 [12 4 11~~~~/~~~F:~~) 2x4M1I20 II HJC26 JL24 2x4MII20 II 7xBMII20 = JL242x4M1I20 II JL24 3x8MII20 3x8MIIZQ JL24 JLZ4 JL24 Jl24 JL24 HJC26 2x4MIl20 0-0-0 0-0-0 Plate Offsets (X V), 3.&-8 3-6-6 6-0-0 2-5-8 10-5-14 4-5-14 15-1-8 4-7-10 19-9-2 4-7-10 24-3-0 4-5-14 26-6-6 2-5-8 30-3-0 3-6-8 LOADIN TCll TCDl BCll BCDl G (psf) SPACING 2-0-0 CSt DEFL ;n (Ioc) I/defl PLATES GRIP 30.0 Plates Increase 1.15 TC 0,64 Vert(LL) -0.59 15 >606 MII20 169/123 7,5 Lumber Increase 1,15 BC 0.78 Vert(Tl) -0.81 15 >444 0,0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.14 10 nla 7.5 Code IRC2000 (Matrix) 1 st LC LL Min fldetl = 240 Weight: 260 Ib [2'0-2-120-2-8) [4'0-5-00-1-11) [7'0-4-00-3-0) [8'0-5-00-1-11) [10'0-2.120-2-8) [15'0-4.004-8) lUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1,5E 2 X 6 SPF 1650F 1.5E 2 X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 3..a~2 oc purlins. Rigid ceiling directly applied or 9-8~12 oc bracing. REACTIONS (lb/size) Max Horz Max Uplift Max Grav 2=3304/0~5-8, 10=3304/0~5-8 2=98(load case 7) 2=~1330(load case 5), 10=-1330(load case 6) 2=3941 (load case 2), 10=3942(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=63, 2~3=~7079. 3-4=~7558, 4-5=-6890, 5-6=-10883, 6-7=-10883, 7~8=~6890, 8~9=~7559, 9~10=-7079, 10-11=63 BOT CHORD 2~18=6447, 17~18=6447, 17-19=9947, 19-20=9947, 16~20=9947, 16~21=9947, 21~22=9947, 15-22=9947, 15-23=9948,23-24=9948, 14-24=9948, 14~25=9948, 25-26=9948, 13~26=9948, 12-13=6448,10-12=6448 WEBS 3-18=-436, 3~17=693, 4-17=2484, 5~17=-3420, 5-16=635, 5-15=1046, 6-15=~341, 7-15=1046, 7-14=635,7-13=-3420, 8-13=2484, 9~13=694, 9-12=436 NOTES 1) 2-pl~' truss to be connected together with 10d Common(.148Mx3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at O~g-O oc. Bottom chords connected as follows: 2 X 6 ~ 2 rows at 0~9-o DC. Webs connected as follows: 2 X 4 - 1 row at 0-9~0 QC. 2) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Design load is based on 30.0 pst specified roof snow load. 4) This truss has been designed for 1.00 times flat roof load of 0.0 psf on overhangs non~concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads per A CW~??'N?N>8 eCl@Pr~\' des;gn paramerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid fl)r use only with MITek connectors. This design is based only upon paramelers 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 tor laleral support 01 individual web members, only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. "-1- ~ Additional permanent bracing of Ihe overafl structure Is the responsibility of Ihe building designer. For general guidance ragarding fabrication, quality control, storage, delivery, erection. and bracing, consult aST-88 auellly Slendard, DSB- 89 Bracing Speciflcellon, and HIB-91 Handling Inatallalion and Bracing Recommendation available from Truaa Plate Insmule, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR 2 R13211824 4REPAIR GR04 ROOF TRUSS 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 12 09:37:49 2004 Page 2 NOTES 7) Three RT7 USP connectors recommended to connect truss to bearing walls due to uplift aljl(s) 2 and 10. 8) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 18-2-4 DC max. starting at 6-0-6 from the left end to 24-2-10 to connect truss(es) JOB (1 ply 2 X 4 SPF), CJOB (1 ply 2 X 4 SPF), JOB (1 ply 2 X 4 SPF), CJ08 (1 ply 2 X 4 SPF) 10 fronl face of bottom chord. 9) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2~1-8 DC max. starting at 8-0-12 from the left end to 22-2-4 to connect truss(es) J06 (1 ply 2 X 4 SPF) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 14=.75.0,4-8=.75.0,8-11=-75.0,2-10=-15.0 Concentrated Loads (Ib) Vert 17=-785.0 13=-785.0 19=-252.8 20=-252.8 21=-252.8 22=.252.8 23=.252.8 24=-252.8 25=-252.8 26=-252.8 A WARNING. Verifv design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is basad only upon parameters shown, and is lor an individual building component to be installed and loaded vertically. Applicablllty 01 design parameters and proper incorporation 01 component Is responsibility 01 building designer-not truss daslgner. Bracing shown is for lataral support 01 individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. .-.- ~ Additional permanent bracing of tha overall structure is the responsibilily of the building designer. For general guidance regarding fab"icatlon. quality control, storage, delivery, erection, and bracing, consult QST-88 Qualtty Standard, OSB- 89 Bracing Speclflcltlon, and HIB-91 Handling Inatlllatlon and Brlclng Recommendltlon available from Truaa Platelnstltule, 583 D'Onofrio Drive, MadIson, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR 2 R13211825 4REPAIH GROS ROOF TRUSS 1 Job Reference (optional) High Plateau TruSSb!g.%, Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek lndustnes, Inc. Thu Aug 12 09:37:51 20~-O~age 1 f- -2-0-0 3-&-8 6-0-0 8-9.8 11-3'() 14-9-8 16-9-8 2-0-0 3-6-8 2-5-8 2-9-8 2-5-8 3.... 2-0-0 Scale = 1:31.2 5x6MII20 5x6MIl20 4 5 5.00 !12 3x4M1l20 "" 3x4Ml!20 '" 3 6 . <I 2 ~ ~ " 8 " 'c:::: 12 11 13 10 8 3xSMll20 2x4M1l20 II 3x4MII20 JL24 3x8MH20 2x4MII20 3x5MII20 HJC26 HJC26 0-0-0 0-0-0 3-&-8 6-0-0 8-9-8 11-3-0 14-9-8 3-6.8 2-5-8 2.9-8 2-5-8 3-6-8 [400-3-0.0-2-4). (500-3-0.0-2-4) Plate Offsets (X, V): LOADIN TCll TCDl BCll BCDl G (psi) SPACING 2-0-0 CSI DEFL in (Ioc) I/detl PLATES GRIP 30.0 Plates Increase 1.15 TC 0,30 Vert(Ll) -0.06 10-11 >999 MII20 1691123 7,5 lumber Increase 1,15 BC 0,29 Vert(Tl) -0.08 10-11 >999 0,0 Rep Stress Incr NO WB 0,37 Horz(TL) 0.02 7 nla 7,5 Code IRC2000 (Matrix) 1 st LC LL Min IIdefl = 240 Weight: 1271b lUMBER TOP CHORD BOT CHORD WEBS 2X4SPF 1650F 1.5E 2X6SPF1650F1.5E 2X4WWStud BRACING TOP CHORD BOT CHORD Sheathed or 6~O-o oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIIONS (Ib/size) Max Horz Max Uplift Max Grav 2=17241O~s..8, 7=17241O~5-8 2=99(load case 7) 2=-720(load case 7), 7=-720(load case 8) 2=2001 (load case 2), 7=2001(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1~2=63, 2~3=-3307, 3-4=~3291, 4-5=-2969, s..6=~3306, 6-7=-3303, 7-8=63 BOT CHORD 2-12=2987, 11-12=2987, 11~13=2954, 10-13=2954,9-10=2983,7-9=2983 WEBS 3-12=-176, 3-11=35, 4-11=1040, 4~10=19, s..10=1048, 6~10=57, 6-9=-191 NOTES 1) 2.ply truss to be connected together with 10d Common(. 148~x3~) Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 DC. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Wind: ASCE 7-98 per IRC20aO; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; expc,sure C; enclosed;MWFRS gable end zone; cantilever left and right exposed: end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Design load is based on 30.0 psf specified roof snow load. 4) This truss has been designed for 1.00 times flat roof load of 0.0 psf on overhangs non..concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-oO. 7) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 7. 8) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced aI2-8~12 oc max. starling at 6-0~6 from the left end 10 8-9-2 to connect truss(es) J06 (1 ply 2 X 4 SPF), CJ08 (1 ply 2 X 4 SPF), \ Y , . A ~rw1f18~awrffv desi!{lI parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 12,2004 Design valid 1m use only with MITek connectors. This design is based only upon parameters shown, and is lor an individual bulld!ng componenl 10 be installed and loaded vertically, Applicability 01 design parameters and proper incorporation 01 component is responsibility 01 building designer-not truss designer. Bracing shown is lor lateral sUppOrl01 lndividual web members only, Addlllonal temporary bracing to insure stability during construction Is the responsibility of the ereclor. .-,- ~ Addltionel permanent bracing 01 the overall structure is the responsibility of the building designer. For general guidance regarding fab'"ication, quality control, storage, delivery, erection, and bracing, consult Q5T-88 Quality Standard, DSB. 89 Brlclng Specification, and HIB-91 Handling Inatanatlon and Bracing Recommendation avaiiable Irom Truaa Plate Instltule, 583 D'Onolrlo Drive, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNl TD-4490 CARR 2 R13211825 4REPAIH GROS ROOF TRUSS 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 9 2003 MITek Industries, Inc. Thu Aug 1209:37:51 2004 Page 2 NOTES 9) Use USP JL24 (With tOd nails into Girder & NA9D nails into Truss) or equivalent at 7-4.12 from the left end to connect tnJss(es) J06 (1 ply 2 X 4 SPF) to front face of bottom chord. 10) Fill ,all nail holes where hanger is in contact with lumber. lOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-75.0,4-5=-75.0,5-8=-75.0,2-7=-15.0 Concentrated Loads (Ib) Vert: 11=-785.010=-785.013=-252.8 A WARNING - Verify design paramerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor 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 lor latersl support of Individual web memtJers only. Addilional temporary bracing to insure stability during construction is the responsibility of the erector. Additional pelmanent bracing of the overall structure isthe responsibility of the building designer. For general guidance regarding fabl'ication, quality control, storage, delivery, erection, and bracing, consult QST.88 Quality Standard, DSB. 89 Bracing Specification, and HIB.91 Handling Installa1l0n and Bracing Recommendetlon available from Tru.s Plate Institute, 583 D'Onofrio Drlva, Medlson, WI 53719 Mlr Mil ek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR 2 R13211826 4REPAIH GR06 ROOF TRUSS 1 Job Reference (optional) High Plateau l..8$5, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 1209:37:53 2004 Pag~lo 3-5-0 6.6-8 18-0-0 12.1"'() 16-2-0 20-3-0 23-8-8 28-3-0 30-3-0 3-5-0 3-1-8 1-5-8 4-1-0 4-1-0 4+0 3-5-8 4-6-8 2-0-0 Scale = 1:540 5.00 fT24x10 MII20 4x10Mll20 10x10MII20 ~ 3x8MII20 3x4M1I20 2x4 MII20 4x10MII20 4 5 6 7 1~1 ~ J 6 . 0 18 " 17 20 2116 15 22 14 23 13 " 12 11 4x10MII20 4x6MII20 2x4M1I20 II 3x8MI120 JL24 7x8M1l20 =JL24 3x4MII20 JL24 7x8Ml120 2x4M1I20 II JL24 JL24 JL24 3x8MII20 JL24 JL24 HJC26 JL24 Q-<l-O 0-0-0 3.5-0 6-6-' 18-0-0 I 12-1-0 16-2-0 20-3-0 23-8-8 28-3-0 3-5-0 3-1-8 1-5-8 4.1-0 4-1-0 4-1-0 3.5-8 4-6-8 Plate Offsets (X, V), [3'0.3-14 Edge] [4'0-5-00.1-11) [7'0-5-0,0-1-11), [g'0-5-0 0-1-11] [12'0-4.00-4-8] [140-4-00-4.8] [16'0-3-80-1-8] LOADIN TCLL TCDL BelL BCDL G (psfj SPACING 2-0-0 CSI DEFL In (Ioc) IIdefl PLATES GRIP 30,0 Plates Increase 1.15 TC 0.42 Vert(LL) -033 13-14 >999 MII20 169/123 7,5 Lumber Increase 1.15 BC 0.64 Vert(TL) ~O.46 13-14 >734 0.0 Rep Stress lncr NO WB 0.95 Horz(TL) 0.10 9 nla 7.5 Code IRe20aD (Matrix) 1st lC LL Min I/defl = 240 Weight: 267 Ib LUMBER TOP CHORD BOT CHORD WEBS 2 X4SPF 1650F 1.5E 2 X 6 SPF 1650F 1.5E 2 X 4 WW Stud "Except" 2-182 X 4 SPF 1650F 1.5E, 2-16 2 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 4.8-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACT!ONS (lb/size) Max Harz Max Uplift Max Grav 18=3851/Mechanical, 9=3525/0-5-8 18=-161(load case 5) 18=-1394(load case 5), 9=-1350(load case 6) 18=4306(load case 2), 9=4064(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-18=-126, 1-2=-87, 2-3=-7528, 3-4=-7566, 4-5=-6931, 5-6=-8604, 6-7=-7159, 7-8=-7891, 8-9=-7802,9-10=63 BOT CHORD 18-19=4626,17-19=4626,17-20=4626,20-21=4626, 16-21=4626, 15-16=7414, 15-22=8539, 14-22=8539, 14-23=8539, 13-23=8539, 13-24=8604, 12-24=8604, 11-12=7113, 9-11=7113 WEBS 2-18=-5744,2-17=811,2-16=3665,3-16=-1927, 3-15=-818, 4-15=2576, 5-15=-2007, 5-14=771, 5-13=82,6-13=669,6-12=-1799,7-12=2684,8-12=224,8-11=-225 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top .:hords connected as follows: 2 X 4 - 1 row at O-g-O oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 DC. Webs connected as follows: 2 X 4 - 1 row at 0-9.0 oc. 2) Wine!: A$CE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category It; exposure C; endosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;lumber DOl=1.33 plate grip DOL=1.33. 3) Desi9n load is based on 30.0 psf specified roof snow load. 4) This truss has been designed for 1.00 times flat roof load of 0.0 psf on overhangs non-concurrent with other live 13ads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per a e . 0 -. AC~r'f(mlJeP"a~ltf)' design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 12,2004 Design valid tor use only with MlTek 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 01 component Is responsibility 01 building designer-not truss designer. Bracing shown is tor 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 01 the building designer. For general guidance regerding labl"ication, quality control, storage, delivery, erection, and bracing, consult CST.88 Cuality Standard, DSB. 89 Bracing Specification, and HIB-91 Handling Installallon and Bracing Recommendation available from Truaa Plate Inatltute, 583 D'Onofrio Driva, Madlaon, WI 53719 Mil ek Industriesr Inc. Job Truss Truss Type aty pty REPAIRS UNl T04490 CARR 2 R13211826 4REPAIH GR06 ROOF TRUSS 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.0005 Jun 92003 MITek lndustnes, Inc. Thu Aug 1209:37:532004 Page 2 NOTES 7) Refer to girder(s) for truss to truss connections. 8) Three RT7 US? connectors recommended to connect truss to bearing walls due to uplift at jt{s) 9. 9) Use US? JL24 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2~1-8 DC max. starting at 2-0-12 from the left end to 18.2-4 to connect truss(es) T01A (1 ply 2 X 4 SPF) to front face of bottom chord. 10) Use US? HJC26 (With 16d nails into Girder & 10d nails inlo Truss) or equivalent at 20-2-10 from the left end to connect truss(es) JOB (1 ply 2 X 4 SPF), CJ11 (1 ply 2 X 4 SPF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD eASElS) Standacd 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-75.0, 3-4=-75.0, 4~7=-75.0, 7-10=-75.0, 9-18=-15.0 Concentrated Loads (Ib) Vert: 14"-342.8 15"-342,8 13"-342.8 12"-1313.3 19"-443.2 20"-443,2 21 ".443,222"-342.823".342,824"-342,8 A WARNING - Veri!1' de.~ign 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 com~'onent to be installed and loaded vertically. Applicability of design parameters and proper incorporation 01 component is responsibility 01 building designer-not truss designer. Bracing shown is for lateral support ot Individual web member~. only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. ..-.- ~ Additional pel'manent bracing of the overaH structure is the responsibility of the building designer. For general guidance regerding fabrication, quality control, storage, delivery, erection, and bracing, consult OSl-88 Ouallty 51lndlrd, D5B. 89 Bracing SpeciflCltlon, and HIB.91 Hlndllng Installlllon and Brlclng Recommendation available from Truss Plate Institule, 583 D'Onofrio DrivI, Madison, WI 53719 Milek Industries, Inc. Job Tl1Jss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR 2 R13211821 4REPAIH GRQ7 ROOF TRUSS 1 Job Reference (optional) High Plateauol~ss, Inc., Golden, CO 80403. Sheryl Coloroso 5.0005 Jun 92003 MITek Industnes, Inc. Thu Aug 1209:37:54 2004 Page 1 0-0-0 ~'..()..() ,-0-0 5-5-3 5-5-3 9-9-6 4-4-2 14-'-8 4-4.2 18.5-10 4-4-2 '1"i 0-8-14 22.11-8 3-9-0 28-3-0 5-3-8 Scale = 1:51.9 4x6MII20 5.00 fl'2 5 5x6MII20 .:::;. 3x8MIIZO ~ 3x8M1I20 ~ 4 6 7 3 3J\4M1I20 ~ 3x4MII20 ~ 8 9 ~, 6C::::: , . J;i .; 3x8MII20 15 2x4MII20 14 3x4MII20 13 7x8MIlZO = 1211 3x8Mll20 :::: 10xl0MII20 TUH26-2 10 2x4M1I20 JUS26-2 4x10MII20 0-0-0 0-0-0 5-5-3 5-5-3 9-9-6 4-4-2 14-1-8 4-4-2 18-5-10 4-4-2 '1"i 0-8-14 22-11-8 3-9-0 ,,,3-0 5-3-8 Plate Offsets (X, V)" [4'0-3-00-3-0] [9'0-5-00.1.11] [110.3-80-5-0] [12'0-3-80-1-8] 113'0-4-0 ().4-8] lOADIN TCLL TCDL BCLL BCDL G (pst) SPACING 2.0-0 CSt DEFl in (loe) lIdefl PLATES GRIP 30.0 Plates Increase 1.15 TC 0,39 Vert(LL) -0.23 11 >999 MII20 169/123 7,5 Lumber Increase 1.15 BC 0.43 Vert(TL) -0,32 11 >999 0,0 Rep Stress Incr NO WB 0.89 Horz(TL) 0,08 9 nla 7,5 Code IRC2000 1 st LC LL Min I/defl = 240 Weight: 263 Ib LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 $PF 1650F 1.5E 2 X6 $PF 1650F 1.5E 2 X 4 WW Stud *Except* 4-142 X 4 $PF 1650F 1.5E, 6-12 2 X 4 SPF 1650F 1.5E 7.112X4SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 4-10-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) Max Horz Max Uplift Max Grav 9=3526/0-5-8, 2=2296/0-5-8 2=194(10ad case 7) 9=-1083(load case 8), 2=-787(load case 7) 9=3734(load case 3), 2=2593(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=31.2-3=-4869,3-4=-4380.4.5=.3888.5-6=-3888, 6.7=-8446, 7-8=-7079. 8-9=-8474 BOT CHORD 2-15=4485,14-15=4485, 13-14=4037, 12-13=5950, 11-12=6534, 10-11=7806,9-10=7806 WEBS 3-15=72,3.14=-495,4-14=289,4-13=-618, 5-13=2668, 6-13=-3212, 6-12=2971, 8-10=971, 7.11=3008,7-12=-2990,8-11=-1464 NOTES 1) 2.ply truss to be connected together with 10d Comman(.148"x3") Nails as follows: Top (;hords connected as foHows: 2 X 4 - 1 row at 0-9-0 ac. Bottom chords oonnected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 ec. 2) Wind: ASeE 7-98 per IRe2000; 100mph; h=25ft: TCDL=4.5psf; BCDL=4.5psf: occupancy category II: expcsure C; enclosed:MWFRS gable end zone: cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Desi9n load is based on 30.0 psf specified roof snow load 4) This truss has been designed for 1.00 times flat roof load of 0.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Jive loads per Tabl'31607.1 of IBC-OO. 6) Three RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9. o ' AC~ry(nJ;&e~arvr;r~fv design parameter.I' {{lid READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 12,2004 Design valid lor use only with MITek connectors. This design is based only upon parameters shown, and is lor 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 indlvidulIl web members only. Additional temporary bracing 10 insure stability during construction is the responsibililyof the erector. MlI- ~ 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 Quellty Stenderd, DSB- 89 Bracing Specification, and HIB.91 Handling Instellatlon end Breclng Recommendation available Irom True. Plete Inatltute, 583 D'Onofrio Drive, Madlaon, WI 53719 MiT ek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR 2 R13211827 4REPAIH GR07 ROOF TRUSS 1 Job Reference (optional) HIgh Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Induslnes, Inc. Thu Aug 1209:37:54 2004 Page 2 NOTES 8) Use US? TUH26~2 (With l6d nails into Girder & 16d nails into Truss) or equivalent at 19-2-8 from the left end to connect truss(es) GRID (2 ply 2 X 6 S PF) to back face of bottom chord. 9) Use US? JUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 22-11-8 from the left end to connect lruss(es) GR11 (2 ply 2 X 6 SPF) 10 back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-75.0, 5-9=-75.0, 2-9=~15.0 Concentrated Loads (Ib) Vert: 10=.904.511=-2248.5 A WARNING - Verif\' design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MITek connectors. This design is based only upon paramaters shown, and is lor an individual building component to be instelledand loaded verticalJy. Applicability of design parameters and proper Incorporation of componenlls responsibility of building designer - not truss dasigner. Bracing shown is lor lateral support of individual web members only_ Addilional femporary bracing 10 Insure stability during construction Is the responsibility of the erector. .-.- ~ Additional permanent bracing or the overall structure is the resp onslbilily of the building designer. For general guidance regarding rab"ication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSS- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendatlon available from Trus. Plate Institute, 583 D'OnofrIo Drive, Msdlson, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TO-4490 CARR 2 R13211828 4REPAIR GR08 ROOF TRUSS 1 Job Reference (optional) HIgh Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 0-0-0 5.0005 Jun 92003 MITek Induslnes, Inc. Thu Aug 12 09:37:56 2004 Page d-o-Q 5-5-3 9-9-6 14-1-8 18-2-0 19.2.', 22-11-8 28-3-0 5-5-3 4-4-2 4-4-2 4-0-8 1-0-8 3--9-0 5-3-8 Scale = 1:51.7 4x6M1I20 4 5x12 Mll20 = 5.00 fl2 3x4M1I20 "" 3x5MII20 '.5x4MII20 5x6MII20 5 6 , 3 3x4MJl20 "" . 2 . ~ "' . ~ 3x8Ml!20 15 14 13 12 11 10 9 2x4M1I20 II 3x4MII20 7x8MII20 2x4MII20 II 5x10MII20 2x4MII20 10x10MII20 TUH26+2 TUH26-2 0-0-0 0-0-0 5-5-3 9-9-6 14-1-8 18-2-0 19'2-8, 22-11-8 28-3-0 5-5-3 4-4-2 4-4-2 4-0-8 '-0-8 3.9..Q 5.3--8 [11 :0-3-8,0-5-0]. [13:0-4-0.0.4-8[ Plate Offsets (X,Y): LOADIN TelL TCDl BCll BCDL G (pst) SPACING 2-0~O CSt DEFL in (Ioc) l/defl PLATES GRIP 30,0 Plates Increase 1.15 TC 0.83 Vert(ll) -0.18 12 >999 MII20 169/123 7.5 Lumber Increase 1.15 BC 0.33 Vert(Tl) -0,26 12 :>999 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.06 9 nla 7,5 Code IRC2000 1 st LC LL Min I/defl = 240 Weight: 282 Ib LUMBER TOP CHORD BOT CHORD WEBS 2X4SPF 1650F 1.5E 2 X 6 SPF 1650F 1.5E 2 X 4 WW Stud *Except* 8-102 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACT~ONS (lb/size) Max Horz Max Uplift Max Grav 1=2178/Mechanical,9=3667/Mechanical 1=223(load case 6) 1=-671 (load case 7), 9=-1202(load case 6) 1=2388(load case 2), 9=3877(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=~5055, 2-3=-4542, 3-4=~4032, 4-5=-4025, 5-6=-6069, 6-7=-4263, 7-8=-4263, 8-9=~3629 BOT CHORD 1-15=4668, 14-15=4668, 13-14=4193, 12-13=5950, 11-12=5949, 10-11=6068,9-10=0 WEBS 2~15=72, 2-14=-532, 3-14=305, 3-13=-641, 4-13=2780, 5-13=-3193, 5-12=38, 7-10=-334, 8-10=5475,6-11=1853,5-11=490,6-10=-2693 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top ::hords connected as follows: 2 X 4 - 1 row at 0-9-0 DC. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Wind: ASCE 7-98 per JRC2000: 100mph: h=25ft: TCDL=4.5psf: BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone: cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) Design load is based on 30.0 psf specified roof snow load. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabl,e 1607.1 of lBC-OO. 6) Refer to girder(s) for truss to truss connections. 7) Use USP TUH26-2 (With 16d nails into Girder & 16d nails inlo Truss) or equivalent spaced aI3-9-0 DC max. starting at 19-2-8 from the left end to 22-11-8 to connect truss(es) GR10 (2 ply 2 X 6 SPF) to front face of AC~Ary(N9flep..aWrffY design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 12,2004 Design valid for use only with MITek connectors, This design is based only upon parameters shown, and is fOf an individual building component to be Installed and loadad vertically. Applicability 01 design paramete rsand 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 construcllon Is the responsibility of the erector. .-.- ~ Additional permanent bracing of the overall structure is the responslbl!lly 01 the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSS- 89 Bracing SpecificatIon, and HIB.91 Handling Installation and Brsclng Recommendation available from Trus. PI,te Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mil ek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR 2 R13211828 4REPAIR GROB ROOF TRUSS 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl COIOfOSO 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 12 09:37:56 2004 Page 2 NOTES 8) Fill all nail holes where hanger is in contact with lumber. LOAD CASE{S) Standard 1) Snow: Lumberlncrease=1.15, Plate Increase=1.15 UnifOlm Loads (plf) Vert: 1.4=-75.0, 4-5=-75.0, 5-8=-75.0, 1-9=-15.0 Concentrated Loads (lb) Vert: 10=-1038.211=-2291.1 A WARN/NG - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MITek connectors. This design is based only upon parameters shown, and is tor an individual buildingcomponenlto be installed and loaded vertically. Applicability 01 design parameters and proper Incorporation 01 component is responsIbility 01 building designer-not truss designer. Bracing shown is for lateral support 01 individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllyol the erector, .-.- N Additional permanent bracing of the overall struclure is the res ponsibilityofthebuildingdesigner. Forganeralguidance regarding fab"ication, quality control, storage, delivery, erecllon, and bracing, consult QST-88 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available Irom Trus. Plate Inatltule, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR 2 R13211829 4REPAII~ GROg ROOF TRUSS 1 Job Reference (optional) High Plateg~lruss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 12 09:37:58 2004 Page cl-o-o 9'"4 0-11-0 6-2-14 5-3-14 11-8-7 5-5-10 17-2-1 5-5-10 22-7-10 5-5-10 28-3-0 5-7-6 Scale = 1:52.4 5-00~X6MII20 5x6MIl20 ~ 4x10MIl20 = 5x6MII20 = 3x8MII20 = 5x6M1I20 = Spacial 3x4MII20 Special ~~~~~~~ . ~ ~ 1413 17 18 1912 20 21 11 22 23 1024 25 2. 9 27 8 3x4MII20 II JL24 2x4 MII20 II JL24 7l1.8MII20 JL24 Jl24 7x8MII20 = JL24 3x5MII20 4x6MII20 5x8MI120 = JL24 JL24 Jl24 JL24 JL24 JL24 JL24 0-0-0 0-0-0 9.114 0-11-0 Plale O:fsets (X, V): 6-2-14 5-3-14 11-8-7 5-5-10 17-2-1 5-5-10 22-7-10 5-5-10 28-3-0 5-7-<3 LOAOIN TelL TCDl BCll BCDl G (psf) SPACING 2-0-0 CSI DEFl In (Ioc) I/detl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.46 10-11 >725 MII20 169/123 75 Lumber Increase 1.15 BC 0.73 Vert(Tl) -{).63 10-11 >536 0,0 Rep Stress Incr NO WB 0.70 Horz(Tl) 0.11 8 nl" 7,5 Code IRC2000 (Matrix) 1 st LC II Min IIdefl = 240 Weight 261 Ib [400-3-0,CJ.3-{)), [6oCJ.3-0.CJ.3-{)], [1000-4-0.0-4.8]. [1100-4.0.0-4.8] LUMBER TOP CHORD BOT CHORD WEBS 2X4SPF 1650F 1.5E 2 X 6 SPF 1650F l,5E 2 X 4 SPF 1650F 1.5E "Except" 2-132 X4 WW Stud, 3-12 2 X4 WW Stud 4-112 X4 WW Stud, 5-10 2 X4 WW Stud 6-92 X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 4-1-10 oc purlins, except end verticals. Rigid ceiling directly applied or 9-11-12 oc bracing. 8=2993/Mechanical,14=2951/Mechanical 14=112(load case 6) 8=-1237(load case 6), 14=-1249(load case 5) 8=3476(load case 2), 14=3506(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1~2=-1023, 2-3=-987,3-4=-8916, 4-5=-8916, 5-6=~5792, 6-15=-285, 15-16=-285,7-16=-285, 7-8=-522,1-14=-3036 BOT CHORD 13-14=172,13-17=6384,17-18=6384, 18-19=6384, 12~19=6384, 12-20=6384,20-21=6384, 11-21=6384,11-22=8835,22-23=8835,10-23=8835, 10-24=8835, 24-25=8835, 25-26=8835, 9-26=8835, 9-27=5676, 8-27=5676 WEBS 2-13=29,3-13=-5862, 3-12=798, 3-11=2748, 4-11=-399, 5-11=87, 5-10=845, 5-9=-3304, 6-9=1850,6-8=-5877,1-13=2872 REACT~ONS (lb/size) Max Horz Max Uplift Max Grav NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDl=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enc1osed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOl=1.33 plate grip DOL=1.33. 3) Desiqn load is based on 30.0 psf specified roof snow load. 4) Provide adequate drainage to prevent water pondlng. ACOWk'#}Wflf]p"a~lif\' design paramerer.\ and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with Mirek connectors, This design is based only upon parameters shown, and is for an individual building component to be installed and loaded verlically. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss de signer. Bracing shown Is for lateral supporlo! individual web members only. Additional temporary bracing to insure stability during construction isthe responsibility of the erector. ..-.- ~ Additional permanent bracing of the overall structure is the res ponsibilltyofthebuildlngdesigner. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-BB Quality Standard, OSB- 89 Bracing Spaclflcatlon, and HIB-91 Handling Installation and Bracing Recommendatlon available from Truas Plate Institute, 583 D'Onofrio Drive, Madlaon, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type Qly Ply REPAIRS UNL TD-4490 CARR 2 R13211829 4REPAtH GROg ROOF TRUSS 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 1209:37:58 2004 Page 2 NOTES 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-OO. 6) Refer to girder(s) fOf truss 10 truss connections. 7) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced aI2-0-0 oc max. starting at 1-8-4 from the left end to 23-8-410 connect truss(es) J06 (1 ply 2 X 4 SPF) to back face of bottom chord. 8) FiU all nail holes where hanger is in contact with lumber. 9) Spadal hanger(s) Of connection(s) required 10 support concentrated load(s) 196.91b down and 90.31b up at 25-8-4, and 196.91b down and 90.31b up at 27-8-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-2=-75.0,2-7=-75.0,8-14=-15.0 Concentrated Loads (Ib) Vert: 11 =-252.8 15=-196.9 16=-196.9 17=-252.8 18=-252.8 19=-252.8 20=-252.8 21 =-252.8 22=-252.8 23=-252.8 24=-252.8 25=-252.8 26=-252.8 27=-252.8 A WARNING - Verih design parameters alld 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 lor an individual building component to be instalied and loaded verticaliy. Appllcabilityof dasign parameters and proper incorporation of component is responslbllily of bullding designer-not truss designer. Bracing shown Is lor lateral supporl ot Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. ..-.- ~ Additional permanent bracing of the overall strocture is the responsibility of the building designer. For general guidance regerding 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 Truaa Plate Instil ute, 583 D'Onofrio Drive, Madiaon, WI 53719 Mil ek Industries, Inc. Job Truss Truss Type Oty Ply REPAIRS UNl TD-4490 CARR 2 R13211830 4REPAIR GRtO ROOF TRUSS t Job Reference (optional) High Plateau Truss, Inc., Golde8~'iO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 120?J'.h38:OO 2004 Page 1 1-2-0 1-2-0 1.5x4MIt205.W IE.. 1 4x10MII20 5-5-4 4.3-4 10-0-0 4-6-12 Scale = 1:26_3 2 1.5x4M1I20 II 3 4x6MII20 4 ~ " 8 9 10 8 11 12 5 Special lOxl0MII20 = Special 3x4MII20 0-<>-<> Special 5-5-4 10.Q..Q LOADIN TCll TCDl BCll BCDl G (psD SPACING 2-0-0 CSI DEFL in (Ioc) Vdefl PLATES GRIP 30,0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.04 6-7 >999 MII20 169/123 7,5 Lumber Increase 1.15 BC 0.4.0 Vert(TL) -0,06 6-7 >999 0,0 Rep Stress Incr NO WB 0.86 HOIz(Tl) 0.00 5 nla 7,5 Code IRC2000 (Matrix) 1 st LC Ll Min Ildefl = 240 Weight: 1131b O~~OMII20 Special 2x4MII20 II 1-2-0 1-2-0 4-3-4 4-6.12 LUMBER TOP CHORD BOT CHORD WEBS 2X4SPF 1650F 1.SE 2X6SPF 1650F 1.SE 2X4WWStud BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 DC purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (1b/size) Max Horz Max Uplift Max Grav 8=2112/Mechanical,5=2070/Mechanical 8=-199(load case 5) 8=-673(load case 8), 5=-687(load case 6) 8=2306(load case 3), 5=2264(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-8=-40, 1-2=-55,2-3=-1815,3-4=-1815,4-5=-1613 BOT CHORD 7-8=673,7-9=631,9-10=631,6-10=631,6-11=80, 11-12=80, 5-12=80 WEBS 2-8=-2335,2-7=1045,2-6=1558,3-6=-322,4-6=2254 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3ft) Nails as follows: Top l;hords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. BottClm chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Winel: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Desil~n load is based on 30.0 psf specified roof snow load. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabll~ 1607.1 of IBC-OO. 6) Refer to girder(s) for truss to truss connections. 7) Special hanger(s) or connection(s) required to support concentrated 10ad(s) 826.91b down and 25D.01b up at 1-11.-4, 826.9!b down and 2SD.Olb up at 3~11-4, and 826.91b down and 250.0Ib up at 5-11-4, and 826.91b down and :25D.Olb up at 7-11-4 on bottom chord. Design for unspecified connection(s) is delegated to the building desiflner. August 12.2004 AC~XWlf1fJP;p"a~rifv design jJaramclers (lnd 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 incorporalion of component is responsibility of building designer-not truss designer. Bracing shown Is for lateral support of individual web members only. Addilionaltemporary 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, storege. delivery, erection, and bracing, consult OST-88 Ouality Standard, DSB. 89 Bracing Speclllcatlon, and HIB.91 Handling Inalallatlon and Bracing Recommendation available from Truss Plata Institute, 583 D'Onofrio Drlva, Msdlson, WI 53719 Mirek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR 2 R13211830 4REPAIR GR10 ROOF TRUSS 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 1209:38:002004 Page 2 lOAD C:ASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert 1.2=.75.0,2-4=-75.0,5-8=-15.0 Concentrated Loads (Ib) Vert 9=-826.9 10=-826.9 11=-826.9 12=-826.9 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component 10 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 fabl'ication. quality control, storage, delivery, erection, and bracing, consult CST.SS Quality Standard, OSB. 89 Bracing Specification, and HIB.91 Handling Installation and Bracing Recommendation available Irom Truss Plat.lnstltute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qly Ply REPAIRS UNL TD-4490 CARR R13211831 4REPAlR GR11 ROOF TRUSS 1 2 Job Reference (optional) High Plateau Truss, Inc., GOb~6:6' CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Induslnes, Inc. Thu Aug 12 O~1l01 2004 Page 1 2x4MII20 1 4-11'() 4-11-0 10-0..0 5-1-0 Scale = 1:25.0 5_00~ 4x10MII20 2 3x4Mr120 3 ~ 6 0:t.l.19M1I20 ::::: 7 Special 8 5 Special 2x4 MillO 9 JL2' . 4x6MiI2&~ .. LOADING (pst) SPACING 2.0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TelL 30,0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.03 5 >999 M1I20 169/123 TCOL 7,5 Lumber Increase 1.15 BC 0,16 Vert(TL) -0,03 5 >999 BCLL 0,0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 4 nla BCDL 7,5 Code IRC2000 (Matrix) 1 st LC LL Min Vdefl = 240 Weight: 93 Ib 4-11-0 411-0 10-0-0 510 LUMBER TOP CHORD BOT CHORD WEBS 2X4$PF 1650F 1.SE 2 X 6 SPF 1650F 1.5E 2X4WW$tud BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 DC purlins, except end verticals. Rigid ceiling directly applied or lO..Q-O oc bracing. REACTIONS (Ib/size) Max Horz Max Uplift Max Grav 6=859/Mechanical, 4=725/Mechanicat 6=-210(load case 5) 6=-417(load case 8), 4=-277(load case 6) 6=1053(Joad case 3), 4=920(foad case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-6=~152, 1-2=-120,2-3=-113,3-4=-184 BOT CHORD 6-7=1200,7-8=1200,5-8=1200,5-9=1161,4-9=1161 WEBS 2-6=-1262,2-5=559,2-4=-1138 NOTES 1) 2-pJylruss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottorn chords connected as follows: 2 X 6 - 2 rows at 0-9-0 DC. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 DC. 2) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BGDL=4.5psf; occupancy category II; exposure C; enclosad;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Design load is based on 30.0 psf specified roof snow load. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBG-OO. 6) Refer to girder(s) for truss to truss connections. 7) Use US? JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 5-9-12 from the left end to connect truss(es) T07 (1 ply 2 X 4 SPF) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 204.41b down and 149.21b up at 1-9-12, and 204.4lb down and 124.31b up at 3-9-12 on bottom chord. Design for unspecified connection(s) is August 12,2004 At~McfJM~~)~~Stakew jJlIramelers 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 lor an individual building compollent to be installed end loaded vertically. Applicability of design parameters and proper incorporation of component is rElsponsibility of building designer-nol truss designer. Bracing shown IS for lateral support 01 individual web members cnly. Addltlonallemporary bracing to insure stability during construction is the responsibility 01 the erector. 1M Addilional permanent bracing ot the overall structure isthe res ponsibility of the building designer. Forgenerelguidance .-.- regarding labrication, quality control, storage, delivery. erection, and bracing, consult CST-88 Quality Standard, DSB- 89 BracIng Specification, and HIB-91 Handltng Installation and BracIng Recommendation available from TrUll Plste In.tltute, 583 D'Onofrio Drive, Madl.on, WI 53719 Mirek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR 2 R13211831 4REPAIH GR11 ROOF TRUSS 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5,000 s Jun 92003 MITek Industries, Inc. Thu Aug 12 09:38:012004 Page 2 LOAD CASE(S) Standard 1) Snov.r: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-75.0,2-3=-75.0,4-6=-15.0 Concentrated Loads (Ib) Vert: 7=-204.4 8=-204.4 9=-301.9 A WARNING - Ver~f)' design I'arameter.\" 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 lor an individual buildingcomponenlto be instal!edand loaded vertically. Applicabllily 01 design parameters and proper incorporation 01 component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support 01 individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. ..-.- N Additlonel permanent bracing o! the overall structure isthe responsibility of the building designer. For general guidance regarding fab"icalion, quality control, storage, delivery, erection, and bracing, consult QST.88 Quality Standard, DSB- 89 Bracing Spectllcetlon, and HiB-91 Handling Installation end Brecing Recommendation available from TrulI5 Pi.t. Institute, 583 D'Onofrio Drive, Madison, Wi 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211832 4REPA1H H01 ROOF TRUSS 1 1 Job Reference (optional) High Plateau !ms, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 12 09:38:02 2004 Pageo~-O 1--2-0-0 2-0-0 4-4-2 4-4-2 8-0-0 3-7-14 12-8-7 4-8-7 17-6-9 4-10-3 22-3-0 4-8-7 25-10-14 3-7-14 30-3-0 4-4.2 32-3-0 2-0-0 Scale = 1:57.7 4x6Mll20 4x6MII20 3x4MU20 3xBMII20 5.00 f12 4 5 6 1t. 1.5x4M1I20 ~ 1.5x4M1I20 -/ J 3 8 2 9 QC " 5x6MII20 14 13 12 11 5x6MII20 3x8MIl20 5x6MI120 5x6Mtl20 3x8MII20 0-0-0 0-0-0 8-0-0 12-8-7 17-6.9 22-3-0 4-8-7 30.3-0 S-O-O Plate Offsets (X, V): LOADlN TelL TCDL BelL BCOL G (pst) SPACING 2-0-0 CSI DEFl in (lac) I/dafl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.37 12 >964 MI120 169/123 7.5 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.51 12-13 >707 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.16 9 nla 7,5 Code IRC2000 15t LC LL Min I/deft = 240 Weight: 111 Ib 8-0-0 4-8-7 4-10-3 [2:0-3-2.Edge], (9:0-3-2.Edgej, (12:0.3-0.0-3-0]. [13:0.3-0.0-3.0] LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1_5E 2 X 4 SPF 1650F 1.5E 2X4WWStud BRACING TOP CHORO BOT CHORD WEBS Sheathed or 2-9-3 DC purlins_ Rigid ceiling directly applied or 7-5-13 DC bracing. 1 Row at midpt 5-14,6-11 REACTIONS (Ib/size) Max Harz Max Uplift Max Grav 2=1508/0-5-8,9=1508/0-5-8 2=114(load case 7) 2=~491(load case 5), 9=-491(load case 6) 2=2091 (load case 2), 9=2091(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=29,2-3=-2792,3-4=-2529,4-5=-2319, 5-6=-3012, 6-7=-2319, 7-8=-2529, 8-9=-2792, 9~10=29 2-14=2551, 13-14=3012, 12-13=3012, 11-12=3012,9-11=2551 3-14=-224, 4-14=651, 5-14=-832, 5-13=73, 6-13=-0, 6-12=73, 6-11=-832, 7-11=651, 8-11=-224 BOT CHORD WEBS NOTES 1) Wind: ASCE 7-9B per IRC2000; 1 OOmph; h=25ft; TCDL=4.5pst; BCDL=4.5pst; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1_33 plate grip DOL=1_33. 2) Desi!~n load is based on 30.0 pst specified roof snow load. 3) Unbalanced snow loads have been considered tor this design. 4) This truss has been designed for 1.00 times flat roof load of 30_0 pst on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabll~ 1607.1 of IBC-OO. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 9. LOAO CASE(S) Standard August 12,2004 A WARNING - Verify design poramelers (/nd 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 en individual building component to be installed and loaded vertically. Applicabillty of design parameters and proper incorporation of component is responsibility 01 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 pel'manent bracing of the overall structure is \he resp onsibilltyofthebuildingdesigner. For general guidance regarding fab-ication, quality contrOl, storage, delivery, erection, and bracing, consult QST-88 Quallly Standard, DSB- 89 Bracing Specification, and H18-91 Handling Inatanatlon and Bracing Racommendatlon available from TrUla Plate tnstltute, 583 D'Onolrlo Drive, MadIson, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL To.4490 CARR R13211833 4REPA1R H02 ROOF TRUSS 1 1 Job Reference (optional) High Plateau X!d']S, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 1209:38:03 2004 pageo~-O i--2-o-o 2-0-0 5-4-2 5-4.2 10-0-0 4-7-14 15-1-8 5-1-8 20-3-0 5-1-8 24-10-14 4-7-14 30-3-0 5-4-2 32-3-0 2-0-0 Scale = 1:57.7 [2,0-2-12.Edgej, [S,0.2-12.Edge}, [1,,0-3".0.3-0) Plate Offsets (X, V): LOADIN TCll TCDL BCll BCDl G (psI) SPACING 2-0.0 CSI DEFL in (Ioc) I/datl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.78 Vert(ll) -0.26 11 >999 MII20 1691123 7.5 Lumber Increase 1.15 BC 0.77 Vert(Tl) ~O.42 8-10 >853 0.0 Rep Stress Incr YES WB 0.50 Horz(Tl) 0.13 6 nla 7.5 Code IRC2000 1 st LC LL Min I/defl = 240 Weight: 109 Ib LUMBER TOP CHORD BOT CHORD WEBS 2 X4SPF 1650F 1.5E 2 X4 SPF 1650F 1.5E 2 X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 3-1-11 DC purlins. Rigid ceiling directly applied or 8-8-5 DC bracing. Except: 1 Row at midpt 1 Row at midpt 2-12,8-10 5-12,5-10 WEBS 2=1508/0-5-8,8=1508/0-5-8 2=133(load case 7) 2=-482(load case 7), 8=~482(load case 8) 2=2033(load case 2), 8=2033(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=29, 2-3=~2693, 3-4=-2312,4-5=-2125,5-6=-2125,6-7=-2312, 7-8=-2693, 8-9=29 BOT CHORD 2-12=2465, 11-12=2459, 10-11 =2459, 8-10=2465 WEBS 3-12=-354, 4~12=518, 5-12=422, 5-11=79, 5-10=-422, 6-10=518, 7-10=-354 REACT~ONS (lb/size) Max Horz Max Uplift Max Grav NOTES 1) Wind: ASCE 7-98 per ,RC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi!Jn load is based on 30.0 psf specified roof snow load. 3) Unb,llanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabl,::! 1607.1 of IBC-DO. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 8. lOAD CASE(S) Standard A WARNING - Veri!\' design paramf'fers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid 1m use only with MITek connectors. This design is based only upon parameters shown, and is lor an individual building component to be installed and loadedvartically. Applicablllly 01 design parameters and proper incorporation 01 component is responsibility 01 building designer-not truss designer. Bracing shown is lor lateral support 01 individual web members only. Addilionaltemporary bracing to insure stability during construction Is the responsibility or the erector. .-.- N Additional permanent bracing o! the overall structure is the res ponslbilily of the building designer. For general guidance regarding fab"icalion, quality control, storage, delivery, erection, and bracing, consult QST-a8 Quallly Standlrd, OSB- 89 Bracing Speclflcltlon, Ind HIB-91 Hlndllng Instlnltlon Ind Bracing Recommendltlon available Irom Trul8 Pllte Inltltule, SB3 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type Qly Ply REPAIRS UNL T0-4490 CARR R13211834 4REPAIR H03 ROOF TRUSS 1 1 Job Reference (optional) Hi h Plateau Truss, Inc., Golden, (.;0 80403, Sheryl Coloroso 5.000 5 Jun 92003 MiTek Industries, Inc. Thu Aug 12 09:38:04 2004 Page 1 9 0-0-0 0-0-0 5-4.2 5-4.2 10.o-Q 4-7-14 14-1-8 4.1--8 18-3-0 4-1-8 22-10-14 4-7-14 28-3-0 5-4-2 30-3-0 2"()-O Scale'" 1:52.4 Plate Offsets (X V), [1'0-2-12 EdgeJ [5'0--0-00-0-0] [7'0-2-12 Edge] [9'0--2-80-3-0J [10'0.2-80-3.0] LOADIN TCll TCDL BCll BCDL G (psI) SPACING 2'()-'() CSt DEFl in (Ioc) I/detl PLATES GRIP 30.0 Plates Increase 1.15 TC 0,55 Vert(LL) -0.22 1-10 >999 MII20 1691123 75 Lumber Increase 1.15 BC 0.77 Vert{TL) -0.40 9-10 >830 0,0 Rep Stress lncr YES WB 0.63 Horz(TL) 0.11 7 nla 7,5 Code IRC2000 1st LC LL Min I/detl::;; 240 Weight: 97 lb LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.SE 2 X 4 SPF 1650F 1.SE 2 X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 3-5-7 oc purlins. Rigid ceiling directly applied or &-7.10 DC bracing. Except: 1 Row at midpt 7-9 REACTIONS (lb/size) Max Horz Max Uplift Max Grav 1=1254/Mechanical,7=1422/0-5-8 1=-150(load case 8) 1 =-330(10ad case 7), 7=-469(load case 8) 1=1641(load case 2), 7=1894(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-2505,2-3=-2104,3-4=-1926,4-5=-1918, 5-6=-2095, 6-7=~2480, 7-8=29 BOT CHORD 1-10=2300,9-10=2118,7-9=2270 WEBS 2-10=-385,3-10=481,4-10=-263,4-9=-274,5-9=478,6-9=-361 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed:MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desj,;)n load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live I,oads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-OO. 7) Refer to girder(s) for truss to truss connections. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 7. LOAD eASElS) Standard August 12,2004 A WARNING - Veri!\" design parameff'rS (/lId 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 buHdlng 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 insL/re stability during construction is the responsibility of the erector. "'" Additional permanent bracing of the overall struclure is the res ponsibilltyofthebuildingdesigner. For general guidance .-,- regarding fabrication, quality control, storege, deliVery, erection, and bracing, consult aST.88 Quality Slandard, DSB- 89 Bracing Specification, and HIB-91 Handling Inalallatlon and Bracing Racommendatlon available from Trua. Plate Inamute, 583 D'Onofrio Drive, Madison, WI 53719 Milek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNl TD-4490 CARR R13211835 4REPAIR H04 ROOF TRUSS 1 1 Job Reference (optional) HIgh Plat~Jl..lruss, Inc., Golden, CO 60403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 1209:38:05 2004 Pag~-J-o .....2 6-4.2 12-0-0 5-7-14 16-3-0 4-3-0 21-10-14 5-7-14 28-3-0 6-4-2 30-3-0 2-0-0 Scale = 1:52.7 6xBMII20 4x6MII20 3 4 2 3x4Ml120 ~ 5 5.00 f12 3x4M1I20 .:::;. . " . ~ " 6 . ,r:. " 3x8MIIZO 11 1.5x4M1l20 11 10 5x6MII20 9 5xBMII20 8 1.5x4M1I20 II 3x8MII20 0-0-0 0-0-0 6-4-2 6-4.2 12-0-0 5-7-14 16-3-0 4-3-0 21-10-14 5.7.14 28-3-0 6-4-2 Plate Offsets (X, V): [3,0-4-2.Edge), [6,0-4-4.0-1-8). [9,0-4-o.0.3-oJ, [10,0-3-0.0-3.0) LOADIN TClL TCDL BCLl BCDL G (psO SPACING 2-0-0 CSI DEFL ;n (Ioc) Vdefl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.75 Vert(ll) -0.17 10 >999 MII20 169/123 7.5 Lumber Increase 1.15 BC 0.55 Vert(TL) -0,26 10-11 >999 0.0 Rep Stress Incr YES WB 0,90 Horz(TL) 0.09 6 nI. 7,5 Code IRC2000 1st LC LL Min I/defl = 240 Weight: 1Q11b LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2X4SPF1650F1.5E 2 X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 3-.1.13 oc purlins. Rigid ceiling directly applied or 9-2-0 oc bracing. REAcnONS (Ib/size) Max Horz Max Uplift Max Grav 1=1254/Mechanical,6=1422/0-5-8 1=.169(load case 8) 1=-354(load case 7), 6=-493(load case 8) 1=1563(load case 2), 6=1816(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2473,2-3=.1871,3-.4=-1720,4-5=-1872,5-6=-2454,6-7=29 BOT CHORD 1-11 =2272, 10-11 =2272, 9.10=1723, 8-9=2250, 6-8=2250 WEBS 2-11=88,2-10=-599,3-10=336,3-9=-6,4-9=333, 5-9=-575, 5-8=87 NOTES 1) Wind: ASCE 7.98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi9n load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabl13 1607.1 of IBC-oO. 7) Refer to girder(s) for truss to truss connections. 8) One RT7 U$P connectors recommended to connect truss to bearing walls due to uplift at jt(s) 6. LOAD GASEIS) Standard August 12,2004 A WARNING - Verifv design parameters (llld READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only .....ith MITek connectors. This design Is based only upon parameters sho.....n, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation 01 component Is responsibility of building designer-not truss designer. Bracingsho.....n is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction Is the responsibility 01 the erector. .-,- ~ Additional permanent bracing of the overall structure isthe responsibility 01 the building designer. For general guidance regarding labl'ication, quality control, storage, delivery, erection, and bracing, consult QST.88 Quality Standlrd, DSB. 89 Brlelng Speclflclllon, and HIB.91 Hlndllng lnataliatlon and Brlclng Recommlndltlon available from TruSlll Pllte InlUtule, 583 D'Onofrio Drive, Madison, WI 53719 Mil ek Industries, Inc. Job Truss Truss Type Qly Ply REPAIRb UNl TD-4490 CARR R13211836 4REPA1H H05 ROOF TRUSS 1 1 Job Reference (optional) High p~1e2u Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Induslnes, Inc. Thu Aug 12 09:38:06 2004 Page 1..0-0 5-2-0 5-2-0 9-7-12 4-5-12 14-1-8 4-5-12 18-7-4 4-5-12 23-1-0 4-5-12 28-3-0 5-2-0 130-3-0 2-0-0 Scale" 1:51.0 4x6MIl20 4 500 [l'2 '" 3 5 1.5x4M1120 ~ 1.Sx4Mlt20 ~ 2 6 7 ~ ,i'i ,; 3:<SM1I20 10 5xBMII2{} 9 5x8MII20 3x8MII20 0-0-0 0-0-0 9-7-12 9-7-12 18-7-4 8-11-8 28-3-<> 9-7-12 (5:0-3-0.0-3-0]. (9:0-2-12.0-3-0), (10:0-2-12.0-3-0] Plate Offsets (X, V): lOADlN TCll TCDl BCll BCDl G (psD SPACING 2.0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP 30,0 Plates Increase 1.15 TC 0.51 Vert(lL) -0.24 9.10 >999 MII20 1691123 7.5 Lumber Increase 1.15 BC 0.93 Vert(Tl) -0.46 9-10 >719 0.0 Rap Stress Incr YES WB 0.46 Horz(TL) 0,09 7 nI. 7.5 Code IRe20aD 151 LC LL Min lIdefl = 240 Weight: 1031b LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E 2 X 4 WW Stud "'Except'" 4-102 X 4 SPF 1650F 1.5E, 4-9 2 X 4 SPF l650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 3-9-13 oc purlins. Rigid ceiling directly applied or 7-8-13 oc bracing. Except: 1 Row at midpt 7-9 REACTIONS (Ib/size) Max Horz Max Uplift Max Grav 1 =12541Mechanical, 7= 1422/0-5-8 1=-190(load case 8) 1=-375(load case 7), 7=-514(load case 8) 1=1466(load case 2), 7=1718(load case 3) FORCES (Ib). First Load Case Only TOP CHORD 1.2=-2524,2-3=-2114.3-4=-2123,4-5=-2111, S.6=-2107, 6-7=-2497, 7-8=29 BOT CHORD 1-10=2316,9-10=1454,7-9=2285 WEBS 2-10=-401,3-10=-346,4-10=825,4-9=807, S.9=-344, 6-9=-373 NOTES 1) Wind: ASCE 7-98 per IRC200D: 10Dmph; h=25ft: TCDL=4.5psf: BCDL=4.5psf; occupancy category 11: exposure C; enclosed:MWFRS gable end zone: cantilever left and right exposed: end verticallefl and right exposed:Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-oO. 6) Refer to girder(s) for truss to truss connections. 7) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 7. LOAD eASElS) Standard A WARNING - Verify design porClll1eters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MlTek connectors. This design is based only upon parameters shown, and is lor 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 sho.....n is for lateral support of individual web member5 only. Additional temporary bracing to Insure stability during constructlon Is the responsibility of the erector. .-.- ~ Additional permanent bracing of the overall structure is the responsiblllly of the buildIng designer. For general guidance regarding fabl.ication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, OSB. 89 BracIng Speciflcation, Ind HIB-91 Hlndllng inltallatlon Ind Brlclng Recommendation available from Truss Pllteinstltute, 583 D'Onofrio Drive, Madison, WI 53719 Mirek Indushies, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL T[)...4490 CARR R13211837 4REPAIH HOSA ROOF TRUSS 2 1 Job Reference (optional) High P~1~u Truss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 9 2003 MITek lndustnes, Inc. Thu Aug 1209:38:082004 Page b-o-o 7-4-14 7-4-14 14-1-8 6-8-10 20-10-2 6-8-10 28.3--0 7-4-14 130-3-0 2-0-0 Scale" 1:51,0 4x6MII20 3 ~ 6 ~ s 6~ o 3:<8MII20 6 5x6Mlt20 7 5x6MII20 3x8M1I20 0-0-0 0-0-0 Plate Offsets (X,V): lOADIN TCLL TCDL BCLL BCDL G (psi) SPACING 2-0-0 CSI DEFl in (Ioc) I/defl PLATES GRIP 30.0 Plates Increase 1,15 TC 1,00 Vert{LL) -0,23 7-8 >999 MII20 1691123 7.5 Lumber Increase 1,15 BC 0.87 Vert{TL) -0.43 7-8 >767 0,0 Rap Stress Incr YES WB 0,34 Horz{TL) 0,08 5 nla 7,5 Code IRC2000 1 st LC LL Min I/defl = 240 Weight: 93 Ib 9-7-12 9-7-12 [4,0-3-o,O.3-4J, [7,0-3-0,O-3-4J. [RO-3-0.0.3-4] 16-7-4 8-11-8 28-3-0 9.7.12 LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E 2X4SPF 1650F 1.5E *Except* 2-82 X 4 WW Stud, 4-7 2 X 4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed. Rigid ceiling directly applied or 8-6-1 0 oc bracing. REACTIONS (Ib/size) Max Horz Max Uplift Max Grav 1=1251/0-5-8,5=141810-5-B 1=-190(load case B) 1=-373(load case 7), 5=-514(load case B) 1 = 1459(load case 2), 5= 1715(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-2303, 2-3=-19B5, 3-4=-19B6, 4-5=-2300, 5-6=29 BOT CHORD 1-8=2114,7-8=1447,5-7=2111 WEBS 2-8=-465.3--8=637,3-7=640,4-7=-464 NOTES 1) Wine!: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enciosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi!}n load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per TablH 1607.1 of IBC-OO. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1. 7) Two RT7 USP connectors recommended to connect truss to bearing walls due to upiift at jl(s) 5. LOAD CASE(S) Standard August 12,2004 A 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 Insure stability during construction is the responsibility of the erector, ..-.- ~ Additional parmanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabl'icatlon, quality control, storege. delivery, erection, and bracing, consult QST-88 Quality Stlndlrd, DSB- 89 Brlclng SpeclflCltlon, and HIB-91 Handltng Instlllltlon Ind Brlclng Recommendation available trom TrUll Plate Inst1lute, 583 D'Onofrio Drive, Madison, WI 53719 Mil ek Industries, Inc. Job Truss Truss Type aty Ply REPAIRS UNL TD-4490 CARR R13211838 4REPAIH H058 ROOF TRUSS 5 1 Job Reference (optional) High Platea~l~ss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 12 09:38:09 2004 Page 10-0-0 ~~-O-o ,-0-0 7-4-14 7-4-14 14-1-8 6-8-10 20-10-2 6-8-10 4x6MII20 5,00 f12 4 ;i), "c;:::: , 8 3x8MII20 9 5x6MII20 5x6MII20 0-0.0 9-7-12 9-7-12 18-7-4 8.11-8 ,8-3-0 9-7.12 Plate Offsets (X V)" LOADIN TCll TCDl BCll BCDl [3'0-3-{) 0-3-4J [5'O-3-{) 0-3-4J [8'O-3-{) 0-3-4) 19'Q-3-{) 0-3-4J 28-3-0 7-4-14 I 30.3-{l ,-0-0 Scale = 1:52.7 ~ 8 7~ " 3x8MII20 0-0-0 G (psf) SPACING 2-{)-{) CSI DEFl in (Ioc) I/defl PLATES GRIP 30,0 Plates Increase 1.15 TC 1.00 Vert(LL) .0,23 8-9 >999 MII20 169/123 7,5 Lumber Increase 1.15 BC 0,87 Vert(Tl) -0.43 8.9 >767 0.0 Rep Stress Incr YES WB 0,34 Horz(TL) 0.08 6 nla 7,5 Code IRe20aD 1 st LC LL Min Vdefl = 240 Weight: 96 Ib LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed. Rigid ceiling directly applied or 8-6-11 oc bracing. 2 X 4 SPF 1650F 1.5E 2 X 4 $PF 1650F 1.5E 2 X 4 SPF 1650F 1.5E *Except* 3-9 2 X 4 WW Stud, 5-8 2 X 4 WW Stud 2=1418/0-5-8,6=1418/0-5--8 2=172(load case 7) 2=-514(load case 7), 6=-514(load case 8) 2=1715(load case 2), 6=1715(load case 3) FORCES (I b) - First Load Case Only TOP CHORD 1-2=29,2-3=-2300,3-4=-1986,4-5=-1986,5-6=-2300,6-7=29 BOT CHORD 2-9=2111,8-9=1447,6-8=2111 WEBS 3-9=-464,4-9=640,4-8=640, 5-8=-464 REACTIONS (Ib/size) Max Horz Max Uplift Max Grav NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf: BCDL=4.5psf; occupancy category II: exposure C; endosed;MWFRS gable end zone; cantilever left and right exposed; end verticallefl and right exposed:Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabl.::! 1607.1 of IBC...oO. 6) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 6, LOAD GASE(S) Standard A WARNING - Venf)' 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 10 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 fabi'ication, quality control, storage, delivery, erection, and bracing, consult OST.88 Quality Standard, DSB- 89 Bracing SpecificatIon, and HIB-91 Handling Inatallatlon and BracIng Recommandatlon available Irom Truss Plate Institute, 583 D'OnofrIo DrIve, Madison, WI 53719 Mirek Industries, Inc. August 12,2004 Job Truss Truss Type Q1y Ply REPAIRS UNL TD-4490 CARR R13211839 4REPAIR H05C ROOF TRUSS 3 1 Job Reference (optional) High Plateau Truss, ~~~ Golden, CO 80403, Sheryl Coloroso 5.000 $ Jun 92003 MITek Industries, Inc. Thu Aug 1209:38:10 2004 Pa~~1 -2-0-0 2-0-0 7-4-14 7-4-14 14-1-8 6-8-10 19-1-0 4~11-8 5x6MII20 Scale = 1:38.8 5.00 [l2 4 2 ~[ 0' 3x8MI120 ~ 0-0-0 5x6 MII20 ~ 1.Sx4M1I20 5 ~ ~ 7 5x6MII20 6 3)(4t01QCO = 9-8-14 9-8-14 19-1-0 9-4.2 Plate Offsets (X,V): [3,0-3-0,0-3-4]. [7,0-4-0.0-3-0] lOADIN TCll TCDl BCll BCDL G (psI) BPACING 2-0-0 CSI DEFl in (Ioc) I/deft PLATES GRIP 30.0 Plates Increase 1.15 TC 0.97 Vert(ll) -0,21 6-7 >999 MIlZO 1691123 7,5 Lumber Increase 1.15 BC 0,70 Vert(Tl) -0,37 6-7 >608 0,0 Rep Stress Incr YES WB 0.59 Horz(Tl) 0.03 6 nla 7,5 Code IRC2000 1 st LC LL Min I/deft = 240 Weight 72 Ib lUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F t.SE 2 X 4 $PF 1650F 1.SE 2 X 4 SPF 1650F 1.SE *Except* 3-7 2X4 WW Stud, 5-6 2X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 3-6-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) Max Harz Max Uplift Max Grav 2=1009/0-5.a,6=842/Mechanical 2=230(load case 6) 2=-418(load case 7), 6=~241(load case 7) 2=1410(load case 2), 6=842(load case 1) FORCES (Ib) ~ First Load Case Only TOP CHORD 1~2=29, 2-3=-1268, 3-4=-942, 4-5=-0, 5-6=~180 BOT CHORD 2~7=1164, 6~7=483 WEBS 3-7=~481, 4-7=648, 4-6=~764 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category 11; exposure C; enclased;MWFRS gable end zone; can1ilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi9n load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tab1131607.1 of IBC-OO. 6) Refer to girder(s) for truss to truss connections. 7) One RT7 USP connectors recommended 10 connect truss to bearing walls due to uplift a1 jt(s) 2. lOAD eASElS) Standard August 12,2004 A WARNING - Veri!" design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid 1m use only with MITek connectors. This design Is based only upon parameters shown, and is lor an individual buUding component to be installed and loactedvertically. Applicablllty of design parameters and proper incorporalion 01 component is responsibility of building designer-not truss designer. Sracing shown is for lateral support of individual web members only_ Additional temporary bracing to insure stability during construction is the responsibility of the erector. 1M Additional permanent bracing 01 the overall structure Istheresp onslblllty of the building designer. FOfgeneralguldance .-.- regarding lab,olcatlon, quality control, storage, delivery. erection, and bracing, consult CST..8 Quality Standard, DSS- 89 Bracing Specification, and HIB.91 Handling Installation and Bracing Recommendation available from Truaa Plate Inatltute, 583 D'Onofrio Drive, Madlaon, WI 53719 MiTek Industries, Inc. Job T",ss Truss Type Qty Ply REPAIRS UNL To-4490 CARR R13211840 4REPAIR HOSD ROOF TRUSS 1 1 Job Reference (optional) High Plateau J..b~SS' Inc., Golden. CO 80403, Sheryl Coloroso 5,000 s Jun 92003 MITek Industnes, Inc. Thu Aug 1209:38:11 2004 ~t.gr 1 7-4.14 7-4-14 14.1-8 6-ll-10 19-1-0 4-11-8 5l';6M1I20 $cale= 1:37.6 3 500 f'2 1.5x4M1l20 " 1.5x4M1I20 4 " ~ 3xSMII20 0-0-0 6 5x8Ml!20 5 3)(4~;::; 9-8-14 9-8-14 19.1..Q 9-4-2 Plate Offsets (X,Y): LOADlN TCLL TCDL BCLL BCDL [6:0-4-0,0-3-0] G (pst) SPACING 2-0-0 CSt DEFL in (lac) I/detl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.21 5-6 >999 MII20 1691123 7,S Lumber Increase 1.15 BC 0.70 Vert(TL) ..Q.37 5-6 >608 0,0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.03 S nla 7,S Code IRe200D 1 st LC LL Min Vdefl = 240 Weight: 69 lb LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 16S0F 1,SE 2 X 4 $PF 16s0F 1.5E "Except" 2-6 2 X 4 WW Stud, 4-5 2 X 4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 3-6-8 DC purlins, except end verticals. Rigid ceiling directly applied or 10~O..Q DC bracing. 1 =842!O~5-8, 5=842/Mechanical 1=209(load case 6) 1=-277(load case 7), 5=-241(load case 7) 1=1154(load case 2), 5=842(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-1272, 2~3=~940, 3-4=-0, 4-5=-180 BOT CHORD 1~6=1168, 5-6=483 WEBS 2-6=-482, 3~6=645, 3-5=-764 REACTIONS (Iblsize) Max Horz Max Uplift Max Grav NOTES 1) Wind: ASCE 7~98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi!~n load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 ofIBC-OO. 5) Refer to girder(s) for truss to truss connections. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1. LOAD CASEIS) Standard A WARNING - Verifv design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MITek connectors. This design Is based only upon parameters shown, and Is lor an individual building componenl to be installed and loaded vertically. Applicability of design parameters and proper incorporation 01 component is responsibility 01 building designer-not truss designer. Bracing shown is for lateral support of individual web members only. Addilionallemporary bracing 10 insure stability during construction is the responsibility of the erector. .-,- ~ Additional permanant bracing of tha overall structure isthe rasponslbllity 01 the building designer. Forganaral guidance regarding lab"ication. quality control, storage, delivery, erection, and bracing. consult QST.88 Quality Standard, DSB. 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommandatlon available Irom Trus, Plate Institute, 583 D'Onofrio Drive, Medlaon, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type 01y Ply REPAIRS UNL TD-4490 CARR R13211841 4REPAIH HH01 ROOF TRUSS 1 1 Job Reference (optional) HIgh Platea~}-oruss, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 12 09:38:12 2004 pag~.1-O 2-11-0 2-11-0 7-10-1 4-11-' 12-10-14 5-0-13 17-11-10 5-0-13 23-0-7 5-0-13 28-3-0 5-2-9 Scale = 1:53.2 5,00 [TZ 4x6M1I20 3x8MH20 :::: 1.5x4M1l20 II 5x8MII20 :::: 3x6MII20 :::: 1.5x4MIIZO 111~~~~ f 14 13 12 1,5x4MII20 11 5x6MII20 10 1.5x4M1I20 . 3xSMII20 8 3x8MI120 1.5x4M1I20 114xl0MII20 :::: 0-0-0 0-0-0 2-11-0 2-11-0 7.10.1 4.11.' 12-10-14 5-0-13 17-11-10 5-0-13 23-0-7 5-0-13 28-3-0 5-2-9 Plate Offsets (X V), [5'0-4-D 0-3-0] [6:0-3-80-1.8] [11'0-4.00-3-0J LOADIN TelL TCDL BelL BCDl G (p5f) SPACING 2-D-D CSI DEFL in (Ioc) I/dafl PLATES GRIP 30.0 Plates Increase 1.15 TC 0,84 Vert(ll) -0,33 11 >999 MII20 169/123 7,5 Lumber Increase 1.15 BC 0.6B Vert(Tl) -0,43 11 >784 0,0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.12 8 nla 7,5 Code IRC2000 1 sl LC LL Min lidefl = 240 Weight: 1151b LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1,5E 2 X 4 SPF 1650F 1.5E 2 X 4 WW Stud *Except* 1~13 2 X4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD WEBS Sheathed or 2-6~11 oc purlins, except end verlicals. Rigid ceiling directly applied or 7-2-8 oc bracing. 1 Row at midpt 3.13, 5~9 2 Rows at 1/3 pts 6-8 REACTIONS (Ib/size) Max Horz Max Uplift Max Grav 8=1258/Mechanical, 14=1258/Mechanical 14=161(load case 6) 8=-474(load case 6), 14=~432(load case 5) 8=1817(load case 2), 14=1817(load case 2) FORCES (lb) ~ First Load Case Only TOP CHORD 1-2=~991, 2-3=-918, 34=~2704, 4-5=-2704, 5..e=~1617, 6~7=-0, 7-8=-190, 1-14=~1238 BOT CHORD 13-14=-0, 12-13=2174, 11-12=2174, 10-11=2518, 9-10=2518, 8~9=1617 WEBS 2~13=87, 3-13=-1489, 3~12=76, 3-11=629, 4.11=~380, 5-11=220, 5-10=76, 5~9=~1069, 6~9=650, 6-8=~1917, 1-13=1202 NOTES 1) Wind: ASCE 7-96 per IRC2000; 100mph; h=25fl; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; expc.sure C: enclosed;MWFRS gable end zone; cantilever left and right exposed; end verticallefl and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads per Table 1607.1 of IBC-OO. 6) RefEr 10 girder(s) for truss 10 truss connections. lOAD GASEIS) Standard August 12,2004 A. WARNING - Veril" design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MITek connectors. This design is based only upon parameters shown. and is lor an indlvlduai buildingcomponenlto be installed and loaded vertically. Applicab i1ity of design paramelers and proper incorporation 01 component is responsibility 01 building designer - not truss designer. Bracing shown is lor lateral support of individual web member~; only. Additional temporary bracing to insure stablllty during construction is the responsibility of the erector. ..-.- ~ Additional permanent bracing 01 the overall structure is the responsibility 01 the building designer. For general guidance regarding labrication. quality control. slorage. delivery. erection, and bracing, consult QST-88 Quality Standard, DSB. 89 Bracing Speclllcatton, and HIB-91 Handling Inslallatlon and Bracing Recommendation available from Truas Plate Instltule, 583 D'Onofrio Drive, Madison, WI 53719 Mil ek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211842 4REPAIR HH02 ROOF TRUSS 1 1 Job Reference (optional) High PlateagJoruss. Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 1209:38:132004 Pa9'blo 4*11-0 4-11-0 10-7-4 5-8-4 16-5--4 5-10-0 22-3-4 5-10-0 28-3-0 5-11-12 Scale = 1:53.2 4x6Ml120 5.00 fl2 3x8M1l20 5x6MII20 4x10M1l20 1.5l\4MII20 2 3 4 5 6 3x8M1l20 <'- ~ . .; .; 12 11 10 9 8 '1.5x4M1I20 II 4xl0MII20 5x6MII20 5x8MII20 1.5x4M1I20 II 3x8MII20 0-0-0 0-0-0 4-11-0 10-7-4 16-5-4 22-3-4 28-3-0 4-11-0 5-8-4 5-10-0 5.10-0 5-11.12 , LOADING (psf) SPACING 2-0-0 CSI DEFL In (Ioc) !/detl PLATES GRIP TelL 30.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0,23 9 >999 MII20 169/123 TCDL 7.5 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.31 9-10 >999 BCll 0.0 Rep Stress Incr YES WB 0,94 Horz{TL) 0.09 7 nla BCDl 7,5 Code IRC2000 1st LC LL Min Ifdefl = 240 Weight: 117 lb Plale Off'.els (X V), [4'0-3-00-3-0) [9'0-4-00-3-0) [10'0-3-00-3-0) LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.SE 2 X 4 SPF 1650F 1.5E 2 X 4 WW Stud *Except* 1-112 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD WEBS Sheathed, except end verticals. Rigid ceiling directly applied or 7-9-15 oc bracing. 1 Row at midpt 3-11 2 Rows at 1/3 pts 5-7 REACTIONS (lb/size) Max Horz Max Uplift Max Grav 7=1258/Mechanical, 12=1258/Mechanical 12=207(load case 6) 7=-476(load case 6), 12=-407(load case 5) 7=1817(load case 2), 12=1817(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1.2=_1282,2_3=_1185,3-4=_2106,4_5=_2106,5_6=-0, 6-7=-219,1-12=-1223 BOT CHORD 11.12=-0, 10-11 =2028, 9-10=2028, 8-9= 1430, 7.8=1430 WEBS 2-11=101, 3-11=-1027, 3-10=87, 3-9=95, 4-9=-437, 5-9=824, 5-8=87, 5-7=-1743, 1-11=1316 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C: enclosed:MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This 'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-DD. 6) Refer to girder(s) for truss to truss connections. LOAD eASElS) Standard August 12.2004 A. WARNING. Veri/v design pnrame{crs <<lid READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valld for lIse only with MITek connectors. This design is based only upon parameters shown, and is for an individllal buildingcomponenlto be installed and loaded vertically. Applicability of design parameters and proper Incorporation of componenl Is responslblilty of building deslgner~notlrussdesigner. Bracing shown is for lateral support of individllal web members only. Addillonallemporary bracing to inSllfe stability during construction is the responsibililyof the erector. "-1- N Additional permanenl bracing of the overall struclllre Is the responsibillly of the building designer. For general guidance regarding fabrication, qllality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB- 89 Bracing Specification, and HIB.91 Handling lnatallatlon and Bracing Recommendation available from TrUll Plate Institute, 583 D'Onofrio Drive, Msdlson, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211843 4REPAtR J01 ROOF TRUSS 11 1 Job Reference (optional) 0-8-8 High Plateau Truss, Inc., Golden, CO 80403, Sheryl COIOTOSO 5,OOOo~o:wn 9 2003 MITek Industnes, Inc. Thu Aug 12 09:38:14 200~!-8ge 1 -2"()-O 2-0-0 1-11.11 1-11-11 5.00 f12 2 ~ 2x4MII20 0-0-0 1-11-11 1-11-11 4 Scale" 1:8_4 0-8-8 0-0-0 , LOADING (psf) SPACING 2-0-0 CSI OEFL ;n (Ioc) lIdefl PLATES GRIP TelL 30.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0,00 2 >999 MII20 197/144 TCDL 7.5 Lumber Increase 1.15 BC 0,03 Vert(TL) -0,08 1 >293 BCLL 0.0 Rep Stress Iocr YES WB 0,00 Horz(TL) -0.00 3 nla eGDl 7,5 Code IRC2000 (Matrix) 1 st LC LL Min lIdefl = 240 Weight: 7 lb LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD Sheathed or 1-11.11 DC purlins. Rigid ceiling directly applied. 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) Max Harz Max Uplift Max Grav 3=-11/Mechanical, 2=322/0-5-8, 4=14/Mechanical 2=83(load case 5) 3=-68(load case 7), 2=-216(load case 5) 3=58(load case 5), 2=322(load case 1), 4=33(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=57,2-3=-61 BOT CHORD 2-4=0 NOTES 1) Wind:. ASCE 7-98 per IRC2000; 100mph; h=25fl; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed, end vertical left and right expm;ed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi~1n load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-OO. 5) Refer to girder(s) for truss to truss connections. 6) One I~T7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. lOAD eASElS) Standard A. WARNING - Verify design parameters (I/ld 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. Applice bility 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 member!, only. Additional temporary bracing to insure stability during construction is the responsibility of the erector .-1- N Addillonalpel"manent bracing of the overall structure is Ihe responsibllltyofthe building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 OUlllty Standard, DSB. 89 Bracing Specification, Ind HIB-91 Handling lnstlll11l0n and Bracing Recommendatton available from TrUll!; Plate Instltuta, 583 D'OnofrIo Drive, Madlaon, WI 53719 Milek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211844 4REPAIR J01A MONO TRUSS 1 1 Job Reference (optional) 0-8-<1 Hi h Plateau Truss, Inc., Golden, cO 80403, Sheryl Coloroso 5.0005 Jun 92003 MiTek Industries, Inc. Thu Au 1209:38:152004 Pa e 1 9 0-0-0 -2-O,() 2-0-0 1-11-6 1-11-6 5.00 fT2 2 ~ 2x4MII20 0-0-0 1-11-11 1-11-11 9 0-0-09 3 4,.,11" 0-0-5 Scale'" 1:8.4 0-8" 0-0-0 , LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioe) I/deft PLATES GRIP TCll 30,0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.00 2 >999 MIIZO 1971144 TCDl 7,5 lumber Increase 1.15 BC 0,03 Vert(TL) -0.08 1 >309 BCll 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla BCDl 7.5 Code IRC2000 (Matrix) 151 LC LL Mln lidefl = 240 Weight 7 lb LUMBER TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD Sheathed or 1-11-11 DC purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2 X 4 SPF 1650F 1.5E 2X4SPF 1650F 1.5E REACTIONS (Ib/size) Max Horz Max Uplift Max Grav 2=319/0.3-8,5=14/0-3-8,3=-710-3-8 2=83{load case 5) 2=-218(load case 5), 3=-60(load case 7) 2=319(load case 1), 5=34(load case 2), 3=61(load case 5) FORCES (1b) - first Load Case Only TOP CHORD 1.2=57,2-3=-61,3-4=-5 BOT CHORD 2.5=0 NOTES 1) Wind: ASCE 7-98 per IRe2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5pst occupancy category 11; expO!lure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 30.0 pst on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-oO. 5) One I~T7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard A. WARNING. Venf\' design parameters (llld READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid tor usa only with Mirek connectors. This design is based only upon parameters shown, and is for an individual buildIng com~onent 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 member~; only. Additional temporary bracing 10 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 guidence regarding fabrication, quality control, storage, delivery, erection. and bracing, consult CST-88 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Insmute, 583 D'Onofrio Drive, Msdlson, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211845 4REPAIR J03 ROOF TRUSS 11 1 Job Reference (optional) -2-0-0 2-0-0 3-11-11 3-11-11 5.0005 Jun 92003 MITek lndustnes, Inc. Thu Aug 12 09:38:16 2004 P~1 1.SX4M1I20 II High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 0-0-0 5.00 flY 2 ~ 2x4MII20 0-0-0 3-11-11 31111 Scale: 1."'1' s 1.5x4MII20 II 0-0-0 LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioe) I/defl PLATES GRIP TCll 30.0 Plates Increase 1.15 TC 0,33 Vert(ll) -0.00 2-5 >999 MII20 197/144 TCDl 7,5 Lumber Increase 1.15 BC 0,08 Vert(Tl) -0,05 1 >504 BCll 0,0 Rep Stress lncr YES WB 0,00 Horz(TL) 0.00 5 nla BCDl 7,5 Code IRC2oo0 1 st LC LL Min IIdefl = 240 Weight 14 Ib LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or ~11-11 oc purlins, except end verticals. Rigid ceiling directly applied. 2 X 4 SPF 1650F 1.5E 2X4SPF 1650F 1.SE 2X4SPF 1650F 1.5E REACTIONS (lb/size) Max Harz Max Uplift 5=177/Mechanical,2=324/0-5-8 2=114(load case 4) 5=-71 (load case 5), 2=-189(load case 5) FORCES (lb) ~ First Load Case Only TOP CHORD 1-2=29,2-3=0, 3-4=-4, 3-5=~151 BOT CHORD 2~5=0 NOTES 1) Wind: ASCE 7-98 per IRC2000; 1 OOmph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) This lruss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of laC-DO. 5) Refer to girder(s) for truss to truss connections. 6) One I~T7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. lOAD CASE(S) Standard A WARNING - Venf',' design purameters 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 lor an individuai 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. Sracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction isthe responsibJllty otthe erector. ..-.- ~ Additional permanent bracing oflhe 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, DSS- 89 Bracing Specification, and HIB-91 Handling Inatallatlon and Bracing Recommendation available from Truss Plate Institute, 583 D'OnofrIo DrIve, MadIson, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211846 4REPAIR J03A MONO TRUSS 1 1 Job Reference (optional) 1-6-4 High Plat€~au Truss, Inc., Golden, CO 80403. Sheryl Coloroso 0-0-0 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 1209:38:16 2004 P~~~1 -2-0-0 2-0-0 3-11-2 3-11-2 3.111" 3 0-0-9 Scale: 1"=1' 5.00 [l2 2 ~ 2x4 MillO 1-6-4 0-0-0 0-0-0 , LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ioe) Vdefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.01 2-4 >999 MII20 197/144 TCDL 7.5 Lumber Increase 1.15 BC 0,10 Vert(TL) -0,14 1 >189 BCLL 0.0 Rep Stress Iocr YES WB 0.00 Horz(TL) -0.00 3 nfa BCDL 7,5 Code IRe20aD (Matrix) 1 st LC LL Min Vdefl = 240 Weight: 12 lb 3-11-11 3-11-11 LUMBER TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 3-11-11 DC purlins. Rigid ceiling directly applied or 10-0-0 DC bracing. REACTIONS (Ib/size) Max Harz Max Uplift Max Grav 2=37210.3-8. 4=2810-3-8, 3=8910-3-8 2=105(load case 5) 2=-192(load case 5), 3=-85(load case 6) 2=372(load case 1), 4=64(load case 2), 3=89(load case 1) FORCES (Ib). First Load Case Only TOP CHORD 1-2=57,2-3=-74 BOT CHORD 2-4=0 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II: exposure C; enclosed;MWFRS gable end zone: cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi~ln load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 30.0 pst on overhangs non-roncurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-OO. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD C:ASE(S) Standard August 12,2004 it.. WARNING - Veri!" design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MITek connectors. This design is based only upon parameters shown. and is lor an individual buildil'lg component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - noltrllsS designer. Bracing shown is for lalerel support of individual web member5. only. AddiliOl'1al temporary bracing to insure stabililydurlng construct ionlsthe responsibility of the erector. .-.- ~ Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality cOl'ltrol, 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 Plalalnslltuta, 583 D'Onofrio Drlva, Madlaon, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qly Ply REPAIRS UNL TD-4490 CARR R13211847 4REPA1R J05 ROOF TRUSS 2 1 Job Reference (optional) HIgh Plate!au Truss, Inc., Golden, CO 80403, Sheryl Coloroso 0-0-0 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 12 09:38ci.1!-o2004 Page 1 _2-0-0 2..(1-0 5-11.11 5-11-11 5.00W 2 ~ 2x4M1I20 0-0-0 5-11-11 5-11.11 1.5x4M1I20 II 4 3 5 1.5x4M1I20 II 0-0-0 Scale::: 1:16.5 LOADING (pst) SPACING 2-D-0 CSI DEFL In (lac) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.04 2-5 >999 M1I20 197/144 TCDL 7,5 Lumber Increase 1.15 BC 0.21 Vert(TL) -0,06 2-5 >999 BeLL 0,0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 5 nfa BCDL 7.5 Code IRC2000 1 st LC LL Min I/deft = 240 Weight: 19 Ib LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or 5-11-11 DC purlins, except end verticals. Rigid ceiling directly applied. 2X4SPF 1650F 1.SE 2 X4 SPF 1650F 1.SE 2 X4 SPF 1650F 1,5E REACTIONS (Ib/size) Max Harz Max Uplift 5=267/Mechanical,2=414/0.5-8 2=160(load case 4) 5=-109(1oad case 5), 2=-21B(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=29,2-3=-0,3-4=-4,3-5=.226 BOT CHORD 2-5=0 NOTES 1) Wind: ASCE 7.9B per IRC2000: 100mph: h=25ft: TCDL=4.5psf; BCDL=4.5psf: occupancy category II: expO!lure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-oO. 5) Refer to girder(s) for truss 10 truss connections. 6) One I~T7 US? connectors recommended to connect truss to bearing walls due to uplift atjl(s) 2. LOAD eASE(S) Standard A WARNING - Verify design parameTers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component 10 be installed and loaded vertically. Applicability of design parameters and proper incorporation 01 component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Addltlonal temporary bracing to insure stability during construction is the responsibility of the erector .-,- ~ Additional pel'manenl bracing of Ihe overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, slorage, delivery, erection, and bracing, consult QST.88 QUlmy Stlndlrd, DSB. 89 Brlclng Speclflcltlon, Ind HIB-91 Hlndllng Inltlnltlon and Brlclng Recommendltlon available Irom Trues Plet. Inlmute, 583 D'Onotrlo Drive, Madllon, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL To-4490 CARR R13211848 4REPAIR J06 ROOF TRUSS 25 1 Job Reference (optional) High Platl3au Truss, Inc., Golden, CO 80403, Sheryl f.8~roso 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 12 09:386.1~?OO4 Page 1 ~2..().O 2-0-0 6-0-0 6-0-0 5.00 fT2 2 ~ 2x4MII20 0-0-0 6-0-0 6-0-0 1.Sx4M1I20 4 3 5 1.5x4MII20 II 0-0-0 Scale = 1:18.5 LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioe) I/detl PLATES GRIP TCll 30,0 Plates Increase 1.15 TC 0.47 Vert(ll) -O,Q4 2-5 >999 Mli20 1971144 TCDl 7.5 Lumber Increase 1.15 BC 0,21 Vert(Tl) -0.06 2.5 >999 BCll 0.0 Rap Stress Incr YES WB 0,00 Horz(TL) 0.00 5 nla BCDl 7,5 Code IRC2000 1 st LC LL Min I/defl = 240 Weight 191b LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied. 2 X4SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E 2X4SPF 1650F 1.5E REACTIONS (Ib/size) Max Harz Max Uplift 5=268/Mechanical, 2=415/0-5-8 2=161(load case 4) 5=-109(load case 5), 2=-218(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=29,2-3=0,3-4=-4,3-5=-227 BOT CHORD 2-5=0 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33, 2) Deslon load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-QO. 5) Refer to girder(s) for truss to truss connections. 6) One RT7 US? connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. lOAD eASE(S) Standard A WARNING - Verif\' de.~ign parameters alld READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is lor an individual building component to be installad and loaded vartically. Applicability 01 design perametersand proper Incorporalion 01 component is rasponsibility 01 building designer-not truss designer. Bracing shown is forlatarel support of individuel web members only. Additional temporary bracing to insure stability during construction is the responsibility oltha erector. .-,- ~ Additional parmanent bracing 01 tha overall structure istha responsibility 01 the building designer. For general guidanoe regarding labl'ication. quality control, storaga, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available Irom Trues Plate InetltUla, 583 D'Onofrio DrIve, Madlaon, WI 53719 MiTek Industries, Inc. August 12.2004 Job Truss Truss Type Qty Ply REPAIRS UNL TO-4490 CARR R13211849 4REPA1R J08 ROOF TRUSS 7 1 Job Reference (optional) High Plateau Truss, Inc., Golden, CO 8040tl.2eryl Coloroso 5.0005 Jun 92003 MITek Induslnes, Inc. Thu Aug 12 09:38:190~ Page 1 -2-0-0 2-0-0 8-0-0 8-0-0 5.00 [12 . ~ 2 3 O~M1I20 .-0-0 e-o-o 1.5x4M1I20 4 3 5 1.5x4M8?8-o II Scale = 1:21.7 . LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ioc) I/dafl PLATES GRIP TeLL 30.0 Plates Increase 1.15 TC 0.89 Vert(ll) -0.14 2-5 >654 MII20 197/144 TCDl 7.5 Lumber Increase 1.15 8C 0.41 Vert(Tl) -0.24 2-5 >374 BCll 0.0 Rep Stress Incr YES WB 0.00 Horz(Tl) 0.00 5 nle BCDl 7,5 Code IRC2000 1 st LC LL Min I/detl = 240 Weight: 25 Ib LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or 6~O-O oc purlins, except end verticals. Rigid ceiling directly applied. 2X4SPF 1650F 1.5E 2 X 4 SPF 1650F 1,5E 2 X 4 $PF 1650F 1.5E REACTIONS (lb/size) Max Harz Max Uplift 5=358/Mechanical, 2=505/0-508 2=207(load case 4) 5=~147(load case 5), 2=-248(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=29,2-3=-0,34=4,3-5=-302 BOT CHORD 2-5=0 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; expm;ure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desig.n load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table11607.1 of IBC-OO. 5) Refer to girder(s) for truss to truss connections. 6) One I~T7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. LOAD CASEIS) Standard A WARNING - Verif\' design parameters (llld READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid IIlr use only with MITek connectors. This design is based only upon parameters shown, and is fOf an Individual bujldlngcom~,onenttobe installect and loaded vertically. Applicability ot design parameters and proper tncorporation 01 component is responsibility of building designer - not truss designer. Bracing shown is tor lateral support of individual web member!: only. AddiUonaltemporary bracing to insure stability during construction is the responsibility of the erector. .-1- ~ 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 Q5T-88 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handllng Installation and Bracing Recommendation available from Truss Plat. Institute, 583 D'Onofrio Drive, Madison, WI 53719 Milek Industries, Inc. August 12.2004 Job Truss Truss Type -Oly Ply REPAIRS UNL TO-4490 CARR R13211850 4REPAIR M01 ROOF TRUSS 6 1 Job Reference (optional) Hi h Platoau Truss, Inc., Golden, CO 80403, She Coloroso 5,0005 Jun 92003 MiTek Industries, Inc. Thu Au 1209,38,202004 Pa e 1 9 ryl 0-0-0 -2-0-0 2-0-0 4-8-8 4.8-8 5.00 rT2 ~ ~ 2 ~ ~l 2x4MII20 0-0-0 4-8-8 4-8-8 9 8-0-0 1.5x4M1I20 II . I scale:: 1:13.3 5 1.5x4M1I20 II 0-0-0 LOADING (pst) SPACING 2-0--0 CSI DEFL In (loe) I/datl PLATES GRIP TCll 30,0 Plates Increase 1.15 TC 0.33 Vert(ll) -0,01 2-5 >999 MII20 197/144 TCDl 7.5 Lumber Increase 1.15 BC 0.12 Vart(Tl) -0.05 1 >504 BelL 0,0 Rap Stress Incr YES WB 0,00 Horz(TL) 0,00 5 nla BCDl 7.5 Code IRC2000 1 st LC LL Min I/datl = 240 Weight: 16 Ib LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or 4-a..a DC pur1ins, except end verticals. Rigid ceiling directly applied. 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1,5E REACTIONS (Ib/size) Max Harz Max Uplift 5=210/Mechanical, 2=35710-5-8 2=131(Ioad case 4) 5=-85(load case 5), 2=-200(1oad case 5) FORCES (lb) - First Load Case Only TOP CHORD 1~2=29, 2-3=0, 3-4=-4, 3-5=-178 BOT CHORD 2-5=0 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) This I:russ has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tablo1607.1 of IBC.OO. 5) Refer to girder(s) for truss to truss connections. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt{s) 2. LOAD CASE(S) Standard A WARNING - Verifv design parameters ulld 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 isthe responsibility of the erector. "-1- ~ Additlonal pel'manent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection. and bracing, consuit QST.88 Quality Standard, DSB- 89 Bracing Speciflcatlon, and HIB.91 Handling 'nstallatlon and Bracing Recommendation available Irom TrUll Plate institute, 583 D'Onofrio Drive, MadIson, Wi 53719 Milek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211851 4REPAIR M02 ROOF TRUSS 1 1 Job Reference (optional) -2-0-0 2-tl-<l 2-8-11 2-8-11 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 1209:38:21 2004 paFt,e 1 ~ 1.~M~~ 4 High Plateau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 3 5.00 fT2 2 ~ 5 2x4M1I20 1.5x4M1I20 II 0-0-0 O-tl-<l 2-8-11 2-8-11 Scale = 1:9.7 LOADING (pst) SPACING 2-0-0 CSI OEFL in (Ioe) I'dafl PLATES GRIP TeLL 30.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.00 2 >999 MII20 197/144 TCDL 7,5 Lumber Increase 1.15 BC 0,03 Vert(TL) -0,05 1 >504 BelL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 nla BCDL 7,5 Code IRe2000 1 st LC lL Min Vdefl ::: 240 Weight: 10 Ib LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or 2-8-11 DC purlins, except end verticals. Rigid ceiling directly applied. 2X4SPF 1650F 1.5E 2 X4SPF l650F 1.5E 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) Max Horz Max Uplift 5=120/Mechanical,2=267/0.5-B 2=B6(load case 5) 5=-4B(load case 5), 2=-171 (load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=29,2-3=0,3-4=-4,3-5=-104 BOT CHORD 2.5=0 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C: enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi~ln load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 4) This 'iruSS has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-OO. 5) Refer to girder(s) for truss to truss connections. 6) One RT7 US? connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 LOAD eASE(S) Standard A WARNING - Venf" design Iwrameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use oniy with MITek connectors. This design is based only upon parameters shown. and is for an indlviduai building component to be installed and loaded vertically. Appllcabilily 01 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 01 the erector. .-.- ~ Additional permanent bracing oflhe overalt structure is the responsibilily of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection, and bracing, consult QST.88 Quality Sllndard, DSB- 89 Bracing Specification, and HIB-91 Handling Instelletlon and Bracing Recommandatlon ava!lable from TrUll Plata InsUtuta, 583 D'OnofrIo Drive, Medlson, WI 53719 MiTek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211852 4REPAlR T01 ROOF TRUSS 1 1 Job Reference (optional) High PlatEl8U Truss, Inc., Golden, (.;O 80403, Sheryl Coloroso 5.000 s Jun 92003 MiTek Industries, Inc. Thu Aug 12 09:38:22 2004 Page 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Ildefl PLATES GRIP TeLL 30.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.06 5-7 >999 MI120 169/123 TCDL 7,5 Lumber Increase 1.15 BC 0,42 Vert(TL) -0.11 5-7 >999 BeLL 0,0 Rep Stress Incr YES WB 0,24 Horz(TL) 0.02 5 nla BCDL 7.5 Code IRe20aD 1st LC LL Min Vdefl = 240 Weight: 46 Ib 0-0-0 f- 4-0-8 4-0-8 7-4-12 3-4-4 10-9-0 3-4-4 4x6MIl20 3 5.00 f12 1.5x4M1I20 ~ 1.5x4M1I20 'l 4 2 ~ " ~ ~ 7 3x8MI120 3x4M1l20 0-0-0 7-4-12 7-4-12 14-9-8 7-412 LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied. Except: 1 Row at midpt 1-5 2X4SPF 1650F 1.5E 2X4SPF 1650F 1.5E 2 X4 WW Stud 1 =645/0-5-8. 5=81210-5-8 1=~128(load case 8) 1=~192(load case 7), 5=~333(load case 8) 1=753(load case 2), 5=1009(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1.2=-1114, 2-3=~808, 3-4=~808, 4~5=~1114, 5-6=29 BOT CHORD 1-7=1017,5-7=1017 WEBS 2-7=-298,3-7=356,4-7=-298 REACTIONS (Ib/size) Max Horz Max Uplift Max Grav NOTES 1) Wind: ASCE 7.98 per IRC2000; 1 OOmph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; expo:~ure C; enciosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desi~ln load is based on 30.0 pst specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 ofIBe-OO. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 5. lOAD C:ASE(S) Standard A WARNING - Verli" design parameters und READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MITek connectors. This design Is based only upon parameters shown, and is lor an individual building component 10 be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer _ not truss designer. Brecing shown is for lateral support of individual web members. only. Additional temporary bracing to insure stability during construction isthe responsibility at the ereclor. ..-.- ~ Additional pel'manent bracing of Ihe overall structure is the responsibilily of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection, and bracing, consult QST~88 Quality Slandard, DSB- 89 Bracing Speclflcallon, and HIB-91 Handling Installs1l0n and Bracing RecommendatIon available from TrUll Plata Institute, 583 D'Onofrio Drive, Medlaon, WI 53719 Milek Industries, Inc. 14-9-8 4-0-8 3x4Mll20 0::: 0-0-0 16-9-8 2-0-0 Scale = 1:28.1 s ~ 6 0-0-0 August 12.2004 Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211853 4REPAlR T01A ROOF TRUSS 3 1 Job Reference (optional) High PlatHau Truss, Inc., Golden. CO 6040~.:o~heryl Coloroso 5.000 5 Jun 92003 MITek Industnes, Inc. Thu Aug 12 09:38:230~4 Page 1 -2-0-0 2-0-0 7-4-12 7-4-12 18-0"() I 0-7-4 4x6MII20 :::: Scale'" 1:21.6 3 4x10MII20 . 5.00 fT2 ~ 2 ~ O..a..f/lMII20 . 1.5x4M1I20 ij 5 3X4~!.\3!b II 4-2-6 4-2-6 ,-0-0 3-9-10 LOADING (pst) SPACING 2-0-0 CSI DEFL In (lac) I/defl PLATES GRIP TClL 30,0 Plates Increase 1,15 TC 0.79 Vert(Ll) -0.05 2-6 >999 M1I20 1691123 TCDL 7.5 Lumber Increase 1.15 BC 0,39 Vert(Tl) -o.oe 1 >329 BClL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0,00 5 nfa BCDl 7,5 Code IRe20QD (Matrix) 1 st LC LL Min lIdefl = 240 Weight: 29 Ib Plate Offsets (X V), [4'0-3-130-0-0] LUMBER TOP CHORD BOT CHORD WEBS 2X4SPF 1650F 1,5E 2 X4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E *Except* 3-6 2X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 DC purlins, except end verticals. Rigid ceiling directly applied. REACTIONS 2=535/0~5-8, 5=319/Mechanical 2= 181 (load case 6) 2=-276(load case 7), 5=-109(load case 7) 2=789(1oad case 2), 5=458(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1~2=57, 2-3=-341, 3-4=-225, 4~5=-268 BOT CHORD 2.6=209.5-6=132 WEBS 3--6= 1 05 (lb/size) Max Horz Max Uplift Max Grav NOTES 1) Wind: ASCE 7.98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; expo~:>ure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-oO. 6) Refer to girder(s) for truss to truss connections. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. LOAD CASE(S) Standard August 12,2004 it.. 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 insure stability during constmction Is the responsibility 01 the erector. _-.- ~ Additional pel'manent bracing of the overall structure;s the responsibIlity of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult CST.88 Quality Standard, DSB. 89 Bracing Specification, and HIB-91 Handling Inatallatlon and Bracing Racommendatlon available from Truss Plata Instltule, 583 D'OnofrIo Drive, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211854 4REPAIR T02 ROOF TRUSS 1 1 Job Reference (optional) High PlatElau Truss, Inc., Golden, CO 80403, Sheryl Coloroso 0-0-0 5.000 s Jun 92003 MITek Industnes, Inc. Thu Aug 12 09:38:24 2004 pag~~.{l 5-2-0 5-2-0 9-7-12 4-5-12 14-1-8 4-5-12 16-2-0 2-0-8 22-0-12 5-10-12 28-3-0 5-2-4 Scale = 1:52,5 4x6MII20 4 4x10MII20 5 3x8MII20 6 '.5x4MII20 II 5.00 rrr- 3x4Mll20 -::; ~ b o ~ . '3x8M1I20 12 3x4M1I20 11 10 9 8 5x8MII20 1.5x4M1I20 II 3x4MII20 3x4Mll20 0-0-0 14-1-8 16-2-0 22-0-12 28-3-0 6-8-10 2-0-8 5-10-12 8-2-4 0-0-0 Plate Offsets (X, V): 7-4.14 7-4.14 (5'0-4-12.0-2-OJ, [11 :0-4-0.0.3-0] . LOAOINI:; (p50 SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TelL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.14 12 >999 MII20 169/123 TCDL 7.5 Lumber Increase 1.15 BC 0,59 Vert(TL) ..0.24 11-12 >999 BelL 0,0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.07 8 nla SCOL 7,5 Code lRC2000 1 st LC LL Min lfdefl = 240 Weight: 120 lb LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2X4SPF 1650F 1.5E 2 X 4 WW Stud -Except- 6-102 X 4 SPF 1650F 1.5E, 6-8 2 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD WEBS Sheathed or 2-10-13 oc purlins, except end verticals. Rigid ceiling directly applied or 7-11-9 oc bracing. 1 Row at midpt 6-8 REACTIONS (lb/size) Max Horz Max Uplift Max Grav 1 =1258/Mechanical, 8=1258/Mechanical 1=268(load case 6) 1=-375(load case 7), 8=-414(load case 6) 1 =1468(load case 2), 8=1468(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1_2=_2569,2_3=_2291,3_4=_1617,4_5=_1628,5-6=_1736. 6-7=0, 7-8=~227 BOT CHORD 1-12=2358, 11~12=1936, 10-11=1725,9-10=1209,8-9=1209 WEBS 2-12=-326, 3-12=368, 3-11=-600, 4-11=1041, 5-11=-621, 5-10=-370, 6-10=680, 6-9=91, 6-8=-1560 NOTES 1) Wind: ASCE 7~98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDl=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right expo:sed;lumber DOL=1.33 plate grip DOL=1.33. 2) Desinn load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per TablH 1607.1 of lBC~OO. 6) Refer to girder(s) for truss to truss connections. LOAD C:ASE(S) Standard August 12,2004 .it.. WARNiNG - Verify design parameters ulld READ NOTES ON THiS AND REVERSE SIDE BEFORE USE Design valid for llse only with MITek connectors. This design is based only llpon parameters shown, and is for an individllal bllilding component to be installed and loaded vertically. Applicab lIity of design parameters and proper Incorporation of component is responsibliityof bllilding designer-not trllss dasigner. Bracing shown is for lateral Sllpport of individllal web members only. Additional temporary bracing to insure stability dllring constrllclion Is the responsibility of the erector. . ~ Additional permanent bracing 01 the overall struclLire is the responsibility of the bllilding designer. For general gllidance -.- regarding fab'ication, qllality control, storage, delivery, erection, and bracing, consult QST.88 Quality Standard, DSB. 89 Bracing Specification, and HIB-91 Handllng Inatallatlon and BracIng Recommendation available from Truas Plate Instltule, 583 D'Onofrio Drive, Madison, WI 53719 Milek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211855 4REPA1R T03 ROOF TRUSS 1 1 Job Reference (optional) HIgh Plateau b~:>Os, Inc., Golden, CO 80403, Sheryl Coloroso 5.0005 Jun 92003 MITek Industnes, Inc. Thu Aug 12 09:38:25 2004 pag~-6-o 4-8-8 4.8-8 9-4-12 4.6-4 14-1-0 4-8-4 18-1.0 4-0-0 22.1.0 4-0-0 26-1-0 4-0-0 28-3.0 2-2.Q Scale = 1:54.2 4x6MII20 4x6MII20 ::::: 4xlOMII20 5.00 [l2 4 3x4M1I20 5 3x8MII20 6 10x10MIIZO .::::- 8 2 o ~~ .b~ ~ ~ 15 1.5x4MIIZO 14 5x12MII20 13 5xBMII20 12 3x4MII20 11 1.5x4M1I20 10 9 10x10MII20 1.5x4M1I20 II 0-0-0 0-0-0 Plate Offsets (X,V): 4-8-8 4-8-8 [8:0-2-S.Edge]. [13:0-4-0.0-3-0] 14-1..(1 9-4-8 18-1-0 4-0-0 22-1-0 4-0-0 26-1-0 4-0-0 28-3-0 2-2-0 LOADING (pst) SPACING 2-0-0 CSI DEFL in (Ioe) l/defl PLATES GRIP TCll 30,0 Plates Increase 1.15 TC 0.84 Vert(ll) -0.23 13-14 >999 MII20 169/123 TCDL 7.S Lumber Increase 1.15 BC 0.68 Vert(Tl) -O.4S 13-14 >753 BCll 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.07 9 nla BCDl 7,S Code iRC2000 1 st LC LL Min I/deft = 240 Weight: 136 Ib LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1,5E 2 X4 SPF 1650F 1.5E 2 X 4 WW Stud .Except. 1-142 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD WEBS Sheathed or 2-7-0 DC purlins, except end verticals. Rigid ceiling directly applied or 8-7-3 oc bracing. 1 Row at midpt 6-10,8-9 REACTIONS (lb/size) Max Horz Max Uplift Max Grav 15=1258/Mechanical,9=1258/Mechanical 15=262(load case 6) 15=-376(load case 7), 9=-401(load case 6) 15=1810(load case 2), 9=1623(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-15=-1223, 1_2=_2580,2_3=_2694,3-4=_1642,4_5=_1514, 5-6=-1404, 6-7=-382, 7-8=-407, 8-9=-1244 14.15=-0,13-14=1941,12-13=1404,11-12=1032, 10-11=1032, 9-10=0 1_14=2773,2_14=_1380,3_14=706,3_13=.555,4_13=312, 5-13=187, 5-12=-475, 6-12=653, 6-11=61,6-10=-1113,7-10=-73, 8-10=1090 BOT CHORD WEBS NOTES 1) Wind: ASCE 7-98 per lRC2000: 1 OOmph; h=25ft; TCDL=4.5psf: BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33, 2) DesiUn load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per Tabh~ 1607.1 of IBC-OO. 6) Refer to girder(s) for truss to truss connections. LOAD eASElS) Standard August 12,2004 A WARN1NG - Verify design parameters and READ NOTES ON TH1S AND REVERSE SIDE BEFORE USE Design valid !<lr use only with Mirek connectors. This design is based only upon parameters shown, and is lor an individual building component to be installed and loadedverticaliy. Applicabillty of design parameters and proper incorporation of component is responsibility o! building designer _ not truss designer. Bracing shown is for lateral support of individual web member!i only. Additional temporary bracing to insure stability during construction is lhe responsibility of the erector. .-.- ~ Additional pel'manent brecing of the overali struClure is the responsibility of the buiiding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB- 89 Bracing Speclflcatlon, and HIB-91 Handling Installatlon and Bracing Recommendation avallabie from Truss Plate Instltutt., 583 D'Onofrio DrIve, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211856 4REPAlR T04 MONO TRUSS 2 1 Job Reference (optional) High Plateau Truss. Inc., Golden, CO 80403, Sheryl g;-8~roso 5.000 s Jun 92003 MiTek Industnes, Inc. Thu Aug 12 09:386~~2004 Page 1 -2..0-0 2-<l-<l 6-<l-<l 6-<l-<l 1.5x4M1l20 4 Scale = 1:18.5 3 5_00~ 2 m 2x4M1120 O-<l-<l 1.5x4M1I20 II 0-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (100) lfdefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0,04 2-5 >999 MII20 169/123 TCDL 7.5 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.06 2-5 >999 BCLL 0.0 Rap Stress Incr YES WB 0,00 Horz(TL) 0,00 5 nle BCDL 7.5 Code IRC2000 15t LC LL Min Vdefl = 240 Weight: 191b 6-O-<l 6-<l-<l LUMBER TOP CHORD BOT CHORD WEBS 2X4$PF 1650F 1.SE 2 X 4 SPF 1650F 1,5E 2 X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 6~O-O DC purlins. except end verticals. Rigid ceiling directly applied or 10-0-0 DC bracing. REACTIONS (Ib/size) Max Harz Max Uplift 2=412/0-3~8, 5=272/0-3-8 2=161{load case 4) 2=-215(1oad case 5), 5=-110(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=29,2-3=0,3-4=-4,3-5=-230 BOT CHORD 2-5=0 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCOL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) This truss has been designed for 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live IClads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table11607.1 of lBC-QO. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 5. LOAD CASE(S) Standard August 12,2004 A WARNING - Verlfv design p(lrameurs and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid 1m use only with MITek connectors. This design is based only upon parameters shown, and is lor an indivIdual building component to be installed and loaded vertIcally. Applicability 01 design parameters and proper incorporation of component Is responsibility 01 building designer ~ nOI truss designer. Bracing shown is lor lateral support of individual web member~; only. Additionallemporary bracing to insure stability during constructlon is the responsibility olthe erector. .-.- ~ Additional permanent bracing 01 the overall structure Is the responsibilily 01 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 Irom Tru.s Plate Institute, 583 D'Onofrio DrIve, Madison, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211857 4REPAIR T05 ROOF TRUSS 1 1 Job Reference (optional) High PlatE~au h~~s, Inc., Golden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MITek Industries, Inc. Thu Aug 1209:38:272004 Pag~L 3-8-0 8-9-0 12-0-0 17-3-13 22-7-11 28-3-0 3-8-0 5-1-0 3-3-0 5-3-13 5-3-13 5-7-5 scale'" 1:54.2 4x6MII20 3x4MII20 5x6Mlt20 1.5x4M1I20 6xBMII20 4 5 6 7 5.00 rrz 4x10Mll20 2 ~ 4x6MII20 'l . ~ ~ . " 12 11 10 9 8 1.5x4M1120 II 3x8MII20 3x8MII20 5:<8 MlIZO Sx6M1l20 3x5MII20 ~ 0-0-0 0-0-0 3-8-0 8-9-0 12-0-<> 19-11-12 28-3-0 3-8-0 5-1-0 3-3-0 7-11-12 8-'"' Plate Offsets (X V), [2'0-4-2 Edge] (3'0-4-120-2-0] [6'0-3-00-3-0] [9'0-3-00-3-0] [10'0-4.00-3-0] [11'0-3-80-1-8] [12'O-3-80.1-8[ LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ioc) lldefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0,18 10 >999 MII20 169/123 TCDL 7.5 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.30 9-10 >999 BCLL 0.0 Rep Stress Iocr YES WB 0,95 Horz(TL) 0.08 8 nla BCDL 7,5 Code IRC2000 1 st LC LL Min I/dafl = 240 Weight: 1251b LUMBER TOP CHDRD BOT CHORD WEBS REACTIONS 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E 2 X 4 WW Stud *Except" 2-112 X 4 SPF 1650F 1.5E, 5-10 2 X 4 SPF 1650F 1.5E 6-82 X 4 SPF 1650F 1.5E, 1-122 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD WEBS Sheathed or 2-5-1 DC purlins, except end verticals. Rigid ceiling directly applied or 8-6-6 DC bracing. 1 Row at midpt 6-8 (lb/size) Max Horz Max Uplift Max Grav 8=1258/Mechanical, 13=1258/Mechanical 13=253(load case 6) 8=-446(load case 5), 13=-391 (load case 5) 8=1817(load case 2), 13= 1817(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1_2=_1129,2_3=_2108,3-4=_1889,4_5=_1733,5-6=_1427, 6-7=0, 7-8=-205, 1-13=-1233 BOT CHORD 12-13=0, 11-12=1073, 10-11=2082, 9-10=1681, 8-9=1108 WEBS 2_12=_617,2_11=1256,3_11=_650,3_10=_515, 4-10=426, 5-10=70, 5-9=-530, 6-9=669, 6-8=-1487,1-12=1251 NOTES 1) Wind: ASCE 7-98 per IRe2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip OOL=1.33. 2) Desinn load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-OO. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard A. WARNING - Verilv de.~jg!l parameters (l/ld 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 incorporal!on of component is responsibility of building designer-not truas designer. Bracing shown is for lateral support of individual web member!' only. Additional temporary bracing to insure stability durIng construction isthe responsibility of the erector. .-1- ~ Additionel pel"manent bracing of the overall structure is the responsiblllty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult Q8T-88 Quality Standard, DSS- 89 Bracing Specification, and HIB.91 Handling Installation and Bracing Recommendation available from Truss Plate Inalltut., 583 D'Onofrio Drive, Madlaon, WI 53719 Milek Industries, Inc. August 12,2004 Job Truss Truss Type Qty Ply REPAIRS UNL T0-4490 CARR R13211858 4REPAIR T06 ROOF TRUSS 1 1 Job Reference (optional) Hi h PlatH8u Truss, Inc., Golden, CO B0403,She I Goloroso 5.000 s Jun 92003 MiTek Industries, Inc. Thu Au 1209:38:282004 Pa e 1 9 0-0-0 ry 9 90-0-0 1-8-0 6-9-0 10-4-8 14-0-0 18"{)-11 22-1-5 26-2-0 28-3-0 1-6-0 5-1-0 3-7-8 3-7-8 4-0-11 4-0-11 4-0-11 2-1-0 scare'" 1:54.2 4x:6MIIZO 4x6MII20 = 3x4M1I20 3x8MII20 5 6 7 8 10x10MII20 ~ 9 5.00 [l2 6xSM1l20 5x6Mll20 '" 2 3 f1 . : <b 17 16 IS 14 13 12 11 10 1.5x4M1I20 5x10MIlZO 5x8MII20 3x4MII20 1.5x4M1120 II 1Oxl0MIIZO 4x6MIIZO '.5x4MII20 II 0-0-0 0-0-0 ; 1-6-0 5-9-0 14-0-0 18-0-11 22-1-5 25-2-0 28-3-0 1-8-0 5-1-0 7-3-0 4-0-11 4-0-11 4-0.11 2-1-0 Plate Offsets (X V)- [2.0-4-2 Edge) [9.0-2-5 Edge] [14.0-4-00-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFl in (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC O.gg Vert(LL) -0.21 15 >999 MII20 169/123 TCDL 7.5 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.32 14-15 >999 BeLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.07 10 nfa BCDL 7.5 Code IRe2000 1 st LC LL Min IIdefl '" 240 Weight: 143 Ib LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2X4SPF 1650F 1.5E 2 X 4 WW Stud "Except" 2-152 X4 SPF 1650F 1.5E, 1-162 X 4 SPF 1650F 1.5E BRACING TOP CHORD BOT CHORD WEBS Sheathed, except end verticals. Rigid ceiling directly applied or 9-0-9 oc bracing. 1 Rowatmidpt 7-11,9-10 REACTIONS (Ib/size) Max Horz Max Uplift Max Grav 17=1258/Mechanical,10=1258/Mechanical 17=260(load case 6) 17"'-379(10ad case 5), 10=-401 (load case 6) 17=1811(load case 2), 10=1630(load case 2) FORCES (lb) ~ First Load Case Only TOP CHORD 1-2=-645, 2-3=-2337, 3-4=~2473, 4-5=-1649, 5-6=-1522, 6-7=-1414, 7-8=-368, 8-9=~392, 1-17=-1248,9-10=-1245 16_17=0,15_16=652,14_15=1859,13-14=1414, 12-13=1034, 11-12=1034, 10-11=0 2_16=_914,2_15=1908,3_15=_1312,4_15=654, 4-14=-526, 5-14=347, 6-14=182, 6-13=-474, 7-13=657, 7-12=62, 7-11 =-1126,8-11=-78, 1-16=1137, 9-11=1094 BOT CHORD WEBS NOTES 1) Wind: ASCE 7~98 per IRC200Q; 1 OOmph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Desion load is based on 30.0 pst specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabh~ 1607.1 of lBC-OO. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard August 12,2004 A WARNING - Verlf\" design parameters ({lid 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 incorporalion 01 component is responsibility of building designer-not truss designer. Bracing shown islorlaterel8upportol individual web memberl! only. Additional temporary bracing to insure stability during construction is the responsibility of the erector .-.- ~ Additional pe!'manent bracing of the overall structure istne responsibility of tne building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-SS QUlllty Stlndlrd, DSB- S9 Brlt:ing Speclfit:ltion, and HiB-91 Hlndllng Instlnatlon end Brst:ing Recommendetlon available from Truss PIste Institute, 583 D'Onofrio DrIve, Medllon, WI 53719 MiTek Industries, Inc. Job Truss Truss Type Qty Ply REPAIRS UNL TD-4490 CARR R13211859 4REPAIR T07 ROOF TRUSS 1 1 Job Reference (optional) High Platl*lU Truss, Inc., bolden, CO 80403, Sheryl Coloroso 5.000 s Jun 92003 MiTek Industries, Inc. Thu Aug 1209:38:30 2004 Page 1 0-0-0 0'0-0 4-2-8 4-2-8 5-2-0 0-11-8 5.00 [T2 1.5x4M1I20 II Scale" 1:15.3 4x6MII20 3 3x4Mlt20 2 . 6 5 3x4MII20 4 P-stiM1I20 II 3x4M1l2~ LOADIN TeLL TCDL BCLL BCDL , G (psn SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP 30.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.00 5 >999 MII20 169/123 7.5 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 5 >999 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a 7.5 Code IRC2000 1 st LC LL Min IIdefl = 240 Weight: 22 Ib 2-7-0 2-7-0 5-2-0 2-7-0 LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E 2 X 4 SPF 1650F 1.5E 2 X4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 5-2-0 DC purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 DC bracing. REACTIONS (Ib/size) Max Harz Max Uplift Max Grav 6=219/Mechanical,4=219/Mechanical 6=104(1oad case 6) 6=-95(load case 5), 4=-85(load case 7) 6=317(load case 2), 4=317(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-6=-201,1-2=-67,2-3=0,3-4=-30 BOT CHORD 5-6=0,4-5=78 WEBS 1-5=83,2-5=-17,2-4=-188 NOTES 1) Wind: ASCE 7-98 per IRC2000; 100mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; occupancy category II; exposure C; endosed;MWFRS gable end zone; cantilever left and right exposed; end verticallefl and right expCised;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-oO. 6) RefE~r to girder{s) for truss to truss connections. LOAD CASE(S) Standard August 12,2004 A WARNING - Verif\' llesign porameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valldlof 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 paramelers and proper incorporation of component ill responsibility of building designer-not truss designer. Bracing shown Is lor lateral support of individual web members only. Additional temporary bracing to insure stability durlng construction is the responsibility of the ereclor. .-1- ~ Additional p€,rmanent bracing of the overali strtlcture is the responslblllty 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 TrUll Plale InstitLlte, 583 D'Onofrio DrIve, Madlaon, WI 53719 MiTek Industries, Inc. COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - (303-234-5933) CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033. (303-235-2855) Building Permit Number: 17623 Date: 8/27/2004 Property Owner: GREGG NOONAN Property Address: 4490 CARR ST Contractor License No. : 22046 Company: Repairs Uniimited, Inc. Phone: 424-4656 Phone: (720) 898-0272 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value: Permit Fee: Plan Review Fee: Use Tax: I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Gode (U.B.C.) and all other applicable Wheat Ridge ordinances. for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Total: $50.00 $0.00 $0.00 $50.00 Use: Description: DEMO PERMIT - ROOF RAFTER SYSTEM. REMOVE BUILDING DEPARTMENT USE ONLY -- Approval: Zoning: -- SIC: Sq. Ft.: Approval: _..._:1;'., _!!!.._~M"t~ Approval: Occu pancy : Walls: Roof: Stories: Residential Units: Electricai License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (1) (2) (3) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the building authorized is suspended or abandoned fOf a period of 120 days. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required. provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. Contractor shall notify the Building Inspector twenty.four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing cessive~_tbejob. The i pe 't'6rthe approval 0 wings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the R I' i~es. er ordinance, law, rule or regulation. (4) (5) (6) Chief Building Inspector Please sign Terms and Conditions on reverse side of page, COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE. 303.234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303.235.2855) APPLICATION Building Permit Number: Date: Property Owner: G,""-'l5 A/O~ '"......"... Property Address: '14'10 cv " S J Contractor License No.: "2-2-0 'I.l. Company: (2e flc-; r \ CAN \\ ...:: -t ~ JI--' L- Phone: 3':::)5-'--124_ <I(,fJ.. Phone: ~<..:r)-7(.1 -0<-<; f OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value:$ Permit Fee:$ Plan Review Fee:$ Use Tax:$ Total:$ I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances. rules or regulations of the City of Wheal Rtdge or covenants. easements or restrictions of record; that all measurements shown, and anegattons made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U-B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit 1ey,v>.e<'WNTRACTOR)s~~1~~ DATE ~ 1'-1 L.4- (DWNERXCONTRACTOR):PRINTEO E . ~ -\ -'< W\.e-.--\-~' 2---- \2-=t- fl~ ~<;t-<..... DescriptiOn: ,>"",- v . 1;>1" r "" ,-1 _ ~~......-ve...~ Sq. Ft. Ideled BUILDING DEPARTMENT USE ONLY SIC: Sq.Ft.: ~ONlNG COMMENTS: Approval: Zoning: BUILDING COMMENTS: Approval: PUBLIC WORKS COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residential Units: 8ectrical License No: Company: Plumbing License No: Company: Mechanical License No: Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: <') This permit was _ in accordarlce willi the provisiono ...t forth in your application and iloubjed to the laws of the Slate of CoIonodo and 10 the Zoning Regulationo and &lilding CodeI of Wheal Ridge. Colorado or any _Ipplicable ordinanceo of the City. (2) Thil permit shaU e"lliTe n (AI the work authorized iI not commenced w;thin oixty (60) days from issue date or (B) the building a_ ill ouopended or abandoned for . period of 120 dayo- (3) If lhII permitexpirw, . MW permit may be lOCq_ for. fee 01 one-haIf the amount nonnaIIy required, provided no changeo have been or will be _In the original piano and opedtIcatiooll and any suoponoion or _idoI......t haI not exceeded one (1) year. If changeo"'" been or n suspension or abandonment e.oeedo one (t) year, fun feeo _ be paid for a .-- permit. (4) No work of any ma..- _ be done the! will change the natural flow of _.... causing a drainage problem. (5) Con_ _ _ty the IluiIding Inopector _ty-tour (24) ho<n in advance for all inspediono and shaU receive wriUen approval on inIpection eallI belofe proceeding with IUecessive phases 01 the job. (e) The issuance of. permit or the approval of dnrwiflQ$ and specifK:ations shaH not be construed to be a permit for. nor an approval of, any vtoIation of the provisions of the building codes or any other ordinance, law, rule or regulation. Chief Building OffICial ........ ."",,, BUILL4NG DEPARTMENT - _.--._-- - ---,-,,~---'-"."-'-'-- .__.+..--.__._~----_._._---_.-.__._.-----,.._- (303) 235-2855 CITY OF WHEAT RIDGE \ I , i \ i , * * Correction Notice Job Located at "I <1'1 ?l r: /....,~ ,,4 /r ,,-I \, I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: ~ ~~'i' ~n ,} <' " ,If fa c; I leoMi/ Jv/ You ate hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date ;1/1/<;CJ ;' /' )i. /7> -7 ';/), 'h Inspector 'o~lIdlng Dept. DO NOT REMOVE THIS TAG FORM WR6.22 , .....--....--.-------- --~ -- --..............-----.---..-- -------..-- ---. DEPARn'- 'IT OF PLANNING AND DEVELOPMENT Building Permit Number: 95-1020 BUILD,.<lG INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date :5/18/95 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner: ABBAGNARO ANNA E LIFE ESTATE Property Address: 4490 CARR ST Phone: 424-9409 Contractor License No.: 17522 Company: Reitz Roofing, Inc. Phone: 427-3442 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value: Permit Fee: Use Tax: I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate: that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other appli9~-~t Ridge ordinaAGe":Jor work under this permit. (OWNER)(CONTRACTOR) SIGt!IEll..i-O,,~p r~t.> DATE) .-/,,~:l5 Description: REROOF /J Total: $2,750.00 $54.00 $41.25 $95.25 BUILDING DEPARTMENT USE ONLY Approval: Zoning: Approval: Approval: Occupancy: Walls: Roof: Stories: Residential Units: E[ectrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: .. Expiration Date: Approval: Expiration Date: Approval: .. .. This pennit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Rid~e, Colorado or any other applicable ordinances of the City. This permit shall expire if (A) the work authonzed is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. No work of any manner shall be done that will cI1ange the natural flow of water causing a drainage problem, Contractor shall notify the Building Insrector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases 0 the/'Ob. . The issuance of a permit or the approval 0 drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions fthe ~uilding codes or any oth rordi any, .Iaw, rule or regulation. '- C' elf, ief Building Inspector THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR CALL: 234.5933 24 HOURS PRIOR TO INSPECTION (1) (2) (3) (4) (5) (6) wj~~] DEPARp-:NT OF PLANNING AND DEVELOPMENT Building Permit Number: . BUILL.,m INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date: 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner; Anno. f't b bn, T ~:(-D Property Address: '1'1 '10 CAe, ,- r yt Phone: ':/2 'I '1 'I D 'I Contractor License No. . / 7 5 J ,7 Company: R",,-;lz ~:o h:"J LY? Phone: c/.;;?:7 3'1 l/ :::> OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value: .? 75"C> cB Permit Fee: I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record: that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance wi!h the Wheat Ridge Building Code (U.B.C.) and aU other applicable Wheat Ridge ordin~_~~ or work under this permit. ,") --- (OWNER)(CONTRACTOR) ",r,NFn /5 DATE Y-/?- 95 Use Tax: ~ - c.f, IhJ V ( ,:)S- 1~ d3 Total: -"" Descri ption : Te..':"'i- /'" .7_1190 BUILDING DEPARTMENT USE ONLY c Approval: Occupancy: Wails: Roof: Stories: Residential Units: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval : II 1IIIIlS."_ii_~!i~ Expiration Date : Approval: 111 . (1) (2) (3) This pennit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of lNheat Rid~e, Colorado or any other applicable ordinances ofthe City. This pennlt shall expire If (A) the work authonzed IS not commenced Within sixty (60) days from Issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. If this pennit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. N'o work of any manner shall be done that will change the natural flow of water causing a drainage problem Contractor shall notify the Building Inspector tlNenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the job. The issuance of a permit or the approval of drawings and speCifications shall not be construed to be a permit for, nor an approval of. any violation of the provisions of the building codes or any other ordinance, law, rule or reguiation (4) (5) (6) Chief Building Inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BYTHE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234.5933 24 HOURS PRIOR TO INSPECTION DEPARn"~'H OF PLANNING AND DEVELOPMENT Building Permit Number: 95-823 BUILD"..G INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date: 4/25/95 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner: ABBAGNARO ANNA E LIFE ESTATE Property Address: 4490 CARR ST Phone: 424-9409 Contractor License No.: 18007 Company: Walrath Heating & NC Phone: 232 4343 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value: Permit Fee: Plan Review Fee: Use Tax: I hereby certify that the setback distances proposed by this pannit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and aQ.ree to abide by all conditions printed on this application, and that I assume full r nSI. ity for compliance with the Wheat Ridge Building Code- (U.B.C.) and all other appli he t~i ordinances, for work under this permit. DATE Total: $700.00 $19.00 $0.00 $10.50 $29.50 (OWNER)(CONTRACTOR) SIGNE Description: REPLACE VENT AND ADD COMBUSTION AIR BUILDING DEPARTMENT USE ONLY Approval: Zoning: Approval: Occupancy: Wails: Roof: Stories: Residential Units: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: . Expiration Date: Approval: . Expiration Date: Approval: Expiration Date: Approval : . (1) (2} This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. This permit shall expire if (A) the work authonzed is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of thel.Ob. The issuance of a permit or the approval 0 drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building des or any other ordinance, law, rule or regulation. ~~/cv1 THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION (3;, (4;, (5;, (6:1 Chi If~~l~] D~PARnr 'IT OF PLANNING AND DEVELOPEMENT BUIU....~G INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Application Number: Date: Property Owner: ANNA ABBAGNARO Property Address: <,490 rARR ~TR""T Contractor License No.. 18007 Company: WALRATH HEATING & AIR COND. CO. INC. Phone: 424-9409 Phone: ?1.?_/11.6.1. OWNER/CONTRACTOR S[GNATURE OF UNDERSTANDING AND AGREEMENT Construction Value; 700. (JO Permit Fee: / tJ. 0 () Use Tax: /0' StJ I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this . application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordin s, for work under this permit. \. -~ ... (OWNER)(CONTRACTOR) SIGNED / TE 4/25/9 Total; c?tf50 Description: RjlPL1\CE VENT AND ADD COMBUSTION AIR ->...:..- ---- BUILDING DEPARTMENT USE ONLY Approval: Zoning: ImIIl'IiJl_....~. Approval: --~~tI~r Approval: Occupancy: Wails: Roof: Stories: Residential Units: Eledrical License No : Company: Plumbing License No : Company. Mechanical License No: 18007 Company: WALRATH HEATING & Alc Expiration Date: Approval: ~ IlIRIlimilRIIIYO:!II,~ Expiration Dale: Approval: !i.PJ~!l!,!R.ll,\lOjttdca Expiration Date: 1/ /1 /'/0. Approval: II (1) (2) (3) ThiS permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City, This-permit shall expire if (A) the work authorized is not commenced within sixty (50) days from issue date or (B) the building authorized is suspended or abandoned. for a period of 120 days. , If this permIt expires, a new permIt may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made In the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or jf suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit No work of any manner shall be done that will change the natural flow of water causing a drainage problem. Contractor shan notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceedimg With succeSSive phases of thelob The issuance of a permit or the approval 0 drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance. law, rule or regulation (4) (5) (6) Chief Building Inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234.5933 24 HOURS PRIOR TO INSPECTION